Converting FEA moment contours to reinforcement contours
Converting FEA moment contours to reinforcement contours
(OP)
Dear colleagues,
I am having a very quick question and I would like to have your opinions on this.
I use a FEM software, and I am able to plot the moment contours such as Mx and My (and Mxy).
Let say at every point on the floor slab, there is Mx, My, and Mxy. After I convert
those 3 moments to the design moments Mx* and My* (taking into account the Wood armer effect),
can I directly convert these moments into reinforcement contours ?
Since the calculated Mx* and My* are the design moments per unit width, and I know the slab thickness,
so I would just use the code (such as Eurocode 2 or AS3600) to calculate the required area of reinforcement
to satisfy those Mx* and My* - I do this procedure for every single point on the slab and therefor I can plot the contours of reinforcements
per x and y axis.
My question is:
is the procedure of converting the moment contour to reinforcement contour I describe
above correct ?
Or is there anything else I am missing ?
I am looking toward to knowing your opinions
NTC
I am having a very quick question and I would like to have your opinions on this.
I use a FEM software, and I am able to plot the moment contours such as Mx and My (and Mxy).
Let say at every point on the floor slab, there is Mx, My, and Mxy. After I convert
those 3 moments to the design moments Mx* and My* (taking into account the Wood armer effect),
can I directly convert these moments into reinforcement contours ?
Since the calculated Mx* and My* are the design moments per unit width, and I know the slab thickness,
so I would just use the code (such as Eurocode 2 or AS3600) to calculate the required area of reinforcement
to satisfy those Mx* and My* - I do this procedure for every single point on the slab and therefor I can plot the contours of reinforcements
per x and y axis.
My question is:
is the procedure of converting the moment contour to reinforcement contour I describe
above correct ?
Or is there anything else I am missing ?
I am looking toward to knowing your opinions
NTC






RE: Converting FEA moment contours to reinforcement contours
another day in paradise, or is paradise one day closer ?
RE: Converting FEA moment contours to reinforcement contours
RE: Converting FEA moment contours to reinforcement contours
Also take care with sign convention as your Mx values and Mxy values might be additive or subtractive. Usually Mxy is quite small and we therefore will simply add it as a like-sign to the Mx or My just to be conservative.
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RE: Converting FEA moment contours to reinforcement contours
Assuming the original analysis was elastic with section properties based on concrete dimensions, how would the reinforcement change the load paths?
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/