i have a question about lap splice under seismic load. ACI318-05 21.5.4 addresses development length of bars in tension. i think it only applys to the joint of SMF. when we calc the splices in beams, columns, foundations, we still use the equations in chapter 12. 21.7 does say the splice in wall...
ACI 10.5.4 says the slabs of uniform thickness Asmin in the direction of the span shall be the same as 7.12
say i have a 6" one way slab. according to 7.12 my minimum is 6*12*.0018=.1296in^2/ft. i need double layer bars. through calc i know #3@12 which is 0.11 in^2/ft is good enough for bending...
just printed a copy of AISC 341-10. havnt got a chance to read it yet. can anyone explain to me when we are required to use highly ductile members or moderatedly ductile members? thanks a lot.
here i have some questions about roof design for blast load.
we are going to frame the roof using steel beams and girders with steel deck and concrete topping.
the first question is about the deck. are there any type of composite deck intended for blast load?
the second is about the beam and...
according to ACI 318 chapter 21 longitudinal bars in beams of special moment frame are not allowed to be spiced within joints and 2 times of beam depth measured from the face of joints. if i am not misundstanding it the bottom bars in a continuous beam shall be spliced in the mid span of beams...
for seismic design ASCE requires components to be securely fasten to the supporting structure. sometimes we design concrete pads to support an HVAC units outside buildings. it seems funny we anchor the unit to the pad but the pad itself is not securely attached to something else. since the pad...
I have some 16" pipes penetrating 8" block wall. do you guys know any special details to seal the wall? I am thinking just let the mason fill the void with grout. thanks.
