Specifications (2) • • • .•
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REGENED
M C Consulting
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ENGINEERS CITY OF:TIC ul
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BUILDINSTIVItION
Structural Calculations for Madrona RCcowcrry
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 Varns Street, Tigard, OR 13 CT tIirLi
c , p PROks' -
Client: Access Architecture ,�< GI N4.40424
400 Columbia St. Ste 120
Vancouver, WA 98660
Phone: 503-756-92136
0Rr ON
Engineer: Cameron T. Carroll PE, SE f 4k gp`�1 "�'�
MSC Engineers, Inc. v4IO f
3470 Pipebend Pl.NE
Suite 120 EXPIRES: 1-y,e")..2.024
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. / SHEET NO.
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MADE BY 6. G- DATE 29'2O
CLIENT
1,IIVEERS IIVC. 1 PROJECT /i=��,�zfif-��1/` t Ll�>>y e_ri
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MSC Engineers,Inc. •• • • • • •' ' • ••• • •
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Job# 170246-D Date: • • • Sleet#z)�.;, '/4
Project: Madrona Recovery Designer: CTC ••• • Client:
Geometric Data: ... or • •• .'• ••
B= 1 ft horizontal dimension of signor wail ••.• :•: TA • •
h= 8 ft height of sign or wall . • •.• • i • • •'•
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 wallVorf___; rc
B/s= 0.1 aspect ratio U SAD TO rr^f r {�
s/h = 1.0 clearance ratio
L,/s= 0.0 return ratio J� lJ/}e 11J4 O,CJ
Occupancy Category II 2,US�r21/si-T/U. /
Exposure B v.�t'G- 0.,lff2iz 'r Cotes .
Ultimate Wind Speed 120 mph 3 second gust ASD Wind Speed 93 mph
qh=.00256KZKZ,KdV2IE
KZ= 0.57 Exposure Coefficient
KZ,= 1.00 Topographic Factor
IC,= 0.85 Directionality Factor for signs and walls
G= 0.85 Gust Factor
qh= 17.9 psf qh(ASD)= 10.7 psf
Design Wind Force: F=ghGCfAs(Ibs) he
/Zy l- `
Case A&B: C,= 1.7 Net Force Coefficient:C,(From Figure 6-20) ,c 5-Lest.,
Reduction Factor for Area: 1.00 (1-(1-E)^1.5)
C,(modified)= 1.7 Net Force Coefficient Modified for Area /
F= 206 Ibs ISD)= 124 Ib '
Case C: CASE C NOT APPLICABLE �^ - - -.z4—
Aspect Ratio 2 to 10:
Cf: F(Ibs) F(Ibs)ASD
• 0 to s #N/A #N/A #NIA
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:
C,: F(Ibs) 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 #NIA #N/A
3s to 4s #N/A #N/A #N/A
4s to 5s #N/A #N/A #NIA
5s to 10s #N/A #N/A #N/A
> 10s #N/A #N/A #N/A
•• •• • : : .• .•.
