• Free 1 year academic license
  • Download from the Autodesk Student Engineering & Design Community (http://students.autodesk.com)
  • email
  • Tech Support
    • For support questions try sending an email to studentcommunity@autodesk.com
    • AutoCAD Civil 3D 2010 Installation and Licensing Training - YouTube video
  • Student Community Downloader
    • Autodesk Education Community Downloader

• based on Nadcon, Vertcon and GeoidXX (Geoid99/Geoid03)
• Download Corpscon Version 6.0.1 Complete Distribution from UNLV ( corpscon_complete.exe)
• Corpscon6_user_guide.pdf
• input format: degrees-minutes-decimal seconds (115-30-15.9)

Microsoft Excel

• Split text among columns by using functions

Special Characters

• Degree Symbol, ° = char(176)
• Single Quote, ' = char(39)
• Double Quote, " = char(34)
• Delta, Δ = delta, δ = char(68)

Named Cell, Named Range of Cells

• How do you reference named cells in a calculation? Just type in the variable/named cell name, no special characters are needed.
• 
• GraphCosine.xlsx

UNLV Library

• UNLV Library - Course Reserves - have 4 copies of the Surveying and Layout DVD on reserve
• Visit the Media Lab to gain access to an 11x17 scanner
• UNLV Library Media Lab
  • Dan Werra, Media Lab Supervisor. Email: dan.werra@unlv.edu, Voice: 702-895-2128

Jobs/Employment

• Indeed.com - one search for all jobs
• Nevada Job Connect
• Nevada Career Information System (NCIS)
  • to login, select your city (Las Vegas), Zipcode (89154) and phone area code (702)
  • click the Occupations link, search for Civil Engineering or Surveying. Then click the Outlook link on the right
  • alternatively, click on the NV Workforce Informer to see the job outlook
  • Darragh Huggins, Economist with the Department of Employment, Training and Rehabilitation - Research and Analysis Bureau. Voice: 775-684-0378, email: d-huggins@nvdetr.org
    • she sends out a yearly questionaire to 3000 employers to forecast the job demand
    • NCIS General Flyer 2010
• Tahoe Resources Inc a mining company, Cindy Saunders - Human Resources Manager (CSaunders@tahoeresourcesinc.com voice: 775-825-8574 x221)
  • Engineering Technician

Top Careers

• 2010 - 5. Environmental Engineer, 6. Civil Engineer (see CNN Money - Best Jobs in America)
• O*NET Online - Summary Report for 17-2051.00 Civil Engineers
• Bureau of Labor Statistics - Occupational Outlook Handbook - Engineers

Scholarships

• 2010 SolarNV Scholarship Application - American Solar Energy Society, Southern Nevada Chapter
• Nevada Contractors Association - David Papadopulo Memorial Scholarship application, $3750 and need to apply in the Dean's office. Due Friday 16 July 2010.

License and Certification

Fundamentals of Engineering (FE) Exam (formerly called the Engineer in Training - EIT)

Surveying Topics on FE Exam

• NCEES - Civil FE exam specifications or download FE Supplied-Reference Handbook
• Civil Afternoon Session of Fundamentals of Engineering (FE) Exam
  • distances, angles and trigonometry
  • Area computations
  • Closure
  • Coordinate systems (e.g., GPS, state plane)
  • Level (e.g., differential, elevations, percent grades)
  • Earthwork and volume computations
  • Curves (vertical and horizontal)
• approximately 11% of the test content is surveying questions
• FE sample questions
  • L:\Jeffery Jensen\CEE121\SurveyingTopicsFEExamReview2012Fall.docx or download SurveyingTopicsFEExamReview2012Fall.docx
  • FEExam-Survey.docx

California PE Exam - Surveying

• California Board of Professional Engineers and Land Surveyors
• Special Civil Engineering Examination - Engineering Surveying Test Plan

FE Review To Do

1. Earthworks - more problems, calculate cross-sectional area
2. Trig - need problems on simple areas
3. Horizontal curves - need problems

FE Survey Review and Practice Problems

1. Distances
   1. Given: Measurement of 1372.13 ft at temperature of 13°F. Find the measured distance adjusted for the correction. (Schaum's Outlines - Introductory Surveying, by James R. Wirshing and Roy H. Wirshing, Problem 3.11, p. 58)
      • see lecture notes on Steel Tape Temperature Corrections
      • corrected distance = 1372.13' + 0.00000645(13° - 68°)1372.13'
      • Solution: 1371.64 ft
   2. Given: Measurement of 697.13 ft at temperature of 72°F. Find the corrected measurement at this temperature. (Schaum's Outlines - Introductory Surveying, by James R. Wirshing and Roy H. Wirshing, Problem 3.12, p. 58)
      • see lecture notes on Steel Tape Temperature Corrections
      • corrected distance = 697.13' + 0.00000645(72° - 68°)697.13'
      • Solution: 697.15 ft
   3. Pythagoren Theorem and Rectangular Coordinates
      1. Given the coordinates of two points, Point A (125,25) and Point B (155,65), determine the length of the between them.
2. Angles
   1. convert an Azimuth of 123°17' to Bearings. (Answer: S56°43'E)
   2. convert a Bearing of S37°43'W to Azimuths. (Answer: 217°43')
      • see lecture notes on Angles - Azimuths and Angles - Bearings
   3. Add the following angles A) 100°45'37" B) 231°23'43" C) 17°12'59" D) 89°03'28" E) 101°34'24". (Answer: 540°0'11")
      • see lecture notes on Adding Angles
   4. convert Decimal Degrees (DD) to Degrees Minutes Seconds (DMS) given an angle of 236.345°. (Answer: 236°20'42")
   5. convert DMS to DD given an angle of 236°20'42". (Answer: 236.345°)
      • see lecture notes on Angle Conversions
   6. What is the sum, Σ of the interior angles for a 5 sided polygon?
      • see lecture notes on Angles of a Polygon
   7. What is the angular error/misclosure for the following angles in a 5 sided closed traverse polygon: A) 100°45'37" B) 231°23'43" C) 17°12'59" D) 89°03'28" E) 101°34'24". (Answer: 11")
      • see lecture notes on Closed Traverse Misclosure
3. Trigonometry
   1. Law of Sines
   2. Law of Cosines
      • Given a triangle with a=45.0, b=67.0, and angle C=145°, solve for side c and angles A and B. (Answers: c=107.0, A=14°, B=21°) (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, & Kissam, Example 3-15, p. 48)
      • see lecture notes on Law of Cosines
   3. Similar Triangles
      • Find the height of the tree
        
   4. Find the height of the structure
      • 
      • see lecture notes - height of objects
   5. If a map scale is 1:50,000, what does a 1-in length represent in terms of miles? What does a 1-cm length represent in terms of kilometers? (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, & Kissam, Problem 4, p. 224)
      • Answer: 1 in = 0.789 mi; 1 cm = 0.5 km
      • see lecture notes on Drawing Scales
4. Area computations
   1. Area of Triangle
   2. Area of a Trapezoid
   3. Area of a Polygon/Closed Traverse
      • Find the area of this polygon/closed traverse
        
5. Leveling
   1. 
6. Closure, Positional Certainty
   1. see lecture notes on Positional Certainty
   2. 
7. Earthwork Calculations
   1. 
   2. Given just black portion of the above figure in the problem description. The volume of the embankment per 100-ft length is most nearly equal to? (Civil Engineering Problems and Solutions , 14th Ed, Donald G. Newnan, p. 12-26 and 13-31)
      1. 5000 ft³
      2. 8250 ft³
      3. 52,000 ft³
      4. 82,500 ft³ (correct answer)
      5. 102,800 ft³
   3. see Average End Area Formula
8. Horizontal Curves
9. Vertical Curves

Fundamentals of Surveying (FS) Exam (formerly called the Land Surveyor Intern - LSI)

• 8 hr exam administered by NSCEE
• NV Land Surveyor Intern (LSI) Application Instructions
  • Land Surveyor Intern Experience Summary
• FS Sample Questions and Solutions Book
• FS Reference Formulas
• Education in Surveying: Fundamentals of the Surveying Exam by Robert J. Schultz, PE, PLS. Professional Surveyor Magazine, March 2006 Volume 26 Issue 3.
• 15 Major Topics, 170 Questions
  1. Algebra and Trigonometry - 11%
  2. Higher Math (beyond trigonometry) - 4%
  3. Probability and Statistics, Measurement Analysis, Data Adjustment - 5%
  4. Basic Sciences - 4%
  5. Geodesy, Survey Astronomy, and Geodetic Survey Calculation - 6%
  6. Computer Operations and Programming - 6%
  7. Written Communication - 6%
  8. Boundary Law, Cadastral Law and Administration - 13%
  9. Business Law, Management, Economics, Finance, and Survey Planning Process and Procedures. - 6%
  10. Field Data Acquisition and Reduction - 10%
  11. Photo/Image Data Acquistion and Reduction - 4%
  12. Graphic Communication, Mapping - 6%
  13. Plane Surveying Calculation - 10%
  14. Geographic Information System (GIS) Concepts - 4%
  15. Land Development Principles - 5%

Nevada Revised Statues - Professional Engineers and Land Surveyors

• NRS 625.270 Qualifications of applicant for licensure as professional land surveyor. [Effective July 1, 2010.]
• NRS 625.280
  • 3. The Board may administer or authorize an accredited college or university that offers a program in land surveying approved by the Board to administer the examination on the fundamentals of land surveying to persons who are not applicants for licensure as professional land surveyors in this state.
  • Emailed James Elithorp with Great Basin College (GBC) to see if he administers this test to his students at GBC on 19 June 2010
• NRS 625.386 Qualifications for certification as land surveyor intern or engineer intern.
  • 1. To be eligible for certification as a land surveyor intern, an applicant must:
    (a) Be a graduate of or in the final year of a land-surveying or engineering curriculum of 4 years or more that has been approved by the Board and have passed the examination on the fundamentals of land surveying provided for in NRS 625.280;
    
    or
    
    (b) Have had 4 years or more of experience in land-surveying work that is satisfactory to the Board and have passed the examination on the fundamentals of land surveying provided for in NRS 625.280.

State Board of Engineers and Land Surveyors

1. Alaska
2. Arizona
3. California
4. Colorado
5. Florida
6. Hawaii
7. Maine
8. Massachusetts
9. Minnesota
10. Nevada
11. New Mexico
12. New York
13. Oregon
14. Texas
15. Utah
16. Washington
17. Wisconsin

Surveying Certification

• National Society of Professional Surveyors (NSPS) Certified Survey Technician (CST) - 2009 CST Program Test Prep

Autodesk Academic Certification

• Two levels of Certification: 1) AutoCAD Civil 3D 2010 Certified Associate (student cost is $25) see autodesk.starttest.com and 2) AutoCAD Civil 3D 2010 Certified Professional (student cost is $50)
• Web-delivered exams requiring the students to demonstrate their skills by using Autodesk applications such as AutoCAD, Autodesk Inventor Professional, Revit Architecture and AutoCAD Civil 3D software products to solve real-world problems.
• www.autodesk.com/academiccertification
• Testing center email: certification@autodesk.com

Global Positioning System (GPS) Technology Certificate

• University of California, Riverside (UCR). UCR Extension Center on 1200 University Ave.
• Jennifer Campbell, Program Coordinator (voice: 951-827-1620, email: sciences@ucx.ucr.edu)
• No Federal Financial Aid is available
• ERT X440.1 - Principles of GPS Technology
• ERT X440.2 - Fundamentals of Geodesy
• ERT X440.3 - GPS Techniques: RTK, CORS and DGPS by Derek Main. Jan 30 (Mon 6-9pm) Feb 4 (Sat 8-5pm) Feb 13 (Mon 6-9pm) Feb 25 (Sat 8-5pm) Feb 27 (Mon 6-9pm) Mar 5 (Mon 6-9pm) Mon 6-9pm on Jan 30, Feb 13, Feb 27 and Mar 5, then Sat 8-5pm on Feb 4 and Feb 25
• ERT X440.4 - Control Surveys Using GPS by Arthur R. Andrew III, PLS for County of Orange. Sept 11-12, 2010
• ERT X440.5 - GPS Leveling by Jay Satalich, PLS for Landata Airborne Systems, Inc
• ERT X440.6 - Survey Data Adjustments
• ERT X440.8 - GPS Processing and Analysis
• ERT X440.9 - Map Projections by Kevin Kelly is a Geodetic Engineer with ESRI Redlands. Jan 21-22, 2012 cost is $345 Oct 23-24, 2010
• ERT X453.6 - GIS Data Capture Using GPS Technology by Warren Roberts (email: wroberts@riohondo.edu or gisteacher@gmail.com) GIS Coordinator with Rio Hondo College, Whittier CA.

Surveying and GIS

List of Professional Organizations

American Society for Photogrammetry and Remote Sensing

• Membership for those interested in the practice of photogrammetry, remote sensing, and/or geographic information systems and related sciences. Active ($135), Associate ($90) and Student ($45). Includes 12 issues of PE&RS
• ASPRS Student Advisory Council
  • Meghan MacLean (meghan.maclean@unh.edu) is the Student Advisory Chair and Rose Kearney (jmerose@gmail.com) is the former chair.
  • ASPRS Southwest Region Student Chapter - Creating_New_ASPRS_Student_Chapter.pdf
  • Will have a national chapter contest in Fall 2010, contact Rose Kearney for more info.
• Paul R. Wolf Memorial Scholarship

National Society of Professional Surveyors (NSPS)

Nevada Association of Land Surveyors

• Trent Keenan, PLS, President-Elect of NALS Southern Nevada Chapter. Diamondback Land Surveying, 4933 W Craig Rd, Las Vegas NV 89130 phone: 702-596-3257 email: tkeenan@diamondbacklandsurveying.com
• Terry W. McHenry, PLS, Editor, The Nevada Traverse
  14710 Rancheros Dr
  Reno NV 89521
  email: editornvtraverse@sbcglobal.net
  Bus/Fax: 775-852-7290
• Linda Armstrong, Executive Secretary, email: larmstrong@nv-landsurveyors.org
  NALS Central Office
  PO box 20522
  Reno NV 89515
  Bus/Fax: 775-624-6257
  ask about questions regarding student memberships

California Land Surveyors Association

• Scouting Merit Badge

American Congress on Surveying & Mapping (ACSM)

• Student Chapter Info
• The American Congress on Surveying and Mapping
  6 Montgomery Village Avenue, Suite 403
  Gaithersburg, MD 20879
  Phone (240) 632-9716 Fax (240) 632-1321
  
• Membership contact email: trisha.milburn@acsm.net voice: 240-632-9716 x105. Cost is $28 a year, gives membership to ACSM, NSPS, GLIS and ASPRS
• Can purchase the 2009 Manual of Surveying Instructions. Cost $125, if order 24 copies can get a 20% discount. If order 48 copies can get a 40% discount. Can also order other textbooks can get a 20% discount.
• Scholarships
  • $5000 for those who compete in the Tri-Star high school event

Geographic and Land Information Society

• GIS for Surveying - GLIS Annual GIS Competition contact ilse.genoveseo@acsm.net

Student Activities

• ASCE Student Chapter
  • Pacific Southwest Regional Conference (PSWRC) 2010
  • Survey Competition - Team Leader asce.unlv@gmail.com
  • Spring 2010 ASCE Survey Team: Alexander Wood (wood.alexander@rocketmail.com), Glenn Blake (gblake@unlv.nevada.edu), Alex Teran (ax.te@hotmail.com)

Surveying Colleges and Universities

• California State University, Fresno - Department of Civil and Geomatics Engineering and Construction Management - Geomatics Engineering Program

Class Roster

2010 Spring Semester - Instructor Jeff Jensen

Student Family Name, First Name	Preferred Email	Picture
Bernales, Lawrence	bernales@unlv.nevada.edu
Campuzano, Jesus	jesus_campuzano747@yahoo.com
Carlson, Matt	mcarlson91@gmail.com
Carral, Hugo	corral.hugo@yahoo.com
Dushane, Tanner	tdushane24@hotmail.com
Feige, Roxanne	feiger@unlv.nevada.edu
Fields, Jason	fieldsj8@unlv.nevada.edu
Gebilaguin, Adrian	gebilagu@unlv.nevada.edu
Hoese, Alexander	a11hoese@aol.com
Hernandez, Allison	herna613@unlv.nevada.edu
Hiko, Aly	cytotox1c@yahoo.com
Kazarin, Robert	robert_kazarin@yahoo.com
Lopez, Luky	rlpurplerose@gmail.com
Mejia, Dimaz	dimasmejia16@yahoo.com
Pfabe, Pisani "Blaise"	blaisepisani90@gmail.com
Pamintuan, Rommel	pnoyrcp@msn.com
Reynoso, Ryan	Ryonnn@gmail.com
Sadeh, Hooman	sadeh@unlv.nevada.edu
Sanchez, Alfredo	sanch430@unlv.nevada.edu
Shkrobat, Maryna	SHKROBAT@UNLV.NEVADA.EDU
Smiecinski, Peter	Sk8terx010@aol.com
Vallejos, Ricardo	vallej10@unlv.nevada.edu
Vincent, Brian	brianvinc@hotmail.com
Webber, Conor	conorwebber@mac.com
Winton, Reece	wintonr@unlv.nevada.edu
Wong, Nicolas	nwong1991@gmail.com

2010 Spring Semester - Instructor Jeff Jensen

Student Family Name, First Name	Preferred Email	Picture
Agpawa, Leo	leoagpawa@gmail.com
Almosawy, Jaffer	j.almosawy@live.com
Ayala, Johanan "Isaac"	ayala702@yahoo.com
Cisneros, Christian	cisner34@unlv.nevada.edu
Corniel, Darryl	cornield@unlv.nevada.edu
Cretty, Janegela "Jane"	crettyj@unlv.nevada.edu
Filter, Elizabeth "Liz"	littlelizf89@aim.com
Franco-Rivas, Humberto "Bert"	wario2060@hotmail.com
Goerl, Ryan	ryangoerl@gmail.com
Kaur, Gurtarpreet	gurtar_kaur@yahoo.com
Leon, Joseph	kxrider18@aim.com
Naccarato, Blake	blake.naccarato@gmail.com
Natale, Nicholas	hatnick@aol.com
Palmer, Joshua	jjpalmer81@gmail.com
Pascua, Juan	pascuaj@unlv.nevada.edu
Radke, Brittany	radkeb4@unlv.nevada.edu
Torio, Evander	TORIOE@UNLV.NEVADA.EDU
Villarosa, Manuel "Manny"	mmvillarosa@hotmail.com

2010 Spring Semester - Instructor Jeff Jensen

Student Family Name, First Name	Preferred Email	Picture
Alan, Milad	alanm2@unlv.nevada.edu
Avery, William	whythefxcknot@aol.com
Blake, Glenn	gblake@unlv.nevada.edu
Buzzone, Brooklyn	buzzone2@unlv.nevada.edu buzzoneb@gmail.com
Cretty, Janegela "Jane"	crettyj@scsv.nevada.edu
Daughenbaugh, John	daughenb@unlv.nevada.edu
Demarco, Jake	demarcoid@yahoo.com
Gebremichael, Negasi	hiyab29082008@yahoo.com
Groneman, Kurt	gronema4@unlv.nevada.edu ksgroneman@msn.com
Heraypur, Aria	aria_heraypur@hotmail.com
Holcomb, Ronald	rholcomb3@gmail.com
Inos, Vincent	vinceinos@gmail.com
Laramore, Edith	elaramore@gmail.com
Mclean, Adam	mcleana5@unlv.nevada.edu
Mora, Edgar	morae@unlv.nevada.edu
Murphy, Mary	murphy12@unlv.nevada.edu
Perez, Geraldine	g.joannaperez@hotmail.com
Pollock, Scott	pollock.scottj@gmail.com
Rocha, Jonathan	rochaj3@unlv.nevada.edu
Sacundo, Erwin	sacundo2@unlv.nevada.edu
Serrano, Alexy	marias18642@earthlink.net
Shrestha, Shailendra "Shale"	shresth6@unlv.nevada.edu
Teran, Emanuel "Alex"	ax.te@hotmail.com
Underwood, Nicholas	underw44@unlv.nevada.edu
Vazquez, Pablo	vazque63@unlv.nevada.edu vazlop90@gmail.com

Surveying Parties/Groups

1. Group #1 - Jordon, Kyle, Steven
2. Group #2 - Ed, Petros, Nick
3. Group #3 - Jess, Eddie, Sandy

Web Grading and Roster

• Grades are always due on the Tuesday following the last final exam by 4:00pm. Please check with your units, as they may have set an earlier due date than the Registrar's Office
• Final grades submitted online at WEB GRADING/CLASS ROSTERS
• Username: jjensen
• L-Number/PIDN: L000577789
• any problems, contact Ruth.Garay@unlv.edu, voice 702-895-3372 or Jim, voice 702-895-0892
• College of Engineering Email: http://mail.egr.unlv.edu
  • Use if username@egr.unlv.edu
• UNLV Email: http://rebelmail.unlv.edu
  • Use if username@unlv.nevada.edu

Web Campus Support

• Call the OIT Help Desk at 702-895-0777 and use option 2 for Web Campus
• Courses should automatically be the first day of class but can request them to be added sooner, send an email to ithelp@unlv.edu and use a subject "adding a course onto web campus account"
• How do I add a teaching assistant to the web campus account?
• How do I use a login besides my L# (L000577789) and normal-web?

