Report ar2021- COO b ►
OFFICE C°P'Y la-20 SUM-hnZ:110-e c
t02
NEIGBORHOOD HEALTH
TIGARD, OR
‘Dt IC ° 101 STRUCTURAL CALCULATIONS
1
FOLDING PARTITION WALL SUPPORT: W1-W7
(8 PAGES TOTAL INCLUDING COVER SHEET)
/41110,
diKREGON
March 12, 2020
PROJECT NUMBER: 20Y039.01
< -
.° tr
x.
Y
0
- ARCHITECTURE
ENGINEERING
IiiPLANNING
INTERIORS
LANDSCAPE
15895 SW 72ND AVE
SUITE 200
PORTLAND,OR 97224
PHONE:503.226.1285
FAX:503.226.1670
[NFO@CIDAINC.COM
W W W.CIDAINC.COM
Q PORTLAND15895 SW 72ND,OREGON AVENUE97224,SUITE 200
TEL:503.226.1285 FAX:503.226.1670
CIE-MAIL:info@cidainc.com
: . : /////To / Tfo,, w,p/ ?ye F 3Z/ Wl
Z,,,4,„L,,, PROJECT NAME: PRoI,NO. SHEET
T'71E: 8Y: �� OATS: _ , _J
rTr
kii=MIT
%f
rn// wA/T 1
.
1
7-1494 N) Ti WQ0
7- t
���
► �3/0 '
.
'4'4l7
a
W;44 - l°4:. r (73,5) s j°/Sr/6i :
Cg h„ 4 LvAi/ Pit/by 1.4'87.4',c i
''Au /y,i
V= 6 3(lf,- /Gib
6rsf 3 �zx i3 LI :o,'2-5r
gov Wr
h- t
i '
'p' 6VA't /Os ) : ,`/E a 'S
, • 115' zX/) }�1d3 y p6'7ly
cis Pgy 44 2 ,8sr5 ' if-'4 7 r= (Ili/0/9x//,67,4)
1
i
i
I 1 i..._..._,6.__-4.- _ .
Title Block Line 1 Project Title:
You can change this area Engineer: W.1-
using the°Settings'menu item Project ID:
and then using the Printing& Project Descr:
Title Block"selection.
Title Block Line 6 Printed. 11 MAR 2020, 3 29PM
Wood Beam File=E:ladcadd1201Y039.01 Neighborhood Health Center-Suite 1021Structurahpaditionwall.ec6 .
Software copyright EttRCALC,INC.1983-2018,8ui1d:10.18.12.13 .
Lic.# : KW-06006855 Licensee : CIDA INC.
Description: Partition wall support beam Case 1 fully extended
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-Prll 1,650.0 psi Eminbend-xx 950.0 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 850.0ksi
Ft 1,100.0 psi Density 31.210pcf
Beam Bracing : Beam bracing is defined Beam-by-Beam
Unbraced Lengths
Span#1,Braced @ Mid Span
L(0.063) ___
n
X , _._. .. -- X -'- -- 7,
3.5x13.5
Span =23.50 ft
+
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: L=0.0630, Tributary Width=1.0 ft
DESIGN SUMMARY Oesi•n OK
Maximum Bending Stress Ratio - 0.255 1 Maximum Shear Stress Ratio = 0.093 : 1
Section used for this span 3.5x13.5 Section used for this span 3.5x13.5
fb:Actual = 570.68 psi fv:Actual = 24.73 psi
FB:Allowable = 2,241.51 psi Fv:Allowable = 265.00 psi
Load Combination +D+L Load Combination +D+L
Location of maximum on span = 11.750ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.337 in Ratio= 837>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.391 in Ratio= 720>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios _ -
Moment Values Shear Values
Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V N F'v
+D+L 1.000 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00
Length=11.750 ft 1 0.255 0.093 1.00 1.000 1.00 1.00 1.00 1.00 0.93 5.06 570.68 2241.51 0.78 24.73 265.00
Length=11.750 ft 1 0.255 0.093 1.00 1.000 1.00 1.00 1.00 1.00 0.93 5.06 570.68 2241.51 0.78 24.73 265.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max.'+'0e8 Location In Span
+0IL 1 0.3914 11.836 ._ 0.0000 0.000
Title Block Line 1 Project Title:
You can change this area Engineer:
using the'Settings'menu item Project ID:
and then using the Printing& Project Descr:
Title Block"selection.
Title Block Line6 Printed. 11 MAR 2020, 3:29PM
Wood Beam File=E:tadcaddt201Y039.01 Neighborhood Health Center-Suite 1021Suucturallpartilion wall.ec6.
Software copyright ENERCALC,INC.1983-2018,Buld:10.18.12.13
Lic.#: KW-06006865 Licensee : CIDA INC.
