Specifications (52) 1 R CS.
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• Consulting
Structural
JUN 26 2018 Engineers
E�'•t Z INEE6�'s, FNC_
CITE'OF TIGARD
3U.1ILDIC DIVISION
Structural Calculations for Bank of America
Light Pole Foundations
Job Number: 180635
Codes: 2012 IBC Amended by Oregon Structural Specialty Code
with 2014 Revisions
Date: 6/22/18c�st:1 1) iPRQ,rf jD
Location: 11999 SW Pacific Hwy ‘:t NEF,P
Tigard,OR 97223 93460PE
Client: Thorud Companies Inc. # oRcow ���
3668 Kashmir Way SE#C y,,0/ }3 1 �S
Salem, OR 97317 41445 GARS\
Phone: 503-881-8152
i -3 t w e
Engineer: John Carstensen, P.E.
MSC Engineers, Inc. �•
"Tigard
3470 Pipebend Place NE, Suite 120 N
Salem,OR 97301 Appro ed Plans
Phone: 503-399-1399 By Date S
Scope of Services: Design of pole foundation for light poles
Contents: Calculations 1.1 — 1.9
Sketches SK.1 —SK.2
REVISION
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.NO. 0 V1G SHEET NO,
itosci
MADE SY c- DATE /18
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CUENT 11-14f,e b C:1"f,M 10 S
F.-JEERS INC. PROJECT Br'IN k =T. INflL C.1‘
MSC Engineers,Inc.
Job# 180635 Date: 6/2212018 Sheet# 1.2
Project: Bank of America Designer: JAC Client Thorud
Pole Foundation Design
Ref:AASHTO Standard Specifications for Structural Supports for Highway Signs,Luminaires,and Traffic Signals.2013
Inputs:
O'
Pole Data Pole Height 28 ft
Base Height 2.S ft
Fixture Area(EPA) 0.8 ft2
Fixture Height 0 ft
Pole Width 0.33 ft
Base Width(0) 2 ft
28'
Wind Data Wind Speed(V) 93 mph
Recurrance Interval 50 years
Importance Factor(Ir) 1.0
Gust Factor(G) 1.14
Site Exposure B
a 7.0
Zg 1200 ft
Safety Factor* Overload Factor 2.5 /2'5'
Undercap•Factor 0.7
"Note C13.6.1.1 suggests undercapaclty factor of 0.7 and ,
overload factor of 2 to 3 „Et,
Soil Data* Angle of Int.Friction((p) 30 degrees
Effective Soil Weight(y) 120 lb/ft3
Passive Earth Coef.(Ku) 3
•Angle of internal friction for loose sands is approx 29.30 and
medium sands is approx 30.36.
Determine Exposure Factor,(Kz)and Drag Coefficients(Cd):
Ref:AASHTO Std.Section 3.8
z(ft) Kz Cd
Kz=2.01*(z/ze)21° Fixture 30.5 0.70 1.00
=101*(z/1200)"(2/7) Pole 30.5 0.70 1.25
Base 2.5 0.57 0.45
Cd=[see Table 3.8.7-1)
Note:Cd=1.0 when EPA provided by manuf.
Determine Wind Pressure(p,)and Wind Force(F):
Ref AASHTO Std.Section 3.8
A(ft2) p1(psf) F(Ib)
pz=0.00256*Kz*G*V2*Ir*Cd Fixture 0.8 17.8 14.2
Eq.3.8.31] Pole 9.2 22.2 205.2
Base 5.0 6.5 32.6
F=p1*A
Total Applied Shear = Frac..+Faale+FbeSe = 252.1
Determine Overturning Moment(M):
h(ft) M(lb-ft)
Fixture 30.5 433.5
M=F* h Pole 16.5 3386.0
Base 1.3 40.8
Total Applied Overturning Moment = Mnwture+Mpale+Mbese = 3860.4
Determine Minimum Required Embedment:
Ref:AASHTO Std.section C13.6.1.1-Broms Method for embedment In coheslonless soils
Safety Factor(SF) = Overload Factor/Undercapacity Factor
= 3.57
VF = FTatel*SF = 900 lbs
MF = MTaul*SF = 13787 lb-ft
2*VF*L 2*MF
L3 = 0 (Eq.C13.6.1.1-7)
KP*y*D K *y*D
L3 - 2.500680 *L - 38.29731 = X
If: L= 3.617603 ft Then: X= 0.00
USE 4 FT.MINIMUM EMBEDMENT
MSC Engineers,Inc.
Job# 180636 Date: 6122/2018 Sheet# 1.4
Project: Bank of America Designer: JAC Client: Thorud
Pole Foundation Design
Ref:AASHTO Standard Specifications for Structural Supports for Highway Signs,Luminaires,and Traffic Signals,2013
Inputs:
/0
Pole Data Pole Height 25 ft
Base Height 0.25 ft
Fixture Area(EPA) 0.74 ft2
Fixture Height 0 ft
Pole Width 0.33 ft
Base Width(D) 2 ft
25'
Wind Data Wind Speed(V) 93 mph
Recurrence Interval 50 years
importance Factor(ir) 1.0
Gust Factor(G) 1,14
Site Exposure B
a 7.0
ze 1200 ft
Safety Factor* Overload Factor 2,5 /0.25
Undercap.Factor
*Note:C13.6 1.1 suggests undercapacity factor of 0.7 and VA
overload factor of 2 to 3 �,� � or`n
Soil Data* Angle of Int.Friction(w) 30 degrees
Effective Soil Weight(y) 120 ib/ft3
Passive Earth Coef.(Kp) 3
*Angie of internal friction for loose sands is approx 29-30 and
medium sands is approx 30-36.
