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SURVEY FIELD PROCEDURES MANUAL Prepared By THE

1. a From the C prompt Key in CONFIG and press Enter b Select F2 Low Power Event Wait Configuration Cu Set up as follows Automatic Power Down Timeout 10 Power Down gt Wait Keyboard YES Power Down gt Poll Keyboard Activate NO Location DOS Enable Serial Port YES Install Low Power Handler YES Low Power Message Interval 120 Press Escape and save changes Select Fl Memory Mapping Tx Set up as follows Program Memory Disk Memory Bank 0 00 Disk Start CO Bank 1 01 Disk Stop C3 Bank 2 02 Bank 3 03 Disk 2 Start 04 Bank 4 Disk 2 Stop 07 Disk 3 Start 40 Disk 3 Stop 41 Important Bank 4 must be left BLANK The default setting is 04 for bank 4 To change this setting you must enter a 1 at the prompt This will create a blank space for this bank If the memory banks are not set correctly you will get an error message Program Disk Memory Conflict Be sure to save the changes when you EXIT If you get ERROR reading drive B Go to and key in FORMAT B to fix the problem Bis RHC 44 with 1MB RAM card in A a C From the C prompt Key in CONFIG and press Enter Select F2 Low Power Event Wait Configuration Set up as follows Automatic Power Down Timeout 10 Power Down gt Wait Keyboard YES Power Down gt Poll Keyboard Activate NO Enable Serial Port
2. When 75 of charging has been completed the Gothic Helva and Prestige 12 lights will blink Power Add Paper On Line LF FF Font 5 Prestige 10 Draft Prestige 12 Helva 5555555555 555555555 555555555 Gothic When 100 of charging has been completed the Gothic Helva Prestige 12 and Prestige 10 lights will blink Power Add Paper On Line LF FF Font Prestige 10 xx Draft Prestige 12 Helva ii 5555555555 555555555 555555555 Gothic At the end of the recharging operation all indicators will stop blinking and the Power indicator light will illuminate steady not blinking The batteries are now fully charged Once the batteries are fully charged the printer will operate continuously for a minimum of 50 minutes in the print mode or 12 hours in the stand by mode 2 Printing While Recharging You can send data from your computer to the printer during the recharge operation When the 180si pri
3. knocked over it must be checked before any additional measurements are made Stability The setup for be very stable Not only heavy but they also offer resistance In addition place added forces on the an are lar the set EDM instrument should EDM instruments ger areas of wind electrical cords up Under most circumstances the ts shall be determined only along one line and only in one direction In other words reciprocal measurements necessary STADIA usu Stadia is a tachometric form of distanc relies on a fixed angle intercept two supplementary horizontal stadia distances above and below Usually they are short lines to the longer main horizontal cross hai positioned in the reticle so that if a level rod were held 30m 100 ft away from the instrument the difference between the upper and lower stadia hair readings It can be seen that distances can b rod interval would be exa Tha h I COST d ally are not measurement that S procedure utilizes airs placed at equal the central horizontal cross hair differentiate them from The stadia hairs are telescope level y 0 3 m 1 00 ft sighting a rod with the telescope le rod interval The horizontal distan center to the rod eq It is not always possible to keep the telescop horizontal more commonly the line When thi
4. fr TEETH TESTE TAE HP UNUM iE e I S piado Taura 4 NEMO a a les Kal 3 L 12 ZEF 2 g 5 t 5 amp amp 5 TYPE OF WORK X SECTIONS TRAVERSE TOPO ROUTE NO ROAD NAME THEN TYPE WORK NOTE LINE SPACE AS SHOWN IN SAMPLE BOOK NUMBER IF NOT STAMPED CONTRACT NUMBER FIGURE 7 02 A SAMPLE INDEX PAGE CHAPTER 7 00 NOTEKEEPING SECTION 7 03 QUALITY OF NOTES Revised 11 01 GENERAL Do not sacrifice the quality of field notes for expediency Poor quality notes are not justified because the party is short a man or because the project is a rush job The desired qualities in notekeeping overlap and intertwine They arise from the purpose of notekeeping to serve as an interpretabl record of a survey party s every step in the prosecution of a survey To realize this purpose certain qualities must be built into each module each page and each set of field notes ACCURACY Accurate field notes list the exact field data that is measured and gathered This implies a proper placement of each entry and correlation with all other entries Accuracy is the prime requisite in notekeeping To assure accuracy 1 Consistently follow the policy of recording original field data 25 Record
5. bz Procedures 1 Delineation The extent of the wetlands to be located are defined in the field by personnel from the Division of Project Development These personnel visit project sites and determine where wetlands are located The limits of the wetlands are usually marked by the use of a unique plastic ribbon which is tied to vegetation in the area 2 Location As the marked limits of wetlands is at best approximate great care in locating the ribbons is not necessary Right angle pluses and distances using a cloth tape of angles and distances measured from a baseline station are sufficient 3 Note Taking The location of wetlands are Sketched into the book as normal topography would be CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 12 TRAFFIC SIGNALIZATION SURVEYS Revised 11 01 GENERAL Traffic signalization surveys are requested by the Division of Traffic when traffic signals are to be installed at a road intersection or where the configuration of an existing signal system is to be changed FIELD PROCEDURES Ta Traverse A traverse running 90 m 300 ft in all directions from the center of the intersection is required unless electronic data collection will be used Existing survey lines are to be used if available and can be easily recovered If not new lines are established Topography Normal topography is to be taken to the
6. 7 8 Least Squares Adjustment Of the many different methods used by surveyors this method provides the most probable values Prior to adjustment all possible systematic errors must be eliminated because the least squares adjustment and other adjustment methods as well is applicable only to truly random accidental errors Adjustment Results The surveyor should remember that any adjustment only provides what he believes to be the the total survey Even after proper a adjustment each individual value such as the position of a specifi by an amount depending on the precision of the survey Possibly an adjustment could increase the error for a specific point Collectively however the errors have been reduced and the total survey is improved best solution for point is in error Sources of Errors There are thr general sources of errors personal instrumental and natural a Personal Errors 1 2 3 Causes Theses errors are caused by the physical limitations of the observer and by his personal observing habits They can be either systematic or accidental Personal Systematic Errors These errors are caused by the observer s tendency to react the same way under the same conditions For example a Chainman may measure slightly long on every measurement because he always stands in a certain p
7. A new vehicle is not to be polished and or waxed for at least six months thereafter it shall be polished and waxed at least once each year check the manufacturer s manual some paint finishes never require polishing All rust damage dents scratches etc are to be repaired a soon as possible Until repairs are made vehicles which have chipped paint must be waxed more frequently to avoid corrosion or spread of rust SECTION 1 07 GENERAL Good communica operations Every empl communications CHAPTER 1 00 GENERAL Revised 11 01 tions are essential to loyee must s COMMUNICATIONS efficient and safe trive to make his as effective as possible Beside the usual verbal and wri indirectly use Telephone BwWNE Pagers This section deals only with informa of the telephon the fol Mobile Radio FAX Systems ten communications PSD may directly or lowing communications systems tion regarding the use and mobile radio systems Personnel who need to use the FAX system should ob tain specific instructions from the operators of this system TELEPHONE these guidelines Instructions for telephone usage are found in the State directory T State telephones 2 When receiving and placing tel identify yourself For example a Answer a call thus speaking b Place a call Habersack of the Sta
8. In the bl number you used anks you would insert the notch Clockwise from your first measurement go exactly a third of the way around Again look and record it on your drawing Measure the antenna height and record it just like before Go clockwise a third and measure the a the antenna ground plane to see what notch you will be using again around the ground plane restart the measu Onc ntenna height You should end up with three raw measurements these measurements should agree within 1cm If they don t agree the measurem rement process If they still don t agree try re leveling the tribrach divide by three measurement In receiver expects move the decimal values you should 1 500 meters and 2 500 meters its Vehicles Near th least 50 feet fro nts agree add them up and This will give you an average your field notes next to the average value write AVERAGED RAW ANTENNA HEIGHT SLOPE GEODETIC receiver and hit Remember the rod Then input this value into the ACCEPT menu selection be entering will between the scaled is in centimeters and the meters To convert to meters two places to the left The Antenna Park the truck at Signals can close to the ante m the antenna or downhill from be affected by flat surfaces nna Receiver Start Up You should turn
9. Recorded field measured values should neve precision greater than that used in the ac For exampl when measurements are made w tape values should be recorded to the nea foot not 0 01 foot Computations a Multiplying or dividing The result have more significant figures than th the least number of significant figur Example 12 182 X 11 1 13 5 Exception If one that is close toa eight or nine used For example term has a beginnin double digit numbe 9 2 2 11 19 4 not The number o is determined b Adding or subtracting figures in the result position of the first of the known digits That is the re contain any significant figures to th another significant number m doubtful digit to determined by uracies 989 04 ft 4 Je SEIS 220 Jt 20520 ifi nearest 3 foot tes such t figure for ecision that ision than feet s when ablishing r indicate a tual survey ith a cloth rest 0 1 must not e term with es g numeral r such as ay be 1 9 significant the the right sult must no e right of the first column containing a doubtful digit Example 10 001 9 2 306 2954 87 8 413 3 When calculations involve several steps it is advisable to use one extra significant figure throughout the intermediate steps However the final result must always be rounded off to the appropriate number of significan
10. Setting two TPs can be time consuming In loose soil setting the second stable TP might waste much time This often disrupts the rhythm of leveling To keep backsights and foresights balanced TP distances must be cloth taped or read by stadia Stadia distances are routinely produced in thr wire leveling techniques Consistent pacing on even terrain is adequate d Because the two HI contain accumulated error check cannot be applied as in double HI leve ing or in thr Double HI Leve double TP level reasons single line of TPs are established difference nearest 5 at a setup site ing This technique ing and is used for the same A double line of level At each set at approximate From each HI half hundredth of a fool wir leveling the rod is read to on a single backsight and on the single foresight TP a tolerance 1S similar to ls is run through a tup site two HI ly one half foot the S 1 Advantages The benefits of double HI leveling are essentially the same as those of double TPs Differences ar a Two separate checking elevations are established on each TP Unlike the check of parallel HIs this check remains after each setup is broken b With automatic levels two HIs can usuall
11. ly on all have to a a few remain 155 Adjustments Due to its simple construction dumpy levels have only two principal adjustments a Bubble Tube 1 To Test Set up the instrument so the bubble tube is directly over two opposite leveling Screws and carefully enter the bubble Rotate the instrument 90 to place the bubble tube over the remaining pair of leveling screws and again center the bubble Rotate the instrument 180 to reverse the tube s position If the bubble runs off center an adjustment is necessary 2 To Adjust The distance the bubble moves represents twice the error present To correct bring the bubble back halfway by turning the adjusting nuts at one end of the bubble tube Re center the bubble using the two level screws in line with the tube Rotate the instrument 90 9 and center the bubble using the other pair of leveling Screws Provided the adjustment was done correctly the bubble will remain centered as the instrument is rotated If the bubble runs again repeat the adjustment until it Stays centered b Horizontal Cross Hair Adjust the reticle in the same manor as described for automatic levels D LEVEL RODS Te San Francisco Rod This type rod is the routine differential leveling standard for sliding faces foot by prevent Adj Rod
12. Kilometres 6372 Ratios 1 09 55 11056 5 LENGTHS of ARCS of the EARTH S SURFACE per DEGREE of ARC Along Meridian Along Parallel 32 68 904 at mi 58 716 at ml 88 912 8 071 68 923 Sr 4D7 68 935 565725 68 958 55311 82 93 7 53 063 j 85006 5220 33 34 3557 365 3 683969 54578 39 bebei 40 4i 42 7 E 43 K SURVEYOR S MEASURES App ABBREVIATIONS U S linear b Metric linear inch nor Micron Link ik Mil limetre mm Foot Ceniimetre cm Yard w yd Decimetre dm Fethom fm Rod rd dkm Pois Hectometre hm Chain ch Kilometre km Furlong fur Mytianetre Milt mi Square measure U S and matric Preface the dinear abbreviation with mq as 2 ml mud the exponent 2 2 mi Do not confuses these pvo terms which Indicate an area of 2 square miles wi 1 the term 2 miles squared which indicates an area of 4 square miles Land area terms U S and metric Acre A Centare UB Section 5 Are Township Hectare ha LINEAR U S Links b Chains 7 82 in ich 66 100th 4rd d5ik 18350 1rd 10ch Wolk 1ch B ch 1mi Rods or poles d Inches feet and yards 1rd 16 25 Ik 1
13. JH IR TTE papag a Br 5 SHA AGENCY pep eo Seloo bea siae 2 2 7 EA 21 9 11219 cov y N EMPLOYEES EXPENSE STATEMENT 2 4 0 37141 4 EMPLOYEE ID miae a Zol 520 aT ae C44087 MARYLAND DEPARTMENT OF TRANSPORTATION 2 732 52 P 732 552 377 W Pe cu a aa eee ea eee Dee See eee eee ee eee ees FF c uec 352 272252622 DO WRITE BELOW THIS LINE OFFICE OF FINANCE AND 1 MANAGEMENT USE ONLY e ORIGINAL OFFICE OF FINANCE AND PROGRAM MANAGEMENT X DI Sha 30 3024 PARTY CHIEF S EXPENSE STATEMENT FIGURE 1 088 CHAPTER 1 00 GENERAL SECTION 1 09 REPORTS AND RECORDS Revised 11 01 A DAILY REPORT CARD Ta General Daily each Party Chief shall record his party s operations on SHA Form 61 1 144 Figures 1 09 A and 1 09 B ar xamples of completed Daily Report Cards Every effort should be made to mail these reports to the SHA s Baltimore Office on a daily basis Errors are much more probable when entries are delayed for one or more days and made from memory Dus Information to Report The Daily Report is mostly self explanatory as to the information to be reported The Party portion of th
14. a sin Biisin 2 ain H PLANE GEOMETRY 1 CIRCLE m Linear i Circumference c t Hi 27 radius 27r e y diameter sd d WM Diameter d Iv d 34836 b Area L Whole circle A B A 4 0 7854 c il Sector ASec A ASec CBA Sector s ASec Vert in radians ofr 0087 2565r gt degrees m amp Segment 360 App H 1 Radius x rx 0 158155 r c 27 Arc pr curve length ra radians Wre 180 by trigenometry Segment ASeg Verte Var sing Vert o ains B radians T 7 amp 2 sind A 360 2 2 POLYGON A closed plane figure bounded by straight lines or sides a Interior angles sum M 1907 number of sides 2 180 n 2 b Area of regular polygon all sides equal Ama cA amp nsp or by trigonometry 4 190 3 4 2886755 5000005 5 6 5 6660255 688191 H PLANE GEOMETAY App H 2 TRIANGLE A 3 Sided polygon Area b 3 4 5 triangle for laying o VAS perpendicular L b b Nb gt 0 49301 3b YN d I Na And L oy xl N by trigonometry Pad NEN N a sinso bi Base 4 p 2 3 Line QUADRILATERAL 4 sided polygon see formulas below PARAL
15. 0 03937 in exact 0 00328083333 ft 0 3937 in exact 0 0328083333 ft 3 937 in exact 0 328083333 fi 3 28083333 ft 32 8083333 ft 32B 083333 D 621359549 mi 5 21369949 mi In 1959 the Foot System was radetinad in raiation to the International Metre But the values One International Metra 39 37 inches exactly is the basis for the American Survey Foot ASF The ASF 15 still used by NGS far all harlzontal and vertical control nats Therefore the ASF the standard for MD SHA CONVERSIONS AREA U S to metric 3 1 yc 1rd 1ch TA 1 mi Ra PAU 6 45162581 cm 929 044116 cm 0 0929034116 m 0 0929034116 0 836130705 25 2928538 ca 404 647261 4 046872618 40 4687261 a 0 404587261 ha 4 045 67261 258 999847 ha 256999847 km Metric to U 5 Tom 1a 1 1 km 1 0 15495955 in 2 exact 10 7638674 14 2 1076 38674 f 107 638 674 ft 7 2 47104393 A 247 104393 0 385100514 mi 38 6 100614 mi REFERENCES SURVEYS MANUAL State of California Department of Transportation SURVEY MANUAL Location amp Design Division Virginia Department of Highways and Transportation SAFETY MANUAL Division of Plats and Survey Maryland State Highway Administration SPECIFICATIONS FOR CONSULTING ENGINEER S SERVICES Maryland State Highway A
16. Key in the filename using the following naming convention X Rte Date Ex If you are working on Md Rte 410 on March 4th you would use X4100304 as your filename this is a new day s work the program will display 6444444444444444444444444444444444444447 5 FILENAME X4100304 XCT 5 5 FILE DOES NOT EXIST CREATE Y 5 9444444444444444444444444444444444444448 Press ENTER to create the new file For new files the program will prompt for the following header information CONTRACT NUMBER gt LEVEL RUN BOOK NUMBER gt MD US RT NUMBER gt TERMINI gt PARTY CHIEF gt Fill in with the appropriate data and press Enter THE MAIN MENU This is the main menu screen 64444444444444444444444444444447 5 ADD TO CROSS SECTION FILE 5 5 LIST STATIONS COMPLETED 5 5 NOTE 5 5 5 5 5 9 8 VIEW CROSS SECTION FILE END PROGRAM 444444444444444444444444444444 Choose one of the above and press Enter ADD TO CROSS SECTION FILE The first prompt will be 6444444444444444444444444444444444444447 5 NEW BASELINE N 5 9444444444444444444444444444444444444448 Enter Y at the beginning and whenever you change to a different baseline If you are continuing on the same baseline just press Enter If you entered Y for Yes you will
17. 2 08 Paravant Data Collector and Peripherals Disk Operating system DOS Special Functions Paravant Configuration RHC44E Commands Diconix 180si Printer CMT Disk Drive Ramcard Batteries Trouble Shooting 2 09 Tribrachs Prisms Prism Poles A Tribrachs B Prisms Ca Poles Page 1 1 1 1 1 4 OP PO PO PO Po OO OO OO CO CO NON NS XO XO Co ho S 3 00 4 00 SURVEY DATUMS AND THE MARYLAND COORDINATE SYSTEM 3 01 Horizontal Datum Shape of the Earth Position on the Earth Azimuths North American Datum of 1983 1991 Adj UAW D 3 02 Vertical Datum General Policy Gravity National Geod Vertical Datum of 1988 Local Datums Ed O QU 3 03 Maryland Coordinate System Policy General Description of the Grid The Lambert Conformal Projection Conversion of Ground Distances to Grid Distances E O QU ERRORS AND CLASSIFICATIONS OF ACCURACY 4 01 Accuracy and Precision A Accuracy B Precision 2 Accuracy Versus Precision D Significant Figures 4 02 Errors Definition Types and Sources A General B Blunders Cs Errors 4 03 Classifications of Accuracy A Policy B Field Procedures C Reasons for Standards and Procedures Specifications D
18. refract Tes req error uired t rods high enough See Chapter 2 tely the same to minimize t Adjustment Test the level and if adjust to minimum collimation First Setup Set up the instrument about 6 m 20 ft from one of the BMs Rod Readings Without deliberation read a plumbed rod on each BM and record the readings A rod target might be required for FIGURE 5 03 C RECIPROCAL LEVELING SCHEMATIC see Fig 5 03 D 2 ONY SW9 N33M138 A373 NI 39N34343I0 a 66 2 0 4 TIF S t 9S S t 4 Ss lt 0 9 9 0 S 49 898 SNNIN QOH SNNIN 7 Z ON dniae VON dias C oe dau o gt Seas TREN NE Ny 13A31 FIGURE 5 03 D RECIPROCAL LEVELING CALCULATIONS 6 7 8 Double TP Leveling Doubl technique uses two parallel foresight and backsight TPs usually used for third order the reading on the far annot be used for long readings Use the arit repeated readings Second Setup Move th other side of the obstr paragraphs 3 4 and 5 rod If targets shots make repeated hmetic mean of the instrument to the uction and repeat Keep the short sights of each setup approximately equal
19. 2 Floodplain Studies a Gen ral Requests for floo dplain surveys are usually from the Office of Bridge Development Lines to be profiled are shown on a base map These profile line are normally perpendicular to the stream and are confined by either a horizontal distance or an elevation that the profile is to be io The profile lines can be a straight line or have angle breaks on them Procedures 1 2 3 4 Horizontal Control A extent of the floodpla traverse is tied to an centerline traverse Vertical Control Flo traverse is run to the in study This existing line if one exists odplain surveys are based on NAVD 88 and levels must be brought into the area if no bench marks are available Ground Profiles Prof iles of the ground on the designated lines can be taken by differential or trigonometric methods There are no constraints to ground shots should be shown the distance between but all abrupt ground changes Note Taking Sample notes for a Floodplain Study are shown in Figur 6 11 A series Wetland Location a General Federal regulations require that wetlands destroyed by road construction be replaced in another area To measure the area of wetlands displaced by road construction the outline of effected wetlands must be located and referenced to a baseline
20. letters and switches A command works DOS Commands These commands can be issued with drive switch alters the way the a DIR This command will display COPY This command another COPY JUNK file to the portable disk drive listing of files DIR A will the A drive DIR W will displ a directory list the files on lay a wide listing copies files from one place to FLD D will copy the JUNK FLD COPY D JUNK FLD copies the JUNK FLD file from the D drive Gu RENAME This command changes RENAME JUNK FLD SAMPLE FTIJ the JUNK FLD file to SAMPLE FLD th name of a file D changes the name of d DEL This command deletes a file Once the file is deleted it cannot be brought back DEL JUNK FLD deletes the JUNK FLD file e TYPE This command displays the contents of an ASC file IYPE JUNK FLD will list all of the data stored in the JUNK FLD file to the screen PRINT This command will cause file to be printed out on the printer if a JUNK FLD will cause printed out g PATH This command the JUNK FLI ttached PRINT D file to be tells the paravant where to look for programs if they don t exist on the current drive The AUTOEXEC BAT file has a PATH command set to A N B N C N SPECIAL FUNCTIONS OF THE P
21. Calculations Independently calculate the differences in elevatio each setup then averag Use the longer sight as the other This causes to be on the same bench Systematic errors in t have opposite signs for the errors will tend to differences in elevatio n of the two BMs for e the backsight for one of the computations and as the foresight for the plus rod reading mark for both setups he measurements will the two sets Thus cancel when th n are averaged This procedure minimizes th refraction curvature instrument adjustment Elapsed Time Minor va ffects of and residual errors in riations in atmospheric conditions will cause very small errors They will be n are taken with little e egligible if the shots lapsed time between the two setups If cro requires considerable t ssing the obstacle ime use two instruments and make simultaneous observations Then exchange the instrument positions and again mak readings The average should be almost error e simultaneous of these measurements free Rodded This independent for each HI E18 of TPs is set if possible difference in elevation pre or more They are also set the the the two rod readings instrument setup From single wire plus shots are r TPs minus shots are read on Read
22. phase and the returned signal s phase is called Shift Shift is a function of the distance being measured It is measured by the phase detector and the resolver This determines the length of the last partial wavelength entering the instrument The number of whole wavelengt ths required to span the remainder of the dist tance is determined by measuring at two or more frequencies and observing the relat frequencies In ol wavelengths are det ionship between the her words partial rmined for several frequencies 6 Distance Determina comparing the parti frequencies unambi determined The pr the example in Item is the phase shift which is measured of the light nor th is measured The 1 Carrier for the m ion By mathematically al wavelengths of several guous distances can be inciple is illustrated by below Remember it of the external signal Neither the travel time e frequency of the ligh ight beam acts only as a odulated signal Example Assume that the same dis measured with three tapes of diffe tance is rent lengths tape A 100 00 feet tape B 99 00 feet and tape C 90 00 feet The tapes correspond to the frequencies in an EDM Only the last partial tape length is recorded for each tape The partial tape lengths correspo
23. sight with the double cross hairs t and OW nd white straddle the Wide Sights When pointing on wide sights such as a lath or a range pole at close range hair Measuring Angles comfortably Split the sight with the singl Measur possible Take the first poin each object tangent much rather than fidgeting with th Screw trying to improve the pointi pointing time increases the probabili error through instrument settlement or atm changes by taking Xcessiv Such error could cancel any gain car But speed shou be cultivated at Accuracy is Reading the read and call the expense of good resul more important than speed Instrument and Call Outs ut each reading to the reco Call out th blunders will ntir be caught If recording pro arise hav the Factors errors Instrument Differential Temperat striking certain part cause differential expansion of components of Efforts should be made the recorder repeat each readi Man after it is recorded ts of an instrument mi the metal the instrument to shade t instrument when performing precise surveys Refraction Refraction is the bending of rays and is conditions usually caused by one of two e cross angles as rapidly as ting on e ng ty of ospheric s made ld not ts
24. the closing error is not within prescribed tolerance the level part s of the level run must be find the error Non Reciprocal Trigonometric Leveling a Description This by trigonometric means ums The E plus or ES its sign to The agree which was essed ns are not ing error is ence in run and the mark the closing error is within acceptable ee Chapter cessary If the run or repeated to procedure determin Vertical dif elevations are computed from slope di zenith With elevation or vertical angl modern total stations differenc is calculated automatically operator has the instrument to display When most establishing elevations terrain It s elevations ferences in stances and measurements e in all the to do is push this value Used Trigonometric Leveling is practical and economical in rolling to is useful for many types Some of these are the correct button on often the method for steep of surveys Establishing low order bench marks on either see Chapter 69 1 Control for aerial photography 2 project control traverses or on Traverses 3 Supplemental As an alternative to reciprocal when the points are widely separ vertically leveling ated Accuracy Attainable The accuracy which can be realized from trigonome
25. One set of these grid lines is parallel to the plane of the meridian longitude which passes approximately through the center of the state In the MSPCS this meridian is 77 00 west longitude and is termed the central meridian The y axis is a grid line at the extreme west of the grid and is parallel to the central meridian The x axis is a grid line at the extreme south of the grid and is perpendicular to the central meridian The origin of the MSPCS is at the intersection of the central meridian and the parallel 30 40 north latitude The origin is given the coordinates easting 400 000 meters and northing 0 meters 2 Positions of Points The position of point on the grid can be defined by stating two distances termed coordinates One distance the y coordinate gives the distance from the x axis and is commonly referred to as the northing The other distance the x coordinate gives the distance from the y axis and is known as the easting Location of Axis The y coordinates increase from south to north x coordinates from west to east 1 y coordinates are made positive by setting the x axis outside and to the south of the State Similarly all x coordinates are made positive by assigning the value of 400 000 meters as the x coordinate of the central meridian This places the y axis outside and to the west of the State
26. Cross sections under 60 m 200 ft width shall be taken at right angles to traverse lines and centerline tangents and radial to centerline curves These can be established by use of a standard right angle mirror Cross sections with widths greater than 60 m 200 ft must have more accurate horizontal control This is to be achieved by setting offset lines or by turning right angle and or radials with a survey transit Vertical accuracy on wide cross sections shall be verified by hand level checks on elevation differential at the end of cross section between the previous station These checks should not vary more than 0 1 m 0 3 ft from a true cross section between succeeding stations Cross sections are to be obtained with a standard level or its equivalent cloth tapes level rod and hand levels unless otherwise directed Rod readings of elevations on cross sections shall be taken to 1 mm 0 01 ft on hubs rebars stake points nails and top of rail on railroads Readings to should be to 1 cm 0 1 ft for all other elevations Both top of stake and ground elevations shall be shown for centerline stations Cross sections on spur lines shall be taken as indicated by field conditions and design requirements Entrances along the route of survey shall be profiled for a distance of twice the limits of sections For all buildings within or immediately adjacent to the pro
27. Specified by the order and class of leveling being performed Turning pin A steel pin driven in the ground to support a level rod Turning plate Vertical refrac A steel plate and pin used to support a level rod on hard surfaces tion The bending of ligh vertically caused b air densities t rays y differences in WILD 2002 BAR CODE LEVEL COLLIMATION TEST AND ADJUSTMENT The collimation error is the angular difference between th line of sight and a truly level line It is usually expressed in millimeters per meter For second order class leveling this value cannot exceed 0 050 mm m It can also be expressed in seconds of arc 0 050 mm m is the same as 10 arc seconds The NA2002 3003 corrects automatically for the collimation error when elec is common place error can be d with ele tronically measuring the staff reading ctronic theodolites AS the collimation level rmined and stored in the digital IHIS PROCEDURE 102 Level in the also the 3 and page to SET RECORD the YES key is also RUN again corner of the screen MODE AT AL MUST BE P REFORMED AT THE BEG NNING OF EACH DAY OF LEVELING Store data in rec module 5 key You wil Press the SE UP and DOW Ihen pr page to RECORD MO 1 now notice ALL in Using the instrument and turn on by pre
28. collimation The instrument is now ready Repeat steps 7 and 8 the to be moved press the RUN key and move to The instrument t on point e instrument over the 1st position and level which is also the 46 key then RUN key The is press A S now asking for a measurement on point the rod on point B and to the 2nd the second first measuring point B then The instrument is now asking if you want to compute the press RUN YES key then store the value displayed by pressing the RUN YES key again 1 22 The instrument is now asking if you want to ADJUST press the CE NO key and return to PROGRAM ENTERING PROJECT DATA INTO THE VERREC PROGRAM The VERREC program was developed by The National Survey to record geodetic leveling data designed for a MSDOS data col 1 Th lLlector with a small disp information Geodetic e program was lay in the u Screen left This is why t displ ays THE PROGRAM DOES Therefor one sho drive otherwise run Key in VERREC into the Paravant has 2 ramcard drives the program in corner of the Paravant s display screen pper NOT MAKE BACK UP COPY WHI uld make back up copies of un th the data collect The following is a Note YOU MUST HAVE OPERATE CORRECTLY while in the program power up Filename
29. B m nee ao Md ne al 2 ec 2 5 25 sss To oz 47 fos L ex D S Hem 7 t Teo 122 gt 2 lt 197 cT zse f 724 2 45 M Ge zz t 1 36 49 Gio S I desi Vere 72 fae h 2 Y Soe RHF 235 4 mao 222 ote 22 5 10 rate V reca PARIA ids ni dj FIGURE 6 03 A 2 SAMPLE CROSS SECTION NOTES B or D drives if desired the B drive is recommended Start up Start the section program by typing the word SECT and pressing ENTER The following screen will be displayed 6444444444444444444444444444444444444447 5 STATE HIGHWAY ADMINISTRATION PLATS AND SURVEYS DIVISION CROSS SECTION PROGRAM Version 1 15 Written By Malcolm R Archer Shee BACK DATA TO DRIVE A Y D44 4444444444444 444444444444444444444448 iS O1 O1 O1 O1 O1 O1 O1 O1 O1 5 5 5 5 5 5 5 5 K 5 Press ENTER to create a back up file on the A drive A directory listing of XCT files on the B drive will be displayed along with a prompt for the filename to be used 6444444444444444444444444444444444444447 5 FILENAME gt EXEL 5 5 5 9444444444444444444444444444444444444448
30. FENCE POST PFEN FIELD CULTIVATED FIELD MEADOW MEAD FIELD PASTURE PAST FIRE HYDRANT FH FIRST FLOOR FFELV CI C ABBREVIATIONS FLOWLINE FLOW FOOTING FOUNDATION FTG GAS MANHOLE GMH GAS UNDRN SIGN GUGSGN GAS VALVE GV GATE POST GATE GRASS GRASS GROUND ORIGINAL RG GROUND SPOT GRADE SG GUARD RAIL CON ANCH GRCAN GUARD RAIL DOUB STEEL DSGR GUARD RAIL STEEL SGR GUARD RAIL POST amp CABLE CGR GUTTER EDGE GUT GUY POLE GUYP GUY WIRE ANCHOR GUY HANDRAIL HDRL HEADWALL BOTTOM BHDW HEADWALL TOP THDW HEDGE ROW HEDGE HUB amp TACK H amp T INLET GENERIC INL INLET DROP EDGE DI INVERT INV JERSEY WALL BOTTOM BJW JERSEY WALL TOP TJW LAWN LAWN LIGHT POLE LP LIGHT STREET STEEL STL LIGHT STREET WOODEN WSTL MAILBOX MB MANHOLE UNKNOWN MH MONUMENT CON XCUT CMXC MONUMENT CONCRETE CM MONUMENT IRON PIN NAIL ON LINE NOL NAIL PARK KALON PK PARAPET WALL BOTTOM BPW PARAPET WALL TOP TPW PARKING LOT EDGE PLOT PIPE 4IN UP PIPE PIPE CORRUGATED METAL CMP PIPE IRON PROPERTY IPP PIPE PINCH PROPERTY PIPE RENINFORCED CON PIPE TERRACOTTA TCP PLANTER PLNT POOL EDGE POOL PORCH EDGE PORCH PROPERTY STONE STONE RAILROAD BALLAST TOE TOEB RAILROAD BALLAST TOP TBAL C2 C ABBREVIATIONS RAILROAD CATENARY PL CATP RAILROAD CENTER LINE CLRR RAILROAD CRSS SIGNAL RRSNL RAILROAD INDS GUAGE GAUGE RAILROAD SWITCH FROG FROG RAILROAD SWITCH
31. Hm P General Requesting Leave Unscheduled Absences Lateness Annual Leave Personal Leave Sick Leave Employee Leave Bank Leave Donation Program Leave Without Pay 2 00 SURVEY EQUIPMENT 2 01 Control A Q W 2 02 Care Technical Supervisor and Division Procurement Officer Party Chief GPS Technician of Equipment General Total Station Instruments Automatic Levels Self Leveling Tripods Level Rods Tapes Miscellaneous Equipment and Tools Equipment Storage in Vehicles 2 03 Survey Party Equipment B General Routine Needs Page 85 28 59 8 2 Os 8 4 e wre 92 0 2 0 2 0 3 729 0 6 0 6 2 2 25 2 2 1 242 2 2 4 22 5 22 6 2 2 8 252 29 2 2 10 2 9 Ze Ga Intermittent Needs 2 04 Leveling Instruments and Rods Policy Automatic Levels Self Leveling Dumpy Levels Level Rods 0 D 2 05 Angle and Distance Measuring Instruments A General B Theodolites G4 Electronic Distance Measuring Instruments EDMI D Total Station Instruments 2 06 Tapes A General B Steel Tapes Cu Non Metallic Tapes 2 07 Hand Held Survey Equipment Computers Calculators Compasses Hand Level Tripods Metal Detectors Abney Level Clinometer t Ed O OQ UJ
32. Index Pag The index page is the orientation title and summary for a set of field notes The index page should at the minimum contain the following List of books used on project Date job finished month day year Party personnel a Book Number at top of page b Contract Number Name of County d Route number or road name of project e Project extremities from to f Type of work g Location of work between extremities h Stations of work from to Th Pages of work from to Fa k 1 The index page is to be completed in its entirety for each survey Never note Same As Above See Figure 7 02 for a sample index page When starting a new field book pages 1 7 must be reserved for the book index Start actual field notes on page 8 Orientation Data and Cross References The Party Chief should make entries into his notes that are primarily for the orientation of the note user Some of these are a North Arrow ion Direction Arrows to next town city or major highway Gs Planimetric Features Descriptive Notes e Datums Used The Party Chief should also make cross references to the origin of any point used in his survey The word found is always used in describing recovered points but a reference to the origin of the point must always be made crc bt Te pe Eh o tl VOBIS LITT E ERE
33. making S exactly 80 and check the 2 To Adjust a If it is not centered bring the bubble halfway to the center by using the adjusting screws beneath the knurled ring around the bubble b Re level the instrument rotate it 1807 and repeat the adjustment if necessary until the bubble remains centered When adjustment is complete all adjusting screws should be snug but not strained The bubble should remain exactly centered in the ring when the telescope is turned in any direction Horizontal Cross Hair Two Peg Test This test checks the collimation of the line of sight as defined by the horizontal cross hair with true level as defined by the instrument s leveling apparatus 1 To Test a Set two stable points with a well defined high point on each on level ground 200 feet apart as shown in Figure 2 04 A The pegging course should be on stable ground free from vibrations caused by traffic or heavy equipment b Set up the instrument at A exactly midway between the two peg points Read the same rod on both points Read to the nearest thousandth of a foot Note which point has the greatest lowest reading eu To assure good results repeat these readings with the level at a different height of instrument HI d Compute the average difference in elevation from the two sets of readings This is the true difference between
34. pavement at one 3 If unable points during the 4 Note or references wer recovery 5 Reset base line control points from Externals be necessary to go beyond th to tie in old base line poin or reference poin is appropriate to do so chop holes in the pavement the original points t by removin time etc the OLD survey book whether found or not and reference and con It is important to GINAL points as possible especiall and P T s 1 It will iarize himself with the progress as follows trol points usual e limits of the new survey ts jut Be careful g to many paved over layers of th and it CO not to destroy to locate sufficient control or reference identify any significant topo that was located old survey such as house corners poles structures telephone the control points the date of references as ly shown in the old survey book If necessary controls may be set at a convenient offset to facilitate traversing DO NOT reset control points by measuring from other control points at this time 6 Identify the stationing to the FOOT ONLY at this time TRAVERSE 1 If the recovered reset control points are spaced adequately for the new survey no new points need to be set 2 If the spacing is inadequate fo
35. tripod head The centering range inches In this he leg dowels for each leg are attached to the American Both types are avai extension legs tripod is used with American mad transits and dumpy levels preferred and easi The stabil periodical and keeping all er use ity of a lly checking the fittings for excessive a spacing of approximately four inches The European tripod is Division instruments tripod has a threaded head for The head is 3 1 2 inches in Most of these frame style ngineers wid lable with either fixed legs or screws and bolts snug The extension leg tripod is much It is easier to store and is more flexible tripod can be maintained by olay Moving parts should operate smoothly and freely METAL DETECTORS Electronic metal detectors hav instr de fl de which is uxgat magnetic COrs de uments that were previously used will sense ferrous metal considerable pths tion headset Electronic metal detectors ar bounds and recover surveys detectors ar investments xpensiv replaced the old dip needle The electronic iron and steel at They operate on the magnetometer principle field found around any ferrous object of a magnetic field activates an audio signal transmitted through a loudspeaker or an attached which means the
36. will appear on the screen d After the shot has been recorded you may enter a description if desired A description can contain 10 up to 29 characters The Feature Code List While collecting topo with the Data Collector you are required to nter Featur Codes These are abbreviations used to define a specific feature or type of shot The original program has been enhanced so that it is possible to review all the Feature Codes that used This works as follows Assume you are using a Code 14 Linear Feature Code Key in 14 and press Enter The next prompt is for the Feature Code If you know the correct Feature Code just key it in Remember to use CAPITAL LETTERS If you do not know the proper code to use Enter an X This will bring up on the right side of the screen the Feature Code list Down arrow to select the appropriate code and press Enter The program will automatically store your choice and go to the next prompt You may use the combination of the Shift and 3 keys to Page Down the list or the combination of the Shift and 9 keys to Page Up in the list The office processing requires that only CAPITAL letters be used for Feature Codes Ihe ETSC program will automatically set the CAPS LOCK on when it initiated However if you time out or use the FUNC and POWER keys to temporarily shutdown the collector for lunch
37. 1 Goggles per person Gloves Steel w inserts Publications Survey Manual Safety Manual Route Location and Design Hickerson Directory of Medical Facilities Forms a Attendance Forms Employ Leave Request Form SHA 22 0 1 Daily Report Card Form SHA 61 1 144 b Expense Forms Employees Expense Statement Form SHA 30 502 L Accommodation Verification Checking Account Log Cis Vehicle Accident Forms Motor Vehicle Accident Investigation Guide Form 71 0 FS 1 Driver s Report of Accident Form 71 0 74 Automobile Loss Notice Form ACORD 2 2 88 d Vehicle Usage Operator s Report A Form DBFP FM MFOMS Equipment Usage Report Form SHA 30 0 590 0 Industrial Injury Forms Report of Accident Incident Form D PER 033 Employer s First Report of Injury Form c 1 fF Miscellaneous Forms Project Card Form SHA 61 7 5 2 Equipment Request Form SHA 61 7 5 3 EDM Calibration Record INTERMITTENT NEEDS A survey party should have the following equipment and supplies available as the need arises 1 5 Miscellaneous Instruments Equipment Altimeter Surveying Measuring Wheel Precise Rods Yard Brass Power Chain Power Disks Tools Saw Post Hole Digger Hand Tools Number and Alphabetical Die Set Post Hole Digger Tape Repair Kit Safety Equipment and Supplies Hearin
38. A set of theodolite is example in a project control traverse a direction is computed as the mean of a set of four positions A REPETIT of observations transit or be made with the instrument ON is a single observation of a horizontal angle repeating theodolite of a series made with A repetition may direct or revers each observation circle of the instrument mode R in the direct reverse mod mode A series of observations of is accumulated Half SET OF REPETIT the same angle telescope in either ONS is a where on the horizontal a set is measured D and ND PROCEDURE des Tripo own s metho Refer Preca angles of a triangl RECT MEASUREMENT the other half in the By trilateration the le are computed from measurements usual DIRECT MEASUREMENT Surveyors are noc Specific procedures which will results lly by EDM Direct of the thr sides and line directions by theodolite transit is familiar to all surveyors completely familiar with measurement of angles compass or But many achieve specified This section covers procedures and precautions which produce increased reliability in observations and desired accuracies d set up Most surveyors are efficient with their tyle of instrument d that
39. Days Lost ON ACCOUNT WEATHER 3 REMARKS ee REVERSE FIGURE 1 9 C PROJECT CARD 12 Numbers of survey books contained in job package If none enter None 282 Party Chief After the project has been completed the Party Chief is to complete the Project Card that numbered spaces 34 14 the Party Chief is to fill New Book numbers and their Date when surveys began Any remarks about project entered into survey books Figure 1 9 C shows in the following contents Date when surveys were completed Number of days charged to project Number of charged days lost to weather that cannot prudently be CHAPTER 1 00 GENERAL SECTION 1 10 EMPLOYEE LEAVE Revised 11 01 GENERAL Leave is an authorized absence from work for a specific time FAILURE TO OBTAIN AUTHORIZATION FOR AN ABSENCE WILL RESULT N DISCIPLINARY ACTION REQUESTING LEAVE All leave requests must be submitted on Form DTS 31 Request for Leave for approval Written leav requests must be submitted for all leave taken includes Personal Sick Leave etc even if the leave request was verbally approved and the leave has been taken This documentation is needed for the file Each employee is responsible for keeping a personal record of his her annual personal sick and or compensatory
40. Office of Highway Surveys is organized into three distinct Basically of right of way plats Administration wid and Contr Mapping the Pla the Deputy Chief Engineer Development the Division of Plats and j sections t Section is responsible for the creation the Survey Section is responsible for ngineering surveys and the CADD ol section is responsible for CADD and computer support processing data collection surveys and performing Geodetic control surveys Figure 1 02 A is an organization chart of the Plats and Survey Division DUTIES AND RESPONSIBILITIES Ts Chief Division of Plats and Surveys the Chief Plats and Surveys Division has the Responsibility to a Develop and recommend programs policies procedures and standards for surveying functions within the Administration b Provide guidance and assistance to the Engineering Districts and other Divisions on all matters related to surveying Cs Maintain liaison with other public agencies the private surveyin Develop Coordina policies Research techniqu Administ maintena sector and professional societies on g activities Division survey training programs te survey requirements and related with other Administration functions and evaluate new survey equipment and es er contracts for consulting services and nce of traffic 104
41. SURVEY FI Prepared By THE DIVIS MARYLAND STATE HIGHWAY ADM ELD PROCEDURES MANUAL ON OF PLATS AND SURVEYS N STRATI Revised and Edited November 2001 ON 1 00 GENERAL TABLE OF CONTENTS 1 01 Introduction A Definition of Surveying B Importance of Surveying C Purpose of Manual D Scope of Manual 1 02 Organization A Division of Plats and Surveys B Duties and Responsibilities 1 03 Public and Internal Relations A General B Relations With the Public Relations with Property Owners Da Internal Relations 1 04 Safety A Introduction B Safety Manual Responsibilities 1 05 Accident Injury Reports A General B Work Related Injuries and Illness C Motor Vehicle Accident 1 06 Vehicles A General B Safety 22 Misuse D Security E Purchases of Petroleum Products Service and Parts Preventive Maintenance Program 1 07 Communications A General B Telephone Cx Mobile Radio System Page WWW CO od O1 O1 O1 9 J 1 08 Work Hours and Travel o a wW General Definitions Work Hours Lodging Meal Allowance Mileage 1 09 Reports and Records A B Cs Daily Report Card Party Chief s Diary Project Card 1 10 Employee Leave
42. Too Carefully rder reading each time so any large blems ng to ures Bright sunlight ght resulting in small he light The first is caused by observing a line of sight too close to an intermediat tree utility pole building road surface object such as a y OL minated ions and embankment In this case the line of sight is bent toward the object This can be eli by insuring a 0 3 m 1 ft minimum clearance between the line of sight and all obstruct at least a 0 6 m 2 ft minimum clearance the ground above 54 2610 The second type of refraction is also known as heat waves and is caused by observing a line of sight on a sunny day The sun heats the surface of the earth and the surface heats the air close to the surface This uneven heating of the air causes the light waves to bend and can make a range pole look like a snake To eliminate this problem make angular measurements before 9 00 am or under cloudy conditions Phase If a sight is not evenly lighted on both sides the Instrument Man will tend to point toward the lighted side This phenomenon is called phase It can be reduced by using a target with a flat surface pointed directly toward the instrument B CHAPTER 5 00 SURVEYING PROCEDURES SECTION 5 03 VERTICAL MEASUREMENTS GENERAL Refer to Chapter 2 for vertical Revised 11 01 measuring
