drasticxxxx
Civil/Environmental
- Aug 4, 2015
- 74
Hi guys,
I have couple of questions regarding etabs,and I wish if anyone can help?(Etabs 15)
1)in frame section there is re-bar details,and if you pick beam design he will give reinforcement overwrite option,actually I do understand the command,and according to the help menu the etabs will check which steel is greater the one written in the box or the one calculated and use this one for shear calculations in ductile building,hence my question here is the etab calculating the shear based on capacity design method(as per ACI for intermediate sway building,which consider hinge dissipation energy) or I do have to calculated manually?
since this option here, i suppose it should be calculated automatically???
Manual Quotes
(M3Design Only (Beam) option
Cover to Longitudinal Rebar Group Centroid edit boxes. Specify rebar cover at the top and bottom of the beam. The Top cover is measured from the top of the beam to the centroid of the top longitudinal reinforcing. The Bottom cover is measured from the bottom of the beam to the centroid of the bottom longitudinal reinforcing.
Reinforcement Area Overwrites for Ductile Beams edit boxes. Specify areas of longitudinal reinforcing steel that occur at the top and bottom of the left and right ends of the beam. These overwrites are used by the Concrete Frame Design postprocessor as follows:
When the design shear in a concrete beam is to be based on provided longitudinal reinforcement (that is, the shear design is based on the moment capacity of the beam), ETABS compares the calculated required reinforcement with that specified in the reinforcement overwrites and uses the larger value to determine the moment capacity on which the shear design is based.
When the minimum reinforcing in the middle of a beam is to be based on some percentage of the reinforcing at the ends of the beam, ETABS compares the calculated required reinforcement at the ends of the beam with that specified in the reinforcement overwrites and uses the larger value to determine the minimum reinforcing in the middle of the beam.
When the shear design of columns is to be based on the maximum moment that the beams can deliver to the columns, ETABS compares the calculated required reinforcement with that specified in the reinforcement overwrites and uses the larger value to determine the moment capacity of the beam.
)
Thank you all
I have couple of questions regarding etabs,and I wish if anyone can help?(Etabs 15)
1)in frame section there is re-bar details,and if you pick beam design he will give reinforcement overwrite option,actually I do understand the command,and according to the help menu the etabs will check which steel is greater the one written in the box or the one calculated and use this one for shear calculations in ductile building,hence my question here is the etab calculating the shear based on capacity design method(as per ACI for intermediate sway building,which consider hinge dissipation energy) or I do have to calculated manually?
since this option here, i suppose it should be calculated automatically???
Manual Quotes
(M3Design Only (Beam) option
Cover to Longitudinal Rebar Group Centroid edit boxes. Specify rebar cover at the top and bottom of the beam. The Top cover is measured from the top of the beam to the centroid of the top longitudinal reinforcing. The Bottom cover is measured from the bottom of the beam to the centroid of the bottom longitudinal reinforcing.
Reinforcement Area Overwrites for Ductile Beams edit boxes. Specify areas of longitudinal reinforcing steel that occur at the top and bottom of the left and right ends of the beam. These overwrites are used by the Concrete Frame Design postprocessor as follows:
When the design shear in a concrete beam is to be based on provided longitudinal reinforcement (that is, the shear design is based on the moment capacity of the beam), ETABS compares the calculated required reinforcement with that specified in the reinforcement overwrites and uses the larger value to determine the moment capacity on which the shear design is based.
When the minimum reinforcing in the middle of a beam is to be based on some percentage of the reinforcing at the ends of the beam, ETABS compares the calculated required reinforcement at the ends of the beam with that specified in the reinforcement overwrites and uses the larger value to determine the minimum reinforcing in the middle of the beam.
When the shear design of columns is to be based on the maximum moment that the beams can deliver to the columns, ETABS compares the calculated required reinforcement with that specified in the reinforcement overwrites and uses the larger value to determine the moment capacity of the beam.
)
Thank you all