## Help With Bending Stress Calculation

## Help With Bending Stress Calculation

(OP)

Hello,

I was hoping to get some advice on how to calculate the strength of a new lifting interface. I have 2 existing tools that need to be joined together rigidly for lifting offshore. There are hydraulic lines between the 2 assemblies and access is also needed at the lifting interface for making these up. For this reason and because of space constraints I am looking to use 4 x 16mm OD threaded rods with a support plate in between.

The top assembly with a single lifting point on its end face is rigid and weighs 150Kg. The bottom assembly is also rigid and weighs 250Kg. I have attached a sketch which shows the arrangement. The support plate and lower support rods (359mm long) are already existing which is why the support plate isn’t in the middle.

So the complete assembly will be lifted from horizontal to vertical using the single lifting point on the top assembly.

I was hoping someone could offer some advice on how best to calculate the bending stresses in the rods?

I tried doing this as a simply supported beam assuming the supports are where the rods attach to the top and bottom assemblies. I took second moment of area as being the formula for solid bar and calculated the bending moment halfway between the support rods and support plate. The stresses are very high and I’m pretty sure my calculation is incorrect.

Calculations are not my strong point. I would appreciate any advice?

Thanks

Mark

I was hoping to get some advice on how to calculate the strength of a new lifting interface. I have 2 existing tools that need to be joined together rigidly for lifting offshore. There are hydraulic lines between the 2 assemblies and access is also needed at the lifting interface for making these up. For this reason and because of space constraints I am looking to use 4 x 16mm OD threaded rods with a support plate in between.

The top assembly with a single lifting point on its end face is rigid and weighs 150Kg. The bottom assembly is also rigid and weighs 250Kg. I have attached a sketch which shows the arrangement. The support plate and lower support rods (359mm long) are already existing which is why the support plate isn’t in the middle.

So the complete assembly will be lifted from horizontal to vertical using the single lifting point on the top assembly.

I was hoping someone could offer some advice on how best to calculate the bending stresses in the rods?

I tried doing this as a simply supported beam assuming the supports are where the rods attach to the top and bottom assemblies. I took second moment of area as being the formula for solid bar and calculated the bending moment halfway between the support rods and support plate. The stresses are very high and I’m pretty sure my calculation is incorrect.

Calculations are not my strong point. I would appreciate any advice?

Thanks

Mark

## RE: Help With Bending Stress Calculation

## RE: Help With Bending Stress Calculation

Are you pivoting off the bottom edge of the lower assembly till it gets vertical? I haven’t done any calcs yet but it doesn’t look like a good idea to lift in the manner you suggest. It would be better to lift using two lifting points say one in the upper assembly and one in the lower assembly, the way you have it at present I would be concerned about the screwed rods failing.

“Do not worry about your problems with mathematics, I assure you mine are far greater.” Albert Einstein

## RE: Help With Bending Stress Calculation

MarkJWilsonI became restless and took myself through the pain of calculation. Here is my calculation. Yes, you are correct if you are getting extraordinary stress if you have calculated considering each rod separately. I added crude calculation considering 4 rods together and finding moment of inertia of all rods.

Some points-

-At 0deg, entire beam will be supported and we would not see any of the stress calculated above.

-As we go on lifting till 90deg, we will see range of stress due to change in θ.

-If we assume all rods together support the bending moment then calculation shows lift can be safely done. (Since the 40mm thick plate will apply the BM on all 4 rods simultaneously)

-If all rods will not be supporting collectively (which I doubt), then you have problem which can not be solved by 2 point lifting. May be bigger rods or more lifting points need to be considered.

-Considering the offshore lift will involve dynamic amplification factor (DAF), even if we consider all rods taking the BM together may result in high stress which I have not included since I do not know the DAF. Check that yourself. If that is the case then you may need to resize the rods or provide more lift points/supports to avoid unsafe lift.

-You may need to check the rod thread shear or thread integrity separately.

I hope my calculations are correct and the pain is worth the gain.

## RE: Help With Bending Stress Calculation

at 0 deg in the table, the beam is horizontal and max bending.

at 90 degrees, the beam is vertical and in tension

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

rb1957What I mean-

-At 0deg the entire beam will be supported by ground/floor on which it will be resting. Hence I said, not see any of the stress calculated for 0deg. But once we start lift, say 1deg, we can see stress value close to the value calculated for 0deg.

