The basic notation is quite self-evident, but I've never looked into the fine points. How do you deal with differences in measurement? Do you start over at each station or try to give distance from start?
Suppose you recover the monuments set by someone a while ago using a stretched tape. You set up at the start and let your robot measure as you move your pole.
0+00 set up
1+00 measured at 100.10 ft
2+00 measured at 200.21 ft
3+00 measured at 300.22
You need a new point of interest 50.50 ft beyond 3+00 monument. Do you call that 3+50.50, or 3+50.72, or put in an equation, or what?
I have not encountered a situation where I was called to check or add to a submitted xsection alignment work. I have always set up stationings using tape then we would do a topography survey covering the stationing. Meaning at 1+00, we would survey 0+90 -> 1+10. Interval could increase/decrease as long as we covered a certain corridor width. Cross-sections would then be computed in Autocad Civil or similar software.
What's being stationed??ÿ Assuming the new point is on line, I'd stick with 3+50.50?ÿ ?????ÿ
1+00.10
2+00.21
3+00.22
3+50.72
Why does the distance on the R/W map mismatch the written stationing by 110' over 3500'? I'm just griping. Then you have E then E4 then E3 then O fun times.
In a boundary resolution, stationing is just a form of notation. You treat the distances in the same way you would any other.
Well in true Robillardian fashion, you need to call all those monuments off and pincushion them
JaRo is correct according to TxDot
Since the DOTs swear by the centerline location and not the right of way, it takes locating monuments beyond and on each side of the corridor to see the bigger picture.
Right of way monuments around here are being moved to and fro by fencing, brush hogging and other big yellow machines from utility companies and timber cutting.
When the top 1.5ft of a concrete monument is broken off and wobbling, it is a major chore to check the location of the bottom of a monument that is surrounded by an assortment of tree roots.
Being that it is dirt and the difference is not over the tolerance, I would note the differences in my survey records and quote the existing stations in my results.
0.02
Is it for boundary work or highway work. ?ÿIf it??s for Highway work I??d probably ignore the error. ?ÿHow much would it really affect quantities, or I might just start over and show the monuments at the station they really are.
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If it??s for boundary work that??s what I show measured vs. platted.
Suppose you recover the monuments set by someone a while ago using a stretched tape.?ÿ You set up at the start and let your robot measure as you move your pole.
0+00 set up
1+00?ÿ measured at 100.10 ft
2+00 measured at 200.21 ft
3+00 measured at?ÿ 300.22
You need a new point of interest 50.50 ft beyond 3+00 monument.?ÿ Do you call that 3+50.50, or 3+50.72, or put in an equation, or what?
You are an inquisitive fellow. Here is how it works at the DOT in Iowa and I suspect others as well. Every time a new project is surveyed a new survey alignment is created with stationing equated to a station on the as built plan alignment. Then survey stationing is run continuously from that point back and ahead as needed to cover the project. This is the standard with a few exceptions. The design engineers requests that station be continuous so they don't have to deal with station equations even though their software handles in fine - go figure. It makes their math easier when computing quantities based on length of alignment for those who are software impaired. This, as you have pointed out, causes the ROW retracement surveyor to cuss those who recreated the as built stationing because they must reproduce or find the ROW breaks based on the as built station. So for that task they retrace the as built stationing inserting station equations as needed to fit the breaks and structures to match the original plan station. All in all it means job security.?ÿ
Here's how your example would be handled
Retracement station 1+00.10 back = Retracement station 1+00.00 ahead
Retracement station 2+00.11 back = Retracement station 2+00.00 ahead
No equation at station 3 - Who cares about 0.01 ??ÿ So the point of interest - let's call it a ROW point would be set at Retracement alignment station 3+50.50.?ÿ
Of course you would want to sample the next point ahead to see if perhaps another equation is in order before 3+50.50. Like I said, job security.?ÿ?ÿ
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Treat each one as correct. Otherwise you will chase your tail forever. That's how we always treated them in the old days. Once laid out (without gross error) they were accepted.