„ -, Engineers,Inc. PiUjgct. • • • • • • • •
'title: • . - -
r 3.,u Pipebend PI NE,Suite 120 r tiefe: • :• •• Project ID:
•Salem,OR 97301 F�rolactVescr:; •
`' _ PH:503-399-1399
�� p �, www.mscengineersinc.com • • •• a••• ••••
" camc.mscen,ineersinc.com e • • •
• • •.' • ••• ' • Printed'15 JUN 2017,6:47PM
Wood Column . 4 ;Fil.=H:Uobs•2817N7M61Calculalions\gravitydesign.ec6
• • ENERCALC?I 198X2017,Build:6.17.2.28,Ver.6.17.2.28
Lic.#: 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 5.50 in Allow Stress Modification Factors
Wood Species Hem Fir Exact Depth
Wood Grade No.1 5.50 in Cf or Cv for Bending 1.0
Area 30.250 in"2 Cf or Cv for Compression 1.0
Fb-Tension 975 psi Fv 140 psi Ix 76.255 in"4 Cf or Cv for Tension 1.0
Fb-Compr 975 psi Ft 650 psi IY 76.255 in"4 Cm:Wet Use Factor 1.0
Fc-PM 850 psi Density 26.83 pcf Ct:Temperature Factor 1.0
Fc-Perp 405 psi
K :uilt-
E:Modulus of Elasticity... x-x Bending y-y Bending Axial t:Built-up p Factor 1.0
columns: 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= 0.1098:1 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 0.005650 PASS 0.0ft 0.0 PASS 8.0 ft
+D+Lr+H 1.250 0.253 0.005536 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+S+H 1.150 0.274 0.005574 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0,750Lr+0.750L+H 1.250 0.253 0.005536 PASS 0.0ft 0.0 PASS 8.0ft
+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 0.0 ft 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.Oft
+0.60D+0.60W+0.60H 1.600 0.201 0.8282 PASS 0.0 ft 0.1098 PASS 0.0 ft
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Engineers,Inc. Prbjpcta1tfe: •.• ••• • ' ' ' ••••
1 34,u Pipebend PI NE,Suite 120 �rinPt1: ;' ••• • •. •' ••
r Salem,OR 97301 Pirolect• pescr: ..' ;.' Project ID:
ry�
PH:503-399-1399
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l - 4S4„ $ . www.mscengineersinc.com
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CamC•mSCE nefneefSlflC.COm ' ' • • •• • • • •••
Wood Column " a ' ' '•' ' ' Printed:l5JUN2017,647PM
^ • : : e RI:=H:U' • 171NQ2g61Calculations\gravitydesign,ec6
Lic.#: KW-06005723 ' ' •' •• EMERCALC!1 .198 2017,Build:6.17.2.28,Ver:6.17.2.28
Description: Fence Posts Licensee : MSC Engineers Inc.
a 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
End Fixities Top Free, Bottom Fixed Wood Section Name 6x6
Wood Grading/Manuf. Graded Lumber
Overall Column Height
(Used for non-slender calculations) 8.0
ft Wood Member Type Sawn
Wood Species Hem Fir Exact Width 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 in^2 Cf or Cv for Compression 1.0
Fb-Compr 975 psi Ft 650 psi lx 76.255 in/4 Cf or Cv for Tension 1.0
Cm:Wet Use Factor 1.0
Fc-PrIl 850 psi Density 26.83 pcf
ly 76.255 in^4
Fc-Perp 405 psi Ct:Temperature Factor
E:Modulus of Elasticity 1.0
y... x x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0
Kf:Built up columns 1,0 NDS t5 3.2
Basic 1300 1300 1300 ksi
Minimum 470 470 Use Cr:Repetitive? No
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 Ibs*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 =
Load Combination 0.8299:1 Maximum SERVICE Lateral Load Reactions
Governing NDS Forumla +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 1.240 k
Comp+Mxx, NDS Eq. 39-3 Top along X-X
Location of max.above base 0.0 ft 0.0 k Bottom along X-X 0.0 k
.
At maximum location values are... Maximum SERVICE Load Lateral Deflections...
