Not knowing where to post this, I am posting it here as well.

Was wondering if any of you have had experience with flitch plates added to an existing full
length, (42') 3-ply, 2x8 beam to change span from 7 feet to 14 feet (remove column at 7'
position) ? Size of hardware, spacing of same, staggered or double row, thickness and lengths
of flitch plate(s) and material (angle, channel or flatbar), etc. ?

Please don't just tell me to see an engineer. I've inquired of a couple and they wanted
$350-$500 just to come look, with no guarantees a design could be done which wasn't to
combersome to install without a 12 man rigging crew, and jacking up the house to add an
I-beam. If you know of design can be used (ie personnal experience), then I'll draw it up and
bring in the engineer to stamp his/her approval on it.

My proposal:
Prior to removing the first column from the gable end of the beam, I intend to add two (2) 1/4"
thk x 7" Wide x 14'-6" long, steel flitch plates, one (1) to each side of existing beam and bolted
through with 1/2-13 x 6" bolts, (with flat and lock washers on each side), in thirty-five (35)
places as follows:
1-1/2" in from each edge and 3" in from end, 12" o/c staggered spacing.

At each end would be a four (4) hole pattern (6" x 4"). Same pattern would be used on
centerline of column to be removed. (All hardware to be tightened prior to removal of column.)
?? Torque ??

The plates will start at the gable end of the main beam and extend about 6" past the second
column. I then plan to box-in the assembly with 1x10's on each side, suspended from the floor
joists. I also plan to box-in the column, (square to the finished width of the boxed in beam).

To further enhance support, I can increase bearing support inside of the column "box", (floor to
bottom of beam). I can also "pilaster" the gable end by adding supports off of the top of the
exposed foundation, (about 4" wide, fluctuates due to form seams, etc.), lessening the span
even more.

Not being a structural engineer, (but having had about 5 years of steel detailing/design
experience in prior jobs), I "feel it in my bones", (however I don't want to end up with any
broken bones if it all collapses), I will have the proper support required to remove the column. I
live in Massachusetts where code is 40LL/10DL. By my figures, (please correct me if I'm making
false assumptions or using wrong formula[s]), total load at section of beam to be "flitched" =
50 PSF x 24' x 14'** = 16,800 lbs. Since beam normally supports half the load, uniform load on
beam = 8,400#. (Find lbs./inch =) 8,400# / 14' / 12" = 50 lbs./inch. which I need to support.
**{actually 13.92' [14.5' - (3.5" [gable end]) -3.5" [half length of column top plate])] }

Thanks,

Cadman