43. Use the date for the filename in the form YYMMD MM is the Month 951105 YY is the Year the month Biss and LE RUNNIN data each e program G day in the the A drive tor and press ENTER list of prompts you will see D IHE CAPS LOCK ON FOR THE PROGRAM TO If you power down the collector be sure to hit the CAPS key after You will be requested to enter a filename D where D is the day of Bus Enter the appropriate equipment information Inst Code 243 The instrument code S N 91767 The instrument serial number Stadia Code H Half stadia Factor 200 Stadia factor Rod 1 Code 396 Level rod code S N 26078 Rod 1 serial number Const 0 000 Rod 1 constant Rod 2 Code 396 Level rod code S N 26075 Rod 2 serial number Const 0 000 Rod 2 constant Rod Units CM Centimeters Probe Hts Tripod Top 1 30 The height in m of the thermometer Tripod Bot 0 0 Truck Top Truck Mid Truck Bots Temp Code F Fahrenheit Time Zone 500 Q daylight save time R Eastern std time Survey Ordr Clas 21 Second order class 1 Time Enter the time Date Enter the date Obs 1 NEA Enter the initials of the observer Tripd Hgt 1 Enter the height of the tripod for him her Tripd Hgt 2 Enter a second tripod height if used Obs 2 AE Enter another observer if necessary Tripd Hgt 1 Tripod h
44. YOU MUST TURN THE CAPS LOCK ON AFTER RESTARTING Collecting Single Point Topography C13 Fire hydrants utility poles mailboxes spot grades phone booths light poles water valves water meters manholes etc are single point features a Select Command enter 13 Dis Enter the feature code and the starting point number Cx Select Measurement fi Select Collect Angles and Distance Waiting For Data will appear on the screen Ga After the shot has been recorded you may enter a description if desired A description can contain up to 29 characters You may collect as many point shots as needed by Ts 12 Measuremen pressing ENTER at th change to a different t Command topographical To code you must select Command and enter a new command code Collecting Linear Topography C14 This code is used to locate straight line strings Examples of these would be edge of paved road top of ditch bottom of ditch headwalls etc a Select Command enter 14 b Enter th featur code figure number and starting point number om Select Measurement and shoot the points that make up the line string Shooting an Arc in Linear Topography C15 One may insert an arc in a line string at any time This should be limited to curves with radii of less than 60 meters 200 ft This cannot be done while collecting single point features C13 or c
45. the nearest foot in addition topographic surveys also provide the designer with field dimensions const truction design if the plan scale is to providing that must be considered for related In this regard the following points should be considered Some detail can be precisely edges of concrete roads railroad tracks etc method thes half foot plus and th features woul nearest t defined and located buildings If using the right angle offset ld be located e g bridge piers to the nearest distance nth Some detail cannot be precisel These features include s edges of gravel roads Using the plus and offse be located to the nearest half foot distance C METHODS y located or defined cream center t method thes t foot plus and the nearest banks wooded areas Line of ditches etc features would The methods used by the features include Jo Division to locate topographic Right Angle Offset Using this method plan detail is located by measuring the distance perpendicularly from a established baseline to the object the offset and in addition measuring along the baseline to the point of perpendicularity the plus A sketch is entered in the field book as the location of topographic features proceeds If the terrain is smooth a steel tape is laid on the grou
46. Classes of Accuracy to Be Used Page Co od WW CO CO CO WWW CO WWW CO He Co WWW CO NON 5 00 SURVEYING PROCEDURES 5 01 Linear Measurement A General B Taping Cx Electronic Distance Measuring D Stadia 5 02 Angles and Angular Measurement A General B Procedure 54 Errors Correction and Precautions 5 03 Vertical Measurements General Indirect Vertical Measurement 0 gt 5 04 Control Monument Setting General Reconnaissance Mark Setting Mark Descriptions TYPES OF SURVEYS 6 01 Traverses A General B Traverse Specifications Traverse Program 6 02 Topography Surveys General Precision Methods Scope and Topographic Features 6 03 Cross Section Surveys General Controls and Accuracy Requirements Notes Conventional Section Program Ed O QU Page 01 O1 O1 O1 O1 OV OV OV NON Be C0 PO Co w CO CO CO AWRRE Data Collection Surveys A General B Setup Procedures C ETSC Program D Shutting Down the Collector E Iips For Collection Various Features 6 05 Surveying for Rights of Way A General B Metes and Bounds Surveys Page 5 Right of Way Stakeouts 6 0
47. D THE LAMBERT CONFORMAL PROJECTION A plane rectangular coordinate system is by definition on 34 952 Buoy 00 6091690 44 NVIOM3SW IVHLN39 4 000 000 EB EE Re LES T Ld CCCP RSIS BS 2 TT A x TTL LIS E AD area ETE FERRER ee peri 5 8 o 500 000 000 007 Fig 3 03 A Maryland State Coordinate System Grid a flat surface Thus the geodetic positions must be ected from the curved surface of the spheroid to plane coordinate positions proj The NGS used two types of projections when developing state coordinate systems The Lambert conformal conic projection was devised for zones of limited north south dimension and indefinit ast west extent The Transverse Mercator Projection was developed for systems whose zones have The MSPCS is based on of the Geode their greatest extent in a north sou tic Reference System Ellipsoid of 1980 MANUAL briefly covers only the Lambert projection Tz th direction the Lambert conformal conic projection This Description of Projection The Lambert projection can be pictorially illustrated by a cone which intersects the spheroid along two parallels of latitude as shown in Figure 3 03 B In the MSPCS these parallels are at north latitudes 38 18
48. For Survey Party Staff proper notification is calling your Party Chief prior to his departure from his residence or if the Party Chief can not be reached contact one of the Assistant Division Chiefs or the Field Coordinator no later than 8 a m Personal leave may NOT be carried over into the next calendar year Unused Personal Leave will be forfeited by the employee and transferred to the Leave Bank This leave may be transferred to an employee who has a documented medical disability An employee who meets all th requirements for Payment of Unused Personal Leave for a full calendar year may be paid for up to three 3 days of unused personal leave SICK LEAVE Ts General Sick Leave is time off with pay when an employee is unable to work because of illness injury or disability or for appointment with licensed medical provider or because of death of an immediate family member DIF Death in the Family leave is not counted against the employee s number of sick leave occurrences Earned sick leave may be used to accompany an immediate family member to a medical appointment or to provide medical care and treatment in the event of illness injury or other disability Prolonged Illness Employees on a prolonged illness will be expected to notify their supervisor at least once every two weeks of any changes in their current condition and their anticipated return to work date A medic
49. Forward and Back Azimuths The azimuth for a line is usually stated as the azimuth measured at its beginning point each line This is called the forward azimuth has a corresponding back azimuth However which is the azimuth measured at its ending point Because of convergen between forward and azimuths is 180 pl convergence correction for lines up to 15 miles in ce of the meridians the difference back geodetic and astronomic us the angle of convergence The length can be determined by the following expression Convergenc seconds of arc of the mean latitude seconds th For grid azimuths and back azimuths ch difference in longitude in e two end points times the sin of of the two end points e difference between the forward will always be exactly 180 Sud NORTH AMERICAN DATUM OF 1983 1991 ADJUSTMENT The Nort adopted the Unit refer th American Da Land comp des leted in 1 ted States High Accuracy Refer It became network to conform nc Mexico nc 991 Origin and Controls The North American geodetic Ellipsoid of 1980 datum of con It replaces both the original North American Datum and the North American geodetic Datum all purpo Th an existing in both in t adjustment and in then The netwo relation upon it ways Su distance un
50. Light Poles anholes use pipe sizes direction uildings construction use overhangs oad and Entrance Surface type ulverts type size pipe size direction rop Inlets type pipe size direction igns type ownership with license number urbs type size Fences type height Land Use cultivated lawn etc Specimen Trees type size Wells Splicing Pedestals ownership number QUUOGQOZZNU Sc CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 08 CENTERLINE STAKEOUTS Revised 11 01 GENERAL Centerline stakeouts are normally performed after a control traverse has been established in the field Usually the proposed enterline of the improvement serves as a guide to the design engineer for use during the preliminary investigation P I PROCEDURES ls Control Generally the requester of the survey furnishes a set of plans and a list of coordinate values for the proposed centerline control points The coordinate values for the traverse line are usually shown in the traverse book Write the centerline values for the centerline in the new centerline book 2 Computing ties Ties may be computed by the area engineer in the office or by the party chief depending upon the size and complexity of the job In general these guidelines should be followed a General Ties to the centerline should be computed from all MAIN traverse
51. These components must be checked more frequently than others Ci Replicating the Angle Check all angles measured or laid off by replicating the angle no matter what the purpose of the survey This means one complete position 1D and 1R with a direction theodolite One exception can be vertical angles when setting out points with EDM equipment This procedure compensates for lack of adjustment of almost all components of the instrument it should be standard practice d Parallax This occurs when the focal point of the yepiece does not coincide with the plane of the cross hairs The condition varies for each observer because the focal length depends in part on the shape of the observer s eyeball 1 When to Check Parallax should be checked by each Instrument Man when he begins to operate a new instrument or one which has been operated by someone else 2 How to Check Focus the telescope on some well defined object a long distance from the instrument With the eye about one inch from the eyepiece slowly move the head back and forth while watching the relationship of the object to the cross hairs If the object appears to move parallax exists 9 To Eliminate Rotate the knurled eyepiec ring either clockwise or counterclockwise until apparent object movement is no longer present It might then be necessary to refocus the telescope to clearly see the
52. a etc from the INST PAR file DO NOT create multiple instrument records for correct instrument mus The enable the same instrument be entered to electronic collection from the total station 1 Press to create the Instrument record 2 Enter the thr digit job specific instrument number JSIN If the JSIN is not known press ENTER and enter the serial number 3j If the instrument is in the INST PAR file all of the data available for the instrument will be displayed If the correct instrument was selected Press ENTER to record the data Instrument records must be created prior to using the instrument for an observation Angles Angles are recorded using the method of directions This method is one of the simplest and easiest to use once the operator is familiar with the procedure 1 Press A to begin the horizontal angle routine If this is a new day and a weather record has not been created the user will be asked to create a weather record 6 1 7 2 Enter the observers initials 3 4 2 6 7 8 9 10 11 12 Enter the instrument number used Enter the occupied point number Enter the number of objects to be sighted including the backsight a maximum of 5 may be sighted Enter the backsight point number and foresight point number s when prompted TE text for the poi
53. and 39 27 are known as the standard parallel ls for the projection Positions of points and lines on the spheroid are projected onto the surface of the cone Then the cone is split along an el into a plane See Figure 3 03 C The meridians of spheroid are repr lement and un sented on th projection by straight lines that meet at a com These latitudes rolled e mon point which is the apex of the cone This point is the central point of the grid The parallels of latitude appear as arcs of concentric circles whose common center is the central point See Figure 3 03 D The plane rectangular grid as described in the preceding section is shown superimposed on the surface of the unrolled cone in Figure 3 03 D Scale a Factor Along the standard parallels gri d distances are equal to their corresponding geodetic distances Therefor the scale expressed as a ratio along the standard parallels is equal to unity It is also said to be exact It is defined as the grid distance divided by its corresponding geodetic distance Scale b Variance It is evident from inspection of Figures 3 03 E and 3 03 F that between the standard parallels grid distance is sligh shorter than geodetic distance varies from unity at the standard paral tly The scale factor llels to a minimum value approximately halfwa
54. b Moderate Relief 3 6 m 12 ft Frisco Marked Relief d 5m Z5 SEE fiberglass Restricted Vertical Clearances Collapsed Frisco fiberglass folding rule or pocket tape Control geodetic levels Invar type single section calibrated metric rods Any rod used should be clean tight and have properly indexed scales Periodically check slip joint rods for index Field Notes Sample notes for a short single wire run are shown in Figure 5 03 B See Chapter 7 for a general discussion of notekeeping a Turns Record the first plus rod on the same line as the elevation of the beginning bench mark and record the resulting H I at the center of page This should be the second line of the four line grid squares Record the minus rod on the second line of the next grid square approximately 1 2 the distance from the centerline of the page to the right edge of the grid Enter the resulting elevation to the right of the minus rod and near the right edge of i A ss 255 x 3 688 49 A B sc EKA Bi in NJ hed a PA ae E Re T AV i A SES ff FIGURE 5 03 B SINGLE WIRE LEVEL RUN Reciprocal Leveling This b Side Shots the grid Enter the the same
55. be cleared the recorder should note the conditions of th closures result m th isolated and checked Extra Prisms Set 2 measurements should be facing line of sight Ou only th TE faces the instrumen rays to the instrum can occur when various distan measured along a straight uniform grade when more being used Setting Up a Tripods The weight of E When doing such tenders should always k turned away from the insi the actual measurement to their point t it migh lin than asurement ese distances can be ent and cause error Then if poor t When making EDM one set of e instrument along the an extra set reflectors of reflectors t reflect light This ces are being e of fairly one reflector is work reflector p th ir reflectors trument except during DM equipment puts an added strain on tripods and instrument stands the tripods used to support EDM instruments Thus 6 Number of Measurements distance between two point must be sturdy and in good condition Tribrach Checks Plumbing errors cannot be eliminated by measuring procedures Therefore tribrachs must be checked for adjustment bubble and optical plummet frequently This includes not only the tribrach used for the EDM instrument but also those used with the reflectors If a tribrach is accidentally bumped dropped or
56. cross hairs Personal Factors a Setting Up the Instrument 1 Be sure the tripod is in good condition and all hardware is snugly fitted 2 Push the tripod shoes firmly into the ground 3 Place the legs in a position that will require a minimum of walking around the setup 4 If the ground is muddy drive long 2 4 wedges in the ground to support the tripod In addition use duckboards to support the Instrument Man 5 On warm asphalt pavement set the tripod feet on stakes which have been nailed to the pavement This will prevent settlement of the instrument 6 Set the instrument exactly over the point 7 Check the optical plummet after the instrument is set up and just before moving to another point If the instrument has moved check the angle just measured 8 Carefully level the instrument b Setting Sights 1 2 3 4 When tribrach mounted targets are used take the same precautions as when setting up an instrument With this equipment leap frogging clipping out and exchanging the instrument and targets while leaving the tripods and tribrachs in place can speed up traversing operations and will greatly decrease th ffects of plumbing errors in traverse closures Leap frogging is especially helpful with short traverse legs ALWAYS check each sight before picking it up to see that it has no
57. height th nd if you th led early on in the observat If you the session Or if the ion of sturban ypes of accide tripod For th cross the a at data out that vector ces to the Tr tal tripod b ust enough re level weather will damage you or your the survey due to of this possibility ht at the beginning u should be measuring ter each session ession Measure th tenna height before and after the session tion tenna will s The sta ccurate an ettled it rmine tha throw the tripod First you tenna height the station tion use only the believe the station use the beginning difference is too and make another afi ink ani two you There ar The first ipod umps to throw out the level the tribrach and make n J alt hairs are sti n 11 on the point nna heigh measur ump and sheet charge o decision to accept The second type neighborhood kids come Over tripod o th new an Always f the s ver S from scr Receiver Shutdown positive enough sim all stat communications come in handy session other field opera atch ions times i be advised to s supervisor radios them otherwis time on tenna height immediately n ession so tha the bump of bu out t the surve tors an top Stop the ult
58. his death Witness mark A mark placed at a known location to aid in recovery and identification of a monument or corner Writ A mandatory order issued from a court of justice Writ of coram nobis A common law writ the purpose of which is to correct an error in a judgment in the same court in which it was rendered 7 App B 1 B SHA ENGINEERING DISTRICTS Fy Bay 29 191 1 vO 1 f HEY TOE BANK TOE C ABBREVIATIONS BANK TOP TB BENCHMARK BM BILLBOARD BB BORING HOLE BH BRIDGE ABUTMENT ABUT BRIDGE BEAM BOTTOM BRBM BRIDGE DECK BRDK BRIDGE EDGE EBR BRIDGE EXPAN JOINT BRJNT BRIDGE PAD EDGE BPAD BRIDGE PIER EDGE PIER BRIDGE RR EDGE ERRBR BRUSH LINE BRLN BUILDING BLDG BUILDING COMMERCIAL CBLDG BUILDING GARAGE GBLDG BUILDING SHED SHED BUSH SHRUB LINE BULN BUSH SHRUB BUSH COMB TEL ELECT T amp EP COMB TP EP STL TEPL CULVERT BOX BOTTOM BBXC CULVERT BOX INSD TOP TBXC CURB amp GUTTER COMB C amp G CURB BOTTOM BC CURB DEPRESSED DEPC CURB TOP BACK TCB CURB TOP TC DISK BRASS NGS ST CO DISK DITCH BOTTOM BD DITCH TOP TD DRIVEWAY CENTER CLDR DRIVEWAY EDGE DR DWELLING DWG ELECTRIC MANHOLE EMH ELECTRIC POLE LIGHT EPL ELECTRIC POLE TRFORM ELECTRIC POLE EP ELECTRIC UNGRD SIGN EUGSGN ELECTRIC WIRE ELE EWELV FENCE BARBED WIRE BAFEN FENCE BOARD BDFEN FENCE CHAIN LINK CLFEN FENCE CORNER POST CFEN FENCE POST amp PRFEN
59. maintain a Adjustments Adjust an instrument only if testing If adjus refor tment is necessary it is mad the test must be repeated after each adjustment un Eas the required tolerance is met After all adjustmen ts are made repeat to be sure each adjustmen adjustments With the exception of parallax elimination performed each time an instrument is used which is check the adjustments described below at intervals of 90 days Check more often if significant discrepancies appear in If the instrument has not been used time or a long circuit with few checks is to a level circuit for a long be run test the level befor three wire or other high order levels starting When running adjustments at often if required check the the start of each day s run or more on S ed e ach tests t has held through subsequent Adjust level bubbles with the instrument in ustments are more valid re is constant t a manufactu a O a a Most adj emperatu re detailed below djustmen ther adj rer s instruct ts listed below shoul ustments should not be attempted When possible f the instrument Parallax When working with any insi observer simultaneously views two images the object focused on by second is the cross hairs image to focus o
60. meanings values can be calculated and adjusted ion intended to be perpetuateg without ambiguity are communicated physically review the survey in ty results when all the above qualities take the progress if the user can understand the correct if valid th interpretable LETTERING Legibl notekeeping Select a single stroke style that and practice until proficient notes ar lettering is the basic for any method of is natural Slant Plain slanted letters are more easily and more quickly formed lettering is that characters are not Occasionally than vertical letters irregularities readily apparent certain data needs emphasis A bonus from slant in the individual In such cases letter vertically to provide the contract that will spotligh Reinhardt curlicues individual s This single s Use this style as a foundat tyle t a particular entry pt is simple tering ability can be developed ural trait terer can become proficient by learning the makeup of ters and by practicing it is not The aspiring notekeeper and the Figure 7 03 A shows troke lettering has proved through years of use to provide the optimum in legibility and ease of forming Speed void of serifs or tion for your just a poor Reinhardt letters and numbers Avoid the us
61. month period Th requirement may be extended in six 6 month intervals Whenever in the opinion of the Attendance Control Officer the sick leave taken by an employee is of a questionable nature or indication of a serious medical condition which prevents the employee from properly completing his duties the appointing authority may refer the employee to a Work Ability Evaluation Employees who have four separate undocumented occurrences of sick leave in ANY twelve month period will be referred to their supervisor or representative to discuss their usage of sick leave and receive counseling as appropriate A written record of the discussion including the employee s justification and conclusions agreed upon would be made for the working files Upon the sixth undocumented sick leave occurrence in any twelve month period the supervisor will again counsel the employee Possible courses of action for the supervisor include referring the employee to EAP referring employee to the medical advisor and or continuing to monitor the situation Any further undocumented occurrences of sick leave may subject the employee to appropriate administrative actions in accordance with the policies and regulations of the Department including disciplinary actions as necessary and appropriate EMPLOYEE LEAVE BANK LEAVE DONATION PROGRAM When an employee exhausts ALL leave and has been
62. much of the must be accomplished efficiently and with idle time Good natured kidding among par helps morale But when around the public prudent in oral and sign communications nt as a ur behavior keeps time Work a minimum of ty members you must be C Excessive kidding and horseplay can create negative im Di sh in 9 qu Ch wh be pressions rect Contact ould be pleasant cludes answering questions ustified or not swering Questions work to the ncerning the y doubt exists ief which damage the Department s image All direct courteous In the field Party Chief swer each question for which he knows contact with the public and businesslike This listening to criticism and listening to suggestions refer questions He should the facts If conjectures he should refer the person asking the estion to his Area Engineer or an Assistant Probabilities Division or statements ich might be misunderstood or misinterpreted should left unsaid RELATIONS WITH PROPERTY OWNERS 1 phase of p neral Dealing wil ublic relations th property owners is a most vital The property owner is the one who will be directly affected by the survey and po naturally ssibly take a by subsequent constr uction He will close inte
63. of lowest portion of bridge st track at each fascia of each bridge of both rails of each as item 2 above Location of any structures near might structures conflict wil po dee manholes track a tructure t the same the bridge which th foundations for new catenary ground signals etc Location of switch and frog point and offsets of sidetrack g Elevations at top of concrete footing for catenary supports Dus Wire Measurements Distance from wires on each top of rail to both messenger and contact track at the following locations a At each fascia of each bridge including point of attachment to bridge b At approximately midspan between bridge attachments points Gu At each catenary structure extending to and including the third full span structure in each direction from the bridge See Figures 6 14 A and 6 14 B for catenary configuration SAFETY REQUIREMENTS Under no circumstances is a Division employee permitted to work on AMTRAK property without receiving the prescribed safety training course conducted by AMTRAK After completion of the safety course Division employees will receive a numbered sticker This sticker is to be applied to the employee s hard hat and worn when performing electrification surveys CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 15 GEODETIC LEVELING SURVEYS Revised 11 01 GENERAL The elec
64. rug Dedusee E Exvouoen T o5 ES LS ENDS bp Reaping w Ri 2245 Cr Sra 41 et DT Tap 5 e 252 UAM Nro woe Aw Zao Ibe 2 v io ENLA SML 9 44 ANA Tos pode sche Cool gt 2 124 lok MER i TE Deer Luer Cr SrA Beer 43 i gt Cl eee m ERSMA i t i 3 22 Gene ge oe ET Stk PEU EE E iur dpi Aatos 1 29 922 Pupuhu led JVC Com 5 2 4 4 DB gt Zr c Ra 1 ee m S UN E pl Eger 4 m id EM 540 i ME ej ay Zo Vuo 5 i is aliii AT TC fuade 1164 1 1 tao pet phen DRS SZ Q0 85 LSA A i Bo j jc B we Be Xe 11 o Goo c ee 5 lied 1 724 eee eB ee amp 9 iy uA i i i Asie PE Ae Eve 2063537 Net D ce veta satur BASELINE CENTER OF PAGE FIGURE 6 03 1 SAMPLE CROSS SECTION NOTES 421 1 133 oo EA 57 4 67 Frere 4 Sse 74 UU
65. s held at an ing tape in invar the centimeters or special bar e tape is sec the established This method of tape guides ured rod toa The at a ds or con con S aff expan Precis Periodically ch tan tracts length rods are used eck the rods to index difference b tw n them Index is checked by comparing rod on the same has changed either the tap guides are fouled or the rod has been damaged When Tap a tape is badly damaged replac replacements are not available the rod If the tape guides are fouled carefully disassemble and clean the guides 25 Foot Fiberglass Rod a Rod Construction This rod consists of five tubular sections which telescope from 5 to 25 feet It has San Francisco type graduations Later models have spring biased locking buttons whereas the sections of older models were held in place by slotted twist type retainers which were bonded to the sections b Advantages and Uses The fiber glass rod is very useful where relatively low accuracy is sufficient and where large differences in elevation are encountered With this rod twice as much relief can be covered from one setup than when using a Frisco rod It is a time saver on work where difference in elevation rather than distance determines the frequency of turns This is espec
66. you will have to r nter the next point and figure numbers because the default will display Pt 301 and Fig 4 1 PARAVANT CONFIGURATION If unsure call the office to see which configuration your Paravant uses RHC 44 3512 RAM card in A drive 80 83 04 07 40 41 a From the C prompt Key in CONFIG and press Enter b Select F2 Low Power Event Wait Configuration Cu Set up as follows Automatic Power Down Timeout 10 Power Down gt Wait Keyboard 5 Power Down gt Poll Keyboard Activate NO Location DOS Enable Serial Port YES Install Low Power Handler YES Low Power Message Interval 120 Press Escape and save changes e Select Fl Memory Mapping fa Set up as follows Program Memory Disk Memory Bank 0 00 Disk Start Bank 1 01 Disk Stop Bank 2 02 Bank 3 03 Disk 2 Start Bank 4 Disk 2 Stop Disk 3 Start Disk 3 Stop Important Bank 4 must be left BLANK The default setting is 04 for bank 4 To change this setting you must enter a 1 at the prompt This will create a blank space for this bank If the memory banks are not set correctly you will get an error message Program Disk Memory Conflict Be sure to save the changes when you EXIT key in FORMAT B to fix the problem If you get ERROR reading drive B Go to c and RHC 44 MF3513 RAM card in the A drive
67. 1 Instrument station name 2 Observer s name 3 Instrument serial number 4 Target station name 5 Time of observation 6 Height of instrument above mark 7 Height of target above mark 8 Circle readings 9 Slope distance between stations Computations Refer to section 6 01 C for instructions for recording and computing elevation differences using the TRAVERSE program Problems encountered 1 Lines grazing roadways or objects causing refraction problems 2 Observations taken under different conditions 3 Mistakes reading zenith angles 4 Mistakes reading instrument and target heights GE D Co ho si an RE Ts CHAPTER 5 00 SURVEYING PROCEDURES SECTION 5 04 CONTROL MONUMENT SETTING Revised 11 01 NERAL e purpose of setting control monuments and marks is to tablish permanent points on which to ture surveys Marks are set by The National Geodetic rvey NGS or USC amp GS The National Ocean Servic NOS e US Geological Survey USGS The S ministration SHA The Department of General Services GS The Department of Natural Resou d other Federal State County and base current and tate Highway rces DNR or MSFC City governments ntrol marks are used for a variety of purposes such as rizontal control vertical control ngle mark can provide several different types of control d should be set with this CONNA
68. 1 600 happens to be the height of a tower measured to the nearest foot this number would have four significant figures If correct recording procedures are being followed the zeros are significant because they indicate a true zero value For example 11 00 could be the distance measured between two points as measured with an engineer s tape All values which are exact by definition have an infinite number of significant figures The general rules of significant figures are as follows Ts Recorded numerical values measured and computed must contain only those digits which are known doubtful digit Zeros of course may be indicate the location of the decimal point exception to this rule is stated in Paragr plus one used to minor 2 For example the length of line must b adding thr measurements of different acc EDM 301 46 m Clothe Tape 4 1 ft Stadia Distance 23 02 tee Total Distance 1 The metric value of this distance to the centimeter is accurate to the nearest 0 0 Thus the conversion to 989 04 feet indica precision which is inflated However if conversions were reduced by one significan example 989 0 feet this would indicate pr is considerable further from the true prec the inflated precision indicated by 989 04 Surveyors must be aware of such limitation recording field data and computing and est resolved values thereof
69. 1628 Deleting files 1 Select Delete File 2 Enter the search string as shown above 3 Select the file to be deleted NOTE IF YOU DELETE A FILE I S GONE FOREVER Avoid deleting files befor th job has been processed in the office Cx Copying Files 1 Select Copy File 2 Enter the search string 3 Select the file to be copied 4 Enter the drive to send it to d Printing 1 Select Serial Print ASC File 2 Enter the search string 3 Select the file to be printed d Quitting the ETSC program Select Quit from the main menu This will return one to the B gt prompt SHUTTING DOWN THE COLLECTOR While the Paravant RHC44 can be stopped while in a program it is advisable to exit the program to the B prompt before shutting the collector down for periods longer than 20 Minutes Press the FUNCT and POWER keys at the same time To start up again press the FUNCT and POWER keys again It may be necessary to press the CAPS key to get capitol letters TIPS FOR COLLECTING VARIOUS FEATURES Ig When locating manholes shoot the top of the manhole while in the manhole feature Shoot the pipe inverts separately as line strings For circular concrete RCP and circular metal pipes CMP use the appropriate feature Ex 24INCMP is a 24 inch Circular Metal Pipe Locate all headwalls by shooting around the perimeter of the headwall at grade Then obtain one 1
70. Aborting and re starting To abort most routines simply press ENTER when prompted for a point number without entering the number If entering data in the ANGLE routine enter A to abort the routine If the paravant is shut down while in the program the CAPS LOCK key may need to be pressed after re starting Start up a Turn the paravant on by pressing the FUNCTION and POWER keys simultaneously If the ETSC program comes up use QUIT to exit to the B gt prompt Check to see if sufficient space exists on the A and B drives to store data If necessary copy old FLD files to a floppy disk and delete them from the PARAVANT b Type in the word TRAV at the B gt prompt If the BBK PAR file is not found a message indicating this will be displayed om The first screen will ask the user if he wants to back up the data on the A drive Y is the default Press ENTER d Next a list of TRA files on the default drive will be displayed e Enter the filename without the extension The file should be named by the book and page number of the start of the new work Ex 24331p8 f If the file does not exist the user will be asked if he wants to create it Press ENTER for yes g If this is a new file the user will be asked to enter the job information hz Key in the route number and location of the work Example US RT 50 ANNAPOLIS TO WASHINGTON 6155 RECORD
71. Disk Disk Disk Disk Disk If the memory banks are Memory Start Stop Cart S Stop 3 Start 3 Stop not set you will get an error message Sk Memory Conflict Be sure to save the changes when you exit and 3512 RAM card in B and press Enter Bnd RHC 44 with 1 2MB RAM card for A drive a C From the C prompt Key in CONFIG and press Enter Select F2 Low Power Event Wait Configuration Set up as follows Automatic Power Down Timeout 10 Power Down gt Wait Keyboard YES Power Down gt Poll Keyboard Activate NO Location DOS Enable Serial Port YES Install Low Power Handler YES Low Power Message Interval 120 Press Escape and save changes Select Fl Memory Mapping Tx Set up as follows Program Memory Disk Memory Bank 0 00 Disk Start CO Bank 1 01 Disk Stop CF Bank 2 02 Bank 3 03 Disk 2 Start 04 Bank 4 Disk 2 Stop 07 Disk 3 Start 40 Disk 3 Stop 41 Important Bank 4 must be left BLANK The default setting is 04 for bank 4 To change this setting you must enter a 1 at the prompt This will create a blank space for this bank If the memory banks are not set correctly you will get an error message Program Disk Memory Conflict Be sure to save the changes when you exit If you get ERROR reading drive B Go
72. HORIZONTAL DATUM Revised 11 01 SHAPE OF THE EARTH The earth though normally thought flattened at the poles and assumes mathematical figure called an oblat cannot be performed on the earth s difficulty in deriving equations of as spherical is e spheroid the general shape of a Computations true surface due to the which would fit the surface variations Thus calculations relating various positions are made on a mathematical surface called an ellipsoid Throughout the world various reference ellipsoids have been established which closely approxima earth s surface where they ar used te the shape of the With the advent of the Global Positioning System a need for a single ellipsoid arose This new ellipsoid is call is the basis for all NAD83 91 positions for GEOID Ellipsoid Surface Relationships 1 The Ellipsoid The referenc llipsoid used in Nort Geodetic Reference System E 11 This earth mass centered Llipsoid equatorial radius of 6 378 137 meters geodetic values 2 The Geoid In general survey data referenced the GRS 80 ellipsoid and See Figure 3 01 A th American is the of 1980 GRS 80 ipsoid has a semimajor axis to the ellipsoid are The geoid is the irregular surface of variable radius that would exist if the earth were covered
73. However snow or antenna might sta weather will redu so make sure you precautions if yo zone and it is ra the power failure has on of DAT However he failure will have You will need to join th two data oad these er the data the usual the data the file these two ommands See the Trimvec Plus pages 5 and 6 onditions Affecting a Normal weather acti ect the GPS signals o ice piling up on top rt to block the signa ce the capacity of th have a back up ready u are observing in a dangerous if the Session vity does r equipment of the ls Cold e battery Take flash flood ining heavily Light antenna is the highes ning can be t conductor around a chanc Take down the setup if you feel there is th equipmen Th Es e tripod may settle during local conditions Be aware and meas an th anyway Tripod S an record b coordinates depend upon an height the veci has seti CO measures sett end antenna height settled antenna great observal Di man it the ubble ure the throw ure th d end of each session e antenna height before and af ettleme oth of If the or off uld average the befor antenna heig yo nt During a S these heights a S te tripod has If you de tled you have several choices and Seco late in
74. Joint The holding of property by two or more persons each of whom has an undivided interest After the death of one of the joint tenants the surviving tenant s receive the descendent s share Tenant One who has the temporary use and occupation of real property owned by another person the landlord Tenements Property held by tenant Everything of permanent nature In more restrictive sense house or dwelling Testament A will of personal property Testator One who makes a testament or will One who dies leaving a will Thalweg The deepest part of channel Thence From that place the following course is continuous from the one before it Title policy Insurance against loss or damage resulting from defects or failure of title to a particular parcel of land To wit That is to say namely Upland Land above mean high water and subject to private ownership as distinguished from tidelands which are in the state Also used as meaning NON riparian Watercourse A running stream of water fed from permanent or natural sources running in a particular direction and having a channel formed by a well defined bed and banks though it need not flow continuously Warranty deed A deed in which the grantor proclaims that he is the lawful owner of real property and will forever defend the grantee against any claim on the property Will The legal declaration of a person s wishes as to the disposition of his property after
75. Oo CO CO CO OO Qo C OO O Accident F PI PD Wrecker needed Ambulance needed Road blocked at Livestock on highway Hit and run Direct traffic Convoy or escort Personnel in area Reply to message Prepare to make written Message for local del Met message assignment Message cancellation Clear for network mes Dispatch information Message received Fire alarm Advise nature of fire Report progress of fire Smoke report Negative In contact with In route ETA Need assistance Reserve lodging If meeting advise ET Delayed due to 10 45 10 46 10 47 10 48 10 49 Animal carcass at 10 86 Officer operator on duty Assist motorist 10 87 Pickup distribute checks Emergency road repair at 10 88 Present telephone number Traffic standard repair at 10 92 Improp parked vehicle Traffic light out at 10 97 Check test signal g The Phonetic Alphabet The phonetic alphabet is designed to aid in the spelling of difficult or unusual words There are several versions of this alphabet The one adopted by the Administration is Adam John Sam Boy King Tom Charles Lincoln Union David Mary Victor Edward Nora William Frank Ocean Xray George Paul Young Henry Queen Zebra Ida Robert As an example the word phonetic would be Spelled as follows Paul Henry Ocean Nora Edward Tom Ida Charles Oper
76. P 235 Flush or PIPE SE Cor P 331 1 1 2 DIA PROJ 1 5 FT LEANING SLIGHTLY SW LSC 447 a Utility companies often disturb property monuments during utility construction Indicate if any utility lines or poles are near the monument Do not locate utilities unless directed d Note the company name and license number stamped on the monument if any e If the monument was not found write N F on the mosaic C RIGHT OF WAY BPR AND CONDEMNATION STAKEOUTS Ts General After metes and bounds surveys have been performed and right of way plats generated the Division s next step in the land acquisition process is the R W Stakeout R W Stakeouts are required on all Takes and are used by the Office of Real Estate for appraisal Use the TSC stakeout program when feasible 2 Staking Unless specified otherwise in the survey request use the following guidelines All PC s PT s and breaks in right of way lines lines of division and easement lines shall be staked with hubs and tacks or PK nails as appropriate b Guard stakes or wire flags shall denote the station and offset of each point For PK nails in pavement the station and offset shall be painted gu All lines shall be delineated by staking with flat Stakes at 50 ft intervals in urban areas and approximately 100 ft intervals in rural areas
77. ROW CROSS CHISELED MONUMENT OR STATION CONCRETE MONUMENT DIMENSION FENCE TYPE AND HEIGHT FIRE HYDRANT GUARD RAJL LABEL T YPE GUY WIRE IRON PIPE SIZE LOOP DETECTOR MAN HOLE TYPE METER OR VALVE TYPE UNDERGROUND PIPE TYPE SIZE AND DIRECTION OF FLOW POLE CABINET OWNER NUMBER POLE LIGHT OWNER NUMBER POLE POWER OWNER NUMBER POLE TRANSFORMER OWNER NUMBER POLE TELEPHONE OWNER NUMBER TRAFFIC SIGNAL SHOW DIRECTION TREE AND SIZE E STANDARD ARM SIGNALS App E 1 LINE WANTS LINE MOVE LEFT OR RIGHT INSTRUMENTMAN WANTS SIGHT MOLD RANGE POLE PLUMB BOB ON A POINT OR TO SET A NEW STAKE OR HAND ABOVE HEAD SETUP POINT MOVE ONE ARM OUTWAAD HORIZONTALLY ON SIDE TOWARD WHICH CHANGE IS DESIRED SLOW MOTION MEANS A LARGE DISTANCE AND A QUICK MOTION A SMALL DISTANCE NO GOOD EXTEND ARMS SIDEWARD AND DOWN START WITH ARMS OUTWARD AND WAVE UP AND _ DOWNWARD MOVE THEM BACK FORTH CROSSING IN FRONT OF BOOY PICKUP COME AHEAD CLEAR LINE OR CAN T SEE EXTEND ARMS SIDEWARO BTART WITH ARM HELD OUTWARD AND DOWNWARD RAISE THEM QUICKLY DOWNWARD WAVE BACK AND FORTH IN FRONT OF BODY E STANDARD ARM SIGNALS App E 2 PLUMB POLE OR ROD RETURN TO TRUCK RAISE ARM STRAIGHT ABOVE HEAD AND FACE IN OPPOSITE DIRECTION EXTEND MOVE SLOWLY IN DIRECTION THAT ARMS SIDEWARD AND WAVE UP AND DOWN CORRECTION 18 DESIRED MAKE SLICING MOTION ACROSS THROAT TAP TOP
78. RRSW RAMP HANDICAP RAMP REBAR PROPERTY PR amp C REBAR amp CAP SHA R amp C REBAR REBAR REFERENCE REF RIVER CL CLRIV RIVER EDGE RIV ROAD ACCEL LANE EDGE EAL ROAD CENTER CLRD ROAD DECEL LANE EDGE EDL ROAD EDGE ER ROAD PGL PGL S SEWER CLEAN OUT CO S SEWER FORCE MAIN SSFM S SEWER LINE SANL S SEWER MANHOLE SSMH S SEWER INVERT SSINV SHOULDER EDGE ES SIDEWALK EDGE SDWK SIGN SIGN SIGN COMMERCIAL CSG SIGN CON BASE OVRHD OHSGB SIGN CON BASE SGB SIGN STOP STP SIGN YIELD YLD SLAB CONCRETE CONS SPIKE RAILROAD RRSP SPIKE SHA BOAT SHASP SPRING SPR STAKE SOL STEPS STEP STREAM CONFLUENCE CONF STREAM EDGE STR STRM DRN CATCH BASIN CB STRM DRN INVERT SDINV STRM DRN MANHOLE SDMH T V LINE ELEVATION T V PEDESTAL TVP TELE LINE ELEV TWELV TELE UNGRD SIGN TUGSGN TELEPHONE MANHOLE TMH TELEPHONE PEDESTAL TPED TELEPHONE POLE TP TRAF CABINGET POLE TRAF LOOP DETECTOR LOOP TRAF PAINT STOP BAR PSTPB C3 C ABBREVIATIONS TRAF SIGNAL POLE TRAFFIC CABLE WIRE TRCBL TRAFFIC LIGHT TRL TRANSFORMER TRN TREE CONIFEROUS EVG TREE DECIDUOUS ORCH TREE WOODS LINE WOOD WALL EDGE WALL WALL RETAINING RETW WATER METER WM WATER TOP TWTR WATER VALVE WV WELL STEEL CASING WELL WETLAND BOUNDARY WETLAND SWAMP SWAMP WINGWALL BOTTOM BWW WINGWALL TOP TWW C4 App 0 1 D FIELD NOTE TOPO SYMBOLS DI BUSH BUSH OR HEDGE
79. Short betw the points a Hot Tap 30 m and the correctio Tape Short would re and the correction w n setting or laying ou are the opposite Whe the correction is subt Befor e that is measuring clears all n Steel Tapes are st tension and being el e to the variations in m 100 ft tapes the 5 kg 10 pounds when oughout and 15 kg 20 supported at the two e usually varies either precis likely Inexperienced C e Long n would be ad more than ould be t points the n laying out racted and the correction is added pull the bstructions andardized astic the tension standard the chain 25 pounds nds The above or tandards and can be considered an tal error and disregarded in all but measurements to apply tension lower than the standard hainmen are ELECTRONIC DISTANCE MEASURING 5 Operating Instructions manufacturer s EDM operators should thermometer from its case Each El operating manual in its carryin liar with the llow its instructions for EDM operators sh be famil fol han DM should have the g case ould g it in and allow it to react to the outside manufacturer s manual and proper operation of the EDM always a Remove th the shade temperature bs Observe the tempera PPM correction and Cu Electronically point ins
80. a debt Muniment Documentary evidence of title Option The right as granted in a contract or by an initial payment of acquiring something in the future Parcel A part or piece of land that cannot be identified by a lot or tract number Parol evidence Evidence which is given verbally Patent A government grant of land The instrument by which a government conveys title to land Plat A scaled diagram showing boundaries of a tract of land or subdivisions May constitute a legal description of the land and be used in lieu of a written description Power of attorney A written document given by one person to another authorizing the latter to act for the former Prescription Creation of an easement under claim of right by use of land which has been open continuous and exclusive for a period of time prescribed by law Prima facie evidence Facts presumed to be true unless disproved by evidence to the contrary Privity The relationship which exists between parties to a contract Mutual or successive relationship to the same rights of property such as the relationship of heir with ancestor or donee with donor Privy A person who is in privity with another Probate The act or process of validating a will AS Quiet title Action of law to remove an adverse claim or cloud on title Quitclaim deed A conveyance which passes any title interest or claim which the grantor may have Reliction A gradual and
81. a vertical plane rather than an inclined one when th telescope is rotated about the horizontal axis 4 The vertical cross hair should be vertical and the horizontal cross hair should be horizontal when the instrument is leveled 5 The vertical axis horizontal axis and line of sight should intersect at one point 6 The vertical axis should pass through the center of the horizontal circle 7 The optical plummet axis should be coincident with the vertical axis and perpendicular to the plate bubble axis With very few angu ts if direct and xceptions lar measuring instrument will give the correct an out of adjustment reverse circle readings are taken and the mean values used The problems that survey parties encounter are the result of single face measurements The one error that is not corrected by direct and reverse readings is Item 1 in the above list If the bubble axis is not perpendicular to the vertical axis the bubble will move when the instrument is pointed in different directions Re centering the bubble does not bring the vertical axis into the vertical plane the result is the horizontal circle is not rotating ina horizontal plane The correct observing procedure is to mount the instrument on the tripod and level the plate vial as you normally would With the bubble centered rotate the instrument 180 If the bubble remains centered t
82. and operation of engineering projects Construction Surveys Surveys which establish stakes in the ground and other like reference points at known horizontal and vertical positions to define location and size of each component of the facility to be constructed enable inspection of contract items and serve as a basis of payment for work Cartographic Surveys Map making from original surveys IMPORTANCE OF SURVEYING is The Basic Engineering Discipline Surveying is basic to all civil engineering works In transportation engineering surveying provides the foundation and continuity for route location design land acquisition and all other preliminary engineering Surveys also set a basic framework of stakes which is used by contractors and engineers in building and inspecting transportation projects 2 The Thread of Continuity Surveying is the single engineering function which links all the phases of a project including conception planning design land acquisition construction and final monumentation 353 Basis for Efficiency To a great degree th acceptability and cost effectiveness of planning land acquisition design and construction are dependent upon properly performed surveys C PURPOSE OF MANUAL 155 Primary Objectives The principal purposes of this MANUAL are to a Secure an optimum degree of Statewide uniformity in
83. and then get aid 2 Rested and Nourished Each surveyor must report for work prepared to perform an alert accident free individuals this dictates 7 to 8 hours of full shift of work For most Sleep and a nou 3 Free a b From Drugs Influ Wh prescripti rishing breakfast ence of Drugs or Alcohol enever a physician on inquire if the gives you a drug might impair you impairment m at you can e medication wh th Do th narco if yo no tics prescribed or otherwise r safe functioning If any ight result ask the doctor and cannot do while taking Notify your supervisor t report for work if you are under e influence of non prescribed Also do not report for work u have been taking any drugs which diminish your alertness and your ability to react quickly and make sound judgments Alcohol are under Do not report for work if you the influence of intoxicants Also do lingering intoxicant not report for work if any effects from drinking ts such as a hangover would diminish your alertness and keep you from reaci ting quickly or would impair your judgement Monitoring safe The Area Engineers are responsible ty conditions and performance of survey crews working on their projects Area Engineers for a b Reviewing with surveys 1 Th accompl
