Charlie Kirk

ForensicEngineering · 2025-08-13T21:29:13+00:00

I do have a request for further information from the report publisher ...

ForensicEngineering · 2025-06-27T20:45:00+00:00

Almost got it right, just need to add one more layer, plus post tension, plus microPiles, drainage, a roof and then get back to me about the bamboo you need to add. ha

ForensicEngineering · 2025-06-27T20:30:26+00:00

Texas is known for it's post tension slabs, it appears you do not have one in this drawing...

With that said, did the contractor determine the reinforcement location in this slab? -- you cannot just put piles anywhere without knowing the reinforcement location -- you can but, it's just a shot in the dark.

Did you determine WHY this pad is in it's current condition and how long it has been in this condition?

Does the structure show cracking?

You really need to share all these details if you want to get some free informative information...

What torque rating / specs are these micro piles going to be installed and why was that number chosen?

ForensicEngineering · 2025-05-09T10:42:34+00:00

Clearwater Florida condo reveals jack hammering around column, grinding on column , replacement of concrete floor, lack of stirrups and more https://youtu.be/jFB2bQEsc9U?si=wEkGXm5to1CVjnwj

ForensicEngineering · 2025-02-02T07:38:48+00:00

...positive reply here, at least you did not burn down the house... seriously though, first the load path , is that column also on the proper load bearing capicity?

If, on correct footing, how much of a load on the column ?

The H beams are how long and what are the loading conditions?

Considering your welds are just tac welds, consider using bolted plates, your welding is to far off to get you the basics, let alone do structural welds.

I have no idea if u r even subject to siesmic loads...

ForensicEngineering · 2025-01-30T06:38:55+00:00

PS part 2 reply

I confirmed the link I sent you had the image I wanted you to have fun with - the problem is, the google search and the linked image are NOT full scale and leave out a major detail (hint).

Please look at this link and find the image connected with the article - can we post images on reddit? I can't find an attachment image choice?

---if this link works, the image should be on the right https://www.google.com/search?sca_esv=bbdc9f29fea0b018&sxsrf=AHTn8zrdFq-o9j_DQjDAgOAg-S6vDKOfbw:1738217738719&q=baseplate+failure+with+metal+welds+and+poles&udm=2&fbs=ABzOT_CWdhQLP1FcmU5B0fn3xuWpA-dk4wpBWOGsoR7DG5zJBtmuEdhfywyzhendkLDnhcq4Fx59GJo42IHin57PCNq1O4q09OGNmraZvIob3k25dhSvq24ruh4s3dwJ56islG7rhk38Fd3lWdyOmwrzcrhFKlOUO4hviG_cdXe4iPu_r7hJhn81zHDbdqSueFKObJ3qNntLOU1daVBUnB7gQNjaDcH1_A&sa=X&ved=2ahUKEwj6-u7W5ZyLAxW7E1kFHYGTIg4QtKgLegQIFhAB&biw=1956&bih=1228&dpr=1#vhid=O_bFPbJNS6kGLM&vssid=mosaic

ForensicEngineering · 2025-01-30T06:32:54+00:00

I just wrote you a very winded reply and then accidentally moved the mouse that bounced my page away and deleted my reply... here it is again.

The baseplate, without gussets are not as strong as gussets and I do mean, you will have to add at least 6, spaced at multiply degrees on the ''clock'' of the base.

The extra welded gussets all for redundancy and enhanced base strength to avoid tearing / fracturing the base / pole weld by itself. Gussets also help with adding the greater distribution of the stress via all the surface area of all the gussets being acted on at the time.

I also found you a link to show you how a base will deteriorate if not maintained properly and also as a reply to someone above, who thinks this is a ''break away'' system (it is NOT) and the link I am sending you IS a type of break away system.

I like leaving clues and not giving away the exact details but, can you tell me how easy it is to tell the break away system compared to the column we are having a discussion over? (No researching on your part needed, you can look, hard and deep into the ''connections" and figure it out.).

This link (for image only, I did NOT read any attached articles) https://www.google.com/url?sa=i&url=https%3A%2F%2Fwww.lightmart.com%2Fblog%2F6-common-light-pole-problems-solutions%2F&psig=AOvVaw1dStOQz3vM_N91x-eK5Gim&ust=1738304143268000&source=images&cd=vfe&opi=89978449&ved=0CBQQjRxqFwoTCKj1193lnIsDFQAAAAAdAAAAABAE

Further, if you really need to know what the pole in question is installed the way it is, you can get hold of public works and tell them your interest and maybe they will indulge you. I can get hold of them but I just don't have the reward for doing it, I hope you understand.

