And have not had a single request for interview or anything. This is in texas where there seems to be an insane amount of construction going on. And everyone keeps saying how surveyors are getting to be in high demand. I thought it would be easy to find a survey job and get back on track towards getting licensed but apparently not.

Just bought a home and neighbor said that half of my driveway is hers. I went to my City Hall in NJ to see if there were any records of an easement or a permit for an old fence the previous owner had installed. City Hall clerk gave me a surveyor business card and I called. They came the next day and did their thing. I informed the surveyor what the neighbor stated and what ai needed the survey for.

Its been 3 weeks and still havent gotten the results back. They first told me it takes a couple of days but its been three weeks no response? called and texted and in the beginning they would say “ill call you back, we need to confirm something”. But they never call me back, now they just straight up not answer my call. Should I be worried? Why would I be ghosted from a survey company?

Never want to go back to a TS16 now.

Ran 5 separate ~1/2 mile there-and-back-again level loops with a Sokkia DL & fiberglass rod (with range pole tip zip-tied to bottom). Balanced FS/BS, both <150 feet. Tapped telescope each setup to ensure free-swinging mirror. Peg test was 0.003' difference. Temp range was ~70 F - 80 F throughout the day.

Every loop had a positive misclosure, ranging between 0.002' and 0.013', most ~0.008'. It was a consistent error...we gained ~0.002' at each turning point. I can't for the life of me figure out what might be causing this error. If the rod was gradually shrinking throughout the day, that would explain it, but if anything the rod would be expanding. Any other ideas?

Hi all,

As the title implies I’m weighing these two options as my company expands into using GNSS to verify as-built conditions, and do some light surveying/staking.

I’ve read the reviews for both units, and while they both get the job done, it seems like there are some major differences between the two models. I want something that does not require a base station, so it would be CORS corrections only. The IMU on the RS3 would be great for construction, but the ease of use and affordability of the RX could seal the deal.

As a NON-surveyor, what’s everyone’s opinion?

Thanks in advance.

TLDR: Anyone have an idea why I might be getting really bad relative accuracy with my pair of Topcon GR3s with FC-2500 computer?

I have a pair of pretty old Topcon GR3's with FC-2500 that I'm using to set GCPs for my PhD research. When onsite, it takes ~20min of residence time at each GCP to get horizontal accuracy down to 4-5cm and vertical accuracy under 7cm. After bringing the GCP survey data into ArcGIS, points that should be at the same elevation are different by as much as 3m vert, and horizontally miss my targets by 0.5-1m at various offset angles. Even after dragging the entire GCP shapefile so the base point is over my base in the orthomosaic, the points are still all wonky. After making a similar post in r/UAVmapping (linked here) I'm pretty convinced there's something wrong with my workflow, settings, or something. It seems like I should be getting much better relative accuracy with this equipment and shouldn't have to spend such a long time on each point.

Any advice would be greatly appreciated! Someone on my other post thought I might be able to connect the GR3's to an NTRIP network, has anyone had success doing that? What else can I do to get better relative accuracy with the GR3s? TYIA

Here's what my survey workflow looks like:

Set up base on tripod and turn on
Connect base to computer
Start base, clicking the green box next to the coord to use the bases current position (unknown point)
Disconnect computer from base
Mount rover on survey stick and turn on
Survey, topo, accept all solution types
Click the green check to start cellecting data at the point
20-25 min residence time on each point
move to next point and repeat
Wait 2 weeks, upload base rinex file to OPUS
Export points to shapefile, apply OPUS correction in Arcgis

My house’s legal description has always been a simple rectangle (west, south, east, back north), for at least 55 years. But researching my neighbors' boundary on the latest recorded deed, they have degrees to their boundary that slightly conflict with my bordering line.

I'm trying to better understand how surveyors would probably tackle this situation?

I converted their description and mine to a visual boundary over an aerial in CAD (not credible, just for my private personal understanding), and I don’t know how the real survey is going to look with this difference. But I can tell the neighbors are way in the wrong where they're “staking and roping” a weird boundary line (the owner's son doing it, some dude, not a surveyor).

Hello! My company recently purchased 2 Trimble TDC650 GNSS Handhelds. We wanted the option to take photos while in the field with our Trimble and attach them in Field Maps. We use our photos in reports and need report quality pictures, but the photo quality has not been great. Has anyone else ran into this? Has anyone fixed it? (I have reached out to Trimble, and our Trimble provider, and was told it is what it is.)

Thanks!

Can someone enlighten me on "reg pub sur" please. Regular public survey? Regulated public surveyor? Thank you in advance.

Hi everyone, i am using south n6 total station.. When ever i resection with prism i got error in easting around 3cm in mini prism.. While resection with laser the error is 1mm but with prism around 30mm i dont know how to check this... The prism constant also correct it was

• 30mm

I'm hoping one of you flies a Wingtra One and can help me. I'm new to Wingtra and the PPK workflow. I've read a lot of the articles on their knowledge base but still have some confusion. I tried to link the articles but the post got deleted bc I'm using a new burner account.

I need to fly a site which is not in NAVD88. It uses another datum that is 0.5' different vertically. I'm trying to figure out the easiest way to get the correct PPK data for this flight.

