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TIGARD, OR
STRUCTURAL CALCULATIONS
AUTO BELAY ANCHORAGE: AB1-AB3
(4 PAGES TOTAL INCLUDING COVER SHEET)
C T 1R9 February 6, 2017
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G 8J PROJECT NUMBER: 160314.01
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15895 SW 72ND AVE
SUITE 200
PORTLAND,OR 97224
PHONE:503.226.1285
FAx:503.226.1670
INFO @ CIDAINC.COM
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15895 SW 72ND AVENUE,SUITE 200
PORTLAND,OREGON 97224
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TEL:503.226.1285 FAX:503.226.1670
E-MAIL:info@cidainc.com
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COlu rn File aadcadd\6314 00 Sky)ligh,Sports\structurasky high ec6
` ` ` " , , „„,� x,,`t � � � � � ENERCALC INC'1983-2017,Build 67116 Ver617116 <
,Lic:#:KW-06006865
Licensee CIDA INC.
Description: wall stud
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 2x6
End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 20.0 ft Wood Member Type Sawn
(Used for non-slender calculations)
Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30
Fb Tension 900.0 psi Fv 180.0 psi Area 8.250 inA2 Cf or Cv for Compression 1.10
Fb Compr 900.0 psi Ft 575.0 psi
lx 20.797 inM Cf or Cv for Tension 1.30
Fc-PrIl 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0
Fc-Perp 625.0 psi Ct:Temperature Factor 1.0
E:Modulus of Elasticityx-x BendingCfu:Flat Use Factor 1.0
... y y Bending Axial Kf:Built-up
Basic 1,600.0 1,600.0 1,600.0 ksi columns 1.0 NDS 13.s.z
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Minimum 580.0 580.0 Use Cr:Repetitive? No
Brace condition for deflection(buckling)along columns:
X-X(width)axis: Fully braced against buckling along X-X Axis
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=20.0 ft,K=1.0
Applied Loads _ Service loads entered. Load Factors will be applied for calculations.
Column self weight included:35.750 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 1.0 ft,Yecc=5.50 in,D=0.1750 k
Axial Load at 9.0 ft,Yecc=5.50 in, D=0.1750 k
BENDING LOADS...
Lat. Uniform Load creating Mx-x,W=0.0070 k/ft
Lat.Point Load at 1.0 ft creating Mx-x, D=-0.0710 k
Lat.Point Load at 9.0 ft creating Mx-x,D=0.0710 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.5419:1 Maximum SERVICE Lateral Load Reactions..
Load Combination D Only Top along Y-Y 0.07441 k Bottom along Y-Y 0.070 k
Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 8.993 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Alon Y-Y
Applied Axial 0.2108 k g 1.040 in at 10.067 ft above base
Applied Mx 0.3162 k-ft for load combination: +D+0.60W
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 239.887 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.03202:1 Bending Compression Tension
Load Combination +D+0.60W
Location of max.above base 1.074 ft
Applied Design Shear 13.833 psi
Allowable Shear 288.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location_
_ D Only 0.900 0.179 0.5419 PASS 8.993 ft 0.02887 PASS 8.993 ft
+D+0.60W 1.600 0.103 0.5055 PASS 8.993 ft 0.03202 PASS 1.074 ft
+D+0.450W 1.600 0.103 0.4565 PASS 8.993 ft 0.02808 PASS 1.074 ft
+0.60D+0.60W 1.600 0.103 0.3629 PASS 8.993 ft 0.02586 PASS 20.0 ft
+0.60D 1.600 0.103 0.1812 PASS 9.128 ft 0.009745 PASS 8.993 ft
-4
15895 SW 72ND AVENUE,SUITE 200
PORTLAND, OREGON 97224
TEL:503.226.1285 FAX:503.226.1670
0 E-MAIL:info@cidainc.com
ARCHITECTUREMI 03
ENGINEERING PROJECT NAME: _ PRo�.No. SHEET
PLANNING
TITLE.
INTERIORS --- -- --'
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