Read 02LBeam72502.xls text version
8/2/2002 Pg.
Wood Beam Calculator
Assumptions: Beams are simple span (no overhangs, etc.). Full length of top of beam is laterally supported. No shear stress modifications. Bending in strong axis only. No wet use or high moisture content. No high temperature use. Dynamic loading not considered. Design values from 1997 National Design Specification for Wood Construction. Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering.
www.constructioncalc.com Point load from F
Job Name: Beam I.D.: Other Info.:
Two story wood framed example Floor Beam L
Interior wall trib area = point load.
Int. wall partial uniform load (roof load not shown). Floor trib width
Point load from H Int. wall trib area = point load. Load and Span Diagram (Not To Scale) Floor Beam, L
General Information
= 0.44 in = 0.67 in
2,000 Load (lb/ft)
Span, L = Max. Allowed Live Deflection, L / Max. Allowed Total Deflection, L / Load Duration Add Self Wt.? Loads Other Than Uniform Loads?
Yes Two Months (Snow) Yes
13.30 ft 360 240
1,500 1,000 500 0 500 0 1,000 1,500 Span (ft) 2 4 6 8 10 12 14
No
Uniform Loads Over Full Length of Member
Live, psf 40 psf Dead, psf 12 psf Load Subtotals Total Uniform Loads Combined Total Uniform Load Tributary width, ft 12.00 ft wL = wU = Trib. Length, ft. 13.00 ft 13.00 ft From H From F
Uniform Live Load, plf 480.0 lb/ft 480.0 lb/ft 476.3 lb/ft 620.3 lb/ft Reduced Live Unif. Dead Load, plf. Load, plf. 476.3 lb/ft 476.3 lb/ft 144.0 lb/ft 144.0 lb/ft 144.0 lb/ft
Floor Loads
Note the loads from a wall and the left support of H are so close to this beam's left support, we (Point) Loads Concentratedcan leave them out. But when we size the Live Load, psf footing and post below, we must Load A Point remember to add Point Load B them.
wD =
Dead Load, psf 7 psf 7 psf
Descrip'n, opt'l: Descrip'n, opt'l:
Trib. Width, ft. 6.00 ft 6.00 ft
Live, lbs 289 lb 1,559 lb
Dead, lbs 546 lb 546 lb 158 lb 807 lb
Location, ft. xA = 3.10 ft xB = xC = xD = 3.85 ft 3.10 ft 3.85 ft
Point Load C Point Load D
Note: Location Measured From Left Support
Partial Uniform Loads
Live Load, psf Dead Load, psf Partial Load A Partial Load B 30 psf 0 psf 16 psf 10 psf Tributary width, ft 12.00 ft 15.00 ft Live Load, plf 360.0 lb/ft Dead Load, plf 192.0 lb/ft 150.0 lb/ft Comb'd Load, plf 552.0 lb/ft 150.0 lb/ft Start Point, ft. 3.10 ft 3.10 ft End Point, ft. 13.30 ft 13.30 ft
Note: Start and End Points Measured From Left Support
4x And Smaller (Lumber)
Lumber Material Lumber Grade Repetitive Member Use?
No Douglas FirLarch No. 2
5x And Larger (Timbers)
Timber Material Timber Grade
Douglas Fir  Larch WCLIB  No. 2


8 x 20 10 x 18
12 x 18 14 x 18 16 x 16 18 x 18

Glued Laminated Members
Glulam Grade
24FV4
2.0E Parallam PSL
211/16" x 18" 51/4" x 14" 7" x 117/8"
3 x 21 3.125 x 19.5 5 x 15
5.125 x 13.5 6.75 x 12 8.75 x 12
31/2" x 16"
TrussJoist MacMillan IJoists

(Applies Only To Western Species GluedLaminated Beams)
Final Member: Final Size:
Parallam 2.0E PSL
Reactions Including SelfWeight R1 R2 Live Load: 5,905 lb 5,950 lb Dead Load: 3,949 lb 3,817 lb Total Load: 9,854 lb 9,767 lb Efficiency of Member: Bending Overdesign: 32.1% Shear Overdesign: 79.5% Deflection Overdesign: 41.2% This member makes it by: 32.1% Controlling criteria is: Bending
Add'l Detail  Incl. Self Wt.
Max Moment: 35,458 ftlb Member Design Shear: 9,104 lb Total Deflection: 0.471 in Live Deflection: 0.285 in Req'd EI, no selfweight added1.675E+09 (in^2lb): Approx. Self Weight 23.00 plf Min. Calc'd Bearing Length 2.89 in
51/4" x 14"
Minimum Bearing Length = 2.89 in
(Assuming FullWidth Bearing)
Final Member Selected: 51/4" x 14", Parallam 2.0E PSL
02LBeam72502.xls
Information
02LBeam72502.xls
1 pages
Report File (DMCA)
Our content is added by our users. We aim to remove reported files within 1 working day. Please use this link to notify us:
Report this file as copyright or inappropriate
113854