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.
I'm working on a reinforced concrete pedestrian/service tunnel located under a street to connect the basements of two exisitng buildings. The tunnel is 350 long, 15' wide, 15' tall. The floor of the tunnel is 18" thick, T & B reinforcement, primary load is hydrostatic uplift, as the tunnel is...
I typically provide grade beams to tie all drilled piers that transfer base shear (wind, seismic) to the soil, analyzing piers + GB's as moment frames including the lateral soil springs along the shaft of the piers. For drilled piers that only support gravity loads, I usually don't provide grade...
It was about three years ago we did our first LEED project.
I was the "green" one - I learned a ton and it was a great opportunity for an all-exposed structural steel building. We ended up with a Platinum rating and a few other awards.
Make the most of the opportunity - you can really help...
If the exterior masonry wall is laterally braced to the floor diaphragm, then the mass of the masonry contributes to the seismic mass. While I agree that you can detail the exterior masonry to act as cladding and to not contribute to the lateral stiffness of the building, I would include the...
Sometimes when I think there is potential for "something to go wrong," rather than raise the fee, I propose a reasonable limit of professional liability. You need to talk to your attorney and/or insurance agent about whether this will hold up in your state. We have used 10x our fee on smaller...
