Hello,
Im tryna find this Tc to compare with my Ta calculated by formula. Im using ASCE 7-10-2016 on seismic design. Where do i get this Tc in STAAD.Pro?
BR,
hello eng-tips, i wanna ask how do you design properly the tie beam? i always use the moment from base column (fixed base support) to design the properties (geometri and steel reinforcement) and its the same value of steel along the beam (from the support to middle and to support again). theres...
Hello engtips
im designing a rafter for structural roof frame, why do we have to haunch the beam? is it the same as the tappered member? how do i calculate the nominal strength of the haunch section? and the eaves and apex connection, does anybody have a design guide with american code(AISC), i...
hello engtips users
i wanna ask what are the considerations of using this ribraft foundation thing?
what are the advantages and disadvantages?
what are some load applied on it?
how do we design the slab and the beam?
thank you...
hello engtips users
i wanna ask what are the considerations of using a wide beam?
ive seen so many carpark using this kind of beam.
what are some provision to design it?
regards.
hello engtips
is that true like everybody else said that the lower the story of moment frame the greater the bending moment of column (whether it caused by GL EQL)? because im runing a model in ETABS and the maximum bending moment found on 2nd story not the 1st one. if its so what should i...
hello engtips, im designing a corner foundation, im confused how to calculated the strap footing when you got 2 eccentricity? can i just doing 2 calculations the first with x ecccentricity strapped with the right column and the second with y eccentricity strapped with the bottom column...
hello engtips,im designing a footplate and its on the corner of the building it makes the eccentricity > L/6, cant seem find a width(B) and length(L) because the qultimate is too big? anyone have an advice or guide? the problem is on the attachment...
hello eng tips, it said i have to enlarge the joint when the joint nominal shear strength (1.7(f'c)^0.5*Aj) is smaller than the the Vsway. how do you enalrge it? What does the enlarge joint look like in real conctruction? please attach some pics thank you [smile]
hello engtips, im designing a 4 stories rc structure, the lowest level height is 3.9m and the rest above are 4.2m. does the lowest column tend to have the short column effect? what are some thing needs to be check?
hello eng tips,
im designing a dual system which is contains special moment frame and shear wall, on ASCE it said that the moment frame has to capable restraint the 25% seismic force. does it mean the base shear of the moment frame > 25% total base shear ? what if the moment frame doesnt meet...
hello engtips
im sorry to ask but does anybody have and willing to share a guide on designing roof frame including the connection and haunch sections? thank you
Hello eng tips user
Im designing this structural steel mosque(the link contains the top view of the structure), its has 2 stories and 28m x 28m area, the seismic design category is D and im using a steel moment frame. the problem is im not allowed to put the column but just on the side of the...
hello eng-tips users,
im comparing intestory drift between the braced frame and moment frame. You can see the attachment for the graph. On the lower level the braced frame have lower value than the moment frame, but when it comes to the top of the building the interstory drift of moment frame...
sorry to ask this is kind of basic question but im still confused about how to determine the kz (Effective length factor for torsional buckling) because i cant find the value anywhere. is it the larger value of Kx dan Ky determine by using alignment chart? or it depends on the end restrains of...
How do I get the required axial force on braced frame column? Doesthe expected strenght of brace in compression acting as an additional load to column?If it does then lets say i have 10 ten story building using chevron v brace with a 682 kips expected compression strength and an angle made from...
Hey is that usual that i got a brace axial force ouput from SAP2000 equals to 600ish kips?, im designing a 10 stories building using a chevron braced frame configuration, end of the braced assumed to be pin-pin, the base shear is 2500ish kips. with an axial force like that, the beam and column...
hey im doing a design of steel structure , in unbraced frame we gotta calculate the moment amplification(B2) and its necessary to find the story shear (H), how do i find the story shear in SAP2000? im using spectrum respons analysis for this case, ive tried the section cut method but when i look...
