ZB'ELucmo-Nf;;;sunvzy BADEFARM 0F! i IVERSITY LIBRARIES unuifljifiyfliflmiuf mat/tummmm 0061 PLACE IN RETURN BOX to remove this checkout from your record. TO AVOID FINES return on or before date due. MAY BE RECALLED with e_arlier due date if requested. DATE —UE _ATE DUE DATE DUE “-- —- 6/07 p:/C|RC/DaleDuerindd-p.1 Relocation Survey Of The Cede Farm A Thesis Submitted to The Faculty of Michigan State College of Agriculture and Applied Science By W.A. Colby H.J. Almus Candidates for Degree of Bachelor of Science June 1933 "I'HESLC - 2 - FOREWORD In choosing the subJect for this thesis many points arose before the final decision was made. We wanted something that was practical and of some benefit to us for our future work. In view of the fact that we were to be engineers we found that all our education in surveying was under ideal condi- tions in nearly all work done so far. Something that would not be such an ideal thing was decided upon, and it later proved to be quite beneficial. All section lines proved to be lined with brush, swamps, ponds,and steep hills scatter- ed along making it necessary to go around wherever possible. One section line was directly through a house, and new gar— dens, shruoery, trees, and houses made some points nearly inaccessible. To say the least the choice of this subject proved to be practical as well as beneficial, because it afforded us many of the problems that the surveyor is con- fronted with. Opportunity is taken by the authors in acknowledging theirindebtedness to Professor C.M. Cade of Michigan State College for his valuable suggestions and assistance in making this thesis beneficial. H.J. Almus W.A. Colby 94903 -5- Observation 0n Polaris Due to the fact that our established corners were so far apart that we could not sight from one to another (due to obstructions) some line on the traverse had to be estab~ lished with a fixed bearing. There are many advantages in obtaining this bearing by an observation on Polaris. The old bearing is inaccurate, because it was obtained with a compass which could not be read closer than to the nearest thirty minutes. Resurveying is difficult if the lines are of considerable length, and also where accuracy is to be obtained; unless the bearing has been obtained which gives additional check, and also by running the traverse in the most direct route from one point to another. obtaining the bearing of all of these lines manes it easy to relocate them. for all that is needed is one point on the line, and its bearing. To obtain the correct bearing an observation on Polaris is the most accurate method, because there is a minimum of refraction, can sight directly upon the star, and star is always within two degrees of true north. Observation is best when taken near elongation. The angles can be rapidly taken, and angles are repeated so as to elim- inate errors. To determine if the star is at Eastern or Western elongation can be obtained by observing the relation of the star in respect to the dipper. Some of the disadvan- tages of observing Polaris is that the work has to be done at night,and the sny has to be clear in order to see the star. The method that was followed consisted of taxing a number f of readings to eliminate errors. Instrument was set up at -4... point "C" of traverse, which had unobstructed vision of the star. The plates were set at zero and clamped; the star was sighted upon. noting time and Horizontal angle. The tele— scope was plunged and sighted on the star again noying time and angle. Then sighted on point "D" (of traverse) to obtain Horizontal angle to the reference point. From this data the true north was calculated. - 5 i Relocating Old Section Lines Surveying of public lands was originally done with a com— pass and chain. The engineer was paid by the mile, and speed had to be the essential thing. Trees were not cut when they were on the line, and very little brush was out, because of the rate which the engineer was paid would not warrant an over amount of help. Two lines in our problem were run that followed section lines. The notes of the old corners are as followsz—(with new witness following). East between section 17 & 20 (same as our point "A") w.o. 12" s 45° E 17 links. v.0. 8" N 19° w 35 links. New witness of quarter point (Stone with cross) Elm a" N r° w 35.6 feet. NW cor.conc.wall NE a5.o feet (house) SW " " “ SE 21.5 " " 80 chains corner post to 16,17,20,21.(Same as our point D W.Ash 9" N 72° E 15 links. Elm 7" N 5o° w :7 " New witness of point two feet W of wire fence(iron pipe) 2w.o. 4n 3 54° w 16.4 feet. v.0. 30" N 51° s 85.6 n The other point found was not witnesed and no past notes could be found. This was taken as point J in running our traverse. The quarter point between sections 16 d 17 had the following witness marks recorded by the government. B.O. 14" N 70° E 4 links. 3.0. 