At 90deg, the beam will not have bending moment hence bending stress will be 0. Yes it will be in tension, if its lifted from the ground with both ends in air and no tension otherwise.

## RE: Help With Bending Stress Calculation

A simple hand calculation ( below find ) shows the stresses are not at reasonable level if lifted at from left and and pivoted on right end.

The assumptions are ,

- the wt of four dia mm rods neglected,

- the rods behavior is separate bending elements and fixed at both ends.

If you start to lift from left end pivot around right end,

The lifting force will be max when the rod assembly almost parallel ( at initial ) and the necessary lifting force to start pivoting ;

- Pmax*4953=250*1250+150*4168 ⇒ Pmax= 189 kg ⇒ 1850 N

Max moment at the rods will develop at right end of the rods so ,

Mmax = 1850*2453-150*9.98*1668=2083588 N-mm

Section modulus of single rod Z=Pi*16^3/32=402 mm^3

σ =2083588/(4*402)= 1300 MPa ..

But if you lift from the end of the 1570 mm rod,

Pmax = 250*1250+150*4168/(2500+883)=2719 N

Mmax =2719*(883)-150*9.81*(785+883)=53585 N-mm

and σ =53585/(4*402)= 33 MPa so ,O.K. ⇒ Lifting point should be around 1500 mm from the left end.

## RE: Help With Bending Stress Calculation

I have my feet in two camps here lol, according to my calculations I agree with NRP99 in that if the four rods act as a composite beam then yes the lift would be safe and on the hand I agree with HTURKAK in that if the rods act independently

then the stresses will be high as his calculations show. Do the rods screw into the spacer plate from both upper and lower side? I presume they do. My gut feeling is that you would get composite action if the spacer plate and the rods are tightly assembled however I wouldn't take that risk if it were my job, I would find a better way of lifting it, why can't it be lifted in two sections and then assembled?

I would also add that I haven't looked at any shear stress on the threaded rods due to the bending action or the tensile loading as the lift progresses and it might actually be the shear stress on the threads where it connects with the lower assembly that becomes the Achilles heel.

“Do not worry about your problems with mathematics, I assure you mine are far greater.” Albert Einstein

## RE: Help With Bending Stress Calculation

i think the tension load would stabilise the fasteners, but I wonder about the large displacement between the pairs ... without the tension load, would them tend to displace to reduce the spacing between the pair ? it may be just a small effect.

one thing I think NRP99's analysis misses is displacement. the four fasteners will be much more flexible than the bodies ... so is a straight line a good assumption ?

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

Yes I meant this:- (civil engineering) A structural member composed of two or more dissimilar materials joined together to act as a unit in which the resulting system is stronger than the sum of its parts.

“Do not worry about your problems with mathematics, I assure you mine are far greater.” Albert Einstein

## RE: Help With Bending Stress Calculation

HTURKAK. Done in haste so may be I need to sit down quite away in sound proof room to achieve the kind of excellence shown byHTURKAK. So here is revised calculation with my approach of assuming simple supported beam with UDL of w/length.Some points and questions-

-I am getting way high stresses than the HTURKAK, which I do not know why. May be I am doing something terrible which I am not able to pinpoint. Any pointers to look for?

-May be you can use more spacer plates at entire length of rods equally spaced left and right of current plate. This will ensure the middle section becomes stronger and can resist the lifting forces. Just a suggestion.

-Question - How to achieve the excellence of doing simple calculation as shown by HTURKAK? Any suggestions?

So the assumption of rods taking all the moment is correct one

## RE: Help With Bending Stress Calculation

It can’t lift using 2 separate lift points as it will be lifted by crane to a 5m plus elevation on the single lifting point at the top end and ran from the side of the vessel. It may be possible to support it though with some temporary rigging while its being lifted from horizontal.

I’m reasonably confident that it can be taken as all 4 rods working as a system. The rods will be screwed into both sides of the plate.

NRP99. Can I ask how ‘Z’ values and ‘I’ values are calculated for all 4 rods as a system? I’m sure what you have calculated is correct, but I am having difficulty following your calculations.

Thanks again for your help.

Mark

## RE: Help With Bending Stress Calculation

There is so much about this problem which we know nothing about, which makes it hardly worth commenting on. You just think…, stand clear, and let him at it, and see what happens. Most often the best learned lessons are from expensive mistakes, by the inexperienced and those with poor engineering judgement. And, their boss’s who allow inexperience (maybe their very own) to do these things. Most of the OP’ers. act like they are guarding national security secrets, so they divulge almost zero info. about their textbook like (not real world) problem. In good part this is because they know/understand so little about their own problem, the big picture, that they don’t even know approx. what info. is needed to start to approach a meaningful discussion about the problem.