84. angles The procedure is as follows a Sight the reference object with the telescop direct and set a reading of approximately 0 00 10 in the instrument Sight the reference object precisely and record the circle reading Turning clockwise make a pointing to each object to be observed After the last foresight is observed invert the telescope and observe each object in reverse order ending with the reference object This completes one position If two positions are to be used keep th telescope inverted and advance the circle setting to approximately 270 30 30 Repeat steps b through d Reduce the readings to arrive at the directions for each position Mean the two positions to arrive at the final value for that set of directions Check to see if any of the positions differ from the mean by more than 5 If so repeat the measurements to the appropriate objects Measuring Zenith Angles a Relation to Vertical Angle A zenith angle is measured from directly overhead to the point observed A vertical angle is measured between the horizon and the point observed A zenith angle less than 90 or greater than 270 reverse zenith and is equal to a plus vertical angle A zenith angle greater than 90 or less than 270 is angle of depression It is equal to a called an 1 5 called an angle of elevation
85. another s transmission Genuin from this rule Keep all transmission is required by FCC ru channel Do not chatter idly or talk about personal matters mergencies ar xcepted S as short as possible This les because others might be waiting to use the and it is practical The use of obscene or profane language on the radio is a violation of the Federal Criminal Code f The 10 Cod Use th communicate clearly 10 Code to conserve time and The following is a list of 10 codes used by the State Highway Administration and the Maryland State Police Unable to copy signal Receiving well Stop transmitting Emergency Acknowledgement Relay Relay message Busy Out of service In service Repeat Standby Weather road conditions Meet complainant Quickly Return to station Location Call by telephone Disregard Arrived at scene Assignment completed Report in person Unnecessary use of radio Emergency Correct time Suspicious vehicle Urgent use light siren Beginning tour of duty Ending tour of duty Information Permission to leave C OVO C C OO OOOO C
86. back of sidewalks or to the limits of right of way whichever is appropriate In addition to the features usually located the following information must be obtained and recorded a All painted traffic controls such as stop bars painted islands acceleration and deceleration lanes etc shall be located Dy Distance between ground and all overhead wires in topoed area Ce Direction of all wires d All numbers that appear on utility poles e Street lights and supporting arms Also distance above ground EG Signs and their messages om Any feature that could have an effect on the installation of a traffic signal system Notes See Figure 6 12 A series for examples CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 13 BORROW PIT SURVEYS GENERAL Highway consi earthen material called a cut secti a fill section be salvaged from cu from other locations Revised 11 01 on Whe se be paid by the quan ity it is important to o bta Where i n more material is ctions material borrow pits As of dirt removed from in accurate prel cross sections of the borrow pit PRELIMINARY CROSS SECTIONS 1 Check with the const contractor to d L must truction often necessitates the relocation of Where material is to be removed t is deposit it is ted is called required than can be obtained tractors will the bor
87. command enter 17 D Enter the number of the point to recover Example 1 50 600 603 FIGURE 10 FIGURE 11 N X 601 602 N x ROADWAY 654 ix 651 A N FIG 12 FIG 13 e 5 652 653 x x Assume you have previously occupied Pt 50 and located Pts 600 through 603 You are now occupying Pt 51 and you want to locate the road and connect the figures together 1 Select Command enter 14 2 Enter feature 12 for the figure number 651 for the starting point number 3 Select Command enter 17 4 Enter 601 for point to recover 9 Select Measurement and record shots 651 and 652 6 Repeat the procedure for figure 13 ea Example 2 15 e 502 521 X X X N Figure X 10 TRAV LINE N X N Figure 9 501 500 14 X e Assume you have previously occupied Pt 14 and located Points 500 501 and 502 using the linear feature command Code 14 Now you are occupying Point 15 and want to locat back 1 2 3 te the last building corner and connect the line between 521 and 500 Select Command enter 14 Enter BLDG feature Figure 10 Starting Point 521 Select Command enter 17 Enter 502 for point to recover 1 97 16 4 Select 5 Select point Offset measurem Measureme
88. directed by the office Show the new station values in the new field book with a note to the side indicating the old field book and page and the old station value for the point Set new references for all control points that do not have original references Show all references in the NEW field book If anything is in doubt call the office for clear direction 6 16 3 CHAPTER 7 00 NOTEKEEPING SECTION 7 01 PURPOSE AND IMPORTANCE PURPOSE Revised 11 01 Survey field notes various methods to of a survey party s are prepared in numerous forms and by serve as an interpretable filed record every step in the prosecution of a survey Implied in the purpose are 165 showing of the basis of the survey new lines new points established 2 A usage by the survey party to monitor its progress and the completeness of the survey Site The usage by others to a Check the accuracy of the survey b Adjust the survey and derive best values Cu Extract data for other surveys design traffic right of way construction and other uses d Retrace the footsteps of the survey party IMPORTANCE A survey is never c for checking and fi ompleted until field notes are submitted ling Field notes are not an accessory to the survey they are an integral part of the survey Field notes often p rotted and monument are introduced occa DEFIN
89. distance l be shorter than the true distance The affect on the distance is computed in Parts Per Million PPM One PPM is equal to 1 mm per km or 001 ft per 1000 ft If the computed correction is 30 PPM the distance will be affected by 30 mm per km or 03 ft per 1000 ft If one failed to correct for this a 2 mile traverse would be in error by 0 30 ft due to atmospheric conditions alone EDMI have three methods for applying the correction 1 The correction is obtained from a chart based on the temperature and pressure 2 The temperature and pressure are keyed into the EDMI and the machine computes and applies the correction 3 The EDMI itself measures the temperature and pressure and applies the appropriate correction Refer the EDMI s manual to determine which type it i E S DMI Precision The statement of precision for an EDMI is a two part number such as 5 mm 5ppm The first number 5 mm 0 016 feet means that at any distance the EDMI can have a spread in distance measured of as much as 5 mm from the mean distance If the EDMI is calibrated to a National Geodetic Survey NGS baseline this mean distance will be the true distance The second number 5ppm is equivalent to 5 mm per km or 005 ft per 1000 ft This is especially important when using the EDM to m
90. equipment and its care ier Purposes Vertical measurements are made for two purposes The first is to determine th levations of points with respect to a particular datum The second is to determine a linear vertical distance This second purpose is seen most often in the measurement of vertical dimensions 24 Methods Vertical measurements are made directly or indirectly Direct means The Direct Reading of Elevations or Vertical Distances Values are not mathematically manipulated An example of direct elevation determination is the reading of a altimeter Indirect vertical measurement requires calculations be made from measurements to determin Ss This MANUAL will distance vations and vertical discuss this method only INDIRECT VERTICAL MEASUREMENT Jos Description With this method calculations are made from measurements to determin levations and vertical distances Direct elevations and vertical distances are not read out on dials gauges or tapes Leveling is the procedure most used for indirect vertical measurement Herein the term leveling is reserved for vertical measurement which requires readings Trigonometric through a lev vertical measurement Slope measurem vertical distances Differential Leveling nts and zenith angles ar d telescop procedures are also us
91. error will not be saved ERROR IN BBK PAR The format of the BBK PAR file is in error Recopy the original BBK PAR file from diskette ERROR IN DAT FILE The format of the DAT file must be POINT NORTHING EASTING ELEVATION DESCRIPTION Point numbers must not exceed 999 6 1 13 ERROR IN ENTERING FILE NAME Filenames must conform to DOS specifications ERROR REOBSERVE THIS DIRECTION The direct measurement of the angle did not check the reversed measurement within 15 seconds FILE DOES NOT EXIST Th Fa nam ntered does not exist on the default drive FORWARD AND BACK ZENITHS NOT FOUND A zenith observation must be made from both ends of the line for an elevation computation to be made INST PAR FILE NOT FOUND The INST PAR file must be copied to the default drive NVALID DATE Check to see if the system time and date are set correctly in the PARAVANT See Section 2 08 for configuration CHECK SYSTEM TIME Check to see if the system time and date are set correctly in the PARAVANT See Section 2 08 for configuration NO ZENITH ANGLE FOUND A zenith observation must be mad befor performing a distance observation with EDMI PLEASE CREATE AN INSTRUMENT RECORD FIRST An instrument record must b created befor using that instrume
92. file Data from a DAT file If the user has DAT file he can store them in 1 Press G to begin the routine 2 Key in the name of the DAT file 3 Coordinates and descriptions will be written to the TRA file with C and T records View file 1 Press V to view the contents of the file at any time 14 as well as a lines of data will be displayed top of file and bottom of file marker as appropriate 2 Use the arrow keys to page up down left or right Any other key will exit the routine List data 11 1 Press L to list specific data recorded in the file A listing menu will appear 2 Press the letter of the type of data you wish to see Compute data Press M to bring up the computation menu 1 Angles Press A to compute the mean angles between the traverse points Enter the backsight point number Enter the occupied point number Enter the foresight point number The mean angle number of rejections and standard error for the angle will be displayed THERE MUST BE AT LEAST TWO GOOD OBSERVATIONS FOR ALL ANGLES IN THE TRAVERSE the angle with one of of them to Nobody measures perfect If two observations were made and both are rej ected take a third and recompute The third will probably agree the first two and cause only one be rejected This is okay 2 Elevations differences angles all the time
93. have to fill in the following information DESCRIPTION OF AREA OR SPUR TO SECTION gt Ex MAINLINE STA 1400 12 50 STATION gt Enter 100 or 1400 for station one ELEVATION OF INSTRUMENT gt Note Enter the TRUE elevation of the level 65 345 NOTE gt Add any note if desired that relates to the entire section B SECTED The next section ANGLE FOR DR prompt will be for the direci The four choices are Bor 0 00 for L Left Right Shots to or E Main Menu Baseline Centerl offset Sho Quit distance Ends in ion IVEWAY Automal SKEW to the next section tion of the cross tically inserts ts to the left of the baseline the right of the baseline the section and returns you to the direction or key in the desired is B the distance will Otherwise key in the distance if desired Next Always go from the baseline out to the limit of DO NOT REPEAT THE BASELI select AD NE D TO to get an oddball plus like a drop enter it like a new station Enter R or L cur Cod and then Q If you miss entering a distance or rod you will be Use the default direction If the direct default to 0 00 key in the feature cod HELPFU
94. imperceptible recession of water resulting in increased shoreline beach or property Relinquishment the forsaking abandonment renouncement or gift of a right Remand To send a cause back to the same court out of which it came for the purpose of having some action taken upon it there Riparian Belonging or relating to the bank of a river Royalty A share of the profit from sale of minerals paid to the owner of the property by the lessee Said Refers to one previously mentioned Scrivener A person whose occupation is to draw up contracts write deeds and mortgages and prepare other written instruments Shore The space lying between the line of ordinary high tide and the line of lowest tide Sovereign A person body or state in which independent and supreme authority is vested Squatter One who settles on another s land without legal authority Statute A particular law established by the legislative branch of government Statutory Relating to a statute Submerged land In tidal areas land which extends seaward from the shore and is continuously covered during the ebb and flow of the tide Substantive evidence Evidence used to prove a fact as opposed to evidence given for the purpose of discrediting a claim Tenancy by entirety Husband and wife each possesses the entire estate in order that upon the death of either spouse the survivor is entitled to the estate in its entirety A6 Tenancy
95. in direction between two convergent lines the directions to two the directions to two Most theodolites and by the observers vertical angle between zenith and the object Zenith angle or zenith Th sexagesimal system uses angular notation in increments of 60 by dividing th an su Horizontal Angles shown in Figur a e circle into 360 degr d minutes into 60 seconds le contains 360 EC gular system is employed rveyors States engineers Thr 5 21600 degrees into 60 minutes Therefore a complete or 1296000 This almost exclusively by and navigators in the United as well as in other parts of the world types of horizontal angles 5 02 ar Tnterior angles are counterclockwise between figure closed polygonal Deflection angles from an extension of right the preceding course and the defined as follows measured clockwise or two adjacent lines of a or left are measured ahead line It must deflection angle is right Angles to the right t be noted whether th R or left L are turned from the back line in a clockwise or right hand direction to the Du ad FIGURE 5 02 A RELATIONSHIP OF BEARINGS AND AZIMUTHS Angle to right Instrument clockwise Backsight Instrument ANGLE TO RIGHT Foresight 180
96. its description 2 Key in a point number Note point numbers can range from 1 to 300 for traverse points that are not property corners Use point range 301 to 999 for property corners Point numbers need not be consecutive Press ENTER 3 Key in the description for the point in the box provided If the description is long press ENTER before reaching the end of the box and a prompt for additional text will be displayed Enter additional text if needed 6 1 6 Coordinates Coordinate records should only be made for the fixed control points on the job 1 2 3 Inst crea An theo Press C to begin the routine Enter point number elevation when prompted the point is not known elevation for the point nearest ten feet northing The elevation will easting and or If the elevation of enter an approximate rounded off to the be used later in the program to grid values Af gt will displayed monumented bench mark determined the differential leveling trig elevation Press P estimated rument data Ins ted for each instrum instrument can dolite EDMI steel be tape ter the elevation is entered elevation trument ent used on the project reduce distances to ENTER TYPE Press B if it is a Press L if you of the point by Press R if it is a if the elevation is records must be total station Data is copied
97. km 3 4 to 1 mile apart depending upon the intended use the cost of material and the likelihood of destruction b Horizontal Control As required but no closer than 1 km 0 6 mi apart for main stations Azimuth marks must be at least 400 m 1 4 mi distant from the main station Tidal Control 5 marks 60 to 200 meters 200 660 ft apart for a particular tidal station Utility lines Miss Utility must be called at least 48 hours prior to setting a monument or rod mark to mark the location of any underground utilities SETTING Stability The mark MUST be stable in all three dimensions The most stable marks are a Sleeved stainless steel rods driven to refusal b Disks set in massive structures with deep foundations such as bridges and overpasses Disks set in rock outcrops Moderately stable settings a Poured in place concrete monuments at least 0 2 m 8 in in diameter at the top 0 3 m 1 ft in diameter at the bottom and 0 9 m 3 ft deep b Marks set in drill holes of buildings Least stable settings a Pre cast concrete posts b Drainage inlets Small headwalls d Concrete slabs or pads pavements etc e Rebars stakes etc Procedure for Sleeved Stainless Steel Marks a Dig a hole 0 3 m 12 ft in diameter and 0 9 m 3 ft deep at the desired location b Assemble two sections of rod and a dri
98. leave use and to check those records against the quarterly summary issued by the SHA Payroll Section The employee is to check this record to see if the leave being requested is available before submitting a Request for Leave form to the Supervisor for approval During certain high leave usage seasons it is advisable to submit a leave request as soon as possible Every effort will be made to approve requests for leave however manpower and workload will be the determining factor and leave could be denied It is therefore beneficial for the employee to make his her request as early as feasibly possible UNSCHEDULED ABSENCES It is realized that because of illness and other emergencies it is not always possible to schedule advanced leave When this occurs it is absolutely essential that the employee notify their immediate supervisor as soon as possible and no later than 1 2 hour after normal starting time SUPERVISORS WILL DETERMINE WHETHER OR NOT TO GRANT APPROVAL OF LEAVE It is absolutely essential that survey personnel notify their immediate supervisor and one of the Assistant Division Chiefs or the Field Coordinator as soon as possible and no later than 8 a m work shift begins at 7 30 a m on the day of their absence For obvious reasons field personnel must make every effort to contact their Party Chief prior to his departure for work on th
99. line and so separate line Shot that an BMs next plus rod on on Record each side shot ona Descriptions Record bench marks are not recovered Fully describe d reference BMs used When using NGS DO NOT describe as See File Use full description Enter descriptive notes of solid left in place TPs so they can be used for TBMs or for checking the run Identify or describe side shots for note users benefit technique is used when it becomes necessary to determine the relative elevations of two widely separated intervisible points between which levels cannot be run in an ordinary manner For example to transfer levels from one side to the other of a wide river compensal foresight procedure for making a reciprocal level crossing see Figures 5 03 C and 5 03 D is 1 2 3 4 2 Eliminate Accumulated The technique was it may be desired devised to te for unbalanced backsights and ts between consecutive turns The Imbalance Accumulated backsight and foresight distance imbalance must be eliminated befor reciprocal leveling site reaching a Set BMs Set a firm BM or turning point on each side of the obstacle visible from the opposit 1 Each BM must be side Set the BMs if possible at approxima elevation so low rod readings are not This will enable reading the req uired dis
100. local permanent point or natural object Various organizations private and public use datums that best serve their individual needs This has led to many different datums causing confusion POLICY The vertical datum for the State Highway Administration shall be the North American Vertical Datum of 1988 NAVD 88 as established by the National Geodetic Survey GRAVITY Engineering leveling except barometric leveling depends on establishing a plane that is perpendicular to the direction of gravity Gravity is the resultant of gravitation and centrifugal force Gravitation is an attraction force and is exerted generally toward the center of mass of the earth Centrifugal force results from the earth s rotation It is exerted away from and perpendicular to the earth s axis of rotation Gravitation varies with the concentration of mass and the distance between the affected bodies Centrifugal force increases as the elevation increases and decreases as the latitude increases Thus the resultant gravity varies in both direction and magnitude In most leveling work for the Division variations in the direction of gravity can be ignored since the effect on leveling is negligible The corrections which might be necessary for some control level networks are discussed below Ts Orthometric Correction Since the direction of gravity varies with elev
101. located by the stadia method relies on the recording of a horizontal angle measured from a baseline and a distance measurement using the stadia cross hairs of the instrument When used stadia topo is shown with a sketch showing the objects located and the measured angles and distances applied to a line LUES ANE MEN S Par FIGURE 6 02 A SAMPLE TOPOGRAPHY NOTES D SCOPE AND TOPOGRAPHIC FEATURES ls Scope All topography shall be proposed right of way width terrain requirements may coverage However de dictate broader In general all topography which may in any way affect the design and construction of and be located Features that sh limited to the foll a All buildin description basements bz Poles and u underground pipe water meters and conduit all be owing gs and structures use and whether w type the acquisition of the necessary righ located include b includ includ located for at least twice the sign and topography the highway t of way shall ut are not ing ith or without tility structures water identification numbers showing direction of flow fences curbs diameters type pavement nature tha Nature of land etc if woods Location of Stat angles
102. losing data stored on the RamCard However it is advisable to have a good backup of your data before attempting to change the battery If the lithium battery is completely dead you will have to format the RamCard just as you would a brand new one and recover any files from a suitable backup copy Send the RamCard to the office if it needs to be formatted Obtain a new battery of the same type as the original Use the screw driver provided with the RamCard to loosen the battery retaining screw approximately 5 millimeters Hold the RamCard firmly and pull the battery holder from the card Remove the old battery from the battery holder and insert the new battery in its place Place the battery holder back into the card and tighten the retaining screw H TROUBLE SHOOTING 1 Paravant Batteries A Main Battery The most frequent problem encountered with the Paravant data collector is low main battery voltage If you suspect the battery is to blame check the voltage of the main battery A fully charged battery will register about 6 4 volts DC If the battery is below 5 5 volts the Paravant will not operate properly Nicad batteries often develop problems when they get about 2 years old under normal use Return the battery to the office for replacement When possible print and download files with the data collector while the unit is being c
103. maximum seconds times the square root angles d Linear closure After azimuth minimum closure is 1 15 000 Equipment All equipment must be in good adjustment Tribrachs should Total stations must prior to beginning any traverse work be checked every 3 months or less closure is 10 of the number of adjustment the be taken to a calibration range every 6 months for calibration Check tripods daily for loose legs or shoes Existing control Check all existing control points to make sure that they have not been disturbed measure distances between to see if they match published data Traverse layout a Choose angle distance betw points carefully to n them and to avoid Always xisting controls if possible maximize the grazing shots lines of sight that pass within 0 3 m 1 Ft of the surface or other objects points where traffic will not observations b Set points on line P O L s Iry to select interfere with t sufficient intervals for the type of work to be performed Spacing should normally range from 81 m to 300 m 266 Ft to 1000 Ft Spurs The layout of spurs should be limited to points that can be measured directly from the main traverse line If this is not possible try to make a connection to another spur to form a closed loop Be sure to observe all angles and distances Point numbering I
104. meters If you are using a PENTAX Press ENTER and enter the slope distance in feet EE the instrument is connected to the collector press ENTER again to collect the data electronically If the distance is over 150 meters 500 ft the instrument will repeat the measurement 2 more times and display the mean b TAPED DISTANCE The maximum taped distance allowed is 30 meters 100 ft Enter the horizontal distance in meters if available otherwise press ENTER and 6 250 enter the horizontal distance in feet Funct check the recorded dat The horizontal distance in meters will be displayed 8 Enter the horizontal distance in feet The computed horizontal distance will be displayed If the spread between these distances is too great the machine will beep alerting the operator Press ENTER to collect the distance is data electronically If the over 150 meters 500 ft the instrument will measur th distance 2 more 9 RECORD gt Y to record the times and display the mean will be displayed Press ENTER data or N to discard it NOTES Notes may be placed anywhere in the file F Press N to begin the procedure 2 Enter the not tions A number funct a s you wish to make of functions are available to ta No computed data using the tions will be recorded xcept for trig elevations if the operator desires coordinates froma the TRA
105. minus vertical angle All instr Division Instruments uments regularly used by the Division read zero zenith angle when pointed directly overhead That is they directly measure zenith angles All instruments read 90 from the zenith when mode the telescop is horizontal in the direct When the telescope is reversed the Importance horizontal will read 270 The increased use of Total Stations to perform trigonometric vertical measurement and vertical traversing has created a greater need for accurate zenith angle observations Procedures The key sequenc sed to measure zenith angles differ the Total Stat contained in followed wh u depending on tion inst the operator s manual should be en measuring zenith angles the model and manufacturer of trument Instructions However the following should be considered 1 2 When the lin of sight is horizontal and the instrument is out of adjustment or not carefully leveled a reading other than 90 or 270 may occur This is called the index error With modern instruments the index error shows up as collimation error cross hairs not in the center of the scope Manufacturers use th xpression automatic vertical index This means the vertical circle is ve axis is not the instrume collima r n tical ven when the standing ruly vertica
106. of Revised 11 01 tioning System is based on a constellation of NAVSTAR was devel litary navigational purposes are 18 satellites plus 3 ude of 10 900 miles them are within range of loped by the This This coverag Les can ground station after a short observation period BASIC PRINCIPLES OF GPS nsures that precise be determined for the The basic principles behind GPS can be broken down into five conceptual pieces General measuremen Position is calculated from distance ts to satellites Mathematically five measurements are needed to determine exact position Measuring the Distance from a Satellit The distance to a satellite is determined by measuring how long a gnal takes to reach a receiver from radio si satellite receiver ar exactly the sat the same tim Assume that both th generating th chat satellite and the Same pseudo random code at We know how long it llite s signal to get to us by comparing how late its pseudo random code is compared to receiver code Getting Perfect Timing Accurate timing is measurin g distances to satellites accurat Knowing becaus took for the the key to Satellites ar ents to a fourth satellite Where a Satelli position needs to know where th Satellites ar they have atomic clocks on board Rec
107. of movement operate essentially on the same principles The sequence of events that occurs in a measurement process is 1 Signal Generation One generator produces two amplitude modulated signals One signal is transmitted externally as a beam of light and the other remains internal 2 Signal Transmission a External Signal The external signal light is transmitted from the instrument to a remote reflector and back to the EDMI b Internal Signal The internal signal path within the EDM the reference signal travels a known gt It serves aS zero point for measurement of the phase shift see Item 5 external light below of the 3 Signal Reception and Conversion The reflected external signal returns to the instrument and is converted into an electrical signal by the photocell 4 Heterodyning Before phase comparison is re converted to a lower 55 9 measurement frequency is the same as frequency ade both signals external and reference frequency by eterodyning The resulting lower frequency as the effect of averaging a large number of igh frequency wavelengths This reduces the effect of atmospheric disturbances on the Note The angular phase shift for the lower for the higher 5 Phase Shift Measurement The angular difference between the r ference signal s
108. optical scales terized by bases together wit and glass scales new instrumen ier transits h scal electron however le theodol lites ic theodolites still introduce techniques by using vernier design permits mechanic Transit transit scale CS CS whereas optical micromet 20 10 may read to one second of arc scales read with To differentiat the newer instruments ts theodol ave been optical microme Many colleges their students th open faced silve the aid of struments ufacture g in man ts progressed the original very long that the orizontal ed work and trumental siting int ts h call ted in as opposed four screw red later attached between the o surveyor lites largely replaced ter theodolit and univ to angl e simpl transits th the students S and geome tric principles of ndersta ese ins to readily u th are often grad uated to one minu te of a are graduated 6 1 and 2 seconds to twenty seconds of arc theodolites are also gradua ter theodoli ted to one min tes can be g Electronic the actual p of arc bu ld styl S began to with optical es and ersities measurement e open nd the truments some Optical ute of arc raduated to theodolites recision can TO be f
109. out 10 or more consecutive work days due to illness injury he she may receiv leav from the Leave Bank as long as they are a member that is have donated a minimum of 8 hours leave to the bank Membership lasts for a two year period An employee may receive up to 2080 hours LEAVE WITHOUT PAY After using all available leave and an employee wants to take off from work he she is required to report to work unless there is an emergency When he she calls the supervisor requesting leave without pay the supervisor may deny that leave if they do not accept the reason for not reporting to work A supervisor may request appropriate documentation to support granting leave without pay for the emergency Example Dr s slips for sick leave car repair slip for car problems etc Each case will be evaluated separately CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 01 CONTROL Revised 11 01 TECHNICAL SUPERVISOR AND DIVISION PROCUREMENT OFFICER The Administration wide control of surveying equipment is the responsibility of the Technical Supervisor and Division Procurement Officer Plats and Surveys Division He is responsible for the procurement and maintenance of this equipment as well as maintaining an inventory which shows the location of each piece of equipment and the person or responsibility center to whom it is assigned PARTY CHIEF When equipment is assigned to a surv
110. permanent structures such as stone or concrete foundations are available squares approximating the size of the base of the standard leveling rod shall be cut Otherwise bench marks consisting of 13 mn x 165 mm B x 6 B galvanized boat spikes shall be driven approximately 75 mm 3 into trees 0 3 m to 0 5 m 12 to 18 above ground level or in poles at ground level Bench marks shall be set outside the proposed construction limits whenever possible d Bench marks shall always be incorporated into the level line and bench mark elevations shall never be established from side shots All elevations shall be established by differential leveling Give clear and concise description and location of all bench marks plus and distance location from traverse or centerline 4 Check levels shall be un throughout the length of the project before taking cross sections Dis The minimum vertical accuracy of these surveys shall be 3rd Order i e 12 mm x A km 0 05 x QAM REQUIREMENTS 1 Cross sections shall be taken at all stations where centerline stake has been set The maximum distance 64 3 sl between consecutive rods is not to exceed 10 meters 33 ft Elevations shall be taken at all breaks in terrain erline cross sections shall of way width Normally the width of cent be twice the proposed righ
111. points Tie lines can be extended later to reference both the centerline and traverse lines during the construction stake out phase b Tangents Compute tie lines that are tangent to the new centerline to be established om Curves greater than 150m 500 ft All tie lines should be radial to the new centerline to be established This is easily done by intersecting a line from the traverse point to the radius point and the curve itself for POCs For the PC and PT compute a tie that intersects the traverse line tangent to the centerlin d On curves which are less than 150 m 500 ft in length direct non radial ties may be computed to the PC PI and PT from the nearest traverse point e Spurs Direct ties may be computed for short spur lines Grid factor All values shown on the plans are grid values and all computed distances computed from grid coordinates are grid distances For stake out purposes a grid factor must be computed for the project Use the GRID program on the Paravant to compute this factor or use the factor noted in the control traverse book Staking During staking divide the computed distance by the grid factor to obtain the horizontal distance Use the horizontal distance to establish the new centerlin points Establish the points with the telescope in direct position first Reverse the scope and check each new poi
112. prevent dog earing Cleanliness a Use a lead of a hardness which will produce legible and reproducible lettering which will not smear Etching the paper with very hard leads is not desired reproduction is difficult b Minimize contact of hand and forearm with note paper This is quite important in summer months A long sleeved shirt or a sweat pad of cloth flagging with help CLARITY To possess clarity notes must be easily understood and be free from ambiguity confusion uncertainty and doubt Clarity is attained through BN Legibility 24 Entries the proper place or near a related part of sketch 2 Orientation data a Line labels To arrows b Planimetric features North arrow Good delineation a Standard abbreviations Use those shown in the Appendix D Standard symbols Blown up sketches d Drawing sketches to an approximate scale Clustering or tabulating related data 5 Explanatory notes to clarify apparent inconsistencies as differences between record and measured or a sketch which is out of proportion 6 References and cross references E COMPLETENESS AND INTERPRETABILITY thc Completeness Complete field notes are those which have been field checked and contain all applicable elements built in self checks and required qualities The recorder s input must be adequate for satisfying notes users not just en
113. raw values Sis Provide for distinctly hearing each call out from the Instrument Man Rodman or Chainman Two way portable radios provide great help 4 Repeat each call out for verification Fx Orient the note page to the ground Such orientation aids in correct positioning of data on the page It helps eliminate such notekeeping blunders as recording a rod reading on the wrong side of the station line or showing an angle in the wrong quadrant of an intersection 6 Have a second person check the notes while the notes are still warm and the survey party is still at the job site Even though the notekeeper succeeds in accurately recording all data measurements and observations this is not his sole responsibility The alert notekeeper with record calculated and recorded data in his hands is usually in the best position to detect blunders Be alert at all times and do not blindly accept each call out To assure survey accuracy be especially alert to obvious inconsistencies NEATNESS Neatness in field notes shows the professional attitude of the surveyor the production of neat field notes requires diligent effort Neat notes are obtained through ile Proper storage and handling a Provide a dust proof storage area for forms b During work breaks protect unfinished notes from soiling by protecting them Use clip board to
114. reading of an EDM are observations Also if a value of a long tangent is determin ed by a series of pulls or E DM readings the sum of either is an observation As A MEASUREMENT is either a single observation or the arithmetic mean of more than one observation of the same distance It is the final value determined befor adjustment TAPING EDM instruments have replaced taping in much of the Division s of newer EDMs is 2 mm 2ppm routine work However the measurement accuracy which translates into the minimum distance required to meet a precision of 1 15 000 is 60 m 200 ft Therefore any distance 30 m 100 ft or less should be considered for taping if the accuracy requirements of the survey so dictate references will be measured by a Distances to hand tape and not by holding a 0 offset reflector against the reference nail dw Errors a Tape not standard length this type of systematic error can be eliminated by standardizing the tape using the tape calibration monuments set at some of EDM calibration stations Imperfect Alignment This type of error is easily controlled and seldom causes significant error Alignment is more critical on short pulls than on long ones In many instances too much time is spent in setting a chaining point exactly on line For example if a chaining point is
115. same time The Power indicator will begin to flash when battery power is low Generally you can i a print two or mor 5 0 t th a b pages before all power is depleted Connect the AC adapter to your printer Turn on the printer while holding down the Font Recharge button The recharging operation takes ten hours to complete During this time the fon in varying combina time tions d indicating the leng t indicator lights will flash uring the ten hour charge th of time remaining for the complete charging operation When 25 of charging has been completed the Gothic light will blink Power Add Paper On Line LF FF Font 5 Prestige 10 Draft 4 Prestige 12 Helva 5555555555 555555555 555555555 Gothic When 50 of charging has been completed the Gothic and Helva lights will blink Power Add Paper On Line LF FF Font 5 Prestige 10 Draft Prestige 12 T Helva 5555555555 555555555 555555555 Gothic
116. set 0 15 m 0 50 ft off line at 30 m 100 ft it will result in a linear error of only 0 3 5 1 1 is the same or horizontal misalignment and eyeballing level with the tape considerably out of level imbalance uneven terrain a 0 6 m m 100 ft pull hand level is not used measured with the tap 2 ft can easily resul Short dis level out of level in 7 5 m 2 70 t would 100 ft perhaps pull 25 out of level in 30 m cause an error of 6 mm mm 0 0013 ft However a chaining point should be set right on line if the point is to be used as a starting point or a check in point for subsequent alignment work Tape Not Level This error is similar to imperfect alignment That is the error produced for a given amount of either vertical Slop OT 10 0 02 the most frequent source of error S are deceptiv is not adequate for determining Such carelessness can result in taping On in a 30 t in errors if a tances must be 5m 0 50 ft is equal to 0 6 m 0 ft ft This in a 30 m In ordinary taping that is This type of error can be prevented by using a well adjusted hand level Incorrect Slope Determina might be introduced when to the Head often results because th simultaneously take line the plumb bob tip j Also the Instrument tracking the tape eliminate blunders measure
117. shot on the top of the headwall using the THDWL feature code If the headwall has wingwalls that slope get a shot on the top of the headwall in the center and get shots on the top of the wingwalls where they end again using the THDWL feature cod Locating directional linestring features The WOOD and TRB features are directional and should be collected with the object to the right of the direction of collection If you want to collect it in reverse order collect the linestring and enter a C35 code at the end to reverse the order of shots when processed When you are locating a figure and change from a Code 14 linear figure to a Code 16 curvilinear figure or vice versa you must increment the figure number If you want the line work to connect between the two figures use the recover shot command Code 17 Target prism holders should be used for all shots taken with the telescopic range poles allowing for more precis centering of the prism Make sure that the prism is tilted if need be to keep it perpendicular to the line of sight of the theodolite Failure to tilt the prism will result in elevation errors Use Code 13 and featur code CKSHOT to reshoot th backsight When each checkshot is taken and befor each set up is broken the slope distance vertica angle and horizontal angle must be recorded on th recovery sh
118. spray or tape is vital to a party s tape life and helps e guidelines to follow are and dry tapes which are tly oil then dry before storing Clean rusty tapes with a dam Solvent Use soap and water muddy To prevent rust afte tape then dry Do not place a tape where it over by a vehicle Otherwis break Avoid pulling a tape around hard pull can stretch or bre Avoid storing in damp places p cloth or and cleaning when a tape is dirty or r cleaning lightly oil the can be stepped on or run e it might kink bend or poles or other objects a ak the tape Di Do not wind tapes overly tight on their reels This tends to exert unwanted stresses However normal winding of a tape onto a reel does NOT harm the tape MISCELLANEOUS EQUIPMENT AND TOOLS Each employee is responsible for keeping his miscellaneous tools and equipment in good condition To prevent loss of small equipment and tools avoid laying them on the ground on vehicles or on equipment which might be moved When not in use carry them in scabbards and pouches on a chaining belt Tas Hand Levels Keep them clean and in good adjustment 24 Cutting Tools a Maintain sharp cutting edges A dull tool will often deflect instead of biting into the wood and cause injury b Sharpen with a 12 inch flat or curved bastard file which has a guarded handle Avoid bluing or b
119. surveying b Establish and maintain survey standards Improve the overall efficiency of the Division s survey function d Provide a single reference source for Division wide surveying policies procedures and information The inclusion of regularly used formulas and tables in the Appendix will enable the MANUAL user to reduce his library of reference material Aa Secondary Objectives Secondary aims are to provide a A comprehensive reference for new employee orientation b Source material for training eu Help employees in other offices gain a better understanding of surveying and its proper relationship to other Administration activities D SCOPE OF MANUAL This MANUAL in general covers Division wide surveying policies and procedures and appropriate reference material It is not a textbook or a contract document Nor is it a substitute for surveying knowledge experience or judgment Although portions include textbook material does not attempt to completely cover any face For Division of Plats and Surveys employees policy As such it supersedes previously is this t of this sued Procedure Memorandums which deal with the topics herein MANUAL surveying MANUAL is Policy and covered CHAPTER 1 00 GENERAL SECTION 1 02 ORGANIZATION Revised 11 01 PLATS AND SURVEYS DIVISION Working under the direction of
120. the Up arrow y entered data finished and you will return to the Coll Note work file to However bring an error in the file office processors Listing Commands the Quitting the collection menu Sel return one to the main menu File Management From the main you may insert to scroll through the file to Press ENTER or ESC when a no lection Menu You will not be able to change any data in your te at any time EO dE he at One can review the com associated data fields with this command et Quit menu tention of the mand codes and This will select File Management to bring up the File Management Menu 6444444444444444444444444444447 5 5 5 5 5 File 5 5 5 5 5 8 File 5 5 List Files 5 Delete File 5 Copy File 5 Serial Print ASC File 5 Parallel Print ASC 5 View ASC File 5 Transfer Files 5 Quit 5 Q44 44444444 4444444444444 444444 a Listing Files From the select List Files list 6 4 13 Management menu Select the drive you wish to Enter the file name search string A N To see a listing of the A drive B To see a listing of the B drive C To see a listing of the C drive D To see a listing of the D drive Note the disk drive must be hooked up and floppy inserted beforehand
121. the hands of oval DO NOT LITTER Paper stake and other trash shall be placed in S in State or consultant vehicles all not be left on private or on public property Ta Law Enforcement Agencies When a survey requires work around sensitive areas or night work notify local law enforcement agencies and private security agents This enables them to be aware of the source and reason for the appearance unusual lights and activity D INTERNAL RELATIONS Tx Survey Party Proper relationships within a s of urvey party are necessary if individuals are to function as a team Party Chiefs can help maintain good party relationships by keeping party members well informed about i and party roles and their duties for each job Office a Party Chief and other supervisors must be informed of important developments They not be put in the embarrassing positions learning important information from outsi sources 15 Good relations among office personnel can maintained through good communications an understanding of responsibility e Relations and contacts with other Divisio be courteous and businesslike When in d about the requirements of a survey reques the requester for a clarification ndividual kept should of de be da clear ns should oubt t phone CHAPTER 1 00 GENERAL SECTION 1 04 SAFETY Revised 11 01 INTRODUCT
122. the pegs the balanced sights eliminate any horizontal cross hair error a e e 006 2 5 2 9 e rT ese 6660 uonoeno 086 poy HES Sulpeey poy OBL 0 e uj up eni 086 pej euoo 008 o pou amp dn s uj 0810 DAT e Dupay 006 Qq Duipeeu V dn 395 TWO PEG TEST FIGURE 2 04A The level is then moved to the point 20 feet outside of point A Read the rod on point A first the differenc to the reading on point A add set up point B 3 in B is lowe If point r than point levation as determined in the first UOS EE S 2 a b This should be t To Adjust Unscrew the reticl cover he reading on This is a circular cap at th yepi telescope barrel A smal Screw will be exposed just eyepiece cross hair reticle against loading See note below Adjust the horizontal cros corrected reading on the f and check points Replace the cap readings on both in readings shou required tolerance the t difference in elevation of If so this completes the Note Some ins capstan head adjusting scr the reticle and one below two screw adjustment requi ld approximate l capstan he
123. the receiver about 5 minutes before your planned start time ds time to warm up its oscillator few minutes of data early is not on Th and collecting a receiver n detrimental How on eno too early unl ugh receiver memory and bat tha Sta extra time tion log Starting a Receiver After the Scheduled Start ever avoid turning the receiver ess you are sure that there Record your start time in is ttery power to handle the tup Time Getting to a point late may make a session oss of too much simultaneous data worthless The 1 could be so degrading that a solution may not found If the se ten percent leng t be ssion is shortened by more than then the observation time receiver operator when they first s supervisor can then extend the stop time as necessary Howev tart collecting data The er if several sessions are A should tell their supervisor back thereafter receiver should b comments written record in the log visible satellit elevation angles a radio signal sh crew should copy stamping onto the later like which station or the az Power Failures Du the field crew do hour The only w realize you have regular basis ev the power back on possible Try an A C power source support module more than ten per observat
124. to c and key in FORMAT B to fix the problem D RHC 44E COMMANDS i To obtain a directory listing of the files on a floppy disk that is installed at the B gt promp in a CMT disk drive type CDIR t and press enter To obtain a directory listing of the files on the Paravant type PDIR at the prompt that you want to read A O To copy files fron r B and press enter n the Paravant to the CMT disk drive type FOUT FILENAME where FILENAME is the name of the file you wish to copy from at the prompt you want to copy A or B and press enter To copy files from the CMT disk drive to the Paravant to A type FIN FILENAME at the prompt that you want to copy or B and press enter To print files type PF you want to print from When you not hear you turn mode a Cis LE A FILENAME at the prompt that or B and press enter hook up the Paravant to be charged you will a beep as you did with the previous model If on the Paravant RHC 44E while in the charging 1 of 3 things will happen A message Fast Charging will appear if the power is low A message Trickle Charging will appear if the power is close to full A normal screen will appear if power is full E DICONIX 180si PRINTER ls Charging The 180si printer is capable of recharging wn batteries all five batteries must be recharged
