Course Notes - CE Meeting
Contents
1. 5 aX 8 2 0007001 v0 OL Wa gt an 9 MN v69 0 lay 9 0602 4 000 0 Qi Road Centreline Profile Drawing for Question 6 Figure 2 X 50 The following readings were recorded in the order in which they were taken Backsights and foresights were taken to three decimal places Intermediate foresights were taken to two decimal places 2 267 2 509 0 533 0 726 2 991 1 29 1 08 0 96 0 84 2 637 2 813 1 966 1 655 2 417 The circuit began and ended on a benchmark with an elevation of 100 000 m The average length of the backsights and foresights was 50 m Record the data in field book form Prove the notes Determine if the error of closure is less 24 mm where is the length of the circuit in km The distance between the first intermediate point and the last intermediate point was 90 m What s the slope of the line connecting these two points A pre engineering baseline was run down a steep hill by measuring the vertical angle and the slope distance as shown below The elevation of the station 1 421 m below the theodolite is 100 123 m The chainage of this station is 0 564 212 m Determine the elevation and chainage of the lower station 51 9 The plan shows spot elevations The decimal point marks the location of the elevation Draw the 50 50 5 51 51 5 and 52 m contours Estimate their location Label them 52 5 51 9 52. 16 Repeat question 13 using the triangle method for spot elevations 58 SURVEYING SURV EA141 CV104 MODULE 3 DISTANCE MEASUREMENT In surveying the measurement of distance is the second requirement in the collection of spatial information By distance we mean horizontal and sloping distances as opposed to the measurement of vertical distance elevation which was covered in Module 2 Techniques for collecting distance information include the very simple to the technically complex Depending upon the situation each can be a useful part of surveying 3 1 What are four methods of obtaining Lecture bb mohawkcollege ca each appropriate to use 3 2 What kinds of tapes are used Lecture bb mohawkcollege ca measuring distance What are their Ref Text 1 characteristics 3 3 Describe how a distance should be Lecture bb mohawkcollege ca measured when using a tape Ref Text 1 Figure 3 A amp Class Notes What types of error can occur in Lecture bb mohawkcollege ca distance measurement What Ref Text 1 techniques are used to minimize such Class Notes errors can one calculate such a distance Ref Text 1 from non horizontal measurements Example Questions 1 2 8 3 equipment is required Ref Text 1 is distance information recorded Figure 3 B Example Questions and Answers 9 59 Obj 3 3 a Procedure for Measuring Horizontal Distance with a Tape Figure 3 A Obj 3 4
3. Levelling up 1 Place level onto tripod head Centring the circular level Tighten central fixing screw of 1 foot screws A and 2 foot screw C until bubble tripod simultaneously in opposite is centred 2 Turn footscrews of tribrach directions until bubble is in into its centre position the centre on the imaginary 3 Centre circular level by T turning the foot screws Centring the circular level Figure 2 D Courtesy of Leica Geosystems User Manual for NA720 NA724 NA728 NA730 English Version 1 0 4 Adjust the crosshairs for your eye and focus the telescope See Figure 2 E 14 Focusing telescope 1 telescope against a 3 Aim telescope on stafi using bright background e g white the coarse aiming device paper 4 focusing kncb until 2 eyepiece until reticule is image staff is sharply sharp focused and deep focused If the eye is moved black Now the eyepiece 5 up and cown behind the adapted to your eye eyepiece the image of the staff and the may not be displaced against each other Adjusting the crosshairs and Focusing the telescope Figure 2 E Courtesy of Leica Geosystems User Manual for NA720 NA724 NA728 NA730 English Version 1 0 5 Now you are ready to start taking readings on the level rod 15 Obj 2 4 CENTIMETRE BLOCK METRE DIGIT METRE DIGIT INDICATOR CENTIMETRE INDICATOR BLOCK RED NUMBER BLACK NUMBER INDICATE
4. 22 092 8625 d 13l3 69 7 E Nn 1 4149 NAG 73431 A odd 7 Ws 2 445 73 31 382410 707 44 OF 101 13121 vuna ad NOILV2O1 IH v3 SLIN31NOO Te at 3001 Typical Front Cover and Table of Contents Figure 2 1 23 2 27 2 7 f Loot Hl TTO 5 sage 19453 sho AW 702 WA oL WS NOX AAR WIINA Sad Looz 4425 70049 wj NNE 7 11 3332410 ON Typical Differential Leveling Run Notes Figure 2 J 24 pb 0 01 41 91450 49 0 1 enm Ledl yT bb CC EO Jud 177 wy 26 2 UA 1 a WM m sar qd tho Z 280 500 987 WT gt gt s JUR 4dog p a aO a Differential Leveling Run Notes continued K Figure 2 25 LZ 33 4e ayy 49 409 vo 75
5. In today s world technology is in constant evolution Little more than two decades ago theodolites and tapes were still commonly used Now total station surveys are considered a traditional survey method as GPS and other technologies have become common place in the industry This module looks at what a total station is and how it is capable of measuring In addition this module covers some basics of laser levelling 5 1 What is a total station How does it Lecture bb mohawkcollege ca ML NE Figures 5 A to 5 F What does it calculate Ref Text 1 What is a data collector and what Lecture bb mohawkcollege ca kinds exist Is note keeping required Ref Text 1 when a data collector is used Figures 5 G to 5 J 5 4 What errors are associated with total Lecture bb mohawkcollege ca station use How they be Ref Text 1 avoided How is a laser level used What Lecture bb mohawkcollege ca use of a laser level Ref Text 1 Example Questions and Answers 59 Problems 5 5 What is a laser level What kinds Lecture bb mohawkcollege ca are used for surveying Ref Text 1 construction Figures 5 K to 5 N oe 89 Obj 5 1 Total Stations at Mohawk College Wild T1000 Topcon CTS 2 Fig 5 A Fig 5 B Topcon GTS 313 Leica TC410C Fig 5 C Fig 5 D 90 Obj 5 1 con t A couple examples of EDM s Leica Disto A3 Stanley TLM 300 Fig 5 E Fig 5 F Obj
6. Figure 2 O 29 P7 HEN ains 19 9 4 N gi jo dogs 51177 2 JON OTI Ol a 7 414 3 Ohl vii P 4t TF 20 5 2954 WIRE 48 511 s4 54 ws Lof 12 5945 gt iz dos uM on 44 4 b OCG 2001 13431 NUNATAK Typical Differential Leveling Loop Notes continued Figure 2 P 30 TTT TTT eg Pray SS Lum ewe remm TT SMTA CE mon Typical Profile Leveling Notes Figure 2 Q 31 ___ ___ rita Us aN bid IG gu TINI ajed P 5 Ww or QJ Fist Nery cv Mai TT jd itus 4 Wo og pa Jv n p Ji e 21 van coL 4194 Lozwg 02 LA O 0500 7 WU 6 7 09050 982 55040 0 0 0 0920 9 0 90040 HLL 27 WO UCR 80 960 977 SAL 54 NAS Li Lol eyeq 13431 3713023 Typical P
7. 060 4175 4200 Accuracy Ratio Problems What is the difference between plane and geodetic surveying Why is it necessary for control surveys to be very accurate Why would a topographic survey typically be the first step in the development of a parcel of land The sides of a rectangular football field are known to be 329 268 m in total length If the sides are measured with a cloth tape and a result of 330 012m is obtained what is the accuracy ratio of this result The football field in question 4 is next measured with a steel tape and a result of 328 799 m is obtained What is the accuracy ratio of this result Of the cloth and steel tape measurement results in questions 4 amp 5 which is the most accurate The true distance of a line is 123 456 m Two survey crews crew A and crew B determined the length of this line by taking the average of four measurements Crew A measured 123 347 123 265 123 213 and 123 165 m Crew B measured 123 651 123 562 123 523 and 123 512 m Determine which crew was more accurate Determine the precision of the crew s measurements Classify the following as either random or systematic errors i A 30 m tape was broken and then repaired but is now only 29 980 metres long It is used to measure a building ii The reading on a tape is 27 650 but is recorded as 27 560 iii The dumpy level is not properly set up before using it 10 SURVEYING SURV EA141 CV104 MODULE
8. 1 angles in surveying Figures 4 A amp 4 B 4 2 What methods are used to specify the Lecture bb mohawkcollege ca ic 255 commonly used in surveying 4 3 What is an azimuth What is a back Lecture bb mohawkcollege ca Figure 4 C 4 4 What is a bearing What is a back Lecture bb mohawkcollege ca bearing How are they calculated Ref Text 1 Figure 4 C 4 5 What is the relationship between Lecture bb mohawkcollege ca m azimuths and bearings How do you convert from one to the other 4 6 What is meant by magnetic Lecture bb mohawkoollege ca declination Why is this an important Ref Text 1 concept in surveying 4 7 Define a traverse What types of Lecture bb mohawkcollege ca used in surveying Figures 4 D amp 4 E 4 8 What is the significance of Lecture bb mohawkcollege ca instrument set up over a point Figure 4 F it expressed Ref Text 1 4 10 What is a rectangular co ordinate Lecture bb mohawkcollege ca How is it expressed Ref Text 1 Figure 4 G Example Questions and Answers 412 Problems O 67 Obj 4 1 g 9 lt 0 u lt origin of grid Relationship Between Grid Meridians and True Meridians Figure 4 A Magnetic True and Grid Meridians Figure 4 B 68 Obj 4 3 4 4 amp 4 5 Azimuths and Bearings Figure 4 C Obj 4 7 Open Traverse Figure 4 D 69 4 205 MY S 1
