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i dont know what else to add to the actual comments, great video and great explanations.

do you work in meters?

Awesome video! It's so nice seeing content publicly available that deep dives into different scanning platforms like this. From both the hardware and software side, it's refreshing to see deep dives that are more than just a 1-2 minute marketing video. Great work! Did you rent this Riegl or did they just hook you up for all these videos you do? I'd love to do some comparisons to our RTC's, Faro Premiums, and X9's and see just how superior the VZ 600i is, lol. Last I heard when I reached out to a rep was that it wasn't (rentals) something they offered in the US. 😢 Side note, with Leica software, unless I misunderstood your statement, you can share licenses by setting them up as network licenses. We've been doing that with all our ~20 Reg360, 3DR, and Cloudworx licenses. They're shared between about 50 users and as long as one is available, anyone can pull the license. Works well so long as your license server/Internet doesn't go down 😆.

My dream is to watch an 1hour video of you just working in the field and showing your procedures to make such great science and piece of art called surveying.

I love this! Riegl is so pricey but it seems like maybe its worth it!

Once again, another great video. How does a Canadian surveyor get a gig down in florida?😅

Amazing video once again! This channel is an absolute gem, and I'm so grateful that someone is putting information like this out there. I did schooling in Geomatics, but as I've entered the industry I've realized I have been woefully under prepared on real world best practices and procedures. I would love to see more videos like this if you ever have the time, just showing how you go from an initial request to final deliverables. Thank you once again, also would love to support this channel if you ever create a patreon or something.

I am always amazed with the speed and amount of data that can be gathered with a scanner ten minutes from out of case for a single scan to putting it back is about the same as we get from our Faros but we don't have the built in rtk. I can't think of a reason we would use it besides to help with registration. the accuracy we would want to be using a traditional scanner versus a mobile scanner would make it kind of hard not to use a total station to establish control just to maximize the accuracy of the scan. We are now using the RS systeam due to your video and we have done an entire waste water treatment plant with it and are getting phenomenal results from so thanks for your videos

I use the rtk only for registration. I always tie in with control points. Seperately. But great scanner for sure. I use a vz400i. Filtering should be done in Riscan while you have it. not in cloudcompare. Also tie in with control is very easy with Riscan. I do all upon exports in Riscan

This channel is pure gold! Thanks for your effort!

Thank you for sharing this!! I always appreciate your content, honest opinions, and how thoroughly you test and demonstrate new products on the survey market! I always like to hear what you have to say and learn some new tips and tricks of the trade!

Two things: Most building sites I work on wouldn't benefit from this because of sighting issues. More often than not, there is something in the way. Second, why don't you glue a small bubble to the thing yourself? You can buy one pretty cheaply.

Great videos! For the examples of utilisation you showed it's unbeatable. If you ever forget it at the office try "free-handing" the peanut prism against the wall or floor or use the little "C" shaped piece of metal that comes with the peanut prism.

i spoke with Georg at Geobusiness and he did have a prototype with a bubble vail. I asked him a few weeks ago to implement that for vertical ines. He will work on it for future release.

Man, I loves your stuff. Binging watching all your videos. 💯👍

thanks

Awesome review guys, great job 👏🏻

always comp. level your base before you attach your scope. feel the ground and ensure no vibration or movement occurs.

please reupload datasheet this item might not exist

Great video, I frequently use traverse editor and had not used side shots before. With bearings/distances, I like to use the number format so I can keep my hand on the numpad. For example, N 54-47-19 E would be 1..54.4719 where 1 is quadrant 1 for NE. May be helpful with your work. Thank you for your videos!