125. water cooler 4 pr hip boots Cutting Tools axes single bit hatchet brush hooks files OF Digging Tools shovel pick Driving Tools maul 8 10 1b hammer engineers Expendable Supplies a Miscellaneous Plumb bob points Plumb bob cord Keel Spray paint Can paint Plastic flagging blue orange red yellow wetlands and Survey Points and Markers 1x2x18 Flat Stakes 2x2x 12 amp 18 hubs Wire Flags Blue Orange Red and Yellow Rebars 5 8 Rebar Caps Spikes Railroad Spikes Boat Nails Chaining Nails P K Nails Masonry Nails Roofing Tacks Stake cup Shiners Stationary Equipment and Supplies a Pencils and Marking Pens Pencils 0 3 mm and 5 mm Lead Holders Markers felt tip Colored pencils Fiber tip pens Leads 0 3 amp 0 5 mm HB H and 2H Lead Holder Leads HB H and 2H Erasing Supplies Eraser Clic or Staedtler Eraser Refill Clic or Staedtler Eraser Shield Miscellaneous French Curves Protractors Engineer s Scale 6 Triangles Templates Lead Pointer Peg Books Clip Board Stapler Safety Equipment Fire Extinguisher First Aid Kit 6 Flares 30 Minute 12 Traffic Cones 28 8 flags vinyl 2 Slow Stop paddles 4 Sign Holder Windmaster or similar 4 Sign Survey Party 48 48 1 Hard Hats per person 6 Safety Vests
126. with water The irregularity is caused by local variations in the direction of gravity Large dense masses mountains exert a gravitational force which tends to Whereas dense than rock and the plumb such as pull the plumb line the direction of gravity toward the concentration of mass the ocean is less line is attracted toward the land and away from the water The result of these variable forces is that the geoid assumes an undulating surface Usually survey data referenced to the geoid is called astronomic SdIHSNOILV Tau SOVSUNS GiOSdIT13 al0aD v 10 3unboid 01039 JOVSUNS VIS POSITION ON THE EARTH The position of a point can be defined by plane coordinates geographic place names systems are related by spherical coordinates expressed in terms of lat commonly referred Ta Latitude direction a as Lati from direction of gravi plane Geode to th of th maps from Longitude direction Greenwich a As Astronomic Latitude The angl or other systems titude and longitude the geographic position of a point betw These various which are These are tude is measured in a north south the plane of the equator n th e spheroid e equator at of the equator directly from celestial observations not corrected for the deflection tic Latitude Th
127. 0 Press ENTER when prompted for the time Enter your initials for user name Enter the current weather Enter the current date Ex 08 22 91 6 4 4 You will then return to the Command Menu Now proceed to Set Up Information section of this manual To append to an existing job From the Main Menu use the Down arrow to highlight Use Existing Job File and press ENTER Enter a Raw Data File name or press ENTER to use the default This will bring you to the Command Menu Now proceed to the Set Up Information section of this manual Set up Information C7 Several codes must be used to store information for each instrument set up The first is for the occupied point a Select Command enter 7 b Enter the occupied point number the height of the instrument ant the measurement mode 01 C Press ENTER for instrument I D Rod height information C5 a General Be sure to measur th prism heights with a chain or folding rule as graduations on prism poles may be in error b Select Command enter 5 Enter the foresight and backsight target prism heights Backsight information C12 a Select command enter 12 bi Enter the backsight point number Taking a backsight a Turn on the total station sight the backsight prism and set zero b Select Measurement Gu Select Collect Angles and Distance Waiting For Data
128. 0 67 0277 995 000 395 330 955 675 made for the offset figure tal offset 440 123 564 655 D and TRB section ended and he After continued command can be used to No point numbers and the end of the paralleled figure cannot be recovered in the field ure number to be paralleled linestrings Currently two For the WOOD locate the edge of the woods with the woods to For the TRB of the traffic barrier with posts to the right of the direction of collection If thes features are collected in the opposite direction use a C35 code at the end of the feature to reverse them during processing Spin text C36 The text that will be placed into the design file can be spun from north to be parallel to the Z1 20 It should be entered to the clockwise from north roadway using this code nearest degr Locate point C37 This code can be used to locate a point from 2 previously shot points in the same figure or feature It is well suited for collecting building corners To use a Shoot the first and second building corners in the usual manner This shots should be taken carefully as the rest of the building will be based on these shots DO NOT use a short section of wall b Enter C37 Ci Enter the clockwise angle backsighting the first shot and turning at the second shot d Enter the horizontal dist
129. 21 rd ich 1yd 40rd 1 fur 5 yds 1rd 320 1 mi S260 1 statute mi 1rd 8076 1043 t 1nmutical mi Tim K SURVEYOR S MEASURES LINEAR METRIC Metres 0 001 m 9 01 0 1 100 m 1000 m 10000 m 1852 m 1 1 1 dkm 1 hm 1 km 1 1 nautical mi YNNAAM AREA 0 5 Acre 1 1 6404 45 580 tt 180 rd 10 ch 1 mH 1 section 5 AREA METRIC Square metres 1 1 dkm 1 hm 1km 1mym 1m 100 m 10 000 mt 4 000 000 160 006 000 Land area terms Tm 1a 100 gt 1 ha 100 1 km 100ha 1 mym 10 000 ha 18 1 100 he App K 2 Millimetres 1mm 10 mm 100 mm 1000 mm 1000 1 dm 1m Square miles 1mii imi 1 36 mi Bow 6400 6404 18 1T SURVEYOR S MEASURES App K 8 5 CONVERSIONS LINEAR based on 1 metre 39 37 Inches exactly U 5 to metric 0 001 it 0 01 fi 1 In 0 1 ft 1 ik TH 1 yd 1 1m 1 rd 1 1 ch 1 frl 1 mi 0 90603048006 t0 m 0 003048005 10 nt 0 0254000508 m 0 0304800610 m D 201 58402 m 0 304800610 0 914404929 m 1 82386366 m 5 02921006 m 5 0292 1006 m 20 1168402 m 201 168402 m 1608 359722 m 1 60934727 km Metric to U S 1mm tem 1 dm 1m 1dkm Thm 1 km 1
130. 296 4049 uojgoziupDao Z0 nd PH eee eir 12 4 anal WWIII 33407463 178 DM 01275 UHIN Di ew Vw wu NOLY1OM WD 33407982 1719 YAR eb 17 WYND TEQ 104 1N02 9NIdgY WOUISOGNOD 504 0 5 5 1200084 ae D Dri Lan a 9 8 WA HOY NOISIAN NOISIAIO 9NIdaVN ONY SIV ld h Coordinate the establishment maintenance and application of an effective survey management system i Provide program coordination and review of Basic Control Survey projects and liaison with the National Geodetic Survey nie Prepare budget and staffing requirements for the survey function and keeping records of survey costs k Administer personnel rules regarding the hiring termination and promotion of Division employees 1 Review and sign right of way plats Assistant Division Chief CADD Mapping and Control Section Manages and directs the engineering and administrative operations of the Control Topographic Mapping and CADD Systems Teams within the Division of Plats and Surveys a Oversees the functions of the Topographic Mapping Team b Oversees and programs geodetic control sur
131. 6 09 CONSTRUCTION STAKE OUTS Revised 11 01 GENERAL Construction stake outs establish basic line and grade for project construction and are performed just prior to actual construction It is the State s policy to provide the minimum essential control to accomplish establishment of construction lines and grades The baseline of construction may or may not be the same as a previously established centerline PROCEDURES Generally the procedures listed in Section 6 08 Centerline Stake outs are valid for construction stake outs Exceptions are Ts Bench Marks Bench marks are to be established at approximately 300 m 1 000 ft intervals and outside the limits of construction 2 Referencing a All baseline of construction controls are to be referenced with rebars spikes cross cuts in concrete or other permanent markers DO NOT use hubs PKs may be used when driving a galvanized Spike is not practical If the point lands in a cultivated field recess the rebar at least 350 mm 14 in below the surface of the ground b Set RPs clear of all construction Generally the nearest point should be 6m 20 ft outside the grading limits Avoid placing Rps at deep cuts or fills Where possible locate Rps at cut to fill daylight points Place one reference point on each side of the baseline where possible instead of b
132. 6 Global Positioning System GPS Surveys A General B Basic Principles of GPS Field Procedures 6 07 Photogrammetry Surveys A General B Field Procedures 6 08 Centerline Stakeouts A General B Procedures Construction Stakeouts A General B Procedures Boring Stakeouts A General B Procedures Hydraulic Surveys A General B Procedures Traffic Signalization Surveys Page OY OY OV OV BHP A OV WO WO od A General B Field Procedures 6 13 Borrow Pit Surveys A General B Preliminary Cross sections C Final Cross sections 6 14 Electrification Surveys A General B Survey Requirements 54 Safety Requirements 6 15 Geodetic Leveling Surveys A General B Geodetic Leveling Definitions Wild 2002 Collimation Test and Adjustment D Entering Project Data Into Verrec E Beginning a Section E Section Running G Ending a Section 6 16 Re establish A General B ment of Old Baselines Recovery of Existing Control and Reference Points Cz Travers D 7 00 NOTEKEEPING 7 01 Purpose and A Purpose B Importa C Definit 7 02 Elements of A Noteboo B Format 7 03 Quality of A General e nce ion Notes ks Notes Set up of Base Line Impo
133. 8 tan a cor amp ect x y tan amp EEC a r x esee t rx 2q1 X coven l ose U coversa r y 1 1 4 n 5 a H hai n ah 9 ARTS G BASIC TRIGONOMETRY App Ge 2 TRIGONOMETRIC FUNCTIONS in ANY QUADRANT p Functions in terms of angles in the first quadrant Values wory trom ues ener Jenn fas waja sem ajo em emm oem own eese ee dg m A 5 n 3 a m 5 G BASIC TRIGONOMETRY 3 RIGHT TRIANGLES sin A o c cos a c fon o b cot A bc ton B b o cot o b BASIC TRIGONOMETRY App aA 4 OBLIQUE TRIANGLES a b c Law Sines rinA szinB aint Law Cosines aah ye be cos z preos b c FORMULAS Law of Cosines tinh fie bHs c cog 5 8 be be sinA J sis aMs bs el NOTE Far angles bc mrke aporsporaie subgti Turignz un these formulas The value s Vsts a is bYs c The vatue itasb c Law of Sines 180 Law of Sines asin 8 a sin B sin A B 2 zin Law of Sines 180 gt B sin A Law of sin Law of Cosines tan afin bacos C 180
134. ARAVANT Tas Display screen Various changed by holding down effect the screen display lighting conditions will UP arrow to increase conl trast or the The screen display can be the FUNCT key and pressing the DOWN arrow to decrease contrast Press the ALT key and the UP or DOWN arrows to increase or decrease brightness Power on off Press the FUNCT key and POWER keys Cs simultaneously to turn the computer on and off 3s Extra characters Press the FUNCT key and the appropriate letter key to enter special characters not marked on the keyboard KEY CHAR KEY CHAR KEY CHAR A I amp Q B m J R C K S L T E U lt F 5 V gt G P 4 Rebooting The collector can be re booted by entering an R while in DOS or by pressing the reset switch located in the battery compartment next to the battery Avoid rebooting the computer while in a program as this may corrupt data files in use by a program Always exit the program normally if possible The reset switch normally performs a soft reset of the computer and boots starts up MS DOS This will have no effect on the internal memory configuration settings or the real time clock The reboot will restart the Paravant screen Proceed as normal NOTE If you rebooted during the ETSC program be aware
135. Angle Routine LAN Use the angle difference between the first pipe and the second pipe and the measured distance Inverse between the two pipes using the Inverse Bearing Routine IBR If the inverted distance is close to the deed distance it can be assumed that the correct pipes have been located and the survey may be resumed close to the deed distanc distance can be used ther pipe or corner search for ano A right of way R W the baselin If the invades distance is not the invers to facilitate further stakeout is being performed and R W breaks on a project wher have coordinate val to place R W stakes along this line can 1 S ues assigned along a lin It is necessary where the R W breaks are separated by a long distance that runs through many obstructions The location of points be calculated by tore the coordinates of the occupied baseline station and the baseline station ted on S Note sigh breaks points 2 Turn tore the coordinates of the assigned number of the R W these and record angles that fall between the obstructions and that are on clear lines of sight 3 Using distance of say 500 feet Angle Routine Note 4 Assess the Po Use the point line as Line 1 the occupied point in points establi the recorded angles and an assumed by the Loca
136. Back line produced Left defiection angle Backsight Instrument deflection Backsight Back line produced Instrument DEFLECTION ANGLES Foresight 180 FIGURE 5 02 B DIFFERENT TYPES OF HORIZONTAL ANGLES ahead line Zenith angles Zenith angles are usually measured in pairs The first reading taken with the scope in direct position sometimes referred to as circle left as the vertical circle is to the left of the telescope and the second reading taken with the telescop inverted sometime referred to as circle right Terms used The following terms are defined Specifically for angular measurement their meanings might differ slightly in other contexts a A POINTING consists of a single sighting and circle reading on a single object An OBSERVATION is a single unadjusted determination of the size of an angle For example an observation is made by pointing both sides of a horizontal angle Thus a single angular value an observation is derived by subtracting the value of a pointing on a reference object from the value of a pointing on an observed object A MEASUREMENT is the final determination of the magnitude of an angle before adjustment Minimum angular measurement is the mean of at least two observations one direct and one reverse A REFERENCE OBJECT RO is a survey point which i
137. Construction ustmen wooden s The scal unique m reading ts Th che Adj e two u This rod consists taffs with replaceabl of three metal scale es are graduated in GEITTOLS S fully extended and pper scales by loosening retaining screws and indexing the tapes at 100ths of a arking which are designed to e positions of the metal scales on two top staffs should be checked with a steel tape while rod i ust th locked their the exact distance from the bottom of the rod 1 Advantages abuse 2 replaceable 3 the office geodetic leveling a alumin invar The in coding harden ven Rod Constr Var half centimeters tape i The bot ed steel s upper end of tension by a strong spr suspending allows the tape to remain when th the the st in m veri Checking and Maintenanc atched pairs fy that the remains constant high point and low readings made on each If index which can 3 meters long which The rod is sturdy and will take considerable Each of the three metal scales is The notes kept for leveling with this type of rod provide a record be checked in Invar Tape Rod This type rod is used for precise uction This type of rod consists of an um staff tape Carries an S precisely graduated in either th th tom of hoe a tape i e base of
138. ENERAL Field personnel of the Plats and Surveys Division due to their Statewide work responsibilities frequently find it necessary to travel long distances from their permanent residences DEFINITIONS Ta Headquarters The Baltimore Office 2 Residence of Record The permanent residence of an individual as on file with the Plats and Surveys Division Assignment The geographic location where an individual or surveys party is directed to report for work 4 Local The work assignment is less than 60 miles from the Party Chief s residence 54 Out of town The work assignment is 60 miles or more from the Party Chief s residence WORK HOURS 15 Local Employees shall travel on their own time to and from the work site or designated meeting place This applies whether state or personal vehicles are used Unless approved by the Division Chief or an Assistant Division Chief the work hours are from 7 00 AM until 4 00 PM with 1 hour for lunch If conditions dictate the Party Chief may deviate from this schedule ONLY WITH THE ASSISTANT DIVISION CHIEF S OR DIVISION CHIEF S APPROVAL 25 Out of town The work hours for out of town shall be the same as noted above except for arrival and departure days as noted below This policy supersedes all previously issued written or unwritten direction This applies to all Surve
139. ION Maryland State Highway Administration employees survey in many different hazardous environments Rugged terrains high speed traffic hand and power tools and construction equipment are some of the elements that typify survey hazards Most people have one thing in common with many who have experienced an accident they believe it could not happen to them A meaningful safety program requires that each employee acknowledge that It can happen to me Each must also ask What is my responsibility and what can I do to keep it from happening SAFETY MANUAL HM Each field employee shall have ready access to the Safety Manual for Field Survey Personnel 2 No survey operation shall be considered as either so important or so urgent that the Safety Manual or any safe practice will be compromised RESPONSIBILITIES 1 5 Individuals a All field personnel shall have a practical working knowledge of the Safety Manual b Each employee will do everything reasonably necessary to protect life safety and health of everyone and comply with all occupational safety and health regulations that are applicable to his job Each employee shall report to work each day in alert agile and capable condition You should be 1 Healthy If you ill do not report to work If you become ill on the job do not continue to work Report to your supervisor
140. ISSANCE Site location A mark is useless if it in mind is destro this in mind it is important to areas where they will be protecte by road construction building construction etc Marks should be located on property accessible to the t of Way parks churches schools public where possible pumping stations court houses farming operation ditching utility co Road Righ tidal control etc A yed or lost With locate new marks in d from damage caused nstruction erosion hospitals cemeteries government buildings and government installations are good locations When necessary marks can be located on private property with the permission of the property owner It is best to locate the mark about 2 to 3 meters 5 to 10 feet from the corner of the property This location is usually out of the way of the property owner as well as out of the area of road and ut Marks must have a rela tively open order to be used for Global Posit ility construction view of the sky in ioning Surveys GPS Typically this would horizon Some obstruc be about 20 to 90 above the tions such as utility poles etc are permissible The monument must be at least 2 5 4 1 meters from any utility poles and 5 meters from a chain link fence Mark Spacing a Vertical Control Bench marks should be set between 1 km and 1 5
141. ITION rpetuate a survey when stakes have S are obliterated Field survey notes sionally as court evidence Field survey notes are complete graphic tabular or written or combinations thereof survey records which depict each step of the survey on a suitable form and in a proper format They show the following to enable knowledgeable persons to interpret and use the survey and its results and retrace the footsteps of the surveyor Survey location Pertinent record inf Original raw value manipulations and wi of distance angle Measurements of pert Monuments used and s Equipment used and i Party personnel and Date s ormation S withou thout any and eleva and attendant references t any mathematical corrections for errors tion inent atmospheric conditions et ts standa their dut rdization factor s ies Explanatory notes about any condition s which might affect the accuracy of result of the survey CHAPTER 7 00 NOTEKEEPING SECTION 7 02 ELEMENTS OF NOTES Revised 11 01 NOTEBOOKS The Division has adopted for standard use numbered survey books measuring 6 1 4 inches by 8 1 2 inches The pages are grid paper with the grid having every fourth line being wider and darker This book the standard peg books and the electronic data collector are used almost exclusively to record field notes FORMAT Ez
142. L This section covers traverse for all type of surveys T Applications a Project control b Data Collection control Gs Topography control d Cross section control es Construction staking fi Metes and bounds surveys 2 Definition traverse is series of survey points whose relative positions ar determined by measured distances and directions between each set of consecutive points The measured distances are usually referred to as courses or legs The survey points are called traverse stations Pus points of intersection or angle points Normally some type of mark is left in the ground or roadway to indicate each survey point 3 Types There are two basic types of traverses a Closed 1 Closed Figure A traverse which begins and closes on the same point 2 Closed Line A traverse which closes on a known station of accuracy equal to of higher than that of the beginning station bs Open end A traverse that ends on a station of unknown position 4 Purposes Traverses are primarily run for three reasons a Establish intermediate control points Da Extend the scope of control points Include ground points of interest property corners topography points etc in a closed survey to preclude blunders in the positioning of such points Advantages Four principle advantages result from traverse surveys a Flexibility Since a rigid geometri
143. L HINTS a the section in order SHOT b To continue CROSS SECTION FILE Gu If you need inlet Rod Reading and Fea prompted VOID Key You may now correct d If you wish to void feature nam the file IMPORTANT NOTE the mis take the shot enter VOI ey in Y and then press ENTER D for the and the shot will not be written to If you read a PLUS rod you must enter either a minus or a plus sign when recording the rod reading The shot will then be added to the elevation of the instrument to get the elevation of the point in question The other prompts in the Main Menu are self explanatory CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 04 DATA COLLECTION SURVEYS Revised 11 01 GENERAL Da Lo collector held c the to ta collection surveys are tal station performed using an electronic tal station in conjunction with an electronic field data The data collector is a omputer capable of storing data received directly from DOS based ruggedized hand Although data collection systems can be used in any type of survey they are particularly well suited for topographic surveys survey party can capture the X Y Z northing easting elevation positions of a far greater number of points 300 to 600 per day than could be taken by using conventional techniques The great majority of the division s topographic surveys are now performed with t
144. L to compute elevation points Enter the Press between occupied point number Enter th foresight point number If zenith observations been made from both ends of the line distance observations from at least have and one end the elevation difference and coefficient of refraction will be computed and displayed If the the occupied point elevation coefficient of refraction is the elevation for the displayed be tolerance will be desired stored Traverse computation Press T to compute PRELIMINARY coordinates of traverse and the closing azimuths and coordinates the end control points Enter appropriate point numbers for the control Data will be taken from coordinate records to compute the scale combined factors includes sea level geoid reduction for the traverse Operator is given chance to different factor if desired che DO NOT enter traverse when prompted the traverse closure 621412 h point fixe enter Enter the poin numbers for intermediate point numbers alon i th th an an Th an is known and within foresight E e S f e d e d d e a E g POL s these will not be used to compute End program Press E or ESC to end the program and return to the DOS prompt character Error messages ANGLE DATA NOT FOUND The
145. LELOGRAM A quadrilateral with opposite sides equal and parallel seems RECTANGLE parallelogram with 90 angles hla Area bh Er b SQUARE An equal sided rectangle b Ans P A parallelogram having angles different than 90 a by trigonometry Area bh INA x ab sine RHOMBUS An equai sided rhombold b Area A bh b ih by trigonomatry J b sin 10 11 12 H PLANE GEOMETRY App H 4 TRAPEZOID A quadrilateral with only two parallel sides b b b b TRAPEZIUM quadrilateral without any parallel sides Area 5dn abt hy i PENTAGON IRREGULAR For Area A use th trapezium formula above 1 VOLUME App 1 1 PARALLELOPIPEDS six sided sotid all sides are paralielograms and opposite sides are parailel m Right rectangular prism a paralielopiped with all angles 90 MM Nilume where grea ot base h height b Cube An equai sided right rectangular prism Volume Bh z hxh h 07 c Rhombic prism parallelopiped without any 90 angles Volume x Bh Note h Perpendicular distance between opposita faces d Rhombohadrom An equal sided rhombic prism Volume x Bh CYLINDER Volume Bh 3 3 Volume 44 r PYRAMID and CONE Vo
146. Location DOS YES Install Low Power Handler YES Low Power Message Interval 120 Press Escape and save changes Select Fl Memory Mapping Tx Set up as follows Program Memory Disk Bank 0 00 Disk Bank 1 01 Disk Bank 2 02 Bank 3 03 Disk Bank 4 Disk Disk Disk default setting is 04 for bank 4 prompt This will correctly you wil Memory tart top tart top nn 3 3 tart top Important Bank 4 must be left BLANK The To chang this setting you must enter a 1 at the create a blank space for this bank If the memory banks are not set 1 get an error message Program Disk Memory Conflict Be sure to save the changes when you exit CO CT 04 07 40 41 e 4 RHC 44 with 1MB RAM card in A a C From the C prompt Key in CONF Select F2 Low Power Event Wait Configuration Set up as follows Automatic Power Down Timeout 10 Power Down gt Wait Keyboard YES Power Down gt Poll Keyboard Activate NO Location DOS Enable Serial Po Install Low Powe re YES r Handler YES Low Power Messag Press Escap Select Fl Tx Set up as f Program Mem Bank Bank Bank Bank Bank N Important correctly Program Di Interval 120 e and save changes Memory Mapping ollows Disk Disk
147. OF HEAD WITH WITH OF EITHER HAND EXAGGERATED MOTION TURNING POINT BENCH MARK RAISE ARM ABOVE HEAD AND DESCRIBE HOLD LEVEL ROD HORIZONTALLY OVER A CIRCLE IN A HORIZONTAL PLANE THE HEAD WITH BOTH ARMS EXTENDED E STANDARD ARM SIGNALS NUMBERS MACE EY FUTATIMG IK TWO MAGE Fr EXTERIHHG BOTH ARMS CHIT WARD FOUR MADE BY HOLLANG HEAD WTH GNE HAND App 3 MADE irr EXTEHG DME STRAIGHT OUT aD HOLDING OTHER AT THREE MADE EY ARMS BENT ELEC SKY ARO FIVE MADE BY HOLDING ONE HTRAIGMT CRIT oN DF TOU WITH FIVE SHOWING SEVEN PLACIHG OVER CROTCH MADE HOLDING ONE ARM OOWH WARDE WITH THE HTHER F CURVES App EA PARTS OF A CIRCULAR CURVE 82 bes P B FORMULAS Radius 1 Degree Curve 6729 578 T Frtan 2d TESTS iQ In decile 5729 578 ans In decimals R A TERMINOLOGY Rodius Pon Lo 2 A D E T tuni 4 LC ZB sini z y Angle of Curve at or deflection C ainDetA De A in dacimalz angle between bach and forward tangents D 3 z D iD In decimals ans in minutes D Degree of Curve 1718 873345 R Radius F T Bemi Tangent M R varvo L Length ai Curva E External Distance LC L ng Chord PC of Curvature Beginning o
148. R files back up BAK TBK XBK files and text TXT files must reside on this drive bs The B drive is the normal working drive and refers to either an internal drive on the older units or to the 512 RAM drive on the newer units This drive normally contains the field FLD files the traverse TRA files the cross section XCT files as well as copies of the TXT and PAR files Gs The C drive is an internal drive which contains the programs that make up the operating system of the paravant This drive is write protected so that it cannot be altered d The D drive is the portable disk drive This drive is connecting to the unit via a RS232 serial port and cable It is used for creating disks for sending into the office and for storing back up copies of programs and data 3 System Files Although these files are on the C drive customized versions of them must be on the A drive for the paravant to operate properly a COMMAND COM This file contains instructions for performing various functions It is a binary file and cannot be printed or viewed b CONFIG SYS This file contains settings for general operation of the unit It is an ASC file B and can be viewed and printed Cu AUTOEXEC BAT This file is a batch file that runs automatically whenever the unit is re booted It is an ASC file
149. TION 4 03 CLASSIFICATION OF ACCURACY Revised 11 01 POLICY All surveys by the Division of Plats and Surveys shall be classified according to the standards specified in Paragraph D A survey of a given classification must conform to all standards for that classification The standards listed in Paragraph D are minimum requirements Generally closure errors should not exceed one half the allowed error Any survey which barely meets the minimum standards in part or in whole should be suspected and checked FIELD PROCEDURES In addition to conforming to the applicable standards surveys which are to be classified must use field procedures that meet or exceed the requirements for the Specified classification To some extent basic procedural requirements are included as part of the standards for example the minimum number of angle observations is given in several instances However refer to Chapter 5 for a discussion of the procedures to be used for each classification of accuracy REASONS FOR STANDARDS AND PROCEDURES SPECIFICATIONS Ts Achieve Desired Accuracy The primary reason for detailed standards and procedural requirements is to ensure that a desired accuracy is attained throughout a survey This means that the accuracy is not only attained at the points of closures but at all points in the survey Furthermore the closures achieved are not just accidental
150. This will automatically back up your work on drive A the RamCard Every shot and command will be automatically backed up as they are entered in the event that a problem occurs on the B drive However you still need to make 2 back up copies on the 3 B floppy disks When you are working on the same Data Collection job as another Survey Party contact the other Party Chief to make sure that you not duplicating filenames Ex You are sent to help Bob Price collect data on I 795 the Northwest Expressway on November 18th You may change the second third and 6 4 3 fourth spaces in the filename but the current date must remain correct T7951118 Bob Price is using this filename TNWX1118 B This would be an alternate filename that could be used After entering the filename the command collection menu will be displayed 6 5 5 5 5 5 5 5 5 9 4444444444444444444444444444447 5 Command 5 Measurement 5 Note 5 Review File 5 List commands 5 Quit 5 5 8 444444444444444444444444444444 Enter the Job Location 1 2 3 4 5 Enter th us 13 2 3 4 2 r At the Command Menu select Command and press Enter Enter 1 for command number Enter 1 for job number Enter 2 for job crew number Enter route number for highway Ex MD355 id and date Select Command and enter 2
151. ach instrument or sight Determine the HIs of setups to 1mm 0 01 ft accuracy and record HIs when measured Excessive closure errors often result from inaccurate measurements of HIs Each measurement must be to the horizontal axis of the total station and prism Elevation Differences Measur ach ED in both the Direct D and reverse R positions If a difference is found mean the readings Normally EDs will be measured in one direction only 553 12 t will not be adjusted in the field If Adjustments Normally trigonometric levels an adjustment is required the closing error is distributed proportionally according to the slope distance of each course Reciprocal Trigonometric Leveling a Description This type of leveling involves taking zenith observations from both ends of a traverse line Use This type of leveling can be performed when taking traverse measurements and if done carefully can provide reasonably accurate elevation differences over long distances Observing zeniths from both ends of the line has the effect of canceling the affects of curvature and refraction It is important that observations from each end of a line be taken within 1 hour of each other so that the amount of refraction will be the same The following data required when taking reciprocal trigonometric leveling observations
152. act can be pull chaining po increasing pulling bac and to stay flutter in to keep the Temperature A rises It short ed beyond the chaining int He then pulls ba the tension in the tap k and forth to correc over the point cause the tape This makes bobs over the points tape lengthens as the ens as the temperature poi inm poi th Ck thus e The t tension S Swing and it difficult nt by the n 7 temperature falls The coefficient of expansion for steel is 0 0000116 meter per m foot per foot difficulty in ma trying subtrac to pict 100 ft apart reckoned by ment Long and a Co marks Between reads less than added Cold 30m 100 00 ft subtracted Whe correction signs with a Hot Tape with a Cold Tape ting the Tape tape Not Straigh taut and se Incorrect Tensio at some specific change length du applied For 30 tension would be is supported thr when suspended tension applied below these st accident ure two monument 0 renheit re corre per degr Celsius per degree Fah king temperatu to remember a formula for adding correction The sures 0000065 5 The ctions or t method is is ts which are exa The signs of correct ally stretching a Hot ctly 30 m ions are Tape n thes ld Tape
153. ad above the This raises and lowers the a spring s hair to the ar rod the rod The difference within rue the points adjustment truments have two ews one atop The corresponding loosening of tightening of the other is made in gradual succes res a one screw and The adjustment sive sets of other loosen one and tighten th When adjustment is complet should be snug but unstrai Accessory Equipment Parallel Plate Micr available for most automatic consists of a drum micrometer optically ground plano parall level Thi that el 1 S ens a plano parallel lens are exactly paralle lens is rota parallel to When a rod is read the micrometer knob is turned ted th it offsets the line of s true line of sight ed both screws ned ometers are S accessory is linked to an The surfaces of l When the ight exactly until the cross hair appears to coincide with the lowest possible whole graduation on the rod 4 This offset reading on the rod plus the direct reading from the micrometer drum equals the actual rod reading to thousandths By use of this accessory the estimation of thousandths is eliminated C DUMPY LEVELS The dumpy level was at one time used extensiv engineering works Although automatic levels great degree replaced this simple instrument in the Division s inventory
154. ailability improve safety of operation increase disposal value improve public image maintain favorable employee morale and lower operation ownership cost in final analysis It is the duty of all operators of State owned equipment and their supervisors to make the equipment available to the proper SHA shop when service is required It is the duty of all shop personnel and their supervisors to perform service operations promptly and properly Routine Maintenance The first or initial oil change oil filter change and inspection on a new vehicle shall be performed at 1 000 miles or 60 days whichever occurs first After initial inspection the regular inspection period will be every 4 000 miles or 6 months whichever occurs first This inspection will include a complete lubrication along with other services Every 12 000 miles a C maintenance will be performed on the vehicle The extent of this service requires that the vehicle is taken to the Southern Avenue garage or Hanover Traffic Shop and a spare vehicle be used until the service is completed Exterior Maintenance Washing Polishing Etc The vehicles are to be washed whenever needed according to appearance weather and road conditions Flushing with cold water and complete washing is encouraged as soon as possible after traveling highways treated with chemicals during the winter months
155. al certificate see Medical Documentation shall be forwarded to the supervisor not less than once a month or as often as every two weeks if the circumstances justify In case of a prolonged sickness and all sick leave has been exhausted employee may request leave from the Employee Leave Bank Employee Leave Donation Program Advanced Sick Leave Extended Sick Leave and or Approved Leave without pay Advanced Sick Leave Advanced Sick Leave may be granted at a rate of 15 days for each year of completed service up to a maximum of 60 days in any calendar year In the case of approved Advanced Leave leave shall be repaid at a rate of 50 of sick leave earnings At the 50 pay back rate for each day of leav arned only one half will be available to the employee for future use DVANCED SICK LEAVE REQUESTS MUST BE APPROVED BY THE VISION CHIEF AND THE APPROPRIATE PERSONNEL OFFICER I Sy THEREFORE NECESSARY THAT THE EMPLOYEE ALLOW SUFFICIENT TIME TO RECEIVE THESE APPROVALS PRIOR TO THE REQUESTED LEAVE DATE Extended sick leave Up An employee may be allotted extended sick leave for a Specific illness in an amount equal to the amount of earned sick leave the employee used for that illness or related condition during the preceding two 2 years prior to the last day of work and any oth
156. an his work to be mor ffectiv more efficiently use EDM instruments a Prior to beginning the actual work develop a plan of attack for the survey m Be sure that all planned traverse lines ar intervisible Be sure all available information such as computer printouts maps and reconnaissance notes are in hand Before leaving the office check for locked gates and other entry problems with the Area Engineer who reconned the project Be sure that you have all the necessary equipment before proceeding to the field Do not leave the battery at home Do NOT plunge into the day s work without first organizing the day s activities A few minutes Spent planning at the beginning of each day will save backtracking duplication of effort and in general wheel spinning Be sure that all party members understand the job and their individual duties Give complete and understandable instructions Measure as many lines from a single setup as possible move reflectors not the instrument Use two way radios They also serve as safety equipment Record data directly into the traverse program Look ahead If subsequent work will be expedited by setting additional points while on a setup such points should be set Prior to leaving the project verify that all points have been checked or can be checked by the record data Close the survey if possible Error
157. ance to the third corner on the building e Enter th levation difference between th second shot and the third shot T Continue around the building in like manner and recover to the first shot to close the figure The data should look something like this C14 BLDG 1 1001 M 23 4430 89 5850 123 450 M 25 3644 89 5945 132 360 C37 90 28 0 0 2 C37 90 26 0 0 0 C17 1001 Adding notes to the field file The program provides two methods for entering notes into the file a Shot description Each measurement provides the user an opportunity to add a description or note for the point shot A maximum of 29 characters is allowed The user should not precede the note with asterisks as the program will add them automatically Note the following examples 123456 69 24 INCH TWIN MAPLE 2 7 CONC CURB GUTTER 21 22 291 24 lo General not The user can enter a note up to 80 characters by using the note feature from the main menu This method is best suited for describing a series of shots Examples ALL TREES ARE 6 INCH CEDARS VOID PREVIOUS FIGURE VOID PREVIOUS SHOT 8 INCH CONCRETE CURB AND GUTTER Reviewing the Fil Select Review File Positioning to End of File will briefly appear and the last 14 lines of the work file will appear on the screen view previous Use
158. and distances Property corners located by angles and distances e with the names of the hundredths owners Apparent property lines an be located use te to the baselin indicated pipes and cul and gas giving ownership and Springs ts wells line hedges trees showing species and including size lverts ing s manholes ditches walls trunk county whether pasture specify whether hard other obje cult city and town boundaries to hundredths soft and direction of flow edges of existing and any and all t may affect final design cts of any ivated woods or mixed by to d other boundaries shall also CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 03 CROSS SECTION SURVEYS Revised GENERAL 11 01 Cross sections are employed for computing volumes on construction projects Ground profiles are secured at right angles to the centerline at specified intervals A design template outlines of planned embankment or excavation can be superimposed on the plot of each cross section to get area of excavation or embankment These are called end areas and are used in the computation of volumes CONTROLS AND ACCURACY Te The survey is to be ref renced to a minimum of two geodetic bench marks unless otherwise directed 2 Project bench marks shall be established at 300 m 1000 ft intervals If
159. aneous is where This e field with th n th tick note the time of on a station log otify the person in t they can make a or start the session mp is when the o play and knock the y completely Call d restart the session survey early if you data was collected at two way You can adjust the The field crew should schedule unless a the sta tion log Record the stop CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 07 GENERAL When a corridor study necessitates of information amount advantages PHOTOGRAMMETRY SURVEYS Revised 11 01 This is due to the fact has been secured and controlled the gathering of a large photogrammetric surveys offer many that once photography additional information covering a wide band can be obtained at very little additional expense and very rapidly Photo flights are made in winter or early Spring to avoid foliage cover FIELD PROCEDURES Field control surveys can ither preced or follow acquisition of aerial photography Generally the procedures are as follows Ts Pre Flight Control a Horizontal See Section 6 01 for traverse Specifications b Vertical Vertical control can consist of differential or trigonometric leveling or a combination of both and should meet 3rd order ts or flags are placed along the traverse intervals A hole should be cut in dependin
160. as been made t h selected you may have to make anothe h the Paravant Collecto appropriate make a certain model O Collector will return to the Main menu should us th Selec Instrument command each morning when you start a new file when you change instruments or reboot the Collector 6 4 2 To Start a New Job a From the main menu use the down arrow to highlight Create New Job File and press ENTER You will be prompted for a raw data file name Naming Work Files Work files should be named in accordance with the following naming convention Topography T 1118 12345678 First character should be a T to designate that file for topography Second third and fourth characters should be used to describe the route number maintenance shop or type of project that you are working on Fifth sixth seventh and eight characters should be used to describe the date of your work Bridge Survey B 1118 1 2 3 4 5 6 4 8 When locating a bridge deck or any elevated surface a B should be used to designate that file as a Bridge file The following characters should use the same criteria described above Key in the appropriate filename and press enter T7950822 You will then be prompted for a Back Up Raw Data filename The default what is showing should be correct SO just press Enter
161. at day The employee will state the reason that they are requesting to be absent and the expected date of their return EMPLOYEES WHO FAIL TO GIVE PROMPT NOTICE OR WHO FAIL TO RECEIVE APPROVAL FOR THEIR ABSENCE ARE TO BE CONSIDERED ON UNAUTHORIZED ABSENCE AND ARE SUBJECT TO DISCIPLINARY ACTION LATENESS It is the duty and responsibility of every employee to report to work on time Employees who are late for work and are not on approved leave will not be excused unless a satisfactory explanation is provided to his her immediate supervisor ct ct Supervisors have the authority and responsibility for determining whether or not to excus lateness or to grant leave Supervisors also have the authority to request verification of the reason for lateness and emergency leave ct ct If the lateness is excused the employee has the option of charging the time to vacation or personal leave If leave is not available or if the lateness is not approved by the supervisor time will be charged to leave without pay Chronic lateness will result in disciplinary action being taken ANNUAL LEAVE Annual Leave is earned per 26 payroll periods excluding overtime at a rate depending on years of service Full time employees may carry a maximum of 50 400 hours leave days over into the following calendar year New permanent employees mus
162. ating Problems When you have trouble with your radio promptly report the specifics to your communications technician But do not automatically assume that your radio is at fault when you are unable to communicate with a desired station The other radio associated control equipment or repeater station might be defectiv Also the operator at the other radio might be temporarily away from his unit you could be out of range or in a dead spot or the other radio might be turned off Operating Range The prime system operates on the VHF band At these high frequencies radio waves act somewhat like light waves They will not bend around corners although they sometimes deflect around obstructions Range is shortened when obstructions are between the radio units or when the units are over the horizon from each other In metropolitan areas range is usually shortened because of the shielding effect of buildings This same effect occurs when inside tunnels or metal bridges Therefore operating range varies with operating conditions Optimum Pointing Radios do not work equally well in all directions There is a best direction for each Operational Aids If you are unable to communicate with a desired station unit it might help to change location or move to a higher elevation CHAPTER 1 00 GENERAL SECTIONS 1 08 WORK HOURS AND TRAVEL Revised 11 01 G
163. ation level surfaces at different elevations are not exactly parallel Thus elevations established by differential leveling at altitudes other than sea level will not be referenced exactly to the theoretical sea level surface the geoid The small errors thus introduced are corrected by applying the orthometric correction only in precise level higher Correction for a Large Concen Occasionally a large concentr nearby mountain direction of gravity networks This correction is applied adjustmen ES tration of Mass ation of mass second order or such as a transportation surveying NATIONAL GEODETIC VERTICAL DATUM OF 1988 The basic vertical datum for Alask 1 and Hawaii Origin and Controls previous vertical datum will cause a local deflection in the This might be large enough to necessitate a special correction in precise level This correction is rarely necessary for the United States except is now NAVD 88 Due to inconsistencies in the National Geodetic Vertical 29 NGS decided to perform a Datum of 1929 or NGVD general re adjustment of al datum is referred to as NAVD 88 bench marks can be determined in both datums l leveling da ta This new Elevations for most Responsible Agency NGS is responsible for perpetuating and extending the datum ne
164. bed to aid in future recovery This should be done using the description program on a laptop PC but can be hand recorded for later input Tas General location Measure the distance from the nearest intersection with the truck odometer to the nearest 0 01 mile and Scale the distances and directions to the nearest carefully plot the mark on a map towns Scale the approximate latitude and longitude To Reach Write a brief narra the mark from a major intersect tive of how one may reach tion or post office Always give the distance and direction of travel along each street or road taken Property ownership Nearby references Make at least four measurements direction and distance to nearby PERMANENT objects The center of the object is assumed unless otherwise stated or bushes mobile homes and the like of permanent objects are utility poles building corners pipe culverts roadways headwalls large signs edges of woods ditches bridges electric Trans curbs headstones DO NOT use mailboxes small signs small trees Some examples large trees fences railroads retaining walls inlets Relative height above or below the road surface Physical description of the monument including the height above or below the ground Mark type and stamping CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 01 TRAVERSES Revised 11 01 A GENERA
165. bubbles observation tematic because S different positions of the theodolite the systematic error of e circle observation cou accidental error on measurement Eliminating Min the resulting the arithmetic mean errors are elim procedures and reverse backsights when measurements Instrumen by proced maintaining a reg checking and adjusting instruments and ol and follow the checking and adjusting ures must leveling tal errors that are not elim t be minimized by ach ther equipment guidelines provided in Chapter 2 Equipment Causes as atmospheric pressure Natural errors result from natural physical conditions temperatu Thu Su re tions are made of such as observing an angle at ld have the effect of an imizing Most instrumental inated by using proper such as observing angles direct balancing foresights and and repeating inated ular program of periodically or calibratin g S learn rvey or external errors such 2 3 4 humidity gravity wind and atmospheric refraction Type Natural errors are systematic But if undetected and thus not eliminated or if incorrectly determined they can have the same effect as accidental errors Correction natural errors are removed from measurements by determining corresponding corrections from known relationships an error and t
