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STRUCTURAL CALCULATIONS
FOR
Taylor Residence
Interior Roof Beam
11585 SW 98th OFFICE COPY
Tigard, Oregon 97223
PROpe
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• REVISION
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Yos.`
RENEWAL DATE:12/31/2015
SHANE EMPEsr STRUCTURAL ENGINEERING (SESE) was retained in a
limited capacity for this project_ Design is based upon information
provided by the client who is solely responsible for accuracy of IL
SESE has prepared these calculations solely for the items listed above.
The owner, architect, and/or contractor shall hold SESE harmless for any
member or system not part of this analysis_
No litigation may take place against SESE prior to documentation by
multiple neutral parties registered as Professional Engineers as to errors
found in these documents_ The use of these documents represents
acceptance of these terms_
Contents
Summary/Design Criteria SUM/DC
Redline/Key Plans RK1 -RK2
Framing Calculations 1
Contact Person: SHANE A.EMPEY
, . . ., . . . Shane Rose Residence:
am b • - Empey, P.E. Project: Interior Roof Beam
Structural Client: Kerry Vanderzanden,P.C. Proj.No.: 15-165
a . U .a P U D Engineering Date: August 2015 By: SAE Sheet No.: COVER
13995 SE MATILDA DR.,MILWAUKIE OR,97267,503-998-7704. SHANE.EMPEY.PE@GMAIL.COM
SUMMARY OF PROJECT
THE EXISTING STRUCTURE IS A SINGLE-STORY
SINGLE-FAMILY RESIDENCE OF CONVENTIONAL WOOD
FRAMING ON CONCRETE FTG/STEMWALL FOUNDATION_
IT WAS DISCOVERED T1-IAT THE ROOF FRAMING REQUIRES
SOME REINFORCING_ THIS CALCULATION PACKET HAS SEEN
PREPARED TO ADDRESS THE GRAVITY LOAD PATI-_
DESIGN CRITERIA:
D L RooF= 12 PSF
SLROOF= 20PSF
Soil Sea ring Capacity
= 1,500PSF (ASSUMED - TO BE VERIFIED BY BUILDING OFFICIAL)
, . . ., . . . Shane Rose Residence:
„ ■ , Mk - Empey, P.E. Project: Interior Roof Beam
Structural Client: Kerry Vanderzanden,P.C. Proj.No.: 15-165
U erU .U grg . Engineering Date: August 2015 By: SAE Sheet No.: SUM/DC
13995 SE MATILDA DR.,MILWAUKIE OR,97267,503-998-7704. SHANE.EMPEY.PE@GMAJL.COM
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Users\Shane\DOCUME-11ENERCA-11154.153.ec6p(@ Simple ie
ENERCALC,INC.
1983-2015,Build:6.15.1.19,Ver:6.14.12.31
Lic.#:KW-06010258 Licensee:Shane Empey Structural Engineering
Description : New Roof Beam
Wood Beam Design: R1
Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10
BEAM Size: 2-1.75x9.25, Microllam, Fully Braced
Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending
Wood Species: Truss Joist Wood Grade: MicroLam LVL 1.9 E
Fb-Tension 2600 psi Fc-Prll 2510 psi Fv 285 psi Ebend-xx 1900 ksi Density 32.21 pcf
Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 965.71 ksi
Applied Loads
Unif Load: D=0.0120, S=0.020 klft,Trib=10.0 ft
Design Summary
Max fb/Fb Ratio = 0.533. 1 D(0120 S(020)
fb:Actual: 1,384.85 psi at 6.000 ft in Span#1
Fb:Allowable: 2,600.00 psi ;: .„
Load Comb: +D+S+H •
Max fv/FvRatio= 0.273: 1
fv:Actual: 77.69 psi at 11.240 ft in Span#1 12.0 n, 2-1.75x9.25
Fv:Allowable: 285.00 psi
Load Comb: +D+S+H —
Max Deflections
Max Reactions (k) D L Lr $ W E H Downward L+Lr+S 0.214 in Downward Total 0.342 in
Left Support 0.72 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.72 1.20 Live Load Defl Ratio 673 >360 Total Defl Ratio 420 >180
F1 REACTION ON EXISTING 12" WIDE FOOTING/FOUNDATION:
REACTION ASSUMED TO DISTRIBUTE OVER 2FT LENGTH
TOTAL REACTION = 720+1200= 1,920#
AT ASSUMED 1500 PSF ALLOWABLE B'RG
BEARING = 1920/(2*1) = 960 PSF < 1500 PSF -OK-
Sheet No.: 1