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# RE: Steel Ledger Angle

• To: seaint(--nospam--at)seaint.org
• Subject: RE: Steel Ledger Angle
• From: "Sherman, William" <ShermanWC(--nospam--at)cdm.com>
• Date: Fri, 10 Sep 2004 19:34:33 -0400

I agree with Greg's effective width method.

Regarding other items to check, I would add that if the angle is attached using anchors thru the vertical leg, the anchors should be checked for tension due to the prying effect of the eccentrical load, as well as for shear.

William C. Sherman, PE
(Bill Sherman)
CDM, Denver, CO
Phone: 303-298-1311
Fax: 303-293-8236
email: shermanwc(--nospam--at)cdm.com

From: Effland, Greg [mailto:geeffland(--nospam--at)butlermfg.com]
Sent: Friday, September 10, 2004 11:50 AM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Steel Ledger Angle

Reg,

Assuming you are asking about the effective bending "width" of the horizontal leg... I would draw a 45 degree line from the edge of the joist seat at the free end of the horizontal leg back towards the wall.

Variables:
===========
K = clear distance that the jost is held from the wall
L = Bearing Length of joist end seat on the horizontal leg
W = Endseat width of joist
b = effective bending width of horizontal leg

b = W + 2 * (L - K)

When I have cheked them in the past I checked the following:
1) Local Bending of Top (horizontal) leg due to vertical loads
2) Axial Capacity from chord forces (if they exist)
3) Lateral Loads on the ledger from wall suction or joist pulling away from wall (strut loads, etc.)

From past memories if the ledger angles are welded to embedded plates in the walls they check out easier than if they are anchored in with expansion bolts (or similar).

Hope this helps,
Greg Effland, P.E. KC MO USA

-----Original Message-----
From: Reg Spalding [mailto:regspalding(--nospam--at)yahoo.com]
Sent: Thursday, September 09, 2004 11:05 AM
To: seaint(--nospam--at)seaint.org
Subject: Steel Ledger Angle

I have a steel ledger angle - vertical leg bolted to a concrete wall, horizontal leg used to support regularly spaced floor joists.  I am looking at bending of the horizontal leg under vertical loading.  What should the effective length of the horizontal leg be? It should be some value less than, or equal to, the spacing of the joists.  A mentor once taught me to use 8 times the thickness of the leg + the width of the joist + 8 times the thickness of the leg, i.e., S = (8t+1.5+8t) x t^2 / 6 (for 2x joists).  I have know idea where this method comes from (and I am pretty sure he did not either).