Most of us know about how to handle a 16’ long simple beam which weighs about 65 lbs./ft. But, put a spring mechanism at the center of that beam, a radical change in bending and torsional stiffness, and you have a failure mechanism. It appears we have 8” dia., fairly stable beam elements at both ends, about 5.2’ long on the left end and about 8.2’ on the right end. In the middle 2.9’ of this beam, we have 4 – 5/8” round rods, on a 6.5” bolt circle, acting as ligaments btwn. the two solid ends. A 2.9’ long 5/8” round rod is a fairly feeble compression member, doubly so with the reduced bolt circle. These rods are at 12, 3, 6 and 9 o’clock w.r.t. an x-y axis on a cross-section of the beam. The rod connections to the various parts seem kinda dubious without right and left hand threads and uniform tightness and fixity would probably be difficult too. Know, we can start arguing about the stiffnesses of this rod/spring, very flexible, mechanism. It might fail in single rod buckling under compression. Secondary bending and shear my come into play, and it could fail globally by twisting, kinda like you unscrew a jar lid.

Put a strongback on that mother and lift on one end of that strongback, and have a bearing/pivot detail on the other end of the strongback. Lash/connect the strongback to the load at each end of each of the solid parts of the beam. This protects the loaded ends, puts the reaction points on the strongback instead of the load, and eliminates that funny mechanism in the middle from the need of analysis, design and the above arguments/debate.

## RE: Help With Bending Stress Calculation

1) "So the assumption of rods taking all the moment is correct one" ... if you don't mean bolt moment = beam moment /4 ? the fasteners couple carry the beam moment in pairs as couples.

2) I don't a UDL is the correct loading for a lift. UDL for weight and the lift load at the LH end. This makes the beam "difficult" to solve, what's reacting the moment due to the lift and the weight ? do you lift with a strop, a sling attached to both ends, so the lift point is always above the CG ?

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

Here is what I done- Considered the rods placed as below (which is not ideal placement, I think). Then calculated inertia of 4 rods together with parallel axis theorem about the center of plate.

rb1957Could you please elaborate your 2nd point. I only understood that UDL is not correct way to consider for this situation. Then I lost somewhere in strop and sling.

## RE: Help With Bending Stress Calculation

draw a free body of the lift, starting at zero, then at say 30 deg, 90 is trivial (except maybe for were the beam ends up relative to its original position).

if you lift from the LH end, then the beam will translate to be under the lift at 90 deg. How it moves at intermediate states is a question. Does the LH end rise vertically and the other points track as the beam rotates ? What does the free body look like at 0.0001 deg ? If the lift is vertical, and weight is parallel down, how is the offset moment reacted ? It's possible that a "small" horizontal reaction can be applied through the lift point, inclining the lift vector. Remember this beam is a simple three force member (review if needed to understand what this means)

If we lift a beam off the ground, I think we don't apply a vertical force, but an inclined one, thus a horizontal couple reacts the offset moment.

If you lift with a sling, you can move the lift point and keep it close to the CG of the beam (so you're lifting above the original CG position, not the LH end).

clear as mud ?

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

- If the rods are not connected to each other ( to get combined behavior , at least with diagonal elements like truss) , you can not assume the rods will behave as combined and you can not calculate the combined moment of inertia ..

- In this case the four rods will resist as separate elements

- In order to assume group reaction is valid, the rods SHALL BE connected with web elements . The beam theory ( plain sections will remain plain after deformation ) is valid for composite elements when they connected to each other to transfer shear..

Dera MarkJWilson (Mechanical),

If you cannot lift, pivot the assembly from a point say 1500 mm from the left end, you may use a lifting beam. ( temporary wrap the assembly to , say a Channel section ).

## RE: Help With Bending Stress Calculation

On the later part of explanation, Thank you. Got it, almost, I think.

## RE: Help With Bending Stress Calculation

I am not understanding how you are approaching this problem but that isn’t to say that you are incorrect, however I have put pen to paper and have laid out my process thoughts and my results are very similar to Those of HTURKAK, I guess it all hinges on how the rods act ie as a unit or individually 👍

## RE: Help With Bending Stress Calculation

## RE: Help With Bending Stress Calculation

Then I am wondering how plate is connected and How the plate transfers the forces to the rods?

