Plans 2
1 M 7650 S. W. Beveland St. 0 Li
TM RIPPEY Tigard, Oregon 97223
I:\- Phone: (503) 443 -3900
CONSULTING ENGINEERS Fax: (5031443 -3700
STRUCTURAL CALCULATIONS
PROJECT: MOON RESIDENCE
LOCATION: 8807 MV SPRtCEtST; TIGAR OR
CLIENT: OHI CONSTRUCTION
DATE: JUNE 8, 2010
PROJECT NUMBER: 10001.07
TABLE OF CONTENTS:
ITEM SHEET NUMBER
SKETCHES SKI — SK3
CALCULATIONS 1 -3
SCOPE OF WORK: INCLUDES INSTALLATION OF NEW HEADER FOR POCKET DOOR
AND SUPPORTING FLOOR BEAMS BELOW.
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Tigard, Oregon 97223
Phone (503) 443 -3900 SHEET OF
Title Block Line 1 Title : Job #
You can changes this area Dsgnr:
using the "Settings" menu item Project Desc.:
and then using the "Printing &
Title Block" selection. Project Notes
Title Block Line 6 Printed: 8 JUN 2010 2:31001
1AI File: F:1 Projects- EN - OHI19001.181rraon res.ec6 ,f. Y VoOd Bearn Design ENERCALC , INC. 1983- 2008,Ver..6.0.19
1 , ,00 ,.�. F .g, a .• ' i „ V, ; > .s ".' E. ,.w.,. r :, R.PR SU at.:4 i*ft:i'
Description : Header at pocket door
Material Properties Calculations per IBC 2006, CBC 2007, 2005 NOS
Analysis Method : Allowable Stress Design Fb - Compr 2,400.0 psi E : Modulus of Elasticity
Load Combination 2006 IBC & ASCE 7 -05 Fb - Tension 1,850.0 psi Ebend- xx 1,800.0ksi
Fc - PrII 1,650.0 psi Eminbend - xx 930.Oksi
Wood Species : DF /DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi
Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral- torsion buckling
D(0.156) 0(0.521 •
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3.125x10.5
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10.0 fl
Applied. Loads, _ . . Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.1560, L = 0.520 k/ft, Tributary Width =1.0 ft
DESIGN, - S ,.... .' & 11.esi &Me
! Maximum Bending Stress Ratio = 0.736 1 Maximum Shear Stress Ratio = 0.481 : 1
Section used for this span 3.125x10.5 Section used for this span 3.125x10.5
fb : Actual = 1,765.80psi fv : Actual = 127.55 psi
FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi
i Load Combination +D +L +H Load Combination +D +L +H
Location of maximum on span = 4.966ft Location of maximum on span = 9.128ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
;Maximum Deflection
i. Max Downward Live Load Deflection = 0.218 in
Max Upward Live Load Deflection = 0.000 in
Live Load Deflection Ratio = 550
Max Downward Total Deflection = 0.283 in
Max Upward Total Deflection = 0.000 in
Total Deflection Ratio = 423
Maximum Forces - & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mactual fb -design Fb -allow Vactual fv -design Fv -allow
Overall MAXimum Envelope
Length = 10.0 ft 1 0.736 0.481 8.45 1,765.80 2,400.00 2.79 127.55 265.00
+D
Length = 10.0 ft 1 0.170 0.111 1.95 407.49 2,400.00 0.64 29.44 265.00
+D+L+H
Length = 10.0 ft 1 0.736 0.481 8.45 1,765.80 2,400.00 2.79 127.55 265.00
+D+Lr+H
Length = 10.0 ft 1 0.170 0.111 1.95 407.49 2,400.00 0.64 29.44 265.00
+D+0.750Lr+0. 7 50L+H
Length = 10.0 ft 1 0.594 0.389 6.82 1,426.22 2,400.00 2.25 103.02 265.00
Overall Maximum Deflections.• Unfactored.Loads
Load Combination Span Max. ' " Defl Location in Span Load Combination Max. " +" Defl Location in Span
D + Lr + L 1 0.2833 5.034 0.0000 0.000
Title Block Line 1 Title : Job #
You can changes this area Dsgnr:
using the "Settings" menu item Project Desc.:
and then using the "Printing &
Title Block" selection. Project Notes
Wood Block Line 6 Primed: 8 JUN 2010, 2:45Pr:1
OOd Beam DeS I Ill File: F:1 Projects- ENG12009 Projects19001 - 0HI19001.18Naon res.ec6 E ,
NY
g - ENERCALC, INC.1983-2008, Ver. 6.0.19 K
Ti M w . , tea : Ye;, g,A =; e t i4 ; 1MgtgN 3 .1 =
Description : Beam below Pocket door
Material Properties Calculations per IBC 2006, CE.0 2007, 2005 NOS
Analysis Method : Allowable Stress Design Fb - Compr 2,400.0 psi E : Modulus of Elasticity
Load Combination 2006 IBC & ASCE 7 -05 Fb - Tension 1,850.0 psi Ebend- xx 1,800.0ksi
Fc - Pill 1,650.0 psi Eminbend - xx 930.0 ksi
Wood Species : DF /DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi
Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral- torsion buckling
0(0.78) L(1.95)
(0.04) L(0.105)
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3.125x10.5
11.011 F
Applied Leads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.040, L = 0.1050 k /ft, Tributary Width = 1.0 ft
Point Load : D = 0.780, L = 1.950 k p 5.1250 ft
DESIGN SUMMARY, • t,, esi • n QK' ° r._
!Maximum Bending Stress Ratio = 0.84& 1 Maximum Shear Stress Ratio = 0.375 : 1
Section used for this span 3.125x10.5 Section used for this span 3.125x10.5
fb : Actual = 2,031.06 psi fv : Actual = 99.30 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 = 5.094ft Location of maximum on span = 0.000 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Live Load Deflection = 0.237 in
Max Upward Live Load Deflection = 0.000 in
Live Load Deflection Ratio = 556
i Max Downward Total Deflection = 0.335 in
Max Upward Total Deflection = 0.000 in
Total Deflection Ratio = 393
Maximum;Forces & Stresses Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow
Overall MAXimum Envelope
Length = 11.0 ft 1 0.846 0.375 9.72 2,031.06 2,400.00 2.17 99.30 265.00
+D
Length = 11.0 ft 1 0.247 0.110 2.83 592.29 2,400.00 0.64 29.19 265.00
+D+L+H
Length = 11.0 ft 1 0.846 0,375 9.72 2,031.06 2,400.00 2.17 99.30 265.00
+D+Lr+H
Length = 11.0 ft 1 0.247 0.110 2.83 592.29 2,400.00 0.64 29.19 265.00
+D+0.750Lr+0.750L +H
Length = 11.0 ft 1 0.696 0.309 8.00 1,671.36 2,400.00 1.79 81.77 265.00