9. 56 0 Topics may be added or deleted due to time constraints Students will be informed of any changes 23 REQUIRED AND OPTIONAL RESOURCES REQUIRED TEXTBOOK S SURVEYING Course Notes for SURV CV104 SURV EA141 SURV10000 SURV CN350 Mohawk College 2009 ONLINE LEARNING SPACE http bb mohawkcollege ca ADDITIONAL REFERENCES BIBLIOGRAPHY 1 Surveying with Construction Applications 7 Edition Barry F Kavanagh Prentice Hall 2010 Please Note Students planning to carry on in Civil Technology or Civil Technician are advised to purchase this textbook SUPPLIES e Calculator The SHARP EL546W calculator is the only calculator permitted for writing tests The instructors reserve the right to reset calculators prior to the commencement of tests e Survey Field Book e Drafting Supplies as required 3 0 EVALUATION POLICIES AND PROCEDURES 31 EVALUATION INSTRUMENTS Field Projects 20 Mid term Test 30 Instrument Test 10 Final Exam 40 TOTAL 100 32 GRADING AND CREDIT SYSTEM Refer to 7 0 Appendices and references in the Course Outline 3 3 POLICIES AND PROCEDURES It is the student s responsibility to familiarize him herself with the College and Faculty of Engineering Technology policies regarding academics testing classroom conduct and appeals The mid term test will be conducted in the evening and each student must be able to produce a valid Student I D Card to write the test If a student is unable to
10. 94269 o qno tre Loon hl adas v dE Ag 0 WUE H 090 122 TA 929 TB TH 8471 2 gt 54 585 87 46211 ao 117 bj pr KAA 180 SAT s g c 702 8 ob lol ga AMAT Typical Differential Leveling Run Notes continued Figure 2 L 26 8 Loot 17 3001 ON te Typical Differential Leveling Loop Notes Figure 2 27 53 z z 5 J Typical Differential Leveling Loop Notes continued Lo zad Figure 2 N 28 Jas el 0 12 deg gt cav 228911 94751 78874 KOELI M bz A373 541 i SWE F KR 2 a a8 AIF 77 tY 52870 WaWa 2021 51 TIAL 1357 9829 7691 ZLI 1090 89U7 98 7 oD LIVI bal baz e WS Zea ST sd Lo 425 dort 19311 741153423310 Typical Differential Leveling Loop Notes continued
11. C B 65 44 58 angle C 742205 add the interior angle to get the Az C D Az C D 140 07 03 _180 to find the back Az C D which is the Az Az D C 320 07 03 angle 94225437 add the interior angle to get the Az D A Az D A 414 32 46 360 because an azimuth cannot exceed 360 Az D A 5423246 agrees with the initial azimuth 79 Step 4 Calculate the latitudes and departures using the azimuths from step 3 and measured field distances given in step 1 If the survey was 100 perfect the sum of the latitudes and departures would each add to zero There is error in this survey so let s determine the amount of error by starting with the calculation of latitudes and departures NOTE record latitudes and departure to at least 4 decimals places here to avoid round off error in steps to come Example Latitude and Departure from station A to B B Departure Latitude A Station Azimuth Distance Latitude Departure 338 07 58 396 245 367 7350 147 5842 245 44 58 507 145 208 2985 462 3935 140 07 037 484 875 372 0742 310 9093 5 54 32 46 367 020 212 8891 298 9681 Total 1755 285 0 2514 0 1003 80 Step 5 Determine the error of closure azimuth of error and accuracy ratio As stated in step 4 we know this survey is not 100 perfect According to the calculations of latitudes and departures
12. Determine the locations of the contours where they cross lines joining adjacent spot elevations by linear interpolation Label the contours Three centreline grade stakes are placed at 10 m intervals and the tops of the stakes are surveyed and found to have elevations of 1 98 30 2 98 40 and 3 98 00 If the proposed grade at the first stake is 98 50 and the road is to slope down at a 2 grade what would be the cut and fill markings for each of the three stakes Proposed elevation at Stake 1 98 50 Proposed elevation at Stake 2 98 50 10x0 02 98 30 Proposed elevation at Stake 3 98 30 10x0 02 98 10 Or 98 50 20x0 04 98 10 also Stake 1 Proposed Existing 98 50 98 30 0 20 Fill 0 20 m Stake 2 Proposed Existing 98 30 98 40 0 10 Cut 0 10 m Stake 3 Proposed Existing 98 10 98 00 0 10 Fill 0 10 m 43 The plan below shows a 12 by 10 m grid The sides of the boundary are assumed to be vertical The stations are identified by their co ordinates The number beside the co ordinates is the depth of cut Calculate the volume of cut using the rectangle method for spot elevations Volume of cut sum of volumes of individual areas 0 25 4 1 2 9 1 8 3 1 12 x 10 0 25 2 9 1 7 1 0 1 8 12 x 10 579 cubic metres The plan below shows a 12 by 10 m grid The sides of the boundary are assumed to be vertical The stations are identified by their co ordinates The number b
13. If we deflect from this line to the left by an amount of 20 10 then we are reducing the original bearing angle by 20 10 81 12 20 10 61227 The bearing of line BC would therefore be N61 2 E 75 6 If the bearings of a looped traverse ABC are AB S50 35 E BC N59 20 E and CA S85 10 W determine the interior angles Check the angles geometrically The lines AB BC and CA are drawn using the bearings given and are indicated by the large size angle readings Using the alternate angle theorem the angle of 50 35 can be calculated at B and the angle of 59 20 can be calculated at C both shown by the small size angle readings The interior angle of 25 50 at C shown in small print can be calculated as 85 10 59 20 25 50 The angle of 4 50 at is calculated from 90 00 85 10 4250 This angle of 4 50 can also be transferred to A by the alternate angle theorem Finally the angle of 39 25 at A is calculated from 90 00 50 35 39 25 This gives all the necessary information to be able to calculate the interior angles at A B and C by adding the components as follows Angle A 4 50 39 25 44 15 Angle B 50 35 59 20 109 55 Angle C 25250 Total 180 00 This total is correct because the sum of the interior angles should equal 180 3 2 180 1 180 76 7 If a four sided traverse has the following station co ordinates calculate the distance and bearing of e
14. Notes continued Figure 2 U 35 Page LL ES d inr D TE E Se c 5288 oe 2 8 HHH quad E nde o e E No rou UST Lau rth M lt Typical Grid Leveling Notes continued Figure 2 V 36 Obj 2 7 Sources of Error in Leveling Random Natural causes wind moisture fog up lenses heat heat waves in sight unequal expansion of parts Excessive sight distance gt 90 m Rod not vertical Instrument motion caused by kicking bumping or clinging i e too much hands on Poor setup Rod not fully extended or clean on the bottom Failure to adjust for parallax image of rod and cross hairs must both be in sharp focus Systematic Instrument out of adjustment perform a two peg test to check the instrument keep the sight distances for the BS and FS equal Blunders reading the rod incorrectly recording the errors e g transposing digits mixing up the BS and FS reduce as you go 37 Accuracy Requirement The error of closure on a level circuit is the d
15. There is a set of standard conditions for measurement using a steel tape They are 1 Temperature 20 C 68 F 2 Tape fully supported throughout 3 Under a tension of 50 N 10 pound force All conditions must be met for accurate measurement Even if these conditions are met certain errors can occur 60 Taping Errors can be systematic or random as outlined below Systematic 1 erroneous tape length 2 tension 3 sag 4 temperature 5 slope Random 1 2 3 4 5 The temperature corrections to distances measured with a steel tape are given below misreading tape losing a pin 1 tape length tape not horizontal tape or plumb bob not on the mark misalignment be applied to non standard temperature System Of Units Temperature Correction Ct Units Imperial 6 45 x 10 6 x 68 x L ft Metric 1 16 x 10 5 x T 20 xL m where T temperature at the time of measurement L distance measured or to be laid out 61 Obj 3 7 a oe abed coeenns cave se 40 5 29 Sux ON Distance Measurement Notes Figure 3 B 62 Example Questions and Answers 1 A distance of 141 216 m is measured along a slope angle of 1 20 Calculate the horizontal d