12" N 283 w 54 n The above witness proved to be of no help, because they had been taken so long ago. On the quarter corner (between sections 16 a 17) a broken post set on edge of a gravel pit seemed to be the only mark that we could find that was of any value to us. Due to the fact that straight lines could not be run directly from point to point, because of buildings. brush and gravel pits other methods had to be used. Points were selected as nearly in the direction as possible, and clock- wise angles were taken, and distances were measured until close enough to the point to sight upon it. Longest poss- ible distances between points were chosen to make less setups and for greater accuracy. All distances were measured twice and the angles were checked by measuring them by the method of repetition of angles. Greater accuracy could have been acquired by running a random line, which would follow the old section line or follow it as closely as possible. But due to the fact that neither of the points could be seen from the starting point a straight line between the points was impossible, and the random line was therefore out of the question. - 7 - Running 0f Traverse A traverse was run between points "A" and "D" that is from the quarter point between sections 17 & 20 east to section corner 16, 17, 20, d 21. The reason for running this traverse was to locate the eight point between the quarter point and thv section corner, because it could not be found. .After computing where this point should be, and we establish ed it, and found that it came practically in line of an old property line, and on the east edge of the road. This road is on the eight line running north and south, it begins from Grand River Ave. and runs north past professors Cade,s farm. After this half-mile traverse was run and the eight point relocated another traverse was run from section cor- ner 16, 17, 20, d 21 to section corner 8, 9, 16, & 17. We found the orginal iron stake at the first section corner named which was established and placed there by govern- ment surveyors. An old Electric hailroad line runs east and west over sec- tion corner 8, 9, l6, & 17, and due to the fact that this section corner falls on low ground the orginal stake could not be found, because it must be covered by the fill that the railroad had to place there for its grade. We found a iron stake on the side of the railroad embankment, and took this as a preliminary section corner, this stake was about ten feet from the center of the track. After we ran the mile traverse between the two section corners in question - 8 - we found that this stake that we chose on the embankment lacked eight feet of being a mile from the first section corner. Although the distance was short the stake was on the old section line. In running the traverse the distances between stations were chained twice, and mean taken so as to obtain greater accuracy; all angles were measured bytthe method of repetition of angles. Bearings were computed for all of the traverse lines (in relocating the old section lines), and"X" and "Y" coord» inates were calculated for all stations wherever traverse line did not run in a straight line. After the old section line ( DJ on our drawing) was est- ablished point "H" (on traverse) was taken as a starting point for the beginning of the traverse for the relocation of the property lines. Setups were taken as close to prop- erty corners as seemed favorable. All distances between setups were chained twice, and mean taken to obtain accuracy also all angles (as before) were measured by the method of repetition of angles to obtain a more accurate reading. From each setup of the transit the distance to nearest property corner was chained, and also angle was measured to corner in a clockwise fashion, taking traverse line that has just been run, as a reference line. The "I" and "Y" coordinates of all stations(were transit was set up) of the traverse was computed, also the bearings of the traverse lines were computed. From this data the old property lines were located, by calculating the “X" and "Y“ coordinates of all property corners. - 9 - Conclusion Section corners very often are lost or seem to have a questionable location. Witness and line trees are out down stakes and stone monuments are knocked out, and in cleared lands pits and mounds are destroyed when the sod is broken ‘up, making it a lost corner. Posts for fences, stone fences, hedges and roads are sometimes located directly upon sec- tion corners, and when testimony of their accuracy by com- petent witnesses, are recognized as true location. Natural boundaries such as trees, lakes, boulders take precedence over artifical such as posts, pits, mounds because they are of a more permanent nature. Futher knowledge of the accuracy of our survey could be had by looking up the recorded deed in the Registry of Deeds office. Courses and distances recorded by the orginal sur- vey are presumed to be correct. This is seldom true due to the change in declination of the needle, stretching of the chain or tape, errors due to poor plumbing, and difference in pull of chainmen and other personal equations entering in. Following the old survey would be an easy matter if its physical boundaries could be identified. In no case did we find natural boundaries, so we would have to use physical boundaries. We would next find bearings of lines upon course and find difference with bearing on dedd and apply correction to all the orginal courses. similarly the difference in distances gives a correction percentage to apply to all the orginal dimensions. - -10.. Although our survey should be more accurate and the deed might seem to be wrongs, established fence lines and roads cannot be changed to conform to the reading of a deed. When areas, distances, and bearings do not agree with a deed the boundaries that have been.astablished control. This would probably be the case in the problem that we found in our survey. The road seemed to be too far west, and one fence corner seemed to be west of the true section line as we found it. m i. we “was this 8an 0b%\ tow» hkathVRcWV k§\ozm1 . 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