How would one establish the northeast corner of Section 6, T 30 N, R 13 E correctly? I know the answer is to place it at an intersection of a line with the standard parallel but how is this determined properly?
What State and Meridian. Always start with by examining what is on the plat.
- jlw
Sorry about that. It is from a sample question I am trying to understand.
It depends. Around here most everything left the southeast corner headed north. But, there are cases where the east line started on the standard parallel a pre-determined distance from an existing corner then went south. In a specific case, there was a 4-1/4 mile run south from a standard parallel to an Indian treaty boundary where the original survey terminated. Roughly 10 years later the sections came from the south and ended on the Indian treaty boundary.
However, in your specific example, the terrible shortage in the east side of the northeast quarter indicates they ran the line from the south to the standard parallel and then ran to the existing corner to find the offset. The big question is do you really want to believe that the standard parallel was actually laid out per the Manual applicable at the time of the original survey. If it was, you really need to know the latitude of this specific standard parallel. Not all circles are equal!!!
The NE corner of the illustrated section has been found and accepted. Nothing to establish. Do you mean to ask how it was originally established? That will depend on which instructions or manual was in effect at the time.
Or do you mean the northeast corner of tract 6?
That was my initial response as well but the provided solution states the correct way would be to intersection line 8-2 with the standard parallel to establish the corner. Is this referring to the original survey? With the information I was given, just the image above, I am uncertain how that was determined.
The found standard corners define the parallel. Line 2-8 defines the bearing of the east boundary of section 6. The true corner position is where a line from 8 on a bearing that goes through 2 intersects the parallel.
Line 8-2 intersect line 1-4 is the math solution.
Be sure to curve line 1-4.
However, there are some issues with the numbers given at 4.
The 9.5 chains don't match up with the easting
If this is a retracment of a retracment then leaving the monument in place will be the best thing as it needs to shift about 1/2 foot south (just looking at the numbers in my head). That's what the 2009 manual discusses.
otherwise intersect the lines, AM the found monument and bury in place, set new monument at the intersection..
Oops issues with coordinates at 1.
The 9.52 is GLO data. The coordinates are the modern replacement. Looks pretty good to me.
190' compared to 9.52 chains is a bit of an issue.
the eastings for the south line of S31 is short +/- 6 chains-- I'm thinking the problem is fatally flawed...:-/
then again- it's multiple guess so .... when in doubt, Charlie Out..... :snarky:
Your right. I didn't look at any of the other coordinates and I assumed they were meters.
There are problems with the problem.
But quickly looking at it; if the chains are about right, then the northings from 1 to 4 drop 16.5' in 80 chs, the northings from 1 to 2 should drop just slightly less than 2' in 9.5 chs. They drop 1.6' so that monument is no more than .4' north of line (this is assuming something is wrong with the easting at 1).
Are we really going to set another monument alongside it to the south?:-S
I wonder if that is one of the answers to pick from: leave it alone.
I had a COS showing a closing corner along a state line .09' south of line, the surveyor didn't calculate the curve:-(
The above images are from Clark on Surveying & Boundaries, 8th edition. I believe the text is suggesting that closing corners are only used to establish line and should not be used by alone to mark a point. These closing corners would be used to create a line that intersects with the standard parallel, this intersection is where the northeast corner of Section 6 is located.
> The above images are from Clark on Surveying & Boundaries, 8th edition. I believe the text is suggesting that closing corners are only used to establish line and should not be used by alone to mark a point. These closing corners would be used to create a line that intersects with the standard parallel, this intersection is where the northeast corner of Section 6 is located.
Exactly. Of course consult the cadastral records but, in theory, the creation of the standard parallels (and correction lines) occurs first. Township and section corners (standard corners) are placed for the NORTH townships simultaneously. Township and section corners SOUTH of the standard parallel on the parallel, set subsequently as as the townships to the south are broken down, are closing corners. It's the same concept as a sequential subdivision. It's an elegant scheme which develops as many 640 acre sections as possible and throws all the (surveying) slop into the northern and western sections in a township.
In practice, establishment of the PLSS on the ground often *did not* follow the "rules", but fairly good (except for fraud) records were kept. So real world townships may have been originally surveyed backwards N-S or W-E, partial surveys, lotting around nonexistent lakes, on and on. And for the BLM it ain't over yet folks, dependent and independent resurveys, Ommitted Lands Act, Swamp Act surveys, etc. are ongoing.
Any decisions concerning re-establishing corners on a parallel (actually any PLSS work) must involve a comprehensive examination of BLM records in addition to the county courthouse. As for your NE corner of Section 6 question, it's marked as found, is a closing corner and therefore the actual corner is where the prolongation from 8 to 2 intersects the parallel, as thalweg points out. Or not, as the case may be.
I wouldn't set a new monument so close to the old one, but what do you mean by "leave it alone"? It was never intended to be the section corner. I would show the true position on my plat. If you don't indicate the fact that you recognize it as closing corner it casts doubt on your entire plat.
This is not the same as calling an original subdivision corner 0.02' off.
The thinking on closing corners is going through a change, the idea is not to keep ever shifting them each time they are resurveyed.
If they were connected to controlling corners (in this case along the Standard line) and were set with care, then they should be accepted even though they aren't perfectly on the senior line.
If the corner isn't accepted be sure to leave it so it can be recovered, stamp AM on it. The position of the original closing corner is needed to prorate corners to the south.