College of Southern Nevada (CSN) Web Grading

• Final grades submitted online at CSN Web Grading
• Username: Jeffery.Jensen
• Password: normalwebsite1
• C#: C000136261
• Employee ID: 000074476
• CSN Webmail: webmail.csn.edu
• CSN email: jeffery.jensen@csn.edu and voice: 702-651-4947 (Bob Diaz)
• FERPA Online Training completed on 12/15/2011
• Autodesk Training Videos
  • csn.cadlearning.com
  • login: jeffery.jensen@unlv.edu and password: normalweb

CSN VPN Account

• https://access.csn.edu
• H:\ Drive, need to map a network drive to \\otscyfs01.csn.edu\users\jeffery.jensen
• J:\ Drive, need to map a network drive to \\otscyfs01.csn.edu\users\departments
• login: CSN\jeffery.jensen
• password: normalweb

Survey Equipment

• Suppliers
  • Monsen Engineering
  • Tiger Supplies
  • South Instrument
    • usoffice@southsurvey.com usorder@southsurvey.com
    • Tripods - ATS-7 Wooden, ATS-2 Wooden and ATS-3 Aluminum
    • Tribrachs and Adapters - TJ 16 (does it have a laser and come with a adapter?)
  • Engineer Supply
    • Crain Tri-Max Quick/Dual Clamp Tripod 90560 what is the difference with Tri-Max Fixed Leg Tripod 90570
    • Seco Laser Tribrach 2153-02-BLK
    • Seco Rotating Tribrach Adapter 2020-00
  • Rocky Mountain Laser
  • Lead Sticks from Absolute Accuracy Inc $3 for 3/8" diameter, 15" long
• UNLV Surveying Contacts
  • Allen Sampson - sampson@ce.unlv.edu is the supervisor over the College of Civil Engineering survey equipment
• GPS
  • UNLV Facilities Management
    • Ken Hughes, Construction Project Coordinator II (friend of Vern Little) voice: 895-5480, mobile: 301-1938, email: ken.hughes@unlv.edu
    • Tad McDowell, Director of Parking & Transportation Services, voice: 703-895-5531, email: tad.mcdowell@unlv.edu
    • Maria, UNLV Accounts Payable, 895-1157 issued payments to Monsen Engineering
  • 5 Seco Automatic Levels, 32x, $1400 invoice (April 2013)
  • Tripod and Tribrachs from Monsen Engineering, $1497 invoice (6/12/2012)
  • Proposed - R8 GPS Receiver Model 1, 3 units of Trimble M3 Total Stations and 1 TSC2 Survey Controller
    • Monsen Engineering (PO-UNLV-Monsen-R8-M3-TSC2-invoice.pdf).
    • $19000 (PO-UNLV-Monsen-R8-M3-TSC2-05072010.pdf). UNLV Purchase Order, PO# 21100845.
    • add 4 tape measures in decimal feet
    • ensure M3 comes with poles and prisms
    • add a barometer for Sokkia SET6, I think the M3 already have a built in barometer
  • Trimble R8 GNSS Rover, TSC2 Controller and misc equipment
    • Trimble R8 Model 3, serial# 4911167163
    • $9400 ( PO-UNLV-Monsen-R8_GNSS.pdf). UNLV Purchase Order, PO# 21003524.
      PO-UNLV-Monsen-R8_GNSS_04162010.pdf
      Picked up the equipment 16 July 2010 from Bill at Monsen Engineering PackingSlip-UNLV-Monsen-R8_GNSS.pdf)
  • Trimble R8 GNSS
    • Serial Number: 4731136406
    • Trimble R8 GNSS Receiver User Guide
    • Front Panel
      • 
      • 
      • SV = Satellites in View (SV)
  • Trimble R8 GPS (Model 1)
    • Datasheet (TrimbleR8Datasheet.pdf)
    • User's Guide: R8GNSS-R6-5800_364_UserGuide.pdf
    • Serial Number: 4451142125
    • Cost is $4200
      • items costing more than $5000 require a UNLV Asset Tag.
      • UNLV Tag# 2076021 (tagged on 14 Dec 2011 by glenn.pugh@unlv.edu and Ben Lum, ben.lum@unlv.edu, Property Control/Receiving Manager, Delivery Services, Phone 702-895-1447)
    • UNLV Purchase Order (PO#21002616)
    • This R8 GPS unit is better than the Trimble 5800 but not as good as the R8 GNSS (support the Russian GLONASS satellites)
    • Signals: L1, L2, L2C (L2 Civil Signal)
      • GPS Signal Frequencies (obtain from the front inside cover of Elementary Surveying, 12th Edition by Ghilani and Wolf)

        Code	Frequency (MHz)
        C/A	1.023
        P	10.23
        L1	1575.42
        L2	1227.60
        L5	1176.45

    • 
    • Online Positioning User Service ( OPUS) antenna type: TRM_R8
  • Raw Receiver/Observation File (.T0x)
  • XXXXYYYZ.t0?
    • XXXX = the 4 digits of the serial number of the devices used to store the GPS observation data, for example could be the TSC2 unit or the GPS receiver
    • YYY = day of year, range is 1-365 days
    • Z = an autonumber for the observations done that day
    • ? = "The last number (.T01, T02, etc) is inconsequential, and makes no difference in between the files" (Andy Johnson with Monsen Engineering, email dated 10/17/2011)
  • 92912680.t02
  • 64062880.t01
  • 71632881.T02
  • R8 S/N 451142125
  • R8 GNSS Model 2 S/N 4731136406
  • R8 GNSS Model 3 S/N 4911167163
  • TSC2 Serial Number: SS84C37253
  • TSC2 Serial Number: SSAKC49291
  • TSC2 Serial Number: SS08A03023
  • Trimble TSC2 Controller
    • TSC2 Serial Number: SS84C37253
    • TSC2 Serial Number: SSAKC49291
    • TSC2 Serial Number: SS08A03023
    • UNLV Purchase Order (PO#21002615). Cost is $3295 includes Trimble GPS Software.
    • Version: 12.45 build: 077
    • Authorization key: 7A8T-OXCX-3F4T-HOBO
    • Software Warranty Expiry: 12/2010
    • Trimble Survey Controller (TSC2) Support
    • User's Guide: TSCv1246_Help_English.pdf (from UNLV) or TSCv1246_Help_English.pdf (from Trimble)
    • Datasheet (download TrimbleTSC2Datasheet.pdf from UNLV)
    • 
    • Notes
      • Trimble Data must be stored under My Device -> Trimble Data and can only have one level below Trimble Data. All Map data must be in the same folder as the Job.
      • Map Files
        • graphic representation of features - points, lines, arcs (ESRI shapefiles .shp or AutoCAD (ASCII) .dxf), alignments/Trimble roads (.rxl), digital terrain models (.dtm .ttm). These must all be stored in the current project folder to access.
        • It appears aerial photos are not supported
        • Trimble Survey Controller (TSC) Help -> Job Operations -> Map of Current Job and Active Map
        • Questions
          • What is the benefit of using a Map File?
          • How does TSC handle the projection information for a shapefile?
          • Can Civil 3D Surface be exported into a .dtm or .ttm format and displayed in TSC?
    • Great Basin College
      • Trimble provided several Relectorless Total Stations with the necessary accessories to outfit two survey crews. The Nevada Association of Land Surveyors had monies in their "National Society of Professional Surveyors" equipment fund to purchase the equipment for the college at a very nominal fee.
      • Dr. James Elithorp, Land Survey/Geomatics Program Coordinator, voice: 775-753-2240, email: jamese@gwmail.gbcnv.edu
  • Software
    • soti.net Pocket Controller Pro V6. Questions contact sales@soti.net download trial copy of SOTI Pocket Controller-Pro or from here Pocket Controller-Pro V6.02 24 Mar 2009
      (L:\Jeffery Jensen\downloads\trimble.com\soti.net\PCPro602Setup.exe)
      Download V6.02 SOTIreceipt.pdf
      Pocket Controller-Pro Registration Code:
      ZXWHZ-6PM24-YGW6X-6S2M2-HRACY-PNB
      UNLV copy of PCPro602Setup.exe
    • Trimble Business Center 2.20 (Nero ISO DVD image L:\Jeffery Jensen\downloads\trimble.com\TrimbleBusinessCenter2-20.nrg)
    • TSC version 12.42 Emulator ( L:\Jeffery Jensen\downloads\trimble.com\TSCv1242_Installation_Emulator.exe)
    • Microsoft ActiveSync 4.5 download for Windows XP
      (L:\Jeffery Jensen\downloads\trimble.com\ActiveSync4.5\setup.msi)
      • Click cancel on the Pocket PC Sync dialog box when connecting the TSC2 to the desktop computer using Microsoft ActiveSync.
      • 
    • Windows Mobile Device Center for Windows 7
• Automatic Levels
  • 5 automatic levels
    • Pentax AL-M2c, Serial Numbers: 821402, 821406, 821407, 821409, and 821410.
    • 
    • 
• Tribrachs and Tribrach Adapters
  • Monsen Engineering Supply tribrach adjustment invoice (MonsenInvoiceTribrachAdjust.pdf)
• Level Rods
  • 3 Philadephia Rods
  • 3 Fiberglass Telescoping Leveling Rods, CR-13-T, Crain Enterprises, Inc Mound City, IL. On 10 Jan 2008 Trimble Navigation Ltd purchased Crain Enterprises Inc (see Trimble buys Crain Enterprises)
  • 
• Tripods
  • 4 - Pentax Tripods
  • 2 - Ingenuity Inc Tripods
  • 1 - Wild GST20 Tripod
  • Invoice for Tripod leather straps, 3 fiberglass telescoping leveling rods, single job field books, tribrack adapter and a prism. (PO-UNLV-Monsen-Tripods.pdf)
  • 
• Electronic Level
  • Spectra-Physics EL-1. Serial Number 19136. Manufactured April 1987. Model 1044.
• Prisms
  • Omni Prisms - Optical Products, Inc. Phone: 949-833-3388
  • Wild GPH1A snap on prism
    • 
    • 
  • • "Once known, the electrical center of the EDM can be shifted forward to compensate for the reflector constant. However, if an EDM instrument is being regularly used with several unmatched reflectors, this shift is impractical. In this instance, the offset for each reflector should be substracted from the observed distances to obtain corrected values." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 158-9)
    • Figure 6.16 Schematic of retroreflector where D is the depth of the prism
    • 
• Total Stations
  • Sokkia SET6, Serial Number: D20833
    • 
    • Invoice for Battery Charger, RS232 to 9-pin cable and tripod TSC2 holder (PO-UNLV-Monsen-Set6-Battery.pdf)
    • SokkiaSet6F-TotalStation.pdf obtained from Scribd - Sokkia SET 6F Total Station Brochure
    • Sokkia technical support, email: support@sokkiacorp.com or support@topconsokkia.com
    • SokkiaSET6-Manual.pdf
    • Data Collector
      • Set6 has an RS-232C data output connector. Using a cable with a 9-pin connection, the Set6 can be connected to a Trimble TSC2 data collector
    • SET6 Parts
      • 
  • SET6 Instrument Parameters
    • 
  • Error Codes
    • b. dEd is displayed, the battery voltage is too low for measurement. Turn the power switch off and re-charge the battery. (This display also occurs during measurement when the battery power is low.) Sokkia SET6 Operator's Manual, p. 13
    • V 0 display indicates that the instrument is ready for vertical circle indexing. Sokkia SET6 Operator's Manual, p. 13
      • 
      • Indexing the vertical circle - Loosen the vertical clamp and rotate/flop the telescope to break the horizontal plane or can just completely rotate the telescope around 360° in the vertical. Indexing occurs when the objective lens crosses the horizontal plane in face left. The audio tone sounds and the vertical angle (V) is displayed.
      • Angle measurement can now begin. The instrument is now in the theodolite mode. Each time the instrument is switched on, the vertical index must be redetermined. Sokkia SET6 Operator's Manual, p. 15
      • 
    • E 114, E 115, E 116 or E 117 is displayed when the tilt angle exceeds 10'. Re-level the SET6 using the plate level bubble. Sokkia SET6 Operator's Manual, p. 13
    • Battery Power - when the SET6 power switch is ON and after successful completion of the checks, the batter power is displayed as a numeric code for three seconds.
      • 

        Error Code	Battery Life Remaining in (Angle only mode)	Battery Life Remaining in (Distance and Angle mode)
        bA 0	Less than 1 hr 20 min	Less than 30 min
        bA 1	1 hr 20 min to 11 hrs 50 min	30 min to 2 hrs 30 min
        bA 2	11 hrs 50 min to 20 hrs 50 min	2 hrs 30 min to 2 hrs 50 min
        bA 3	20 hrs 50 min to 21 hrs 40 min	2 hrs 50 min

        
        
    • E 201 is displayed, the return signal is absent. In this situation, sight the prism correctly and remeasure. Sokkia SET6 Operator's Manual, p. 28
• Theodolites
  • Pentax FX-1DE, Serial Numbers: 810868, 810857, 810808 (missing a case), 810774 and 810816
  • Instruction Manual
  • 
  • Horizontal angles, smallest reading is 20" (20 seconds)
  • Purpose of Lower Tangent Screw and Lower Clamp Screw
    • Used by the telescope cross-hairs to sight a point
    • With the lower clamp screw loose, can roughly turn the theodolite onto a point and line up with the gun sight/collimator/peep sight.
    • With the lower clamp screw tighten, can finely tune the telescope cross-hairs onto a point
  • Purpose of Upper Tangent Screw and Upper Clamp Screw
    • Used to zero out the theodolite when looking into the angle reading eyepiece. Also need to use the micrometer/micro knob to zero out the minutes and seconds in the angle display.

Trimble M3 Total Station

• Trimble M3 Support Documentation
• Trimble M3 Total Station User Guide, Version A 1.2.0, Part Number C216E, Uune 2008 Trimble M3 Total Station User Guide version 1.00 revision A part number C192E, October 2005. Alternative download from UNLV TrimbleM3TotalStationUserGuideVer1.pdf
• Trimble M3 total station Face-1
  • 
  • 
  • 
  • 

Trimble M3 Basic Measurement Screen (BMS)

Trimble M3 Measurement Modes

• "The Trimble M3 total station has two measurement modes: Prism mode (PR) and Direct Reflex mode (DR). To change the mode at any time from any observation screen, press the Trimble button and then press 2." (Trimble M3 Total Station User Guide, p. 51)
• 
• 
• 
• 

Trimble M3 Illumination Key - LCD, Laser, Sound and Contrast

• To turn the laser pointer on/off press the Illumination key followed by pressing 2 on the key pad.
• 

Trimble M3 Softkey Area

• 
• HA=0 set or reset the horizontal angle to zero
• ih set the instrument height
• INTS open the intersection function menu
• V% percentage grade between two points

Trimble M3 Turning On, Off and Sleep Mode

• Turning the M3 On
  • 
• Turning the M3 Off
  • Press the red power (PWR) button followed by the blue enter button (MEAS/ENT)
  • 

Traverse using Trimble M3 Total Station

1. Setup total station
   • see notes on Determine Ideal Instrument Setup
   • level the tripod per the Paul Holley Method of Tripod and Instrument Setup
2. Power on, index vertical circle/tilt the telescope, index horizontal circle/rotate instrument
3. setup prism at the backsight and foresight. Sight total station on the backsight. Lock down the Horizontal and Vertical clamp screws.
4. make sure you are using Prism Mode by pressing the Trimble button and then press 2
5. make sure Laser pointer is on
6. measure the horizontal distance between the total station and backsight prism
   • Make sure your in one of the four Basic Measurement Screen (BMS) screens
   • press MEAS/ENT button on the total station
   • record the horizontal distance (HD) value
7. Set Horizontal Angle equal to zero (HA=0)
   • Press F1 softkey
   • Press MEAS/ENT
   • 
8. Turn the angle to the right and sight on the foresight prism. Record the HA value.

Using Trimble M3 for Topographic Details by Radiation Method

• Background
  • "In the radiation method, illustrated in Figure 17.5, with a total station instrument set up at a control point, the zenith angle, slope distance, and direction are observed to each desired item of mapping detail. From the zenith angle and slope distance, the elevation of the point can be determined, and by incorporating the direction, its horizontal position can be computed. As shown in the figure, the sights to details radiate from the occupied station, hence the name for the procedure. This method is especially efficient if a data collector is used to record the point identities and their associated descriptions, vertical distances, horizontal distances, and directions. The data collector permits downloading the observations directly into a computer for processing through an automated mapping system. The field procedure of radiation with a total station can be made most efficient if the instrument is placed at a good vantage point (on a hill or ridge) that overlooks a large part or all of the area to be surveyed. This permits more and longer radial lines and reduces the number of setups required.
    Table 17.1 is an example illustrating the use of a total station with data collector for topographic mapping. The example relates to Figure 17.5. In Figure 17.5, a total station instrument was set up at control station 1 (John) and oriented in azimuth with a backsight on control station 2(Bill). Observations of azimuth, zenith angle, and distance, respectively, were taken to points 3, 4, and 5, which are sideshots to mapping details. From these sideshots, two- or three-dimensional coordinates can be computed that are used to located the points on a map sheet.
    When using a data collector in this process, initial data for the setup are first entered in the unit via the keyboard. These include the X and Y coordinates of the stations John and Bill, the elevation of John, and the heights of both the total station instrument and the reflector." (Elementary Surveying by Ghilani and Wolf, 12th Edition, p. 471-2)
    
  • Need XYZ of Point 1 (John)
  • Need XY of Point 2 (Bill)
  • Need Instrument Height (ih), that is height of the total station above the point/ monument 1
  • Need Reflector Height (th), that is the height of the prism
• Step 1: setup and level the total station over known point, using the Known Station Method, see Trimble M3 Total Station User Guide, p. 79
• Step 2: Power on, tilt telescope, rotate instrument, and enter a job name.
• Step 3: set target height
  • should be in the BMS screen (Basic Measurement Screen), if not press the Esc key. There are 4 BMS screens, press the up or down arrow key to move between screens.
  • 
• Step 4: set instrument height and elevation
  • 

Trimble TS-525 Total Station

Trimble TS-525 Keyboard and Display

• Trimble TS525 Construction Total Station - User Guide (Trimble_TS525UserGuide_120A_English.pdf)
• 
• 
• 

Horizontal Traverse using Trimble TS525 Total Station

1. UsingTrimbleTS525.docx
2. Setup TS-525 Total Station
   • setup the tripod over a monument
   • level the TS-525
   • Press the on/off button in the upper right hand corner
   • rotate the telescope 360° and then rotate the base horizontally 360°
   • Check the battery status in the lower right side in the LCD
3. Setup backsight (BS) by rod man
   • recommend using a Prism, Tribrach and Tripod
   • level the prism directly over the monument/point
   • rotate the prism face so it points to total station
4. Set Horizontal Angle to 0 by instrument man
   • Using the Total Station, sight the backsight (BS)
   • Press the ANG button on the bottom right side of the LCD screen
   • Press 1 or press REC/ENT to select this option
   • If you need to input an angle, press 2 or press the arrow key and select Input angle. Then use the numeric keys to enter the horizontal angle. Double check the values and press REC/ENT button.
5. Measure the horizontal distance (HD)
   • double check your using the correct prism offset which is typically -30mm. Record the prism offset in the field notes.
     • 
   • Press the MSR1 or MSR2 button to begin measuring. Record the HD (Horizontal Distance) not SD (Slope Distance) or VD (Vertical Distance) value in your field notes
6. Setup foresight (FS) by rod man
   • rod man will move the equipment from the BS to the FS
   • recommend using a Prism, Tribrach and Tripod
   • level the prism directly over the monument/point
   • rotate the prism face so it points to total station
7. Measure horizontal angle (HA) by instrument man
   • loosen the clamp screw and turn an angle to the right
   • sight the FS
   • Record the HA (Horizontal Angle) not VA (Vertical Angle) measurement in your field notes
8. Repeat for next traverse point
   • run the closed traverse in a counter-clockwise manner to ensure all interior angles are turned to the right (this is customary)
9. If we were also doing a vertical traverse, then we would need to record the height of instrument and prism height at each point.

