GPS Site Calibration
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- Опубликовано: 16 июл 2024
- In this video we use a Trimble R10 and a TSC7 with Trimble Access 2017.20 to do a site calibration so we can locate the corners on our survey. We will then use the stored GPS state plane positions to record the location of the corners.
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Thank you for this video Robert! We recently switched from Survey Pro to Trimble Access and I couldn't figure this out. Thanks for taking the time to share! You earned another subscriber ;)
The Most helpful tutorial of the Trimble videos I've seen. Great Job -Thank You.
That's awesome, thanks.
Good video and as a tip when Robert was talking about no sure if his rod was calibrated even with a calibrated rod always try and have your bubble facing the same direction ie north that way all of your errors are in the same direction. As my first crew chief always preached to me 20 years ago a good field surveyor will minimize random errors in measurement.
Thanks for the videos
Hi Robert done great job thanks
Hey Robert, great video with some really good information! I tend to use SCS900 for site calibrations but great to see how it works in Access. Any chance you have a video coming up that coveres traversing using access. I've only ever measured rounds in SCS900 but it is cumbersome. Would be amazing if you could run through the checks you perform on the TS before starting to get good readings and how you measure the rounds to BS prisms. Love the videos keep them up!
Good job
I'm developing a wish list for Trimble Access, one is that you could toggle between the calibrated coordinate system and another chosen system, say, State Plane coordinates. Yes, you can go to properties and scroll through and re-select the system that you prefer as a commonality between all your other work, but it would seem nicer, to me, to have an "Un-Apply" button in the calibration menu that would toggle off the calibration and enable exporting the data in State Plane coordinates as well as exporting in the local, calibrated system without having to restore the more global datum with the properties menu...
Great video, thank you...just embarking on my adventure into R12i surveying to augment my S6. With the S6 and TSC3 I build a mathematical model of the boundary and then use resection to tie into the model and the residuals tell me if the model fits the points I find and am able to see from my initial setup. I imagined being able to do this with the R12 with the added benefit of being able to “see” all my points,. Alas, such a routine is not readily apparent in the TSC7, but your video has me thinking that something similar is possible, I just need to adapt to this new method. Thanks, you may be saving me from the inferiority of translating and rotating to merely two points...
Be careful the R12i does NOT work with the TSC3. The R12 and the R12LT will work with the TSC3. I hate rotating a job. That can create more problems than it solves!
Thanks for the reply, I’m getting the TSC7 to run the R12i, I agree about the mental gymnastics involved in monkeying around with rotation and translation, especially with gigantic state plane coordinates
My Chief would kill me if we fired up the R10 with anything less than a full(ish) battery. Great video though!
big thenks bro work for me
After the site calibration, how you apply this calibration to your other observation. Can site calibration be used to set Control work points.
If you calibrated the first point (Point # 1) named it (point # 1_GNSS) then staked out Grid Points #2 & #3 for example and they were within hundredths, could you continue with say an as built or utility staking project with confidence?
If you run a control loop with a robot on a new jobsite with a scale factor of 1, close the traverse, etc. can you calibrate a base and rover to the site with a scale factor of one? I'm currently trying to do it, I just would like to know your input. Some of our coworkers from up north say that we need to use a calculated scale factor.
Like the shirt ;)
Well within tolerance
How to configure GPS to show negative and positive offset for left and right cross section respectively at regular intervals of alignment line
WHAT TYPE OF NAILS YOU USE IN THAT JOB ROBERT
How do you account for drift of the GPS quotients?
Can you do one on translate and rotate
Nice video, suprised it got down to 4 percent receiver battery!
That happens when you shoot video all day trying to get everything just right!!!!lol...
SIR HOW CAN WE USE THIS TRIMBLE ACCESS SIMULATOR?
if you translate 1 ground to 1GNSS, then rotate 2 ground to 2GNSS holding 1 ground as base of rotation, you now have grid north associated between the two systems ultimately good to stake out the rest with associated coordinates. What about the scaling from your grid to ground... isn't there a random error of scaling as the points get farther from the 1 ground held point? Clarity... the GNSS is grid distances.... the 1 -5 points (created by plotted record calls) staked out are ground distances. How are you accounting for scaling.
State plane Arkansas North.
Guess your projection plane of AR's system is relatively close to the actual ground being that the distances hit without scaling.
