There is no crack or settlement in the foundation, the deflection starts just above plinth tie at the centre of the wall length and grows as the height increases, both horizontally and vertically, making a bigger curve at the top.
The effected wall columns are not connected to the roof truss. Both side columns support the roof.
Your first sketch identifies with the deflection.
How ever, the deflection (2'6") at the top is remaining static, there is no increase and we have started providing 12" thick rcc wall buttresses, 6' at plinth and sloping to 15" at 12' level with 6'x7'x15" thick raft foundation 10' apart to prevent future possibility of added deflection.
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Peter Singh M.ASCE
Managing Director
Kingdom Designers
Birganj
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Original Message:
Sent: 11-28-2017 08:28
From: Greg Parris
Subject: Wall tilting due to clinker weight
The deflected shape does not appear to resemble that of a cantilever in flexure laterally loaded from the clinker. The concrete columns are taller than the wall and since they are unbraced (out of plane) these too should have a cantilever deflected shape. Based on your photograph, the curvature/deflected shape resembles a simply supported beam if the footing is unable to accommodate the bending moment or a propped cantilever if footing can accommodate the bending moment. See diagrams below:
Cantilever deflected shape (sketched in MS Word)
is it possible that the roof structure is acting as a tie thereby preventing the deflected shape you expected? The photos don't show how the roof and the RC columns interact, however, you should check and confirm this. You also need to confirm that the footing is adequately sized and wall reinforced sufficiently considering that the columns appear to be unbraced out of <g class="gr_ gr_941 gr-alert gr_gramm gr_inline_cards gr_run_anim Grammar only-ins doubleReplace replaceWithoutSep" id="941" data-gr-id="941">plane</g> as previously mentioned.
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Greg Parris M.ASCE
CE
CEP Ltd
Original Message:
Sent: 11-25-2017 09:32
From: James Anderson
Subject: Wall tilting due to clinker weight
Thanks for the sketch! Unless the 12" x 12" tie beam is connected to something besides the wall and the columns the entire system appears to be operating as a cantilever system and not a panel system. If the system is operating as a cantilever system, the foundation system appears to be "way too skinny" for such a tall wall. You would need a thicker, wider pad with significantly more steel to transfer the wall and column forces to that pad. Is there space on the outside of the wall to install buttressing to resist the horizontal clinker forces?
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James Anderson, MASCE
Principal
Anderson Consulting
North Richland Hills, TX
817-946-9943
James
Original Message:
Sent: 11-23-2017 06:46
From: Peter Singh
Subject: Wall tilting due to clinker weight
Thanks for your observation.
Although I had uploaded the foundation sketch in response to your post, it seems it did not get posted.
Here is the foundation sketch again. Please note that the tie beam at 12' above Plinth was moved to 15' height.
Peter.
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Peter Singh M.ASCE
Managing Director
Kingdom Designers
Birganj
Original Message:
Sent: 11-16-2017 16:42
From: Thomas Richards
Subject: Wall tilting due to clinker weight
A sketch would be very helpful. Is there a way to share a cross-section?
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Thomas Richards P.E., D.GE, M.ASCE
Chief Engineer
Nicholson Construction Co
Pittsburgh PA
Original Message:
Sent: 11-16-2017 02:39
From: Peter Singh
Subject: Wall tilting due to clinker weight
Thanks for your reply.
The foundation is 6' wide strip 8'' plus 10'' slope with 12''x15'' continuous beam at center. The wall originated from this beam, there is a tie beam at 7' height and the wall continues to a height of 12' above tie/ plinth.
hope this helps.
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Peter Singh M.ASCE
Managing Director
Kingdom Designers
Birganj
Original Message:
Sent: 11-15-2017 07:46
From: Dewayne Heintz
Subject: Wall tilting due to clinker weight
Assume worst case lateral pressure as if it were a non-cohesive clean aggregate. You discussed the thickness of the wall but made no mention of what type of foundation you have. I'm guessing that may be your problem area.
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Dewayne Heintz EI, A.M.ASCE
Project Manager
L.L. Pelling Company
North Liberty IA
Original Message:
Sent: 11-10-2017 01:58
From: Peter Singh
Subject: Wall tilting due to clinker weight
Hello friends,
Recently I have designed and provided construction supervision of a clinker storage shed. Two walls are designed to retain clinker and two are left open. The load bearing walls were designed as cantilever retaining walls with a height of 10', with supercharged load. The designed thickness of wall came to 15''! In order to have an economical design, I redesigned the wall as load bearing fixed panel 10'x10' in size and the thickness came to 8''! So suggested the client accordingly.
Now about a week ago clinker was stored in the shed and the wall was supporting the clinker about 12' in ht. As a result the wall has tilted out of vertical plane about 2'6'' at centre.
i need to understand the loading pattern of clinker in storage, vertical and horizontal components of its weight and it's affects on retaining walls.
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Peter Singh M.ASCE
Managing Director
Kingdom Designers
Birganj
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