Adjusting lighting, sound levels and laser pointer on the TS525

• "Use the 3-switch window to turn the backlight lighting, sound settings, and the laster pointer for the instrument on or off. To access the 3-switch window from any screen, hold down the Illumination button for one second. To cycle through the settings for a switch, press the number beside that switch. For example, to turn the backlight on or off, press 1. Alternatively, to highlight the switch that you want to set, press the up or down arrows. Then press ENT to cycle through the settings for that switch." (Trimble TS525 Construction Total Station User Guide, p. 38)
• 

Topographic Surveying - TS525 Total Station with TSC2 Data collector

• Background:
  • unlike the M3/M5 total stations, the software in the TS525 cannot collect topo data, it is setup mainly for construction layout. Using Trimble Access in the TSC2 allows use to measure and store topo data while using the TS525 Total Station
  • Use the GPS to measure two points that will be used for control and to establish a baseline.

1. Setup
   • Setup a Tripod, TS525 Total Station, TSC2 with 9-pin cable, TSC2 holder over a known point. Use a tape measure to record height of the instrument
   • Setup a Tripod, tribrach and prism on a known point used as the backsight. Use a tape measure to record the height of the prism.
2. Job Setup in Trimble Access
   • 
3. Key in control points
   • Key in → Points
   • enter the stateplane coordinates of the two control points measured with GPS survey. Need to be able to see both points in the field. This will be used to determine the azimuth for the site.
   • 
4. Station setup
   • 
   • Select the control point used for the Station Setup
   • 
   • Select the control point used for the backsight point
   • 
   • double check the TS525 is still properly sighted on the backsight prism
   • Press Measure button
   • Enter the height of the prism, that is the Backsight height
     • 
   • press Store, then will hear "Station Setup Completed"
5. Measure topo

Topographic Surveying using Trimble TS525 Total Station

1. Background:
   • Need the XYZ of two points and be able to setup on one and turn an angle to the other
2. enter Station (STN) Setup on the TS525
   • Option 1: press the Mode button → key 8 (STN)
3. Total Station Setup
   • Press 2 or select KNOWN in the Stn Setup menu
     • A. Input Station number
     • B. Prompted to enter the Northing-Y (N), Easting-X (E) and Elevation (Z)
     • C. Enter Height of Instrument (HI)
     • CD = Code or Feature Code
     • HI = Height of Instrument
     • ST = Station
     • 
   • Enter Backsight (XYZ) by coordinate
     • A. Prompted to enter the Northing-Y (N), Easting-X (E) and Elevation (Z)
     • B. Enter Height of Instrument (HI)
   • Physically sight the backsight
     • place a prism on the backsight and measure the angle and distance
     • * Sight BS & [MSR/ENT]
     • 
4. Backsight (BS) Check
   • 
5. Recording Measurement Data, Measure a Topo Point

Measure Height of Tree using Trimble TS525 Total Station

• Option 1: Using the TSC2 data collector with the TS525
  • 0. Setup TS525 Total Station over a control point. Connect the TSC2 data collector.
  • 1. Place a prism on the backsight control point and use the TS525 to sight the prism.
  • 1. Start a new job
  • 2. Key in control points
    • Key in → Points
    • enter the stateplane coordinates of the two control points measured with GPS survey. Need to be able to see both points in the field. This will be used to determine the azimuth for the site.
    • 
  • 3. Station setup
    • 
    • Select the control point used for the Station Setup
    • 
    • Select the control point used for the backsight point
    • 
    • double check the TS525 is still properly sighted on the backsight prism
    • Press Measure button
    • Enter the height of the prism, that is the Backsight height
      • 
    • press Store, then will hear "Station Setup Completed"
  • 4. Measure Topo → Vertical Angle Offset
    • Have the rodman move his prism and mono pole to the base of the tree and sight it with the TS525
    • press Measure Topo → Vertical Angle Offset
    • 
    • press Measure
    • enter the rod height
    • sight the top of the tree
    • press Meas VA (Measure Vertical Angle)
    • will then hear "Observation Stored"
  • It appears you need to make two measurements, that is two points will be stored to get the tree height. This will take extra work in the office to edit, that is will have duplicate points except they have a different elevation, will then need to remember the difference between the two is the tree height and then enter this value into an attribute field. There has got to be a way to make this measurement in the field and manually type in the tree height as one of the attributes.
  • 5. Import the data from TSC2
  • Option 1: use Trimble Business Center which has Trimble Data Transfer built in
  • Option 2: use Windows Explorer to copy the .job file and then use Trimble Data Transfer to convert it to a format that Trimble Business Center can read. Note cannot go directly from TSC2 to AutoCAD unless to save the data as a text file or something.
• Option 2: Using the TS525 only
  • To access the Programs menu, press the PRG button in the BMS screen
  • 

Measure Building Height with Baseline Setup

• Obtain the coordinates of two points that can be seen by the total station
  • 
• Enter station setup by pressing the number 8 button on the TS525 keypad
  • 
  • 
• select the Baseline station setup option
  • enter P1
  • enter P2
  • enter TS525 station setup info (i.e. station name, height of instrument (HI), and feature code (CD))
  • 
  • 7. Backsight (BS) defaults to the first point (P1). To change the selected point, highlight the BS field and then select the Change softkey.
  • 8. To finish the setup and record the station, press ENT in the BS field.
• Trimble TS525 Construction Total Station - User Guide
• 

Connecting TSC2 to TS525 Total Station

• TSC2: Trimble Access → Settings → Survey Styles → New
• Style Name: M3
• Style Type: Conventional → Accept
• Instrument → Edit button
• Manufacturer: Trimble
• Model: M3
• Baud rate: 4800
• Parity: none
• HA VA status rate: 2s
• Measurement mode: Fine
• Measure dist on face 2: check on
• Set backsight: Azimuth
• leave instrument precision blank

How do I export data from TSC2 into Trimble Business Office (TBC)

• TSC2: Trimble Access → General Survey → Jobs → Import / Export... → Export Fixed Format Files → recommend using Trimble DC v10.7

Point Numbers

• 0001-0199 Survey Control
• 0200-3999 Topo shots
• 4000-4999 Grading Stakeout
• 5000-5999 Sanitary Sewer
• 6000-6999 Storm Drain
• 7000-7999 Utilities - Stakeout
• 8000-8999 curb and street stakeout
• 10000 and up for building stakeout

Topographic Surveying Abbreviations and Codes

• City of Las Vegas - John Burke
• Clark County Public Works - Richard Cribbs
• LVVWD - Skip Harness
• City of North Las Vegas - Gary Hancock (hancockg@cityofnorthlasvegas.com)

Using Trimble Business Office (TBC) to import conventional survey from TSC2

• Step 0. install TBC 2.6 or later
• Step 1. connect TSC2 to the computer using the USB cable wait a minute or two while Microsoft Windows Mobile Device Center 6.1 configures the TSC2 connection
  • click Connect without setting up your device
  • 
  • once you get the Connected check, then done using Windows Mobile
  • 
• Step 2. open TBC
  • File → New Project → US Survey Foot → OK
  • Project → Change Coordinate System → Coordinate System And Zone → Next
    • US State Plane 1983
    • Nevada East 2701
    • GEOID09 (Conus)
  • View → Device Pane
• Step 3. drag survey job onto plan view window
• Step 4. File → Export
  • Option 1: Custom → Export Format Editor → New
    • 
    • 
  • Option 2: Construction → LandXML exporter → File Name
• Import the Points into Civil 3D
  • 

Survey Control by TRC

• $2400 to update and expand the existing survey control on UNLV campus by Scott Hill, PLS with TRC
  • Revised and condensed into a single Purchase Order
    • PO-UNLV-TRC-DeliverableAll.pdf
  • Original Purchase Orders
    • Deliverable 1 - Procurement of UNLV Survey Markers for Record of Survey, $750 due 6/1/2010 PO-UNLV-TRC-Deliverable1-Procurement.pdf
    • Deliverable 2 - Record of Survey to be filed with the Clark County Recorder's Office, $850 due 6/1/2010 PO-UNLV-TRC-Deliverable2-RecordSurvey.pdf
    • Deliverable 3 - Land Surveying Field Courses, $450 due 6/1/2010 PO-UNLV-TRC-Deliverable3-FieldCourses.pdf
    • Deliverable 4 - Existing Survey Control Inventory, $350 due 6/1/2010 PO-UNLV-TRC-Deliverable4-SurveyControl.pdf

Guest Speakers

• Scott Hill, TRC Solutions. Mobile: 702-208-4766, Work: 702-248-6415, email: shill@trcsolutions.com, address: 1009 Whitney Ranch Dr, Henderson NV 89014
• Trent Keenan. Mobile: 702-596-3257
• Jan Van Sickle (GPS & GNSS for Geospatial Professionals video modules)

Instructor To Do List

• Equipment Purchases
  • Ideal total station setup. Justification when doing a traverse and turning angles. If you have 3-4 students per group, 1 person sets up the total station, 2nd person is the notekeeper, 3rd person sets up the prism over the backsight and 4th person sets up the prism over the foresight. This should make a for a faster field exercise and less time waiting for the student to level the instrument or prism.
    1. Total Station
    2. 3 tripods
    3. 2 prisms
    4. 2 tribrachs
    5. 1 mono-pole (use for topo shots)
• Excel Notes
  • How to graph a function, cosine and sine. Use when discussing departures and Latitudes based on Azimuth and Bearing angles
  • Improve Compass Rule Worksheet
• Where is the NAVD88 datum in relationship to the topographic surface of the earth, the geoid and the WGS84 ellipsoid?
• Where is the NAD83 datum when moving positions from Lat/Long to ellipsoid to the Stateplane Grid?
• Lab Module Template
  • Purpose or goal of the module, for example why are we teaching engineering students on how to use a theodolite?
  • Student Outcomes - what do we want the student to know when they are done
  • Procedures - for example steps to setting up a tripod
  • Example Practice Problems
  • Homework questions that support the lab topics
  • Test to verify students obtain the desired outcome.
  • Reading Materials - references to the textbook and DVD videos to enhance knowledge on the lab topic
  • Time Frame - how many lectures and/or labs needed for the student to learn the materials
• Create Lab Modules for the following topics
  • FE exam - survey questions (March 1, 2010)
    • Add question references
    • Add similar questions from textbook used by Tom Barnes (Schaum's Outline of Introductory Surveying)
  • Setup a tripod (March 7, 2010)
  • Using a Theodolite (March 14, 2010) - how to zero out the instrument, turn single and double angles, record measurements in the field book, how to calculate average measurement and adjust errors
  • How to use the Chain/Steel Tape to measure distances
  • Plumb Bob
  • GPS
  • Total Station
  • Automatic Level - include benchmark books from the cities and counties
  • Rotational Level
  • Importing points to create a surface and topo map
  • CAD - drafting from the field book notes and measurements
  • Research Record of Surveys from the County Recorder's Office (can get from their website).
  • Horizontal and Vertical Curves - how to layout
• Class Advisors - Ed Neumann and Barbara Luke (email: barbara.luke@unlv.edu voice: 702-895-1568)
• How to create a Civil 3D Field Book file (.fbk) from Trimble GPS or a total station instrument?

Grading

Lecture Homework

Email Rules when submitting answers to homework assignments

• Email answers to class email address (formerly cee301spring08@gmail.com, cee301@egr.unlv.edu, cee301fall07@gmail.com )
• Email subject Line must contain Week number and name. Example Week 5 - John Doe
• Typically must attach a JPEG image, PDF or DWF of homework assignment. Each email must include all the .jpg images for that weeks assignment. For example if your Week 3 home is to do Module 3 and it has 4 exercises, I want one email with 4 attachments instead of 4 emails with one attachment each.
• Always use the same email account when submitting homework. Don't send email assignment from UNLV email account one week, next from a work email account, and then another time using a personal email account. Use one account only when corresponding with the Instructor.
• Item to email will identified below with the heading Email

Lecture Homework (LAB01)

1. Lecture Homework #1 (assigned week 1)
   1. Obtain UNLV Computer Account to login to computers in TBE-B367 and A311 labs. Example UNLV email (e.g. username@egr.unlv.edu or username@unlv.nevada.edu)
   2. Create a Microsoft Windows Live SkyDrive account
      • Need a Windows Live ID
      • skydrive.live.com
      • Create a CEE121 folder in skydrive and save your work there
   3. Request 30-day trial copy DVD of TBC Advanced Survey
   4. Create an Autodesk Community Student account at http://students.autodesk.com
      • email
      • instructor: jeffjensen password: normalWeb1out.com
      • Request 30 day trial DVD of AutoCAD Civil 3D 2012 and use the serial number from students.autodesk.com to extend the license from 30 days to 3 years.
      • Alternatively Download and Install Autodesk Civil 3D at home/work from http://students.autodesk.com
   5. Purchase a Surveyor's field book
   6. Purchase a copy of the class textbook
   7. bring headphones/earphones if you want to watch Survey & Layout DVD in class or at the library
   8. CEE121HW01-Worksheet.doc - Angle conversion and reading a ruler
   9. Enter your preferred email address in WebCampus under My Settings → Edit Profile button
   10. Enter a photo of yourself in WebCampus under My Settings → Edit Profile button
   11. Upload in WebCampus the members of your group, 3-4 students per group
2. Lecture Homework #2 (assigned week 1)
   • Webcampus: Ideal tripod setup rule of thumb, determine the following from the lecture notes on Ideal Instrument Setup:
     1. length of your foot/shoe, units of decimal feet
     2. TripodX distance, units of decimal feet and shoes
     3. InstrumentY height for the Total Station, SET6
     4. InstrumentY height for the Trimble Total Stations (M3)
     5. InstrumentY height for the Automatic Level
     6. rule of thumb, what body part is used to measure the height of a closed tripod (e.g. chin, shoulder, chest) to ensure a proper tripod setup?
3. Lecture Homework #3 (assigned week 2)
   • Practice setting up a tripod in the field
   • Webcampus: measure your pace distance. See class notes on Pacing
4. Lecture Homework #4 (assigned week 3)
   • Webcampus: upload a scanned copy of your field notes which contain the following:
     • Pick a minimum of 2 UNLV Survey points/monuments/benchmarks per person in your surveying party/group/crew. So if your group has 3 people, need a minimum of 2 x 3 = 6 points
     • Determine the approximate distance between the selected points using your pacing skills.
     • Hand draw a sketch on a landscape 8.5"x11" piece of paper. Reference the class lecture on proper field notes. Mainly, the right side of the page will have the field sketch and the left side of the page will have the pace measurements (i.e. tabulations).
5. Lecture Homework #5 (assigned week 3)
   • Make elevation adjustments to your level loop/circuit from the UNLV benchmark to Ham Hall. Use the lecture notes on Adjustment of Elevations by Number of Setups. Upload a scanned copy to webcampus.
   • Solve for the distance AB from the example triangle below. See lecture notes on similar triangles
     • 
   • Measure the distance between the two points using the following methods:
     1) the automatic levels to determine the horizontal (stadia) distance
     2) use your pace to determine the topographic distance
     3) use the steel tape/chain to determine the horizontal distance
     • UNLVTBE and UNLVGEO for Group #1 - Jordon, Kyle, Steven
     • UNLVEPA and UNLVBIO for Group #2 - Ed, Petros, Nick
     • UNLVTBEA and W1 for Group #3 - Jess, Eddie, Sandy
     • Upload a scanned a copy of your field notes and sketch.
     • see lecture/class notes on how to Measure Horizontal Distances using the Stadia method from an automatic level.
     • 
6. Lecture Homework #6 (assigned week 3)
   • Webcampus: upload a scanned copy of your field notes from the in class assignment: copy the level circuit/loop recordings from the textbook (see Chapter 5, p. 108 and class notes on Leveling). Do the elevation adjustment using the class notes - Adjusting Benchmark Elevations. Remember the UNLV Library has scanners.
   • Webcampus: the solution to these problems on level loop field notes and reading a level rod - Level Field Notes from 1001 Solved Surveying Fundamentals Problems, 2nd Edition by Jan Van Sickle, PLS. ISBN-13 978-1-888577-12-9 Provide the values for U, V, W, X, Y and Z in the email.
     • 
7. Lecture Homework #7 (assigned week 10)
   • Webcampus: upload a scanned copy of your field book showing the differential leveling to determine the Finish Floor Elevation of Artemus Ham Concert Hall (HCH). Use the elevation stamped on the benchmark outside the TBE (see UNLV Benchmark)
     • 
8. Lecture Homework #8 (assigned week 5)
   • Webcampus: upload a scanned copy of your field book showing the differential leveling to determine the Finish Floor Elevation of Artemus Ham Concert Hall (HCH). Use the elevation stamped on the benchmark outside the TBE (see UNLV Benchmark). Adjust the Elevations based on the number of setups, see Adjust Elevations lecture notes. Ensure your sketch as the items listed in the lecture notes, Field Notes - Right Page - Sketches. Tabulations must also include Page Checks
9. Lecture Homework #9
   • Webcampus: upload a scanned copy of your field book showing your group's closed traverse. Remember, each member of your group must measure a minimum of 2 horizontal angles. Recommend measuring the same monuments you measured the distance between. Use the following lecture notes:
     • Field Notes - Closed Traverse - Example
     • Field Notes - Left Page - Tabulations and Closed Loop Traverse
     • Textbook Appendix A - Theodolite Setup
     • Procedure to measure horizontal angles
     • Page Checks - Closed Traverse
10. Lecture Homework #10
    • Webcampus: upload a scanned copy of the compass rule worksheet CompassRuleWorksheet.pdf completed for Chapter 10.1 to 10.8 in Elementary Surveying, 12th Edition by Ghilani and Wolf.
      • see lecture notes on Traverse - Balancing/Adjustment of Angles
      • Traverse - Compass (Bowditch) Rule: Traverse Adjustment
11. Lecture Homework #11
    • Webcampus: upload a scanned copy of the compass rule worksheet CompassRuleWorksheet.pdf completed for your team/crew closed traverse on the UNLV campus.
      • see lecture notes on Traverse - Balancing/Adjustment of Angles
      • Traverse - Compass (Bowditch) Rule: Traverse Adjustment
12. Lecture Homework #12
13. Lecture Homework #13
    • Webcampus: upload the area of closed traverse in the textbook (Elementary Surveying, 12th Edition by Ghilani and Wolf, Figure 12.4, p. 306)
      1. Hand calculations
         • upload a scanned copy of your hand calculations
         • see class lecture notes, Area of a Closed Traverse - Coordinate Method
      2. CAD calculations
         • Using the coordinate values from (Elementary Surveying, 12th Edition by Ghilani and Wolf, Table 10.4, p. 248) create the 2D points in Civil 3D.
         • Draw a polyline (pline) connecting the points and determine the area of the closed traverse.
         • Upload a screen shot of the traverse showing the area
14. Lecture Homework #14
    • Webcampus: Excel Spreadsheet of Compass Rule
      1. Excel Spreadsheet - Compass Rule
         • Working with Bert, create an excel spreadsheet of the compass rule
         • Using your UNLV traverse and the compass rule spreadsheet, determine the coordinates of each point.
         • upload the excel spreadsheet
         • see class lecture notes, Area of a Closed Traverse - Coordinate Method
15. Lecture Homework #15
    • Field Exercise - SET6 Total Station
      • Using the SET6 Total Station, repeat your groups' UNLV closed traverse
      • Upload a scanned copy of your field book showing the traverse
16. Lecture Homework #16
• Webcampus: upload a screen shot of the Alexander Villas Estates No. 2, Easement No. 2 drawing in AutoCAD Civil 3D. Use either easement #1 or #2.
17. Lecture Homework #17
    • Webcampus: upload legal description written from the following figure:
    • 
    • HWLegalDescription.dwg
    • HWLegalDescription.pdf
    • Use the legal description from Clark County Assessor Plat Book 94 Page 86 as an example. HWLegal-PlatBook94Page86.pdf
    • See chapter 21 in the textbook and class notes on Writing Legal Descriptions