16. if we start at station A and return back to station A with the azimuths and distances we currently have we would not return to the same spot The difference is calculated by summing up both the latitudes and departures as done in step 4 We would end up 0 2514m north and 0 1003m west of where we started as station A these are the errors in latitude and departure respectively see diagram below The error of closure is the distance of A to A which is calculated using theorem of Pythagoras as follows 40 2514 0 10032 0 27067m Error of Closure 360 angle A 360 21 45 01 338714 59 The accuracy ratio is calculated as the ratio of the closure error to the sum of the traverse distances or perimeter Azimuth of error 81 Accuracy ratio Ms 1 EUNT P E 1755 285 0 27067 6485 6500 Accuracy ratio The denominator of the accuracy ratio is normally rounded off to the nearest 100 Therefore the accuracy ratio is approximately This is greater than the third order survey standard of an SO this survey is acceptable Now that we know the survey is acceptable let s go back and distribute the error in latitude and departure to each latitude and departure in proportion to the length of each course Once this is complete we can use the corrected latitudes and departures to determine coordinates of each station and the bearings and distances between each station Ste
17. of each Ref Text 1 Define the terms accuracy and Lecture bb mohawkcollege ca precision Ref Text 1 Fig 1 A of class notes 1 6 1 7 Describe in general terms the type of Lecture bb mohawkcollege ca errors inherent in surveying How can Ref Text 1 they be avoided Example questions and answers Obj 1 6 p e E SO E e 2 e 2 j Accurate Accurate Precise Not Precise A e EN Not Accurate Not Accurate Precise Not Precise Shot Patterns of Four Marksman Figure 1 Example Questions amp Answers 1 Not all students taking this course will end up being surveyors Of what value is the course for those people Everyone taking the course will be learning to think logically in order to complete the work and to present their findings in a professional manner In addition they will be practising their math skills through the various calculations which are required A knowledge of geomatics is useful for all branches of civil engineering transportation engineering architecture and municipal planning Even if the an individual is not actively involved in surveying they are often exposed to site plans etc and must comprehend the relevance of the distance and elevation information shown there A true distance of 100 000 m is measured twice The values obtained were 99 956 m and 99 976 m Comment on the precision and accuracy of these values These two values ar
18. roving receiver is used to measure the points of interest It receives the corrected GPS signal from the base to locate the point of interest to less then accuracy Base Receiver A The base receiver is set on a known benchmark Known to accurately locate its position The base receives the GPS satellites signals that all have Benchmark acquired error as they passed through the atmosphere The base will correct the errors based on it s known location The corrected signal is than relayed to the roving receiver 104 Problems 1 Four countries are currently maintaining or building Global Navigation Satellite System GNSS List the four countries and the corresponding name of their GNSS Why is it necessary to receive radio signals from a minimum of four satellites to unambiguously define a position Which atom s oscillation is measured as a means of keeping time in an atomic clock List and explain two types of errors that can occur in using GPS technology What is ephemeris data How is it calculated Apart from surveying list three other uses for GPS technology Internet References Garmin http Awww8 garmin com aboutGPS Trimble http www trimble com gps index shtml Inside GNSS periodical http www insidegnss com 105 106 SURVEYING SURV 141 CV104 MODULE 7 GIS Geograp
19. the elevation at point 2 is 196 850 m Calculate the horizontal distance It is required to set a point B on the ground at the top of an earth berm with 3 1 side slopes The horizontal distance from a point A at the base of the berm to the required point B at the top is 60 000 m What slope distance should be measured The elevation of station 1 380 a road centreline is 186 213 m ASL It is desired to lay out a station 1 560 on the road centreline to mark the start of a NO PASSING zone If the centreline of the pavement is falling at a constant 3 5 grade between the two stations a What slope distance must be measured to layout station 1 560 b What should the elevation of station 1 560 be 65 66 SURVEYING SURV 141 CV104 MODULE 4 THE DIRECTION OF A LINE Horizontal distances in surveying ie vectors are defined by their magnitude and direction This module covers the direction of horizontal distances Direction is expressed as a bearing or as an azimuth Bearings and azimuths involve the measurement and setting out of horizontal angles Horizontal angles are measured and set out in three ways clockwise counter clockwise and deflection The deflection angle is the angle a survey line makes with the preceding line produced beyond the station occupied it may be to the left or to the right bj 4 4 What is a meridian What role does Lecture bb mohawkcollege ca it play with respect to measuring Ref Text
20. to memory to be recorded later As a check the note keeper should repeat to the observer all the measurements Print the word COPY at the top of the page of copied notes Show VOID on notes that should not be used Never remove pages from a field book The first time a benchmark is referenced in a field book a full description must be given Every subsequent reference to that benchmark requires at least an abbreviated description that references the page in the field book where the full description appears You are expected to take your turn in recording the notes in the field using your book Each crew member is expected to keep their notes up to date At the end of each field session the note keeper s book is to be submitted for evaluation The book will be returned in time for the other crew members to copy the notes before the next field session Each crew member must bring their up to date field book to each class Other field books in addition to the note keeper s may be called in for checking at the end of any class Title Page The title right hand page should have the following information project description and location survey crew member names and duties Jim Smith instrument Alice Jones note keeper Jason Wong rod date weather temperature overcast sunny precipitation if any etc windy calm etc type and number of the instrument used Sample field notes are shown in Figures 2 to 2 next page
21. write a test for medical or other valid reasons the instructor must be notified prior to the testing date and time The student will be required to write the test through the Math Learning Center This surveying course has outdoor field sessions every week that are compulsory for students to take Missing a field session without a valid medical note will result in receiving a zero for that week s work Students may be required to do a pre qualifying quiz prior to each lab to ensure they are prepared Failure to complete a pre qualifying quiz will result in a suspension of the student s mark for that lab until the student meets the requirements set by his or her instructor 4 0 X REVISIONS PROFESSOR DATE INSTRUCTOR S 2000 M Keating 2007 D Havercroft J Gibb K Smeaton M Keating M Shelley P Olynyk S Aird 2008 D Havercroft W Houghton K Smeaton M Keating M Shelley P Olynyk S Aird 2009 D Havercroft W Houghton K Smeaton M Shelley P Olynyk S Aird SURVEYING SURV 141 CV104 MODULE 1 SURVEYING Surveying and Geomatics are two terms which are used interchangeably by many This module presents definitions for each and outlines the importance of surveying as well as presenting some basic definitions and introductory information Learning Objective What is Surveying How does it differ from Geomatics Ref Text 1 Ref Text 1 surveys which exist Ref Text 1 Lecture bb mohawkcollege ca an example
22. 1 0 1 2 1 3 14 1 5 1 6 2 0 2 1 MOHAWK COLLEGE OF APPLIED ARTS AND TECHNOLOGY COURSE OVERVIEW SURV 141 SURV CV104 ADMINISTRATION SECTION DEPARTMENT Building amp Construction Sciences FACULTY Faculty of Engineering Technology COURSE NAME Surveying 1 COURSE CODE SURV 141 SURV CV104 DURATION Total Hrs 56 PREREQUISITE COURSES none PRIOR LEARNING ASSESSMENT this course is eligible for PLA through challenge testing Testing includes a written test and demonstration of use of equipment LEARNING REQUIREMENTS SECTION COURSE LEARNING OUTCOMES To provide the student with an overview of the measurement processing and analysis of spatial data relating to the natural and man made world Various disciplines within the subject of Geomatics will be studied including surveying GPS and GIS Some generic skills will also be used in the course Students will apply a wide variety of mathematical techniques with the degree of accuracy and precision required to solve surveying problems and make decisions They will also interact with others in groups or teams in ways that contribute to effective working relationships and the achievement of goals 2 2 COURSE CURRICULUM CONTENT MODULE TIME IN NUMBER MAIN MODULES HOURS 1 Surveying 1 0 2 Elevation Measurement 20 0 3 Distance Measurement 4 0 4 The Direction of a Line 8 0 5 Total Stations 8 0 6 GPS 4 0 T GIS 2 0 8 Tests amp Reviews 9 0