If I could give you 100 thumbs-up, I would. Excellent video. Hands-down the best RTK primer for surveyors I've seen on you-tube. Bar none. There are too many right out of college 2nd year practitioners giving half-good advice here. I'm happy to say that this video is nothing of the sort. Let me detail why I can say that and why my opinion might matter a little bit. I've been active as an RTK surveyor since the mid 90's, built and manage a GNSS network, trained surveyors for 2 decades, spoken at our state conference on RTK precision, help with standards development for a large state DOT, evaluate new systems before we purchase them and many other aspects of this work in my 33 year career. I've been doing these test you show for 20 years. I got fed up in the early 2000's when I couldn't get a straight answer, just like you described, so I started testing myself. I am constantly amazed at how well RTK works, as well as how it can hurt you when you trust it too much. My findings match yours very closely and really haven't changed much in the last 20 years. Around 2008 or 2009, I saw a slight bump in vertical precision when we started using RTN. I estimated that it approximately halved the PPM error, and sure enough, they ended up putting that in the specifications years later when the Trimble R10 was released. That was very satisfying. I summarize it like this (Basically what you said!!): we can generally take the specs shown as usually good to 2-sigma as long as we have low DOP and good atmospheric conditions. However, probably 1/20 - 1/50 of the measurements will be way worse than all the others, and there is no way of knowing which those are unless we shoot them again later. Also, this assumes that we have well maintained and calibrated equipment and good procedure and adherence to those procedures. Once you get into a less-than-ideal situation, all bets are off. I will say that tightly coupled inertial systems have the potential to change this dynamic under certain conditions (over a short period of time), but I'm now in a managerial role and don't supervise field crews, so I don't think I'll ever be testing that . I've run so many spreadsheets with custom stats and graphs. I've lost more than I can now find. One thing that opened a lot of people's minds was when I did a test of 'dumping' the receiver and re-measuring, which is something that I always have argued against, despite it being one of the favorite things sales-people showed us to do in the 90's when these were being rolled out. I was able to show the positional bias over a short period of time, proving that you must have a time separated measurement to get a normal distribution. I believe you shared a similar finding. I've also been combining RTK, static and terrestrial measurements for a long time and am constantly frustrated that it isn't done more, even in my department. I can't stand that people still shoot in RTK 'pairs' and then "lock 'em down" before starting a traverse. Why hold 1 elevation over another? Just hold them both and run a least squares adjustment (I use TBC and TGO before that). The way I describe the precision/accuracy is this. RTK will bring you precision, your constraint to your control and its quality brings in the accuracy. For years we would just occupy passive grid coordinates and do check shots. When we started using our RTN in the mid 2000's, we started doing site calibrations/localizations. The latter gives you a pretty good idea of your survey accuracy. Then, if you shoot 1 point on the site about 15x and run the stats, you can get an idea of the precision at that site. But that is only for the same person, using the same equipment, in the same conditions. I really can't talk about when we are going to start to reign in the non-professional activities that some are using these tools for, but a movement is afoot in my state. It isn't the tool, but the use that is the issue. The first thing that needs to get cleaned up is we surveyors have to be better at using this tool Your video here a good start, so thanks for taking the time to share this. I never had much interest in editing videos, so I do appreciate the amount of work that went into this. You can DM me if you want any additional information from me.

Amazing , thank you so much for the video and very useful information.

The sun heating one leg of the tripod, is annoying, and will affect the plummet. In a case like this, the compensator works good. However vibrations can mess things up beyond what the compensator can handle. There times were you can not see a big change in the plummet, and only staking a controlpoint will tell the truth.

Great information ! Thanks.

Do you have the list of what total stations you used? Do you have the specs on what each manufacturer states the amount of compensation their compensator will handle? In situations where resections are performed with a significant temperature shift (20 degrees F up and back down) from the start to mid day to the end of the day from one set up, and no back-site rechecks performed, how well is the typical compensator performing? This example is pretty typical for general contractors self performing their own construction staking, grade checking and running machine control with a total station and a dozer. A really great video, with good info to help those who overly complicate certain aspects of how to use instruments. Looking at myself here. that's a pretty sweet location you performed your tests. Was that site pre-existing or did you develop that location for this and other videos?

Thank you for this comparison!!! Awesome data

if i level the station and do a resection on uneven ground (where it can easily move to 1 min out after a bit of time), are you suggesting that as long as I reset backsite I should still be accurate? Also, does distance from the total station affect anything here?

Great video, thanks for all the work :)

I love your vids, I could nerd out on your shit all day!

Love your content! Thanks and I look forward to seeing the follow up videos!

good content

Youre doing God-tier work!

Loved it.