• Mount Charleston Base and Meridian
• Tahoe Peak Base and Meridian
• Mount Diablo Base and Meridian
• Gila and Salt River Base and Meridian

• Forth Standard Parallel South
• Fifth Standard Parallel South
• Eighth Standard Parallel South
• Tenth Standard Parallel South

• 96
• 120
• 150
• 240

• 22
• 24
• 25
• 26

• 1-6 and 7-12
• 1-7, 18,19,30 and 31
• 1,12,13,24,25, and 31-36
• 1-6 and 31-36

• 660’x660’
• 1000’x1000’
• 1320’x1320’
• 2640’x2640’

• 30 acres
• 40 acres
• 120 acres
• 160 acres

Mid-Term Exam - Solution

• Mid-Term Exam - Fall 2012
• Problem 4 (24 pts)
  • Draw a sketch of the traverse (9 pts). Here is a screen shot of the AutoCAD Drawing
  • 
  • MidTermProb4solution.dwg

Final Exam

Send answers to the class email by Friday, 7 May 2010 at 10:00am

1. A differential leveling loop began and closed on BM Tree (elevation 323.48 ft). The plus sight and minus sight distances were kept approximately equal. Readings (in feet) listed in the order taken are 3.18 (BS) on BM Tree, 4.76 (FS) and 2.44 (BS) on TP1, 3.05 (FS) and 6.63 (BS) on BM X, 3.64 (FS) and 2.35 (BS) on TP2, and 3.07 (FS) on BM Tree. Prepare, check, and adjust the notes.
   1. What is the misclosure? A) 0.02 ft B) 0.08 ft C) 8 feet D) 0
   2. How many instrument setups were done? A) 1 setup B) 4 setups C) 8 setups D) 0 setups
   3. What is the correction per setup (ratio of misclosure/number of instrument setups)? A) 0.02 ft B) -0.002 ft C) -0.2 ft D) 2 ft
   • Elementary Surveying, 12 Edition by Ghilani and Wolf. Chapter 5 - Leveling - Field Procedures and Computations, problem 5.11
   • Class Notes - Leveling
2. Create field notes and a sketch from the data in Elementary Surveying, 12 Edition by Ghilani and Wolf. Chapter 10 - Traverse Computations, problem 10.6 and 10.7
   • Create the sketch using AutoCAD Civil 3D. Dimension the unadjusted interior angles. Plot to PDF or make a screenshot image of the drawing. Attach this to your email when submitting the answers.
   • Class Notes - Traverse Field Notes
3. Balance the following interior angles (angles-to-the-right) of a five-sided closed polygon traverse using method 1 of Section 10.2 If the azimuth of side AB is fixed at 48°31'43", calculate the azimuths of the remaining sides. A = 41°09'44", B = 200°52'14", C = 124°57'26", D = 64°28'16", E = 108°32'10", (note: Line BC bears NE)
   1. What is the misclosure? A) 9" B) 10" C) 11" or D) 12"
   2. What is the adjusted angle for D? A) 64°28'16" B) 64°28'18" C) 108°32'12" D) 64°28'20"
   • Notes
   • Elementary Surveying, 12 Edition by Ghilani and Wolf. Chapter 10 - Traverse Computations, Problem 10.6
   • Class Notes - Traverse - Balancing/Adjustment of Angles
   • Remember, once you have adjusted the interior angles, the starting and end point still will not match. Need to do the compass (Bowditch) rule to adjust the lengths.
     • 
4. Compute departures and latitudes, linear misclosure, and relative precision for the traverse of Problem 10.6 if the lengths of the sides (in feet) are as follows: AB = 150.50, BC = 610.39, CD = 485.14, DE = 735.35, and EA = 647.34 (Note: assume units of feet for all distances)
   1. What is the sum of lengths? A) 2601.27 ft B) 2628.72 ft 2601.72 ft C) 2600.27 ft or D) 2600.72 ft (answer was off by 27 ft, correct answer is B = 2628.72 ft)
   2. What is the sum of departures? A) 0.03 ft B) 0.019 ft C) -0.042 ft or D) 0.046 ft (remember if the departure value is positive then you need to substract your correction in departure)
   3. What is the sum of latitudes? A) 0.042 ft B) -0.042 ft C) 0.024 ft or D) -0.24 ft (remember if the latitude value is negative then you need to add your correction in latitudes) then you need to substract your correction in departure)
   4. What is the Linear Misclosure? A) 0.03 ft B) 0.046 ft C) 0.064 ft or D) 0
   5. What is the Relative Precision? A) 1:57146 1:10000 B) 1:60000 1:56000 C) 1:57100 1:65000 or D) 1:57000 1:100000 (calculated relative precision is 1:57146 but needs to be rounded to what precision?)
   • Elementary Surveying, 12 Edition by Ghilani and Wolf. Chapter 10 - Traverse Computations, Problem 10.7
   • Class Notes - Traverse - Compass (Bowditch) Rule and
     Traverse - Compass (Bowditch) Rule: Relative Precision
5. Using the compass (Bowditch) rule, adjust the departures and latitudes of the traverse in Problem 10.7. If the coordinates of station A are Eastings (X) = 20,000 ft and Northings (Y) = 15,000 ft calculate coordinates for the other stations and then the lengths and azimuths of lines AD and EB.
   1. Length of AD? A) 1000 ft B) 1123.58 ft C) 2311.58 ft or D) 543.14 ft
   2. Azimuth AD? A) 30° B) 45°42'14" C) 45°14'43" or D) 176°51'29"
   3. Length of EB? A) 1000 ft B) 543.14 ft C) 453.14 ft or D) 1123.58 ft
   4. Azimuth EB? A) 45°42'14" B) 176°51'29" C) 376°51'29" D) 124°57'28" (hint: Bearing EB is S 3°08'31" E)
6. You are working on neighborhood preservation project to rebuild an antiquated school, moderize it like the more sophisticated A-Tech High School. Please find the closest NGS Datasheet in the Valley to the intersection of Eastern and Karen. Note, this NGS survey control point must exist, that is the LAST_COND cannot be DESTROYED or MARK NOT FOUND. Also, for safety reason, please don't try to visit the sight in attempts to find the monument/benchmark :-)
   1. What is the Permanent IDentifier (PID) station name? A) AC3363, B) GR1312, C) GR1954, D) 2653
   2. What is the NAVD 88 elevation in feet at this point? A) 556.318, B) 1825.12, C) 1852.91, D) 2012
   • Class Notes: NGS Data Sheet
   • Tip: to import an ESRI Shapefile into Google Earth Pro, use File -> Import... then change the file type to ESRI Shape (*.shp).

Lab Exercises

1. 1. Tripod setup, pacing and taping (Ch 1, 2)
2. 2. Automatic Levels (Ch 3,4,5)
3. 3. Theodolites
4. 4. Software: AutoCAD/Civil 3D/Trimble Business Office
5. 5. Total Stations
6. 6. Total Stations
7. 7. GPS Survey
8. 8. GPS Survey

Introduction to Surveying

1. Definition of Surveying
2. Math Review
   • Trigonometry Review
   • Area of a Triangle

Definition of Surveying

• Field Measurements
• "Surveying, which is also interchangeably called geomatics, has traditionally been defined as the science, art, and technology of determining the relative positions of points above, on, or beneath the Earth's surface, or of establishing such points. In a more general sense, however, surveying (geomatics) can be regarded as that discipline which encompasses all methods for measuring and collecting information about the physical earth and our environment, processing that information, and disseminating a variety of resulting products to a wide range of clients." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 1)
• Geodetic Surveys
  • "In geodetic surveying, the curved surface of the Earth is considered by performing the computations on an ellipsoid (curved surface approximating the size and shape of the Earth)" (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 7)
• Plane Surveys
  • "In plane surveying, except for leveling, the reference base for fieldwork and computations is assumed to be a flat horizontal surface. The direction of a plumb line (and thus gravity) is considered parallel throughout the survey region, and all observed angles are presumed to be plane angles. For areas of limited size, the surface of our vast ellipsoid is actually nearly flat. On a line 5 mi long, the ellipsoidal arc and chord lengths differ by only about 0.02 ft." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 9)

Trigonometry and Coordinate Geometry Review

Oblique Triangle

• 
• A° + B° + C° = 180° (for a triangle on a flat plane)

Law of Sines

Law of Cosines

• a² = b² + c² - 2bc cos A
• b² = a² + c² - 2ac cos B
• c² = a² + b² - 2ab cos C
• "The law of cosines is applied to problems in which either (a) two sides and the included angle are known or (b) only three sides are known. (When the included angle is 90°, the foregoing equations reduce to the Pythagorean theorem because cos 90° = 0.) Any side of the triangle that appears on the left half of the equation must be the side opposite the angle used in the cosine function on the right half." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, & Kissam, p. 48)
• Examples
  • Given a triangle with a=45.0, b=67.0, and angle C=145°, solve for side c and angles A and B. (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, & Kissam, Example 3-15, p. 48)
    
  • Law of Cosines c^2 = a^2 + b^2 - 2ab(cos c) c² = 45.0² + 67.0² - 2(45.0)(67.0)(cos 145°) c² = 2025 + 4489 + 4940 = 11453.5 c = √11453.5 = 107.0 Law of Sines 107.0 / sin 145° = 45.0 / sin A sin A = 45.0 (sin 145 / 107.0) A = 14° Angles of a Polygon, Σ = 180°(n-2) = 180° B = 180° - A - C = 180° - 14° - 145° = 21°

Sum of Polygon Angles or Geometrically Correct Total Angles for a Polygon

• sum of all interior angles, Σ = 180° (n-2)
• sum of all exterior angles, Σ = 180° (n+2)
• Given a 3 sided polygon (triangle), Σ = 180° (3-2) = 180°
• Given a 5 sided polygon (pentagon), Σ = 180° (5-2) = 540°
• see brightstorm notes on Sum of Polygon Angles
• see brightstorm notes on Triangle Angle Sum or Proof that the sum of the angles in a triangle is 180°bing.

Closed Traverse Misclosure

• "The angular misclosure for an interior-angle traverse is the difference between the sum of the observed angles and the geometrically correct total for the polygon." (Elementary Surveying, 12th Edition, Ghilani & Wolf, p. 232)
• Misclosure is also known as angular error
• See lecture notes on Linear Error of Closure (LEOC)
• 

Pythagoren Theorem and Rectangular Coordinates

Area of a Triangle

• How to calculate the area of an oblique triangle (triangle that does not contain a right angle)
• 
• Heron's Formula
• 

Area of a Parallelogram

Area of a Trapezoid

• 
• Math Open Reference - Area of a Trapezoid
• Math Open Reference - Video: Area of a trapezoid - derivation of the formula

Area of a Closed Traverse - Coordinate Method

• Background
  • Primary Purpose: 1) calculate the area of a closed traverse, 2) calculate the cross-sectional end area, used to determine the volume of cut/fill material in earthwork problems.
• "When the coordinates of the stations of a closed traverse are known, it is a simple matter to computer the area within the traverse, either by computer or handheld calculator." (Surveying Principles and Applications, 8th Edition by Barry Kavanagh, p. 215)
• 
• Math Open Reference - Area of a Polygon (Coordinate Geometry)
• "Because of the effects of error propagation, it is important to remember that it is better to be conservative when expressing areas, and thus a phrase such as '6.258 acres more or less' is often adopted, especially when writing property descriptions." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 309)
• Area by Coordinates: "The areas of trapezoids are, in effect, being summed with appropriate algebraic signs. The result of the computation is double the area, which must be divided by 2." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, and Kissam. p. 157-8)
• "State simply, the double area of a closed traverse is the algebraic sum of each X coordinate multiplied by the difference between the Y coordinates of the adjacent stations. The double area is divided by 2 to determine the final area. This rule applies to a traverse with any number of sides. The final area can result in a positive or negative number, reflecting only the direction of computation (clockwise or counterclockwise). The physical area is, of course, positive; there is no such thing as a negative area." (Surveying Principles and Applications, 8th Edition by Barry Kavanagh, p. 215)
• Area by Coordinates formula
  • n = number of vertices in the polygon
  • x_ny_n = x₀y₀ where the first and last vertices are the same
  • vertices must be ordered clockwise (negative area) or counterclockwise (postive area)
  • 
  • 
  • "The subscript n stands for the total number of stations in the traverse. The coordinates for the first station are repeated at the end of the sequence, but it really does not matter which is considered the first station..." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, and Kissam. p. 157-8)
  • 
  • Example Problem
    • 
• Example - Area by Coordinates
  • see Elementary Surveying by Ghilani and Wolf, Chapter 12.5, p. 305-309
    • 
    • 
  • Step 1 - Area of Trapezoid AB
    • 
  • Step 2 - Area of Trapezoid BC
    • 
  • Step 3 - Area of Trapezoid CD
    • 
  • Step 4 - Area of Trapezoid DE
    • 
  • Step 5 - Area of Trapezoid EA
    • 
  • Solution
    • 

Similar Triangles

• Requirement: all angles are the same, so in the case of a pair of triangles, all three pairs of corresponding angles are the same, AAA (angle angle angle).
• 
• 
• Example Problems
  • 
  • Civil 3D 2010 drawing - TrianglesSimilarProblem.dwg and TrianglesSimilarProblemSolution.png
• 
• "Theory of stadia. Stadia is a method of measuring distance and difference in elevation. It is based upon the geometric principle that in two similar triangles the corresponding sides are proportional. Refer to figure 1-17. If sides i and I are parallel and are bisected by a perpendicular line (fd), then the length of side i is proportional to the length of the side I; side W is proportional to side X; side Y is proportional to side Z; and line f is proportional to line d. By examination it is evident that f/i = d/I. This ratio is the heart of stadia measurement. Remember that as you study this lesson. Stadia measurements are taken with a graduated rod and an optical device that contains three horizontal cross hairs and one vertical hair. The upper and lower stadia hairs are equidistant from and parallel to the center cross hair." (Engineering Journeyman Volume 4: Plane Surveying by MSgt Richard R. Johnson, USAF 366 TRS/Det7, p. 1-24 and 1-15)

Height of Objects

• 
• http://www.wood.army.mil/DET7/files/J3ZAP3E571-004-H1Apr04.pdf

Drawing Scale

• "The scale of a map refers to the ratio or relationship between the length of a line on the drawing and the actual distance that the line represents in the field. Map scales may be expressed in the form of an equivalence, such as 1 in = 2000 ft; this means that a length of 1 in on the map represents a distance of 2000 ft on the ground. This is sometimes called an engineer's scale.
  The scale may also be expressed in terms of representative fraction (RF) or as a ratio. The RF = map distance/actual distance. For example, a scale of 1/24,000 means that a 1-in length on the map represents a distance of 24,000 inches on the ground. An RF of 1/24,000 may also be written as the ratio 1:24,000." (Surveying Fundamentals and Practice, 6th Edition by Nathanson, Lanazfama & Kissam, p. 198)

Sigificant Figures

• "In recording observations, an indication of the accuracy attained is the number of digits (significant figures) recorded. By definition, the number of significant figures in any observed value includes the positive (certain) digits plus one (only one) digit that is estimated or rounded off, and therefore questionable. For example, a distance measured with a tape whose smallest graduations are 0.01 ft, and recorded as 73.52 ft, is said to have four significant figures; in this case the first three digits are certain, and the last is rounded off and is therefore questionable but still significant." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 27)
• "...if data are recorded with more figures than those that are significant, false precision will be implied." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 27)
• "The number of significant figures is often confused with the number of decimal places. Decimal places may have to be used to maintain the correct number of significant figures, but in themselves they do not indicate significant figures. Some examples follow:
  
    Two significant figures: 24, 2.4, 0.24, 0.0024, 0.020, 2.4 X 10³ (2400)
    Three significant figures: 364, 36.4, 0.000364, 0.0240, 2.40 X 10³ (2400)
    Four significant figures: 7621, 76.21, 0.0007621, 24.00, 2.400 X 10³ (2400)
  
  Zeros at the end of an integral value may cause difficulty because they may or may not be significant. For example, in a value expressed as 2400, it is not known how many figures are significant; there may be two, three, or four, and therefore definite rules must be followed to eliminate the ambiguity. The preferred method of eliminating this uncertainity is to express the value in terms of powers of 10. The significant figures in the measurement are then written as a number between 1 and 10, including the correct number of zeros at the end, and annexing a power of 10 places the decimal point. As an example, 2400 becomes 2.400 X (10)³ if both zeros are significant, 2.40 X (10)³ if one is, and 2.4 X (10)³ if there are only two significant figures." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 27-28)

Angles

Adding Angles

• How to add Angles in DMS format? Recommend converting to DD, then add, and then convert back to DMS
• Measured Interior Angles A = 100° 45' 37" B = 231° 23' 43" C = 17° 12' 59" D = 89° 03' 28" E = 101° 34' 24" ================== Σ = 538° 117' 191" = 538° (60' + 57') (60" + 60" + 60" + 11") = 538° (60' + 57') (1' + 1' + 1' + 11") = 538° (60' + 57' + 1' + 1' + 1') 11" = 538° (60' + 60') 11" = 538° (1° + 1°) 0' 11" = 538° + 1° + 1° 0' 11" = 540° 0' 11"
• 

Angle Conversions - DMS and DD

• 236.345° = 236° + 0.345° = 236° + 0.345° (60'/1°) = 236° 20.7' = 236° 20' + 0.7'(60"/1') = 236° 20' 42"

• 236° 20' 42" = 236° + 20' (1°/60') + 42" (1'/60")(1°/60') = 236° + 0.333° + 0.012° = 236° + 0.345° = 236.345°

Angles - Azimuths

• Values vary from 0° to 360°
• "Azimuths are measured clockwise from North and vary from 0 to 360°. They require only a numerical value (35°, 145° 215°, etc.). Azimuths may be referenced to true North, to magnetic North, to an azimuth taken from plans, or from an assumed direction. In addition, azimuths may be forward or backward." (Construction Surveying and Layout, 3rd Edition by Wesley G. Crawford, Creative Construction Publishing, p. 14-14.)
• "Azimuths are horizontal angles observed clockwise from any reference meridian." (Elementary Surveying, 12th Edition, Ghilani and Wolf, p. 168)
• 
• "One way to describe directions in surveying is by using azimuths. The azimuth of a line is the horizontal direction measured clockwise from a zero direction which points north from the station occupied. Every line has two azimuths, depending on the observer's position. For example, in Fig. 6-7 a survey is progressing from A toward B. Angle a is the forward azimuth for this line. To designate the direction from B to A, angle b is used; angle b is known as the back azimuth of the line. In plane surveying, the forward and back azimuths of a line always differ by exactly 180°. The zero azimuth line can be based on true, grid, or magnetic north. Forward azimuths are converted to back azimuths, and vice versa, by adding or subtracting 180°." (Schaum's Outlines - Introductory Surveying by James R. Wirshing and Roy H. Wirshing, p. 127-8)
  • 

Angles - Bearings

• Values vary from 0° to 90°
• "The bearing of a line is its direction (within a quadrant) with reference to a meridian (i.e., north or south line). Bearings are measured clockwise or counterclockwise, depending on the quadrant, from either the north or the south line. A bearing is identified by first naming the end of the meridian from which it is reckoned (north or south), then the angle value, and finally the direction (east or west) from the meridian. For example, a line in the southwest quadrant making an angle of 37°43' with the south reference meridian has a bearing of S37°43'W. An angle in the northwest quadrant 47°25' from the north meridian has a bearing of N47°25'W. Bearings never exceed 90°." (Schaum's Outlines - Introductory Surveying by James R. Wirshing and Roy H. Wirshing, p. 129)
• 