23. 1 2 50 8 52 1 51 4 50 9 50 6 51 7 51 3 50 6 50 2 51 2 50 7 50 3 49 9 52 10 plan shows spot elevations The decimal point marks the location of the elevation Draw the 25 30 35 40 45 and 50 m contours Estimate their location Label them 35 0 37 0 42 0 49 0 53 0 50 0 47 0 33 0 36 0 38 0 42 0 47 0 46 0 43 0 29 0 31 0 33 0 35 0 39 0 41 0 44 0 20 0 25 0 27 0 34 0 41 0 45 0 48 0 28 0 31 0 32 0 35 0 39 0 44 0 46 0 36 0 38 0 37 0 36 0 37 0 38 0 41 0 38 0 39 0 40 0 41 0 43 0 45 0 46 0 53 11 The plan below shows spot elevations The X marks the location of the elevation and GRD is a short form used to describe this as a ground shot Draw contours at a 0 5m interval Estimate their locations and label each contour 54 The plan shows a proposed building site and the existing topography The scale of the plan is 1 400 The proposed elevations at the corners of the site are shown The site slopes uniformly in the east west direction Around the site the slopes of the new ground surface are to be 3V 4H in fill areas and 1V 1H in cut areas Show the new contours to reflect this 55 The plan shows the readings taken on grade stakes at stations 0 000 0 030 along the line of a sewer Leveling started at bm1 The average length of the backsights and foresights was 30 m Book the readings reduce the levels and prove the notes Determine the error of closure Determine the permissible err
24. 2 ELEVATION MEASUREMENT Surveying is a three dimensional science as it measures and records spatial information from our three dimensional world In surveying the measurement of elevation distance and direction includes all that is required to record our world This module concentrates on the measurement of elevations 2 1 What is meant by elevation Why is Lecture bb mohawkcollege ca it important to measure such Ref Text 1 information information is required to start Ref Text 1 surveying How are they set up Ref Text 1 Ref Figure 2 A to 2 E How is it read Ref Text 1 of a point Ref Text 1 Ref Figure 2 F to 2 H 2 6 How is elevation X information Lecture bb mohawkcollege ca recorded Ref Text 1 Ref Figure 2 to 2 V 2 7 What errors can occur in leveling Lecture bb mohawkoollege ca MITTEILEN the work is correct differential leveling Ref Text 1 taking procedure for profile leveling Ref Text 1 are contours Ref Text 1 2 11 How are contour lines calculated Of Lecture bb mohawkcollege ca c contour lines for construction purposes Ref Text 1 2 13 What importance do volumes play in Lecture bb mohawkcollege ca construction work How is a volume calculated 2 14 Example Questions and Answers 215 Problems 022 Obj 2 3 Dumpy Level e Tilting Levels e Automatic Levels e Digital Levels Types of Leveling Instruments Figure 2 A Setting Up
25. 42 Closed Traverse Figure 4 E 70 Obj 4 8 Setting up an instrument over a point NOTE See the How to set up over a point video in the help topics section of the online learning space bb mohawkcollege ca 1 Before starting the set up ensure that the foot screws are approximately at mid adjustment and that the instrument is at the centre of the tripod plate 2 Position the instrument over the point so that the tripod plate is reasonably level and the point is visible in the optical plummet say within 5 mm 3 Step in the legs firmly 4 Centre the cross hairs of the optical plummet over the point using the leveling screws 5 Centre the circular level bull s eye or fish eye bubble by adjusting the length of the legs 6 Level the plate level first in one direction and then direction perpendicular to the first 7 Check the centering of the optical plummet If it is off re centre the crosshairs by loosening the tripod attachment bolt and sliding the instrument in the X Y direction don t rotate it Remember to re tighten the tripod bolt 8 Check the plate level If it is off repeat steps 6 and 7 until the instrument is level over the point and firmly stepped into the ground The Wild T1 A is rarely used in the field anymore but it sets up over a point in the same fashion as any total station This is the instrument used in the instrument testing held at the end of the semeste
26. 5 2 Although a total station is a very powerful survey instrument it measures only 3 pieces of information Everything else it can do is based on calculations that are performed using this data A total station measures e vertical zenith angle slope distance e horizontal angle 91 Obj 5 3 Examples of external data collectors 2 TDS Recon here at Mohawk TDS Nomad Fig 5 G Fig 5 H TOPCON De TDS Ranger Topcon GMS 2 Fig 5 1 Fig 5 J 92 Obj 5 5 Examples of Laser Levels Construction Level Topcon RL H3C Interior Level Topcon RL VH3D Fig 5 K Fig 5 L Slope Level Topcon RT 5SB Pipe Level Topcon TP L4BG Fig 5 M Fig 5 N 93 Example Questions and Answers 1 93 5112 3112 6 448 1 bind thmi 131 270 A total station set up as shown above could be used to establish the elevation of tbm1 The only information that would be measured by the total station would be the slope distances and zenith angles to each point these are shown in large print The horizontal angle would also be measured but is not used in this calculation and so is not shown Because the instrument is looking downhill to bm1 the zenith angle is greater than 90 Indeed it is equal to 93 51 12 This means that the angle between the line of sight to the prism at bm1 and the horizontal is 93 51 12 90 3 51 12 as shown in s
27. 58 Sum of the FS 4 559 Sum of the BS Sum of the FS 1 958 4 559 2 601 97 399 100 000 2 601 Change in Elev Because Sum of the BS Sum of the FS change in elev the reductions are correct When reducing profile field notes do not reduce the elevations for IFS s until all HI s have been verified using the arithmetic check If IFS s were read to 2 decimal places the corresponding elevations calculated must also be to 2 decimal places you can t make the elevations more precise than the readings Note that the that the IFS s were shot from have been rounded in brackets to the centimetre and the IFS s reduced subtracted from the rounded HI as mentioned above Also note that the TP readings to the millimetre are reduced from the millimetre HI or elevation value Because horizontal distances are usually much greater than the elevation variations in the ground surface it is usual to plot the vertical dimensions to a larger scale than that used for the horizontal distances Typical scales for a profile drawing are horizontal scale 1 500 vertical scale 1 50 This exaggeration permits irregularities in the ground surface to be more readily apparent In addition if sewers or other utilities are plotted on the profile the distances between them and the ground surface are seen clearly 42 The plan shows spot elevations The decimal point marks the location of the elevation Draw the 102 103 and 104 m contours
28. S AN INDICATES THE EVEN METRE DECIMETRE BLACK NUMBER INDICATES THE DECIMETRE Types of Leveling Rods Figure 2 F 16 Looking through the lens of a level one must read the rod on the horizontal line that passes entirely through the field of vision The other small marks above and below the horizontal line are the stadia marks used for calculation of distance only Stadia Mark Take reading here Stadia Mark Looking through the lens of a Level Figure 2 G 17 Examples of various rod readings are shown below The amount of rod that would typically be visible from various distances is given along with the reading 10m 1 40 J J 7 10 1 004 20 m 1 314 40 1 076 60 1 156 Rod Visibility and Readings for Various Distances Figure 2 H Obj 2 5 Leveling Do s and Don ts 1 Only set up the tripod on carpet or ground never on tile terrazzo etc Avoid setting up on asphalt or pavement as the potential of the instrument to fall or be kicked out of level is very high Never lean the instrument against a wall or lay on the ground Indoors Walk with the instrument under your arm telescope in front Outdoors Carry the instrument over your shoulder unless walking through trees etc Hold the level by the telescope when fastening and unfastening the level onto the base plate Never force or over tighten the screws made of brass SAFETY VE
29. ST MUST BE WORN FOR ALL FIELD WORK Do not swing rods around inadvertently be careful If the level is set up on wood concrete or asphalt set the legs far enough apart so that the instrument will not be blown over Leveling Procedure Refer to question 1 in Example Questions and Answers Step 1 Set up the level in a location where the rod will be visible at BM 1 and at turning point 1 TP 1 Try to set up half way between the two points Level the instrument and check the focus cross hairs Step 2 Take a backsight BS on BM 1 record the reading in the field book under the BS column and then confirm the reading logged by re reading the BS The backsight on BM 1 was found to be 2 817 Step 3 Calculate and record the height of instrument HI elev of BM 1 BS on BM 1 195 582 2 817 198 399 Step 4 Step 5 Steps 6 15 Move the rod to TP 1 and take a foresight FS on TP 1 record the reading in the field book under the FS column and then confirm the reading logged by re reading the FS The foresight on TP 1 was found to be 1 479 Calculate and record the elevation of TP 1 elev HI at the first setup FS on TP 1 198 399 1 479 196 920 The level is then moved to the second setup the process is repeated and finally repeated again with a third setup until the elevation of BM 2 is found Step 16 NOTE require a TP The calculations are then checked by a different cr