Is the plate not playing role of connecting member of all rods? I considered that rigid plate(compared to rod stiffness of course) connected to 4 rods and moment applied to rigid plate about horizontal central axis. I am wondering whether this assumption is totally wrong.

If I use F=M/d as rb1957 said and then for stress in rod F/A applies. So M=9199578.38Nmm for 0deg and D=166mm, F=55420N and then A=201.0619mm^2 gives stress in rod=275MPa which is again different approach than you. But still plate plays role of transferring the moment as "couple" of forces. I do not see why plate plays no role in either of situation.

## RE: Help With Bending Stress Calculation

can you make a free body out of your diagram (first post) ? I can't see a moment restraint balancing the offset moment between the lift and the weight ??

Would the lift cause a up reaction (the end of the beam would push against the ground), so that the lift force is a portion of the weight (I'd thought it would be all the weight),

and now the weights are reacted by the lift and the RH end reaction. As I write this it sounds so obvious !!? (probably I confused myself thinking the lift = the weight)

then no lateral couple ... (sigh)

I would've assumed that the "kgs" were "kgf" (force not mass)

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

DEAR NPR99,

- THE PLATE DOES NOT TRANSFER ANY FORCE..THE ASSUMPTION ,' THE RIGID PLATE DISTRIBUTES THE BM TO THE FOUR RODS ' IS NOT CORRECT AS LONG AS SHEAR EXISTS..

- IN ORDER TO ASSUME THE FOUR RODS BEHAVIOR WILL BE COMBINED BEHAVIOR AND THE MOMENT OF INERTIA WOULD BE THE INERTIA OF THE ASSEMBLY ( AS PER UR CALCULATION ), THE BEAM ASSEMBLY SHALL SUBJECT TO PURE BENDING AND THE INDIVIDUAL BEAMS ( IN THIS CASE FOUR RODS ) SHALL BE RIGID CONNECTED , AND THE SECTION AT THE TOP AND BOTTOM ASSEMBLY CONNECTIONS SHALL ROTATE RIGID..

IN ORDER TO CLARIFY AND JUST FOR SHARING THE KNOWLEDGE , I COPY AND PASTED A RELEVANT WORKED EXAMPLE FROM THE BOOK (Advanced Stress and Stability Analysis BY V. I. Feodosiev )

I HOPE THIS RESPOND ANSWERS YOUR QUESTIONS AND DOUBTS..

GOOD LUCK..

## RE: Help With Bending Stress Calculation

Agreed that the pivot at the right hand end is a big assumption because like you say the whole assembly will at some point will slide which is part of the reason I only considered a 10 degree rotation. Now from my calcs above if I assume a couple as you suggest then the moment is 2100000Nmm which I then divide by the 117.63 dimension which yields 17890.6N, if I divide this by two and then find the rod stress using the rod area I get 44.5 N/mm^2 which is pretty close to what I got originally assuming the rods act collectively (50.3N/mm^2). Now another question if we rotate the rod arrangement by ninety degrees so that it looks like the diagram that NRP99 posted then we have two rods on the neutral axis and two rods at extremity of the beam ie

top and bottom so how would you share the couple now?. If I check the stresses in the rods at top and bottom of the beam with this arrangement it is 1.3 times greater than the 50.3N/mm^2 I got previously. If I have misunderstood what you are saying it might be worth you posting your calculations so I might understand better 👍

## RE: Help With Bending Stress Calculation

@Desertfox… one thing I can’t follow is how you have calculated the bending moments per your diagram? I’ve been staring at it and playing with my calculator for half an hour but can’t figure out how 2100 Nmm x 10^3 has been reached. Please can you clarify?

Thanks Again

Mark

## RE: Help With Bending Stress Calculation

I took moments at the point loads, so to find the bending moment at the point where the 250kg acts,I took moments to the left of that point so :- F * cos10 * (785+2919) - 150*9.81 * cos 10 * 2919 = bending moment where the 250kg acts. Similarly to find the bending moment where the 150kg acts I take moments to the left of that position so : F * cos 10 * 785 and that’s how I got the original two values, the bending moment diagram between the two points is a straight line and so I drew a bending moment diagram to scale and measured the value from the diagram. Hope this helps

## RE: Help With Bending Stress Calculation

The clac shows that the RH end in supplying the rest of the weight reaction ..

loads weight is (150+250)*9.81 = 4000 N (I think we get here, to forces in N, whether the bodies mass or weight is given in kg)

Lift is 1857 N, so RH reaction is 2143 N

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

Having read through HTURKAK's last post I believe the rods will only act as individual beams and not act together as I originally thought, in which case I think the lift is doomed in its present state.

