As per attached sketch, what should be the minimum dimension at the end of tapered cantilver beam. Normally it should be half of that at support. If beam depth is more than required, is there any codal requirement for minimum depth at end of cantilver.
Have some modelled wood framing in ETBAS. Just wondering, can we just analyze or it can be done modifying the steel or concrete material properties. Originally there is no wood design tab in ETABS.
I am unable to model slope area slab by ETABS.
I have a beam slab system, and if i make it membrane with meshing, it gives a lot of warning messages. If i make it shell, it acts like a flat plate and laod being transferred to joints. What is the possible way to model it.
Image attached for...
As per attached sketch, please suggest the best arrangement and orientation of rebars and stirrups in cantilver beam. Beam is also supporting a secondary beam at the tip of cantilver (Not shown in sketch).
Appreciate for guidance.
Hi Guys,
Need to know what does it meant by restrained and unrestrained assemblies as per ULC fire rating. For unrestrained it gives less fire rating time compared to restrained. But what is actual restrained and unrestrained conditions for beams and other components.
We have a note on drawing that joist designer has to perform vibration check for floor supported on joists.
But joist guy is still insisting that we have to provde him inertia values.
Do we still need to check vibrations for these joists.
Beam supporting joists are design as non-composite.
Just curious, are we strictly follow the rebar spacing requirements for exterior exposure requirements as per code.
We have an open parking garage flat slab structure and need to know, whether i have to check this structure for rebar spacing requirements for crack control.
I am well above the...
Hi guys,
Do we need closure strip after exceeding certain volume/ surface area of concrete being poured.
We have expansion joint at recommended length, do we really need closure strip again.
We have specified 280 sq. m app.(55'x55') max. pour area. If contractor exceeds from that limit, do we...
For seismic load combinatioss 1.0D+ 0.5L+ 1.0E or 1.0D+1.0E as per NBCC, the foundation design shall be checked for ULS load bearing capacity. Do i need to check foundation bearing pressures for seismic load combination for SLS bearing capacity or only ULS in case of wind or earthquake loading.
Need to know about requirement of joints in exterior parapet walls for two conditions as attached, as i observed some cracks if the joints are avoided in parapet walls. What type of vertical joints are required for these two cases:
We provide shelf angle to support brick veneer and also there is a limitation to the height of the veneer. Just need to know that control joint in veneer is dictated by architect or structures. Also is there any limitation regarding the depth available due the structural deflection reflecting in...
Reference as per CSA S-16-01 or NBC.
As we check deflection of building for 1/10 years wind pressure and design structural elements for 1/50. Appreciate if somebody can provide Canadian Code reference for above.
I need code reference for dead + live load deflection to be not greater than L/240 as per Canadian Code.
For concrete it is Table 9.3 CSA A23.3-04, under 9.8.5.3
but looking as per steel for floor area in question.
We have a situation where escalator supplier is asking for slicing 5" existing 24"x48" beam, so that he can fit his escalator. We asked to adjust his escalator, but he told that escalator cannot be changed.
My question is whether all escalator are too tight to some existing opening dimensions...
Hi Guys,
What are the consequences of a well designed 30 MPa parking garage concrete slab (exposed condition) vs. 35MPa required as per code. As the slab in question is low by 5 MPa, as per engineering judgement, is it necessary to demolish the slab or are there any means to improve the...
Just have a situation where we are checking flat slab for transfer of unbalanced moment to shear. There are different span lenghts. I am just wondering that this unbalanced moment at support can be ignored if you designed for more moment at midspan. Like if we have more moment capacity at...
Hi Guys,
Is there and code requiremen for length of weld at column to base plate connections. We have a situation where fabricator provide 2 X 3" length weld on flanges of W310 column and webs are not welded. We havn't mention this before on drawings to be fully welded but what fabricator shall...
Hi Guys,
We have designed 1-story concrete parking garage slab (Exposed condition)for live load of 250 psf (normal vehicular load) and 400 psf (fire route).
Appreciate if someone helps regarding type of vehicles to allow for 250psf and 400psf. As client need to know whether snowremoval...