Applied Axial 0.04509 k Along Y-Y 0.5784 in at 8.0 ft above base
Applied Mx -2 976 k-ft
for load combination: +D+0.420W+H
Applied My 0.0 k-ft Along X-X
Fc:Allowable 0.0 in at 0.0 ft above base
273.752 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio=
Load Combination 0.1098:7 Bending 4 Comoression Tension
Location of max.above base
Applied Design Shear 0.0 ft
Allowable Shear 36.893 psi
224.0 psi
Load Combination Results
Load Combination C D C Maximum Axial+Bending_Stress Ratios
P Stress Ratio Status Location Ra Shear Ratios
+D+H 0.900 0.341 0.005719 PASS Stress Ratio Status Location
�+-+H 1.000 0.310 0.005650 PASS 0.0ft 0.0 PASS 8.0 ft
+D+Lr+H 1.250 0.253 D.005536 PASS 0.0 ft 0.0 PASS 8.0 ft
8.0 ft
+D+S-�H 1.150 0.274 0.0 ft 0.0 PASS+D+S.+50Lr+0.750L+H 0.005574 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.750Lr+0.75 L H 1.250 0.253 0.005536 PASS 0.0 ft
+D+0.60W+H 1.150 0.274 0.005574 PASS 0.0 PASS 8.0 ft
1.600 0.201 0.8299 PASS 0.0ft 0.08 PASS 0.0 ft
+D+0.70E+H 1.600 0.201 0.005445 PASS 0.0 ff 0.10 0.00 PASS .0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600 0.201 0.0 ft PASS 8.0 ft
+D+0.750L+0.7505+0.450W+H 0.6224 PASS 0.0ft 0.08235 PASS 0.0 ft
+D+0.750L+0.750S+0.5250E+H 1.600 0.201 0.6224 PASS 0.0 ft 0.08235 PASS
+D+0D+0L 0.7505+H 1.600 0.201 0.005445 PASS 0.0 ft 8.0 ft
1.600 0.201 0.8282 PASS 0.0 ft 0.1098 PASS 0.0 ft
• . . ••
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t Engineers,Inc. P oj�ct Ile: :'• •'• • • ' '
b-...,Pipebend PI NE,Suite 120 bfinel' "•• • • ..•. Project ID:
Salem,OR 97301 Piojec t!hem:: . • •
• •
PH:503-399-1399
t„ "e' - t. www.mscengineersinc,com
•• • • •
, •
camc anmscengineersinc.com ▪ ' ▪ • ••'
•• ••. � � •• •. •• •••• •• • Printed:l5 JUN 2017,6:47PM
Wood Colu nn « ; • filed H:Jotr 7402461Calculationslgravitydesign.ec6
• • • tNERCALC,* ?1983-017,Build:6.17.2.28,Ver.6.17.2.28
Lic.#: KW-06005723 Licensee : MSC Engineers Inc.
Description: Fence Posts
S. ••
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Load Combination Results ':' • ;•: :•
Maximum Axial+Benditig Stra«&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+0.750Lr+0.750L+H k k 0.045 k
+D+0.750L+0.750S+H k k 0.045 k
+D+0.60W+H k 0.744 k 0.045 k
+D+0.70E+H 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+1-1 k 0.558 k 0.045 k
+D+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
+0.60D+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+0.7505+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
+D+0.750Lr+0.750L+0.3150W+H 0.0000 in 0.000 ft 0.434 in 8.000 ft
+D+0.750L+0.750S+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+0,42OW+0.60H 0.0000 in 0.000 ft 0.578 in 8.000 ft
+O.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
. • • ••
Engineers,Inc, Proj�c1 Nth; •• ••• • •
Pipebend PINE,Suite 120 anglneer: :• ;,• • • ; • Project ID:
Salem,OR 97301 F jgcttescr:: • • •• • ••
PH:503-399-1399 •
www.mscengineersinc.com
•
camc mscenglneersinc.com , ••• p • • ••• • • ••• Printed, JUN 2017,6:47PM
Wood Column r, • • wfile=H;Uo •
1712701461Calculationslgravitydesign.ec6
« • • • t•gRCALCpIN(►19812017,Build:6.17.2.28,Vec6.17.2.28
Lic.#: KW-06005723 Licensee:MSC Engineers Inc.
Description: Fence Posts
Sketches S.
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5.50 in Loads are total entered value.Arrows do not reflect absolute direction.
