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# Re: LRFD Manual Ex 5.1 page 5-12 to 5-16

• To: seaint(--nospam--at)seaint.org
• Subject: Re: LRFD Manual Ex 5.1 page 5-12 to 5-16
• From: Szuchuan Chang <szuchuan(--nospam--at)gmail.com>
• Date: Tue, 25 Jan 2005 15:52:58 -0800

```Hi,

On page 5-21, of example 5.3, should the phi_b*M_px = 506 kip-ft
instead or 398 kip-ft?  Table 5-2 on page 5-40 has 506 in the table.
It is not covered in corrections by AISC.

Sam

On Fri, 7 Jan 2005 07:55:55 -0500, Wesley Werner <wwerner(--nospam--at)conewago.com> wrote:
> See below.
>
>
>
> Wesley C. Werner
>
>
> -----Original Message-----
> From: Szuchuan Chang [mailto:szuchuan(--nospam--at)gmail.com]
> Sent: Friday, January 07, 2005 12:39 AM
> To: seaint(--nospam--at)seaint.org
> Subject: LRFD Manual Ex 5.1 page 5-12 to 5-16
>
>
> Hi,
>
> AISC LRFD 3rd ed. (first print) has a basic steel beam design strength
> example 5.1 on a braced; 1/3 points braced; and ends brace only conditions.
>
> On page 5-13,  the shear capacity should be multiplied by 0.6 according with
> Eq F2-1 (see page 16.1-35) which becomes 152.2 kips instead of 254.  Is that
> correct? 152. kips is correct. This item carries on 4
> places in this example.
>
> On page 5-14, the Rho(b)M(r) is 205 kip-ft.  However, numbers used in Eq
> F1-2 is 250.  Is that a typo?  When I run the numbers, I get 205 kip-ft
>
> On page 5-15, the 2*(L(b)/r(y)) inside the square root should be squared.
> While I can't find it in the errata, you appear to be correct.
>
> Is there an errata site for these kind of questions?
>
> thanks
>
> Sam
>
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