## RE: Help With Bending Stress Calculation

Eventually i am glad to be understood and a pink star for this respond..

## RE: Help With Bending Stress Calculation

for 10deg, df calculates BM = 2.1E6, but HTURKAK calcs 9E6 ? (Nmm)

At zero deg, (max BM) the lift is approx 2000 N (the RH end reaction about 2500 N)

the moment is approx 2000*2500-1500*1300 = 5E6-2E6 = 3E6 Nmm (close to df's)

if the spacing of the active pair of fasteners is 166mm, then the couple is 18E3 N

if the bolt is 16mm dia, then stress is 18E3/200mm2 = 90 MPa (which looks low, but then I don't work in metric)

18kN is about 4000 lbs (2 tons) ... but a 1/4" (aerospace) bolt has an allowable of 4600 lbs, so 16mm is ok ??

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

I think even using the moment couple it assumes that the rods work as one unit.

## RE: Help With Bending Stress Calculation

HTURKAKI still feel that my assumption not totally wrong if not completely accurate. The behavior of rods will be in between the theoretical attached rigid plate and no plate like the combination of figure 237 and figure 36 of your post.

This is not just thought. I actually ran a simulation today (thought was not getting out of my head as a hard core analyst). I modelled Tool as single solid part considering rods "firmly" connected to the plate and both bodies. Adjusted mass of both bodies as given in the sketch by OP. Overall mass = 0.415tonne due to weight of plate and rods. Then fixed the lift point and only vertical point constraint of 5deg rotated tool at the other end where it just touches the ground. Applied only gravity load with elastic properties.

The von Mises stress at the bottom rod (my previous post image of plate with rods) at 2054mm from LH is 106MPa peak and 90MPa peak at 2453mm from LH. So what is assumed by me and rb1957 that the plate plays role in the transferring the forces is correct. Further this proves what rb1957 is saying that physically the plate will impart axial forces on the rods as couple. But there is something more to it.

From LH total mass supported = 4071.2N, then vertical reactions at close to 0deg, RL=2035.58N RH=2035.58N. Then 2035.58*2054-(150*9.81*(2054-1570/2))=2.314E6Nmm. Then M/d=2.314E6/166=13.938kN. Then the axial stress in the rod = 13.938kN/201.06mm^2=69.33MPa which is not close to 106MPa? rb1957 already shown the calculation for 90MPa at 2453 from LH.

But there are other things in the results. The rods at neutral axis not playing any role much but the stress is not entirely zero, either. As opposed to theoretical consideration of 90deg and 270deg rod-neutral axis rods will not be playing any role. Same is said about the rod bending. The 484mm length part rods are bending which is why the results are not matching with 69MPa. There is clearly bending stresses in the all 4 rods of 484 length. The behavior is in between as I said above. For the 369mm length rods, the bending component is less but it is still "bending" "collectively". May be the rods are "firmly" connected that is why this may happen, you say. But I think even if, lets say, rod and plates or bodies are not attached "firmly" (there is some gap between the rod, plate and bodies as gap in rods and holes) after some relative play, rods are forced to dance together.

## RE: Help With Bending Stress Calculation

RB1957 no I certainly wasn’t questioning what Desertfox had written. I just wasn’t understanding it. My background is mechanical (more pressure containing) but I seldom carry out calculations and haven’t done any beam type calculations since college which was more than a couple of decades ago! 😊 Without a worked example I was really struggling with this. Thanks so much for providing such comprehensive support which was well beyond any expectations. You have definitely helped my own understanding (plus shaken a few cobwebs loose) and I have a much better idea now on how to carry out bending stress calculations in future.

I’ve taken into account everything that’s been said. I’ll work on the principal that it should be taken as an individual rod rather than all rods acting as a system. I think there may be scope to increase the plate size enough to put new larger diameter rods. I’ll also look to change the material to something of a higher yield strength. It means getting new parts designed and manufactured which will be very tight based on the deadline but better that than the interface failing. I’ll also discuss with our offshore service tech’s to see if we can find a means of supporting it as its lifted from horizontal.