30. ach side Station Northing m Easting m A 728 086 1199 405 B 891 853 3172 392 2083 398 3070 634 2066 456 1493 375 Using the northings co ordinates and eastings x co ordinates for points A we can calculate the distance between A and B in the x and y directions as shown on the diagram above From this information the inverse tan function can be used to calculate 163 767 1972 987 If we subtract this angle from 90 will have the angle that AB makes with the reference meridian This is equal to 90 00 00 4 44 42 85 15 18 So the bearing of line AB is N 85 15 18 E The length of line AB can be calculated using the pythagorean theorem 41972 987 163 767 1979 772m The bearings and lengths of the other sides can be solved for in the same with the following results the angle between AB and the horizontal distance tan 4 5252 W 1195 882 m CD 589 23 5 1577 350 DA 51222317 W 1370 275 77 Traverse Calculation Example A four sided closed traverse Step 1 Make a diagram keeping in mind that this is a counterclockwise solution and that all interior angles are turning to the right Given Azimuth D A 54 32 46 or Bearing D A 54 32 46 E Coordinates of Station D 5000 5000 Measured Course D A 367 020m Measured Course A B 396 245m Measured Course B C 507 145m Measured Course C D 484 875m 78 Step 2 Check and ad
31. aseline Effect of Timing Errors on Location Calculation Figure 6 102 Obj 6 9 somewhere in this box At close angles the box gets bigger b Effect of Geometry on Location Calculation Figure 6 D 103 Example Questions and Answers 1 What is the basis on which GPS GNSS calculates location GPS GNSS uses trilateration from satellites to determine position The computer software on the receiver uses the data from a minimum of four satellites to define a position by calculating the distance from each satellite to the receiver Only one point will lie at the intersection of these four distances as measured from the four satellites This process is sometimes called satellite ranging Are the atomic clocks in GPS satellites radio active No Atomic refers to the fact that they keep time by measuring the oscillations of a particular atom What modification is made to GPS GNSS in order to use it for surveying Differential GNSS is used in surveying This involves locating a base unit over top of a point whose location is known It then continuously calculates the difference between its known position and the position as calculated by the satellites The difference between the two is the error and this information is sent to the rover unit that is collecting the survey points so that the appropriate corrections can be made GPS satellite signals picked P at receiver Roving Receiver The
32. ated from a model of some aspect of the real world Why is this necessary 4 What is meant by the term topology 5 Describe the effect and give an example of when the GIS operation of buffering might be used 6 Give 3 examples of how municipalities in North America are using Geographic Information Systems Internet References ESRI http www esri com 110
33. bearing of the property frontage AD A six sided traverse has the following station coordinates Station nmoou gt 2 Northing m 559 319 738 562 541 742 379 861 296 099 218 330 Easting m 207 453 666 737 688 350 839 008 604 048 323 936 Compute the distance and bearing of each side If the intersection point of lines AD and BF is K and if the intersection point of lines AC and BE is L compute the distance and bearing of line KL The following azimuths and distances to the corners of a five sided property were taken by an EDM at control point K located within the property Direction Azimuth 286 51 30 37 35 28 90 27 56 166 26 49 247 28 43 Hor Distance 34 482 31 892 38 286 30 585 32 585 If the co ordinates of K are 1990 000 N 2033 000 E determine the co ordinates of the property corners A B C D and E 87 A lot is located at an intersection as shown below The owner would like to divide this existing lot into two pieces Calculate the distance and bearing of a new lot line that would start at the midpoint of the frontage of the lot and end at the midpoint of the rear lot line The frontage is the longest property line that is abutting a roadway while the rear lot line is opposite the frontage The co ordinates of the south west corner of the lot are 100 000 100 000 LOD 88 SURVEYING SURV EA141 CV104 MODULE 5 TOTAL STATIONS AND LASER LEVELS
34. d lettering Straight edges and circle templates should be used for all sketches All plan view sketches should have a north arrow The text must be oriented so that it can be read looking towards the top of the page or by looking to the left of the page All pages should be numbered The index at front of the book should give project descriptions page numbers and the date The cover of the field book should show the student name class and course code at the top printed neatly using a permanent marker Example Name Bob Plumb Class 1DT61 Course EA141 Do not erase numerical entries in a field book except when necessary to alter a sketch or identifier or otherwise clarify the notes If a mistake is made in entering a value draw a line through the entire number all the digits and enter the correct value beside or above the incorrect value Because field books may be submitted as evidence in litigation proceedings any erasure will cast doubt on its value as evidence Reduce the notes calculate and record the elevations and the height of instrument as the readings are being taken The precision of measurements should be reflected by the number of digits 21 recorded in the field book For example if a distance is measured to the nearest mm then a result of 270 120 m should be shown as such and not as 270 12 m The note keeper should ensure that all the necessary information is recorded immediately Nothing should be trusted
35. e precise Let s look at the calculations to evaluate the level of precision Maximum Discrepenc y Braitona Average Value of Measuremen ts Precision _ 29 976 99 956 _ 0020 _ 1 _ 1 39976 59556 99 966 4998 5000 2 average value 99 966 m is not so accurate Let s look at the calculations to evaluate the level of accuracy Amount of Error True Value 100 5 99966 0058 1 1 100 100 2941 2900 A building wall is known to be 47 923 m long It is measured with a cloth tape several times with results equal to 46 75 m 46 74 m and 46 76 m Are these measurements precise Are they accurate The cloth tape measures to 2 decimal places with each measurement being within 2 centimetres of the others This would demonstrate reasonable repeatability and they would be considered relatively precise They are however inaccurate since they differ from the actual length by more than a metre in each case 0 02 1 1 Precision RI 46 75 2338 2300 47 923 4675 1173 1 Accuracy R 47923 47923 41 A horizontal distance is known to be 250 500 m long It is re measured and a result of 250 560 m is obtained What is the accuracy ratio of this result If distance is known to be 250 500 m then measured distance is out by the difference between the two 250 560 250 500 0 060 m This error is over a distance of 250 500 m Therefore 0 060 _ 0 060 0 060 1 1 250 500 250 500 0
36. es Adjusted Bearing tan latitude Adjusted Length departure latitude Station Adjusted Bearing Adjusted Length 21 52 02 W 396 183 65 44 26 W 507 149 i 39 52 47 E 484 946 54 33 17 367 007 This would complete proper set of traverse calculations 84 Problems 1 The interior angles of a five sided traverse are A 110 27 00 D 97 33 30 B 130 52 30 88 17 00 Determine the angle at E Convert the following azimuths to bearings 241 16 145 02 167 50 280 19 21 46 333 33 191 14 GEO OUT Por E Convert the following bearings to azimuths 71 50 W 1 03 51453 E 89929 W 89 08 E 10 10 W 70 40 pt he Convert the azimuths given in problem 2 to reverse back azimuths Convert the bearings given in problem 3 to reverse back bearings 85 The deflection angles for open traverse ABCDEFGH are B 8 13 right E 21 08 left 2 21 right F 6 32 left D 14 41 right 1 15 right The bearing of AB is N 41 21 E Determine the bearings of the other courses The bearings of closed traverse ABCD are AB N 60 38 E CD 17 13 W 49 49 58 49 W Determine the interior angles Check the angles geometrically The stations of a five sided closed traverse are labelled clockwise A B C D a
