23D-052 (12) • n c23 (/ -'
February 24, 2004
William Mazuch 69 Old Stage Road LjiJjfl\W. Hatfield, MA 01088
Re: Bearing Wall Removal MAR - 2 2004
American Legion- Baystate
63 Riverside Drive DEPi 0 z:� ��;�°IP!'�`G11Ui1S
s RiNA ,',,r1 k'A Q1QE0
Northampton, MA -
The following is my review of the structural issues of the above-mentioned project.
General Description
The main front section of the building is approximately 30 ft. deep by 40 ft.wide,with two
wood-framed floors and a masonry basement.
The lounge and bar are on the first level,and an apartment is on the second level. There is also
an attic that has very light residential storage and a basement that is used for bar storage and the
heating and water systems.
The roof is built with lumber rafters that rest on the three exterior walls and on the main interior
bearing wall that separates the bar/lounge from the meeting hall. The attic floor joists span front-
to-back and are supported on the front exterior wall, the main interior bearing wall, and two
corridor walls in the second floor. The second floor joists span side-to-side and bear on the side
exterior walls and the two corridor walls in the first floor.
Your intention is to remove the two corridor walls in the first floor and replace them with built-
up LVL beams supported on new posts.
Structural Review
The new LVL beams must be designed to support loads from the attic floor as well as the second
floor apartment. As well,the new posts for this beam must be supported so as not to overload
the existing support structure in the basement. This means the six interior posts will bear on new
masonry piers with new footings. The two interior end posts will bear on rebuilt piers with new
footings.
Load Criteria: The second floor live load is 40 psf, for a residential use. The attic live
load should also be 40 psf, considering the potential for conversion to a
full residential use at some point in the future. No roof loads are
expected to affect these beams.
• 28 ALDRICH STREET • NORTHAMPTON,MA 01060 •
• VOICE 413-584-HLWG(4594) • FAX 413-584-HLWFax(4593) •
LVL Beams: The three-ply 1-3/4" x 14" Microlam beam is significantly over-sized
for these loads on the spans as you have indicated. Deflections should
be minimal - on the order of 1/s" under worst-case unbalanced loading.
To stabilize the bearing points of the beams against potential lateral
movement,you should install solid blocking between the beams at the
columns.
Columns: New 4" O.D. concrete-filled 16 gauge columns 10 ft. tall are sufficient
to support the largest reactions of this beam. The caps should be at least
5" long and support the full 5-1/4" width of the triple LVL beam. The
caps should be rated to develop the full strength of the column.
Piers: New 12" x 12" masonry piers are more than adequate to support the
column loads as well as some additional loads from the existing floor
beams.
Footings: New footings should be 36" x 36" in plan, 12" minimum thickness,
3000 psi concrete. This assumes an allowable bearing capacity for the
existing soil of 3000 psf.
Limitations
This review is based on a limited visual site inspection conducted on 2/3/04. The existing second
floor joists were predominately hidden from view by ceiling finish. I would like to observe the
existing framing conditions after you remove the ceiling and expose the joists.
As well,the existing soil conditions are not known, and should be verified by the Building
Inspector after digging the footing holes before pouring new concrete.
This analysis of the LVL beams was based on your layout drawing(undated)received by me on
2/18/04. If any construction deviates from what you have drawn, I should be notified and given
the opportunity to revise my calculations.
I hope that you find this satisfactory. Please let me know if you have any questions.
Respectfully, Of
(." RYAN S. tiG
NELLWIG `f�`,
y 1 3 STRUCTURAL z
No. 37300
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