North Reference Meridians

• "The direction of a line is defined by the horizontal angle between the line and an arbitrarily chosen reference line called a meridian. Different meridians are used for specifying directions including (a) geodetic (also often called true), (b) astronomic, (c) magnetic, (d) grid, (e) record, and (f) assumed." (Elementary Surveying, 13th Edition by Ghilani and Wolf, p. 171)
• Grid North
  • "Surveys based on a state or other plane coordinate system employ a grid meridian for reference. Grid north is the direction of geodetic north for a selected central meridian and held parallel to it over the entire area covered by a plane coordinate system." (Elementary Surveying, 13th Edition by Ghilani and Wolf, p. 172)
  • 
• Magnetic North
  • "Magnetic declination is the horizontal angle observed from the geodetic meridian to the magnetic meridian. Navigators call this angle variation of the compass; the armed forces use the term deviation. An east declination exists if the magnetic meridian is east of geodetic north; a west declination occurs if it is west of geodetic north. East declinations are considered positive and west declinations negative. The relationship between geodetic north, magnetic north, and magnetic declination is given by the expression"
    
    geodetic azimuth = magnetic azimuth + magnetic declination
    
    (Elementary Surveying, 13th Edition by Ghilani and Wolf, p. 180)
  • "Unless disturbed by local attraction (a local anomaly caused from such things as power lines, railroad tracks, metallic belt buckles, and so on that affect the direction a compass needle points at any location), a compass needle is free to spin and align itself with the Earth's magnetic field pointing in the direction of the magnetic meridian (toward the magnetic north pole in the northern hemisphere)." (Elementary Surveying, 13th Edition by Ghilani and Wolf, p. 180)
  • 
  • Isogonic lines from World Magnetic Model for 2005
  • 
  • 

Microsoft Calculator

• Has the ability to convert between DD and DMS
• Must use Scientific View (Menu bar: View -> Scientific)
  • 

TSC2 Calculator

• How to open the Calculator program on the TSC2. Within Trimble Survey Controller, click Cogo and then Calculator
  • 
• Calculator Settings, click the checkbox button to set the Calculator mode into Standard or RPN (default)
  • 
• To enter angles in Degrees Minutes Seconds format, type the degrees value then click the ° ' " button. Then type in the minutes value and again click the ° ' " button. Finally type in the seconds value and click the ° ' " button.
  • 

Using calculators in degree mode

• 180° = π radians (see CliffsNotes - Radians)
• Texas Instruments - TI-Nspire Solution 26570: Converting Degrees/Minutes/Seconds (DMS) to Decimal Format Using the TI-Nspire Family Handheld and Computer Software
• TI-36II Angle Modes
• TI-83 Angle Operations
• TI-84 Plus Angle Operations
• Examples
  • Convert decimal degree to radians
    236.345° = 236.345° (π radians/180° )= 4.125 radians
  • Convert 1.57 radians to decimal degrees
    1.57 radians (180° / π) = 90°

Matrices

Multiply (Product) of two Matrices

• "The matrix multiplication is not commutative, the order in which matrices are multiplied is important. In fact, this little setback is a major problem in playing around with matrices. This is something that you must always be careful with." (S.O.S. Math - Multiplication of Matrices)
• 

Horizontal Curves

Types of Horizontal Curveys

• Horizontal Curves - "curves used in horizontal planes to connect two straight tangent sections" (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 703)
• Simple Curve
  • "A simple curve is a circular arc connecting two tangents (straight sections)." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 703)
• Compound Curve
  • "A compound curve is composed of two or more circular arcs of different radii tangent to each other, with their centers on the same side of the alignment.... often used on exit and entrance ramps of interstate highways and expressways, although easement [spiral] curves are generally a better choice for these situations." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 703)
• Broken-back Curve
• Reverse Curve
  • Often seen at street intersections which have a left turn lane and an island/median.
  • Used to shift the travel direction of a vehicle. For example at standard parallels, the townships and ranges are adjusted to compensate for the curvature of the earth. This causes a shift in the section lines, that is they are no longer continuous. Problem is sections lines are typically the right of way of a street. To keep the movement of vehicles flowing, a reverse curve is often used in urban design.
  • "A reverse curve consists of two circular arcs tangent to each other, with their centers on opposite sides of the alignment.... reverse curves are unsuitable for modern high-speed highway, rapid transit, and railroad traffic and should be avoided if possible." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 703)
  • example of a rural highway with a reverse curve
  • 
    View Larger Map
• Spiral Curve
• Simple, Compound, Broken-back and Reverse Curves
• 
• Compound and Reverse Curves
• 

Horizontal Curves and Stationing

• PC = PI - T
• PC = Point of Curvature
• PI = Point of Intersection of the PC and PT tangents
• T = Tangent distance. T = R tan(I°/2) where R is radius of circular curve, I is the Intersecting Angle/Δ/Central Angle
• PT = PC + L
• PT = Point of Tangent
• L = Length of curve. L = RI°(π/180°). The length of the curve, L is the distance from PC to PT, measured along the curve fro the arc definition, or by 100'ft chords for the chord definition. (Elementary Surveying, 12th Ed by Ghilani and Wolf, p. 706)
• "If route surveys are originally staked as a series of tangents having continuous stationing, as described previously, then an adjustment has to be made at each PT after curves are inserted. This is necessary because the length around the curve from PC to PT is shorter than the distance along the tangents from the PC to the PI to the PT. Thus for final stationing at the PT, there is a 'station equation,' which relates the stationing back along the curve to that forward along the tangent." (Elementary Surveying, 12th Ed by Ghilani and Wolf, p. 709)

Degree of Circular Curve

Circular Curve Formula

Degree of Circular Curve (a.k.a. arc definition)

• Circumference of a circle, C = π D = 2 π R
• D = diameter
• R = radius
• Length of Curve (a.k.a. Arc Length), L = RI°(π/180°)
• I = Intersection Angle, Central Angle, Delta Δ
• R = Radius, units of radians
• 2π radians = 360°
• 
• R = 5729.58'/D where D is the degree of curve in units of Degrees (°) and R is the radius of the circular curve.
• 
• Reference
• Math Open Reference: Arc Length

Horizontal Curve Problems

---

1. Given I = 8°24', station of PI is 64+27.46 and circular curve radius R=2864.79 ft, Find the PC station, PT station, External ordinate distance E and middle ordinate distance M. (see Elementary Surveying, 12th Ed by Ghilani and Wolf, Example 24.1, p. 708-9)
• 
• 1. Find PC
• T = R tan (I/2)
• I = 8°24' = 8.4°
• T = 2864.79' tan (8.4°/2) = 210.38'
• PC = PI - T = 6427.46' - 210.38' = 62+17.08'
• 2. Find PT
• "PT cannot be obtained by adding the tangent distance to the station of the PI, although the location of the PT on the ground is determined by measuring the tangent distance from the PI. Points representing the PC and PT must be carefully marked and placed exactly on the tangent lines as the correct distance from the PI so other computed values will fit their fixed positions on the ground." (see Elementary Surveying, 12th Ed by Ghilani and Wolf, p. 709)
• PT = PC + L
• L = RI(π/180) = 2864.79' x 8.4° * π / 180° = 420.00'
• PT = 6217.08' + 420.00' = 66+37.08
• 3. Find external distance E
• E = R{1/[cos(I/2)] - 1} = 2864.79'{1/[cos(8.4°/2)] - 1} = 7.71 ft
• 4. Find middle ordinate distance M
• M = R[1-cos(I/2)] = 2864.79'[1-cos(8.4°/2)] = 7.69'

---

2. Find Point of Tangent, PT station given Point of Curvature, PC station of 10+25.00, Intersecting Angle (Delta, Central Angle) = 105° 44'00", and radius R=100.00 feet. See figure below
• 

---

3. Find the Intersecting Angle, I (Δ Delta, Central Angle) given Point of Curvature, PC station of 10+00.00, Point of Tangent, PT station of 12+39.9828 and Radius, R = 125 feet,
• 

---

4. A 6° curve has forward and back tangents that intersect at sta 14+87.33 and a central angle (Δ Delta, Intersecting Angle) of 11°21'35". The station of the point of beginning curvature (BC also known as point of curvature, PC) is most nearly.
• Solution: find R by using formula R = 5729.58/D
  R = 5729.58/6° = 954.93'
• convert I (central angle, Δ) from DMS to DD
  11°21'35" = 11.359722°
• Next, find T by using formula T = R tan (Δ/2)
  T = 954.93 tan (11.359722/2) = 94.9757 feet
• PC = PI - T = 1487.33 - 94.98 = 1392.35 feet or sta 13+92.35
• 

---

5. "A horizontal curve is designed with a 2000-ft (609.600-m) radius. The curve has a tangent length of 400 ft (121.920 m) and the PI is at station 103+00 (3+139.440). Determine the stationing of the PT." (Principles of Highway Engineering and Traffic Analysis, 4th by Mannering, Washburn and Kilareski, Example 3.14, p. 80)
• 
• 1. Find I (intersecting angle, Δ, Central Angle)
• T = R tan (I/2)
• I = 2 arctan (T/R) = 2 arctan (400/2000) = 22.62°
• 2. Find point of curvature, PC
• PC = PI - T = 10300 - 400 = 99+00
• 3. Find length of curve, L
• L = RI(π/180) = 2000 x 22.62° x π / 180° = 789.58'
• 4. Find point of tangent, PT
• PT = PC + L, note it is incorrect to have PT = PI + T as the answer will be a little longer
• PT = 9900' + 789.58' = 106+89.58'
• Wrong → PT = PI + T = 10300 + 400 = 107+00 which is longer because 2T > L

---

6. Reference Figures
• Civil 3D 2013 drawing of figures HorizontalCurveProblems.dwg
• 
• 

Determine Ideal Instrument Setup

• When placing the instrument on the tripod, it is customary to align the base of the instrument with the head of the tripod as shown in this figure.
  • 
• With the tripod still closed, loosen the tripod thumbscrews, extend the tripod legs until it stands about shoulder height. Then slightly tighten the thumbscrews.
  • 
  • Height of SET6 Total Station (distance between base of instrument and eyepiece/scope)
    • 
  • Height of Automatic Level
    • 
  • Height of Theodolite
    • 
  • Height of Tribrach
  • How to calculate ideal tripod setup
    • Determine eye height of the surveyor/instrument man. Using a Leveling/Philadephia Rod or tape measure, measure the vertical distance from the ground to the surveyor's eye height. Record this value as EyeY in decimal feet
    • Determine the instrument height (will vary between equipment). Record this value as InstrumentY
    • calculate TripodY = EyeY - InstrumentY
    • calculate TripodX
      • using the Law of Sines and that the tripod metal shoes are tilted about 75°, calculate TripodX distance (TripodX = TripodY * sin15°/sin75°)
      • determine the length of your foot/shoe and compare that to TripodX. Using your foot as a rule of thumb, what is the distance the between the tripod leg and the monument, in units of Your Shoe. For example, if the TripodX distance is 1.5 feet and my shoe length is 1 foot, then the distance is 1 and half (1.5) Shoes.
      • in other words, measure the length of your foot and use this as a rule of thumb to identify the distance between the ground monument and the tripod metal shoe.
    • Determine the closed Tripod height
      • TripodZ = closed tripod height
      • TripodZ = √(TripodX² + TripodY²)
      • Compare the TripodZ distance to your body. Use this location on your body, for example, it might be at your shoulder or chest height and use this as a rule of thumb when extending the tripod legs for a setup
• For a firm and secure tripod setup, the tripod metal shoes are inserted vertically into the ground. Note the angle of the metal shoe tips is about 75° from the horizontal, see figure below.
  • 
• Make a mental note of your foresight and backsight. When setting up the tripod want to avoid straddling one of the tripod legs to make a measurement. It is easy to bump/misalign the tripod if you straddle it.
• Rotate the tripod and hold the two legs closest to you. Place the 3rd leg about 1.5'-2.0' feet beyond the ground monument point. Then pull back the other two legs and place equal-distance from the ground monument point. The top of the tripod must be directly over the ground monument point.

Tripod Setup

• Background
  • Almost impossible to setup a tripod at 1) a given height, 2) directly over a monument/point and 3) level. Typically disregard #1 and just use a tape measure to record the instrument height in the field notes. The following tripod setup procedure will address #2 and #3 requirements.
• Tripod Setup Metric/Grading/Standard
  1. proper setup in under 5 minutes (1 pt)
  2. tripod at proper height based on the surveyor's rule of thumb of body height and shoe distance from monument (surveyor is not standing on toes or hunched over to use the instrument) (2 pts)
  3. tripod stable/secure (mainly screws on tripod legs are tighten) (1 pt)
  4. tripod and instrument level (2 pts)
  5. tribrach directly over point/monument via the optical plummet (2 pts)
  6. total station case closed when setting up instrument (1 pt)
  7. proper breakdown of equipment, reindex the tribrach, instrument placed properly in case, tripod is colapsed and strapped closed) (1 pt)

Three-Screw Leveling Head

• Paul Holley Method of Tripod and Instrument Setup
  • Only adjust 2 legs on the tripod. This will ensure the head plate of the tripod remains fixed over a point.
  • Only adjust 2 thumbscrews (A and B on figure below) on the instrument. Do not adjust the third thumbscrew C.
• Before placing the instrument on the tripod and before storing the instrument in the case, check to see the screws are indexed.
  • "On most instruments, the midpoint of the leveling screw is shown with a line on the screw body. When the top of the knob is on the line, an equal amount of rotations of the screw can be made up, and an equal amount down. Store your instrument with all leveling screws indexed." (Construction Surveying and Layout, 3rd Edition by Wesley G. Crawford, Creative Construction Publishing, Inc. p. 3-45)
• "The advantage of the three-screw leveling head system is that an instrument can be leveled more quickly. It is indeed quicker if a systematic approach to leveling the instrument is followed. Persons have been observed going around in circles trying to level this type of system because they were using it improperly." (Construction Surveying and Layout, 3rd Edition by Wesley G. Crawford, Creative Construction Publishing, Inc. p. 3-47)
• 
• 

Procedure to measure horizontal angles using a Theodolite

• 
• Step 0: setup, level the instrument and plumb over a monument/point
• Step 1: zero out the instrument
  • A. loosen the upper and lower clamp screws
  • B. rotate the black circle rotating ring until you read 0 in the graduation display cutout. Then tighten the upper clamp screw.
  • C. look in the angle reading eyepiece and rotate micro knob until you read 00 on the center right side of the field view for clockwise horizontal angles. Note the micro knob can only fine tune 60 minutes (1°).
    • "Adjust the openess and direction of the reflecting mirror for obtaining optimal brightness for circle reading." (Pentax Theodolite FX-1DE Manual, p. 21)
    • 
  • D. look in the angle reading eyepiece and turn the upper tangent screw until the horizontal graduation line is in the center of the indexing lines. Note the upper tangent screw can turn ~ 6°
    • 
  • E. the instrument should now be set to zero. Do not touch the micro knob, upper tangent screw and upper clamp screw until Step 3.
• Step 2: focus on your backsight
  • A. with the upper clamp screw tighten and the lower clamp screw loose, rotate the theodolite/instrument until the object lens is pointing at the target. Use the clear white triangle in the collimator/gun sight/peep sight to line up the instrument with the backsight. Might need to rotate the telescope if the collimator/gun sight is on the bottom.
    • 
  • B. tighten the lower clamp screw
  • C. while looking in the eyepiece, rotate the eyepiece ring until the cross hairs/reticle appears as its maximum sharpness. In otherwords focus the cross hairs using the eyepiece ring.
    • "If focusing is correct, the cross hairs will not move in relationship to the object when you move your eye slightly left and right while looking through the eyepiece. This will eliminate any parallax." (Pentax Theodolite FX-1DE Manual, p. 15)
    • 
  • D. while looking in the eyepiece, rotate the focussing knob on the telescope until the backsight becomes clear/in focus.
  • E. use the lower tangent screw to line up the vertical cross hair with the backsight. The lower tangent screw adjusts the telescope left and right.
    • If you cannot rotate the lower tangent screw any more and still not on the backsight, then rotate the lower tangent screw back about 3° and then loosen the lower clamp screw and resight on the backsight. Tighten the lower clamp screw and then again try adjusting the lower tangent screw.
  • F. (Optional) use the telescope clamp and upper tanget screw to line up the horizontal cross hair with backsight. This adjusts the telescope up and down.
  • G. look in the angle reading eyepiece to double check the angle is zero.
  • H. Double check the optical plummet is still centered on the ground mounment.
• Step 3: turn the angle
  • A. loosen the upper clamp screw. This keeps the circle rotating ring fixed.
  • B. rotate the instrument to the foresight. Line up the foresight with the collimator/gun sight/peep sight. Remember in a closed traverse it is customary to turn angles to the right, so rotate the instrument clockwise.
  • C. tighten the upper clamp screw
  • D. while looking in the eyepiece, rotate the focussing knob until the backsight becomes clear/in focus.
  • E. use the upper tangent screw to line up the vertical cross hair with the foresight. This adjusts the telescope left and right.
  • F. (Optional) use the telescope clamp screw and telescope tangent screw to line up the horizontal cross hair with the foresight. This adjusts the telescope up and down.
  • G. look in the angle reading eyepiece, rotate the micro knob until the graduation line is in the center of the indexing lines. Read outloud the clockwise angle (angle turned to the right).
    • 
  • H. record the horizontal angle in the Field Book
• Step 4: repeat the angle measurement (double angle) on backsight
  • A. flip the telescope 180°, that is flop the scope. So if the collimator/gun sight is on top of the telescope it is now on the bottom. Might need to loosen the telescope clamp screw.
  • B. loosen the lower clamp knob/screw and rotate the instrument back onto the backsight. Use the clear white triangle in the collimator/gun sight to line up the instrument with the backsight. Note the circle rotating ring will rotate with the instrument.
  • C. Tighten the lower clamp knob/screw
  • D. while looking in the eyepiece, rotate the focussing knob until the backsight becomes clear/in focus.
  • E. use the lower tangent screw to line up the vertical cross hair with the backsight. This adjusts the telescope left and right.
  • F. (Optional) use the telescope clamp and telescope tangent screw to line up the horizontal cross hair with backsight. This adjusts the telescope up and down.
  • G. look in the angle reading eyepiece to double check the clockwise angle (angle turned to the right) is still reading the same angle measurement as it was on the foresight.
• Step 5: turn the double angle to the foresight
  • A. loosen the upper clamp screw
  • B. rotate the instrument to the foresight. Line up the foresight with the collimator/gun sight. Remember in a closed traverse it is customary to turn angles to the right, so rotate the instrument clockwise.
  • C. tighten the upper clamp screw
  • D. while looking in the eyepiece, rotate the focussing knob until the backsight becomes clear/in focus.
  • E. use the upper tangent screw to line up the vertical cross hair with the foresight. This adjusts the telescope left and right.
  • F. (Optional) use the telescope clamp and telescope tanget screw to line up the horizontal cross hair with backsight. This adjusts the telescope up and down.
  • G. look in the angle reading eyepiece, rotate the micro knob until the graduation line is in the center of the indexing lines. Read outloud the clockwise angle (angle turned to the right).
    • 
  • H. record the double angle in the Field Book.
• Step 6: divide the double angle by 2. Record this as the average/mean angle between the backsight (BS) and the foresight (FS).
  • example: 77°56.8'/2 = (77 + 56.8' (1°/60'))/2 = 38°58'24"
• Step 7: relocate theodolite to next point
  • "Just before taking up the transit, center the instrument on the foot plate, roughly equalize the leveling screws, clamp the upper motion, unclamp (or clamp lightly) the lower motion, point the telescope vertically up, and clamp the telescope lightly." (Surveying Theory and Practice, 3rd Edition by Raymond Davis and Francis Foote, p. 283)

Positional Certainty

• "Positional certainty means a measurement of the relative accuracy of positions with respect to the location of a controlling monument." (NAC 625.651)
• Positional certainty: Horizontal and vertical components of certain land surveys (NAC 625.666)
  • Topographic Surveys
    • Engineering Design Surveys... ±0.03 ft to ±0.3 ft
• When submitting a Plat to Clark County, it must close within 0.01 ft according to Erik Denman, PLS (voice: 702-455-2103, edenman@co.clark.nv.us)

