Hi everyone,
I've got a question about calculating the number of piles for an isolated spread footing, or for any footing, for that matter. It seems simple enough, and in the end analysis, the answer as to the number of piles to use might not differ much at all one way or the other, in part...
Hi everyone,
Does anyone know to determine the topographic factor, Kzt per ASCE 7-05. Most of the time we do not even have the information, such as whether our structure is on an escarpment, or on a 2-D Ridge or 3-D Axisymmetrical Hill. Does anyone have any luck using Figure 6-4 on Page 45 of...
Hi everyone,
I am checking some shop drawings on the installation of checker plates forming the platform for a food processing facility. My platform are of various sizes, but let's say a typical platform is about 20 feet by 40 feet. My beams, typicall HSS, are spaced about three feet apart...
Hi everyone,
Can anyone provide a clear and concise definition of "work point" as far as its use in structural steel drawings is concerned? I see it frequently in structural steel details - drawn as a dot with the initials W.P. - showing for instance, where the centerlines of two adjacent...
Hi JV2, thanks for pointing out about the the item in Section 9.3.5, which does state that what you mentioned. Please remember that the values of phis I posted are initially based on ACI 318-95, so the value might well have changed. It will become more accurate as I get feedback, and...
Thank you so much, doct9660 for your response. I checked with OSHA (www.osha.gov), and under Section 1910.23(e)(4) of General Industry, found this:
QUOTE
A standarda toeboard shall be 4 inches nominal in vertical height from its top edge to the level of the floor, platform, runway, or ramp...
Hi everyone,
I am designing a 5/16 inch checkered plate
surface for the deck of my structure for a food
processing facility. At the ends of the plate,
I have to bend the checkered plate to form an edge of approx. 4 inches. As this is a food processing facility, the preference is for the...
Thanks, SteveGregory for your response and yeah, you assumed correctly. I was wanting the maximum and minimum (for negative directions) displacements for all the load cases and for each joint listed in the x-, y- or z-axes.
I guess I was hoping that there'd be a "neat" little command that will...
Hi, everyone. I have got a question here of getting STAAD-Pro 2006 to print an output showing just the maximum displacement at certain nodes. Is this possible? Can I get STAAD to print this out, instead of me getting STAAD just printing joint displacements and for me to manually locate the...
Hi, everyone,
I have been an owner of a HP-48GX for about 6 years now, and am now in the process of geting a cable so that I can download programs from the Internet into my hp for use. I have got a few questions for all you experienced users out there.
One. I am more interested in structural...
Hi everyone,
Does anyone know whether ACI has any provisions for concrete cover for water tight concrete? Section 7.7 of ACI provides for concrete protection for reinforcement in cast-in-place concrete and precast concrete. Section 7.7.5 also provides for corrosive environment. But how about...
Hi, everyone. I am trying to put together a Strength Reduction Factors table, per ACI 318-05, similar to the one from Notes on ACI 318-95. I hope all of you will join me in this "project" and help make it a success.
As you all know, the strength reduction factors have recently undergone some...
Thanks for the responses, guys, keep 'em coming.
I plan to bend the reinforcement 90 degrees at the ends, allowing for adequate cover, and let the reinfocement go to almost half the thickness of the footing. I have three types of footings, ranging in thicknesses from 36 to 49 inches. Wouldn't...
Thanks for all the responses, guys. Keep 'em coming.
DaveAtkins, thanks for the note about multiplying tne 0.0018 with h (overall height (thickness) of footing, rather than d (eff. footing depth (to steel layer)). Could you please provide the ACI reference to this?
I noted in Section 7.12.2.1...
My spread footings do not need to be really big as they are seated on weathere limestone with a bearing capacity of 100 KSF. I am using 8' square footings. Some of my tension loads are significant - about 400 Kips. As structuralaggie said, my bending stresses are not really large, and...