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Engineers,Inc. PFOiIect N :
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�I. J Pipebend PINE,Suite 120 Engineer: :• ;.' • : : Proiect ID:
F Salem,OR 97301 i;rUctbescr► '•
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PH:503-399-1399 •
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camc@mscengineersinc.com -• ••. • • ••• . •. �'• Printed:15 JUN 2017,6:49PM
Pole Footing Embedded in Soil : • . Filb=H:14:0717uiv461Calculationslgravitydesign.ec6
Lic.#: KW-06005723 e • •` ' ' RCALOt INe.198S-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 •• •' •• •o :': •••• •
Load Combinations Used :ASCE 7-10000
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 pcf
Max Passive 1,500.0 psf
Controlling Values
Governing Load Combination: +0.60D+0.60W+0.60H
Lateral Load 0.7440 k Sop Surface No lateral restraint
Moment 2.976 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth 1 H
Actual 591.45 psi a
Allowable 592.37 psf )
Minimum Required Depth 5:375 ft M
Footing Base Area 0.7854 ft^2
Maximum Soil Pressure 0.0 ksf Footing Dia•1etet.1'-0'
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (klf) 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 k/ft 0.0 k
L:Live 0.0 k 0.0 0.0 0.0 k/ft 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 klft 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
Forces a G,lnitndrUifa - Vs ulr ,"" " ,. ) Der" ,> S it t'�""-*- Tr
Load Combination Loads (k) giL � r
+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+0.750S+0.450W+H 0.558 2.232 4.88 526.7 526.8 1.330
f ort- . .5
•
`" Engineers,Inc. Prpjectiitle: •- •• ' ' ' • •••
• • • •• ., • • • •
3.. Pipebend PI NE,Suite 120 9Ineti: •
.. • • . • Project ID:
�rc,,,;,, f Salem,OR 97301 Prettict Vescr::• ••. ••• ;•'
PH:503-399-1399
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µ:. x ifs s`ct Pz www.mscengineersinc.com ••• •
camc@mscengineersinc.com • 4 • • •••
•. i + : i • • ••• • • Printed:15 JUN 2017,6:49PM
Pole Footing Embedded in Soil • • • . . qt.: rsel1717o2.4slCalculations1gravitydesign,ec6
• • ENERCALC o 1983.2017,Budd:6.17.2.28,Vec6.17.2.28
Lic.#: KW-06005723 Licensee : MSC Engineers Inc.
Description: Fence Footings
+D+0.750L+0.750S+0.5250E+H 0.000 0.000 •. • . .'•0,1$�• .e. • .u.i•: 0.0 1.000
+0.60D+0.60W+0.60H 0.744 2.976 • ; •5,3✓'�'• •••• • ••59• y 5• ' 592.4 1.330
•+0.60D+0.70E+0.60H 0.000 0.000 • "a.13• • 0.0 • 0.0 1.000
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3x10x10 POST CAP
$ t �i if i I i i a/gyp.Sd4
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,. 32x44 1 t 5
FiJ
1 pI" TO 1/2" MAX.
"19 I 2x6 STRINGER
Ii
N (EXTERIOR SIDE ONLY) BE . INTERIOR FIN.
FACE OF FENCE
BOARDS AND
• I 1x6 FENCE PANELS I INTERIOR FACE OF
(ALTERNATING 1" LAP) i�I POSTS,TYP.
II I I I r °
ozo I II III 2x4 STRINGER
63 1 1jji
1 (EXTERIOR SIDE ONLY) 4/1
1
•
EXTERIOR Ai COURTYARD
i I If i 11 //f141 SIDE •I SIDE
i t I I P.T. 6x6 POSTS Q 1
r, 1 I 2x6 BOTTOM STRINGER I
I I
(EXRIOR SIDE ONLY) 1
I
N / FINISHED GRADE AI
A.
1,CONCRETE FOOTING `
1 3" MIN.
k? \ ip, - ALL SIDES,TYP. CRUSHED ROCK ,
\\ tag::.-�! *gap /
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