Thanks again for all your support. It has very much been appreciated.

Have a great weekend everyone.

Mark

## RE: Help With Bending Stress Calculation

Understand you're doing something your experience has made unfamiliar. I expect you hit the books, and are using us as sounding board.

I think the structure you have will work ok (based on the small amount of info we have). I would look into displacements as I expect the bolts are a lot more flexible than the plates. This will be a tricky calc, assuming the plates are rigid will make it easier

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

It is true that the behavior of rods in this case, will be 'in between ' .. However, engineered calculations shall be based on MINIMUM ENSURED , GUARANTEED level.

I am not sure what kind of simulation you have performed but in this case , the buckling of compression members (top chord), second order effects , shear will affect the behavior.

If you look to the picture Fig. 237 of may previous post, the two elements are touching , so having single curvature ..In this case, the top, bottom chords would have different curvatures.

Regarding the moments and shear developing at rod assembly, i reviewed my hand calculation and pasted below;

I would like to see ,If you can post your simulation model ..

## RE: Help With Bending Stress Calculation

Model-RP1 is constrained in all DoF but RX free. Other side vertex touching the ground is fixed in Y only. Gravity applied in -Y. Tool body rotated by 5 deg wrt horizontal

Displacement

Reactions

Stress

Different results in another software but overall behavior is same as above.

## RE: Help With Bending Stress Calculation

is your FEA supporting my "back of a fag packet" calc ... then 16mm fasteners have a high margin ?

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

At the end of the day its how comfortable the OP is with lifting on the rods and how close to real life the stress analysis as been modelled in terms of restraint etc (no disrespect intended to those who have run the analysis).

One point I have to raise though is how do screw four rods into a single plate central and two 200mm bar diameters on either side without having to use nuts any where, what i am saying is you can't assemble it in my eyes if the central plate and the two 200mm diameter bars just have tapped holes or I am i missing something?

## RE: Help With Bending Stress Calculation

Still, df's practical questions are still there ... maybe the OP didn't show the nuts (to save us worrying about them, and getting distracted) ?

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation

## RE: Help With Bending Stress Calculation

Don't know the about OP's lift, but certainly my brain was lifted with so much insights from members. Thank you - HTURKAK, rb1957, desertfox and MarkJWilson.

## RE: Help With Bending Stress Calculation

It certainly is a good thread and certainly got my brain thinking, I hope the OP comes back to tell us about how it is assembled.

I would like to thank all for making it a very interesting thread.👍😀

## RE: Help With Bending Stress Calculation

And thanks for your patience with me plus really helping develop my knowledge on this topic.

It has been very much appreciated.

Mark

## RE: Help With Bending Stress Calculation

Can you tell us about how you assemble those rods?

## RE: Help With Bending Stress Calculation

Top assembly (150KG) 4 x 16mm rods are screwed into M12 tapped holes on 166mm PCD.

Other end of these rods sit in 17mm diameter counterbored holes that are 10mm deep in the top face of the support plate. This end of the rods is tapped M12 and are fixed in place through the bottom side of the plate with 4 x M12 fasteners.

I maybe didn’t make this clear but the 4 x rods between the support plate and bottom assembly are separate from the ones between the top assembly and support plate. These 4 rods are on the same 166mm PCD equally spaced in between the 4 rods that attach to the top assembly. They are assembled the same way but the 17mm counterbore is on the underside of the plate and they are fastened through the top again with 4 x M12 fasteners.

These 4 x 16mm rods are again screwed into M12 tapped holes on the flange plate on the bottom assembly (250KG).

It needed to be done this way because there isn’t much room and I’m avoiding many existing features on both the top and bottom assemblies. There are hydraulic lines, air lines as well as control data cables that run through the centre of the tool.

The other thing to mention is that the lower rods (that fit into the 250KG bottom assembly) and support plate were designed much earlier and are already existing. The requirement to fit the top assembly came along much later and it needs to be a set distance from the bottom assembly. This is why the support plate isn’t bang in the centre between the 2 assemblies and the rods aren’t of equal lengths.

Thanks again

Mark

## RE: Help With Bending Stress Calculation

Thanks for updating us on how the rods are assembled, I couldn’t see how it was possible from the original tool sketch but it’s clear now👍

## RE: Help With Bending Stress Calculation

another day in paradise, or is paradise one day closer ?

## RE: Help With Bending Stress Calculation