37. eside the co ordinates is the depth of cut Calculate the volume of cut using the triangle method for spot elevations 44 Station 0 10 0 0 12 10 12 0 24 10 24 0 Number of Triangles Cut In which depth occurs 4 1 1 3 1 2 2 9 3 1 8 3 1 7 2 1 0 1 Totals 12 Average cut 28 8 12 2 4 m Volume of cut average cut x total area 2 4 24 x 10 576 cubic metres Product 4 1 6 2 8 7 5 4 3 4 1 0 28 8 45 Problems 1 Determine the rod readings for the following diagrams 46 Reduce the following field notes and perform the arithmetic check If the actual elevation of BM 102 is 97 413 m and the total distance for this run was 810 m is the closure error acceptable for a third order survey STA BS 5 IFS ELEV BM 101 0 414 100 546 TP 1 1 521 1 844 TP 2 1 157 1 594 TP 3 0 747 1 528 BH 102 1 944 Prepare a set of level notes for the survey illustrated below Show the arithmetic check The elevation of the benchmark is 131 270 m Given the bench mark leveling circuit readings and support data illustrated on page 49 Figure 2 W 1 Reduce the field notes 2 Perform the arithmetic check 3 Perform the accuracy check for a third order survey 47 Prepare a set of profile leveling notes for the survey illustrated The elevation of the benchmark is 472 660 m The elevation of turning point 2 is 475 179 m In addition to computing al
38. ew member This is done by adding all the BS readings together and subtracting from this sum the sum of all the FS readings If the calculations reductions are correct this should equal the change in elevation in going from BM 1 to BM 2 If there is a discrepancy the error s must be found and corrected before advancing Good communication is essential The following signals are given by the instrument operator instrument person to the person holding the rod rod person hand above head moving in a circular motion reading complete both arms extended sideways wave up and down raise the rod point and move hand upward rod not vertical praying hands over head lean in direction rod should be moved wave the rod Two way rad turn sideways push hands back and forth ios or similar devices can be used to improve the communication barrier when crew members get further away 20 Obj 2 6 Field Notes Importance of Good Note Keeping 1 2 3 A survey or portion thereof is rendered useless if the notes are carelessly recorded and documented falsified lost or made grossly incorrect in any way Defective notes result in a waste of time and money Other people will have to read understand and use your notes Field books may be entered as evidence in court General Points on Note Keeping 4 5 All notes should be done in pencil with a 2H 4H lead Print all notes using a neat style of free han
39. he elevation of tom1 as follows Bm1 elev prism height vertical HI HI vertical prism elevation Prism elevation prism height Elev tbm1 So 131 270 1 500 0 630 133 400 133 400 538 133 938 133 938 1 500 132 438 Thankfully these calculations are performed by the instrument and you need only press the appropriate button to view the results 95 2 Why should you not lift a total station by the telescope Lifting a total station or any survey instrument by the telescope can cause damage to the instrument To avoid damage to a total station the proper procedure for moving the instrument is to remove it from the tripod and place it back in the case For your initial set up you should carry the instrument in the case and only attach it to the tripod when you where the instrument is to be stationed 96 Problems 1 Given the following total station set up calculate the elevation of BM 2 The height of the prism is 1 350 m 8772452 94 35 25 BM 1 197 832 BM 2 2 What is an optical plummet How is it used Name the three basic components that make up a total station unit 4 What three pieces of information are recorded by a total station What information can be calculated from these 5 What options are available for automatic data collection when using a total station 6 Describe how a rotating laser level could be used to check the elevation on a const
40. hic Information Systems GIS are very important as a design and analysis tool They are being applied to a wide variety of activities including agriculture medical science wildlife management and more building and construction a GIS is heavily used for inventory and management of infrastructure in the world around us A GIS relies on accurate and precise data for it to be effective Surveying is just one of the many sources of data in a GIS This module describes what a GIS is and its relationship to surveying Obj Learning Objective Ref Text 1 ordinary information system Ref Text 1 surveying Ref Text 1 Ref Text 1 does it play in a GIS Ref Text 1 7 6 What is a data model What types Lecture bb mohawkcollege ca eee Figure 7 A GIS Ref Text 1 7 8 What kinds of analysis Lecture bb mohawkcollege ca performed with GIS What Ref Text 1 functions are used combination of GIS and GPS Ref Text 1 711 Problems Internet References pO 107 Obj 7 6 Vector Raster and Vector Data Models Figure 7 A Example Questions and Answers 1 List the fundamental components of a GIS In its most basic form a GIS can be thought of as a type of computer software that is operated on a particular configuration of computer hardware and that uses a specialized database The database is the key component to the sy
41. ifference between the elevation of the final benchmark and the correct elevation The magnitude of this error must not exceed the allowable error for the type of survey being conducted For third order surveys the allowable error is 24 k mm where is the distance along the leveling route in km Leveling Tips Instrument Operator 1 Check rod visibility tree branches too high too low 2 Plan the setups not only for visibility of the BS but for the visibility of the FS also The rod person must do the same when selecting the TP locations 3 When taking a rod reading read metres first then decimetres centimetres and finally estimate millimetres When the rod is waved the lowest numerical value is taken ie the rod is vertical 4 Repeat the reading out loud record it in the notes re read as a check this will help to reduce errors such as reading 2 242 but recording 2 422 5 After calculating the elevations or HI s make a mental check to ensure that you didn t add when you should have subtracted the numbers look reasonable have been going uphill or downhill 6 Keep sight distances short 30 m to start or approximately 30 to 40 paces until you gain confidence in reading the rod The maximum sight distance should be about 90 m Also keep backsights and foresights at each set up point approximately the same length to eliminate instrument error 7 Read consistently use the bottom or top of the horizontal c
42. ion 0 00 Distances are taken at right angles to a base line i e offsets and are measured in metres or feet left or right of the centreline while looking along the baseline in the direction of increasing chainage 39 Example Questions amp Answers T Prepare a set of level notes for the survey illustrated below Show the arithmetic check The elevation of bm1 is 195 582 m STA BS HI FS Elevation BM 1 2 817 198 399 195 582 given TP 1 0 982 197 902 1 479 196 920 TP 2 0 105 196 289 1 718 196 184 BM 2 0 428 195 861 SumofBS 3 904 SumofFS 3 625 SumofBS SumofFS 3 904 3 625 0 279 Change in Elev 195 861 195 582 0 279 Because Sum of BS Sum of FS change in elev the reductions are correct 40 2 Prepare set of profile level notes for the survey illustrated below Show the arithmetic check The elevation of the benchmark is 100 000 m of proposed rood e 2 0 9 x 2 2 in S 9 amp 5 5 5 5 Profile Field Notes STA BS HI FS IFS Elevation BM 1 0 826 100 826 100 000 given 100 83 0 000 0 98 99 85 0 030 1 15 99 68 0 060 1 38 99 45 0 090 1 51 99 32 0 120 1 86 98 97 TP 1 1 132 100 162 1 796 99 030 100 16 0 150 1 26 98 90 0 180 1 41 98 75 0 210 1 93 98 23 BM 2 2 763 97 399 41 Arithmetic Check Sum of the BS 1 9
43. istance adjacent _ horizontal dist cos 1 20 hypotenuse slope dist thus horizontal dist slope dist x cos 1 20 141 216 x cos 1 20 141 178 2 A distance of 113 281 is measured along a slope gradient of 1 5 Calculate the horizontal distance 9 63 3 s opposite adjacent 1 5 tan 100 tan 0 015 0 0 8593722 Horizontal dist slope dist x cos 113 281 x cos 0 8593722 113 268 m Or horizontal dist _ 100 113 281 100 1 52 A distance of 172 965 is measured along a slope with a elevation difference of 3 160 m Calculate the horizontal distance slope dist horizontal dist vertical dist horizontal dis 172 9657 3 1602 29906 9056 horizontal dist 429906 9056 172 936 m 64 Problems 1 The slope measurement between two points is 41 236 m and the slope angle is 1 18 Determine the horizontal distance The slope distance between two points is 841 894 m and the slope angle is 3 51 10 Calculate the horizontal distance A distance of 101 970 m was measured along a 2 slope Determine the horizontal distance A slope distance of 34 803 m was recorded on a 6 grade Calculate the horizontal distance The slope distance between two points is 72 777 m and the difference in elevation is 1 33 m Determine the horizontal distance The slope distance measured between two points was recorded as 30 038 m The elevation at point 1 is 195 330 m and
