Recent content by opa123

if i were in your place i would model the column and the wall and design each of them on the forces that result from model but in detailing i do not know what would be the connection between Horizontal Rft of the wall and the column Ties

well actualy i do not know much about brick construction is there a link where i can see this type of connection?

Hi all i have a steel turss supported by steel columns this columns are connected toghter using X-bracing system and Horizonal steel beams at its mid-height, my question is there a way to arrange brick wall between this columns where this wall will be interrupted by the X-bracing?

you can also build your floor model in safe and export it as dxf abd then take it to etabs.

Well thanks all for your nice input I decided the following for my case 1-I will use bonding agent of surface of Construction joint before casting second part 2-Slab reinforcement is top and bottom both directions so when I make CJ at location of maximum +ve moment I can make use of top Rft...

Hi all During casting of Flat slab the contractor had problem with concrete pump so I instructed him to stop casting concrete and forming a construction joint. I checked shear stress at this joint according to ACI 318-02, ACI commentary R11.7.7 recommends that Rft provided at this location...

well hi all i checked ACI-318 and read 10.10.1+ its commentry nothing is said directing me to use stiffnes reduction factors 0.7 and 0.35 when doing P-delta analysis, only i found in commentry that i should use stiffnes reduction factor for columns as per R10.12.3 can someone clarify this for me...

Hi all we had a project under construction, after casting of some isolated footing we found that the footings does not meet the required length and width dimensions, so we took decision to increase footing dimension around 50 cm to 30 cm from each side, Existing footings were constructed that...

you will have near the two edges of the stair high tension stresses so u need to provide extra top and bottom bars all over its lenght at the ends alos reinforcment on the transverse direction should be top and bottom, both having U-shape

well should i get design load from Mx max and its corresponding My and N max or Mx max and My max and N max ?

thanks all for your reply the dimensions of column is 400mmx400mm reinforcemnt is 16 bar oof dia. 20 mm design forces from p-delta analysis is: ultimate case of Dead load+live load+Earthquake X Max. N=-1620kN Mx=147kN.m My=-8kN.m Min. N=-1549kN Mx=154kN.m My=275kN.m column is assumed...

Hi all We have a project that is under construction, during construction we suspected that a column in a frame is overstressed, after checking it, it was true. So contractor is now working on Reinforcement work for the next floor slab, what is the best way to strength this column with minimum...

Sorry I meant rigid connection not fixed the beam is in first floor and the building is two story height so I detailed column bars as extending up the end up of beam by 50 times bar diameter and then will be spliced with bars of column for second floor and top beam Rft. will go till outer face...

qwwl i do not care for having standard hook, is it a must to have it? it is ok for me to develop bar by 55 X Dia. but this will not be achived except if i bent the bar ib U shape it is difficult for me to consider it simple beam due to large deflection that will result from this

so if i need fixed beam column connection should i extend my bar inside column? no other way?