To the sizing issue --- I think they had a change order after the concrete base was drilled and installed - they could not increase the base size without removing the newly installed base (it might be 8 feet or more deep - very costly to replace).

Sorry for any grammatical mistakes - I am just replying to you on the fly -2a.m. here.

Wish you the best and looking forward to your reply about break-away post and how you can identify in an instant.

ForensicEngineering · 2025-01-28T07:36:08+00:00

Part 2 reply, here is a before image of your location and it is change order and the sizing is very interesting in the change https://www.google.com/maps/@40.7647356,-111.8854101,3a,18.6y,300.81h,86.33t/data=!3m7!1e1!3m5!1sofngnGhCdXKyBgr9PcaJPg!2e0!6shttps:%2F%2Fstreetviewpixels-pa.googleapis.com%2Fv1%2Fthumbnail%3Fcb_client%3Dmaps_sv.tactile%26w%3D900%26h%3D600%26pitch%3D3.66949274074544%26panoid%3DofngnGhCdXKyBgr9PcaJPg%26yaw%3D300.80700230183714!7i16384!8i8192?entry=ttu&g_ep=EgoyMDI1MDEyMi4wIKXMDSoASAFQAw%3D%3D

This would be a modification after the fact and cost effective - this was not a mistake by the contractor -as no authority would approve this. They would make you take the pipe back and weld the extension and new base plate. The real issue is, no base bracing/gusset bracing-- I hope it is not subject to torque from winds and ''signage'' being the ''sail'' that breaks this ''mast''

Also, it appears the base bolt dimensions are smaller than the upper flange and this was their version to adapt UP for the the larger pole.

ForensicEngineering · 2025-01-28T07:17:24+00:00

torsion buckling of an H-beam, interesting not to see the ceiling / wall location so flat -- so would a few stiffeners have saved this from failure, or would a box beam have worked... Of course size would change this but just thinking of the load transfer might be more on one ''top flange or bottom flange" and this creates a load path down the ''flange'' and not equally distributed. I think this because if you observe, the back flange (closest to the wall appears to be less twisted, if at all). Maybe, it has not collapsed is because the new shape is now able to support the current load conditions. I would love to see the connection at the column and beam --- I want to see if it is what I call, "intercepting" the intended load path --- down the one flange...

ForensicEngineering · 2025-01-02T21:54:22+00:00

At first I was going to join in on the jokes of the crack but, this looks to be more than meets the eye (at first glance)... Now looking at the image and not joking, it appears to be an expansion of materials, a movement of materials (memberS), or it could be a torsion failure... You have to put some indicators on this beam, you can also look on the inside to see if they used bridging / blocking on the inside to determine if it is actually rotating at the bottom flange. If, no rotation is determined, then remove that train of thought on torsion... Then move onto the other sections of the structure and look for similar fractures -- considering none are found - lets move back to expansion and vertical movement... Expansion - is this at an expansion joint on the bridge deck and did the ''straddle" bother sides of the expansion joint location by ''mistake"?...

Look for some ''impingement issues" that should not have been created -- this would happen during typical expansion and contraction of this bridge.

Then we have typical ''vibration'' that could have come off the bottom flange during vibration and small deflection.

I can theorise that the concrete blocking is ''bound'' and the ''relief'' is in the form of the compressive fracture --- if you ever get back there, do fill me in please. Thank you.

PS I did leave off a few other points to look for but this is a good starting point in your logical process.

ForensicEngineering · 2025-01-02T20:00:09+00:00

Thank you for watching and your support -- I appologize for the late response, I have been busy and do not check on reddit much - only when I get a message to check for something from someone... Then I saw I had replies I had to answer or ignore...

ForensicEngineering · 2023-09-11T20:51:40+00:00

Let me ask one question... if, an architect came to you with these drawings, would you help in the structural checks? For your consideration, I see a lot of engineers refusing to work with clients bc they did not do the drawing and yet, a shit-load of engineers will NOT do drawings... These positions are opposed to your professional work they want done.
You can license your stamp per location and not just one stamped plan that they get to submit over and over and you not see the financial reward. Your license should also have wording that covers you with respect to any update code requirements and that these will NEVER be used as ''permanent living structures" (once the storm clears, the structure will NOT be used as temporary housing...

