In precast beam-column moment connection where precast beam is resting on corbel of precast column and top rebars of beam are made continuous through precast columns in top cast-in-place part of precast composite beam, is it necessary to continue some of the bottom bars of precast beam through...
Inelastic response is necessary. The approach of all seismic codes including ACI/ASCE requires to design for inelastic behavior. If we compare moderate wind and moderate EQ forces for a 5 story framed building, ELASTIC EQ forces will be approximately 8 to 10 times higher than wind. Thus making...
In my ACI318m-11 (metric version), clause 10.6.7, the requirement of skin reinforcement arises if beam depth is more than 400mm. Can any body check? What I remember, it was 900mm (36") in previous codes. If this is a typo, is it covered in errata?
IR
I am working on a housing scheme which consists of 2 story small buildings which are all repetitive. The scheme is to use precast planks(may be hollowcore or solid)resting on load bearing wall panels (External are sandwich panels). To speed up the work, client is suggesting to remove/minimize...
I have tried on your model. The only way when the Roof story shows the earthquake forces is to use Auto seismic load pattern under load pattern tab. Under Auto seismic, you can clearly define the height range. I have checked and it works. Probably, it requires more time to find out why the top...
Story means.....lateral load elevation range which should include your roof (max 'Z'.
Also check your roof loading should be included in mass source for seismic load.
IR
When giving releases, support moment should be zero. Just double check you are checking at support face. For detailed comments, you may upload your ETABS file.
IR
In general, I follow American Codes and Standards. Non-Prescriptive may be called Performance based design. Generally codes put height limitations, drift criterias etc. I am looking for any established standards/criteria/research for Tall buildings where we can move beyond code for more...
These are gross area ratios but one directional which is at right angle to the main reinforcement and may be distributed near top and/or bottom of slabs as appropriate.
IR
I think Iterations can not be directly defined for the analysis. However, under nonlinear, longterm, cracked & uplift cases Convergence tolerance can be defined which may limit the iterations for Nonlinear cases. But normally these tolerances shouldn't be changed much as these will affect the...
I don't see any Code specific minimum strength requirement. It all depends on the element which is to be precast. For example, in case of hollowcore slabs, it's always minimum 50Mpa, mostly 60 Mpa concrete as it is related to the method of casting where extruder machine is used and its almost no...
Table 15.4-2 refers to structures which are not similar to buildings & are mostly free standing like big vertical cantilevers. Whereas your case is similar to building, means you have vertical element (tower) and then the horizontal element which is your bridge thus more towards the building...
I don not know much about Tilt-up wall system but I think as the name implies, it is precast system of walls. Regarding ordinary & Intermediate walls, refer ACI-318-11, chapter 21.
Generally, minimum strength of Intermediate precast wall is equivalent to Ordinary Cast-in-Place reinforced wall...
Search in the Forum, I think this has been discussed before quite a few times.
In general, this is a balancing factor of your Response spectrum base shear to the static base shear. For this, you should know your static base shear as per your Code of Practice. This can be calculated by selecting...
I have seen your frame's BM diagram. This column is between the shear walls and shouldn't have this unusual behavior. I do not know your software but I can suggest to check the column properties and section input in to your software. It looks like a hanging column, check its connectivity with...
What is the seismic Zone you are designing for? Also which software you are using? What is your lateral force resisting system? For (gravity + Seismic) load combinations, you might get reversal moments at supports.
IR
