Report Mccr2,49-0•0/2 3
Title Block Line 1 Project Title:
970) SW 2 Wzk./o LA)
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Title Block Line 6 Prc:-a = ;.re 201 '=.Pra
File=C:LUsereS, rCi 31 112 1 ECs
Wood Beam ENERCALC,INC.1 i i o • , '..17.12 10 y
Lic,#:KW-06005888 Licensee:STEVEN G.BANTON,LPE
Description : Reed:FBt Floor Support Beam
APR 262018
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10 CITY OF TIGARD
Load Combination Set:ASCE 7-10 BUILDING DIVISION
Material Properties
Analysis MethoAllowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasti
Load CombinatiASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-PM 1,650.0 psi Eminbend-x 950.0 ksi
Wood Species DFIDF Fc-Perp 650.0 psi Ebend-yy 1.600.0ksi
Wood Grade 24F-V4 Fv 265.0 psi Eminbend-y 850.0ksi
Ft 1,100.Opsi Density 31.20pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increa:
D(0.2852 L(0.76) __
c - ---- r
i
i
i
I
•
i
1
tAfl 3.5x11.25AL
Span=5.50 R
i
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D=0.0150, L=0.040 ksf, Tributary Width= 19.0 ft, (Floor(40LL/15DL))
DESIGN SUMMARY. .. __. Desi•n OK .
Maximum Bending Stress Ratio = 0.270 1 Maximum Shear Stress Ratio = 0.277 : 1
Section used for this span 3.5x11.25 Section used for this span 3.5x11.25
fb:Actual = 647.50psi fv:Actual = 73.31 psi
- FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.750ft Location of maximum on span = 4.577 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.021 in Ratio= 3134>=360.
Max Upward Transient Deflection 0.000 in Ratio= 0<360.0
Max Downward Total Deflection 0.029 in Ratio= 2261>=240.
Max Upward Total Deflection 0,000 in Ratio= 0<240.0
•
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span
+D+L+H 1 0.0292 2.770 0.0000 0.000
Vertical Reactions Support notation:Far left is OPValues in KIPS
•
Load Combination Support 1 Support 2
Overall MAXimum 2.897 2.897
- --
Overall MINimum 2.090 2.090
+D+H 0.807 0.807
+D+L+H 2.897 2.897
+D+Lr+H 0.807 0.807
+D+S+H 0.807 0.807
/44<s w i8- evi23
Title Block Line 1 Project Title:
974/ sk/ RACC70.4410 tit/
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( File=C.\USerskSteveIDOCUME-1\ENERCA-11POLEBA-1 EC6
Wood Beam ENERCALC,INC.1089-2017,Build 1017.12.10 Ver 10.17.1210
Lic.# KW-06005898 Licensee:STEVEN G.BANTON,LPE
Description: Reed:FB1 Floor Support Beam
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
+0+0.750Lr+0.750L+H 2.375 2.375
+D+0.750L+0.7506+H 2.375 2.375
+D+0.60W+H 0.807 0.807
+D+0.70E+H 0.807 0.807
+D+0.750Lr+0.750L+0.450W+H 2.375 2.375 0,S)PROFF
+D+0.750L+0.750S+0.450W+H 2.375 2.375 *<Gi N $'rf'/
+D+0.750L+0.750S+0.5250E+H 2.375 2.375 �G FF r7y
+0.600+0.60W+0.60H 0.484 0.484 ce" 7/#11256 PE
+0.60D+0.70E+0.60H 0.484 0.484 /
D Only 0.807 0.807 • Z
Lr Only ORE
L Only 2.090 2.090
S Only ‘/'4Y17 VA~
W Only 07.
VE BANS'
E Only
H Only !E"piraeon Date 12r31/19