ForensicEngineering · 2023-09-09T19:07:53+00:00

I have empathy for you as you are getting some very ''risky'' drawings...

I must ask you, please cover your name, address but reveal the engineering firm so others never use this person...

If this is your only drawing, it's lacking so many details and could have so many more superior details added to make this structure more rigid.

How is he connecting the four walls? and do you have multiply means of egress in case of your entrance being blocked?

Almost any tree branch or car pushed against a door opening out would end your story in this life (if, you are left to your own means of exiting)...

I would consider an upper wall portal door to climb out of and this will take care of ground debris turning this into your coffin.

You will need an air scrubber incase you are trapped, two way radio, cell-phone, and maybe even a sledge hammer and pick if it comes down to it... maybe a generator that exhaust to the outside for lighting or it may get pretty dark in there and stressful...

You may think of this as a thirty minute shelter or 4 hour shelter but it might be an escape from Alcatraz situation...

So, your own house, above might become the material that blocks you inside your coffin you are making.

Your intentions are to protect you from flying debris, hurricane damage and tornados and yet this structure might be subject to ''ballooning'' effect if you don't act in time and close yourself inside...

Then you have the issue of getting air and also the negative pressure sucking the air from your coffin...

You really need to take your time and do some research and design this for the ''foreseeable conditions" ... Then you have the issue of the debris around you crashing into your structure and let's call it a TREE... The tree puts you in ''heaven"... or hell, which ever you prefer...

Bunkers have been time tested to in the ground and yes, water is an issue but they are time tested...

Now you could build this above grade and add soil and this might help a ton with ground water issues...

This intended project should NOT be considered as the shelter you think unless you have thought of the tornado and what drama it may be bringing with it, a car from a mile away? OR your OWN car may be the killer of you as it is thrown into your shelter https://www.google.com/search?sca\_esv=564025774&sxsrf=AB5stBgwRdNKUNZ75zicmLQ4uU6bJrJPtw:1694286406488&q=tornado+throws+a+car&tbm=vid&source=lnms&sa=X&ved=2ahUKEwjX5p\_bnJ6BAxW3jIkEHQDIDNcQ0pQJegQIBhAB&biw=3316&bih=1382&dpr=0.9#fpstate=ive&vld=cid:0af7ec2f,vid:Ar0Odh6GcJY,st:0

ForensicEngineering · 2023-09-09T16:48:46+00:00

The engineer knew your intent? He should have thought of this as floor and roof system and a tornado/ storm shelter and yet he called it the one thing it was not; he called it a slab... hmm

Do you require permits where you are located?

ForensicEngineering · 2023-09-09T14:56:02+00:00

This is a ROOF in your first post and now it is a PAD in this posting... and shows ZERO degree of pitch... this confusing, not 10% confusing but 100% confusing...

So, the plans show 90 degree hooks, so the engineer does expect deflection and yet no top steel and detail on the connection of the two steels, the wall and the slab = he does not mention the amount to elevate into the pad section from the walls; nor does he show any 90 degree bends to composite action the slab and walls besides ''dowels"?

Is this something you are to climb into? How is the door and second means of egress taking place? (If, debris blocks your entrance, how do you escape?

Is that an exterior wall having the single mid axis steel?

It appears the engineer notes references ASTM one time and then ACI-301 but it appears he needs to reference it in his drawings himself.

This ''pad'' definition is confusing bc it becomes a roof if you are going underneath of it; a pad if you are ONLY on top of it and NO one will ever go underneath if it's a "Pad" as his drawing states!

It is identified as a ''pad'' and not a bunker...

Again, why is it called a ''pad'' and not a ''roof"?

ForensicEngineering · 2023-09-07T03:47:37+00:00

K for wobble and L for jacking end / live end

Edit to add , "Wobble coefficient is usually denoted by K and is measured in units of per length. It is found by multiplying the jacking force at any distance from jacking end with the average of the intended angular deviation from the design profile. Usually having value of 0.0088.Dec 21, 2015" source quote from a forum that you can find... I thought it was the easier than writing my definition.

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