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RE: HP sections and pile caps[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: HP sections and pile caps
- From: hsprague(--nospam--at)aspen.klaalov.com (Harold Sprague)
- Date: Thu, 13 Aug 1998 15:40:16 -0600
AISI is at http://www.steel.org/index.html. The research was done at Lehigh University's Fritz Engr Lab. The report was prepared by GAI Consultants, Inc., Monroeville, Pennsylvania. "The Steel Pile - Pile Cap Connection" is the document you need. It is available for loan at technical libraries such as Linda Hall in Kansas City, MO. It becomes much clearer with the AISI document. If added reinforcement is required, the recommendation is to add hoops of rebar at the bearing areas to augment confinement. ACI 318 sect 10.17 limits bearing strength to phi *0.85*f'c (phi = 0.70 for bearing) . Depending on the ratio of supported area to bearing area, you can increase the bearing strength to a maximum of 2. This will result in a very small maximum bearing strength, and is generally ignored in the design of pile caps and anchor bolt anchorage. Most engineers use no cap plates on H piles. The only exception is uplift. Harold Sprague, PE Krawinkler, Luth & Assoc. -----Original Message----- From: Dave Handy [SMTP:dhandy(--nospam--at)trg.ca] Sent: Thursday, August 13, 1998 2:24 PM To: 'seaint(--nospam--at)seaint.org' Subject: RE: HP sections and pile caps I don't have a copy of ACI 318-95 as I am in Canada. The CSA code does not have any reference to this situation as far as I know (?) So you know how I can get a copy of this AISI paper as I can't get a email for AISI. Since it is a 1982 paper it is unlikely they would have it on hand. What are the requirements of ACI 318-95 section 10.17 as you mentioned. The confinement makes a great deal of sense however I always like to have a reference from a code or widely used piece of research information. Can someone be of assistance in finding me a copy of this paper. Thank you very much Thank you Harold for your very prompt response David Handy, P.Eng -----Original Message----- From: Harold Sprague [SMTP:hsprague(--nospam--at)klaalov.com] Sent: August 13, 1998 10:48 AM To: 'seaint(--nospam--at)seaint.org' Subject: RE: HP sections and pile caps Re: "The Steel Pile - Pile Cap Connection", 1982, by The American Iron and Steel Institute. After reading this and reviewing the Lehigh research behind it, you will be much less inclined to require cap plates. The concrete is basically confined, and you can achieve ultimate bearing stresses of 10 f'c. This is a departure from the ACI 318-95, Section 10.17. Which only cites one reference from London dated 1968. Obviously not a highly funded research area. Harold Sprague, PE Krawinkler, Luth & Assoc. -----Original Message----- From: Dave Handy [SMTP:dhandy(--nospam--at)trg.ca] Sent: Thursday, August 13, 1998 6:22 AM To: 'seaint(--nospam--at)seaint.org' Subject: HP sections and pile caps Hello, my experience so far with piling has always used steel pipe piles filled with concrete. I now have a job where steel H sections are required. The one element that I don't have any information on is the way the pile transfers load to the pile cap. With the pipe piles I can check bearing over the surface of the pile including the concrete. However, the steel H sections have much less bearing area and I cannot find a reference on this topic. I have not seen anybody use a steel bearing plate on top of the H section although this would make sense to me. Can anybody explain the mechanics of how the load is transferred from the H section to the pile cap Thank you in advance for you input David Handy, P.Eng.
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