SEFP Topics Feedhttp://www.sepakistan.com/rss/1-sefp-topics-feed.xml/Get the latest and greatest updates on topics under discussion.enGeneral Beam Design questionsdear all,
i have some questions and i am hoping to find some answers from you kind people.
1) when we use doubly reinforced beams how can be obtain economy be controlling ceiling height ?
2) where do we use bar curtailment and bent up bars in beams because there are not ACI provisions related to bar curtailment (as far as i know)
3)i have seen examples in books they calculate steel area for beams and they provide combination of different dia bars to satisfy that area why they do it because they can satisfy same area using same dia bars ?
4)which design method Etabs uses. LRFD or ASD?
5) how do we design the hanger bars. what is ACI provision for it?
6)where do we use inclined stirrups in beams ?
7) how the longitudinal reinforcing can be used as shear reinforcement ?
Thank you all in advance. Looking forward to your responses.Sat, 25 Mar 2017 11:55:54 +0000Existing Column joined to New WallAny Solution....
I have a phase/wall/column issue. Existing architectural columns (column wraps) that are intersected by New Construction walls appear....
In the New construction drawings I have a wall that merges with the column wrap.......Fri, 24 Mar 2017 12:46:21 +0000Minaret DesignHello Engineers,
Anyone can share with me the steps/procedure for mosque minaret design?Thu, 23 Mar 2017 17:51:45 +0000Punching of shear wallDear all
i have a wall 3.5m by 0.30 m supporting flat slab.
1. Since its definition is a wall then there is no need to check punching.right?
2. If i convert it in SAFE as a frame element column then there is need for punching.
please adviceThu, 23 Mar 2017 09:35:58 +0000Study From Canada Anyone Guide Me...ASSALAM-O-ALAIKUM,
Dear Seniors,
I've completed my bachelor degree in civil technology and want to study further. from Canada, can you guide me..
how i apply for master degree in structure.....
what is the process of applying and which university is better for me..Thu, 23 Mar 2017 08:36:51 +0000Time History Function ETABSfrom where to specify in etabs 2015 whether our time history function is using velocity displacement or acceleration data fileWed, 22 Mar 2017 17:40:54 +0000THICKNESS OF BASEMENT PILED RAFTDear members,
As salamu alikum .To resist 700 kips total load in the column,if compressive strength of concrete 4 ksi,fy=60 ksi,to satisfy punching shear in raft,how much thickness is need?Wed, 22 Mar 2017 15:58:31 +0000Acceleration time equation for design spectrum plotHello all,
This might be a minor question to ask .But then I have some queries on the design spectrum plot as per Chopra."Dynamics of Structure"(3rd edition), response spectrum chapter 6.After the plot is made by amplifying given peak acceleration,velocity and displacement.The same is plotted in the tripartite graph ,from where the values corresponding to T=1/33 sec,1/8 sec ,10 sec and 33 sec.why are those coordinate points and the value corresponding to it are noted for obtaining pseudo acceleration or displacement from the relation given ,ie A=omegaVelocity,V=omegaDisplacement?I know how to plot but I am not getting any physical idea about the science of plotting at these points.After this,for each intervals and in place where acceleration governs ,velocity governs and time governs,an equation ,Acceleration(A)=xT^y(where,time is time of consideration of the occurence of acceleration 'A') is used ..Please kindly give me thoughtful insights on why this equation would work to determine the variance of acceleration with the time period of actual structure.Wed, 22 Mar 2017 15:54:39 +0000Flat slab on planted columnsDear all
a flat slab in last floor is carried by too much planted columns that rest on a down flat slab without beams.
İ modelled it in Etabs , for th purpose of designing vertical elements.but for designing the flat slabs i export the model to SAFE.
in SAFE MODEL i dont do any modifeirs for vertical elements or for slabs ie all are =1.
Now in SAFE the flat slab rests on fixed columns with no settlement (the planted columns) whereas in reality there is a settlement in those columns (as in etabs model)
so shall i design the flat slab (the carried by planted columns) by etabs or safe?!
Or there are any modifications you can suggest??Tue, 21 Mar 2017 15:15:43 +0000Thickness of Base Slab - Retaining WallFor a base slab of retaining wall with 6ft thickness, what limited thickness should we assume for calculating minimum reinforcement? Because if we consider it as 6ft for the minimum reinforcement formula (As=p*b*d), the reinforcement comes out to be too much.Tue, 21 Mar 2017 11:38:24 +0000Unable to print summary report in ETABSAssalam U Alaikum everybody.
Im trying to display the summary report for my model in ETABS 9.7.4 but its giving the error "printing error occured", I printed summary reports of the same model this morning only but its giving this error now, i thought i had made some blunders in the settings so i reverted back to the source file as it was in the morning but its giving the same error, other models reports are being printed. Help would be appreciatedTue, 21 Mar 2017 10:36:05 +0000Sap to SafeAsslam-o-Alikum,
is there any Solution of sap2000 to Safe Model...
how to export the sap2000 Model in Safe.....and what is the procedure of footing design in safe using sap2000 model...Tue, 21 Mar 2017 07:27:26 +0000Quantity Takeoff softwareAssalam o alaikum,
Is there any suitable software available for concrete and steel quantities take of for all members like slab, column, beam, shear wall and foundation? especially which may work in conjunction with ETABS/SAP2000/SAFE. I found suggestions of some seniors to use SAFE for slab footing beam quantities but I want some specialized software where I can export my model of etabs or safe for quantity estimation? I just want to avoid time consumption for this purpose and speed up the process. Has any one listen about BLUEBEAM REVU software? I have heard about it but dont know in details.Fri, 17 Mar 2017 07:39:09 +0000Rigid vs flexible structuresHello all
Can we say that if a building has heavy mass,it is called a flexible structure just because w=sqrt(k/m) meaning frequency is low and time period is high.it means the body takes long time to come to rest.if the structure is flexible,as the ground displaces,its base starts undrgoes large deformation,but the structure tries to remain static?does this mean,during earthquake of longer periods,the buildings fail due to large deformation of its base?in flexible structures,the acceleration at the top is almost zero,so earthquake acceleration is very negligible over its inertial mass,right? can you please explain,base isolator are required for flexible buildings? And please explain the response difference between flexible and rigid structures,please enlighten meThu, 16 Mar 2017 23:42:27 +0000Understanding the base shear vs roof displacement graph for Force based Vs Displacement based methodMon, 13 Mar 2017 06:30:54 +0000