Description: Partition wall support beam Case 1 fully extended
Vertical Reactions Support notation Ear left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.861 0.861
Overall MINimum 0.740 0.740
a04 0.861 0.861
D Only 0.120 0.120
L Only 0.740 0.740
Title Block Line 1 Project Title: kill
You can change this area Engineer:
using the"Settings'menu item Project ID:
and then using the'Printing& Project Descr:
Title Block'selection.
Title Block Line 6 Printed 11 MAR 2020, 3:28PM
Wood Beam File=E:%adeadd120W039.01Neighborhood Health Center-Suite 1021Stmcturallpartitionwall.ec6.
Software-i fihl ENERCALC,INC.1983-2018,Build:10.1s.12.13.
Lic.# : KW-06006865 Licensee : CIDA INC.
Description: Partition wall support beam Case 2 half open
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-Pill 1,650.0 psi Eminbend-xx 950.0 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 850.0ksi
Ft 1,100.0 psi Density 31.210pcf
Beam Bracing : Completely Unbraced
L(0.74)
Ll0 C631
x i
3.5x13.5
Span=23.50 ft
L
Applied Loads 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: L=0.0630 k/ft,Extent=0.0-->>11.750 ft, Tributary Width=1.0 ft
Point Load: L=0.740 k @ 11.750 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.465 1 Maximum Shear Stress Ratio = 0115 : 1
Section used for this span 3.5x13.5 Section used for this span 3.5x13.5
tb:Actual = 815.96psi fv:Actual = 30.60 psi
FB:Allowable = 1,754.91 psi Fv:Allowable = 265.00 psi
Load Combination +D+L Load Combination +D+L
Location of maximum on span = 11.750ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.438 in Ratio= 643>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.493 in Ratio= 572>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v
D Only 1.000 1.00 1.00 1.00 1.00 0.73 0.00 0.00 0.00 0.00
Length=23.50 h 1 0.047 0.014 0.90 1.000 1.00 1.00 1.00 1.00 0.78 0.71 79.80 1689.89 0.11 3.46 238.50
+D+L 1.000 1.00 1.00 1.00 1.00 0.78 0.00 0.00 0.00 0.00
Length=23.50 ft 1 0.465 0.115 1.00 1.000 1,00 1.00 1.00 1.00 0.73 7.23 815.96 1754,91 0.96 30.60 265.00
Overall Maximum Deflections
Load Combination Span Max.""Dell Location in Span Load Combination Max.'+'Deg Location in Span
+0+L 1 0.4927 11.493 0.0000 0.000
Title Block Line 1 Project Title:
You can change this area Engineer: j4/5
using the'Settings"menu item Project ID:
and then using the'Printing& Project Descr:
Title Block'selection.
Title Block Line 6 Printed.11 MAR 2020. 3:28PM
Wood Beath File=E:radcadd1201Y039.01 Neighborhood Health Center-Suite 102\S6ucturaliparltion wa8.ec6
Software co. '!ht ENERCALC,INC.1983-2018,Build:10.18.1213.
Lic.# : KW-06006865 Licensee :CIDA INC.
Description: Partition wall support beam Case 2 half open
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.046 0.675
Overall MINimum 0.925 0.555
+D+L 1.046 0.675
D Only 0.120 0.120
L Only 0.925 0.555
Title Block Line 1 Project Title: W[
.You can change this area Engineer: !!
using the'Settings'menu item Project ID:
and then using the Printing& Protect Descr:
Title Block'selection.
Title Block Line 6 Printed:12 MAR 2020,12:05PM
Wood Column rile=E:ladcadd12OWO39.01Neighborhood Health Center-Suite 1021Skucturallpartihonwall.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13.
Lic.ff: KW-06006865 Licensee:CIDA INC.
Description: Post at partition support beam
Code References
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-16
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x4
End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 9.0 ft Wood Member Type Sawn
Used for non-slender calculations) Exact Width 3,50 in Allow Stress Modification Factors
Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2 Compression 1.150 Cf or Cv for
Area 12.250 in 2
Fb+ 900.0 psi Fv 180.0 psi Ix 12.505 tnA4 Cf or CV for Tension 1.50
Fb- 900.0 psi Ft 575.0 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0
Fc-Prll 1,350.0 psi Density 31.210 pcf Ct:Temperalure Factor 1.0
Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included:23.895 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 9.0 ft,Xecc= 1.250 in,D=0.190, L= 1.480 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.3867:1 Maximum SERVICE Lateral Load Reactions.,
Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0.01933 k Bottom along X-X 0.01933 k
Location of max.above base 8.940 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 1.694 k for load combination: nla
Applied Mx 0.0 k-ft Along X-X -0.07875 in at 5.255 ft above base
Fc Allowable: 461.640 640 psi i Applied w 6 p for load combination:443 _
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.01315:1 Bending Compression Tension
Load Combination +D+L
Location of max.above base 9.0 ft
Applied Design Shear 2.367 psi
Allowable Shear 180.0 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+L 1.000 0.297 0.3867 PASS 8.940ft 0.01315 PASS 9.Oft