166. but are true indications of the surveys precision Establish Uniformity Among Surveys Standards and procedural specifications also will create uniformity among surveys of the same classification It is impossible to achieve uniformity when different survey parties use different procedures and standards to perform surveys which are purported to be of the same classification Ju Minimize over surveying Standards and procedures can prevent or minimize over surveying Under most conditions the procedures specified herein will provide closing and relative position accuracies w within the standards specified Thus procedures involving a greater degr the use of of precision shall be avoided unless unusual conditions warran 4 Provide Requirements Beyond Linear Closure Standar Linear closure standards such as 1 15 000 are of used However linear closure standards by themselves are nearly meaningless A t best they only indications of precision and might have littl any relationship to accuracy Unless all standard have been fulfilled and the proper procedures used With luck and accuracy of a survey is questionable compensating errors required linear closures m achieved without proper precision being used For example a closed loop traverse can have satisfactory closures regardless of the magnitude of th
167. c bearing of Base ly Skewed lines le of the pit lines are to be ls exist in the assumed e established near the pit site Sols marks must levations may be be 54 Cross Sections Original cross sections are taken on a l0 meter 25 foot grid That is every 10 meter 25 feet along the baseline and a rod reading every 10 meters 25 feet along the cross section line Cross sections are taken at least 20 meters 50 feet 2 rods beyond the pit limits Rods should also be taken at any ground breaks 6 References Time should be taken to carefully reference baselines as heavy equipment will be operating in the borrow pit area and may destroy the baseline in whole or in part Ts Field Notes Besides the orientation data requirements described above it should be noted whether th cross sections were taken before or after topsoil and or root mat was stripped Sample field notes are shown in Figure 6 13 A series C FINAL CROSS SECTIONS 1 The borrow pit should be smooth and effectively drained prior to cross sectioning Zu Re stake the baseline if necessary Sometimes it may be necessary to set offset lines to facilitate cross sectioning d Take final cross sections of the pit in the same manor as the preliminaries with one important difference Get a distance at the end of each cross section to old ground The rod reading for old ground can then be int
168. cal form is not required obstacles and problem areas can be avoided le Blunder detection Blunders in positioning subordinate survey points can be detected if the points are included as stations in closed traverse om Economy Traversing requires a minimum of reconnaissance in the planning phase compared with triangulation or trilateration d Linearity The linear nature of traverse conforms to that of transportation corridors Disadvantages a Sways easily Frequent checks for azimuth required b Less checks to locate mistakes in data s Subject to compensating errors in angle and length measurements d Clear lines of sight required e Subject to refraction problems during certain times of the day under sunny conditions TRAVERSE SPECIFICATIONS T Application As GPS now provides primary horizontal control for all projects the necessity for long traverses to bring in control from distant NGS monumentation has been eliminated Traverse is now primarily used to densify project control between GPS points Specifications All traverse observations will conform to the specifications for Class A Surveys These are as follows a Traverse point spacing The minimum distance between traverse points is 81 meters 266 Ft b Angle observations A minimum of 2 direct and 2 reversed Each set must be within 5 seconds from the mean of all sets om Azimuth closure The
169. cannot find a code to describe a particular feature use the MISC feature code accompanied with a Note CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 05 SURVEYING FOR RIGHTS OF WAY Revised 11 01 GENERAL The Division performs land surveys that are an integral part of land acquisition for operating Rights of Way for transportation facilities These surveys allow Retracement of property lines Metes and Bounds Surveys Aa Appraisal of property to be acquired S Deed preparation 4 Negotiation or Condemnation actions 5 Right of Way staking and monumentation METES AND BOUNDS SURVEYS Metes and bounds surveys are required by law to be performed on properties that will in whole or in part for public transportation facilities Tas Scope Survey of all properties in their entirety otherwise directed shall be made for the correct preparation of metes and bounds plats for all such properties These surveys shall be baseline of right of way 2 Specifications unless be acquired tied to centerline or control traverse lines All Metes and Bounds surveys shall conform to American Land Title ALTA specification for class A surveys 3s Monument Recovery a Using the mosaic and deed information as guides THOROUGHLY search for all property corners on the affected properties If one deed calls for a stone and the adjacent deed calls for a pipe at the same cor
170. ceiver N h h m n n e f n ton unti METERS pres g down a menu item S Read the the receiver in inches in your fiel Inpu You sho ters and 2 and label it Slee t into the Pull the tape centimeter cm scale bottom edge of the centimeter reading to to meters move the the left Write this RAW type of units to On the right side the uld 000 the UN that says units the value you be entering a meters LES inches e pull out tape on tape again d notes NA HEI e inch ich sh GHT CHECK es value that ould be displ If NCHES e you measured two is more than a tenth of easuring process clu th asure withou Look and see ur drawing i Measure the notch yo n ur field notes RAW SLOPE ANTENNA HEI the what easure th o the top edge an Write this Next to the anten GHT NOTCH picked the legs Write th the Antenna Height of a Trimble 40 g rod and screw togeth tes draw a pictu de the nor North side of th e rod onto otch closes tripod the notch nu to North getting in mber is n e same place it is on d ou the ayed on the If the accept the value and continue N 00 SST er the re of the th arrow i e an in tenna ter of that en is umber tside number na
171. cord the type of antenna is being used for each Measuring the Antenna Height of a Thimble 4000 SST On down of th the Bottom of plastic base to the mark is a meters decimal point two places to mber down in your field notes N METERS nu ANTENNA HE Ih tap receiver base measur Read th at the very Convert th the receiver buil tape measure To convert centimeters GHT e display will in of U di ju val P NITS st After you input button be splayed change to measured as meters ue between 1 000 met Push this bu R th at Wri an SLOPE S m e asu the te th bottom th of bo tom edge of the inches readin d label it T T receiver calc e screen RAW ANTE Compare t ulated w to the val differ an inch nu Measuri Get links th Put th the mar you can th th down on th corner down in height write e way at you are about to m nc ng ut e p k me yo e antenna of yo re s mbers are close In yo top of the antenna e drawing between th tart the the measurin ur field Go to th ointed end o Choose the SLOPE indicate which ut for the antenna height the display will t the value until the units displayed are height using th the re
172. cteristic of the Lambert projection is that the scale varies with the latitude It is constant along true east west lines parallels of latitude d Discrepancy Grid Geodetic The MSPCS has been so devised that the discrepancy between a grid distance and the corresponding geodetic distance will seldom be more than one part in 10 000 CONVERSION OF GROUND DISTANCES TO GRID DISTANCES using the MSPCS all measured distances must be converted to grid distances The measured distances are first reduced to horizontal distances then each horizontal distance must be converted to grid distances by using the equation Grid Distance Ground distance x grid factor where grid factor scale factor x elevation factor Alternatively grid distance grid factor ground distance Both the scale factor and the elevation factor can be determined from tables or computer programs and obtained from the Division office if the need arises CHAPTER 4 00 ERRORS AND CLASSIFICATIONS OF ACCURACY SECTION 4 01 ACCURACY AND PRECISION Revised 11 01 ACCURACY Accuracy is the degree of conformity with a standard or a measure of closeness to a true value Accuracy relates to the quality of the result obtained when compared to a standard It is distinguished from precision which relates to the quality of the operation used to attain the result The standard used to deter
173. d All stakes shall be flagged or wire flags set with the following color coding 1 Red shall be used for right of way and existing right of way points 2 Blue shall be used on lines of division 3 Yellow shall be used for easement lines Stakes can be flagged with more than one color if appropriate Notekeeping a Show the base line of right of way all existing and proposed right of way lines lines of division and easement lines as shown on the plat For each right of way point set note the station offset and type of point set e Note the plat number s used Note the contract number route number plats used staking limits party chief name and date in the index See Figure 6 05 B series for sample notes fe cH 62 47 Bet 24 0 AS im E MN 22 eum T Yi r 2077 LEE e ev PF 1 Lise eu MEE za x Gre B12 f 2 FIGURE 6 05 A 1 SAMPLE METES AND BOUNDS NOTES CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 06 GLOBAL POSITIONING SYSTEM GPS SURVEYS GENERAL The Global Posi satellites called NAVSTAR Department of Defense for mi tional Now fully opera Spares in orbi number ensures any ground station 0 01 m Y X and Z coordina tha five
174. d color for the Department s tripods Replace top caps on tripod heads when the tripods are not in use Regularly check the shifting arm pivot screw for tightness The degree of tightness does not affect the free pivoting of the shifting arm Total stations and automatic levels are secured to the tripod by an instrument fastener screw This 5 8 x 11 Screw fits in and slides along a shifting arm which is fastened at one point under the tripod head by a shifting arm pivot screw E LEVEL RODS 1 General Maintain level rods as you do other precise equipment Accurate leveling is as dependent on the condition of rods as on the condition of levels Reserve an old rod for rough work such as measuring mud depths San Francisco Frisco geodetic and 25 foot fiberglass rods are the types most often used The care requirements common to all of them are a Protect from moisture dirt dust and abrasion b Clean graduated faces with a damp clothe and wipe dry Cu Touch graduated faces only when necessary Avoid laying rod on matter or material where soiling might result e Do not set a rod where it might fall or be knocked over f If the rod must be laid down place the rod face up g Do not abuse a rod by throwing dropping or dragging it or by using it as a vaulting pole h Refrain from using the metal shoe or foot for scraping foreign mat
175. d promptly submitted If any injured employee cannot prepare required reports his supervisor shall ensure submittal on the employee s behalf Submittal of Originals Report all required accident data on the original A combination of original material and carbon copies of other material which together comprises one report is not acceptable Clarity and Completeness Make an accident report a full and frank statement of all facts in the case Do not conceal or minimize essential facts Consider taking photographs and drawing detailed sketches to clarify any facts Make reports as complete and precise as possible Routing of Reports Distribution of accident reports is sometimes indicated on the various forms However survey personnel shall submit reports directly to the Division of Plats and Surveys Office WORK RELATED INJURIES AND ILLNESS T Medical Treatment If injury or work related illness occurs and medical attention is needed a Routine Treatment Take or send the employee to any doctor on the approved physicians list A copy of this list should be posted in each survey vehicle b Emergency Treatment when an injury requires emergency treatment use the nearest medical facility regardless of the list Ci Employee Refusal If the employee refuses to see an approved doctor in non emergency cases advise him that he will be requi
176. d twice at and the results meaned measured direct and th Man if it is bobbing the slope distance should be two different vertical angles One angle should be other revers tion A small error turning a vertical Chainman s taping HI Head Chainman cann pull tension ust above the chaining point can have trouble in angle This error ot keep and To The reduced dis requirements for the third order taping 100 0 0 ES Plumbing Error These errors stem from such unsteadiness of either letting the plumb bob cord slip along Plumbing errors and the inability to read and mark Sources as wind parallax Chainman the tape befor errors caused by poin reading Some techniques tances should agree with survey ts exactly are accidental errors the error due to plumbing is of real consequence that can reduce the magnitude of the errors inherent in taping with plumb bobs are For example two measurements of a 30 ft pull should not differ more than 5 mm the accuracy in m But only The Chainma string toa 1 2 The Rear Ch behind the bob to be s Head Chainman initially h n must look straight void parallax ainman should initial down ly h the bob old chaining point and all ow his plumb d over th the Rear Cha tly over the lowly pull When olds ex
177. data to be furnished to field personnel oun Assist in review and calculation of geometric ties to right of way lines and lines of division from base lines of survey d Investigate new survey methods and equipment and determine their practical application and adaptability to State survey units e Maintain database files for monument geodetic control points established by the Division of Plats and Surveys and Federal Agencies Party Chief This position supervises and directs a survey party conducting field surveys and has the responsibility to a Determine field methods and procedures that produce not only an economical survey but also a final product that meets the engineering needs of that specific project b Monitor his party s deportment during working hours to ensure that adverse reflection is not cast on the Administration Assure that all survey equipment is properly maintained and that equipment is used for its intended purpose d Ensure that safety is given top priority in the planning and execution of all surveys e Obtain lodging for the crew and to reimburse party members for meal expenses when on travel status Ta Train party personnel in all phases of surveying as practiced by the Instrument Man The Division Instrument Man is the secondary supervisor on a survey party and has the responsibility TO a Operate angular elec
178. dicularity of targets In control surveys detached from with a theodolite other end of the line being measured interchangeability of prism and speeds up the work the tripod is only centered and leveled one time Cube corner prisms are formed by cu glass cube their Equipment ffectiv the flatness of the s the 90 surfaces the quality to the tting the corners of the prism is urfaces and the tribrach mounted prisms can be tribrachs and then interchanged and EDMT also the tribrach mounted on similarly mounted at the This theodolite as that can be interchanged and mounted on already set up tribrachs is known as forced centering equipment Prisms mount very portable and data collect ted on adjustable length prism poles are Prism Offset to provide either 0 or 30 mm offsets ts Prisms confusion and error as such tion and stakeout all of are particularly suited for surveys can be mounted in most the should be mounted in their mounting bracket a offset It shoul d al EDMI ignment in vertical measured PRISM POLES 1 result in so be noted that a requires more care in the alignment of the prism to the Misal direction can For example degrees will 0 offset set holders To eliminate Division s prisms wow ting eith
179. dministration Kavanagh Barry F SURVEYING WITH CONSTRUCTION APPLICATIONS Englewood Cliff New Jersey Prentic Hall Inc 1989 Hickerson Thomas F ROUTE LOCATION AND DESIGN 5th Ed New York New York McGraw Hill Book Company 1964 Brinker Russell C and Minnick Roy THE SURVEYING HANDBOOK New York New York Van Nostrand Reinhold Company 1987 Reilly James P IMPROVING YOUR FIELD PROCEDURES P O B Publishing Company 1990 Harbin Andrew L LAND SURVEYOR REFERENCE MANUAL Belmont California Professional Publications Inc 1985
180. e card shall contain a listing of the party s assigned personnel their attendance status and their Engineering Technician rank The following letters shall be used to designate the condition of the crew member s attendance P Present V Vacation S s SiCk L Personal Leave M Military Leave W Leave Without Pay A Administrative B PARTY CHIEF S DIARY Each day the Party Chief shall enter into a diary all the information contained on the Daily Report Card In addition he should record details of the following 45 Vehicle Mileag Any Vehicle Maintenance include gas usage Party Expenses Miscellaneous Expenses Checks written on State Account DATE 5 14 41 HEADQUARTER 3 21 Got Jos 5 Covel AN Baur Mola o 2120 1 our FIGURE 1 09 A CONSULTANT S REPORT CARD CONTRACT NO 7 22 Zol 770 ROUTE o FROM 15 29 7 1 95 COMPLETED SKE 6 100 7 Juve 22740222 5 46 0 17 PET Heute CAU e A2 i ea DHONI 327 0184 HEADQUARTER PARTY CHE SIGNATURE SHA 8171 144 FIGURE 1 09 B STATE PARTY REPORT CARD Conversations with property owners contractors Area Engineers other SHA employees etc Be specific and note proper names and titles iba Personnel problems 8 Any other matters of importance PROJECT CARD Ts General A Project Card SHA Form 61 7 5 2 shall b
181. e schedule in effect On the first day of the work week breakfast allowance will not be allowed the last day of the workweek dinner allowance will not be allowed unless the conditions as indicated under Local Meal Allowances above are met F MILEAGE Ta Local Employees using personal vehicles when total round trip driving distance is less than 120 miles to the job site Party Chief s residence or designated meeting place whichever is closest will be allowed mileage at th ffective rate Distances will be measured by shortest paved route Out of town For employees using personal vehicles th maximum mileage allowed will be 120 miles round trip Only one round trip will be allowed each week Claimed mileage is to be entered on the Employee s Expense Statement as if the round trip occurred on the first day of the workweek Toll Fee Personnel required to use Maryland Toll Facilities while commuting or on travel status will be reimbursed for toll fares Items are to be entered on Employee s Expense Statement and receipts submitted Reimbursement Claims for reimbursement must be made on Form SHA 30 502 L Employees Expense Statement see Figure 1 08 A This form is to be submitted every two weeks on a schedule established by the Administration 261 263 E Acer 252 256 259 9 3
182. e angl at a given point Astronomic latitude results of and the which are the vertical betw a given point Latitude shown and on navigators charts and GPS is geodetic latitude Longitude is from the meridian England tronomic Longitude polar betw measured in an through the The angle th axis n with resul which are not correct verti Geodet cal tic Longitude The angl betw n the normal and the plane topographic that obtained east west observatory of measured at the meridian plan parallel the plumb line at a given point and the Greenwich meridian plane Astronomic longitude ts directly from celestial observations ted for the deflection of the n th meridian plane of the normal to the spheroid at a given Longitude shown navigators point and geodetic longitude AZIMUTHS topographic the Greenwich meridian plane on the charts and maps and on that obtained by GPS is Azimuth is the horizontal direction of a line measured to the right by the National agencies prior the custom in E clockwise urope refer azimuths sign S of trigonomet calculating depart to the north from a referenc Geodetic Survey to lin the Army it This is becaus Azimuths used and some other NAD83 were south oriented How
183. e modulation of light se or frequency of a causes pulsation in the brightness of the ligh Photocell or Photo diode in which 1 Di used When light electron Sine Wave appearan sine function Th proportional to th Heterodyne The m frequencies This pulsations of a th Frequency Ihe nu oscillations produ SUE A wave form ce to the graph of the trigonometric ode A type of tu ight sensitive plates a ikes these plates which is simil ans of wave Cy be or re s are dislodged and caused to flow ar in e amplitude of the wave is e phase angle ixing of two different pr ird mbe ced oduces beats or lower frequency r of complete wave per second Phase Detector A device which detects and indicates the phase differenc usually a received signal and a signals reference signal betw n two Carrier Wave A very high frequency beam such as a light be transmit some am type of modulated signal which is used to carrier is not measured but the modula signal is Resolver A devic which varies a The ted phase detector until some specified phase relationship is ob tai ned The resolver calibrated readout SO th needed to produc relationship can b d Specified phase termined use d by the Division has a the amount
184. e of lower case let standard is upper case Reinhard ers The Division s lettering ct ct REINHARDT LETTERING ABCDEFGHIYKLNNO 2 234250678990 FIGURE 7 03 GLOSSARY OF LAND SURVEYING TERMS Abstract A summary of facts Abstract of title A condensed history of the title to land Accessory to corner A physical object that is adjacent to a corner An accessory is usually considered part of the monument Acclivity An upward slope of ground Accretion The gradual accumulation of land by natural causes Acknowledgment A declaration by a person before an official usually a notary public that he executed a legal document Acquiescence Implied consent to a transaction to the accrual of a right or to any act by one s silence or without express assent Adjudication The giving or pronouncing a judgment or decree in a cause Adverse possession A method of acquiring property by holding it for a period of time under certain conditions Affidavit A written declaration under oath before an authorized official usually a notary public Alienation The transfer of property and or possessions from one person to another Aliquot A portion contained in something else a whole number of times Alluvium Sand or soil deposited by streams Appellant The party which takes an appeal from one court or jurisdiction to another Appurtenance A right privilege or improvement belon
185. e prepared and accompany each survey project Figure 1 09 C is an example of a completed Project Card 2 Area Engineer The Area Engineer in charge of the project will initiate and complete the following parts of the Project Card as shown in Figure 1 09 C Ts Road system the survey project is to be performed on 2 Area Engineer s initials and date s project was set up ER Method of survey request requester s name and Division Note Copy of Requesting Letter is to accompany job 4 Party Chief s name the project is assigned to Contract number that is to entered on index page of survey books 6 Contract number against whose account monies will be charged d Route number and termini of survey project 8 Beginning station and ending station of survey project if applicable 9 Character of work such as topo cross sections data collection metes and bounds etc 10 Special instructions 11 Type of supplemental material that accompanied survey request Ho 66l Rol 770 Hato Co wu es sf D Seconpany Sf Laren 0 INTERSTATE D Prone 7 Hurd Dese O Versa W Sunvey Str Ure on Layouts O Prats on susiy Boor 24 25 M UE K 274 5 B Ms New Book NuMBEAS 248128 21819 Teaveese Sr 5 FORM NO 61 7 5 2 nM Prosect SAD CompLETKO PRoJECT Working Dave CHARGED TO PROJECT o
186. e read In uneven terrain use a hand pick a setup site from which Leveling This is the fastest and for routine leveling It forms the ues Procedural techniq level to the plus use it to guide Also in setting turning points b Do not was tripod feet insignificant Se te time by deeply imbedding ttlement Also is usually do not waste time in precisely cen bubble However leveling can cau on hot bituminou or muddy soil Set up 75 m 250 bench mark BM reading to the n t2 tering Se errors S pavement or in spongy the bulls eye sloppy initial Avoid setups ft or less from the or turning point when earest millimeter 0 01 2 d e h i j Set up away from sources of vibration Also minimize movement around the level When setting up to turn into a BM balance the backsight and foresight distances Also see Paragraph 2 a below Before reading any rod shots make certain the instrument is actually leveled Periodically test the level to be certain the pendulum compensator is working Point on a natural sight with the telescope over a foot screw and turn that screw back and forth If the cross hair dips and returns to its original position the compensator is Operating properly Make certain the tripod is free of excessive play Periodically t
187. e systematic error in the linear measurements CLASSES OF ACCURACIES TO BE USED The class of accuracy to be used for a specific type of survey is stated in the chapter of this MANUAL where that ell ds e if S the ight be survey is discussed For example the class of accuracy to be used for Project Control Surveys is discussed in Chapter 6 Leveling a Second order class 1 1 A valid check connection line tie must be made to a minimum of four published bench marks two at each end of a leveling line 2 Maximum collimation error sight should not exceed 0 05 mm m single line of 10 arc seconds Collimation error determinations are required at the beginning of each day Collimation data must be recorded with the leveling data and the daily updat must be used during the days leveling 3 Level rod bubble verticality must be maintained to within 10 minutes of arc ted value 4 Sections between and to new bench marks will be double run 5 The difference between forward backward sight lengths should never exceed 5 meters per setup and 10 meters per section 6 The maximum sight length from level instrument to rod is 60 meters 7 The minimum ground clearance of the line of sight is 0 5 meter 8 An even number of setups is required per section when
188. e up the dual features 17 End dual feature C33 Use this code to stop collecting the second feature started under the C32 code This code is not needed if both features end in the same place a Select Command enter 33 Collection of the second featu first feature In the following example the rodman was collecting a ditch in an open area and re stops Continue collecting the 6 4 10 18 1 95 20 came upon a small collecting both the top of ditch and woods for three shots the woods wooded collecting the top of ditch Example C14 TD 5 551 C32 WOOD 6 C33 C13 SG 557 Parallel figure C34 M 23 2334 89 M 25 2110 89 M 26 4432 89 M 28 1023 89 M 30 5643 90 M 31 0434 90 5530 5600 5930 5244 0003 0122 This parallel a feature already collected are es Select Command 236 285 334 385 434 486 enter 34 Key in the new featur Key in the old fig Key in the horizon nam Key in the vertical offset Example C14 BC 22 42 Collecting directional features ar M 10 5233 90 M 11 2345 90 M 12 3144 90 Cis M 14 3121 90 C34 TC 22 0 C34 SDWK 22 0231 0157 0155 0148 67 0 sov 00 feature the right of the direction of collection feature locat th fac the directional WOO 305 354 403 41
189. easure long distances At 800 meters 2625 feet 5 ppm is only 4 mm 0 013 feet At 1400 meters 4593 feet 5 ppm is 7 mm 0 023 feet Therefore an EDMI used to measure a distance of 4593 feet could sho w a measured distance that could vary as much as 5 mm 7 mm or 0 039 feet EDMI test and calibration To determine the accuracy of a of distances measured to known made This can be performed a baselines established in the Prior to going to a test range tribrachs and optical plummets are in good adjustment If th station requires a screwdriver make offset changes make sure available Read the paragraph instruction manual that descri changing offsets The prism s to calibrate the instrument sh prisms that will be used with daily basis The calibration procedures sho Step 1 Position the Total St directly over the 150 monume baseline Carefully level the n EDMI a comparison distances must be t calibrated tate by the NGS check all to make sure they e EDMI or total or special tool to you have this tool in the instrument bes the process of that will be used ould be the same this instrument on a uld be as follows ation instrument nt of the calibrated instrument Step 2 Position a prism dire meter and 430 meter monuments Step 3 Determine the atmospheric temperat
190. ed a BT hich t the picture point ould station number and letter based on the they are turned the the angle and be recorded on to and in the survey book taining the baseline Vertical control picture ircled on the front of the odd The elevation and point written in the field book and on along with a brief the photo of corner of walk the letter left side t anda C f 5L 3 photo the point such as flag or base of bo e to picture point numbers are and the photos the photo the center would mean that photo 75 and was the third trol point obtained on the left and R A the picture Editing When photogrammetry is to be used for road design purposes maps are usually produced with a scale of 1 500 metric or 1 inch 50 feet english These maps show planimetric features but not the necessary narrative descriptions of these features To edit these maps Area Engineers shall take copies of the photogrammetry into the field and identify the plotted features by making notes directly onto the maps At the same time he will also note any features that were not plotted If the number of missing features is great subsequent conventional field surveys may be required Some of the features that will need descriptions noted are Pipes construction size direction tility Poles ownership number
191. ed for indirect In trigonometric procedures resolved into Description Several Basically techniques are used elevations are derived from readings made on a vertical graduated rod First the rod is read on a point of known elevations This plus reading is added to the known elevation to give the elevation of the instrument the HI Then on points where elevations are required minus rods are read these are subtracted from the HI to give the required elevations Thus the computed differences differentials between plus and minus readings are u elevations Rod readings are made thro telescope of an automatic level sed to determine the horizontal The line of gh sight of an automatic V t Scope is leveled by activating a prism pend pendulum is automa by gravity after the instr lum compensator The tically activated and controlled ment is approximately leveled Approximate level the foot screws and a circ Equipment An engin type leveling rod s and is attained by using lar spirit level evel usually pendulum accessories as required are used in differential leveling Single Wir most widely used technique third order accuracy or less basis for all differential guidelines are 1 Instrument Setups a rod can b
192. eets This information will be reduced usin the TOPO program in the Sharp calculator allowing th Party Chief to determine if the prism may have slipped if the lower tangent screw on the theodolite has bee moved or if there have been any other sightin errors If this information is not recorded from th instrument display it may be obtained from the Data Collector 00257 10 TT All tribrachs must b checked periodically and all instruments must be checked at NGS ranges least every 6 months Elevation checks should be included with the normal distance calibration Forms for recording these observations may be obtained from the office When working on projects that require surveying a bridge all elevated surface bridge shots must be gathered and stored in a separate file Elevated surface shots mean shots on the inside of the bridge roadway joints At the end of each day s collecting your work file must be printed See procedures on how to do this Scan the file for errors and make hand written notes of any errors that need correcting before processing Work files must be backed up daily Make 2 copies of the file on the 3 1 2 floppy disks One copy will be returned to the office when the job is completed The other copy is to be kept by the Party Chief See procedures on how to do this Do not use a featur code unless it appears on the list If you
193. efficiency ratings Review and approve consultant invoices Area Engineer First line supervisors of the survey crews employed by the State Highway Administration and have the responsibility to a Solve field survey problems as well as determine the most expeditious and cost effective manner to perform the survey work Meet with other Divisions and agencies to study the scope details and important aspects of requested field surveys Assemble information and develop data necessary to perform field surveys Process coordinate and evaluate consultant field surveys Notify property owners of the Administration s intent to enter upon their property to perform field surveys Edit manuscripts for photogrammetric mapping 2 23 REQUESTOR Discusses Survey with Survey Section Division Chief Plats amp Survey Survey Section es Survey Craw ADC Plats Section Book Room for Processing Mapping unit Figure 02 B Organization Chart Survey Section 5 Technical Assistant This position performs technical duties in support of the Assistant Division Chiefs and has the responsibility to a Assist in the review of survey requests submitted by various Divisions agencies and districts lom Assist in the assembling of all available project
194. eight of second observer Tripd Hgt 2 Obs 3 S Ll Tripd Hgt 1 Tripd Hgt 2 Obs 4 Se Tripd Hgt 1 Tripd Hgt 2 Fl Save F5 Abort Press Fl to save data E BEGINNING A SECTION Ias VERREC main menu screen SELECT ACTIVITY Change Equipment F1 Begin Section F2 C Shot Review Sections F4 End Leveling F5 Select F2 and key in the appropriate information Beginning Informatio n Obs Enter the observers initials ROG Enter the recorders initials SSN Enter the survey point number Desig Enter the bench mark designation Temp Enter the temp 10 ex 81 810 Wind Enter 0 for calm for moderate 2 for strong Sure Enter 0 for cloudy 1 for partly 2 for clear Time Enter the correct time Rod on Mark 1 Press ENTER Save Changes Y Enter Y Setup 1 Imbalance 0 00 Distance 0 00 Press ENTER F 5 Program the up and number the be level to properly number each set nch marks a Press the PROGRAM key Ds Page to P START LEV BF The screen will show START 1 d The screen will show cursor blinking e Enter the SSN number RUN T The screen will show INCREM blinking press RUN g The screen will show blinking h En SECTION RUNNING then press RUN Sure press RUN PtNO and a number with the of the bench mark and press 1 and the c
195. eiver clock errors can be canceled by making measurem te is in Space To calculate one not only needs distance but one also llites ar predictable constantly by the Depart is trans so high Up mitted from th tment of in space GPS their orbits are very Minor variations in orbits are measured Defense and that data llites themselves Ionospheric and Atmospheric Delays The earth s ionosphere and atmosphere cause delays in the GPS signal that can translate into errors in position Some of these errors can be eliminated with mathematics and modeling Other sources of error are satellite clocks receivers and multipath reception Some configurations of satellites in the sky can magnify the other errors in the system FIELD PROCEDURES Ez Reconnaissance for a GPS Survey Reconnaissance is one of the most important parts of a GPS survey For the actual collection of GPS data the observing station must have a clear view of the sky when satellites ar passing over the job site Steps involved in a typical GPS reconnaissance include a Mark the general area where GPS control points are to be located on maps or aerial photographs Visit the job site and select the best location for the control point Using a Station Visibility Diagram locate and record all obstructions exceeding 20 degrees above the horizon as well as any radio fre
196. ematic error of a single kind is cumulative However several kinds of systematic errors occurring in any one measurement could compensate for each other Examples Som xamples of systematic errors are a Thermal contraction and expansion of a Steel tape b Refraction A particular chainman s tendency to always slightly overpull a tape d Failure to apply an atmospheric correction PPM correction while using an EDM Detecting and Minimizing Some systematic errors can be difficult to detect Therefore the surveyor must recognize the conditions instrument imperfections atmospheric temperature and pressure personal habits etc that cause such errors Once the conditions are known the effect of these errors can be minimized as follows a Use procedures that will automatically eliminate systematic errors Examples of these procedures are 1 Balancing foresights and backsights when leveling 2 Turning angles directs and reverse 3 Using standardized tapes b When systematic errors cannot be eliminated by procedures corrections are applied to the measurements These corrections are computed from the fixed relations between the systematic errors and the conditions of the observations A simple example would be the temperature correction applied to a taped measurement All systematic errors must be eliminated prior to any adjustment of a survey fo
197. en be subtracted from the surface elevation to acquire sounding elevations On rivers and bodies of water that have elevation changes and tidal variations a tide gauge is required to obtain the necessary information during the sounding period A simple graduated pole such as an old level rod is erected with its zero mark below the lowest expected water level An observer remains with the tide gauge and either informs the note taker when surface elevation changes of 30 mm 0 1 ft occur or record the time and gauge readings at 3 specified intervals Recording Sounding Dat a The note taker normally remains with horizontal distance to The sounder using a line measures the dep radios it back to th the EDM and notes the the sounding location graduated weighted th of the water and note taker Using Echo Sounder When a large number of sou the They supply ech lin The tim ndings are required ing the the Department o a boat that is aid of o sounder along with an located initially by an ED e by an instrument set on Division has enlisted f Natural Resources equipped with an operator The boat is M distance and kept on the sounding line echo sounder provides depth measurements by the interval between transmission and reception of an acoustic pulse
198. er paid leave the employee used for that illness or related condition after the employee s last day of work Extended sick leave may not exceed twelve 12 months for a specific illness The employee must provide medical documentation that the previous earned sick leave used was for the illness or related condition necessitating the request for extended sick leave An employee must have exhausted all other leave including advanced sick leave An employee shall complete an Extended Sick Leave Request Form and submit it to the Appointing Authority The Department Medical Advisor shall determine whether extended sick leave is medically necessary and the duration of the extended sick leave In making this determination the Department Medical Advisor may require the employee to submit to a medical examination Any employee that refuses to submit to a medical examination shall have their request for extended sick leave denied Sick Leave Counseling Abuse of sick leave will result in appropriate disciplinary action A medical certificate authenticating the period of illness even less than one day may be required from an employee who has been absent for five or more occurrences in any twelve month period The Division Chief may implement th requirement of this certification with the approval of the Attendance Control Officer This One Day Sick Certificate requirement must be for at least 51 6
199. er the horizontal or cause an error in a combination misalignment 0 017 feet an error of 5 1 mm the distance of 30 General Prism poles are constructed of aluminum tubing with a 5 8 x 11 mounting stud on top and have a 250172 circular bubble attached Two types of bubbles are available One is okay for data collection work The other is much more precise and is to be used with a bipod during metes and bound work Using a collet type locking system the prism pole may be adjusted in height from 1 3 m to 2 5 m 54 to 100 inches The inside tube is graduated in both decimal feet and metric These poles are very portable and as such are particularly suited for stakeout and data collection surveys Adjustment The hard use that prism poles normally receive require the circular bubble to be periodically checked To test the bubble a Screw a point into the top of the prism pole D Place the point of the pole beneath a low doorway or other structure and extend the upper section until the top point sticks in the wood with the pole plumbed by the circular bubble Qi Rotate the pole 180 If the bubble remains centered the bubble is in good adjustment If it is out move the bubble 1 4 of the way back to center with the adjusting screws and repeat steps b and c CHAPTER 3 00 SURVEY DATUMS AND THE MARYLAND COORDINATE SYSTEM SECTION 3 01
200. ered by requires a constant awareness of the right of others The ability to adjust to these also required Basic Rules Common sense and common cour best rules in any form of public relations prepared and try to create a good impress meeting the public First impressions wh bad are often lasting Maintain a pleasa businesslike attitude at all times and be about your job The impression you create be a credit to you your profession and t of Transportation Use of Business Cards To help in creatin relations with others Party Chiefs shall cards A Party Chief contacts many indivi property owners other surveyors park ran Often it is necessary to leave an address number with these people At other times card can simply be a means of introduction creating goodwill B RELATIONS WITH THE PUBLIC des All Representatives All employees and co personnel are representatives of the Depar perty The the surveyor S and needs needs is tesy are the Be ion when ether good or nt informed thereby will he Department g good use business duals gers etc and telephone the business or of nsultant tment of Transportation All are responsible for developing and maintaining public goodwill The Departme public service organization is judged by o as well as by our work Conduct The outdoor nature of surveying surveyors in the public eye
201. erent materials and with numerous methods of graduation This manual deals only with the types commonly used by the Division STEEL TAPES The Division uses both standard and metric steel tapes Standard tapes are 50 ft 100 ft and 200 ft and are graduated in feet tenths and hundredths throughout their length Metric tapes are 30 meters in length and are graduated in meters decimeters centimeters and millimeters throughout their length NON METALLIC TAPES Non metallic cloth tapes are made from synthetic fibers coated with a flexible durable plastic Markings are impressed into the fibers and protected by a final coat of clear plastic Standard Non metallic cloth tapes are graduated to 0 05 foot throughout their length They are available in 100 foot lengths without cases Metric tapes are 30 meters long and graduated in meters and centimeters Non metallic cloth tapes are subject to stretching and shrinking and should never be used for precise measurements CHAPTER 2 00 S URVEY EQUIPMENT SECTION 2 07 OTHER SURVEY EQUIPMENT Revised 11 01 HAND HELD COMPUTERS CALCULATORS Ta General Electronic calculators fieldwork Calculators functions have almost t are highly adaptable to programmed for trigonometrical otally eliminated the need for field tables Further also eliminated Some the Division are progra calculat
202. erpolated from the preliminary cross section data GENERAL Electrification surveys are requested by CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 14 Bridg required survey measurements accompanies Revised 11 01 Development when bridges are to be replaced over AMTRAK facilities SURVEY REQUIREMENTS Ih Ee Survey Measurements a Distance measured along th from its intersection with th ELECTRIFICATION SURVEYS the Office of constructed or the following th centerlin requ A general sketch of St required measurements may vary from project to project but generally contain of track centerlin of the bridge or highway of each catenary structure in each direc three such measuremen These tion of the bridge for a distance of full span structures ts are required along each of outside main tracks owing the to the skew of the bridge and possible skewing of the catenary structures Distance b between c UW n centerlin the follow ing 1 At 2 At ea span Elevation over each Elevation locations each fascia of each bridge of adjacent tracks and rlines of outside tracks and adjacent catenary structure column or bridge abutment at locations ch catenary structure in each direction of the bridge to and including the third full structure
203. es They are a Manual Total Station Both distance measuring and angle measuring make use of the same Telescop Optics coaxial Slope reduction of distances is done by optically reading the vertical angle or Zenith angle and keying it into an on board calculator or any pocket calculator Horizontal angles are read optically Contains a vertical b Semi Automatic Total Station angle sensor for a without keying in utomatic reduction of distances a slope angle Horizontal angles are read optically oun Automatic Total Station vertical Both horizontal and are read electronically for use with slope distances in a data collector or internal are th computer Thes and Surveys Division only types used by Plats 2 Total Station Theodolite Part a Angle measuring E incremental method of angl instruments have multi lectronic Theodolites employ an measurement These ayered glass circles that are graduated into unnumbered gratings The number of gratings involved determined from whol in a measurement is e circle electronic scanning by light emitting diodes which are positioned above and below the glass plates Circle imperfections are thus compensated for permitting higher precision with only one circle setting and seconds Accuracy have an accuracy direction Mo
204. es as TPs Mark and identify such permanent TPs with keel flagging or paint But do not deface pavement natural features structures etc with excessive painting Turn into a different BM than the starting BM Rod Readings a b Focus th yepiece to eliminate parallax before any readings are made Parallax should be tested before operating a new instrument or one that has been used by someone else See Errors Corrections and Precautions in Section 5 02 When possible point out the readings on all TPs to the Instrument Man Do not deliberate over readings Read and call them out in a moderate rhythm Turn through important points rather than take side shots Bench marks should never be side shots Plumb rods by using a rod bubble or in 4 5 calm weather or for routine work by balancing by fingertip feel Avoid low ground skimming shots where refraction might become pronounced Also avoid sighting close to obstructions which might affect the line of sight Equipment Single wire levels are run with an engineer s level and a level rod Normally an automatic level shall be used Many types and lengths of rods are available for routine single wire levels Because of the variety a rod is often available which seems to be tailor made for a job Suggested rods are a
205. est the level for adjustment See Chapter 2 Before breaking a setup check the bubble to make sure the setup has not been disturbed Turning Points and Bench Marks a b Set turning points TPs so backsight and foresight distances will be equal balanced This compensates for instrument maladjustment and for curvature and refraction Establish bench marks BMs as good in physical quality as the technical quality of the leveling procedure Set them in a protected stable location Do not use spikes in utility poles or wooden stakes except as temporary BMs TBMs In general do not mark the elevations on permanent control BMs In uneven terrain the Instrument Man should monitor TP placement with either his hand level or the instrument so the FIGURE 5 03 A LEVELING IN STEEP TERRAIN 3 d e h i rod will be readable When leveling in steep terrain place turns and instrument setups so they follow parallel paths not along the same path This gives equal backsight and foresight distances See Figure 5 03 A Make each turn stable and with a definite high point If a TP does not have a prominent point mark with keel or paint the exact place where the rod is set Unless necessary do not set removable TPs such as axe heads Leave TPs for checks and for TBMs When possible find and mark existing solid featur
