ILYAS

very useful information

you can even use etabs for this.

DEAR Rana bahi said rightly,this Vu* is for beam(frame action) ,this is magnified shear demand only applicable in sway intermediate and sway special,this i found in ''2012 IBC SEAOC STRUCTURAL DESIGN MANUAL" VOLUME 3. BUT you will not find this in ACI 318-14 AND ALSO DO NOT EXIST IN ETABS MANUAL(CONCRETE FRAME DESIGN ). THIS IS HOW IT IS CALCULATED, vu*=ῳV x vu and ῳV=0.9+n/10 AND ‘’n’’ IS NUMBER OF STORIES ῳV =SHEAR AMPLIFICATION FACTOR

HOW Vu* calculated in Etabs,this is the output of etabs SHEAR DETAILS. Factored Vu2 kip Factored Mu3 kip-ft Factored Vu* kip Factored Mu* kip-ft Capacity Vp kip Gravity Vg kip 68.185 -291.4801 105.165 -474.5679 92.675 31.213

i think this kind of broad topic should be consulted to books better.

Bcz everyone in structure is right if he/she is using rational approach,no matter what different technique we are using,thanks

column will not take axial load in etabs,if you are applying at 0.75 inch from centriod of column

load will not be transfered to node in second option.

sorry i was not having idea of this i mean even document sharing .

aoa,can someone provide me NBCC IN PDF.

like you do in usuall way.

just design with width 5ft,this is not big issue.

1) More interaction between the geotechnical and structural engineer after the structural engineer has reviewed the geotechnical report and started design work. During this conversation, the structural engineer should: Talk through their understanding of the geotechnical recommendations. Explain what has been done or will be done concerning site grading, basements, building location, and footing bearing elevations. Provide the magnitude of the loads on the footings. Break out the live loads between persistent and transient loads so that transient live loads do not drive the design. Explain the range of footing sizes that will be used with the allowable bearing pressure provided in the geotechnical report. For combined footings or a mat that uses a subgrade modulus, give the geotechnical engineer the elevation and size of the mat/footing, and ask if the subgrade modulus is applicable or needs to be modified. Request that the geotechnical engineer checks their recommended bearing pressures to see if the bearing pressure can be increased now that they have actual loads and know what soils the footings will bear on.The fact that the geotechnical engineer develops their understanding of the soils by sampling only about 0.000015% of the soil under the site,,THANKS

you can also change load factor in the mass source 0.25 instead of 1 so that your base shear will be reduced ,only for 25% check of moment resisting frame.

THANKS UMAR BAHI,THE SAME APPROCH IS DONE BY ME IN ETABS BY ASSIGINING POINT SPRING IN HORIZENTAL DIRECTION FOR LATERAL LOAD ANAYLSIS.ANYWAY I WAS UNAWARE OF THE SOFTWARE YOU MENTIONED ABOVE.AS I WAS HAVING PLAXIS 2D WHICH DOES NOT ANAYLIZE /DESIGN PILE WHILE ,PLAXIS 3D DOES SO SPECIALLY (PILED RAFT),BUT PRICE OF PLAXIS 3D IS TOO HIGH (2.5 MILLION),AND I AM ALSO INTERESTED IN CRACK VERSION OF PLAXIS 3D BUT I COULD NOT FIND ANYWHERE INCLUDING (www.civilea.com).if umar bahi you find the crack version please share with us.and what is price oF Lpile LICENSED LATEST VERSION.THANKS

you can use the uniaxial compressive strength of concrete or rock which ever is smaller. If u want to use the cohesion value u can take the half of compressive strength which is equivalent to cohesion.thanks

can someone designed (structural) the piles in etabs 2015/2016?by assigninig joint spring? i need to ask some queries?.thanks

monal

dear! moment on exterior column,this is correct value!

plz can anyone tell me that whether plaxis 2D/3D SOFTWARE JUST ANAYLIZED THE SOIL OR DESIGN also. THANKS

dear sir umarmakhzumi! sorry for very late reply,actually i was on leave(muharram break) that,s why i could not replied on time. i was getting same in-plane shear in walls after reducing the stiffness modifier of walls(0.001).but now anyway problem is solved,thanks.

dear sir umar makhzumi! when i reduced the stiffness of walls,even though walls takes shear.

GOOD RANA AND THANKS! ANY OTHER ALTERNATIVE?

CAN SOMEONE TELL ME ''' IN ETABS HOW WE VERIFY THAT OUR MOMENT RESISTING FRAME ARE DESIGNED IDEPENDENTLY TO RESISIT ATLEAST 25 PERCENT OF THE DESIGN BASE SHEAR .(UBC1629.6.5).WHAT IS EASY WAY TO MODEL THE BUILDING IN ETABS FOR THIS CHECK ONLY?

YOU CAN DESIGN ANY TYPE OF SHALLOW FOOTING IN SAFE