44. just the interior angles measured in the field Field angles The sum of the interior angles for any traverse should equal 180 n 2 where n equals the number of sides Therefore the sum of the angles should equal 180 4 2 360 If our angles do not add up to 360 even the error is equally distributed to all the interior angles Let s put our results in a tabular form Station Field Angle Adjustment Adjusted Angle A 103 35 00 12 103 35 12 B 8723648 12 8723700 7492153 12 74 22 05 94925731 12 94 25 43 Sums 359 59 12 48 360 00 00 359 59 12 360 48 48 4 12 angle Angular error of closure adjustment angle Step 3 Given the azimuth of one course ie D A find the azimuth of the other courses proceeding counterclockwise Use the adjusted interior angles from step 2 to calculate the results Use the diagram to keep yourself oriented when following through these calculations below Az D A 5423246 given data 180 to find the back Az D A which is Az A D Az A D 234232746 angle 103235127 add the interior angle to get the Az A B Az A B 338 07 58 180 to find the back Az A B which is the Az B A Az B A 158 07 58 angle B 8723700 add the interior angle to get the Az B C Az B C 245 44 58 _180 to find the back Az B C which is the Az C B Az
45. l the elevations show the arithmetic check and the resulting error in closure Is this acceptable for a third order survey f Given the centreline profile survey data 10 m intervals for an existing road shown on page 50 Figure 2 X 1 Reduce the field notes 2 Perform the arithmetic check 3 Perform the accuracy check for a third order survey 4 Plot the profile and determine the average percent grade over the horizontal curve from BC to EC note grade is defined in the direction of increasing stations 48 2202 WAL f wg 169 2 wo 8020 9 z 4672 5 069 1 62 pe Y S E WEL N 9 P N oO 5 N 25 7 FONVLSIG LH9IS SNIGVSY 969 L LNIOd ONINYNL A L 135 LNAWNYLSNI WEL Wa 1 WAL vr 4199 90t x D e 95 pet NS 202 N 78960 1 Level Circuit Drawing for Question 4 Figure 2 W 49 9 Ses eN Ses 3 0 gt Qv 2 5872 lt gt oro SNIQV3 LHSISSYOS 31 VIQ3IAS3 LNI 22 3ONVLISIO LHOIS wos 0506 L LNIOd ONINYNL 8 L 4013 LNAWNYLSNI 70 0 Wal QN393l aids GS 4 9021 toe Op Tun w 3
46. mall print The slope distance that was measured to bm1 also shown in large print forms the hypotenuse of a right angle triangle for which we know the values of the interior angles The side opposite the 3 51 12 angle is the vertical distance between the prism and the total station The side adjacent to the angle is the horizontal distance These sides can be found from trigonometry as shown below opp hyp vertical dist 9 382 sin 3 51 12 x 9 382 0 630 sin 3 51 12 so vertical dist 94 likewise cos 3 51 12 80 horizontal dist 9 382 so horizontal dist cos 3 51 12 x 9 382 9 361 The total station is looking uphill at tom1 and as a result the zenith angle is less than 90 For this example it is equal to 85 13 5 This means that the angle between the line of sight to the prism at tbm1 and the horizontal is 90 85 13 5 4 46 55 as shown in small print The slope distance that was measured to bm1 also shown in large print equals 6 448 and again forms the hypotenuse of a right angle triangle for which we know the values of the interior angles As before we can calculate opp hyp vertical dist 6 448 sin 4 46 55 x 6 448 0 538 sin 4 46 55 so vertical dist and adj hyp horizontal dist 6 448 cos 4 46 55 x 6 448 6 426 cos 4 46 55 so horizontal dist we know the height that the prism is set at say 1 500 m above bm1 we can calculate t
47. nd E with station A being the most westerly station The interior angles of the traverse are listed below A 63 47 00 B 140 28 50 C 101 30 20 D 72 48 10 E 161 25 40 If the bearing of course AB is N 30 38 10 E determine the bearings of the remaining sides Provide two solutions one solution proceeding clockwise and the other solution proceeding counter clockwise If the azimuth of course AB in the previous problem is 51 44 determine the azimuths of the remaining sides Proceed in a clockwise direction The stations of a five sided closed traverse are labelled counter clockwise A B C D and E with station A being the most easterly station The interior angles of the traverse are listed below A 83 26 47 131 50 31 C 136 06 43 D 43 24 49 E 145 11 10 If the azimuth of course AB is 274 13 28 determine the azimuths of the remaining sides Provide two solutions one solution proceeding clockwise and the other solution proceeding counter clockwise If the bearing of course AB in the previous problem is N 72 22 15 W determine the bearings of the remaining sides Proceed in a counter clockwise direction 86 The two frontage corners of a large tract of land were joined by the following open traverse Course AB BC CD Distance m 24 482 290 727 249 476 Bearing 70 10 07 E 74 29 00 E 70 22 45 E Determine the distance and
48. or of closure using 24 mm VK where K is the distance travelled km The invert elevation of the sewer at 0 000 is 194 800 m The invert rises on a gradient of 0 5 percent from this point If a 4 m long grade boning or sight rod is used to determine the vertical alignment of the sewer invert determine the distances from the grade stakes to the profile boards located at 0 000 0 030 etc 56 The plan shows the readings taken on profile boards at stations 0 000 0 030 along the line of a sewer The numbering of the turning points gives the direction of leveling The average length of the backsights and foresights was 45 m Book the readings reduce the levels and prove the notes Determine the error of closure Determine the permissible error of closure using 24 mm where K is the distance travelled km The invert elevation of the sewer at 0 000 is 56 000 m The invert rises on a gradient of 0 333 percent from this point A 4 m sight rod is to be used to determine the vertical alignment of the invert Some of the profile boards may have been disturbed Determine which profile boards have been disturbed and determine the error mm high or low 57 15 The plan below shows a 12 by 10 m grid The sides of the boundary are assumed to be vertical The stations are identified by their co ordinates The number beside the co ordinates is the depth of cut Calculate the volume of cut using the rectangle method for spot elevations
49. p 6 How to distribute the error in Latitude and Departure to each side length of course total length of traverse length of course total length of traverse Adjusted Latitude Unadjusted Latitude error in latitude x Adjusted Departure Unadjusted Departure error in departure x For Example Course A B 5 396 245 Adjusted Latitude 367 7350 0 2514 x 1755 285 396 245 Adjusted Departure 147 5842 0 1003 x 1755 285 Station Adjustment to Adjusted Latitude Adjustment to Adjusted Latitude Departure Departure A 0 0568 367 6780 0 0226 147 5616 B 0 0726 208 3711 10 0290 462 3645 0 0694 372 1436 0 0277 310 9370 D 0 0526 212 8365 0 0210 298 9891 Totals to check 0 2514 0 0002 0 1003 0 0000 calculations 82 Step 7 Calculating Coordinates using adjusted Latitudes and Departures from step 6 Start with the known coordinates of station D 5000 5000 and use the latitudes to calculate northings and departures to calculate eastings See table below Station Northing Easting D 5000 000 5000 000 212 837 298 989 5212 837 5298 989 367 678 147 561 5580 515 5151 428 208 371 462 365 5372 144 4689 063 372 144 310 937 D 5000 000 5000 000 83 Step 8 Bearings and Lengths of all the courses using adjusted latitudes and departur
50. r On the next page is a list of parts of the T1 A 71 Obj 4 8 con t Objective lens Foresight Knob for reticle illumination with pin for rear sight and roof centring Vertical circle housing Vertical lock Objective focus ring illumination mirror Telescope eyepiece and cross hair adjustment Angle reading eyepiece focus by rotating Vertical tangent screw Plate level Micrometer knob Optical plummet focus by sliding in and out Holding bolts support points in storage case Horizontal tangent screw upper plate Horizontal lock upper plate Circular level or fisheye bubble Knurled ring for setting circle Horizontal lock lower plate Horizontal tangent screw lower plate Footscrews Tribrach Swivel knob lock with safety screw Wild T1 A list of parts Figure 4 F 72 Obj 4 10 Rectangular Coordinates Figure 4 G 73 Example Questions and Answers 1 If the magnetic declination for a particular area is 15 15 W and the magnetic azimuth is 124 20 find the true azimuth Draw the true meridian and draw the magnetic meridian which is 15 15 west of true north Then draw the magnetic azimuth 124 20 clockwise from the magnetic meridian The true azimuth is then equal to 124 20 15 15 109 05 2 If two of the interior angles of a three sided traverse are equal to 45 27 00 and 50 52 30 what is the value of the third angle Theoretical sum of angles of a looped tra
