Specifications ,j` .oao- 003t1
OFFICE COPY RECEIVED (r;g° Vc rr )
M SC SEP 21 Z020 Consulting
Structural
OF TIGARD
ENGINEERS BUIILDING TY DIVISION Engineers
Structural Calculations for Madrona Recovery Center—
Perimeter Fence Extension
Job Number: 170246-B
Codes: 2018 IBC Amended by Oregon Structural Specialty Code
with 2019 revisions.
Date: 4-29-2020
Location: SW Yarns Street, Tigard, OR y��C�'U1
Client: Access Architecture ,1 N e
400 Columbia St. Ste 120 444
Vancouver, WA 98660
Phone: 503-756-92136
liN
:111;
• Engineer: Cameron T. Carroll PE, SE ,3�g, 2,4 65/ < 0`'
MSC Engineers, Inc. 4r(//11 T O
3470 Pipebend Pl. NE
Suite 120 EXPIRES: tz,..-72/..2D2.1
Salem, OR 97301
Phone: 503-399-1399
Scope of Services: 8' Tall Wood Fence Design
Contents: Calculations Fence.1 —Fence.6
Sketch SK.1
LIMITATIONS:Engineer was retained in a limited capacity for this project. Design is based
upon the information provided by the client,who is solely responsible for accuracy of same. No
responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond
those shown on these sheets.
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FILE NO. / OZ /:J SHEET NO.
W1 -7%
BY 6. C- DATE V Z9-20
' .4 /7e4
EN GI NJEERS 1IV� !(// r.:%' rJ
PROJECT .4r i?(W - 4!7l'1151.4)?-9 C._r z
MSC Engineers,Inc.
Job# 170246-3 Date: Sheet# ,
Project: Madrona Recovery Designer: CTC Client:
Geometric Data:
B= 1 ft horizontal dimension of sign or wall
h= 8 ft height of sign or wall
s= 8 ft vertical dimension of sign or wall
E= 1.00 ratio of solid area to gross area
Lr= 0 ft horizontal dimension of return corner(if any)
AS= 8 ft` gross area of sign or wall i/orf_.;
B/s= 0.1 aspect ratio �—
s/h = 1.0 clearance ratio U Sit
L,ls= 0.0 return ratio z_c,q CA}
Occupancy Category II !,vSG121/4-T/� /
Exposure B IaTT Co+ •
Ultimate Wind Speed 120 mph 3 second gust ASD Wind Speed 93 mph
chi=.00256K,KzfK,V2IE
K,= 0.57 Exposure Coefficient
KZf= 1.00 Topographic Factor
Kd= 0.85 Directionality Factor for signs and walls
G= 0.85 Gust Factor
qn= 17.9 psf qh(ASD)= 10.7 psf
Design Wind Force: F=gnGCfAs(Ibs)
f: 2
Case A&B: Cf= 1.7 Net Force Coefficient:Cf(From Figure 6-20) Wi z—" _P,F
Reduction Factor for Area: 1.00 (1-(1-E)^1.5) !
Cf(modified)= 1.7 Net Force Coefficient Modified for Area /
F= 206 lbs Cc(-ASD)_( 124 IIbs'
Case C: CASE C NOT APPLICABLE
Aspect Ratio 2 to 10:
Cf: F(Ibs) F(Ibs)ASD
0 to s #N/A #NIA #N/A
s to 2s #N/A #N/A #N/A
2s to 3s #N/A #N/A #N/A
3s to 10s #N/A #N/A #N/A
Aspect Ratio> 10:
Cf: F(lbs) F(Ibs)
0 to s #N/A #N/A #N/A
s to 2s #N/A #N/A #N/A
2s to 3s #N/A #N/A #N/A
3s to 4s #N/A #N/A #NIA
4s to 5s #N/A #N/A #N/A
5s to 10s #N/A #N/A #N/A
> 10s #N/A #N/A #N/A
Engineers,Inc. Project Title:
€ 34,u Pipebend PI NE,Suite 120 Engineer: Project ID:
_VW. j Salem,OR 97301 Project Descr:
f PH:503-399-1399
` , = " , www.mscengineersinc.com
camc@mscengineersinc.com Printed'15 JUN 2017,6:47PM
Wood Column File=H:Uobs 2 01 711 7 0 24 6\Calculations\gravity design,ec6
ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28
Lie.#:KW-06005723 Licensee: MSC Engineers Inc.
