Specifications /U S7- z of S, 3 �
RECEIVEP
JAN 2 5 2016
Structural Calculations `"'YM I16ARD
BUILDING DIVISION
for
Truss Re-support at
15880 SW Greens Way
Tigard, Oregon
January 11 , 2016
DESIQN PARAMETERS
2014 Oregon Residential Specialty Code
.
LA S.
Scope of Work:
These calculations pertain to the re-support of two (2) damaged trusses in
an existing residence.This scope of work does not include any analysis of
other areas of the existing structure, or waterproofing.
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"� By: sm Date:
ConsuLbng F J
ngineers JoChkb Date:
JtructuraL Lngineenng ob #: 15289.01
(503)968-9994(phone) (503)968-8444(fax) Sheet: Of:
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structural Engineering JOB NO
(5031968-4994 p (5031968-8444 f
Project Title:
ANYV, 1 Engineer: Project ID:
ENS � Project Descr
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5tructuraL Engineering
Wood B@8111 File=z 1projects12015Pt-11152891 flGREENS—I,ECG
ENERCALC.INC.1%3,2015,8Wtd,6,t5.2 A,14w&15,i2,,S
• * ENGINEERS
Description: header
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E;Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Beam Bracing : Completely Unbraced Ft 575.0 psi Density 31.20pcf
D(0 578 5(0.85) 1)(0!"Mi
S(0.85)
_-- -----------X
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Span=8.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Point load: D=0.5780, S=0,850 k(a)3,0 ft
Point Load: D=0 5780, S=0.850 k(cD 5.0 ft
DESIGN SUMMARY, _ . . •
Maximum Bending Stress Ratio = 0.8341 Maximum Shear Stress Ratio 0.544 : 1
Section used for this span 4x8 Section used for this span 4x8
fb:Actual = 1,117.76psi fv:Actual 112.55 psi
FB:Allowable = 1,339.52psi Fv:Allowable = 207,00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 3.000ft Location of maximum on span 5.0151ft
I
Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1
j Maximum Deflection
Max Downward Transient Deflection 0.055 in Ratio= 1298
i
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.093 in Ratio= 772
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
_-_ --.__-.-_--_ _ ..
Overall MAXimum -- 0.567 _`�� 1.133
Overall MINimum 0.385 0,771
+D+L+H 0.385 0.771
D Only 0,365 0.771
L Only
S Only 0,567 1,133
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HAVUE4 Project Title:
N Engineer: Project ID:
Project Descr:
Consulting Engineers
5tructuraL Lngineering
Wood Column rile=zlprojmts12015PR-11152891-11GREENS-1.EC6
j,. ENERCALC,INC.141 2015 Build,6.15.12.9,Ver.6.15.12 9
r.00n
Description: hdr support max
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 2-2x4
End Fixities Top& Bottom Pinned Wood GradingtManuf. Graded Lumber
Overall Column Height 10.0 ft Wood Member Type Sawn
(used for non-slender calculations) Exact Width 3,0 in Allow Stress Modification Factors
Wood Species Douglas Fir- Larch Exact Depth
Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50
Area 10.50 in12 Cf or Cv for Compression 1.150
Fb-Tension 750 psi Fv 170 psi Ix 10.719 in14 Cf or Cv for Tension 1.50
Fb-Compr 750 psi Ft 475 psi ly 7.875 inA4 Cm:Wet Use Factor 1.0
Fc-Prll 700 psi Density 31.2 pcf
Ct:Temperature Factor 1.0
Fc-Perp 625 psi
Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NDS 15.a2
Basic 1300 1300 1300 ksi Use Cr:Repetitive 1 No(non-glb only)
Minimum 470 470 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weiqht included:22,750 lbs*Dead Load Factor
AXIAL LOADS.. .
Axial Load at 10.0 ft,D=0.7710, S=1,133 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max,Axial+Bending Stress Ratio = 0.8186:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0,0 k
Location of max,above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial 1.927 k for load combination: n/a
Applied Mx 0.0 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 224.161 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0 :1 Bendinq Compression Tension
Load Combination +0.60D+0,70E+0,60H
Location of max,above base 10.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 170.0 psi
3