Determine Exposure Factor,(Kz)and Drag Coefficients(Cd):
Ref:AASHTO Std.Section 3.6
z(ft) Kz Cd
Kz=2.01*(z/zg)2/Q Fixture 25.25 0.67 1.00
=2.01 *(z/1200)4(2/7) Pole 25.25 0.67 1.25
Base 0.25 0.57 0.45
Cd=(see Table 3,8.7-1 j
Note:Cd=2.0 when EPA provided by manuf.
Determine Wind Pressure(p,)and Wind Force(F):
Ref;AASHTO Std.Section 3.8
A(ft2) p,(psf) F(Ib)
pz=0.00256*Kz*G*V2•Ir*Cd Fixture 0.7 16.8 12.5
[Eq.3.8.3.1 J Pole 8.3 21.0 173.6
Base 0.5 6.5 3.3
F=p1*A
Total Applied Shear = FrbitUfe+Fpoie+Finn = 189.3
Determine Overturning Moment(M):
h(ft) M(lb-ft)
Fixture 25.3 314.5
M=F* h Pole 12.8 2213.4
Base 0.1 0.4
Total Applied Overturning Moment = MnM„re+Mvme+Mbese = 2528.4
Determine Minimum Required Embedment:
Ref:AASHTO Std.section 013.6.1.1-exams Method for embedment in coheslonless soils
Safety Factor(SF) = Overload Factor/Undercapacity Factor
= 3.57
VF = FTI*SF = 676 lbs
MF = MTot.l*SF = 9030 lb-ft
2*VF*L 2*MF
L3K * *D K * *D = 0 (Eq.C13.5.1.1-7)
v Y P Y
L3 - 1.878190 *L - 25.0829 = X
If: L= 3.140769 ft Then: X= 0.00
USE 4 FT.MINIMUM EMBEDMENT
i,5
Pole Footing Embedded in Soil He=H:Uobs 201811806351Ca&wtatkms4180635.ece
g ENERCALC,lt40.1983-2418,Build:10.18.1.3i,Ver.10.18.t.31
Lic..rl.KVV.06005723 Licensee?MSC Engineers tcnc.,
Description: Pole Footing
Code References
Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10
Load Combinations Used:IBC 2015
General information
Pole Footing Shape Circular
Pole Footing Diameter 24.0 in
Calculate Min.Depth for Allowable Pressures .
No Lateral Restraint at Ground Surface
Allow Passive 300.0 Pof
Max Passive 1,500.0 pet
Controlling Values to
Governing Load Combination: +D+0.60W+H .
Lateral Load 0.2520 k r4
Moment 3,861 k-ft ii
1)
Ground Surface Restraint
Pressures at 1/3 Depth
Actual 392.673 Psf
Allowable 393.623 Pet i
Soil Surface No lateral restrain
4 }S9F try h t 4 „fi rp,y, a � � ra !
N
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Footing Base Area 3.142 ft"2 .� _--
Maximum Soil Pressure 0.0 ksf
Applied Loads
Lateral Concentrated Load (k) Lateral Distributed Loads (kN) Vertical Load (k)
D:Dead Load 0.0 k 0.0 0.0 0.0 klft 0,0 k
Lr:Roof Live 0.0 k 0.0 0.0 0,0 krft 0.0 k
L:Live 0.0 k 0.0 0.0 0.0 kat 0.0 k
S:Snow 0.0 k 0.0 0.0 0.0 Icat 0.0 k
W:Wind 0.420 k 0.0 0.0 0,0 kat 0.0 k
E:Earthquake 0.0 k 0,0 0.0 0.0 kilt 0.0 k
H:Lateral Earth 0.0 k 0.0 0.0 0.0 knit 0.0 k
Load distance above TOP of Load above ground surface
ground surface 15.320 ft 0.0 0.0 0.0 ft
BOTTOM of Load above ground surface
0.0 0.0 0.0 ft
Load Combination Results
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+D+H 0.000 0.000 0.13 0.0 0.0 .000
+0+1.44 0.000 0.000 0.13 0.0 0,0 1.000
+D4r+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
+0+0.750Lr+0.7501.+1-1 0.000 0.000 0.13 0.0 0.0 1.000
+11+0.750L-+0.750S+1-1 0.000 0.000 0.13 0.0 0.0 1.000
+0+0.60W+H 0.252 3.861 4.00 392.7 393.6 1.000
+D+0.70E41 0.000 0.000 0.13 0.0 0.0 1.000
+D+0,750Lr+0.7501_+0.450W41 0.189 2.895 3.63 354.1 355.7 1.000
1.4
•
Pole Footing Embedded In Soil Fife.•WUobs2018118o8351Celcu1 M0835.eg
g ENERGAL INC 18832018 Bdb:10.18,1.31,Var10.18.1.31
Description: Pole Footing
+D+0.7501.+0.750S+0.450W+H 0.189 2.895 3.63 354,1 355.7 1.000
+D+0.750L+0.750S+0,5250E41 0.000 0.000 0.13 0.0 0.0 1.000
+0,60D+0.60W+0.60H 0.252 3.861 4.00 392.7 393.6 1.000
40.60D+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000
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FILE NO. 180635 SHEET NO, SK.2
MADE BY JAG DATE 6/22/18
CLIENT THORUD COMPANIES
PROJECT BANK OF AMERICA
11,40 mill
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FILE NO. 180635 SHEET NO. SK.2
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v SC MADE BY JAG
DATE 6/22/18
CLIENT
THORUD COMPANIES
Er.411,4EERS 11,4 . PROJECT BANK OF AMERICA