• "Because many existing products, including control datasheets in the NAD83 datum, refer to the 1984 standards, these will also be described. This eariler set of standards established three distinct orders of accuracy to govern traditional control surveys, given in descending order:"

Accuracy for Vertical Control Surveys

• "The relative accuracy required for a vertical control or leveling survey depends on its purpose. A set of standards and specifications has been prepared by the federal government for the national control network; this also serves as a guide for surveyors in private practice. There is a hierarchy of several different orders and classes for vertical accuracy standards. These standards are expressed in terms of an allowable error of closure, as well as relative accuracy between points." ( Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 100-1)
• "The allowable error of closure is a function of the length or total horizontal distance of the leveling line or circuit. The function is expressed in the following form: error = constant x √distance. The higher the order of accuracy, the smaller the constant." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 100)

Accuracy for Horizontal Control Surveys

• "Relative Accuracy for horizontal distances, the ratio of the error of closure to the actual distance is called the relative accuracy. (In some other textbooks, it is also referred to as the degree of accuracy, order of accuracy, accuracy ratio, relative precision or just plain precision. No matter what it is called, the concept is essentially the same.)" (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 28)
• 
• "Distance measurements of very high precision, such as made with EDMIs, may be characterized in terms of parts per million (ppm) of accuracy. For example, a relative accuracy of 5 ppm is equivalent to the ratio 5:1,000,000, or 1:200,000. In a distance of, say 1 km, or 1000 m, an accuracy of 5 ppm would be caused by an error of 5 mm[i.e., 1:(1000 m/5 mm) = 1:(1,000,000 mm/5 mm) = 1:200,000]." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 29)

Linear Error of Closure (LEOC)

• see lecture notes on Traverse - Compass (Bowditch) Rule: Relative Precision
• "The linear error of closure is the net accumulation of the random errors associated with the traverse measurements." (Surveying with Construction Applications, 7th Ed by Barry F. Kavanagh, p. 172)
• "After measuring 3739 feet, the traverse had an LEOC of 0.1131 feet. Expressed as a ratio, 1 foot in 33000 feet means that if the field crew had measured 33000 feet using the same techniques and precision, they would have been off 1 foot." (Construction Surveying and Layout, 3rd Edition by Wesley G. Crawford, Creative Construction Publishing, Inc. p. 14-24)
• "When writing the specification for a survey, it is very impractical to specify the exact degree of accuracy that is to be attained in each of the measurements. For this reason, specifications are based on the minimum degree of accuracy for the particular survey. The range between the allowed degrees of accuracy is known as an order of accuracy. The orders of accuracy for surveys are called first order, second order, third order, and lower order. The measurements for first-order surveys are the most accurate, and the measurements for the other orders are progressively less accurate." (Introductory Surveying - Schaum's Outlines by James R. Wirshing and Roy H. Wirshing. ISBN-13: 978-0-07-071124-2, p. 88)
• 
• 

Differential Leveling - Allowable Misclosure

• 
• 1998 - National Spatial Data Infrastructure - Geospatial Positioning Accuracy Standards - Part 2: Standards for Geodetic Networks
• 1984 - Federal Geodetic Control Committee - Standards and Specifications for Geodetic Control Networks
  • 3.5 Geodetic Leveling
  • "Geodetic leveling is a measurement system comprised of elevation differences observed between nearby rods. Leveling is used to extend vertical control."
  • Office Procedures
  • 

ALTA/ACSM Land Title Surveys

• Allowable Relative Positional Accuracy for Measurements Controlling Land Boundaries on ALTA/ACSM Land Title Surveys
  • ±[0.07 feet (or 20 mm) + 50 ppm]
  • 2005 Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys as adopted by American Land Title Association and National Society of Professional Surveyors
  • Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 636

Field Notes

Field Notes - Background

• Considered to be one of the most important aspects of a survey
• Must be recorded at the time of the survey
• Record field notes with a pencil
  • "Recording Data - A 4H pencil, well pointed, should be used. Because of its simplicity, Reinhardt's style of slope lettering (Fig. 76a) is generally conceded to be the best form of lettering for taking notes rapidly and neatly." (Surveying Theory and Practice 3rd Edition by Raymond E. Davis and Francis S. Foote, p. 45, also see 6th Edition, p. 55-6)
  • Reinhardt Lettering
    • font is very similar to romans.shx or simplex.shx AutoCAD Shape Fonts or romans.ttf or simplex.ttf True Type Fonts also from Autodesk.
    • The Technic of Mechanical Drafting by Charles W. Reinhardt (download from UNLV mechanitechnicof00reinrich.pdf)
    • 
    • Lettering for Draftsmen, Engineers and Students by Charles William Reinhardt
  • "A hard pencil- 4H or harder- should be used to prevent smearing. The notebook should be of good quality, since it is subjected to hard usage. No erasures should be made, because such notes will be under suspicion of having been altered. If an error is made, a line should be drawn through the incorrect value and the new value should be inserted above." (Surveying, 10th Edition by Francis H. Moffitt and John D. Bossler, p. 9)
• Digital photos may be attached to the field notes as supporting info
• "If corrections to the notes are necessary, a line will be drawn through the error (without obscuring it) and the correct value or information written adjacent to it. Any entries made to the field notes subsequent to the actual survey should be shown in RED." (ODOT Survey Field Note Standards p. 2)
• "Each time the instrument is set up the field note will contain a 'Setup Line'. This will include: Instrument @ Point (#), height of instrument, description of occupied point, backsight @ point (#), description of backsight point, and height of backsight target (ODOT Survey Field Note Standards p. 3)
• Oregon Dept of Transportation - Survey Field Note Standards

Field Notes - Outside Cover and Title Page

• Outside Cover
• Title Page (1st inside page)
  1. title sheet (first page) to include
     • full names of all crew members. Crew member initials can then be on the subsequent pages
     • Project name
     • Location
     • Description
     • Date
     • Equipment used
  2. Contact info of Notebook Owner
     • "Letter the notebook owner's name and address on the cover and first inside page using permanent ink. Number all field books for record purposes." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 35)
     • "A neat title should be made either on the flyleaf or on the cover, showing the owner of the notebook, the number and name of the course, and the year in which the notes are taken. Two or three pages should be left in the front of the book for a table of contents, and the table of contents should always be kept up to date. The remaining pages of the book should be numbered, with one number assigned to each two facing pages, or 'spread.'" (Surveying Theory and Practice, 3rd Edition by Raymond Davis and Francis Foote, p. 45-6)
  3. Table of Contents
     • "To permit ready location of desired data, each field book must have a table of contents that is kept current daily. In practice, surveyors cross-index their notes on days when fieldwork is impossible." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 34)
  4. Number the upper-right corner of each right-sided page for the entire field book
     • "Number the top right corner of the right-hand page only!" (Construction Surveying and Layout, 3rd Edition by Wesley G. Crawford, Creative Construction Publishing, Inc. p. 3-20)
     • "Left- and right-hand pages of the field book are always used in pairs and carry the same number." (ICurrently I am in the middle of trying to put together a UNLV surveying organization, and my immediate consideration for the president was Scott Pollock due to his outstanding initiative and team-working skills.)
     • "Left- and right-hand pages are practically always used in pairs and therefore carry the same page number." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 34)

Field Notes - Left Page - Tabulations

1. Project Title
   • UNLV CEE121 - Distance Pacing
   • UNLV CEE121 - Distance Chaining/Steel Tape
   • UNLV CEE121 - Distance Stadia
   • UNLV CEE121 - Differential Leveling
   • UNLV CEE121 - Closed Traverse
2. Column/Field Headings
   • Distance Pacing
     1. Station/Sta/Hub/Point
     2. # Paces
     3. Pace Length
     4. Distance/Dist
     5. Surveyor Initials
   • Distance Chaining/Steel Tape
     1. Station/Sta/Hub/Point
     2. Distance/Dist
     3. Surveyor Initials
   • Title: UNLV CEE121 (Project Name) - Distance Pacing and Chaining
     1. Station/Sta/Hub/Point
     2. # Paces
     3. Distance Pace/Pace Dist
     4. Distance Chain/Chain Dist
     5. Surveyor Initials
   • Distance Stadia
     1. Station/Sta/Hub/Point
     2. Upper Stadia Reading
     3. Lower Stadia Reading
     4. Difference
     5. Distance/Dist
     6. Surveyor Initials
   • Differential Leveling Fields
     1. Station/Sta/Hub/Point
     2. Backsight or BS or +
     3. Height of Instrument or HI
     4. Foresight or FS or Forward Sight or -
     5. Elevation or Elev
     6. Adjusted Elevation or Adj Elev
   • Closed Loop Traverse Fields
     1. Station or Sta or Hub
     2. Distance or Dist
     3. Single or Angle
     4. Double
     5. Avg or Average or Mean
     6. initials of instrument man, person performing the measurement
3. Page Checks
   • Differential Leveling Arithmetic Check
     • "The arithmetic can be verified by performing the arithmetic check (page check). All BSs are added and all FSs are substracted. When the sum of BS is added to the original elecvation and then the sum of FS is subtracted from that total, the remainder should be the same as the final elevation calculated."
       
       starting elevation + ΣBS - ΣFS = ending elevation
       
       (Surveying Principles and Application, 8th Ed by Barry Kavanagh, p. 44)
   • Closed Traverse
     • Sum of interior angles = (n-2)180°
     • Sum of average interior angles measured
     • Misclosure is the difference between these two values
     • see lecture notes on Closed Traverse Misclosure
     • see lecture notes on Geometrically Correct Total Angles for a Polygon

Field Notes - Right Page - Sketches

1. Page number in upper right corner
2. Location
3. Date
4. Time (start and end)
5. Weather
6. Group/Crew/Party Members
   • Identify the instrument operator, rod person (φ, Greek lowercase letter phi) and note keeper (N) on each page of the field notes
7. Instrument Type and Serial Number
8. North arrow at the upper left corner of the right page
   • "A meridian arrow is vital for all sketches. Have north at the top and on the left side of sketches, if possible." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 35)
9. Vicinity Sketch should be included in the field notes. Provide the Latitude/Longitude positions in the field notes to help aid future surveyors to find the item. Describe the accuracy of the Lat/Long positions. Just enough detail to help future surveyors find the point but consume too much time.
   • North arrow to point up or to the left of the page
10. Signature at the lower right corner
    • "Sign surname and initials in the lower right-hand corner of the right page on all original notes. This places responsibility just as signing a check does." (Elementary Surveying, 12th Edition by Charles D. Ghilani and Paul R. Wolf, p. 36)

Field Notes - Measure Distances with a Steel Tape - Example

Field Notes - Differential Leveling - Example

• 
• detailed descriptions for benchmarks and temporary benchmarks
• Rubbings, sketchs or photographs of the benchmark monument will be included in the last page of the notes
• Record elevations of benchmarks shown
• when leveling through existing points use the numbers previously assigned to those points

Field Notes - Closed Traverse - Example

• 
• Detailed descriptions of monuments
• last page of network notes may have an overall schematic of the entire network
• "No electronically captured measurement data (horizontal angles, vertical angles or slope distances) should be recorded in the field notes." (ODOT Survey Field Note Standards p. 4)

Field Notes - Sideshots - Example

• Recommending keeping seperate from a closed traverse loop to avoid add the sideshot angles in the misclosure calculation
• Need to clearly identify where the instrument/transit is located
  • 
• Column/Field 1 - Station
• Column/Field 2 - From BS/To FS
• Column/Field 3 - Distance
• Column/Field 4 - Single
• Column/Field 5 - Double
• Column/Field 6 - Average or Mean
• 

Field Books - Misc

• AutoCAD Drawing of a ELAN One Job Field Book Field (Book-OneJob.dwg)

Leveling

Differential Leveling

• "The basic procedure is illustrated in Figure 4.5. An instrument is set up approximately halfway between BM Rock and point X. Assume the elevation of BM Rock is known to be 820.00 ft. After leveling the instrument, a plus sight taken on a rod held on the BM gives a reading of 8.42 ft. A plus sight (+S), also termed backsight (BS), is the reading on a rod held on a point of known or assumed elevation. This reading is used to compute the height of instrument (HI), defined as the vertical distance from datum to the instrument line of sight. Direction of the sight - whether forward, backward, or sideways - is not important. The term plus sight is preferable to backsight, but both are used. Adding the plus sight 8.42 ft to the elevation of BM Rock, 820.00, gives an HI of 828.42 ft. If the telescope is then turned to bring into view a rod held on point X, a minus sight (-S), also called foresight (FS), is obtained. In this example, it is 1.20 ft. A minus sight is defined as the rod reading on a point whose elevation is desired. The term minus sight is preferable to foresight. Subtracting the minus sight, 1.20 ft, from the HI, 828.42, gives the elevation of point X as 827.22 ft." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 79)
• 

How to read a level rod

• see lecture notes on How to read a Philadephia Leveling Rod
• 
• Largest numbers on the level rod feet, so in this figure we are looking at the 5 foot interval.
• Second largest number on the level rod represents tenths of a foot. So in this figure we see 5.1, 5.2, 5.3, and 5.4 feet.
• The black tic marks represent hundreths of a foot where the width of the black bar/tic is 0.01 feet.
• Level Crosshairs = 5.21 ft
• Lower Stadia hair = 5.07 ft
• Upper Stadia hair = 5.35 ft
• The distance from the automatic level instrument and the level rod is the difference between the upper and lower stadia hairs multiplied by 100.
  Horizontal Distance = (5.35 ft - 5.07 ft) * 100 = 28 ft
• Sample Leveling Problems from Jan Van Sickle's 1001 Solved Surveying Fundamentals Problems, 2nd Edition (purchase from Amazon)

Leveling Background

• Also known has differential leveling or running level circuits or level loops
• Purpose is to determine the elevation (z value) of point A from point B. Typically point B, known as a benchmark has an established elevation above some datum (e.g. mean/average sea level). One can also just assume an elevation at point B and then run a level loop to determine a relative elevation of point A.
• "It is important in differential leveling to run closed circuits so that the accuracy of the work can be checked.... This can be done either by returning to the starting benchmark,... or by ending the circuit at another benchmark of equal or higher reliability. The final elevation should agree with the starting elevation if returning to the initial benchmark. The amount by which they differ is the loop misclosure." (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 107 and 109)
• "Figure 5.4 [below] illustrates the procedure followed in differential leveling. In the figure, the elevation of new BM Oak is to be determined by originating a leveling circuit at established BM Mil. In running this circuit, the first reading, a plus sight, is taken on the established benchmark. From it, the HI can be computed using Equation (4.4) [HI = elev + BS]. Then a minus sight is taken on the first intermediate point (called a turning point, and labeled TP 1 in the figure), and by Equation (4.5) [elev = HI - FS] its elevation is obtained. The process of taking a plus sight, followed by a minus sight, is repeated over and over until the circuit is completed." (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 106-7)
  • Profile View from BM Mil to BM Oak
    • 
  • Profile View from BM Oak to BM Mil (complete the circuit/loop)
    • 
  • Plan View of level circuit/loop
    • 
  • Field Notes of level circuit/loop and Elevation Adjustments
    • 
• STA = Station
  • typically named either benchmark (BM) or turning point (TP)
  • leveling rod is placed on these points, Not the automatical level instrument
  • "Careful selection of stable turning points is essential to achieve accurate results. Steel turning pins and railroad spikes driven into firm ground make excellent turning points when permanent objects are not conveniently available." (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 107)
  • 
• H.I. = Height of Instrument
  • this is the elevation of the level plane from the Leveling Instrument Not how tall the tripod and level's line of sight are
  • very difficult to setup a tripod directly over a point at a given height.
  • "In differential leveling, horizontal lenghths for the plus and minus sights should be made approximately equal.... Balancing plus and minus sights will eliminate errors due to instrument maladjustment (most important) and the combined effects of the Earth's curvature and refraction, as shown in Figure 5.6. Here e1 and e2 are the combined curvature and refraction errors for the plus and minus sights, respectively. If D1 and D2 are made equal, e1 and 32 are also equal. In calculations, e1 is added and e2 subtracted; thus, they cancel each other." (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 107-8)
    • 

Leveling - Level Rods

• Philadephia Rod (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 94)
  • 
• How to use, setup and read a Philadephia Leveling Rod
  • Step 0: have the rod man hold the philadephia rod over a bench mark (BM) or turning point (TP). Also plumb an automatic level mounted on tripod.
  • Step 1: sight the automatic level to the rod. This is similar to sighting the barrel of a gun, it will approximately locate the rod within the level scope
  • Step 2: focus the cross hairs
  • Step 3: focus the automatic level
  • Step 4: looking at the rod, ensure the vertical cross hair is parallel to the philadephia rod. If not, have the rod man make an adjustment.
  • Step 5: have the rod man slowly rock the rod forwards and backwards from the automatic level
  • Step 6: Instrument man will read outloud the lowest value
  • Step 7: Philadephia Rod is in decimal feet. 0 feet is at the bottom of the rod and increases upwards. The figure below shows a 5 in the largest font size on the rod. This represents 5.00 feet. Notice how the tic mark is cut at a 45 degree angle at every 5 hundreds of a foot. The second largest font size on the rod (values 1,2,3,4 on the figure below) represent tenths of a foot. The hundredths of a foot intervals are not labeled. The small 5 highlighted in light green helps you read the rod from the level scope. It tells you that your within the 5 ft interval.
  • Step 8: Stadia hairs. The shorter the distance between the two stadia hairs the closer the rod is to the automatic level. This is not used very much anymore.
  • 
• 

Adjusting Benchmark Elevations

• Two methods to adjust elevations: 1) by number of setups, or 2) length of level loop
• "There is really no way to ensure that a blunder is not made in the work without closing the level circuit one way or the other. It is much less expensive to find and correct a blunder in the field by closing the loop than to have to return and repeat the work at a later date (or worse, pay for the demolition, removal, and reconstruction of incorrectly placed structures). When the line of levels or level circuit is completed, there is usually some small difference between the given fixed elevation of the benchmark and the observed elevation arrived at in the leveling notes. If the arithmetic check works out all right, then it may be assumed that the discrepancy is due to random accidential errors. It is reasonable to expect that any new intermediate benchmarks set while running the levels are also in error to some degree." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 102)
• Adjustment of Elevations by the number of instrument setups
  • 
• "Suppose a leveling survey closes within the desired order and class of accuracy; in other words, there is an error of closure, but it is acceptable. The problem now is to distribute that total error of closure among the various intermediate benchmarks and to adjust the circuit so that it closes exactly (i.e., so that the observed benchmark elevation matches the given fixed elevation). In doing this for a single level line or circuit, it may be assumed that the elevation error at each point along the circuit or line of levels (and therefore the required correction) is directly proportional to the distance of the point from the starting benchmark". (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanazfama and Kissam, ISBN-13 978-0-13-500037-3, p. 102)
• "The relationships for adjusting the leveling line or circuit, then, may be summarized as follows:
  • 

Benchmark Books

• City of North Las Vegas - Department of Public Works - Survey Division
  • Benchmark Book pdf
  • elevations based on the North American Vertical Datum of 1988 (NAVD88)
  • Excel Spreadsheet of NLV Benchmarks NVBenchmarks.xls
• Clark County - Department of Public Works - Survey Division
  • County Surveyor's Benchmark Book
  • UNLV Campus located in Township 21 South, Range 61 East, Section 22, Assessor Book# 162
  • UNLV Individual Sheet from the 2003 Benchmark Book 21-61.pdf
• City of Henderson - Department of Public Works - Survey/Right-of-way Division
  • Survey Benchmarks
  • Benchmarks 2004 - srw_benchmark-book_2004.pdf
• City of Las Vegas Survey Benchmarks
  • very helpful in finding the benchmarks, provides Google Map of the location, closeup picture of the benchmark and lastly a perspective showing the benchmark with its surroundings.
  • benchmarks_6_02.pdf