Thank you for your help I appreciate it very much
(TSC3) I've been having problems trying to understand why distances calced don't match distances pulled in the field with a steel tape, Ive been setting up jobs with state plane, geoid 18, coordinates "calculated scale factor", I go ahead and calc my distances according to plans. I go ahead and found my corners from the previous record of survey and the distances match then did a site calibration and the residuals are within a tenth I'm not sure whether I need to check the box for the scale factor of 1 so I leave it unchecked and hit apply. Stake my calc points and to check how the actual distances match with a tape and I'm getting 1-3 tenths longer than what the gps says. Its mind boggling, I'm not a PLS but I was able to buy the equipment off my pls after completing a job for him and im not sure what the best settings are for construction jobs vs boundaries please help and if you need me to clear something up because I said something stupid let me know thanks if you're able to get back with me
Send me an email with your contact information. Robert@surveyingwithrobert.com
Our job site is rural and not in a VRS area. I often need to setup an approx base station and then shoot a survey mark that's far away from the job and then shift the whole job to that known point back in the office. I don't want to set the base over that mark. Can I calibrate based on just a single point? Our job is simple and we do not need to scale or rotate. That would be so handy.
I have a vide about projections I think. You can use TBC to merge points. See if that video helps.
@@SurveyingWithRobert Thanks for your reply. I got to apologise, perhaps I didn't frame my question properly. In my case, I need to do some stake out with a base and rover equipment. I want to put in a nail at the job site. Setup my base station over that nail. Measure a known point with my rover. Shift myself onto that known coordinate in the field and proceed with staking out. (providing my job was created using the correct projection settings, this is sort of a single point "GPS site calibration") For efficiency, I don't want to go back to the office, pull out my laptop, or setup my base over a known point first. Would this be possible?
All I am after is a single point translation, not after rotation or scale. I could setup on "near" or approx. coords on my base. Survey the known point. Calc the difference in coords in the field. Apply the correction to my base station but I will have to drive back to my base station to re-setup my base and ideally, I would have to drive back to my known point to check that my corrections have been applied correctly. If there was a way to do this while I am over the known point, that would be so good.
thanks a lot i am really enjoy it
but please next time charge your batteries :)
Lol thank you!
How long/how many iterations should I be using for a calibration point?
So think of this. I need one to sit on one to backsite and one to check. That’s at a minimum. Think like you are using a total station. Longer backsite the better. Don’t forget to look at your scale factor to see what error you have.
@@SurveyingWithRobert sorry, maybe I should clarify. By iterations I mean epochs. How many epochs should I use? 180? Does that mean I need to do a 3 minute shot?
Yes!
Hey Robert,
Thanks a lot for the great video, it was very helpful.
I have a question on different topics.
I am in need of a cheap GIS data collection setup with TerraSync Standard Software.
Could you please provide me with suggestions for most affordable Trimble Handheld GPS with TerraSync GIS data collection setup?
It would be a life saver for me.
Thanks again for the great video.
-Arman
My GPS has RTK with corrections over a sat so I don't have a base station. What would a workflow be?
Same. That is still a base station. VRS, RTKNet, RTX. You just can’t see the base, it’s already setup.
@@SurveyingWithRobert Thank You! I was lost on that one
This's access emulator?
Wojciech Lewandowski no this is a recording of the TSC7 in the field using snagit software. I record this stuff as I am doing it.
How did you do that 5000 5000 setup?
Richard Smith I don’t understand your question.
What mean is . Your coordinates of N 5000 E 5000 how did you get the coordinates of the other 4 points.
Richard Smith I assumed 5000 5000 as a starting point then ran the bearings and distances around the project to get the other positions. Does that help?
@@SurveyingWithRobert yes it does
mr.@@stonedevil827 if you assumed 5000-5000 as a starting point are you saying that your base is point 10,000
Sir is there any chance I can get you on the phone to ask a few questions ? Young starting surveyor and could use some help thanks !
I’m begging the community for help :) I need it , a mentor is what I need too!
Sure you can find my number on my website
@@SurveyingWithRobert thank you sir !
@@SurveyingWithRobert I’m going to sign up for your 6 month program , you remind me of my former crew chief , he passed away as he was training me , he had the same mannerisms as you and your voices are almost identical it’s crazy ! I miss him so much and he had 45 years of knowledge, while he was not licensed as a surveyor he had done it since he was 17 and was absolutely amazing, I remember times the GDOT said we were off on our measurements when he in fact always proved it was there engineering team that made the mistake , and he was always able to show them that becusse he did long form math to figure out each point , he did it by hand and used a digital theodolite until he died , it was an old unit but worked so well! I’ll forever miss David !
@@SurveyingWithRobert sir wanted to thank you for even responding but I have one question , how do I check profile grade , check storm water profile after it’s been built with the data collector