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WINDOW REPLACEMENT an Andersen Company
PROJECT DATE
2I W Pa S L-0
�IorLis . MA, 0164a2
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Project:Shumacker Residence-21 W.Parsons Ln Florence MA page
Dennis Colwell Architects,Inc. /
Location:Header Beam www.do-architect.com
Uniformly Loaded Floor Beam 58 Burt Street or
[2009 International Building Code(2005 NDS)] Norton,MA 02766
(2)1.5 IN x 5.51N x 10.25 FT StruCalc Version 8.0.113.0 1/19/2015 2:00:07 PM
#2-Spruce-Pine-Fir-Dry Use
LOADING DIAGRAM
Section Adequate By: 128.5%
Controlling Factor.Moment
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.18 in
Total Load 0.18 IN U671
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240
REACTIONS 0 B
Live Load 0 lb 0 lb
Dead Load 220 lb 220 lb
Total Load 220 lb 220 lb
Bearing Length 0.17 in 0.17 in 10.25 ft
BEAM DATA Center
Span Length 10.25 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00 FLOOR LOADING
Notch Depth 0.00 '�� ��
Floor Live Load FLL= 40 psf 40 psf
MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 15 psf
#2-Spruce-Pine-Fir Floor Tributary Width FTW= 0 ft 0 ft
Base Values AA'usted Wall Load WALL= 40 plf
Bending Stress: Fb= 875 psi Fb'= 1024 psi
Cd=0.90 CF=1.30 BEAM LOADING
Shear Stress: Fv= 135 psi Fv'= 122 psi Beam Total Live Load: wL= 0 plf
Cd=0.90 Beam Total Dead Load: wD= 40 plf
Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Beam Self Weight: BSW= 3 plf
Total Maximum Load: wT
Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi = 43 pif
Comp.-L to Grain: Fc-1= 425 psi Fc--L'= 425 psi
Controlling Moment: 565 ft-lb
5.125 ft from left support
Created by dead loads only on all span(s).
Controlling Shear: -220 lb
At support.
Created by dead loads only on all span(s).
Comparisons with required sections: Read Provided
Section Modulus: 6.62 in3 15.13 in3
Area(Shear): 2.72 in2 16.5 in2
Moment of Inertia(deflection): 14.88 in4 41.59 In4
Moment: 565 ft-lb 1290 ft-lb
Shear: -220 lb 1337 lb
NOTES
CONNECTORS: 1/2"STAGGERED THRU BOLTS GRADE A307 OR HIGHER OR 16D COMMON NAILS
BOLTING PATTERN: MINIMUM 2"FROM TOP&BOTTOM AND 2 1/2"FROM ENDS. STAGGER BOLTS EVERY 12"(VERIFY WITH
MANUFACTURER.)
NAILING PATTERN: MINIMUM 2"FROM TOP&BOTTOM AND 2 1/2"FROM ENDS. (3)NAILS EVERY 12"(VERIFY WITH MANUFACTURER.)
CAUTION: DIFFERENTIAL SETTLEMENT MAY OC EN SAWN LUMBER AND ENGINEERED WOOD COMPOSITES.
�SFtED
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W
o No. 70
NORTON TON
MASSACHUSETTS
q4 / OF MP
Name:
Address: -,?—(
City/Town: otoc,z,
State : Mik
Zip: O 1 OG Z R.O.
Phone: (413) g`F-" 4-727
Job#:
Building Width: New R.O. Size: I2-3
Building Length: 12- J New Header Size(3 j 2 x1"/ -NOD
Distance to Center Carrying Wall: opc... 4'.e �a,� #of Jack Studs:
Wall Construction: -x 10 1 Pitch of Roof: '� a Best Estimate
Carrying Load: Romc' pules/
Snow Load Zone: ` PSF 50
Load Bearing Wall: Iy
JOB NOTE:
TECH'S ATTACH FOLLOW INFO: PICTURES (COMPLETE FRONT, SIDE &REAR), 2 COPIES
OF COMPLETE WALL/SIDE WHERE NEW HEADER AND CIRCLE AREA ON PHOTO
RENEWAL BY ANDERSEN