Hi Guys. I was wandering if it is practically possible to use onion type dead end anchor for multistrand system applied to a beam. I am talking about S12( 12 strand anchor), S15, S19 or above. The constraint in my mind not use onion type is compaction of concrete ( since multiple onions would be...
Hello guys,
Is there any resource to see how to model a box girder bridge using grillage method? All the resources I come across are extremely theoretical, could you Please send me practical once.
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According to AASHTO or other equivalent bridge code is there a specified limit for single live stressing of post tensioned bridge beams or box girders? usually for building the limit is about 32 meters, does that apply to bridges?
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Recently I have come across a cantilever space frame structure( please see the attached pdf before reading the rest of the post for better clarity). for clarity of details I have attached pdf file showing some portion of the structure. while most of the connections are standard...
Most codes cover the case of beams deficient in shear reinforcement only and usually they propose CFRP to add to the shear strength of a beam on top of shear rebar and concrete. What would be the response of a beam which has a shear force that is more than Vrd,max? usually this case is solved by...
Hello! In what way could we utilize CFRP( carbon fiber) for columns that are provided with more rebar than the maximum allowed by the code? It is clear that CFRp can add the lack of ductility due to over reinforcement, but what design approach can be used? What design assumptions could lead to...
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while doing concrete jacketing for an existing column, the new jacketing rebar is it supposed to pass through beam column or slab column joint( option 2 attached picture) or drilling like 100mm or so and imbedding it with adhesive is sufficient(option 1 attached picture)? the...
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I am working on a project where the building has only one semi basement. the building is more than 35 stories in height and it is suggested to use piled raft since the building isn't embedded enough to achieve lateral stability. the raft is sufficient for bearing capacity...
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Should there be any difference in the amount of deflection expected between drop beam and inverted beam. I have a finite element model of a floor where I am supposed to use an inverted beam. The deflection I get when I change the beam from drop to inverted is significant. It almost...
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Beyond the decompression moment lies the idea of partial pre-stressing. ACI based approach is to limit the tensile stresses at service load to a certain hypothetical limit based on the structural member type. This approach is heavily criticized by some Eurocode based books but not...
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I am experimenting with ram concept on how to use it for eurocode based post tensioned slab design. The program allows three design approaches. Stress, crack and stress plus crack.TR43 is referenced specially for flat slab design based on stress limits. Everything is clear about the...
EN 1992 section 7.4.1(4) states :
"The appearance and general utility of the structure could be impaired when the calculated sag of a beam, slab or cantilever subjected to quasi-permanent loads exceeds span/250. The sag is assessed relative to the supports. Pre-camber may be used to compensate...
Some features of CSI ETABS program that needs revision regarding capacity design to Eurocode 8:
BEAM:
1. while determining moment capacity of ductile beams, the program uses the moment calculated from analysis. this could be okay for beams with small difference between the amount of area of...
I want to apply stiffness modification factor for beam, column and wall elements as per Eurocode 8 ( 50% reduction both for shear and moment,90% reduction for torsion) in the program "CYPECAD". can anybody point me on how to do this reduction?
And also I would like to know how the program...
The displacement for both damage limitation verification and in order to classify the system as non-sway,sway or unstable as per eurocode 8, if linear elastic analysis is used it should be multiplied by behavior factor(q)in order to get the value ds(see attached picture). section 4.3.4 of...
Hello everyone! A simple question abound the maximum allowed pour area for post tensioned slab and what maximum length is allowed for PT slabs without pour strip.
A paper by kenneth B. Bondy titled "Two way post-tensioned slabs with bonded tendons" has some interesting description about catenary effect associated with unbonded PT( see the highlighted part in the picture.
I want to see if this claim is sound and logical.
Am using RAM to perform LT deflection check. The attached picture is from part of the slab and it shows cantilever. The red boxes are columns. What is bugging me is that am getting the deflection to be in the direction of section 2-2 than the cantilever falling in the direction of section 1-1...
After reading multiple responses about how the banded/uniform tendon layout doesn't perform well under service conditions since the elastic moment distribution tends to prefer column/middle strip arrangement, I decided to start this tread with an ugly sketch attached.
If, for whatever span and...