206. ever This follows is more convenient to th tric functions are correct when ures and latitudes algebraic Many organizations have adopted this practice e 2 Policy Azimuths for work shall be referred to north Astronomic An azimuth measured from the celestial pole in a plane perpendicular to the direction of gravity at the poin determ azimuths ar t of observation Astronomic observations Geodetic spheroid in azimuths can An azimu a plane the beginning or en be com ding point puted from ined directly from celestial th referenced to the pole of the perpendicular to the spheroid at of a line Geodetic astronomic azimuths by applying the Laplace correction The differenc betw can be visualized by imagining the slight adjustment an instrument to keep it necessary in 1 n astronomic and geodetic azimuths leveled over a ine is deflected the point if the plumb vertical deflection of This small adjustment would cause a corresponding small change in the measured angle Grid Grid azimu of observation to the same as geodet th is between grid north and the point observed tic azimuth observation falls on the central meridian the angle in the plan projection the straight line from the point Grid azimuth is only when the point of 77 West Longitude for Maryland
207. explain adequacies were Network necessary to re adjust to the more accurate HARN hence NA Datum of 198371991 How was ever establis the exis This D 83 91 NAD 83 tum of 1983 became the officially system for horizontal cont and Canada HARN trol surveys in when the hed in ting work was 91 is a datum based on the Geodetic Reference System ses e idea of performing a gen horizontal control networks increasing awareness of erica ascribed ity of the the way th North Am he spars rk becam Th GRS80 tinental e Datum to Datum of 1927 is the third ho extent in North ral adjustment of of 1927 NAD 27 several causes becaus e inadequat to the increasing demands weaknesses becam that were p measuring control n instrumen etwork and ts rveyors were buying accurate ent and finding EDM equipm able discrepancies bet apparent in se electron n th xisti Missile ranges an syst geodesist increasin S of the National Ge g difficulty in fittin W d satellite tra ms demanded their own independent surveys NAD 27 rizontal American for the in North America began as he inadequacies of the These rooted data used in the 1927 e network had grown since it was weak in laced veral ic ng the distances measured by t
208. ey in ETSC at the B gt will bring up the Main ETSC menu shown below gt gt wwe gt gt gt gt gt 5 gt Version 6444444444444444444 5 File Management Select Instrumen Link Radio Modem Create New Job F Quit 94444444444444444444444444444448 Copyright C MapVision Systems 444 t S ile 5 5 5 Use Existing Job File 5 01 oo 7 5 5 5 4444444447 5 5 5 5 5 5 8 24444 5 ob X FF FF x HD 2 Selecting the instrument opera instrument must be selected a Note You In order for the program to te correctly with the total station the correct To select the instrument that will be used in conjunction with the Data Collector use the Down arrow to highlight Select Instrument on the Main menu and press ENTER th en appear showing th the and press ENTER Depending upon t Another screen will various instruments that supports Select instrument instrument selection to specify instrument When the selection h
209. ey party the Party Chief is the responsible agent GPS TECHNICIAN Each GPS technician is responsible for the GPS receiver truck and accessories that they work wit th CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 02 CARE OF EQUIPMENT Revised GENERAL Proper care and respect for a hallmark of every survey part responsible for his party s e 11 01 ll equipment should be the y The Party Chief is quipment He shall train al po members to properly care for this equipment and delegate th responsibilities for such car see that the equipment is use Party members must understand using the proper equipment i given tasks TOTAL STATION INSTRUMENTS The total station instrument e The Party Chief shall also d for its intended purpose the absolute necessity of n the proper condition for is one of the most expensive pieces of equipment used by the survey crew It should be treated with the same care as The name Total Station is app any precision instrument lied to instruments that combine an Electronic Distance Measuring EDM instrument and a Theodolite See Chapte r 2 Section 5 for a detailed description of these instruments The Total Station has almost completely replaced th Engineer s Transit and the optical reading Theodolite instrument discussed herein and produce consistently good T
210. f Curve FT Polnt of Tangency End of Curva Ext Mid Point af Curve External Point of intersection back and forward tangente POC Point on Curva PUT Point on Tangent POST on Sami Tangent C Chord RP Radius Point center of curve Osta Detection Angle Di Deliaction par Foot Midd Ordinata F CURVES App F 2 M tua oe intrument at se 3 90 sight on eihar 0 dirae setting sim to 00 po r 9100 sm 8766 PT 40 0o bo 00 L 00 I SET THE OF THE INSTRUMENT TO READ THE DEFLECTION ANGLE OF THE STATION SIGHTED ON A CURVE TO THE MIGHT USE THE CLOCKWISE CIRCLE A CURVE TO THE LEFT USE THE COUNTER CLOCKWIBE CERCLE ORIENTATION OF AN INSTRUMENT AT A POC kamtrument ut sta 3 00 Wight on sta 00 PC defiaction angle 15 00 or sta 00 PT 1 ORENT THE INSTRUMENT AS SHOWN IN ABOVE TURN TO THE DEFLECTION ANGLE OF THE STATION OCCUPIED d TURNING TANGENT TO THE CURVE AT A F CURVES App 3 TURNING RADIAL AT A POC ONENT THE INSTRUMENT AS SHOWN IM C ABOVE MENTALLY OR ACTUALLY TANGENT TO THE CURVE i Al SHOWN IN D ABOVE ADD OR BUBTRACT 0 TO THE ORGLE READING FOR TAMGENCY FOR THE RADIAL VALUE TURM TO THIS VALUE a _ no Oa sh ome n m a a M
211. f existing control points have already been numbered do not re number them Instead start with the next unused point number and number the traverse points in a northerly or easterly direction The range for traverse point numbers is 1 300 Reference points Reference traverse points to nearby objects using nails and caps in trees or telephone poles cross cuts in concrete curbs inlets Or foundations corners of buildings etc Do not set points in roadways for use as reference points Reference points should form an approximate 90 degree angle to the control point if possible Notes Sketch the traverse in a standard plats and survey field book as shown in figure 6 01 Show all angles clockwise from the main backsight If there are POL s show the distances between points the overall distances between break points TRAVERSE PROGRAM 15 General The traverse TRAV program was developed to facilitate the checking and saving of traverse data in the field with the PARAVANT data collector TRAV may be used on any dos computer with a display screen of 16 lines by 40 characters or larger This program uses a one touch system whereby data can be entered with a single key press The data collected electronically via cable if desired Configuration The program utilizes a BBK PAR file for necessary parameters for computations and an INST PAR file for instruments Both pa
212. g standards 2 Pre Flight Targeting On a corridor study survey where photogrammetry is to be used targe at approximately 150 m 500 ft on the scale of photography the center of the symmetrically abo with On it is the ground in open areas so being visible on Eb area along centerline to a sta the traverse it is not necessary targets on exactly 150 m 500 ft in target and the target placed ut the point to be marked and level to place the tervals However they will have a be the photography is permissible to move a target 50 1 important that many of the targets to be placed ter chance of This means that it 200 or 300 tion that is in an open Wher woods densely wooded areas they will appear on t in ph the centerlin otogrammetric mappi The best targets are the point to be marke cross The legs of placed on either lev regular slope The with its background The standard printed 40 in is good again in open areas for 1 5 photography When th four cloth legs 150 m or longer are added Targets painted on th cross with an overall mind that the standard en th target should have good con width of 100 mm 1 5000 1 350 Or or black paint on new concret Post Flight Control General Often an placing of targ a 4 in larger runs for lon
213. g Protectors Safety Harnesses or Belts Safety Ropes Manila or Nylon Sounding Equipment Sounding Line w Weight Fathometer CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 04 LEVELING INSTRUMENTS AND RODS Revised 11 01 POLICY All survey parties shall be equipped with an automatic level wind level s compensator precise Use of dumpy levels shall or heavy equipment causes oscillation of an automatic Additionally order vertical control is sparse levels may be necessary be limited to times when where first or second the use of specialized AUTOMATIC LEVELS SELF LEVELING The Division s AFT 2 Leitz B Inventory of automatic and Zeiss NI 2 with micrometer levels includes Topc The principle of operation is essentially the same in all make The line of sight is maintained perpendicular to the direction of gravity compensator This compensa through a system of prisms call of sight when the instrument Automatic levels have thr ed a tor maintains a horizontal line t is approximately leveled a bull s eye on it limits within which the horizontal line of sight shows the need by estimation Ih ll s eye generally defines compensator will leveling screws and a circular bubble whose upper inner surface is spherical This bul and has etch the
214. g intervals in the flags with legs should be placed in the least to increase the possibility that he photography It should be kept dlap used in g is 60 sidelap 40 n made in the shape of a cross with d placed in the center of the e cross should be straight and 1 ground or ground having a trast cloth target 1m x 1m 40 in x St any background and may be used 000 1 350 and large scale ese targets are used in the woods m 6 in wide and 1 5 m 5 ft e pavement or sidewalk should be a length of 1 2 m 4 ft and a for aerial photography scales White paint on new asphalt mak xcellent targets on photogrammetric surveys timing d other consideration do not allow for the secured This n images instead o Natural images a ts before the photography is ecessitates the using of natural f targets for all picture points the standpoint o however they do a targeted point both horizontal corner of a conc sidewalks and t traffic marking time of the phot control survey Corners of b corners and uti picture points trees the inter even rock outcro position of a ve uildings without overhang re never as good as targets from f precision and identification usually have more permanence than Good natural image points for and vertical control are the rete drop inlets intersection of raffic marking provided the has not been changed betwee
215. ght stresses Avoid laying rod on the ground If foreign matter has fouled a rod carefully disassemble and clean The invar face must slide freely in the recessed guides as the outer part expands or contracts a rod is refinished be sure the guides do not become clogged TAPES A reliable operations prevent errors and blunders 1 25 Foot Fiberglass Rod Though these rods are made of strong resilient fiberglass required a Grit and sand can free the slip joints c will not tolerate forei fiber glass rod in sand material b Lower the sections as collapsed do not let t the bottom of a section from falling inside tha sections during collaps and jam the telescoping shatter the fiberglass Specific care is ze the locking system of lose fit of these joints gn matter Do not lay a dust or loose granular the rod is being hem drop Dowels through keep the section above t section Dropping ing can loosen the dowels Dropping can also around the dowel holes Ca Remove the rubber boot each day and shake out any grit d Store in a carrying case e When a slip joint goes bad promptly remove the rod from service for repair f Lubricate the rod with with talcum xtends Som Routin Car After the day s work clean soiled In wet weather ligh properly standardized oil free silicone
216. ging to and passing with a piece of property when it is conveyed Assigns Those to whom property is transferred Avulsion A sudden and perceptible change of shoreline by violent action of water Bayou An outlet from a swamp or lagoon to the sea Al Bed of stream The depression between the banks of a water course worn by the regular and usual flow of the water Bequest A gift by will of personal property Bounty lands Portions of the public domain given or donated as a bounty for services rendered Chain of title A chronological list of documents which comprise the record history of title of real property Civil law That part of the law pertaining to civil rights as distinguished from criminal law Civil law and Roman law have the same meaning In contradistinction to English common law civil law in enacted by legislative bodies Clear title Good title One free from encumbrances Cloud on title A claim or encumbrance on a title to land that may or may not be valid Color of title Any written instrument which appears to convey title even though it does not Common law Principles and rules of action determined by court decisions which have been accepted by generation after generation and which are distinguished from laws enacted by legislative bodies Consideration Something of value given to make an agreement binding Conveyance Any instrument in writing by which an interest in real property is
217. gt Y will be displayed Press ENTER to record or N to repeat the procedure The user will be prompted for the party chief s name Enter the data and record it if correct The user will be prompted for th measurement units he intends to use Choose the appropriate response Note THE CORRECT RESPONSE MUST ENTERED AS IT CANNOT BE CHANGED The MAIN MENU will appear left column of the menu is for data input selections The user will be able to create data records utilizing the routines from this column of the menu Simply press the appropriate letter to start the routine The right column is for performing various functions Note Should the machin lose power or be shut down while in the program the CAPS LOCK key must be pressed to enter capital letters The user may exit the program any time from the MAIN MENU by pressing the E key or the ESC key Entering Data a Weather Press W to begin the routine and answer the prompts to create stor th weather record If the user fails to create a weather record for the current day before attempting to store observed data he will be prompted to create one Text Text records may be placed anywhere in the file but should b ntered when the point is set and before observations to that point are taken 1 Press T to create a text record for a point The highest point number will be displayed along with
218. harged B Internal Back up Battery If the Paravan data or its configuration when you swap the main battery the internal battery voltage may It can only be charged when the Paravant t loses be low is plugged into the AC charger the output o charger can be checked with the voltmeter the main battery charges but the internal not the Data Collector must be returned office for servicing Cables Ihe next most freq the field is cables If d uent problem encoun uring collection y receive a com port error message ither th instrument is not set correctly the wrong ins is selected or there is a loose connection in cable connecting the Colleci Swap cables and try again f the If does to the tered in ou tor with the total If you still get error message check the ba ttery of the total If this is okay there may be a problem with trument the station the sam tation the total n station itself NEVER USE THE TOTAL STATION N THE RAIN This can damage the electronics resulti costly repairs ng in Paravant configuration Some problems can be traced to improper configuration or lost configuration Reconfigure the unit if necessary Be sure to the time if needed reset Two many files on a disk The maximum number of files
219. he data collector The system s software permit S at the surveyor to identify each topographic feature by a f linear or curved features plotted by CADD in the res featur codes have been established by SHA available to each survey party on weather resistant cards and are not detailed in this man ur code figure number for d point number that will be Valid codes ar flip an ultant 3D design file Thes ual For configuration DOS commands and operation of the Paravant Data Collector itself see Chapter 2 08 PARAVANT DATA COLLECTOR SETUP PROCEDURES Setup all traverse lines baselines or centerlines These must be tied to the Maryland State Grid System unless instructed otherwise See Chapter 6 Section 6 Ol for instruction on traversing and using the TRAVERSE program Di Determin levations for all control points to be utilized for data collection surveys using the procedures for differential leveling See Chapter 5 Section 5 03 Bre Each traverse point is to be numbered with a number in the range of 1 300 Do NOT re number existing CADD points When entering these points the 5 program only enter the number C ETSC PROGRAM T Start up To start the prompt Ex B gt ETSC This 0 Fee ok X OR OR OR HH HH HHL ETSC program k
220. he instrument is in adjustment with the vertical axis truly vertical If the bubble moves off center the vertical axis is not vertical and the amount the bubble moves is an indication of the amount of inclination If the number of divisions the bubble moved is counted it can be moved back half the number using the leveling screws making the vertical axis vertical If the bubble is kept in this same off center position when pointing the telescope in any direction the vertical axis will remain vertical and the horizontal circle horizontal In summary Field adjustments to the angle measuring function of a Total Station instrument are usually confined to 1 Plate Level 2 Circular Level 3 Reticle Adjustments 4 Coincidence of the Distance Measuring Axis with the Reticle 5 Optical Plummet THESE ADJUSTMENTS SHOULD BE MADE BY FOLLOWING THE INSTRUCTION MANUAL SUPPLIED WITH EACH INSTRUMENT Total Station EDMI Part a Principles of Operation See previous C 2 of this section Atmospheric Correction 24549 The velocity of light through air is affected by the atmospheric temperature and pressure If the vel dis dis W il ocity of the EDM s light beam is slowed the tance displayed will be longer than the true tance If it is faster the displayed
221. he natural phenomena between A familiar example is the correction for atmospheric temperature and pressure which is applied to EDM instrument measurements Generally the least certain value used in figuring a correction is the measurement of the natural phenomenon For example in an EDM measurement atmospheric tempera But temperature along the line might ture is usually measured at each end of the line not be constant especially if the height of the line above the ground varies considerably However sufficient accuracy is usually obtained by assuming a constant natural condition if proper procedures are used Minimizing Natural errors can be controlled to some extent by making observations only when natural conditions are most favorable that is when they are the most constant Examples of this would be a Precise taping at night or in cloudy weather the temperature is most constant at these times b Measuring angles only at night in the early morning or in cloudy weather The sun has the effect of heating the earth s surface unevenly Sometimes th ffect of natural errors can be eliminated by using certain procedures such as balancing foresights and backsigh ts when leveling This eliminates th ffec curvature and refraction t of CHAPTER 4 00 ERRORS AND CLASSIFICATIONS OF ACCURACY SEC
222. heir new cking The odetic Survey exp g new urban sur the exist Th Ju Th Jy ing NAD 27 system e NAD 83 project began on July 1 1974 and e rienced veys into nded on 1986 at an approximate cost of 37 million e State of Maryland in cooperation with NGS established the HARN network at a cost of 60 000 16 Responsible Agency In the United States the National Geodetic Survey NGS was responsible for maintaining and expanding the network However in the 1980 s due to shrinking budgets state and local agencies now perform much of this work Network maintenance includes perpetuating stations resetting destroyed station marks and establishing new stations The Division of Plats and Surveys is engaged in a cooperative effort with NGS in performing these activities Division surveyors plan these network extensions perform the field surveys and check all field notes according to NGS standards NGS computes and publishes the positions of the new stations CHAPTER 3 00 SURVEY DATUMS AND THE MARYLAND COORDINATE SYSTEM SECTION 3 02 VERTICAL DATUM Revised 11 01 GENERAL Elevations for engineering projects must be referenced to a single vertical datum so various phases of a project and contiguous projects will match This datum can be based on some particular standard such as sea level an assumed elevation or the elevation of a
223. hours before the start time of the employee s shift MARYLAND DEPARTMENT OF TRANSPORTATION EMPLOYEES EXPENSE STATEMENT EXPENSES WERE INCURREO SY ISEE REVERSE SOD EXCLUSIVELY IN CONNECTION WITH HEREBY CERTIFY THAT THE ABOVE OFFICIAL BUSINESS OF THE MARYLAND DEPARTMENT OF TRANSPORTATION COVERED AERE EEEE EEE EEE EEE rT i 3454448 TITI PERIOD let 2 412 91 5 212 4 2 1 13 6017 lt 7 32 29 2 ET 1 CLASSIFICATION TITLE ORIGINAL OFFICE OF FINANCE AND PROGRAM MANAGEMENT EMPLOYEE KeddeTd Hook crrr OF SHA 30 9024 4 BNE WS SSs3 5 i sf oe EMPLOYEE S EXPENSE STATEMENT MILEAGE FIGURE 1 08 The cost of dinner is reimbursable when an employee in travel status arrives at home 2 or more hours after the employee s normal quitting time In both cases the 2 hours are in addition to the normal commuting time In cases when an employee meets the conditions for both breakfast and dinner reimbursement as listed above and is in travel status for the entire day or if the employee is required to stay overnight the employee s lunch also is reimbursable 2 Out of town The Party Chief will reimburse himself and members of his crew the cost of meals in accordance with the rat
224. hus Total Stations are the only type of angle measuring If handled carefully total stations will stay in adjustment results Some general guidelines for the care of Total Stations are Tas Vehicular Transport a Transport and store Total Stations in their carrying case in positions that are consistent with their carrying case design Protect all instruments from excessive vibrations If possible line the inside of the lock box with carpet foam or other cushioning material to reduce vibration 2 Casing Uncasing Before removing an instrument placed and secured in the case study the way it is This will help in properly re casing the instrument both hands but be exerted on Carefully remove the instrument do not grip wher tubular or circular Grip it with pressures will level vials which can be forced out of adjustment Field Transport Short a Distances tripod legs point TOTAL STATION T Doin Th spindle Total Station Total Station moved short distances while sti tripod but ONLY with the ins ed down hat is do not Station horizontally while moun g so may damage the instrum is precaution is necessary becaus instruments may be ll fastened to the ment vertical the NOT SHOULDER ANY carry a Total ted on a tripod ent beyond repair tru DO the center When
225. ially true where vegetation is a factor Fiberglass has another significant advantage it is nonconductive When dry it may be used around electrical installations with caution Precautions Be alert for slippage of the sections when the rod is extended especially with a well worn rod Maneuvering the fully extended rod is awkward and it is particularly cumbersome in high winds Do not use this rod if consistent accuracy to hundredths of a foot is required CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 05 ANGLE AND DISTANCE MEASURING INSTRUMENTS GENERAL Revised 11 01 Transits and theodolites are instruments designed to measure horizont were originall of optic axis transit permitted the averaging out of sighting and ins uments became known as simply as transi errors Further thr theodolit telescope coul This act theodolites and vertical ly theodol instrumen t Scop al lites al becam of t angles Angle measurin As the design and shortened to the po ld be revolved 360 degrees about i urning th telescope over ing the telescop These instr and in time improvements in insi to the o leveling aluminum vernier ins call the The vern Screw leveling truments and bases lder design which was charac Speeded up alignmen tran CS trument design resul with
226. ids If required fog the lenses or their coatings DO NOT loosen or attempt to clean the internal surfaces of any lenses Cover an instrument whenever it is uncased and not being used C 6 Adjus But excessive manipulation a instrument temperature rument inst instrument NEVER leave an ins leave it Protect the inst you equipment A Cir fter work uncase the ins an increa moisture inside culating air around the will have an rain other hazards Never point the instrument directly at the sun Sunlight shining directly speed drying trument unattended If other party member watch rument from people sand dust wind traffi damage receiving elements Protect Total Stations from cause erratic readings and deterioration of can components vehicle Keep bat cause erratic readings Don s which a teries we xcessive hea ot leave instruments in re parked in the sunligh ll charged Low batteri When not in use containers keep reflectors in their Keep reflectors clean to ensure maximum 1 return tissue tments Clean wi Keep ins th a camel s hair brush truments in good adjustm Dry a wet instrument as completely as possible before casing in a clean room and dry it thoroughly I is left in the case can condense trumen
227. ight sta 0 00 F CURVES app Fra Tangent to Spiral S C Spiral to Curve Curve to Spiral S T Spiral Tangent Spiral Tangent X Distance along Tangent from to Point at Aight to S C Y Right Angle Distance from Tangent to S C LT Long Tangent Spiral ST Short Tangent Spiral Lg Length of Spiral Arc LC Long Chord Distance along Tangent to Point at Right Angie to Ghost PC p Distance from Tangent that tha Curve Ghost has been Offset Circular Curve Tangent CA Chrcular Curva Sm Spiral Curve Fi Point of intersection of Curve Tangents Le Length of Circular Curve L Length of Curve Bystem TS to ST SPIRAL CURVE GEOMETRY AND SYMBOLS 1 BASIC TRIGONOMETAY UNIT CIRCLE and FORMULAS cosine tangent cotangent secant cosecant versine coversine exsecant coexsecant haversine chord chord App 8 1 Radius Unliy 1 AF AB 1 a angle BAC angie a fF 2 sine BC AC DF GH AD AG BE BD BG k vers a BF l csc l sec l cot l tan l cos l sin pe mn HL 1 sina 1 1 ZBC 25 Hypotenuse of Adjacent Side AC Opposite Side cos az x r sin 8 sin a y r cog
228. ind _ Enter the wind code Sun _ Enter sun code Time Enter the time Changes Yort Type Y and press Enter AT THIS POINT YOU HAVE THE OPTION OF BEGINNING ANOTHER SECTION OR ENDING YOUR LEVELING CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 16 RE ESTABLISHMENT OF OLD BASE LINES Revised 11 01 GENERAL Over the last 20 years surveying instruments have greatly improved both in precision and ease of use measurements were taken with most ft steel tapes 1 5000 1 10 000 electronica from 1 25 000 This tremendous increase in measu base lines that wer don Today angles ly with total station 1 60 000 years ago In the 1960 s 20 second transits and 100 Traverse closures were in the range of and distances ar S Typical rement precision has brought to light unique problems in the establishment of policy and direction for this procedure RECOVERY OF EXISTING CONTROL AND REFERENCE POINTS The party chief will receive copies of old plans survey books for the baseline in question all material carefully to famil The field work shall geometry plats This section provides an measured closures range d He should review Ts Search for ALL OR NAL shown in the old survey book recover as many OR B Des If control locate the control point
229. ings are estimated to th half hundredth of a foot N leveling Each pair at an appreciable ferably one half foot a few feet apart so level will have to be rotated slightly between This provides a check on each setup ead on both backsight both foresight TPs e nearest otes are kept separately for each line of levels The adjusted elevations from the two lines of TPs are averaged d 2 Advantages a b b e Two lines of levels are run while traversing the line only once The HI of each setup is determined from each of the two lines of TPs This gives a check at each HI Blunders can be isolated at each setup not just at existing bench marks If the Instrument Man forgets to level the instrument the HIs will not check Because of the self checking process double TP leveling can be advantageous for blunder detection In brushy areas parts of the rod are often hidden In steep terrain very close shots might be required Even foot blunders often occur in such areas and isolation of blunders can be difficult Double TP leveling is also useful in any terrain when very long distances separate controlling bench marks Disadvantages Both lines of levels are run in the same direction and at the same time of day This does not follow precise leveling techniques which tend to cancel natural Systematic errors
230. ins hollow cen result if instrument Station to fall moderate distanc center spigot or the standing axis is hollow and relatively short carried horizontally whil trument s weight is an excessive load for terpiece to bear of a the the Instrument damage can e on a tripod releas this precaution is fastener can break ignored Also the causing the Total Moderate distances When moving the instrument th carry Long terrain place th case Take a saf Setups a When possible se Operation is not the party or the ground for the tr instrument near t equipment which 5 tribrach clamp and the instrument by the carrying handle Distances For long distances or over rough e instrument in its carrying e route to all set up sites lect ins dangerous instrume e t ipod feet he fron is likely At the site firm widespread Push vertically downwa ly plan parallel EQ On r n Or smooth surfaces ument stations where to the Instrument Man Select stable Do not set an rear of a vehicle or to be moved t the tripod with its legs to the legs not use some type of tripod leg restrainer to keep the legs from sliding outw ard Always have the tripod firmly set over the point before removing the instrument from its carrying case Immediately secure the inst
231. ion time outage in the sta to back any time changes will affect the sessions Field Notes and Station Log Sheets You should keep a log of each session at each station The checked every 15 minutes with in the station log include start and s S obstructions tran etc Anything that ould be written down letter for letter the one did you really o imuth mark Things to top times smitters could affect The field disk log This helps prevent mix ups ccupy the ring a Session A power failure becomes catastrophic if the battery goes dead and esn t check the receiver for an ay to correct a probl em is to one Check the receiver on a ery 15 minutes Keep the batteries out of the sun and carry a spare one to the receiver as s other battery or conn if available using If the receiver was s cent of the session Record the times of tion log When a pow If you do have a power failure don t panic Get oon as ect to an the office topped for extend the a power er failure has occurred a second file is opened once power is restored Thu files for one ses files from the re collected befor S you will end up wi sion When you downl ceiver to your comput file nam xtensi collected after t extension DOl files using DOS c manual chapter 2 Adverse Weather C Use common sense not adversely aff
232. ions and conservative assumptions accuracies calculated for horizontal angles Instrument Man under good conditions for a One Second Theodolite manufacturer s probable measured testing a maximum error of 4 seconds 3 seconds 2 seconds C ELECTRONIC DISTANCE MEASURING INSTRUMENTS EDMI Ts General The development Measuring Instruments EDMI recent advancement in any practical range of Electronic in surveying can b the development of short Distance is the most noteworthy Linear measurements speedily and medium mad and precisely due to long range EDMI each surveyor sh application operation Principles of Operation a Definitions To realize the many benefits of EDMI uld become familiar with the and maintenance of EDMI 1 2 3 2 5 6 7 8 9 10 Description All EDMI Amplitude The departure of a wave fro average value amount of energy c intensity or brigh Phase The positi some standard posi as an angle and is radians light wave the ampli Ampli ont tne on tio tude corresponds t tude indicates the ained in a wave ss of the light of a wave in relat n Phase is expr m its For a o the ion to ssed usually measured in Modulation The varying by external me the amplitude pha Amplitud
233. is the heigh easured above the ight of the ins e ground point fference is an trum the vertical dis 1 ED t of the prism BM IH is the ent measured abov d ED Elevation tance D Splayed on the e BM is above the h gle less than 90 gative when below positive 53d total s tation When orizon vertical the ED is the horizon the E IH e 2 NOTE Ignore the signs that b are displayed on the instrument when coming off a bench mark When the ground point elevation at the instrument is known the ground point elevation at the prism is determined by the equation Grd Elev Prism Grd Elev Inst ED IH PH Here the or signs as displayed on the instrument are valid and used in the computation Field Procedures The procedures detailed here are for precise trigonometric levels When less accuracy will suffice these procedures may be relaxed a b Turning Points Usually each setup point will be a bench mark Therefore on most projects select all TP sites before traversing begins Control Check If feasible make the first course between two controlling bench marks This serves as an early check on the survey techniques Equipment The Total Station and tribrachs should be in adjustment Setups Carefully set up e
234. ish 2 Th job 3 Th Party Chiefs Each Pari e optimum e assignment personnel for Plann ed n the Party Chief ing shall include the planning of all e safest time of day that the survey can be umber of personnel to do the of trained and qualified the more hazardous jobs ty Chief is responsible for the work methods and safety practices of his party 3 The Party Chief is in the best position to see that all safety rules and procedures are followed and that all work is performed safely Do not attempt to delegate this responsibility The Party Chief must ensure the use of the one best SAFE method for each operation a Safe Surveying Practices 1 See that a copy of the Safety Manual is always available to members of your party 2 Enforce all elements of the Safety Manual 3 Monitor employees for drug and alcohol abuse b Job Planning 1 Give safety first priority in planning each survey 2 As required for each job develop additional Request enough 4 5 safety practices personnel for safe surveying for buddies lookouts flagman etc Insofar as possible plan around hazards especially life threatening hazards such as traffic Avoid assigning party members to solo type tasks that isolate them from other party personnel Try to have each member working with a buddy This is especially important in high hazard area
235. it Identif es can be switched to Channel 1 for ng emergency conditions identification numb unit vehicle and p identification numb calling and answeri topic All mobile ication Numbers A unit er will be assigned to each mobile ortable radios Affix this er to the unit for reference when ng see Operating Procedures in this units assigned to PSD are in the 800 series Listin whenever changes in Operating Procedure a Safety Radio electric blast gs are issued to each operator radio assignments occur S transmissions can discharge ing caps Never transmit near blasting opera clearance from tions without first receiving the foreman in charge Micr OX the Stri unde then Choo and see Do n only diff Call base ophone Technique Hold the microphone an inch wo from the mouth Do not let the lips touch microphone this causes extraneous noises ve to make each word and syllable distinctly rstood The listener s full attention can be focused on the meaning of what you say se words that have a clear definite meaning speak at a moderate rate Use the 10 Code paragraph f to minimize words ot shout into the microphone This results in distortion and makes your message mor icult to understand ing and Answering In calling and answering stations are ide
236. l It does not mean t is automatically adjusted for ion error collimation e If the total station has a vertical rror the vertical circle reading in a single face will be in error by the amount the horizontal cross hair is away 952 46 from the center of the telescope Residual instrumental errors and index errors are eliminated by observing in both faces i e taking both a direct D and a reverse R reading on the object The reverse reading is used as a check on the direct reading and when the two readings are averaged it provides a means of compensating for index error This can be important when using the Total Station for trigonometric leveling an index error of 10 seconds of arc and a measured distance of 200 m 656 17 ft would result in an elevation error of 10 mm 0 033 ERRORS CORRECTION AND PRECAUTIONS Through caution and good observation procedures the expense of isolating and correcting errors can be minimized Factors which might influence the occurrence of errors can be roughly divided into three classes instrumental personal and natural is Instrument Factors a Adjustment Check all adjustments of an instrument at regular intervals as specified in Chapter 2 b Level Bubbles and Optical Plummet Normal measuring procedures do not compensate for maladjustment of either the plate bubble s or the optical plummet
237. lume Ys Bh FRUSTRUMS with base amp top parallel Volumes x A h T B TB L VOLUME App 1 2 6 PRISM A solid whose two ends are parailel similar and equal and whose sides are paraileiograms parallelopiped is prism volume 9 AN La 7 EARTHWORK Three Eievation Sections a Volume by Average End Areas approx I End arene In square x Aud h Volume incu yds Az where L Distance between end Thres eiavation with ela 47 areas A and g in feet vations at aach slope stake ili Volume correction yds t and and at centerline b Vc L hi hej 4 dz 324 Iw Conected volume Ve The area of A In calculated by using for b Prismoidal formula exact muta Tai above The values used for d h b br and h are derived by averaging the V L A corresponding values of end gectiong A and A J CONSTANTS AND USEFUL DATA App 4 4 1 Pl The number which denotes the ratio of the circumference of a circle to its diameter a Approximate 22 or 3 14 7 b More exact 3 1415926536 2 RADIAN The central angle of a circular arc which Is equal in length to the radius of the arc 180 57 29577951 One Radian 3 EARTH S MEAN RADIUS 4 TEMPERATURE CONVERSION a Feet 20 906 000 b Miles 3959 5 Belin
238. mine accuracy can be An exact value such as the sum of the three angles of a plane triangle is 180 A value of a conventional unit as defined by a physical representation thereof such as the international meter A survey or map value determined by refined methods and deemed sufficiently near the ideal or true value to be held constant for the control of dependent operations PRECISION Precision is the degree of refinement in the performance of an operation procedures and instrumentation or in the statement of a result The term precise also is applied by custom to methods and equipment used in attaining results of a high order of accuracy such as precise level rods Precision is indicated by the number of decimal places to which a computation is carried and a result stated However calculations are not necessarily made more precis by the use of tables or factors of more decimal places The actual precision is governed by the accuracy of the source of data and the number of significant figures rather than by the number of decimal places ACCURACY VERSUS PRECISION The accuracy of a field survey depends directly upon the precision of the survey Although through luck for example compensating errors surveys with high order accuracies might be attained without high order precision such accuracies are meaningless Therefore all measurements and res
239. mpliance with traffic laws b Unsafe driving practices including failure to use seat belts Failure to comply with Administrative procedures d Improper parking or storage of State vehicles e Failure to take necessary safeguards to protect State equipment stored in vehicles f The improper operations of the vehicle or failure to provide appropriate service procedures causing damage to or premature failure of equipment components 4 Additional Guidelines The drivers of State vehicles are subject to critical public observation Avoid the slightest appearance of misuse and be exemplary in all vehicle operations As a guide avoid a Parking State vehicles overnight on streets b Parking on private lots without permission Cu Carrying passengers who are not on official business d Exceeding posted speed limits e Displaying signs posters pictures stickers decals or messages which are not approved by the Department or required by law Dirty disorderly vehicles SECURITY As an operator or user of State vehicles you are responsible for the security of the vehicle and its contents when parking it overnight The following security precautions will help T3 2 Ts 8 Park off th Leav vehicl will transmissions with the hand brake firmly set turn the front wheels into the not have a curb roll CUED tur
240. n a single plane clearly and easier Field adjustment proced consult tions for specifics ld be made in the field trument telescop the shade if the ures the Only the Do not ttempt adjustments that require dismantling any part an One is the tel exists 1 To test the t scop some distant well defined o cross hairs appearing sharply focused the object viewing the obs in order If this condition is not met scope and the Both must come to be seen parallax should be focused on bject with the While rver s is y shifted slightly horizontally and vertically to check for any movement of the cross hair relative do not oscillat to the object over the o If the cross hairs then adjus is not necessary bject If the cross hairs do appear to move on the object parallax exists and must be corrected 2 To Adjust to eliminate parallax reticle focus slightly unti the cross hairs detected check for parallax again relative to Re adjust th turn the no movement of the object is procedure as necessary unti eliminated 1 To Test a Circular Bubble Carefully level the instrument sure the bulls eye i centered b Rotate the telescope 1 bubble 2 4 2 Scope focus and Repeat the parallax is
241. n be turned with either horizontal or one point on the the the generally graduated to second and 30 second one minute Unit graduated repeating theodolites instruments models are manufactured repeating theodolites marketed in the ed States have horizontal clockwise and counterclockwise Most which are Other circles and some one minute are numbered only in one direction clockwise or to the right Certain makes of one minute theodolites are available with either type of graduation Repeating theodolites are used primarily on design surveys and on construction staking to be used for precise control surveys b Direction Theodolites They are not In these instruments the horizontal circle cannot be moved by rotating the alidade it is moved b After initial pointing remains fixed during a set y a circle drive knob the horizontal circle of observations Angles cannot be accumulated or repeated The horizontal circle 1 S single numbered clockwise graduated microscope and read through a reading A single microscope reading is a mean of readings on two diametrically opposite points on the circle Thus e rrors of circle eccentricity are eliminated Accuracies to Expect From technical data by an experienced are a One Position 1D 1R b Two Positions Four Posit
242. n is shown to the nearest tenth of a foot Notes The boring location shall be shown in the baseline survey book at the boring location of the proper station The is shown by drawing a target symbol at the appropriate spot either left or right of the baseline elevation not field notes and the plus offset distance and ground ted See Figure 6 10 A for example of CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 11 HYDRAULIC SURVEYS Revised 11 01 GENERAL For purposes of this MANUAL hydraulic surveys include hydrographic mapping soundings floodplain studies and wetlands location PROCEDURES Js Soundings a General The surveyor must be aware that the accuracies of soundings are not comparable to land surveys While the surveyor on land can see the features the surveyor performing soundings cannot except in shallow clear waters b Using EDM and Weighted Line 1 Horizontal Control The sounding line is usually controlled by stations set on both shorelines The instrument is positioned over one station and keeps the sounding vessel on line as well as measuring the horizontal distance to a prism on the boat 2 Vertical Control The depth of the point below the water surface or sounding must be related to NAVD 88 On ponds or lakes this would merely mean the elevation of the water surface is obtained through normal leveling All sounding measurements would th
243. n th ography and the time of the fence lity poles usually make fair t is often necessary to use section of paths and roads and ps as picture points The exact rtical picture point in a level area is not critical and for this reason vertical picture points should be located in relatively flat areas and never on a steep slope such as an embankment Picture Points The survey par ty will be given a set of photos on which picture points have been selected by preselected Party Chief area 1 Horizontal C used for hor tied into th angle to the showing how the back of These points preceded by the even nu the picture point appears ontrol Wh izontal con e traverse point from are assign the letter traverse sta The number distance to the point si both the pho con 2 Vertical Con points are c numbered pho numbers are the front of description pole n Vertical ph preceded by An L for the for the righ number of V7 point was on vertical con side of the ids tion from w of the poin ghted on sh trol tos the Photogrammetry Section picture point cannot selects another point in the same en nat trol by a a station the angle was turned is made on If the t be used then the ural images are the point is distance and A sketch mbered photos on which
244. n the front away from the road Remove ignition keys Close all windows Lock total station instrument metal security Conceal attract box level tive and valuable equipment in manual street whenever possible in low or reverse or park and radios All equipment should be stored out of sight Lock all doors and compartments Set burglar alarm system PURCHASES OF PETROLEUM PRODUCTS SERVICES AND PARTS ile Sta in automatic transmissions and If parked on a grade If the road does wheels so the vehicle in such Policy Permissible routine purchases of expendable supplies and services and emergency parts and services shall be made at the lowest possible cost to the State a Preventive Maintenanc veh min T ou veh 1 Operators of State icles shall follow the practices prescribed in Division of Maintenanc Directives This will imize the need for emergency purchases from tside te Sources Sourc es When accessible supplies for icles shal Fuel Bulk fuel facilities 1 be acquired from State stock which are located at District Offices generally Shops stations choice for when State availabl Befor might consume a tank full see that the fuel tank of bulk fuel District and most of the State shall be
245. nd between station marks This will permit the not taker to move along the tape noting and booking the plus and distance to the located object The right angle plus for each location tie is established by using a right angle prism and the offset measured with a cloth tape The Sketch should show the plus on the dimension line of the baseline and the offset distance as close as possible to the sketched tie point See for sample notes Figure 6 02 A Often because of traffic or other reasons it is not practical to use the method describe in the preceding paragraph In such cases the total sta tion instrument can be used to establish both the plus and offset to the object to be located This may be accomplished by using the coordinate measuring function of the instrument and a Setting the instrument over a known baseline and noting the station b Set zero on another convenient baseline point using lower motion point on the Gs Sight the target prism using upper motion and key the instrument is set will give the the coordinate button The first measurement obtained is the northing coordinate which when added to or subtracted from the station at which plus Key the button again and the easting coordinate is display which will be the offset distance Stadia Topography
246. nd to the partial wavelengths in electronic measurements The partial tape lengths remainders are Tape A 1 00 Tape 2 500 Tape ON sam se 1 007 Tapes A and C have a lowest common denominator LCD of 900 This means that tapes A and C would repeat the above remainders at only 101 150014 34 901 42 1005901 2200 901 The first length is determined by trial and error each following length is computed by adding the LCD to the preceding length Tapes A and B have a LCD of 99 900 The listed remainders for tapes A and B would occur at 1 001 100 901 200 801 From the possible remainders calcu A and C and those for tapes distance measured must be 1 001 00 200 801 00 or because these a lated for tapes and B the a re the only lengths that will give the matchin shown With EDMI the second largest possi normally beyond the range of the i the differences between the variou g remainders ble length is nstrument Or S possibilities D are usually so great that the correct length can be easily selected by estimation TOTAL STATION INSTRUMENTS ls General The name Total Station is applied to instruments that combine and EDMI and a theodolit Because of different operations that must be performed on different types of this configuration there is a need to define and name three separate typ