Description: Fence Posts
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 6x6
End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width
Wood Species Hem Fir 5.50 in Allow Stress Modification Factors
Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0
Fb Tension 975 psi Fv 140 psi Area 30.250 ine2 Cf or Cv for Compression 1.0
Ix 76.255 in^4 Cf or Cv for Tension 1.0
Fb-Compr 975 psi Ft 650 psi ly 76.255 ine4 Cm:Wet Use Factor 1.0
Fc PO 850 psi Density 26.83 pcf Ct:Temperature Factor 1.0
Fc-Perp 405 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 15.3.2
Basic 1300 1300 1300 ksi Use Cr:Repetitive? No
Minimum 470 470 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=2.1
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=2.1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:45.089 lbs*Dead Load Factor
BENDING LOADS. . .
Lat. Uniform Load creating Mx-x,W=0.1550 k/ft
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.8299 :1 Maximum SERVICE Lateral Load Reactions. .
Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 1.240 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 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.5784 in at 8.0 ft above base
Applied Axial 0.04509 k for load combination: +D+0.420W+H
Applied Mx -2.976 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 273.752 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.1098:I Bending Compression Tension
Load Combination +D+0.60W+H
Location of max.above base 0.0 ft
Applied Design Shear 36.893 psi
Allowable Shear 224.0 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+H 0.900 0.341 0.005719 PASS 0.0ft 0.0 PASS 8.0 ft
+D+L+H 1.000 0.310 D.005650 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+Lr+H 1.250 0.253 D.005536 PASS 0.0ft 0.0 PASS 8.0 ft
+D+S+H 1.150 0.274 D.005574 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+H 1.250 0.253 D.005536 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750L+0,750S+H 1.150 0.274 0.005574 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.60W+H 1.600 0.201 0.8299 PASS 0.0ft 0.1098 PASS 0.0 ft
+D+0.70E+H 1.600 0.201 0.005445 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600 0.201 0.6224 PASS 0.0 ft 0.08235 PASS 0.0 ft
+D+0.750L+0.750S+0.450W+H 1.600 0.201 0.6224 PASS 0.0 ft 0.08235 PASS 0.0 ft
+D+0.750L+0,7505+0.5250E+H 1.600 0.201 0.005445 PASS 0.0ft 0.0 PASS 8.0 ft
+0.60D+0.60W+0.60H 1.600 0.201 0.8282 PASS 0.0 ft 0.1098 PASS 0.0 ft
Engineers,Inc. Project Title:
?' 3tv fie,
5-...,Pipebend PI NE,Suite 120 Engineer: Project ID:
Salem,OR 97301 Project Descr:
PH:503-399-1399
�r�'4; b. www.mscengineersinc.com
camc@mscengineersinc.com Printed:15 JUN 2017,6:47PM
Wood Column File=H;Uobs201711702461Calculationslgravitydesign.ec6
ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver.6.17.2.28
Lic.#: KW-06005723 Licensee:MSC Engineers Inc.
Description: Fence Posts
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
+0.60D+0.70E+0.60H 1.600 0.201 0.003267 PASS 0.0 ft 0.0 PASS 8.0 ft
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+H k k 0.045 k
+D+L+H k k 0.045 k
+D+Lr+H k k 0.045 k
+D+S+H k k 0.045 k
+D+0.750Lr40.750L+H k k 0.045 k
+D40.750L+0.750S+H k k 0.045 k
+D+0.60W+H k 0.744 k 0.045 k
+D+0.70E+fi k k 0.045 k
+D+0.750Lr+0.750L+0.450W+H k 0.558 k 0.045 k
+D+0.750L+0.750S+0.450W+H k 0.558 k 0.045 k
+0+0.750L+0.750S+0.5250E+H k k 0.045 k
+0.60D+0.60W+0.60H k 0.744 k 0.027 k
40,60D+0.70E+0.60H k k 0.027 k
D Only k k 0.045 k
Lr Only k k k
L Only k k k
S Only k k
k
W Only k 1.240 k k
E Only k k k
H Only k k k
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D'0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D'0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.420W+H 0.0000 in 0.000 ft 0.578 in 8.000 ft
+D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D40.750Lr+0.750L+0.3150W#1 0.0000 in 0.000 ft 0.434 in 8.000 ft
+D+0.750L40.750S'0.3150W+H 0.0000 in 0.000 ft 0.434 in 8.000 ft
+D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0.60D+0.420W40.60H 0.0000 in 0.000 ft 0.578 in 8.000 ft
+0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0.420W 0.0000 in 0.000 ft 0.578 in 8.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
*4.,'° - 3
Engineers,Inc. Project Title:
, I Pipebend PI NE,Suite 120 Engineer: Project ID:
Salem,OR 97301 Project Descr:
PH:503-399-1399
' z www.mscen ine
�t�.i' n= 9 erslnc.com
camc a(�,mscengineersinc.com Printed.15 JUN 2017,6:47PM
IN Column File=H:Uobs 2 01 711 70 2461Calculationslgravity design.ec6
ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver..6.17.2.28
Lic.#: KW-06005723 Licensee: MSC Engineers Inc.