Example Leveling Problems

1. 
   • Answer
     

Distances

• Pacing (1 person, knowledge of pace and ability to walk between two points)
  • Recommend only counting your right foot. When starting a measurement/pace, the right foot is on zero, step with your left foot then follow with your right foot. Thus you have take 2 steps, but only count the pace as 1. Typical pace is between 4-6 feet.
  • "Pacing consists of counting the number of steps, or paces, in a required distance. The length of an individual's pace must be determined first. This is best done by walking with natural steps back and forth over a level course at least 300 ft long and dividing the known distance by the average number of steps. For short distances, the length of each pace is needed, but the number of steps taken per 100 ft is desirable for checking long lines." (Elementary Surveying 12th Edition by Ghilani and Wolf, p. 128)
  • "Pacing is one of the most valuable things learned in surveying since it has practical applications for everybody and requires no equipment. If the terrain is open and reasonably level, experienced pacers can measure distances of 100 ft or longer with an accuracy of 1/50 to 1/100 of the distance." (Elementary Surveying 12th Edition by Ghilani and Wolf, p. 128)
  • 
• Steel Tape/Chaining
  • Equipment
    1. need 2 people
    2. a tape measure/steel tape/chain
    3. Chaining pins or Taping pins to mark tape lengths in the field
    4. Chalk/Marker/Keel/Carpenters Crayon to mark tape lengths on the pavement/concrete
    5. field book and pencil
    6. calculator
  • Reading the Tape
    • Pull the zero end of the steel tape from the beginning/starting point of the measurement towards the ending point.
    • 
    • "The more common type of tape has a total graduated length of 101 ft. It is marked from 0 to 100 by full feet in one direction, and has an additional foot preceding the zero mark graduated from 0 to 1 ft in tenths or in tenths and hundredths in the other direction. In measuring the last partial tape length of a line with this kind of tape, a full-foot graduation is held by the rear tapeperson at the last pin set [like the 87-ft mark in Figure 6.2(a)]. The actual foot mark held is the one that causes the graduations on the extra foot between zero and the tape end to straddle the closing point. The forward tapeperson reads the additional length of 0.68 ft beyond the zero mark. In the case illustrated, to ensure correct recording, the rear tapeperson calls '87.' The forward tapeperson repeats and adds the partial foot reading, calling '87.68." Since part of a foot has been added, this type of tape is known as an add tape." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 133)
    • 
  • Field Notes
    • Measurement Error/Discrepancy = Fwd Dist - Back Dist. So the error between Sta A and Sta B is 321.18 - 321.22 = -0.04 but take absolute value, so 0.04
    • Average/Mean = (321.18 + 321.22) / 2 = 321.20
    • Discrepancy/Error Ratio = Discrepancy / Mean = 0.04 / 321.20 = 0.0001245
    • typically shown as 1/1000 which implies if measuring 1000 ft, then will get 1 ft error
    • inverse 0.0001245 = 8030 so with rounding 1/8000 is the error ratio
    • 
  • Temperature corrections
    • Correct Distance = record distance + C_T
      • "Note: ambient temperature greater than the standard temperature makes the tape longer than its standard length, thereby recording a lesser tape reading (negative error), and the correction should be added (positive correction)." (Kaplan AEC Education - Civil Engineering FE/EIT Preparation, 4th Edition, Indranil Goswami, p. 105)
      • C_T is negative for temperatures below 68°F
      • C_T is positive for temperatures above 68°F
      • 
      • "Correction for Temperature. As mentioned before, steel tapes are generally standardized at 68°F (20°C). But steel expands with increasing temperature and contracts with decreasing temperature. Therefore, when the tape is warmer than the standard temperature, it will be too long; when the tape is colder than the standard temperature, it will be too short. In effect, then an additional length correction, one due to temperature differences, may have to be applied to the tape to determine a true distance." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama & Kissam, p. 74)
    • C_T = k(T₁ - T)L
      • C_T = Correction of Length for Temperature
        • "When measuring an unknown distance, if the tape is too short, subtract the correction; if the tape is too long, add the correction"
        • "When laying out a given distance, if the tape is too short, add the correction; if the tape is too long, subtract the correction." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama and Kissam, p. 73)
      • k = the coefficient of thermal expansion and contraction of the steel tape. Approximately 0.00000645 (6.5X10^-6) per unit length per degree Fahrenheit. Approximately 0.0000116 (1.16X10^-5) per unit length per degree Celsius.
      • T₁ = tape temperature at time of mesaurement
      • T = tape temperature when it has standard length.
        • "The tapes are standardized for 68°F (20°C). At 68°F the tape should be the correct length." (Schaum's Outlines - Introductory Surveying by James R. Wirshing and Roy H. Wirshing, p. 50)
      • L = the observed/recorded length of the line measured with the steel tape
• Stadia (need 2 people, theodolite or automatic level with stadia crosshairs and a level/philadephia rod)
• EDM/Total Station (need 2 people, a total station and a prism pole)
• Inverse between GPS coordinates

Measure Horizontal Distance by Stadia from Automatic Level

• 
• "Theory of stadia. Stadia is a method of measuring distance and difference in elevation. It is based upon the geometric principle that in two similar triangles the corresponding sides are proportional. Refer to figure 1-17. If sides i and I are parallel and are bisected by a perpendicular line (fd), then the length of side i is proportional to the length of the side I; side W is proportional to side X; side Y is proportional to side Z; and line f is proportional to line d. By examination it is evident that f/i = d/I. This ratio is the heart of stadia measurement. Remember that as you study this lesson. Stadia measurements are taken with a graduated rod and an optical device that contains three horizontal cross hairs and one vertical hair. The upper and lower stadia hairs are equidistant from and parallel to the center cross hair." (Engineering Journeyman Volume 4: Plane Surveying by MSgt Richard R. Johnson, USAF 366 TRS/Det7, p. 1-24 and 1-15)
• "Tacheometry (stadia is the more common term in the United States) is a surveying method used to quickly determine the horizontal distance to and elevation of a point. Stadia observations are obtained by sighting through a telescope equipped with two or more horizontal cross hairs at a known spacing. The apparent intercepted length between the top and bottom hairs is read on a graduated rod held vertically at the desired point. The distance from telescope to rod is found by proportional relationships in similar triangles. An accuracy of 1/500 of the distance is achieved with reasonable care." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 129)
• 
• Horizontal Sights by Stadia - "In most transits the value of K as it is usually designated, is 100, and the value of the stadia constant, varies from approximately 0.8 to 1.2 ft... Manufactures show the exact value of the stadia constant on the instrument box... Many transits of recent manufacture have internally focusing telescopes. These instruments have a stadia constant of only a few tenths of a foot, and it is even more reasonable to neglect it." (Introductory Surveying by James R. Wirshing and Roy H. Wirshing, p. 45)
• Principles of Stadia Surveying - "Because the lines of sight diverge at the rate of 1-100 (stadia ratio 1:100), the vertical length observed between the stadia hairs on a level rod held 100 ft (or 100 m) away would be 1.00 ft (or 1.00 m). At a horizontal distance of 200 ft, the stadia intercept, as it is called, would be 2.00 ft, and so on. Because the distance of a vertical rod from the instrument is always 100 times the vertical intercept observed on the rod, horizontal distances between the rod and the instrument are easily determined when the transit telescope is level. For example, if the bottom stadia hair intercepts the rod at 2.00 ft, and 3.58 ft is observed at the top stadia hair, then the horizontal distance is simply 100 x (3.58 - 2.00) = 158 ft. The perpendicular distance D between the rod and the instrument station is always 100 x S, where S is the oberved stadia intercept." (Surveying Fundamentals and Practices, 6th Edition by Nathanson, Lanzafama, and Kissam, p. 294-5)
• 
• 
  • f = focal length of lens (a constant for any particular compound objective lens)
  • i = spacing between stadia hairs (ab in Figure 17.7)
  • f/i = stadia interval factor, usually 100 and denoted by K
  • I = rod intercept (AB in Figure 17.7), also called stadia interval
  • c = distance from instrument center (vertical axis) to objective lens center (varies slightly when focusing the objective lens for different sight lengths but is generally considered to be a constant)
  • C = stadia constant = c + f
  • d = distance from focal point F in front of telescope to face of rod
  • D = distance from instrument center to rod face = C + d
  • (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 472-473)

Setup Procedure for Stadia Measurements

• Option 1: single setup
  • distance between A and B is within the range of the automatic level optics and also the upper and lower stadia cross-hairs are still on the leveling rod.
  • 
• Option 2: double setup
  • To measure the distance between A and B, we need to do two setups. Setup 1, place the automatic level on point A and the leveling rod at some turing point (TP) that can achieve line of sight to both A and B. Record the rod interval value, I and multiple by 100 to get the distance between A and TP. Move the automatic level to point B and just have the rod man turn (don't pickup or move/relocate) the leveling rod to face point B. Record the rod interval value I and multiple by 100 to get the horizontal distance between TP and point B. Then just add these two distances to get the total distance between A and B.
  • 
  • Alternative is to place the automatic level on the turning point and just move the leveling rod to points A and B. Mainly do it the other way to give student more practice on setting up the tripod.

Field Notes - Stadia Horizontal Distances for Level Circuit

Traverse

Traverse Field Notes

• "To avoid this confusion, it is recommended that a uniform procedure of always observing angles to the right be adopted and the direction of turning noted in the field book with a sketch." (Elementary Surveying, 12th Ed, Ghilani and Wolf, p. 167)
• "When angles are observed by repetition, the principle of double centering is also employed. As noted in Art. 6.29, on geometry of the transit, the lines and planes defined by vertical axis, horizontal axis, optical line of sight, and so on, theoretically have exact relationships with respect to one another. In practice, these relationships are not exact, even in the best-adjusted transit or theodolite, so that systematic instrumental errors are present (see Art. 6.55). One of the excellent features of the transit or theodolite is that the telescope can be transited about the horizontal axis so that observations can be made with the telescope in the direct and reversed positions (Art. 6.32). When operations on the instrument include a direct and reversed observation or setting, systematic instrumental errors will occur in opposite directions. Thus, if the average of the observations or settings is used, the effect of the systematic errors cancels. Implementation of this process is called double centerings or double sighting.
  
  Another reason for repeating an angle is to decrease the possibility of mistakes in observations. Thus, the primary reasons for observing an angle by repetition with the telescope direct and reversed are to increase the accuracy of reading the angle, compensate for systematic errors, and eliminate mistakes." (Surveying Theory and Practice, 6th Ed, by Davis, Foote, Anderson and Mikhail, p. 230)
• Double-centering: a backsight is taken once with the telescope of the instrument in the direct position and once with the telescope in the inverted position. One point is set on the line described with the telescope in the direct position and another with the telescope in the inverted position. (1001 Solved Surveying Fundamentals Problems, 2nd Edition by Jan Van Sickle, PLS. ISBN-13 978-1-888577-12-9, p. 6-35)
• 
• 
• Average or "Mean angle is determined by halving the doubled angle." (Surveying Principles and Application, 8th Ed by Barry Kavanagh, p. 132)
• "Repeat the angle. After the initial angle has been booked, transit (plunge) the telescope, loosen the lower motion, and sight at the initial target, station B. The simple act of transiting the telescope between two sightings can eliminate nearly all the potential instrumental errors associated with the transit - when turning angles or producing a straight line.
  The first three steps are now repeated, the only difference being that the telescope is now inverted and the initial horizontal angle setting is 101°24' instead of 0°00'. The angle that is read as a result of this repeating procedure should be approximately double the initial angle. This 'double' angle is booked, and then divided by two to find the mean value, which is also booked." (Surveying with Construction Applications, 7th Ed by Barry F. Kavanagh, p. 652)
• Misclosure calc
  • "the geometric sum of the interior angles in an n-sided closed figure is (n-2)180°. For example, a five-sided figure has (5-2)180° = 540°; a seven-sided figure has (7-2)180° = 900°." (Surveying Principles and Application, 8th Ed by Barry Kavanagh, p. 192)
• 

Traverse - Balancing/Adjustment of Angles

• Procedure - determine the misclosure in the survey and adjust the angles
  • "It should be noted that, although the adjusted angles by both methods satisfy the geometric condition of a closed figure, they may be no nearer to the true values than before adjustment." (Elementary Surveying, 12th by Ghilani and Wolf, p. 242)
• Step 0: perform a closed loop traverse and record the interior angle measurements in a field book. The field book tabulations should look similar to this.
  • 
  • Excel Spreadsheet - ElemSurveyFig10-Traverse.xlsx
• Step 1: determine the misclosure
  • "In elementary methods of traverse adjustment, the first step is to balance (adjust) the angles to the proper geometric total. For closed traverses, angle balancing is done readily since the total error is known, although its exact distribution is not. Angles of a closed traverse can be adjusted to the correct geometric total by applying one of two methods:" (Elementary Surveying, 12th by Ghilani and Wolf, p. 240)
    1. Applying an average correction to each angle where observing conditions were approximately the same at all stations. The correction for each angle is found by dividing the total angular misclosure by the number of angles.
    2. Making larger corrections to angles where poor observing conditions were present
  • 
• Step 2: divide misclosure by the number of angles in the traverse and round to the instrument's precision.
  • "For work of ordinary precision, it is reasonable to adopt corrections that are even multiples of the smallest recorded digit or decimal place for the angle readings. Thus in this example, corrections to the nearest 1" will be made." (Elementary Surveying, 12th by Ghilani and Wolf, p. 241)
  • Instrument's precision - if your theodolite can only measure to a precision of 20" then corrections are to the nearest 20".
  • 11"/5 = 2.2"
  • "since the angles were read in multiples of 1", applying corrections to the nearest tenth of a second would give false impression of their precision." (Elementary Surveying, 12th by Ghilani and Wolf, p. 241)
• Step 3 Option A: (misclosure less than proper geometric total) determine successive additions
  • need to add angles
• Step 3 Option B: (misclosure greater than proper geometric total) determine successive differences
  • need to substract angles
  • "successive differences (adjustments for each angle) are found by subtracting the preceding value in column (4) from the one being considered.

  • Point (1)	Measured Interior Angle (2)	Multiples of Average Correction (3)	Correction Rounded to Instrument Precision (4)	Successive Differences (5)	Adjusted Angle (6)
    A	100°45'37"	2.2" = (11"/5)	2" = round(2.2")	2" = 2" - 0" (previous round value)	100°45'35" = 100°45'37" - 2"
    B	231°23'43"	4.4" = (2.2" + 2.2")	4" = round(4.4")	2" = 4" - 2" (previous round value)	231°23'41" = 100°23'43" - 2"
    C	17°12'59"	6.6" = (2.2" + 2.2" + 2.2")	7" = round(6.6")	3" = 7" - 4" (previous round value)	17°12'56" = 17°12'59" - 3"
    D	89°03'28"	8.8" = (2.2" + 2.2" + 2.2" + 2.2")	9" = round(8.8")	2" = 9" - 7" (previous round value)	89°03'26" = 89°03'28" - 2"
    E	101°34'24"	11.0" = (2.2" + 2.2" + 2.2" + 2.2" + 2.2")	11" = round(11.0")	2" = 11" - 9" (previous round value)	101°34'22" = 101°34'24" - 2"
    	∑ = 540°00'11"			∑ = 11"	∑ = 540°00'00"

• Step 4: Check the sum of the corrections in column (5) equal the angular misclosure of the traverse
  • Sum of successive differences: 11" = 2" + 2" + 3" + 2" + 2"
  • misclosure: 11" = 540°00'11" - 540° proper geometric total
• Step 5: Adjust the angle
  • add or subtract the successive differences (column 5) from the measured interior angle (column 2)
• Step 6: Check the sum of adjusted angles equal the proper geometric total
  • this completes the adjustment of angles

Traverse - Preliminary Azimuths and Bearings

• Need a reference meridian (azimuth or bearing value).
  • see lecture notes on Angles - Azimuths
  • Values vary from 0° to 360°
  • "Azimuths are horizontal angles observed clockwise from any reference meridian." (Elementary Surveying, 12th Edition, Ghilani and Wolf, p. 168)
  • 
• Azimuth is measured from the North meridian line in a clockwise direction
• Azimuth angles are between 0°-360°
• If adding angles and the Azimuth is greater than 360°, just subtract 360°
• Azimuth Formula: Azimuth BC = Azimuth BA + Adjusted Observed Angle B
  • 
• Azimuth rule B = A + C ± 180°
  B = azimuth of next course
  A = azimuth of previous course
  C = traverse angle
• 

Determine Azimuth from Grid Coordinates

• 
• Solution
• 1. determine ΔY = Y_B - Y_A = 5172.6155 - 5000.0000 = 172.6155
• 2. determine ΔX = X_B - X_A = 5101.0143 - 5000.0000 = 101.0143
• 3. tan A = Opposite / Adjacent = ΔY / ΔX = 172.62 / 101.01 → A = arctan(172.6155/101.0143) = 59°39'50"
• 
• 
• AzimuthProblems.dwg

Computation of Preliminary Azimuth Using Tabular Method

Point (1)	Traverse Adjusted Angle also known as Adjusted Observed Angle	Calculation	Azimuth	Figure
WAE	151°52'24"	Need: Azimuth AE Given: Azimuth AW = 234°17'18" and   Adjusted Observed Angle WAE = 151°52'24" Find Azimuth AE by adding Azimuth AW + Angle WAE   = 234°17'18" + 151°52'24"   = 385°69'42" (note 69' = 1° + 9')   = 386°09'42" (cannot have Azimuth > 360°)   = 26°09'42" (386°09'42" - 360°)	26°09'42"
A	100°45'35"	Need: Azimuth AB Given: Azimuth AE = 26°09'42" and   Adjusted Observed Angle A = 100°45'35" Find Azimuth AB by adding Azimuth AE + Observed Angle A   = 26°09'42" + 100°45'35"   = 126°54'77"   = 126°55'17" (77" = 60" + 17" = 1' + 17")	126°55'17"
B	231°23'41"	Need: Azimuth BC Given: Azimuth AB = 126°55'17" and   Adjusted Observed Angle B = 231°23'41" Find Azimuth BA by adding 180° to Azimuth AB   180° + 126°55'17" = 306°55'17" Azimuth BC = Azimuth BA + Adjusted Observed Angle B   306°55'17" + 231°23'41" = 538°18'58"   note, cannot have an Azimuth greater than 360°   so need to subtract 360°   178°18'58" = (538°18'58" - 360°)	178°18'58"
C	17°12'56"	Need: Azimuth CD Given: Azimuth BC = 178°18'58" and   Adjusted Observed Angle C = 17°12'56" Find Azimuth CB by adding 180° to Azimuth BC   180° + 178°18'58" = 358°18'58" Azimuth CD = Azimuth CB + Adjusted Observed Angle C   358°18'58" + 17°12'56" = 375°31'54"   note, cannot have an Azimuth greater than 360°   so need to subtract 360°   375°31'54" - 360° = 15°31'54"	15°31'54"
D	89°03'26"	Need: Azimuth DE Given: Azimuth CD = 15°31'54" and Adjusted Observed Angle D = 89°03'26" Find Azimuth DC by adding 180° to Azimuth CD   180° + 15°31'54" = 195°31'54" Azimuth DE = Azimuth DC + Adjusted Observed Angle D   195°31'54" + 89°03'26" = 284°35'20"	284°35'20"
E	101°34'22"	Need: Azimuth EA Given: Azimuth DE = 284°35'20" and Adjusted Observed Angle E = 101°34'22" Find Azimuth ED by adding 180° to Azimuth DE   180° + 284°35'20" = 464°35'20"   cannot have an Azimuth > 360°, therefore -360°   104°35'20" = (464°35'20" - 360°) Azimuth EA = Azimuth ED + Adjusted Observed Angle E   104°35'20" + 101°34'22" = 206°09'42"	206°09'42"
A check	100°45'35"		AB 126°55'17"
Solution