I have a Trimble R10 (and R12) I can use as a base during the flight. I don't have Aeropoints. I plan to paint checks on the ground and shoot them. At this site, they have control points with known coordinates manually adjusted to the proper datum. When they start a job, if they're using VRS and a hotspot, they do a 3min observed control shot on one of their known points, which will show ~ Fill 0.5', then a site calibration in the controller to bring all of their GPS shots up to the correct datum. Alternatively, they set up an RTK base with a fixed-height tripod set to the correct coordinate elevation on the point, no site calibration necessary.

I'm trying to figure out the easiest way for me to shoot checks AND also have a base running during the flight AND all of this be in this proper datum. And I'm confused if the easiest way to get the PPK data in the correct datum is in the field, in WingtraHub after, or in Pix4D after. Is this how you would do it:

1. Set up RTK base on a control point in correct datum and check in at another control point
2. Drive around the site and paint a few checks, shooting them RTK off the base (in correct datum).
3. Check out
4. Drive back to the base and switch it to static mode for logging PPK data during flight
5. After flight, end static, export .t02 file, convert to RINEX

Won't the static session data be in the wrong datum? Do I somehow convert that after? Is there a way to do a static with local coordinates?

Any help here would be much appreciated. Thanks!

Hey All,

Trying to update a TSC7 data collector. when i run the bios install file from their website it just flashes up on the screen and says "Platfrom is: bone". anyone have any idea what that is or why its saying that?

I use Leica TS16 with CS20 capivate

And Leica GS18.

I am very interested in getting into surveying, but I have no experience. I have read many posts advising those interested to look for entry level rodman positions to see if they enjoy the work before committing. However, I have applied to nearly every entry level position in my area (Nashville) and have had no luck. I have read that PLSIT requirements for TN allows for you to have a bachelors degree in a field unrelated to surveying along with 36 semester hours of surveying specific coursework to be eligible for PLSIT status. I have a bachelors degree in business and I am curious as to whether it would be significantly more beneficial for me to pursue a bachelors degree in surveying vs an associates as I’d like to avoid spending an arm and a leg. Any advice is greatly appreciated. Thank you!

Looking for advice on good learning courses or resources that can get me the basics of Civil 3D for surveying purposes. Preferably resources that include a trial or access to autocad cause that shit is expensive.

Instead of using point codes to draw individual lines and have all these long messy start/stop and curve and join point codes, why not just create objects, define the parameters you would like to measure to create the object, and then go shoot the necessary points to create the object.

edit; also having a feature that does on the fly least squares adustments, that way you get perfectly straight lines and you can see a live view of your residuals so you can spot any errors while youre out in the field still...

What's the average party chiefs are making in the triangle? Want to get a grasp on what to expect when negotiating salary.

Turtle pic from the field today

I’m under contract to buy a new house and I have concerns that a relatively small part of my new neighbor’s driveway is sitting on the corner of my lot, so I ordered a survey.

I’m just curious about what happens mechanically if it turns out my concerns are founded. I assume the surveyor goes back draws up the plat, and tells the title folks (and me) that an issue was noted.

But then how do I find that corner later? They can't sink a stake through the asphalt.

Also, the surveyors apparently do the survey, write the report, and then come back a few weeks later (meaning after I close) to stake the corners. That seems odd to me, but is there a reason to do it that way?

I understand that it may be a stupid and elementary question to ask so I apologize in advance as I'm brand new to surveying and trying to learn and understand surveying the best I can. Some of the guys at work explained it to me while we were running a level loop at a new site were working on. I'm not entirely confident I understand exactly what they were explaining to me so I figured to ask someone on here if they could explain it to me so that I understand it better. Thank you for your help!

I am working on a proposal for a topographic survey in Nevada. I am a California LS working on getting my Nevada license but not there yet. One of our principals has a PE in Nevada and has a fair amount f survey experience. Can he sign a topographic survey assuming he is in "responsible charge"? This project will not include any boundary determinations or retracements.

Hi everyone!

My wife and I are looking to build a fence between us and the not so nice neighbors. I’m confused and overwhelmed by all the information on the Internet so I figured I’d come to you guys for some help. On a couple of websites they mention differences between a boundary survey and a land survey. Is this really a thing? If so, which one would I need to establish the property line for the fence?

Once the property line is established, is it legally binding? Im concerned that the neighbor be able to come after us…

Thanks in advance!

Having some major discrepancy's between some lots I am surveying. Some were sold under the original plat and some were left vacant. Major issues with original plat had original surveyor do a re-survey of the lots. the rest of the lots were sold. There deeds call to the original plat since the dumbass now deceased surveyor never recorded his resurvey, the unsold lots are all monumented by the resurvey. This has lead to issues with various other surveyors flagging lots and home being built. Some with knowledge of the resurvey and some not. I am only under contract to flag some lots for clearing. Should I cut my loses and run or stick around attempt to help?

Has anybody been blown away by the performance/efficiency of their 11x17 printer/scanner combo for a smaller or home/office type operation? If so, what model did you go with. Thanks!

EDC-Inc is now hiring Experienced Survey CAD technicians, with an understanding of As-builts. EDC offers benefits, PTO, FlexTime, bonuses and more.

Offering Civil Engineering, Land Surveying, Planning, Environmental, Remote Sensing and Interior Design, EDC-Inc is a local firm of 20 years, with offices in Port St. Lucie, Florida and Melbourne, Florida Pay is based on experience, and ranges from 60k to 80k. This is a in-office position.