Did you build the job yet?
If not, then design the connection for interaction of shear and stress. This moment fixity discussion has value, but you have to design for anticipated loading.
So, design the connection where the top to bolts are not effective due to improper edge distance. You have...
I need to spec a similar section that dimensionally matches the sheet pile profile of the old MZ-22 pile from the 1940's.
where can I find this info?
Thanks
There is a formula in the ACI which allows you to use the Axial load to mitigate a portion of the shear, because it allows a higher shear value for the concrete. Read thru the sheat section of the curerent code.
Have the beam penetrations be made in the middle third of the beam, if possible. If the penetrations are towards the end, then use a steel flitch plate against the beam web.
Use trasformed sections to deterine the portion of beam stiffness to appotion between concrete and steel, and make sure...
From what I have read, using fibrer reinforced concrete in any applicstion outside of secondary reinforcement or cladding panels is not code accepted practice in the US, So, you are stuck with using rebar in grouted filled cells as primary reinf. If you are concerned with the retaining wall...
If you are in a high wind load or seismic area, then there are forces tranmitted from the walls to the trusses. These forces need to shown on the drawings for the truss mfgr to account for
Ignoring the compression steel for short term deflection is OK, but the compression steel is important for long term deflection control. For serviceabilty design deflection, use the transformed section of the compression (top) steel to determine the total compression area.
I would consider a minimum area required for axial loading under full deal and live loads, then check the foundation mat reinforcement reqd for overturning with 1.5 SF. in x and y directions. Also check punching shear at the column. A hand calulation may be appropiate for these conditions to...
By the way, most roof decks, even from that day were designed for 30 psf superimposed live load, you could check the general notes to be sure. So, if your 4000# RTU foot footprint area brings the LL within the ball bark +-5% to produce a 30 psf LL, this would be a useful design check. Be sure...
I agree with cutting in columns down to the foundation and placing new column reinf. Consider 8" x 12" columns with 4 #5 vert. and #3 ties at 8" o/c. The colummns can be at 4' o/c, with the #5 bars drilled and epoxied into the foundation and cap beam, (if they exist.)
Otherwise a new sister wall...