Traverse - Compass (Bowditch) Rule

• Background
  • "The use of a compass rule adjustment...is merely one way to distribute the linear error of closure; it is not a way to estimate the relative positional accuracy." (Relative Positional Accuracy in the new 2005 ALTA/ACSM Standards by Gary Kent, PLS, email: gkent@schneidercorp.com)
• 
• Latitudes (Y)
  • "The latitude of a line is the distance the line extends in a north or south direction. A line running in a northerly direction has a plus latitude; one running in a southerly direction has a minus latitude." (Surveying, 8th Edition by Francis Moffitt and Harry Bouchard, p. 284)
• Departures (X)
  • "The departure of a line is the distance the line extends in an east or west direction. A departure to the east is considered plus; a departure to the west is minus." (Surveying, 8th Edition by Francis Moffitt and Harry Bouchard, p. 284)
• "Departures and latitudes are merely X and Y components of a line in a rectangular grid system, sometimes referred to as ΔX and ΔY. In travese calculations, east departures(X) and north latitudes(Y) are considered plus; west depatures and south latitudes, minus. Azimuths (from north) used in computing departures and latitudes range from 0° to 360° and the algebraic signs of sines and cosines automatically produce the proper algebraic signs of the departures and latitudes." (Elementary Surveying, 12th by Ghilani and Wolf, p. 244)
• "A check is made of the computational process by algebraically summing the balanced departure and latitude columns to verify that each is zero. In these columns, if rounding off causes a small excess or deficiency, revising one of the correctinos to make the closure perfect eliminates this." (Elementary Surveying, 12th by Ghilani and Wolf, p. 249)
• Quadrant I, northeast (NE) bearing has a plus departure (X) and a plus latitude (Y)
  • 
• Quadrant II, southeast (SE) bearing has a plus departure (X) and a minus latitude (Y)
  • 
• Quadrant III, southwest (SW) bearing has a minus departure (X) and a minus latitude (Y)
• Quadrant IV, northwest (NW) bearing has a minus departure (X) and a plus latitude (Y)
• Autodesk Civil 3D 2011 drawing of Latitude and Departure Figures, LatDepQuadrants.dwg
• "When bearings are used, the sine and cosine of the bearing angle are always considered positive, and the algebraic signs of the latitude and departure are obtained from the quadrant." (Surveying, 8th Edition by Francis Moffitt and Harry Bouchard, p. 284-5)
• "The signs of the sine and cosine of an azimuth in each of the four quadrants (northeast, southeast, southwest, and northwest)...agree, respectively, with the algebraic signs of the functions of angles lying in the four quadrants defined in trigonometry. Thus, the correct algebraic signs are automatically generated in the calculator or computer." (Surveying, 8th Edition by Francis Moffitt and Harry Bouchard, p. 285)
• Software
  • CompassRuleWorksheetRev11.xlsm
  • Elementary Surveying, 12th Edition - Compass Rule Spreadsheet (C10.xls)
  • Microsoft Excel Article ID 213449 - How to convert degrees/minutes/seconds angles to or from decimal angles in Excel 2000
  • Earth Point State Plane to Latitude and Longitude
  • NOAA State Plane Coordinates Tools email ngs.infocenter@noaa.gov on 4/10/2013 see if Excel format is available.
  • CsMap and CS-MAP User's Guide. Mentor Software, Inc askNorm@mentorsoftwareinc.com
  • http://svn.osgeo.org/metacrs/csmap/
  • ESRI Technical Article ID 22455 - HowTo: Convert Degrees Minutes Seconds values to Decimal Degree values using the Field Calculator

Horizontal Distance/Length Adjustments

Traverse - Compass (Bowditch) Rule: Computation of Departures and Latitudes

• "Because of errors in the observed traverse angles and distances, if one were to begin at point A of a closed-polygon traverse, like that of Figure 10.1, and progressively follow each course for its observed distance along its preliminary bearing or azimuth, one would finally return not to point A, but to some other nearby point A'. Point A' would be removed from A in an east-west direction by the departure misclosure and in a north-south direction by the latitude misclosure. The distance between A and A' is termed the linear misclosure of the traverse." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 245)
• Elementary Surveying, 12th Edition by Ghilani and Wolf, Table 10.3 Computation of Departures and Latitudes, p. 246

  Station	Preliminary Azimuths (AZ) DMS	Preliminary Azimuths (AZ) DD = (D) + (M/60) + (S/3600)	Length (L)	Departure L sin (AZ DD)	Latitude L cos (AZ DD)
  A	126°55'17"	126.9214°	647.25	517.451	-388.815
  B	178°18'58"	178.3161°	203.03	5.966	-202.942
  C	15°31'54"	15.5317°	720.35	192.889	694.045
  D	284°35'20"	284.5889°	610.24	-590.565	153.708
  E	206°09'42"	206.1617°	285.13	-125.715	-255.919
  			Σ = 2466.00	Σ = 0.026	Σ = 0.077

• Very Important: notice the Departure total (0.026) and Latitude total (0.077) distances are positive, this means we need to substract are corrections. In this case we overshot the point.
• If the Departure was negative, then we would have to add our corrections. In this case the undershot the point.
• Remember station/points must be entered in counter-clockwise order.
• Preliminary Azimuth = Previous Azimuth + 180° + Interior Angle, -360° if needed

Traverse - Compass (Bowditch) Rule: Misclosure

• "In computing departures and latitudes, the data and results are usually listed in a standard tabular form, such as that shown in Table 10.3. The column headings and rulings save time and simplify checking. In Table 10.3, taking the algebraic sum of east (+) and west (-) departures gives the misclosure, 0.026 ft. Also, summing north (+) and south (-) latitudes gives the misclosure in latitude, 0.077 ft. Linear misclosure is the hypotenuse of a small triangle with sides of 0.026 ft and 0.077 ft and in this example its value is, by Equation (10.3)." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 246)
• 

Traverse - Compass (Bowditch) Rule: Relative Precision

• "The relative precision of a traverse is expressed by a fraction that has the linear misclosure as its numerator and the traverse perimeter or total length as its denominator. The fraction that results from Equation (10.4) is then reduced to reciprocal form and the denominator rounded to the same number of significant figures as the numerator." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 245)
• See lecture notes on Linear Error of Closure (LEOC)
• 

Traverse - Compass (Bowditch) Rule: Traverse Adjustment

• "For any closed traverse, the linear misclosure must be adjusted (or distributed) throughout the traverse to 'close' or 'balance' the figure. This is true even though the misclosure is negligible in plotting the traverse at map scale. There are several elementary methods available for traverse adjustment, but the one most commonly used is the compass rule (Bowditch method). This method is known as an arbitrary method since the corrections to the observations are applied irrespective of their uncertainties." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 246)
• "The compass, or Bowditch, rule adjusts the departures and latitudes of traverse courses in proportion to their lengths. Although not as the least-squares method, it does result in a logical distribution of misclosures. Corrections by this method are made according to the following rules:" (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 247)
• 
• "Note that the algebraic signs of the corrections are opposite those of the respective misclosures." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 247)
• To calculate the Balanced Departure, just add/subtract the unadjusted departure to the correction in departure. Same applies to Balanced Latitude, just add/subtract the unadjusted latitude to the correction in latitude.
• "In Table 10.4, the departure and latitude corrections are shown in parentheses above their unadjusted values. These corrections are added algebraically to their respective unadjusted values, and the corrected quantities tabulated in the 'balanced' departure and latitude columns. A check is made of the computational process by algebraically summing the balanced departure and latitude columns to verify that each is zero. In these columns, if rounding off causes a small excess or deficiency, revising one of the corrections to make the closure perfect eliminates this." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 247,9)
• 
• Finally, add the Easting (X) coordinate of Station A to the Balanced Departure distance to get the Easting (X) coordinate of Station B. Repeat this process for all the stations. Do the same for the North (Y) values as well.
• Do a final check to see the Station A' Northing and Easting values equal the original Station A values. If rounding off causes a small excess or deficiency, revising one of the corrections to make the closure perfect eliminates this.

Station	Preliminary Azimuths (AZ) DMS	Length (L)	Unadjusted		Balanced		Coordinates
			Correction in Departure = -(total departure misclosure / traverse perimeter) x length	Correction in Latitude = -(total latitude misclosure / traverse perimter) x length	Departure = (Correction in Departure + Unadjusted Departure)	Latitude = (Correction in Latitude + Unadjusted Latitude)	X ft easting = balanced departure + Xprevious	Y ft northing = balanced latitude + Yprevious
A	126°55'17"		-(0.026/2466) x 647.25 = (-0.007)	-(0.077/2466) x 647.25 = (-0.020)			10,000.00	5000.00
		647.25	517.451 (unadjusted Departure)	-388.815 (unadjusted Latitude)	517.444	-388.835
B	178°18'58"		-(0.026/2466) x 203.03 = (-0.002)	-(0.077/2466) x 203.03 = (-0.006)			10,517.44	4611.16
		203.03	5.966 (unadjusted Departure)	-202.942 (unadjusted Latitude)	5.964	-202.948
C	15°31'54"		-(0.026/2466) x 720.35 = (-0.008)	-(0.077/2466) x 720.35 = (-0.023)			10,523.41	4408.22
		720.35	192.889 (unadjusted Departure)	694.045 (unadjusted Latitude)	192.881	694.022
D	284°35'20"		-(0.026/2466) x 610.24 = (-0.006)	-(0.077/2466) x 610.24 = (-0.019)			10,716.29	5102.24
		610.24	-590.565 (unadjusted Departure)	153.708 (unadjusted Latitude)	-590.571	153.689
E	206°09'42"		-(0.026/2466) x 285.13 = (-0.003)	-(0.077/2466) x 285.13 = (-0.009)			10,125.72	5255.93
		285.13	-125.715 (unadjusted Departure)	255.919 (unadjusted Latitude)	-125.718	-255.928
A'							10,000.00	5000.00
		∑ = 2466.00	∑ = 0.026	∑ = 0.077	∑ = 0.000	∑ = 0.000
Solution
ElemSurvey12th-Ex10_2.dwg

Compass Rule Worksheets

• CompassRuleWorksheet11x17rev7.pdf and CompassRule11x17rev7.dwg AutoCAD 2013. CompassRuleWorksheet11x17rev7example.pdf
• CompassRuleWorksheet.xlsm
• CompassRuleWorksheet_Blank.xlsm

Locating Blunders in Traverse Measurements

• 
• "In Figure 10.7(a), a blunder in the distance BC has occurred. Notice that the mistake CC' shifts the computed coordinates of the remaining stations in such a manner that the azimuth of the linear misclosure line closely matches the azimuth of the course BC that contains the mistake. If no other errors, random or systematic, occurred in the traverse, there would be a perfect match in the directions of the two lines. However since random errors are inevitable, the direction of the course containing the mistake and that of the linear misclosure line never matches perfectly, but will be close." (Elementary Surveying, 13th Edition by Ghilani and Wolf, p. 271)

Total Station - Sokkia SET6

Sokkia SET6 - Measure Distances

• Background
  • Common Problem, using the wrong prism/reflector constant. Typically use reflector constant, K=-30mm. If using SET6 and TSC2 data collector, only enter the K value in the TSC2. If you also enter it in the SET6 then the correction will be cumulative, that is applied twice.
• Step 0: setup instrument over a point and have the rodman over a point, holding a prism
• Step 1: Power on SET6 Total Station and instrument check
• Step 2: Sokkia SET6 - Check Return Signal Strength
• Step 3: Sokkia SET6 - Measure Distance (single measure mode)
• Step 4: Set Horizontal angle right/left
• Step 5: Measure Horizontal Angle between two points

Power on SET6 and Instrument Checks

• Switch SET6 on
  • 
• battery power status is displayed for 3 seconds
  • bA 3 = max battery life of ~ 3 hrs
  • b. dEd = low battery life, cannot perform measurements
  • see SET6 Error Codes
  • Battery Power - when the SET6 power switch is ON and after successful completion of the checks, the batter power is displayed as a numeric code for three seconds.
    • 

      Error Code	Battery Life Remaining in (Angle only mode)	Battery Life Remaining in (Distance and Angle mode)
      bA 0	Less than 1 hr 20 min	Less than 30 min
      bA 1	1 hr 20 min to 11 hrs 50 min	30 min to 2 hrs 30 min
      bA 2	11 hrs 50 min to 20 hrs 50 min	2 hrs 30 min to 2 hrs 50 min
      bA 3	20 hrs 50 min to 21 hrs 40 min	2 hrs 50 min

      
      
  • Index the vertical circle by rotating 360°
    • 
  • 

Check Return Signal Strength

• Sight the center of the prism being held by the rodman
• On the SET6 keyboard, press "S/square" button to get the instrument in Basic mode
• press SHIFT "S/square" button to start the signal check, should hear a long continuous beep (if the audio tone is on).
• The display will show the return signal. Good if you have 1 to 4 circles. Bad if you have all dashes or the only the right most circle.
• press S/square button to stop the beep and start a measurement
• 
• press S/square button again to stop the distance measurement and return the instrument to Basic mode
• 

SET6 Single Measure Mode

• 1. Turn on Instrument, vertical angle should read 0
• 2. Set the vertical circle index by rotating the telescope 360° in the vertical
• 3. Set the distance mode (Slope, Horizontal, or Height/Vertical) by pressing the "triangle" button (first button from the left). Default is horizontal mode.
• 4. Should now be in Theodolite mode. Press the "S/square" button (single measurement mode) to get into Basic mode.
• 5. Press Shift button then "S/square" button to check the return signal. If 1 to 4 circles are displayed then the instrument is ready to make a measurement.
• 6. Press the "S/square" button to stop the long beep noise and start the measurement
  • 
• Set 6 Mode (Theodolite, Basic, Distance, Return Signal, and ppm Setting) Flowchart
  • 

Set Horizontal angle right/left

Measure Horizontal Angle between two points

• Background
  • "The instrument is set up and centered over point B...and a backsight is taken to Point A. This is done by releasing the horizontal clamp, sighting approximately on Point A, tightening the clamp and sighting precisely on A with the horizontal tangent screw. Then an initial value equal to 0°00'00", or any other desired value, is entered into the display.... To measure the horizontal angle the clamp is released, the telescope sighted close to point C, the clamp tightened, and the tangent screw used for find sighting on point B. The value of the angle will automatically be displayed by the instrument." (Surveying, 5th Edition by Jack McCormac, p. 190-1)
  • "All surveyors on more occasions than they would care to admit make mistakes in measuring angles.... A method that nearly always enables the surveyor to know whether a mistake has been made is that of measuring angles by repetition. After an angle is measured, its value is retained in the instrument display by pressing the appropriate button on the instrument keyboard. A backsight is taken to the first point using the horizontal clamp and tangent screws. The display is released and a foresight is taken to the second point. Two times the original value should be shown. If a mistake has been made, the entire procedure needs to be repeated. Assuming the angle has been measured correctly the repetition procedure can be repeated as many times as desired after which the whole procedure can be repeated with the telescope plunged or inverted." (Surveying, 5th Edition by Jack McCormac, p. 191, 194)
• 0. Focus the SET6 Total Station on the Back Sight (BS)
• 0. Rodman is holding the prism on the Back Sight (BS). "The prism or reflector is usually mounted on an adjustable length prism pole at a height equal to the height of the total station (h.i.) above the set up point." (Surveying, 5th Edition by Jack McCormac, p. 190)
• Single/Direct Angle Measurement
• 0. To get into Theodolite mode from Basic mode, press the horizontal angle right/left button (4th button from the right)
• 1. Set horizontal angle to zero by pressing Shift button then 0 SET button
• 2. loosen the horizontal clamp
• 3. Using the gun/peep/optical sight/finder, roughly sight the Fore Sight (FS)
• 4. tighten the horizontal clamp and use the fine motion/tangent/slow-motion screw to sight the FS
• 5. Record the displayed horizontal angle
• 
• Double/Reverse Angle Measurement
• 6. Press Shift button then Light button to hold the displayed horizontal angle.
• 7. loosen the vertical clamp screw and Flop/Plunge/Rotate the telescope vertically 180°
• 8. loosen the horizontal clamp screw and rotate the SET6 onto the Back Sight (BS). Use the gun/peep sight to roughly determine the location.
• 9. tighten vertical and horizontal clamp screws then use the fine motion/tangent/slow-motion screw to sight the prism on the Back Sight. Verify the horizontal angle is still the same as the Fore Sight.
• 10. Press Shift button then Light button to release the hold.
• 11. Turn the angle onto the Fore Sight (FS) again. This is the Double/Reverse Angle. Record this value.
• 

Sokkia SET6 - Measure Vertical Angles

• Step 0: setup SET6 parameters for vertical angle display format
  • Traditionally use Zenith for the vertical angle display format
  • 
• 

Sokkia SET6 Total Station and Trimble TSC2 Data Collector

• Communication is one-way from the SET6 to the TSC2. Note, in newer Total Stations, can have two-way communication, that is use the TSC2 to control the Total Station.
• 
• Setup SET6
  1. Ensure the SET6 is level/balanced
  2. Battery is charged
  3. Vertical Indexing - Initialize the vertical angle by rotating the scope 360°
  4. Return Signal Checking - Sight on a prism and check the signal by pressing SHIFT "S/square" button, if 2 or 3 dots, then good. Press SHIFT "S/square" button to get out of check signal mode. (see Sokkia SET6 - Check Return Signal Strength)
  5. Get the SET6 in Single Measure mode by selecting "S/square" button
     • 
  6. Should be ready to measure an angle and distance
• Setup TSC2
  1. Connect the TSC2 controller holder to the tripod
  2. Connect the SET6 to the TSC2 via the RS232 to 9-pin cable
  3. Start a new job in TSC2 Survey Controller
     • Bill Desjardins recommends using Scale Factor of 1 if doing a plane survey instead of using "No projection No Datum"
     • 
  4. Configure Sokkia SET6
     • Bill Desjardins recommends using Scale Factor of 1 if doing a plane survey instead of using "No projection No Datum"
     • 
  5. Survey -> SOKKIA-SET6 -> Station Setup
     • The SET6 must be on, then TSC2 can start configuring a connection
     • Atmospheric Conditions
       • Use National Weather Service - Las Vegas McCarran International Airport to determine the current pressure and temperature. Then enter these values into the TSC2 which will automatically computer the PPM value.
       • 
       • "The SET6 uses a beam of infra-red light to measure the distance. The velocity of this light in the atmosphere varies according to the temperature and pressure. For a variation in temperature of 1°C, the distance is changed by 1 ppm. For a variation in pressure of 3.6mb, the distance is changed by 1 ppm. (A 1 ppm change is 1 mm for every 1 km of distance measured.) Consequently, temperature and atmospheric pressure must be carefully measured to correct the measured distances. (Temperature should be measured to the nearest 1°C and pressure to within 3.8 mb.) The ppm correction does not need to be applied when the calculated ppm value is within ±5ppm and the distances are less than 200 m." (Sokkia SET6 Operator's Manual, Appendix 2, p. 55)
       • "The atmospheric correction is necessary for accurate distance measurement, because the velocity of light in air is affected by the temperature and atmospheric pressure. The SET6 is designed so that the correction factor is 0 for a temperature of +15°C (+59°F) and an atmospheric pressure of 1013 mb (29.9 inchHg)." (Sokkia SET6 Operator's Manual, p. 23)
       • 
       • 
       • Enter uncorrected barometric pressure, that is not corrected for sea level
       • National Weather Service - Las Vegas McCarran International Airport
     • Measure the height of the SET6 instrument (HI) using a tape measure in decimal feet.
       • 
     • Instrument Point Name
       • Key in an existing point name
       • 
       • Need the X,Y,Z values of the existing Point (Northing, Easting and Elevation)
         • 
       • Enter the backsight point name, Azimuth and height. If you have a keyed in value, then the TSC2 will automatically calculate the Azimuth of the backsight.
         • 
       • Select a survey method, such as Angles and distance
         • 
       • Click Measure button at the bottom right corner of TSC2 Survey Controller screen.
         • 
     • Survey -> SOKKIA-SET6 -> Measure topo
       • 
       • 

Boundary Surveys

• "In the United States a two-tier land tenure system exists. At the federal level, records of surveys and rights to federal land are maintained by the U.S. Bureau of Land Management (BLM). At the state and local levels, official records concerning land tenure are held in county courthouses." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 622)
• "Land titles in the United States are now transferred by written documents called deeds (warranty, quitclaim, or agreement), which contain a description of the property. Property descriptions are prepared as the result of a land survey. The various methods of description include (1) metes and bounds, (2) block-and-lot number, (3) coordinate values for each corner, and (4) township, section, and smaller subdivisions of the United States Public Land Survey System (PLSS) commonly referred to as the aliquote part." (Elementary Surveying, 12th Edition by Ghilani and Wolf, p. 622)
• Boundary Survey Examples by VTN
  • metes and bounds description for Golden 180 Access in Mohave County Arizona
  • metes and bounds description for Hawk Springs Road in Las Vegas Nevada
  • block and lot description for Northern Terrace at Providence - Unit 4 in Las Vegas NV
  • coordinate values description for Military Operations Area (MOA) Desert NV in Nevada
  • aliquot parts for Township 18 South and Range 64 East