247. ner search for both points EVERY EFFORT MUST BE MADE TO RECOVER ALL EXISTING MONUMENTATION Examine monumen have been distu If no monument existing eviden ts carefully to determine if they rbed or damaged is found for a corner locate ce such as fence lines hedge rows walls etc using the ETSC program Evidence presen located even th ted by property owner should be ough deed may state otherwise and name of identifier recorded The property owner usually is your best source of information Point numbering Point numbers from 1 points that are not 300 shall be used for all traverse property markers Point numbers from 301 999 are to be used for property monumentation only Point numbers collection only DO NOT DUPLICATE POINT NUMBERS used by other traverses or monuments on the same job Point numbering need not be sequential from 1001 shall be used for data Traversing a Unless otherwis program for all directed use the TRAVERSE notes Do not points of metes traverse lines which is to be When possible control travers accomplish this fly point to 1 If necessary t properties and or evidence of the existing mo Measure angles that angles to traversing side shots and general set rebars or reference traverse and bounds traverses Draw any run and points set on the mosaic se
248. ng screws and the 5 8 X 11 female thread fastener screw Ver used by the zenith orient When th circ degrees vertical d telescop e the vertica of face vertical 1 the theodol the direct position or circle right the right of the line of sight circle circle reads 9 ite is called In the tal and This a face circle that accepts the tripod s instrument tical Circle and Telescope Orientation Theodolites Division have vertical circles that telescope pointed overhead is horizon is to the left of the line of sight degrees circle left reverse position are zero the at ttitude JU sor is to in reads 270 deg the vertical In this attitude the s when th is horizontal reverse a r used In this MANUAL the terms telescop and Basic Types Two basic types of theodolites are manufactured a used Repeating Theodoli to measure a or accumulating tes horizontal angl the angle circle can be turned independent vertical alidade vertical axis or it A measured angle is read internally at These instrument circle through the reading microscope Repeating theodolites ar 20 seconds or one minute however 10 ts can be le by repeating The horizontal ly about ca
249. nt PLEASE CREATE A WEATHER RECORD FIRST A weather record must b created ach day before performing any observations POINT UNDEFINED ABORT The point number entered has not bees used in the observation required PROGRAM ABORTED An error has caused the program to end CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 02 TOPOGRAPHY SURVEYS Revised 11 01 GENERAL Topographic surveys are performed in order to determin position of natural and man made f utilities features can very important on the proposed accurately located limit the type of trees chat topography following section outlines some of roads and streams then be drawn to scale on a plan or map It all topography likely to have an effect highway construction or improvement be It is not the to be It should be noted almost complet that da a total station instrument th described in PRECISION Considering plotting requirements only ly replaced this section only to be located to one inch 50 feet plotting data However th atures e g buildings After location these is intent of this manual to taken however the the more important items ta collection surveys utilizing and a electronic field book have methods of feature location survey detail need
250. nt and Record shot 521 Command enter 17 Enter 500 for to recover add to distance n ts C6 Use the offset command to perpendicular offset left or right or to add or subtract to the prism height for the desired shot This command must NOT be issued until you are ready to take the Measurement a Select Command enter 6 b Enter the additive distance or press ENTER for 0 C Enter the left right offset distance or press ENTER for 0 the object line of sight Note a negative value is used when to be located is to the left of the t from the instrument to the pole d Enter the target height offset or press ENTER for a negative value reduces the height of target adding to the elevation of the shot This code affects the next shot only Therefore if you have to offset several shots in a row you must leave the Collect Angles and Distance prompt and r nter th 0 Note Code 6 command each time Start dual feature C32 Use this collection code to collect two features at the same time The two features do not points This r have to start and end at the same code may be used any time while collecting linea C14 and curvilinear C16 features see example below a Select Command enter 32 b Enter the second feature nam Enter the figure number d Take the shots that mak
251. nt taxes Equity The excess of the market value over any indebtedness Erosion The process by which the surface of the earth is worn away by the action of waters glaciers wind or waves Escheat Reversion of property to the state where there is no competent or available person to inherit it Escrow Something placed in the keeping of a third person for delivery to a given party upon fulfillment of some condition Estate An interest in property real or personal Estoppel A bar or impediment which precludes allegation or denial of a certain fact or state of facts in consequence of a final adjudication Et al An abbreviation for and others Et Mode Ad Hune Diem An abbreviation for and now at this day Et ux An abbreviation for and wife Evidence aliunde Evidence from outside or from another source A3 Extrinsic evidence Evidence NOT contained in the deed but offered to clear up an ambiguity found to exist when applying the description to the ground Grant A transfer of property Grantee The person to whom a grant is made Grantor The person by whom a grant is made Good faith An honest intention to abstain from taking advantage of another Gradient An inclined surface The change in elevation per unit of horizontal distance Hereditament An area between two surveys of record described as having one or more common boundary lines with no omission Holograph A will written entirely b
252. nt set Although centerline controls are set precisely using the total station instrument it is not necessary to use precise chaining to set stakes nails between controls Distances to intermediate stakes nails can be rough chained and then checked with the EDM every 150 meters 500 ft and adjustments made Control Points Re bars P K nails or cross cuts shall be used to establish all centerline control points such as P O T PO Sa Tep Wie BC oon and S T Sufficient controls shall be established to ensure that consecutive control points are intervisable References If available swing hand references are usually sufficient for centerline stakeouts If the survey is tied to the NGS control points can always be reset by coordinates Excessive time should not be taken to reference the centerlin Centerline Survey Notes The centerline survey book notes shall show the complete centerline and how it was set up Coordinate values of all centerline controls and the referenced traverse are to be noted All curve data curve deflections bearings grid distances and references shall be shown Orientation notes both narrative and by sketch should be entered in the book to facilitate future recovering of the survey See Figure 6 08 A series for sample notes CHAPTER 6 00 TYPES OF SURVEYS SECTION
253. nt to the office for processing locate corners from existing e points POL s may be set to task Avoid getting a fly from a ocate monumentation raverse around the property or locate all recovered monumentation possession When feasible utilize numentation as traverse points to monumentation at the same tim traverse points are observed This is easily accomplished using the direction method Distance measur conducted the s ments to monuments are to be traverse points ame way as measurements to main Prism poles wit assure accurate h bipods should be utilized to results 6 Topography Any topography required shall be collected using standard data collection procedures with the ETSC program Start with point number 1001 unless otherwise directed Ta Notekeeping a Sketch traverse and property lines on the mosaic All other information such as angles distances coordinates monument descriptions etc shall be noted in the TRA file using the TRAVERSE program Use the Text routine and the Note routine if necessary b Note the size shape material position and condition of each found monument 1 2 Iron pipe rebar concrete monument leaning chipped bent projecting flush buried etc If the monument is leaning note the direction and amount Enter text in the following order WHAT WHERE DETAILS Example Conc Mon NW Cor
254. nter receives this data it stops the recharging process and prints If you need to print while the battery is charging a Press the On Line button to bring the printer on line b Insert paper if necessary Gu Print A short time after th automatically resumes th point where you printer has not been interrupted Power interruptions If during recharging the recharging opera automatically restart when power is resi to operate the printer until the batteries are then begin the recharging and Power Indicator flashes process Make sure to use tion tored job is finished the printer recharging process from the left off provided AC power to the the AC power is interrupted will not Continue low the appropriate charger for the NK JET PR NTER and printer The charger is labeled Model AD187 It is also charger THE CMT DISK DRIVE T General larger than the Paravant The CMT Disk Drive is an exceptionally rugged portable battery operated floppy disk drive designed for use with RS 232 compatible devices waterproof Disk Drive dust proof and vibration resista is is nt One special feature of the CMT water tight front cover environment you can screw on disk drive and the front panel conditions slightly Recharging the CMT Disk Dri
255. ntified by their geographical locations while mobile units vehicle and portable are identified by their unit identification number Whether calling or answering the identification of the radio should be given first For example SOC calls District 4 thus SOC District 4 District 4 then answers SOC District 4 Once the initial contact has been made further identification is not necessary until sign off the FCC requires that each station unit identify itself at the end of each contact at the end of each series of transmissions The base station must use the call assigned by the FCC to its transmitter as shown on the license The mobile unit uses its regular unit identification number such as 806 Message Handling When transmitting a message which must be written allow the other operator time to write Speak in natural phrases Use the phonetic alphabet see paragraph g for difficult or unusual words On a long message pause at thirty second intervals and ask if the message has been received thus far When a portion of a message is missed do not ask for th ntire message to be repeated ask only for the part you missed This can be done by using such phrases as 10 9 word after 10 9 word before and 10 9 all between and e Courtesy Develop th you transmit Do not e habit of listening before break into
256. nts have been stored it will be displayed next to the point number CONTINUE gt Y will be displayed Press ENTER to continue or N to abort the routine A listing of points to sight will appear to help guide you in entering the data Sight on the backsight with th telescop direct and enter the clockwise angle reading separating the degrees minutes and seconds with a space or dash If the collector is connected to the total station press ENTER to collect the data electronically Enter A to abort the routine Enter B to back up to the previous entry Enter the values to the foresights in like manner After entering the value to the last foresight REVERSE TELESCOPE will appear Flop the scope and sight each of the sights in REVERSE order After sighting the backsight the reduced values for the set will be computed and displayed The spread between direct and reversed measurements will also displayed Higher spreads allowed to objects less than 30 meters 100 feet from the instrument RECORD gt Y will appear If all is well press ENTER to record the values shown or N to discard them TAKE ANOTHER SET gt Y will appear Press ENTER to measure another set of directions to the same objects After the second set and with all subsequent sets the mean of all sets will be displayed 6 1 8 If two sets a
257. ompensator s damping device to hang up oe Frequently check the adjustment of the bullseye bubble Adjust the bulls eye to the center not almost to the center Make certain it is adjusted along the line of sight and transversely as well Proper adjustment reduces the possibility of compensator hang up 4 Do NOT tap the instrument or the tripod to check for compensator hang up check by turning a foot screw back and forth If the compensator is malfunctioning send the instrument in for servicing Do not attempt compensator servicing in the field TRIPODS A stable tripod is required for precision in measuring angles Therefore a tripod should not have any loose joints or parts which might cause instability Some suggestions for proper tripod care are 1 Maintain a firm snugness all metal fittings but never tighten them to the point where they will unduly compress or injure the wood strip threads or twist off bolts or screws This includes leg clamps As Tighten leg hinges only enough for each leg to just sustain its own weight when spread out in its normal working position Su Keep metal tripod shoes clean and free from dirt They should also be tight 4 Keep all tripods well painted or varnished to reduce moisture absorption and swelling or drying out and subsequent shrinking A bright yellow color has been adopted as the standar
258. on the ghten the or as of scr of scr the ma ion ion mark ough optical plum mark that eveling screws on mmet reticle on t N pper tribrach 180 Remove half th lower tribrach t met is bo his de that is is sm etc will not The optical ecked on a regular basis t the optical tribrachs and The adjusting Place cylinder on he one to be of the upside in view on a ttom tribrach to mark grees and note e difference with Th e remaining e adjusted by the reticle adjusting e adjusting screw reticle must move Opposite screw un close as it can b ews Repeat adju ews and so on unt rk ch to til eu stm il at is opposite be on the mark the reticle is sing this ent on second the reticle is Repeat Step 3 until reticle stays centered on 2 9 T the mark as the upper tribrach is rotated 360 degrees B PRISMS Ex General Prisms are used with electro optical EDMI light laser and infrared to reflect the transmitted signals A single reflector is a cube corner prism that has the characteristic of reflect back precisely in This ret received prism can be and still b EDMI th direction sam tro direct capability means somewhat misaligned with respect as ting light they are rays that the off a solid determined by perpen
259. ors have the ca involving many mathemat errors from table usage are electronic calculators used by mmable That is these pacity to store and run programs ical steps Sharp Model EL 5500 The Sharp EL 5500 h Chiefs The hand held keyboard 8 KB RAM 26 scientific functions an A modified COGO program been written and loaded routines included in th to perform many tasks t prohibitive because of involved Some examples of this a a While performing a pipes that are tho are located by ang station The two because of obstruc them cannot be che distance Using t possible to rapidl 1 Assume if ne occupied stat 2 Locate the fi Routine LBR the measured as been issued to all Party computer has an alphanumeric memories 85 programmed d a 24 digit Dot Matrix display using Sharp Basic Language has into these machines The is program allow the survey crew hat heretofore would have been the complex mathematics re metes and bounds survey two ught to constitute a deed line le and distance from a traverse pipes are not intervisible tions and the distance between Cked for comparison to the deed he Sharp calculator it is y compute this distance by ed be coordinates on the ion rst pipe by the Locate Bearing using an assumed bearing and distance 3 4 Locate the second pipe by the Locate
260. osition when taping Each observer whether he believes it makes a personal systematic error of a small degree on each individual observation Fortunately such errors are minimized by proper procedures Personal Accidental Errors Because of the human limitations of sight and touch exact correct observations are impossible Some error remains in a measurement even after al Systematic errors are eliminated For example regardless of the amount of care a Chainman uses to mark a taping point the distance will be in error by some amount y 11 1 2 3 Natural Errors 1 Instrum Sometimes it will times slightly errors will also vary physical long limitations of th be slightly short other The magnitude of these Errors caused by the observer ar called personal accidental errors Causes imperfec tions ent Errors a b under th Eccentricity of A tape which is Misadjustment of In an individual instrumental errors are sys they will be of the same magnitude and sign observing condition Some such theodolite too short level vials However the same sam if several observa value Instrument errors are caused by in the design and adjustment of insi equipment construction truments and other imperfections are circles or too long
261. oth on the same sid When you must place two Rps on the same side space them at least twice the distance apart as the nearest one is to the baseline When Rps must be set outside the right of way gain approval of the property owner or tenant before doing so Use the Area Engineer if need be to accomplish this d On curves set reference points at a maximum of 150 m 500 ft apart On tangents this may be increased to 300 m 1000 ft provided the points are still intervisible Construction Stake out Notes Follow procedures for Centerline Stake out CHAPTER 6 00 TYPES OF SURVEYS SECTION 6 10 BORING STAKE OUTS GENERAL Boring stake ou Explorations marked by this Revised 11 01 and offset distances PROCEDURES Ts Location Generally ts are performed for the Geotechnical Division The location of the boring are Division on plans using scaled line pluses the location of boring points are referenced to a previously established baseline As boring locations are only approximate locations boring stakes need not be set exactly Use of a cloth tape and a pentaprism can m point location t the required accuracy of A computed angle and distance from any point on the baseline can also be used Marking of Boring Stakes The field marker should show the boring number and the ground elevation at the stake The elevatio
262. ough to satisfy himself a Self Checking This is data that enables the user to determine that the survey has been properly performed and closed To ensure this feature 1 Show raw values and use only original entries 2 Enter data that is the basis for calculations a Coordinates for inversed distances and bearings b Azimuths or bearings for calculated angles 3 Write accurate detailed descriptions of all record points especially points of origin and closing points 4 Cite references for all record points used 5 Review the notes to assure an adequate closure b Field Checked Review the notes and the survey for possible omissions or errors A set of complet notes does not necessarily guarantee a completed survey 1 2 3 4 Interpre Interpre are incl completed notes and r of the party informat tabili tabili To aid in the rev iew If possible have someone other recorder review the notes than the His unfamiliarity with the notes will help to tes their qualities as well as their content First all review and survey reques the request is completed to be sure Mentally review the survey with notes in hand If feasible the field with notes in hand ty uded user can order and If a knowledgeabl trace th s efforts if
263. out of adjustment the receiver will not be positioned over the station The bubble and the optical plummet must be checked on a regular basis See Section 2 05 for adjustment procedures for the optical plummet Tripod Setup GPS signals can be affected by the objects around an antenna People walking around the tripod can affect or block these signals Therefore a tall set up is recommended Also make sure your setup is stable Tribrach Leveling Set up the tripod over the station and mount the tribrach Use the leveling Screws to position the optical plummet crosshairs on the station point Level the tribrach bubble by adjusting the tripod legs Fine tune the level bubble with the leveling screws Check the plummet the crosshairs should be very close to the mark If an adjustment still needs to be made loosen the tribrach and carefully slide it into the correct position Then recheck the level bubble Measuring the Antenna Height ALWAYS measure the antenna height and record it on a station log Without the antenna height a GPS survey cannot produce an accurate vector Measure the antenna height twice before and after each session You need to keep track of the uncorrected raw antenna height When the height is written in the station log the field crew should specify the uncorrected value and label receive I it clearly Always re
264. posed right of way line first floor elevations shall be shown The crown of existing roads shall be defined by taking rods at the centerline road and shoulder edge and bottom of ditch It is important that the distance shown to the edge of road in the cross section notes coincide with the distance as shown in the topography notes Elevations on all utilities shall be obtained where possible including overhead wires and other clearance and inverts of inlets storm and sewer lines Where the centerline baseline survey crosses roads 10 11 12 railroads rivers and streams a profile shall be taken On proposed dual lane roads a profile shall also be taken along the profile grade line of each lane parallel to the centerline survey Where drainage may be a problem elevations as well as bridge and box culvert inverts shall be shown Culvert size and type and waterway openings of structures shall be obtained Soundings and water elevations as well as bridge and box culvert inverts shall be shown Culvert size and type and waterway openings of structures shall be obtained Judgement is to be exercised in clearing for obtaining cross sections Care is to be used to preserve shrubs plants and trees in or adjacent to lawn areas Trees 0 3 12 in diameter or greater are not to be felled NOTES CONVENTIONAL The cross section survey book shall show all cro
265. produces a s to the topic utions to b The fast observed wh English method Inexperienced Errors in this section for set up is easy to use Instrument Men and those who set Any efficient safe teady tripod is acceptable Corrections and Specific precautions n setting up an instrument dependable and up instruments infrequently usually find this much faster than conventional methods Some proficient Instrument Men also have improved their efficiency by adopting this method Procedures for using the English method are a Set one tripod leg about two feet beyond the setup point bs Grasp the other two legs and while looking through the optical plummet position these legs so the ground point is visible through the plummet eyepiece The plummet eyepiece should be on the same side of the instrument as the Instrument Man C Push the tripod shoes firmly into the ground d While looking through the plummet eyepiece adjust the leveling screws until the optical plummet cross hairs are centered on the setup point e Approximately level the circular bubble by adjusting the legs of the tripod Adjust one leg so the bubble is placed in a position which will make a line drawn through the bubble and the center of the circular vial parallel with any other leg Adjust the leg which is parallel up or down to cen
266. program was looking for angle data to perform a computation and that data was not stored in the TRA file ANGLE DOES CHECK The index error of the instrument exceeds one minute readjust instrument if necessary before continuing ANGLE OUT OF RANGE The zenith angle entered is too steep Check entry BBK PAR FILE NOT FOUND The BBK PAR file must be copied to the default drive COMMUNICATION ERROR A problem exists between the collector and the total station Try changing cables or installing a fresh battery on the total station DISTANCE DOES NOT CHECK The differenc between th measured horizontal distance in feet does not check the distance computed from the slope meter distance and zenith angle by 0 02 feet or more DISTANCE OUT OF RANGE The maximum distance that may be entered is 20 000 ft or 6100 meters DISTANCE RECORD NOT FOUND A distance observation for the line in question must be performed prior to computing elevations or traverse closure ELEV DOES NOT CHECK CHECK TARGET HEIGHTS The computed coefficient of refraction for a forward and back zenith exceeded the allowable limit Check the target heights or repeat the zenith observations as necessary ERROR DRIVE S FULL Check both the default drive and the A drive to see if there is any space left on the drive for data The data that caused the
267. property in the condition ed prior to the survey Repair any ll any holes and restore the property t must tempo your work of protect o its original condition If you rarily leave a hazard created by protect people and animals by use barricades Removal of hazardous hazardous their usef is respons ive devices such as cones and portable fencing Hazards Remove all temporary and survey stakes and other potentially items from the work area after ulness has ended The Party Chief ible for determining which items to remove and when However each party member should cal any possib Examples o across fie in pedestr foresights materials indiscrimi 1 to the Party Chief s attention le hazards f items to be removed are stakes lds which are to be mowed stakes ian areas back sights and and photogrammetry ground control Farm animals tend to be nate in what they eat particularly if the ite tendency c paper targ Concern fo children w m tastes salty to them This auses them to eat plastic flagging ets and clothe pre marks r Children Consider hazards to hen setting or leaving survey stakes Articles such as lathes make excellent paint we u Spikes can children Litter Rem fragments litter can Litter sh Swords and spears Some of the se is toxic if ingested Nails and be dangerous in
268. quency RF sources Ideal tools for this are a compass and an Abney level Using the station visibility diagrams anda skyplot of visible satellites at the time the GPS survey is to take place the proper observing session can be planned for each station Operation of GPS Equipment The Division has 2 Trimble Model 4000 SST Dual Frequency receivers 1 Trimble Model 4000 ST receiver and 1 Trimble Model 4000 SSE Single Frequency receiver The basic operating procedures for this equipment is as follows a Equipment Checklist Use of the following checklist will assure that you will not lose a session due to forgetting equipment Safety Equipment signs cones etc Receiver Antenna Antenna cable Battery Battery to receiver cables Backup battery or a cigarette lighter adapter Tripod Tribrach Clutch Station info Pencil and paper 2 way radios Survey schedu Flagging pain RS 232 cable Laptop com tribrach adap Measuring tape ter tie sheets stat le puter Office support module maps tion log sheets t pk nails hammer A C transformer plug for office support module Extra floppy disks Dongle software key Compass Tribrach Tribrachs are the weakest link in the quest for quality measurements If either The Bull s Eye Level or optical plummet is
269. r accidental errors b Accidental Error 1 2 3 4 2 6 Definition An accidental error also called a random error is an error which does not follow any fixed relation to the conditions or circumstances of the observation For a single measurement it is the error remaining in the measurement after eliminating all possible systematic errors Causes Accidental errors are produced by irregular complex causes that are beyond the control of the observer Their occurrence magnitude and algebraic sign cannot be predicted each is truly random Analyzing Since accidental errors are random they obey the laws of chance Therefore they are analyzed according to the mathematical laws of probability Effect Theoretically an accidental error has an equal chance of being negative or positive Thus errors of this type tend to be compensating However since the magnitude is also a matter of chance accidental error to a small degree remains in very measurement Example An example of an accidental error is an Instrument Man s inability to point a theodolite exactly But if his personal habits make him consistently point off to the same side of the sight line this error becomes a systematic error Compensating Corrections cannot be computed for accidental errors as for systematic errors Accidental errors must be compensated by adjustments
270. r new work set POL s between adjacent found points as necessary DO NOT attempt to establish them at old stations or even stations 3a Connect all control points by traverse to GPS control as if it was a random traverse line If obstructions such as trees bridge piers poles or sign posts prevent sighting between points establish additional points to traverse around them 4 Put all NEW work in the new field book Note the book number and page of the old field book where the control point was found Show the NEW measured angles and distances between all recovered control and reference points DO NOT show old distances or old angles in the new field book Bes Note in the old field book the new field book number and a brief explanation of the new work 6 Send all data to the office for analysis and adjustment Data collection may be taken from the traverse points at this time if requested SET UP OF BASE LINE When the data has been analyzed and adjusted in the office some revision will likely be made to the original geometry Frequently the tangent alignments not curve tangent distances and the degree of curve will be held and all stations and curve data re computed Back and Ahead equalities may occur at P C s P T s or other points along the base line New station values for the old control points may also occur 641652 Set the baseline up as
271. rameter files must reside on the default drive The parameter files may be edited to work with any lambert conformal conic projection zone and group of instruments The same parameter files must be used with the TRATOBBK program to create a standard NGS BLUEBOOK data file from any traverse file In addition the TRA file created can be used as input to the PCCOGO program for traverse adjustment Loading the program on the PARAVANT a Place the floppy disk in the portable disk drive b From the B gt prompt type COPY D TRAV EXE A and press the ENTER key This will copy the program to the ramcard COPY D BBK PAR and press the ENTER key This will copy the parameter file to the B drive General Operation When using the PARAVANT data collector TRAV should be run on the B drive but the program itself should reside only on the A drive to save space 6 1 4 The data will be stored in a TRA file on the B drive and backed up on the A drive in a TBK file if the operator chooses STRONGLY RECOMMENDED Whenever the letters RECORD gt Y appear press ENTER to store the record in the file or N to discard TE Only one traverse file should be made for each job When the job is complete print the job out and make pencil corrections as necessary to the printout before turning in Make two disks of the file the same as in data collection work
272. re taken and one is rejected take a third set Usually the agree with one of the first spread between sets is large is encountered third set will two If the and difficulty refraction problems may exist which CANNOT BE CORRECTED occurs come back and measur FOR If this the angles in the morning under bet ter conditions If the message ERROR REOBSERVE THIS DIRECTION is displayed a large spread between the direct and reversed angles for a sight was entered Note the data for the direction in error will not be stored 13 After the last set of angles is measured and TAKE ANOTHER SET gt Y appears press N to end the procedure Zeniths Zenith angles must be measured to reduce the slope distances to horizontal to compute trig elevations for traverse points and may be used 1 Press Z to start the routine 2 Enter the observer s initials 3 Enter the instrument number 4 Enter the occupied point number or accept the default 5 Enter the measured height of the instrument above the occupied point if elevations will be computed from the observations 6 Enter the sighted point number or accept the default 7 Enter the height of the target or prism above the control point for elevation computations 8 ZEN 1 will be displayed Enter
273. red to pay his own medical expenses d Information to Giv Th shall be informed that attending physician 1 He will be paid for his services 2 The injured is an employee of the Maryland State Highway Adminis tration 3 Bills are to be sent to Accident Fund 24 Industrial Injury Reports Three different forms are used in injuries The three forms to use a Department of Transportation Report of Accident Incident b Employer s First Report of Earnings Report to the Fund MOTOR VEHICLE ACCIDENT che Maryland State reporting personal are Form D PER 033 1 82 Injury Form No C 1 yland State Accident The glove box of each state owned vehicle contains a Vehicle Accident Kit This has instructions on accident reporting and accident report form ACORD 2 5 86 If the Kit or its contents are missing obtain a replacement from the Division of Maintenance The State is self insured and the State Treasurer contracts with a claims adjustment company Prompt handling of accident reports minimizes the chances that the State will be disadvantaged If you are injured while operating or riding in a State vehicle submit personal injury reports in addition to the vehicular accident forms CHAPTER 1 00 GENERAL SECTION 1 06 VEHICLES Revised 11 01 GENERAL Vehicle operation and care are join
274. regardless of size that can be stored on a drive is 64 CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 09 TRIBRACHS PRISMS AND PRISM POLES Revised 11 01 Tribrachs are one of the most versatile of ruments A TRIBRACHS 12 General all su optical positioning base for theodolites instruments reflector prisms rveying inst plummet targets Although versatile weakest link in th Optical plummet are not self checking designed for rough of adjustmen positioned direc out be plummet When equipped with an they serve as a leveling and total station sight poles and optical plummet tribrachs are the e guest for quality measurements leveling 5 47 must be ch Adjustm plummet procedur Step 1 tribrach and then position tribrach adjusted upside down on cylinder Step 2 down ceiling center o Step 3 differen leveling differen Screws the dire Then ti on combinat combinat centered on Step 4 the mark nt Th es are the instrument tly over the mar tribrachs have optical plummets and a bulls eye bubble that If the optical plummet pri k quipment needed to adjus on a tribrach are one tripod two one tribrach adjusting cylinder Set up tribrach on tripod Look thr tribrach and place a Adjust 1 ptical plu Rotate u ce on screws on ce is to b Loosen th cti
275. res property no matter what the p t in any intrusion on his urpose Good relations developed by conscientious surveyor s the owner s attitude toward other State carry over in Highway Administration employees Entry on Priva te Property a Right of Enl try Real Property Ar ticle 21 Sub Section 12 111 gives the Sta te the right to enter provi requi see b Pre E dilig private property to make surveys and also des protection to the property owner by ring prior contact Maryland State Highway For detailed procedures Directive 5652 1 1 ntry Contacts To promote good relations a ent effort to contact the property owner or tenant will be made prior to entering the prope 1 EEV Objectives be to explain The purpose of the contact shall a That entry is required b The survey activities to be performed and their duration 2 3 Objec tenan If a damag Any effect the surveys might hav property Direct Personal Contact If possible acquire verbal approval for entry at of the contact a Departmental Representative Th contact should be mad ither by Area Engineer or by some other p designated by the Division b Answering Questions The contac e on the the time e the erson t person should know the facts and be prepared to answer questions co
276. rom 10 seconds to a fraction of a second depending on the design Electron ic Distanc Measurement instruments E result of advances in electronics technology now meas Use of El distance ured by light waves DMI has almost entirely elimina including laser and DMI are the Distances are infrared ted the S The Total Station instrument is the taping of name applied to instruments instrument replaced and th the THEODOLITES Definition refers to a tribrach mounted angle measuring instrument that combine an Electronic a theodolite stand alone Division s Survey Crews These theodolites and In this Manual the term closed wi Disi instrumen EDMI theodol optical tance Measuring ts have on all of reading th an optical pl tripod Lummet by its the circles are read That is a theodolite is secured to a separate base the tribrach through a microscope and prism system plumbed over a point without using term transit is limited to open circles and verniers that mus with the naked eye or with magnifier Tribrachs A and it can be a plumb bob The an instrument that has t be read directly the aid of a hand held tribrach is the base of an instrument and it contains the leveli
277. row pit it con liminary and final truction project rmine wher the pit ngineer and or limits will be It is important area except topsoil and pil led out th a that to be used on the project is normally stripped off the surface of the pit of the area of excavation Orientation location of survey book from a major highway distance from t lane that WO This descrip A detailed narrative description of the borrow pit shall be entered into the tion should show the rou ty owners name the proper h the number of the pit centerline of and any F th lines Bef uld help defin Bas base on base th The basel or along the baseline s Staked at 10 me Vertical Contro immediate area of the pit A minimum of three bench used Or lines must be established e baseline should be sufficien lines may be needed any excavation takes If the If not When two baselines are run ey are tied together perpendic are not acceptable lines may be located in one side as required sh ter 1 no material be removed fron the nearest road or location of n this 1 the other information the pit place terrain is flat two ular 1 be recorded 25 foot interval al If no bench marks the middl A magneti
278. rtance 6 12 62215242 Gb Si 6 13 62 6 14 6 14 6 14 2 6 15 6 15 2 6153 6 15 4 6 15 5 6 15 6 6 16 6 16 6 16 2 6 16 3 ob Ta Ts 27 Tels t Ed O O UJ Accuracy Neatness Clarity Completeness And Lettering Interpretability 1 1 1 1 4 WWW CO CO CHAPTER 1 00 GENERAL SECTION 1 01 INTRODUCTION Revised 11 01 DEFINITION OF SURVEYING In Su an Su an general surveying is performed to determine the relative location or positioning of points on or near the earth s rface More specifically surveying is the science of making measurements relative to known or assumed datum s d standards and applying the principles of mathematics to measurements to determine existing or future horizontal d vertical position from area magnitude boundaries and extent of land parcels and topographical features Su Jo rveying encompasses the following categories Geodetic Surveys Surveys which establish control networks on a mathematical datum so that measurements will reflect the curved ellipsoidal shape of the earth Land Surveys Surveys which include retracement of existing land ownership boundaries or the creation of new boundaries Engineering Surveys Surveys performed for the location design construction maintenance
279. rument to the tripod with the instrument fastener Never leave an instrument or its tribrach on the tripod without securing either to the tripod Moderate pressure on the instrument fastener screw is sufficient Excessive tightening causes undue pressure on the foot screws and on the tribrach spring plate This can warp the instrument fastener s shifting arm Make sure the tribrach screw or clamp is tight or in the lock position This precaution is especially important when traversing and using tribrachs for forced centering of sights and the Total Station Routine Care a Daily Inspection before making the first set up of the day visually inspect the instrument for cracks bumps and dents Check the machined surfaces and the polished faces of the lenses and mirrors Try the clamps and motions for smooth operation i e absence of binding or gritty sounds Cleaning Frequently clean the instrument externally Any accumulation of dirt and dust can Scratch the machined or polished surfaces and cause friction and sticking in the motions 1 First remove all dust with a camel s hair brush 2 Clean soiled non optical parts with a soft cloth or with a clean chamois 3 Clean the external surfaces of lenses with a fine lens brush Then if necessary use a lens tissue Do not use silicone treated tissues they can damage coated optics Also do not use liqu
280. s With EDM instrument and support equipment properly adjusted and calibrated errors and blunders to watch for are a Incorrect temperature barometric pressure ppm are entered into the instrument Misalignment Misalignmen of the retroprism to the EDM in either the horizontal or vertical ct ct 5x direction meas Recording the dist praci ured tance incorrect can cause an error in the distance tice to have th reading Failure to properly level the inst th of Reflections from Extraneous Object 1 piec Natural and Man Made Obstructions circumstances be within the accuracy specified for that j true even if the line of fences most instrument such som times refl recorder cal This is sight passes through obstructions y 1 back It is a good the trument and or quipment holding the prism CS Under an EDM measurement will trees However ct or interrupt and cause erroneous measurements this occurs only if the object close to the instrument or other such objects can the light rays Usually is relatively Be especially careful of plastic reflectors such as those used on guide marker posts If one of these is in the path of or behind the prism measurements it can and often does When the lin cause erroneous of sight can not
281. s such as along roads and mountain areas om Personal Equipment See that each subordinate possesses or has available required personal safet this ty equipment You must see that employees use equipment as required If an employee refuses to use required equipment do not allow him rest supervisor to work Dismiss him without pay for the of the day Refer the matter to your d Party Equipment See that equipment and supplies are safe to use e New Employees 1 2 3 Show the employ where the Safety Manual first aid kit fire extinguisher safety flares etc is stored Adequately orient and begin training the new employee in required work tasks before allowing him to work alone at individual tasks Appraise the driving abilities of each new employee before allowing the employee to operate a State vehicle NOTE The appropriate Assistant Division Chief is to notify the Party Chief if the new employee has any driving restrictions A B CHAPTER 1 00 GENERAL SECTION 1 05 ACCIDENT INJURY REPORTS Revised 11 01 GENERAL 1 Responsibilities Accidents injuries and work related illnesses shall be promptly and properly reported Party Members Each employee must report any accident to his supervisor b Party Chief Each supervisor must see that reports are correctly prepared an
282. s used as an initial sight for orientation when measuring horizontal angles and directions This term will be used herein instead of the term backsight Usually the azimuth or bearing to the RO is known and the RO is chosen before observations are started A DIRECTION is the value of a clockwise angle between an RO and any other survey point Circle readings of each RO observation are reduced to zero degrees and the directions to the other survey points are computed from this zero point The direct telescope mode will be called simply DIRECT or D and the reverse or inverted mode will be called REVERSE or R in the following discussions The term POSITION is used in two different but closely related ways when referring to direction instruments B 1 SETTING A POS specified telescope is point horizontal c TION is the act of setting a ircle reading while the 2 URNING A POS TION is irect and on ted toward an RO the act of making one observation on each equired or SET OF POSIT revers For urvey point to which a direction is The horizontal circle remains tationary for a given position each new position urned with a direction theodolite are usually grouped by position observations with a direction ONS but is reset Notes for angles
283. s Division s approved room rate list and also has agreed to bill the State directly for room charges The Party Chief will pay the individuals their expens money and will file on xpense account for the survey crew as an entity The Party Chief will follow the following procedures when taking lodging T Ascertain if the establishment is on the approved Plats and Survey Division s approval list and will direct bill the State 2 Show photo ID and copy of Letter of Authorization to desk clerk 3 Inform the clerk that room charges are the only items that are to be shown on invoices and that the crew prior to checking out will pay all other charges 4 Direct the clerk to send invoice to Chief Plats and Surveys Division 707 North Calvert Street Baltimore MD 21203 0717 5 On a weekly basis forward to the Office a completed Accommodation Verification form for comparison to invoices See Figure 1 08 B for an example of this form An employee may stay at a place other than where the crew is lodged for example a relative s home When the employee exercises this option he will be allowed 20 00 per night for lodging A signed receipt must be obtained from the provider and given to the party chief MEAL ALLOWANCE 1 1 The cost of breakfast is reimbursable when an employee in travel status has to leave home on official business 2 or more
284. s occurs the distance calcul stadia in D 100 5 distance formula Hl D vel ce of ate termined simply by and determining the D from the instrument uals 100 times the stadia intercept S sight is inclined d by multiplying the ercept by 100 is greater than the true horizontal The horizontal distance may be found by using the 100 x S x Cos VA where is measured from the horizontal Th Sharp programmable calculator can be determine horizontal distances shou th e us ld e vertical angle VA topo routine in the ed to rapidly the need ever arise CHAPTER 5 00 SURVEYING PROCEDURES SECTION 5 02 ANGLES AND ANGULAR MEASUREMENT GENERAL Revised 11 01 Three dimensions or combinations thereof must be measured to locate an object with reference specifically elevation the design an stations to m Ja Angular differen A horizontal angle is formed by objects in a horizontal plane A vertical objects in a vertical plane total stations measur straight up sighted This is called a distance Units of Angular Measurement horizontal length is formed angle th and angular direction d uses of surveyors easure horizontal and vertical to a known position difference in height This chapter discusses theodolites and total angles Definition An angle is defined as the ce
285. side of the PVC casing until flush with the ground and finish the top 3 Procedure for concret a Dig a hole about and 0 9 m 3 ft e marks 0 25 m 10 inches in diameter deep Make the bottom of the hole larger in diameter than the top Remove all loose material f b Fill the hole wi slightly below g remove entrapped air Finish the top stamped disk in covers the edge 4 Procedure for drilled a Using a rock dri hole in the top larger than the goggles while dr rom the bottom of the hole th concrete until flush or rade rodding the concrete to ith a small trowel and set the the top Be sure that concrete slightly to prevent vandalism marks ll or hand drill drill a small of the concrete or rock slightly stem of the disk Wear safety illing and chipping b Chip a circle ar disk to allow th any debris from C Fill the hole wi 50 cement and 5 underside of the d Place the shank the mark firmly mortar around th This prevents va MARK DESCRIPTIONS General Marks must be we ound the hole the diameter of the e disk to be counter sunk Remove the hole and recess th clean water Mix a ratio of 0 sand mix in the hole Fill the disk with mortar into the drilled hole and press into place Tap the disk gently to remove any entrapped air Work the excess e disk to cover the outer edg ndalism ll descri
286. ss sections elevations and profile data obtained In order to provide a terrain edit check in connection with the reduction of survey notes by electronic data processing an Elevation Difference designated ED shall be noted under stations listing This Elevation Difference expressed in even ters feet represents the maximum elevation difference mei bet tween consecutive rod readings and is the rod differential which if exceeded would definitely represent an erroneous reading A quick glance at the completed notes for each station listing should be sufficient to estimate this difference See Figure 6 03 A series for examples of note taking NOTES SECTION PROGRAM Ta General The section program was developed to allow the recording of conventional cross section data on the Paravant data collector The data is recorded in a standard ASC format which may be edited on any text editor Loading the section program on the paravant Place the floppy disk in the portable disk drive From the dos prompt type COPY D SECT EXE A and press the ENTER key This will copy the program to the ramcard The path command has already been set to find the program from any drive so the program can be run from the A 6 3 3 ee le LLiLe C i EPA pe epee e i pes Fein asd X Sedriows x