Description: Fence Posts
Sketches
M-x Loads
g
Wit4"' "fig: I5IX
C
11
5.50In Loads are total entered value.Arrows do not reflect absolute direction.
.x!
' Engineers,Inc. Project Title:
b. .,Pipebend PI NE,Suite 120 Engineer: Project ID:
Salem,OR 97301 Project Descr:
PH:503-399-1399
,, www.mscengineersinc.com
camc@mscengineersinc.com Printed:15 JUN 2017,6.49PM
Pole Footing Embedded in Soil File=H:Uubs2o171170246\CalcuIauonslgravitydesign.ec6
Lic.#: KW-06005723 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28
Licensee: MSC Engineers Inc.
Description: Fence Footings
Code References
Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Pole Footing Shape Circular
Pole Footing Diameter 12.0 in
Calculate Min.Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive 250.0 PC
Max Passive 1,500.0 psf
Controlling Values
Governing Load Combination: +0,60D+0.60W+0.60H
Lateral Load 0.7440 k Soil Surface No lateral restraint
Moment 2.976 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 591.45 psf
Allowable 592.37 psf
Minimum ReiluiredPepth 5.375, '
Footing Base Area 0.7854 ft^2
Maximum Soil Pressure 0.0 ksf Footing Dfa eter=r-o"
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (kif) Vertical Load (k)
D:Dead Load 0.0 k 0.0 0.0 0.0 k/ft 0.0 k
Lr:Roof Live 0.0 k 0.0 0.0 0.0 klft 0.0 k
L:Live 0.0 k 0.0 0.0 0.0 klft 0.0 k
S:Snow 0.0 k 0.0 0.0 0.0 k/ft 0.0 k
W:Wind 0.0 k 0.0 0.1550 0.0 k/ft 0.0 k
E:Earthquake 0.0 k 0.0 0.0 0.0 k/ft 0.0 k
H:Lateral Earth 0.0 k 0.0 0.0 0.0 k/ft 0.0 k
Load distance above TOP of Load above ground surface
ground surface 0.0 ft 0.0 8.0 0.0 ft
BOTTOM of Load above ground surface
0.0 0.0 0.0 ft
Load Combination Results
r -c 0 r round su a' I � 1'urn 1 Dep ' iiiri "a'e74
,} �� � -.
+D+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000
+D+0.70E+H 0.000 0.000 0.13 0.0 0.0 1,000
. +D+0.750Lr+0.750L+0.450W+H 0.558 2.232 4.88 526.7 526.8 1.330
+D+0.750L+0.7505+0.450W+H 0.558 2.232 4.88 526.7 526.8 1.330
y/
/ vC.E.. -5
% ' Engineers,Inc. Project Title:
c� b.. .,Pipebend PI NE,Suite 120 Engineer: Project ID:
j Salem,OR 97301 Project Descr:
PH:503-399-1399
i y i ,f -`" www.mscengineersinc.com
- camc@mscengineersinc.com Printed.15 JUN 2017,6:49PM
Pole Footing Embedded in Soil File=H:1Jobs2 01 711 7 0 24 61Calculations+gravitydesign.ec6
ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6,17.2.28
Lic.#: KW-06005723 Licensee:MSC Engineers Inc.'
Description: Fence Footings
+D+0.750L+0.7505+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000
+0,60D+0.60W+0.60H 0.744 2.976 5.38 591.5 592.4 1.330
+0.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000
I
I
40 2 -JL-.S
3x10x10 POST CAP
k s Sint O
0o I 1I II I Ai
II 11�I i�32h1 Z 73+ Gr�'•+ .T°'
1' fD 2xof &.4/LS Fri
I
I 2x6 INGER ." TO 1/2" MAX.
' I
BETWINTERIORFINXTERIOR SIDE ONLY)I BOARDS AND
1 1 1x6 FENCE PANELS i INTERIOR FACE OF
• (ALTERNATING 1" LAP) i•�i POSTS,TYP.
O I I I 1 1 1 I ja,?"r 'I
zo I I I I I I I `' 2x4(STRINGER
Op 1 1 1 1 1 I 100� (EXTERIOR SIDE ONLY)
�-- 1 EXTERIOR l COURTYARD
1 1 1 I le/ SIDE 1 SIDE
I I I P.T. 6x6 POSTS @
I
N 1 1 �ya@�'2`O.C.,TYP. I
2x6 BOTTOM STRINGER
'I (EXRfI„OR SIDE ONLY) j
4 FINISHED GRADE i
vl
lli
CONCRETE FOOTING A ` \\'
..1 k 3" MIN. lig
NO \ lier-
- ALL SIDES,TYP. CRUSHED ROCK i
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