@sgs114>>> The reduction factor at a given story would depend on the cumulative influence area at that level.
See thread176-405000.
It has a solved example from ASCE at the end of the thread.
Here are my thoughts on the total live load on the column on the 1st floor from that solved example:
I...
If my memory serves right, per Canadian Code, height of upper parapet does affect leeward drift on the lower roof.
@GalileoG>>>> You can avoid leeward drift on the lower roof by building a new screen wall / parapet of sufficient height.
However, as BadgerPE posted above, you still need to deal...
The approach you mentioned in your post is called FMC - Flexible Moment Connections or Wind Moment Connections. The basic principles of FMC approach are to treat the beams as simply supported under gravity loading but as moment connected under lateral load. If you have single-bay frame, assume...
@btomcik>>> Assuming d is the distance from the centre of anchor rod to edge of base plate,
tension "T" in the anchor rod is approx. given by T = M / [(5/6) * d]
The term 5/6 is to account for the lever arm between c.g. of tension and compression.
You may buy only those spreadsheets that you use often....
I am not aware of their current sales policy, but this option was available around 2008.....
@rapt>>> In reference to your post above....I have older version of the code, Section 10.7.1 of ACI 318-05: Deep beams shall be designed either taking into account nonlinear distribution of strain or by Appendix A (STM). Let us know if the code language has changed as you have posted above.
I...
@rapt>>>> I agree with you. However, the OP says it's a cantilever grade beam supporting column above.... I don't see any problem so long as the length of cantilever is at least equal to
Ldh for the top reinforcing + 2". Inside diameter of bend for stirrups is 4 x db for #5 and smaller bars...
@RFreund>>>> From detailing perspective.... It is difficult to develop top tensile and horizontal shear reinforcing in short cantilevers and brackets. You may have to use U-shaped bars to satisfy development lengths..
@medeek(OP) - I don't do wood design that often.... but recently tried to familiarize myself with design of beam columns
by solving some of the problems from Structural Wood Design Solved Example Problems, AWC, 2005 Edition.
Problem #7 - Glulam Beam subjected to bi-axial bending: No axial load...
@Enhineyero>>> We have a situation something similar to yours.
The project is located in a Flood Zone.
The lower level parking is about 8 feet below finished grade. The Civil Engineer has given us the
Design Flood Elevation which is about 7 feet above lower parking level.
The natural water...
@VTHokie91>> I have older version of IBC Seismic Design Manual. I have attached two relevant
pages from the manual.
For a single story structure with masonry / precast walls(heavy) and wood / metal roof(light),
the assumptions made in calculating the seismic weight of the walls can make a...
Thanks structSU10.
Detail on Uponor website shows 3/4" thick concrete over tubes.
The detail from Watts Radiant cautions about maintaining minimum 2" concrete
thickness above tubing.
We have suggested detail per attached sketch: the WWM supported on
deck and tubing secured to WWM. We have...
thread507-315447
We have 3 1/2" LWC on 3" composite metal deck (total 6 1/2" thick), spans 11'-0" , total load 110 psf. The owner wants to install 1/2" plastic pipes at 9" o.c. in the structural slab. The pipes run parallel and perp. to deck in a serpentine fashion.
ACI 302 - Guide for...