Excellent content sir

I ran a similar test - not as extensively or as systematically - some years ago with a Trimble 5603 and got similar results. Up to about 3 minutes out of level the angles were consistent. I also reached the same conclusion about centering errors. Which makes resected setups all the more attractive.

good to know, ty

Thanks for the detailed review, I wouldn't have known just how good that is if it wasn't your other videos on Total station and prisim accuracy.

Would PPK processed flights hold the same accuracy results as RTK

It would be so great if u can tell me why my traverse resulted in such a large error: # Fixed Coordinates C 1003 836044.396 816902.257 ! ! 'Old Station C 1002 836097.870 816901.489 ! ! 'Old Station C 1004 836042.680 816876.946 ! ! 'Old Station # Observations D 1003-1002 53.480 D 1003-1004 25.370 D 1003-1 45.417 D 1-2 98.501 D 2-3 15.616 D 3-4 15.357 D 4-1002 94.586 B 1003-1002 359-10-30 B 1003-1004 266-07-12 B 1003-1 354-57-35 B 1-2 60-39-37 B 2-3 81-07-20 B 3-4 280-58-03 B 4-1002 241-20-36 B 1002-1003 179-10-30 # Fixed Bearing B 1003-1002 359-10-30 ! B 1003-1004 266-07-12 !

I can sort of see the manufacturers point, you could use their product with many different correction sources all with different outcomes in precision...

Great video, thank you. The link to your datsheet seems to not be working, is it possible fix this?

Your content has been very helpful. I've been soaking up so much knowledge from your channel. It really simplifies the complexities of the surveying world for me, making it much easier to understand. Thanks for all the valuable insights!

Please somebody reply to me, when I set up the TS resection and stake out a points and move to another location and set up the TS with the same standard deviation and stake out the same point give error in the point location till 5 cm . What is the reason ?!.

We kept having our pvc sheet targets stolen and so we had an aluminum target template cut for us. We started experimenting with different paints and found that Black and/or red chalk paint works the best. The chalk paint is extremely flat and we didn't get the reflective shine when at certain angles in high sun. It's a little more expensive and messy but works so much better.

I just find this useful video i install cloud compare sw and follow the steps but the option CSF filter is not active so any one can advise how to make it it active(I do not have Civil3D)

Dam! I need a DUMB video to understand how to do the things properly, in the field and in the office. I've just relized I know NOTHING. That's hurting a lot. Thanks for this awesome video.

Hello my friend! Thanks for the aweosme videi! Do you have any video telling us about working with total stations and GNSS? Wich method is the best to get all data fitted: site calibration, applying avarage combined scale factors for the entire site or applying combined scale factor for every single point of your project, accordingly to the N,E and ortho height of the point? How to survey out of site calibration and still get accurated survey data, like the total station measurements? For example for larger sites or linear projects, which method would you use to convert the GNSS data to ground? I struggle so much with these questions and how to keep things under control. Thanks if you could bring some light on this topic!

Outstanding job! BUT, for a job of this size, seems that traditional surveying with Total Station and RTK would be faster for post-processing.

I would like to send this video to my boss. I've considered spending my own money on a GMP101 just to make my own life easier. I don't think the bosses full grasp that if you're looking for a consistent under 3mm accuracy from different setups on different days over long periods of time, that you cannot expect things to work properly if you allow your layout distances to be as great as 30m away. You're already starting off with a resection that is not as tight as it should be, even if the numbers tell you otherwise. That's why limiting number of setups, distances to layout, and having checkshot locations peppered throughout the project, is how you keep things tight. Better gear, better practices, reduces headaches far more than trying to fix things. Instead, they insist on spending more and more time doing traverses. It's like, at a certain point, does doing another traverse really help, when you're not getting repeatable resections off those traverses anyways? Garbage in, garbage out. I'm a big fan of Trimbles traverse prisms. Solid, don't get to use those enough. And I've noticed that the Leica GRZ101 is still better than the knockoff versions of the GMP111' s or the non-nodal miniprisms. They're pretty consistently within 2mm of my points. Using a more old school approach to surveying with an instrument man and a party chief, non-nodal prisms still have their place...They just don't have any place in robotics...which is basically all I do these days.

amazing