51. rofile Leveling Notes continued Figure 2 R 32 z m 1 a rm HE 24 H E H zi i 32 1 zt H SSH Bs E zum I H 9694 pe a Meaney 4319 77 MET TET 33 EAD UE uU Ue E SIE E os WIWPNEMP uw Ub Lee ARETE al d D 5 ER E E Ux EE n TENS C 8 400 48 544 0605 E PND 8 5 a gt gu EUM EC Xr TODA TA v 855324622552 KTS ILS 51 542 ag aN gne der 58171 53 I H S d 420 pie ROY AAA 3 oua Typical Grid Leveling Notes Figure 2 T 34 14 Oct Date level a r Vail 2224 Grid Leveling
52. ross hair don t keep switching DO NOT use the stadia marks see Fig 2 G page 17 8 For a leveling circuit i e BM 1 to BM 2 to BM 1 do an arithmetic check to prove the notes prior to starting the return run and take the BS on BM 2 from a new setup 9 Never rest your hands on or hold the tripod while taking a reading Also step back from the instrument when not taking a reading avoid unnecessary contact Protect it from passers by 38 Rod Person 10 Select a good spot for the TP pointed surfaces or edges are best must be a hard surface never grass or dirt mark with chalk in case you make an error and have to backtrack 11 Ensure that the bottom of the rod is free of ice mud etc that the rod is properly and securely extended 12 Never lean the rod against a wall lay it on the ground and never hold the rod upside down Obj 2 8 In plane surveying all distances and horizontal angles are assumed to be projected onto a horizontal plane Distances measured on a slope must usually be converted to horizontal distances Chainage or Stationing Horizontal distances along a baseline Metric 1 station 1 kilometre start at station 0 000 A station of 4 444 444 is located 4 444 444 metres along the baseline from the start at station 0 000 Imperial 1 station 100 feet start at station 0 00 A station of 4 44 44 is located 444 44 feet along the baseline from the start at stat
53. ruction site 97 98 SURVEYING SURV EA141 CV104 MODULE 6 GPS GNSS Global Navigation Satellite Systems GNSS is the generic term for any satellite positioning system regardless of its country of original For over three decades the American s Global Positioning System GPS has been the standard Other countries are jumping on board and creating or updating their systems to compete GNSS is finding its way into everyday recreational and vehicular applications but is also used in many other ways This module explains GNSS GPS technology and describes how it is used in the practice of surveying originate Ref Text 1 and COMPASS Beidou Ref Text 1 6 3 What is trilateration How does this Lecture bb mohawkcollege ca enable one to define a position Ref Text 1 Figure 6 A 4 How does GPS GNSS work Lecture bb mohawkcollege ca Ref Text 1 Figure 6 B 6 5 Lecture bb mohawkcollege ca measured Ref Text 1 How are timing issues addressed Lecture bb mohawkcollege ca Ref Text 1 Figure 6 C space determined Ref Text 1 What errors occur using Lecture bb mohawkcollege ca made bj What modifications to basic Lecture bb mohawkcollege ca GPS GNSS are made for surveying Ref Text 1 purposes 6 10 What is mission planning Why is it Lecture bb mohawkcollege ca necessary Ref Text 1 Figure 6 D 6 11 Example Questions and Answers 12 Problems j 6 13 Internet Reference
54. s pe 5 99 Obj 6 2 Example of Trilateration Figure 6 A 100 Obj 6 3 Mapping a circle satellite s radio signal is stamped with the time as it is sent The GPS receiver measures how long it took for the signal to reach it and calculates the distance from the satellite Based on that measurement the GPS receiver could be i along a circle Two possible locations When the receiver gets a signal from another satellite the possible locations of the receiver on the ground are narrowed down to the two points where the arcs intersect 8 The real location When the receiver locks onto a third satellite signal it can determine its location But because most GPS receivers give a reading within 15 metres additional satellite signals received will improve the accuracy of the reading Source Magellan Systems GPS satellite Actual location of the receiver Other possibl locations tha the s from Calculation of Location using GPS Figure 6 B 101 Obj 6 5 Trilateration Measured distance Point of intersection Triangle of Error Measured distance radius Equidistant sweep Starting with a baseline of known length on the ground the position of an off baseline point can be determined by trilateration which involves measuring distances to the point to be located from the ends of the b
55. stem and also the most time consuming and costly to create In what way is surveying related to GIS GIS is not a method of measuring the location or elevation of things Rather it is able to do calculations based on a knowledge of where items are located and how their positions are related to one another Surveying therefore is used along with other areas of geomatics as a means of producing and checking the necessary geo referenced data that a GIS system needs to operate What are the two major GIS data models which are used The two major GIS data models are known as the raster and vector models Raster models divide a study area into cells and assign a value to each cell The vector model uses 0 0 to 3 D objects to define and describe the study area What software is available to perform GIS operations How does it work While there are several GIS related software packages available Mohawk College has purchased and teaches an ERSI product called ArcView It comes complete with a sample database for a region of Atlanta Georgia in the United States Using this database it is possible to perform various queries and obtain the answers to these questions If time permits a demonstration of this software will be given in class 109 Problems 1 Why is a GIS sometimes referred to as a smart 2 How does spatial data differ from non spatial data Give an example of each 3 Usually a database is cre
56. the Automatic Level NOTE See the How to use an engineering level video in the help topics section of the online learning space bb mohawkcollege ca wm Leica NA720 Sokkia C330 The levels here at Mohawk College Figure 2 B Important parts Endless drive both sides Circular level Knurled ring of adjustable horizontal circle Footscrew Base plate Objective Coarse aiming device back fore sight for NA720 NA724 optical sight with point marking for NA723 NA730 Focusing knob Cover glass for angle reading or gon Eyepiece Level mirror for NA720 NA724 Level prism for NA728 NA730 Parts of the Automatic Level Figure 2 C Courtesy of Leica Geosystems User Manual for NA720 NA724 NA728 NA730 English Version 1 0 1 Tripod legs should be adjusted to an appropriate height for the user Securely mount the level to the tripod using the mounting bolt on the tripod 13 2 Set the tripod on the ground so that the top of the tripod is approximately level by eye On a slope 2 legs should be set extending down the hill and one leg set extending up the hill Step on the foot pegs and press the legs firmly into the ground Do not jar the instrument 3 Centre the circular bubble by using the foot screws See Figure 2 D for instructions on Centring the circular level Once the circular level is centred an automatic compensator inside the level precisely tunes the level for an accurate reading
57. verse is 180 n 2 where n is the number of sides Therefore the angles should equal 180 3 2 180 1 180 180 00 00 45 27 00 50 52 30 83 40 30 74 What bearing is equal to an azimuth of 178 19 25 What is the back azimuth reverse azimuth of 178 19 25 An azimuth of 178 19 25 lies in the south east quadrant Therefore the angle for the bearing is calculated as 180 180 178 419 25 1 40 35 Therefore the bearing is S 1 40 35 E Because the azimuth is less than 180 we add 180 to calculate the back azimuth So the back azimuth is 178 19 25 180 00 00 358 19 25 What azimuth is equal to a bearing of N58 45 20 W What is the back bearing reverse bearing of N58 45 20 W The bearing lies in the north west quadrant Therefore the equivalent azimuth is calculated as 360 a where a is the bearing angle Therefore the azimuth equals 360 58 45 20 301 14 40 To calculate the back bearing the angle stays the same but the quadrant is reversed Therefore the back bearing would equal S58 45 20 E If the bearing of a line AB is 81 12 and the deflection angle of line BC is left 20 10 what would be the bearing of line BC 20 10 LEFT If the bearing of AB is N 81 12 E then the angle the line makes with the reference grid meridian is 81 12 This is true of the dotted extension of line AB also
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