Here's the 2006 2nd edition of Design Guide #1 written to the 2005 Spec for those that don't have it.http://files.engineering.com/getfile.aspx?folder=cba0e451-d0fa-4a8e-9edc-bb159a64e719&file=design_guide_#1.pdf
Here's the 2006 2nd edition of Design Guide #1 written to the 2005 Spec for those that don't have it. http://files.engineering.com/getfile.aspx?folder=ed2bf655-c8a5-4434-bb34-b226a48bcdce&file=design_guide_#1.pdf
Do you know the condition of the masonry wall below grade due to the settlment? seems that that if the settlement is noticable on the porch, there might be sufficient movement to have caused cracking of the masonry foundation wall as well... just a thought.
You also might want to look at connection cost. All welded HHS connections would be more costly than bolted WF conx.
Fewer heavier members will also improve fabrication and erection costs - fewer pieces to fab, ship, lift and erect.
Lowest weight is not always lowest cost.
this modern steel article by a fabricator's engineer with a practical perspective on connections:
http://www.modernsteel.com/Uploads/Issues/July_2003/30719_connections.pdf
I think that for a T-condition, the beam deflection could exceed that of a fixed cantilever. While I agree that one cantilever in theory "counteracts," as you put it, the other - you need to consider any unbalanced loads. In the worse case there is full dead, live and possibly even wind on one...
I am looking at a reinforced concrete building from the 1940's. The drawings indicate Fs = 20 ksi. Until we have the rebar tested, I planned to use Fy = 30 ksi to run preliminary numbers to estimate the loads this building can carry.
Does anyone have experience with rebar of this vintage...
Badger
I would also suggest now is the time to get the Master's degree. In our area, just about all structural/building engineers have masters degress. If not already, become proficient with Revit and current versions of analysis software - ETABS, RAM, etc. to increase your marketability with...
Thanks all for sharing your experience and thoughts on this.
I understand bank vaults need to conform to an ASTM standand that addresses a UL fire rating and vault classification that relates to insurance. The ASTM standard refers to ACI 318 for concrete design.
I don't think the manufacture...
A new bank facialty will contain a pre-fabricated precast vault 18 ft x 75 ft, with a precast concrete lid.
The supplier of the vault says they don't engineer them and they cannot provide a review letter from a structural engineer. They use the same panels and just rearrange them to fit their...
Thanks all for the ideas and thoughts.
To address some of the responses:
Precast was considered and ruled out due to length of time to permit + fabricate (this municipality requires precast shop drawings submitted at permit time.) R/C was faster + cheaper.
Contractor suggested the 40'...
There are serveral different types of wheels. The smallest is a 3.25" diameter solid poly wheel.
I have currently proposed 40' o.c. construction joints, installed everyother. Contractor has proposed saw cuts 1" deep at every 20' caulked.
Thank you for your input.