287. ssing the ON OFF key lower left hand corner T key which is N arrows keys ess RUN which DULE and press the upper left IHE INSTRUMENT M UST BE IN THIS L T MES WHEN RUNNING PREC SE LEVELS Se Key show ft the The Press RUN meas Page to UN or m the RUN YES key urements SET key instrumen to take per shot t the instrument to record in meters then page to CONFIG and press the T and press the RUN YES key for feet or meters Pag Press the SET RUN YES key the screen will e to m and press then page to SET MEASURE and press t is now asking how ALWAYS many TAKE 5 MEAS Press the Se point two A S Make two total total UREMENTS and the oth 5 key an able poin distance from distance from PER SHOT WHEN RUNNING PREC SE LEVELS d then the RUN key ts 45 meters apart er B marks on line between A and B A B lst position 2nd position an Designate one a mark 1 3 the d a mark 1 3 the Set th Press page to CHECK an screen will now now ready t the RED measurem the PROGRAM d eni The instrument i B Point the in key DJUST and press show MEAS Al B X A a measuremen A tak strument at button press the RED measurement button position position point A
288. st models in the The measured distance of activated arc is then decoded and displayed as degrees minutes Division s inventory standard deviation of a direct and reversed of 37 Adjustments Total S high precision instru laboratory Instrument under all types of are transported in tr ments 5 tmospheric conditions tations and theodolites are Unlike high precision they are used outdoors They over all types ucks and vans or terrain and expected to function perfectly every time they are attached to a tripod Fortunately surveying instruments have adjustment screws that allow the user to make field adjustments when necessary Details of instrument construction vary with manufacturers and with different models from the same manufacturer but the desired features are th same The following is a list of conditions that must be fulfilled 1 The vertical axis must be perpendicular to the bubble axis so as to have the vertical axis truly vertical when the bubble is centered 2 The line of sight must be perpendicular to the horizontal axis so that the line of sight revolves in a vertical plane rather than along a conical surface 3 The horizontal axis must be perpendicular to the vertical axis so that the horizontal axis is parallel with the bubble axis and the line of sight passes through
289. t f the se in the you must it for animals c and into the instrument can t Heat closed es can ight and lens ent only make adjustments when results are poor or Test freq is required uently Check optical plummets every three months or before calibration on the EDM range ustment from bumps or jars do go o Frequen tripods ut of adj tly check because t Only at in Sect Total S tempt thos ion 2 05 tations The the condition and adjust hey directly affect accu which are d e adjustments DO NOT field strip AUTOMATIC LEVELS SELF LEVELING y can and ment of racy listed ismantle Automatic levels are the standard leveling instrument used on MD SHA survey parties These levels are fast accurate and easy to maintain Proper care is required to ensure continuous service and required precision DO NOT disassemble them in the field Only attempt those adjustments set forth in Section 2 04 Review the previously stated guidelines for care of total stations These guidelines are also generally true for the proper care of pendulum levels except that levels may be shouldered Additional guidelines are Tos Do NOT spin automatic levels this can adversely affect the compensatory 2 Protect the level from dust Dust or foreign matter inside the scope can cause the c
290. t I speak to a Sx Do not make any personal local and long distance Be especially aware of are for the conduct of State business lephone calls always Surveys Charles Streeter in this manner This is Leroy te Highway Administration may toll calls that will be charged to the State MOBILE RADIO SYSTEM dies General The Federal Communications Commission FCC has licensed the Administration to operate a short wave radio system This prime system consists of approximately 70 base stations and hundre ds of mobile units Mobile units include radio equipped vehicles and portable Walkie It is classified as a mobile radio Talkie radios system In additio statewide microwave prime system Channel Assignments assigned a single c group of five chann throughout the Stat interference is min as follows n the Administration operates a system to extend the range of the The Engineering Districts are hannel frequency from a statewide els The assignment of channels e is made so inter district radio imized The channels are assigned Channel Frequency Assigned To 1 47 32 Headquarters 2 47 26 Bridge Remedial Traffic 3 47 40 District 1 4 47 14 District 2 5 47 20 District 3 6 47 10 District 6 7 47 12 District 7 8 47 02 District 5 All shops and mobil communications duri Mobile Un
291. t regardless of the precision of the observations Responsibility of Field Personnel Although this manual contains many guidelines and standards the ultimate responsibility for providing surveys that fulfill desired accuracies remains with field personnel To meet this responsibility the Party Chief and his assistants must understand errors including a The various sources of errors lo The effect of possible errors upon each observation each measurement and the entire survey Economical procedures which will eliminate or minimize errors and result in surveys of desired accuracies Scope The sections covering errors in this chap are primarily concerned with definitions and the ECT theory of errors Refer to the various procedural chapters such as Chapter 5 Surveying Procedures for a discussion of the specific errors which occur and methods used to minimize them BLUNDERS Ez Definition A blunder also called a mistake is the an unpredictable human mistake It is not an error C although a small blunder may remain undetected and have the sam ffect as an error Examples of blunders are a Ps Transposition of two numbers Neglecting to level an instrument Misplacing the decimal point Misunderstanding a callout to be 7 when it is ELM Cause and Prevention Blunders are caused b
292. t figures according to 1 and 2 above Zeros should be used only to indicate a true zero value or for locating the decimal place Extra zeros are to be avoided Exception When the number is less than one one zero should be placed to the left of the decimal point 0 21 Extra zeros cause confusion For example if a value were recorded as 29 0 when it really was 29 those that use this value will receive the misconception that the precision is three significant figures Conversely if a value were actually measured as 85 00 do not omit any significant figures State the value as 85 00 not 85 so those using this value will realize it was determined to the nearest 100th rather than to the nearest whole number A B CHAPTER 4 00 ERRORS AND CLASSIFICATIONS OF ACCURACY SECTION 4 02 ERRORS DEFINITION TYPES AND SOURCES Revised 11 01 GENERAL Likelihood of Error Statistically speaking field observations and the resulting measurements are NEVER exact Any observation can contain various types errors Often errors are known and can be eliminated by applying appropriate corrections But even after all known errors are eliminated a measurement will still be in error by some unknown value of Usually the greater the precision used in making the observations the less the magnitude of the unknown error But a measurement is never exac
293. t moved ALWAYS use fixed sights when traversing d Be sure that the line of sight is clear of all obstructions be at least 0 3 m 1 ft Avoid traverse angle measurements under poor conditions such as when refraction is excessive On very sunny days ground level sights are not advisable Pointing 1 2 Tangent Screw Us When sighting an object always make the last turn of the tangent Screw clockwise This clockwise movement increases the tension on a small spring which is loaded against the tangent screw A final turn counterclockwise releases tension and the spring can temporarily hang up in the heads A backlash error results if the Spring moves after final pointing is made Cross Hair Use Consistency Sight each object with the same part of the cross hair preferably near the center of the field of view This practice will minimize small residual adjustment errors This procedure is a must for traverse work Techniqu Experiments have proved that the human eye can estimate the center of a wide object more accurately than it can line up two objects For this reason different pointing techniques should be used The de Natural a Narrow sights target technique depends on the apparent size of telescope the type of sigh the sight in the Sights When pointing on narr such as the center of a red a or a distant range pole
294. t requires that survey vehicles be kept clean and orderly and in a sanitary condition CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 03 SURVEY PARTY EQUIPMENT Revised 11 01 GENERAL This section lists the equipment tools and material required for a basic 4 Man survey party The list may be modified when a party performs different phases of surveying different jobs or is away from a source of supply ROUTINE NEEDS Ta Equipment a Instruments total station instrument automatic level 3 optical plummet tribrachs electronic data collector floppy disk drive printer calculator voltmeter barometer thermometer magnetic locator compass right angle prism EDM reflectors 3 standard reflectors 2 mini peanut reflectors 1 standard reflector holder GA Range poles 2 telescoping prism poles 6 standard 8 foot range poles ds Level Rods San Francisco Frisco rod fiberglass 25 ft Tapes 200 steel tape 100 steel tape 2 100 fiberglass cloth tape 1 12 pocket tape engineers 6 folding rule engineers Radios 1 vehicle radio 3 portable radios Miscellaneous Equipment 3 tripod extension leg 5 plumb bob with sheath 5 lock level with sheath 6 batteries portable radio 5 canvas pouches 1 stake bag 1
295. t responsibilities of all survey party members Some of these responsibilities are Ta Use of seat belts by all 2 Use of defensive driving techniques 3 Observance of all State and local vehicle regulations 4 Operation within the physical and mechanical limitations of the vehicle 5 Prevention of vehicle abuse In addition to the above the Party Chief is responsible for appointing capable and qualified drivers and training party members in safe vehicle operation Promptly report all accidents work damage and traffic citations to your Party Chief The Party Chief will then forward the information to his supervisor SAFETY If you drive State vehicles you must learn and heed the vehicular safety instructions in Chapter V of the Safety Manual A survey truck driver has added responsibilities and has a harder job than the driver of sedans or pickups He must control a larger vehicle under conditions of all around visibility MISUSE Misuse of a State owned vehicle includes the following Tx When driven or used otherwise than in the conduct of State business Carrying in the vehicle any persons other than those directly involved with official State business except with approval of the employee s immediate supervisor for each trip 32 State Highway Administration also regards the following as misuse of state owned vehicles a Nonco
296. t work 6 months before they may use Annual Leave at which time 5 days will be available Employees requesting approval of annual leave for up to one day should notify one of the Assistant Division Chiefs or the Field Coordinator prior to 12 noon of the previous work shift Employees desiring leave greater than one day should request approval from one of the Assistant Division Chiefs or the Field Coordinator prior to 12 noon on Wednesday of the week preceding the requested leav An employee requesting leave must verify its approval This will be done by the employee informing the Party Chief of the requested leave and having the Party Chief recommend approval by initialing the leave form prior to its submittal to the office The Party Chief will then call the office no less than three 3 working days prior to the requested leave to verify the leave has been approved This will also assure that the employee s written request has been received and approved at the office and appropriate work assignments can be made PERSONAL LEAVE All permanent employees are given 6 Personal Leave days which they may use any time during that calendar year without prior written approval after proper notification to their supervisor Proper notification is notifying the immediat supervisor up to 1 2 hour after the normal starting time on the day on which Personal Leave is to be taken
297. te a series of points LAN set the assigned numbers of these points ints Intersect Routine PIT numbers that define the R W Use the number assigned to combination with the shed in Step 3 to define Line 2 Intersect and note assigned intersection numbers 5 Inverse betw n th in using the Note distances in occupied station and the tersection points established in Step 4 Inverse Bearing Routine IBR between occupied station and tersection points 6 Use recorded angles from Step 2 and inverse distances from Step 5 to set R W stakes B COMPASSES 1 Features Th ssential features of compasses used by surveyors are a A compass box with a circle graduated from zero degrees to 90 in both directions from the north and south points b A line of sight along the south north points of the compass box C4 A magnetic needle When the line of sight is pointed in a given direction the compass needle gives the magnetic bearing 2 The pocket compass is the type issued to Division crews This is generally held in the hand and bearings observed It is used on Metes and Bounds surveys to trace property lines and on Global Positioning Systems GPS reconnaissance surveys where the bearing and distance to all obstructions extending 20 degrees above the horizon must be noted It sho
298. tems was developed by the National Geodetic Survey NGS Legislation establishing the system was enacted in 1957 and amended in 1987 The statutes are included in Article 91 Surveyor and State Survey of the Annotated Code of Maryland under Sections 19 20 and 21 Surveyors should be familiar with these statutes because they define the MSPCS and provide for its use 3 Benefits The MSPCS fulfills several needs Among these are a Provides a means by which geodetic values of monumented points can be used for plane surveying b Permits plane surveying over large areas without introducing significant error Establishes a single reference system for all surveys in an area Thus it provides a positive mathematical relationship between contiguous projects regardless of elapsed time between th projects d Establishes a uniform computational base e Provides a lasting reference system This makes retracement surveys less costly By Provides a positive mathematical base for locating and describing property boundaries g Facilities the establishment of Geographic Information Systems GIS C DESCRIPTION OF THE GRID 15 Geometry The MSPCS consists of one plane rectangular coordinate system The system is represented by two sets of parallel straight lines which intersect at right angles See Figure 3 03 A The network thus formed is termed a grid
299. ter off a bench or other survey points i If possible leave a wet rod uncovered and extended until it dries When not in use store rods in protective cases and in a dry place Do not store rods where other equipment can hit or abrade them Store the rods either vertically or horizontally with at least 3 point support Periodically check all screws and hardware for snugness and for operation Frisco Rod These rods are sturdy but abuse and lack of care will take a toll in lost time and accuracy Protective practices for a Frisco include a When the rod is being extended fully gradually ease the two sections apart until the stops are engaged not until they collide Only tighten the knurled knob clamp to a snug condition Carry an extended rod with a wooden side down to minimize whip When walking adjacent to traffic lanes be careful to carry a rod parallel with the roadway Do not swing a rod into a traffic lane As needed clean and re coat the tape face with clear polyurethane Geodetic Rod These of rods are precisely made and standardized Extra care is required to retain this precision a Store by matched pairs in a dust tight water tight box with full rod support on all sides and at the ends Do not use in rain or dust Carry parallel with the ground Also alternately carry it face up and face down to equalize wei
300. ter the bubble approximately I Perform final leveling and centering with the plate bubble and the leveling screws Centering is accomplished by shifting the instrument on the tripod head When centering do not rotate the instrument on the tripod head If the head is not level rotation will move the instrument out of evel Horizontal Angle Measurement Single Single measurements for angles should only be used for stadia and data collection Traversing metes and bounds or other surveys of higher precision require multiple measurements of an angle a The instrument is set up and centered over a point carefully leveled and the telescop checked for parallax b The telescope is pointed at the backsight and the vertical cross hair centered on the target instrument will read 0 degrees 00 min 00 sec 5 2 4 Gh The upper horizontal clamp is loosened and the instrument is then rotated about its vertical axis and pointed to the foresight The upper clamp is tightened and the cross hair is precisely centered on the target using the upper tangent screw e The horizontal angle that is displayed is noted and recorded Horizontal Angles Measurement Multiple The DIRECTION METHOD is the fastest most accurate and most efficient method for making multiple measurements of
301. the first fuels for State vehicles on Purchase fuels from commercial vendors is not reasonably aving on a trip th Maintenan or more of fu ce maintenance by only at el a State vehicle is filled at a State bulk fuel facility 2 Oil Changes and Lubrications Whenever possible be performed at a State facility Save on the cost filters employee doing utine maintenance to This will of petroleum products and In addition it will enable the the work to inspect for arrange for ro vehicle problems or additional preventive maintenance needs Outside Sources Fuel facili Credit Card islands of commercial used whenever availabl Self servic ties must b Qu Usage In recent years the State has been using a mul maximum flexibility for State employ ti company credit card This card provides S when petroleum products and vehicular parts and services must be obtained from private vendors card observe the following precautions Ch th Sh a ecks proprietor might eck for acceptanc Ch at honor the card are Exxon ell and Chevron When using this credit for Card Acceptance Among the companies Amoco Texaco However an individual station not accept the credit card before delivery of products or service is begun Fu Sta Sta els Gasoline may be purchased without res
302. the reading in degrees minutes and seconds separated by spaces or dashes You may enter either th direct or reverse reading at this time Et the collector in connected to the total station press ENTER to collect the data electronically 9 INVERT TELESCOPE and ZEN 2 will displayed 615 9 Flop the scope and enter the reading Press 1 2 3 4 2 6 7 ENTER for data collection From the routine EDM DISTANCE Press ENTER for distance Enter th Enter main menu gt Y 10 The mean reading and RECORD gt Y will be displayed Press ENTER to record the data 11 TAKE ANOTHER SET TO THE SAME TARGET gt Y will be displayed Press ENTER to repeat the measurement or N to stop Distances EDM and taped distances be recorded using this routine Press D to begin the will be displayed DM distance or N for a taped observers initials the instrument used Enter the occupied point number Enter the Foresight point number Entering distances a EDM DISTANCE If a zenith angle has been ntered between th points that data will be displayed CHANGE INSTRUMENT HEIGHTS gt will be displayed Press ENTER if the data shown is correct Otherwise Enter Y and key in the correct values Enter the slope distance in
303. transferred Covenant When used in deeds restrictions imposed on the grantee as to the use of land conveyed Crown The sovereign power in a monarchy Cut bank The water washed and relatively permanent elevation or acclivity which separates the bed of a river from its adjacent upland Decree A judgment by the court in a legal proceeding Dedication An appropriation of land to some public use made by the owner and accepted for such use by or on behalf of the public Deed Evidence in writing of the transfer of real property A2 Deed of trust An instrument taking the place of a mortgage by which the legal title to real property is placed in one or more trustees to secure repayment of a sum of money Demurrer In legal pleading the formal mode of disputing the sufficiency of the pleading of the other side Devise A gift of real property by the last will and testament of the donor Easement The right which the public an individual or individuals have in the lands of another Egress The right or permission to go out from a place right of exit Eminent domain The right or power of government or certain other agencies to take private property for public use on payment of just compensation to the owner Encroachment An obstruction which intrudes upon the land of another The gradual stealthy illegal acquisition of property Encumbrance Any burden or claim on property such as a mortgage or delinque
304. tric leveling is sufficient for much of our work Factors accuracy are 1 and 2 HI S produ eleva Measu compa 3 Ear ear m Zenit error th trigon inaccu Total Stat that results from ces a direci ELON th th th 0 will e s The major ca ome rate HI re HI Curval source of error curval an accuracy of 3 mm elevation 70 Angl Th lope distance det which determine use of error in tric vertical measurement is that of termination at both the the the tion and CWO 0 01 distance shoul ee Th Procedures are written for the Topcon GTS 3B Total Station Procedures may differ for other instrument instrumen 1 a ES When coming off a known elevat mark the elevation of the sel trigonometric How Computed target ture and Refrac over long ture and refrac ld be The net error HI measurements error in the difference in 5 with a precision that is tible with zenith angle precision The main ces is To maintain fference in ited to 200 tion distan tion ft di lim leveling procedure tion benc tup point ffect of the zenith angle depend on the size of the angle S h is determined by the following equation Grd Elev Wh m he th Di di th an ne is Inst BM ere PH
305. trictions for State vehicles te bulk fuel as long as a facility is not accessible Employee Responsibilities Each operator of a te vehicle must help assure proper credit card usage through the following actions 1 Determine if the vendor accepts the credit card befor delivery of supplies and or services begins 2 Ensure that the charge ticket shows all pertinent information such as price per gallon V number of gallons total cost and hicl lic nse number 3 4 Protect the each usage the vehicle card by returning the card to the proper storage place in after Use the credit card only for the particular vehicle that the card is assigned Cash Purchases If products or services cannot be obtained through the credit card the employee may pay cash Reimbursement is through a Employee Expense Statement SHA 30 502 L PREVENTIVE MAINTENANCE PROGRAM 1 4 General The State s preventive maintenance guidelines are to be followed in servicing and maintaining passenger cars station wagons vans pickups and all other trucks or transportation type vehicles equipped with speedometer or odometer and serviced on a mileage sequenc Purpose To minimize wear and damage and to avoid mechanical failure attributed to lack of service and maintenance at proper intervals To increase performance and production prolong useful life of equipment increase av
306. tronic digital level is a new technology instrument using image processing and bar code rods to perform the task observer from of leveling This technology relieves th actually reading numbers from the level rod or staff To take a measurement all the observer does is level the instrument point it at a bar code rod focus and press the measure button The level does the rest resulting in an elevation and a distance to the rod Although the measurements can be collected directly to an on board recording module the Plats and Surveys Division currently uses a Paravant hand held data collector and the National Geodetic Surveys VERREC program Please refer to Section 4 03 for specifications for geodetic leveling GEODETIC LEVELING DEFINITIONS Backward running Leveling in the reverse direction the line of levels will be computed Collimation check The process of determining the difference between th truly level line line of sight and Forward running Leveling in the direction the line of levels will be computed Imbalance The backsight distance minus the foresight distance Rod constant For rods with 2 scales the difference between the 2 scales Section A leveling run between 2 bench marks Tie Checking the elevation difference between two published bench marks within th toleranc
307. tronic distance measuring leveling and GPS instruments in field survey operations b Supervise the survey party in the absence of the Party Chief Ci Maintain and check the survey instruments to ensure proper operating condition and accuracy d Record notes pertaining to the measurements taken by the various survey instruments and other miscellaneous notes as the Party Chief may direct e Assist the Party Chief in the computation of survey data f Assist the Party Chief in the review of project data prior to the beginning of field surveys g Review the survey notes recorded by the Party Chief at the completion of a project Di Train lower level party members in the operation of surveying instruments Rodmen The Rodmen on a survey crew has the responsibility to a Operate supporting electronic distance measuring equipment such as prisms tribrachs and prism poles during field surveys Obtain precise measurements by using steel tapes Clear lines of sight Maintain and clean survey equipment such as tapes rods sighting equipment hand tools etc Perform other duties as directed by the Party Chief and Instrument Man CHAPTER 1 00 GENERAL SECTION 1 03 PUBLIC AND INTERNAL RELATIONS Revised 11 01 A GENERAL Ta Importance Public relations is one of the more important duties of the surveyor This is especially true for surveyors who enter private pro wide variety of situations encount
308. trument is operat cone d Allow the EDM recording the distance has settled especially day and in e During hot weather possible EDM in the shade Refer to Chapter 2 for El care and for technical data on the Use of EDMs El the El shade the El ture and pressure input into the EDM DM to assure that ting in the center of its light compute the the to cycle several times before Make sure the instrument into a measurement true for the first measurement of the cold weather This is DM whenever When it is not being used place the measurements over 30 m 100 ft Planning EDM instruments have m in surveying procedures and methods requir changes surveys progress so rapidly they The surveyor cannot think the next point he must consider th Planning and reconn planning EDM surveys planning and reconn aissanc Regardless of aissance DM adjustment DMs must be used for all 100 ft used for shorter distances if con Steel tapes may be used for measu in lengt calibration Division s EDMs traverse th and may be ditions warrant rements and less than 30 m ade revolutionary Field just ntir int th ar the quality of the Party Chief can nsiv in terms of survey keys to efficient the survey s To organize and pl
309. twork much of this work has b SHA s Plats and S budget problems LOCAL DATUMS to state and local agencies Division should be contacted if any geodetic bench marks are in danger of being destroyed Due to gated urveys n del Prior to the conception of large interrelated engineering projects such as our complex highway system a large network of related bench marks was not needed Therefore many local datums were established refer somet red to as assumed datums hing other than NAVD 88 These dat Often these datums are ums are based on CHAPTER 3 00 SURVEY DATUMS AND STATE PLANE COORDINATE SYSTEMS SECTION 3 03 STATE PLANE COORDINATE SYSTEMS Revised 11 01 POLICY Surveys performed by the Maryland Department of Transportation shall be on the Maryland State Plane Coordinate System MSPCS GENERAL All engineering personnel should have a basic understanding of the MSPCS This section provides a brief explanation of the system Additional study materials are available in many other publications such as surveying textbooks and NGS publications Ts Definition The MSPCS is a system of plane rectangular coordinates that has been established by Maryland statutes for defining and stating the positions of points on the surface of the earth within the State of Maryland 2 Origin The MSPCS as with all other state coordinate Sys
310. uld also be used to place an approximate bearing on baselines used in borrow pit surveys C HAND LEVEL A basic instrument used on survey crews is the hand Locke level It consists of a spirit bubble and sighting horizontal wire held in a telescope having zero or 2x magnification Low cost hand levels generally have a sighting chamber with no optics and only a horizontal cross hair and mirror to show the bubble image on the wire Sights are considered level when the bubble is centered on the wire Low powered optics are often dis tance of operation introduced in the hand level to extend the Generally unaided sights are used up to 30 feet and optic assisted sigh These instruments are usually used in cross seci taping operations periodically and adjusted when necessary sig ts to 70 feet tion and Hand levels should be tested TRIPODS Standardization by instrument manufacturers has created a need for only two types of surveyor s tripods European and American Ts European This tripod has a 5 8 diameter X 11 threads per inch instrument fastener which secures the instrument to the of the fastener is approximately 1 1 2 European design t tripod head at This gives greater stability the standard tripod for American The American fastening instruments diameter with eight threads per inch are now supplied in th tripods tripods have a wide frame design
311. ults should be quoted in terms that are commensurate with the precision used to attain the results Similarly all surveys must be 4 1 1 performed with a precision which ensures that the desired accuracy is attained However surveys performed to a precision which excessively exceeds the requirements is costly and should be avoided In other words Do not over survey SIGNIFICANT FIGURES The significant figures of a numerical value are those digits which are known plus one doubtful digit following the known digits Zeros which are used merely to locate the decimal point are not significant figures For example the number 5 630 have three significant figures digits 5 6 and 3 Digits 5 and 6 are known and digit 3 is the one doubtful digit Digit 3 is doubtful because the exact value of the example could be any value between 5 625 and 5 635 The zero is not a significant figure in this case because it is assumed that it merely locates the decimal point Other examples are Numerical Significant Value Figures 49 2 1 600 2 1284 4 0 21 2 00 000213 3 129 85 5 11 00 4 10 000 0001 9 5 280 ft mi infinite Generally in such cases the zeros merely place the decimal point Thus they are not significant figures However if they indicate a true zero value they are significant and should be counted as such In this example if
312. ur set the corresponding PPM corr Switch the EDMI to the metric the readout for horizontal dis Step 4 Measure the distance ctly over the 0 e and pressure and ection in the EDMI measuring mode and tances to the 0 meter monument ten times and compute Step 5 Measure the distance the mean to the 430 meter monument ten times and compute Step 6 Add the two mean dist Subtract the published distanc The result is twice the offset Step 7 If necessary change constant and repeat steps 1 th Step 8 Move 430 meter setup monument and measure this dist 2 5 11 the mean ances together e from this value error the instrument rough 6 to check to the 1400 meter ance ten times Step 9 Move the instrument to the 430 meter monument and measure the distance to the O meter point ten times Step 10 Measure the distance to the 1400 meter monument ten times Step 11 Move the instrument to the 1400 meter monument and measure the distance to the 0 meter monument ten times Evaluate all of the measurements taken to see if they agree with Stated accuracy the published distance within the of the instrument CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 06 TAPES Revised 11 01 GENERAL Surveyor s tapes are available in various lengths of diff
313. urning th dges when sharpening this destroys the temper Store in protective cases and in safe positions Do not store them in the passenger areas of vehicles 3 Driving Tools Replace or repair a driving tool which is burred or fractured on any part of the driving or striking face Many surveyors have been injured by shrapnel from gads and sledges which had ragged edges 4 Tool Handles Keep all handles firmly secured in or to all cutting and driving tools Crooked or warped handles can cause injury as well as mis hitting and damage to the tool Promptly replace such handles and those that are cracked or broken Only install handles that are made for each particular type of tool When installing make certain the handle is symmetrical with the head or the bit of the tool EQUIPMENT STORAGE IN VEHICLES The care organization and general housekeeping of a vehicle generally are good indications of the attitude of the entire party Keep the cab and passenger compartments free of unnecessary clutter and equipment Store all equipment in designated places in compartments Any equipment or material stored in the passenger compartment should be neatly and firmly secured A good rule to follow is A place for everything and everything in its place Loose equipment and tools and general clutter are safety hazards The Occupational Safety and Health Ac
314. ursor GrHT a number and the cursor ter a ground height of 0 0000 and press RUN Take a back sight on the backsight and enter the rod reading 100 000 right into VERREC EX 0 82720 enter 08272 To read the stadia 100 0 move the decimal 5 places to the f the rod reading is page down and enter the distance move the decimal 2 places to the right into Save ENDIN Af entered type E to end 1 VERREC EX is 21 34 enter Backsight Elevation Distance Foresight Elevation Distance Temp Top Skip Temp Y G A SECTION f the distance is 1 89 enter 0189 213 if it 4 ter the rod reading 100 000 ter the stadia distance 100 ter the rod reading 100 000 ter the stadia distance 100 Hit ENTER Hit ENTER leveling NOTE ter the final rod reading on the closing bench mark is CAP LOCKS MUST BE ON If you go to the next Setup and VERREC is asking for the next rod reading you will not be able to enter E You must first enter F1 to go back to the last Setup then enter E VERREC will now show End Section N type Y and press enter Ending Information SSN Enter the survey Point Number Desig Enter the bench mark designation Temp Enter the temperature in degrees Fahrenheit 10 Ex 810 for 81 degrees W
315. urteously and promptly If unanswerable quest arise the contact person should the answers and personally relay the property owner or tenant Documentation All verbal conta should be recorded Direct Mail Contact Contacts may be if personal contact is impractical ions obtain them to Cts by mail Include in such letters the same information which would be given during a personal contact tion to Entry When a property owner t objects to entry DO NOT ENTER as that Or property owner claims actual or antic ipated e or interference after a survey has begun immediately leave the property The appropriate Assis notif Direc Party 1 2 3 tant Division Chief must be immediat ied so that action is taken as detail tive 5652 1 1 Conduct Conduct operations in a manner that w create ill feelings with property own tenants ly ed in ill not ers or Guard against any cause for complaint Tone down oral communications in popu areas lated Property Care 1 2 3 4 2 6 Survey Met which will hod Choose the survey method have the least effect on the land Stake Location Place stakes and other markers where there is little likelihood of creating a hazard Property Rehabilitation As much as possible that exist damage fi leave the
316. urvilinear features C16 a Shoot the P C of the arc b Select Command enter 15 d Shoot the mid point of the arc Shoot the fi Continue collecting the line string It is possible to collect a perfectly round object such as a swimming pool using the C14 and C15 codes Proceed as follows a Enter C14 feature code figure number and starting point number Ios Shoot the first point C Enter C15 d Take a shot 1 4 of the way around the object e Take a shot 1 2 of the way around the object Es Enter C15 g Take a shot 3 4 of the way around the object 1595 14 h Enter C17 and recover the starting point Collecting Curvilinear Topography C16 This code is used to locate curved line strings with radii of 60 meters 200 ft or more Examples of these would be edge of paved road edge of paved shoulder etc a Select Command enter 16 b Enter the feature code figure number and starting point number Select Measurement and shoot the points that make up the curve string Recovery Shot C17 Once a point has been shot the point can be used again in either a linear or curvilinear feature This is useful for connecting different line strings together such as connecting the bottom of a ditch to a pipe invert shot that was already collected or closing a closed figure such as a building or headwall a Select
317. using leveling rods without detailed calibration 9 The maximum section misclosure between th forward and backward running shall not exceed 6mm times the square root of the one way distance in kilometers 10 The maximum loop misclosure shall not exceed 6 mm times the square root of the distance in kilometers b Third order The maximum section misclosure shall note exceed 12 mm distance in kilomet Traverse All traverse shall minimum specifications for cl times the square root of the ters 0 05 ft x A miles conform to the following lass A surveys as defined by The American Land Title Association Number of replications 2D 2R Spread from mean not to exceed 5 Azimuth closure not to exceed TOW 9 Where S is the number of stations where angles were measured Linear misclosure not to exceed 315 000 Minimum distance between stations 81m 265 ft Global Positioning Surveys a B order positional misclosure not to exceed 1 000 000 b lst order positional misclosure not to exceed 1 100 000 CHAPTER 5 00 SURVEYING PROCEDURES SECTION 5 01 LINEAR MEASUREMENT Revised 11 01 GENERAL This section covers three methods of obtaining linear measurement taping Electronic Distant Measurement EDM and stadia Definitions Ts An OBSERVATION is a single unadjusted determination of a linear value A single pull of a tape and a single
318. ve The CMT built in rechargeable batteries the first time Disk its hinged While working in a hostile the cover to protect Under normal operating swing the cover under the CMT to prop it up che Drive has Before using it for fully recharge your CMT by connecting it to a plugged in Paravant charger for 10 hours You may keep the recharger plugged into a wall outlet while operating very low it is connected RAMCARD BATTERIES d General Th be recharged enough power the CMT However the unit will not operate properly to the wall outlet if the batteries are even if lithium battery used on a RamCard cannot it must be replaced It will provide to assure data retention for 8 months to 3 years depending on the memory capacity of the RamCard However if the Ramcard is inserted into your computer while it is turned on the RamCard is powered by the RHC 44 main battery this will extend the life of the lithium battery The computer will periodically scan the RamCard slots to determine if one of them contains a RamCard with a low battery You will then have the option either of continuing to receive the message or of turning the message off 2 Replacement If you insert the RamCard into the computer with the system ON so the main battery provides power to the RamCard it is possible to replace the lithium battery without
319. vey projects e Develops and maintains CADD data storage and retrieval systems d Manages and supervises the CADD Systems Team e Manages assesses and makes recommendations to the Division Chief on acquisition of computer hardware and software needs of the Division I Develops and manages the Division s CADD programming and training needs and CADD support consultant contracts g Develops policies and procedures for geodetic control and topographic mapping Represents the Division Chief at meetings within SHA and with other federal state and local agencies Provide administrative functions and support for the Topographic Mapping Team the Geodetic Control Team and the CADD Systems Team Assistant Division Chief Production Supervises and coordinates th ngineering and administrative operations of the Production Survey Section and has the responsibility to a Assure that a dynamic effective training and the Surveys Section pursues safety program b Review requests plan and schedule field surveys in cooperation with other Divisions See Figure 1 02 B om Oversee all field survey work for planning and design surveys metes and bounds surveys and construction surveys d Prepare time and cost estimates for field surveys e Review and approve employees expense statements time reports mileage reports and
320. ving head together and position the rod vertically in the center of the hole Using a rock drill drive the rod down until almost flush with the surface d Remove the driving head and add another section of rod and the driving head on top e Repeat steps c and d until very little movement is attained while driving The mark can then be considered at refusal f Attempt to twist the mark in a clockwise direction If the mark turns easily and does not Spring back it is not properly anchored in the Soil This is typical if the mark reaches refusal after a short distance less than 8 meters If this is the case fill in the hole and pick another location or set a concrete mark here g Cut the rod off about 50 mm 2 inches below the surface of the ground Using a portable grinder grind the top until it is rounded or bullet shaped h Center punch the rod on the top i Push the grease filled sleeve over the mark until the top of the rod sticks out above the sleev about 25 mm 1 inch j Fill the hole 2 3 full with coarse sand k Set the logo cap and pvc casing over the mark and level with the ground Be sure there is about 25 mm clearance between the cap and the top of the rod Place additional sand inside the casing if necessary until the sand is about 25 mm below the top of the grease filled sleev l Place concrete around the out
321. y carelessness misunderstanding confusion or poor judgment lertness al B procedures such as a They are avoided for the most part by common sense and good judgment lunders are detected and eliminated by using proper Making independent check observations and measurements Checking each recorded and calculated value Checking the mathematical closure of each survey using data recorded in Field Survey Book or in the Data Collector DO NOT USE PEG BOOK All blunders must be eliminated prior to correcting and adjust ERRORS Ts ting a survey for errors Definition of Error Error is the difference after blunders have been eliminated between a measured or calcul establ lated value of a quantity and the true or lished value of the quantity Types of Errors Errors are of two general types Systematic and accidental a 1 2 Systematic Error Definition A systematic error is an error which will always have the same magnitude and same algebraic sign under the sam conditions Causes In most cases systematic errors are 3 4 5 caused by physical and natural conditions that vary in accordance with fixed mathematical or physical laws However some result from the observer s personal observing habits his tendency to react mentally and physically in the same way under similar conditions Effect A syst
322. y Section Party Chiefs who are required to secure overnight lodging because of out of town status NITIAL TRAVEL DAY Travel Distance from Residence to Arrival Time on Job Job Site Up to 150 miles no later than 8 00 miles to 175 miles no later than 8 30 51 176 miles to 200 miles no later than 9 00 a m Any mileage greater than 200 miles per 25 miles add 30 minutes DEPARTURE DAY Travel Distance from Job Site to Departure Time from Residence Job Site Up to 150 miles 151 miles to 175 miles 176 mil to 200 mile Any mileage greater than 200 nutes per 25 miles miles subtract 30 The travel distance and Arrival Time Departure Time that the Party Chief will use for the Initial and Departure Days will be assigned when the survey crew receives the project assignments All other assignments shall be carried out between the hours of 7 00 a m and 4 00 p m except when a change is authorized by the Division Chief or Assistant Division Chief D LODGING 1 8 2 When the job site is 60 miles or more from the Party Chief s residence the Party Chief will secure lodging and take meal allowances for himself and those members of his crew who reside 60 or more miles from the job site Lodging will only be taken at a motel hotel that is on the Plats and Survey
323. y be established quicker than two Stable TPs For both setups the difference in elevation of the two TPs is figures by the notekeeper If the difference is more than 1 mm 0 002 ft a third setup is made to give a pair of readings that meets tolerance By this the accuracy of rod readings is known at each setup 2 Disadvantages See disadvantages listed in e 2 a and e 2 c above Single Wire Computations and Adjustments 1 Computations Normally single wire notes ar reduced to HI s and TP elevations as the survey progresses To check the elevations of BMs that are turned in elevat tion DEs may To find BMs a the unadjusted DE between any bench marks for a positive sum through differences also be calculat ted CWO Add the plus rod readings between the 2 b Add the minus rod readings between the bench marks for a minus sum Algebraically add the two s result is the uncorrected D minus between the two poin d Apply the DE according to the beginning BM elevation resulting elevation should exactly with the elevation reduced as the survey progr Adjustments Normally level ru adjusted in the field The clos obtained by observing the differ elevation DE between the field published elevation of the bench tolerance for the type survey s 4 no further operations are ne
324. y between them 349423 Limits of Projection Stondord Porallels Spheroid and Spheroid Fig 3 03 B intersecting Cone Illustration of the Lambert Conformal Projection lt gt 2 EDS LN 9 QU 2 SEY San A ee TU NUN a Fig 3 03 C Unrolied Cone Illustrating the Lambert Conformal Projection Central Point lt gt Mapping Angle MSC LA E S il S kJ 8 Rectangular Grid e t J T Ser im 9 o CA 6 52 m Eam 57 E L EIE LA Fig 3 03 D Cone Unrolled into a Plane with Grid Superimposed Fig 3 03 E Scale Factors and Projection Limits G OL SONVISIO 21130039 NVHL H3OHV1 SI O OL 2 SONVISIC 8 OL V 3ONVISIG 9430039 NVHL H3TIVWS SI 8 OL V 3ONVISIO N 36uv1i 001 OOL JWS 3792 TIVWS OOL 3799 SLINN FIGURE 3 03 F GEODETIC VS GRID DISTANCES When It also can be seen that outside the standard parallels grid distance is slightly longer than geodetic distance The scale factors for these portions of the grid are greater than unity and increase with the distance from the standard parallel Figure 3 03 D shows the scale factors for various parallels of latitude in the MSPCS on Relative to Latitude A noteworthy chara
325. y locate the The used extensively on metes and Better quality electronic but economically practical ABNEY LEVEL CLINOMETER This i clinom object percen level struct mappin nstrument is suit measuring slope angles the graduated is sighted tage is ntil the table for both direct For direct arc is set at zero eter the level vertical arc u Either then read on leveling When it is the index used as a tube is rotated about the axis of cross wire bisects the the slope angle or the vertical arc bubble as the slope The Abney can be used to acquire approximate heights of ures and overhead wires Its primary use is for g the horizon on GPS reconnaissance surveys leveling and for of the the CHAPTER 2 00 SURVEY EQUIPMENT SECTION 2 08 PARAVANT DATA COLLECTOR AND PERIPHERALS A DISK OPERATING SYSTEM DOS 1 General This section covers some of hardware that makes up the system as well as some of the most frequently used commands for copying printing listing deleting and manipulating files Disk Drives The paravant has 4 disk drives when th portable disk drive is connected These are lettered A through D a The A drive refers to the 1 Megabyte external drive which is a removable random access memory RAM card 11 executable programs EXE files batch BAT files parameter PA
326. y the testator in his own handwriting Incumbrance A right interest in or legal liability upon real property which does not prohibit passing title to the land but which diminishes its value Ingress The true meaning from the written words of an instrument Intestate Without making a will Judgment The official and authentic decision of a court of justice Leasehold An estate in realty held under a lease an estate for a fixed term of years Lessee He to whom a lease is made Lessor He who grants a lease Lien A claim or charge on property for payment of some debt obligation or duty Lis pendens A pending suit A notice of lis pendens is filed for the purpose of warning all persons that a suit is pending Litigation Contest in a court of justice for the purpose of enforcing a right Littoral Belonging to the shore as of seas and lakes A4 Logical relevancy A relationship in logic between the fact for which evidence is offered and a fact in issue such that the existence of the former renders probable or improbable the existence of the latter Mean Intermediate the middle between two extremes Memorial That which contains the particulars of a deed etc In practice a memorial is a short note abstract memorandum or rough draft of the orders of the court from which the records thereof may at any time be fully made up Mortgage A conditional conveyance of an estate as a pledge for the security of

SURVEY FIELD PROCEDURES MANUAL Prepared By THE

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