17A-140 (5) �j /pmt Deck Beam w/Cantilever-12 of 8'joist span as tributary load
fiD6.05Swia,N7'oM:58 1 112" x 11114" 1.6E Solid Sawn Southem Pine #2
,O` LIW�2 (rV=11:40:43 AM
PAW1 Vemion:1.512 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
P CONTROLS FOR THE APPLICATION AND LOADS LISTED
_ _... overall Ohnensiorr 12'
d_3'v B'6.' i 2'3„
Product Diagram is Conceptual.
LOADS:
Analysis is for a Header(Flush Beam)Member. Tributary Load Width:4'
Primary Load Group-Residential-Exterior Balconies(psf):60.0 Live at 100%duration,10.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions pbs) Detail Other
Width Length LhrWDead/UpNWotal
1 Glulam or solid sawn lumber beam 3.50" Hanger 476/36/-2441513 Custom Detail Custom Accessory
2 Stud wall 3.50" 3.50" 15681248/0/1817 By Others None
3 Stud wall 3.50" 3.50" 1353/24810/1601 By Others None
-User specified custom detail for support:1.
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 1046 738 1013 Passed(73%) Lt.end Span 2 under Floor ADJACENT span loading
Moment(Ft-Lbs) -1035 -1035 2571 Passed(40%) Bearing 2 under Floor ADJACENT span loading
Live Load Defl(n) 0.025 0.160 Passed(2U999+) Right OH under Floor ALTERNATE span loading
Total Load Deft(m) 0.025 0.240 Passed(2U999+) Right OH under Floor ALTERNATE span loading
-Deflection Criteria:STANDARD(LL:U360,TL:L240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase.
-Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered.
-The load conditions considered in this design analysis include alternate and adjacent member pattern loading.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be
accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,and
stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1991 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn
lumber materials.
-Allowable Stress Design methodology was used for Building Code NER analyzing the solid sawn lumber material listed above.
SDA
wv*RC Ht9 lF'
No.10448
AMHE
PROJECT INFORMATION: M S OPERATOR INFORMATION:
02-06 Carded
Florence,MA
Copyright ® 2002 by Trus Joist, a Weyerhaeuser Business
C:\Coldham Architects\Beam Calculations\02-06 Cardell\02-06 Deck Beam.sms
MEMO
B. Attic Floor Framing-There is only a small portion of the gable wall placing load in
this location. The contractor installed(2)7 14' Microlams,which are oversized for
the actual loads. The photograph shows the installed condition.
i-
{
�t
n
C. Deck beam-the attached loading summary indicates that the 2x12 beam indicated on
S 1 for the deck is sufficient w/60 psf live load and 10 psf dead load with 1/2 of an 8'
tributary loading area.
Please call me directly if you require any additional information.
Sincerely, RC
CC HR�yi�c�+
ors
No.10448
AMMU ST
kiASS. '
homas RC Hartman, AtA
MA License 10448
Coldham Architects,LLC
Page 2 of 2
t / 7/4 -/1-/a
LLC Te1:413.549.3616 Fax:6802
COldham Architects,
155 Pine St. Amherst, MA 01002 www.ColdhamArchitects.com
MEMO
To: Tony Patillo,Building Inspector Tel: 587-1240
...... ........
212 Main Street Fax: 587-1272
Northampton MA 01060
From: Thomas RC Hartman,ALA
Cc: Elliott Marsh, WBI Fax: 587-9276
Date: 03 Jan 03 Project: 02-06 Carden -
Subject: Confirmation of Beams Total pages: 3 w/attachment
In a previous memorandum on Nov e,I indicated that I would be able to verify the
loading requirements of beams being installed at 215 Chestnut Street in Florence.
There are two locations (A, B)at the renovation of the existing that have been checked
and an attached calculation for the 2x12 deck beam (C). Please reference 1/A4.1 and S1.
A. 2°d floor framing-No beam is required as the existing joists are parallel to the new
and there is no wall load from above. The existing band joist was double sistered as
the photograph shows.
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