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RE: FEMA 350 - Bolted Unstiffened End Plate Connection Design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: FEMA 350 - Bolted Unstiffened End Plate Connection Design
- From: "Garner, Robert /SD" <rgarner(--nospam--at)moffattnichol.com>
- Date: Tue, 28 Nov 2000 13:47:44 -0800
How about Page 3-65 of FEMA 350, top of page, Step 1: Calculate M sub f and M sub c according to the procedures in Section 3.2.7 - I can't find such procedures there. Also, step 2: Calculate the moment.....etc. in accordance with the procedures of Section 3.2.8 - Where's 3.2.8? > -----Original Message----- > From: Ron O. Hamburger [SMTP:ROH(--nospam--at)eqe.com] > Sent: Wednesday, November 22, 2000 7:11 AM > To: seaint(--nospam--at)seaint.org > Subject: Re: FEMA 350 - Bolted Unstiffened End Plate Connection > Design > > > > The following responses were provided to Bill Allen's email of 11/21, re > BUEP > connections- > > The p-sub-t dimension is the distance from the top surface of the top > beam > flange to the center of the line of bolts beneath the beam flange. > Mathematically it is p-sub-t=p-sub-f+t-sub-bf. > The Fv term should be in LRFD format, but with the resistance factor > phi > taken as 1.0. Thus for A325 bolts, the value is 48 ksi. > The "c" dimension is equal to the center to center spacing between rows > of > bolts above and beneath the beam flanges. Mathematically is is > c=2p-sub-f > _t-sub-bf. > > I am currently compiling a series of errata for FEMA 350. If anyone has > discovered other problems of this type, please post them to the list, so I > can > respond and also add them to the errata. > > >
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