Engineering Calcs
Structural Calculations
For
16’ X 44’ POLE BARN
508 E Bower Street
Meridian, Idaho 83642
Prepared for:
AJB Contractors, LLC
PO Box 1014
Caldwell, Idaho 83606
Rogue Richardson, PE
1720 S Powerline – Nampa, Idaho 83686
(208) 577-7071
roguerichardson@yahoo.com
Revision # Prepared by Project #
0 Rogue Richardson, PE 21022.003
DESIGN CRITERIA:
CODE: 2018 INTERNATIONAL BUILDING CODE
LOCATION: MERIDIAN, IDAHO
Wind Load: 102 MPH
Seismic: Ss=0.284, S1=0.104
Snow Load: 25psf
(27 pages of Calculations)
TABLE OF CONTENTS
Calculations
Seismic Coefficients 1
Wind Speed 2
Structural Loads 3
Purlin Loading 8
Purlin Bending Check 9
Hanger Load Table 11
Truss Support Blocks 12
Nail Loads 13
Wind Load on Columns - End Columns 14
Column Check - End Columns 15
Wind Load on Columns - Field Columns 18
Column Check - Field Columns 19
Wind Load on Columns - Front/Rear Columns 22
Column Check - Front/Rear Columns 23
Pole Footing Embedded in Soil 26
1
2
Rogue Richardson, PE JOB TITLE 16' X 44' Pole Structure
1720 S Powerline Road 508 E Bower Street
Nampa, Idaho 83686 JOB NO.SHEET NO.
9208) 577-7071 CALCULATED BY DATE
CHECKED BY DATE
CS2018 Ver 2018.11.30 www.struware.com
STRUCTURAL CALCULATIONS
FOR
16' X 44' Pole Structure
Meridian, Idaho 83642
3
Rogue Richardson, PE JOB TITLE 16' X 44' Pole Structure
1720 S Powerline Road 508 E Bower Street
Nampa, Idaho 83686 JOB NO.SHEET NO.
9208) 577-7071 CALCULATED BY DATE
CHECKED BY DATE
www.struware.com
Code Search
Code:
Occupancy:
Occupancy Group = B
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
Building Geometry:
Roof angle (θ)3.00 / 12 14.0 deg
Building length (L) 44.0 ft
Least width (B) 16.0 ft
Mean Roof Ht (h) 15.0 ft
Parapet ht above grd 0.0 ft
Minimum parapet ht 0.0 ft
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor N/A
Partitions N/A
Partitions N/A
Partitions N/A
Partitions N/A
International Building Code 2018
Business
4
Rogue Richardson, PE JOB TITLE 16' X 44' Pole Structure
1720 S Powerline Road 508 E Bower Street
Nampa, Idaho 83686 JOB NO.SHEET NO.
9208) 577-7071 CALCULATED BY DATE
CHECKED BY DATE
Wind Loads :ASCE 7- 16
Ultimate Wind Speed 102 mph
Nominal Wind Speed 79 mph
Risk Category II
Exposure Category C
Enclosure Classif. Enclosed Building
Internal pressure +/-0.18
Directionality (Kd)0.85
Kh case 1 0.849
Kh case 2 0.849
Type of roof Gable
Topographic Factor (Kzt)
Topography Flat
Hill Height (H)0.0 ft H< 15ft;exp C
Half Hill Length (Lh) 0.0 ft Kzt=1.0
Actual H/Lh = 0.00
Use H/Lh = 0.00
Modified Lh = 0.0 ft
From top of crest: x =
Bldg up/down wind? downwind
H/Lh= 0.00
K1 =0.000
x/Lh = 0.00
K2 =0.000
z/Lh = 0.00
K3 =1.000
At Mean Roof Ht:
Kzt = (1+K1K2K3)^2 =1.00
Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).
h = 15.0 ft If building h/B>4 then may be flexible and should be investigated.
B = 16.0 ft h/B = 0.94 Rigid structure (low rise bldg)
/z (0.6h) = 15.0 ft
G = 0.85 Using rigid structure default
Rigid Structure Flexible or Dynamically Sensitive Structure
ē =0.20 34ncy (η1) =0.0 Hz
ℓ = 500 ft Damping ratio (β) = 0zmin =15 ft /b = 0.65
c = 0.20 /α = 0.15
gQ, gv =3.4 Vz = 86.1
Lz =427.1 ft N1 =0.00
Q = 0.94
Rn =0.000
Iz =0.23 Rh =28.282 η = 0.000 h = 15.0 ft
G = 0.90 use G = 0.85
RB =28.282 η = 0.000
RL =28.282 η = 0.000
gR =0.000
R = 0.000
Gf = 0.000
5
Rogue Richardson, PE JOB TITLE 16' X 44' Pole Structure
1720 S Powerline Road 508 E Bower Street
Nampa, Idaho 83686 JOB NO.SHEET NO.
9208) 577-7071 CALCULATED BY DATE
CHECKED BY DATE
Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings
Kz = Kh (case 1) = 0.85 Edge Strip (a) = 3.0 ft
Base pressure (qh) =19.2 psf End Zone (2a) = 6.0 ft
GCpi = +/-0.18 Zone 2 length = 8.0 ft
Wind Pressure Coefficients
CASE A CASE B
Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi
1 0.48 0.66 0.30 -0.45 -0.27 -0.63
2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87
3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55
4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63
5 0.40 0.58 0.22
6 -0.29 -0.11 -0.47
1E 0.72 0.90 0.54 -0.48 -0.30 -0.66
2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25
3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71
4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66
5E 0.61 0.79 0.43
6E -0.43 -0.25 -0.61
Ultimate Wind Surface Pressures (psf)
1 12.7 5.7 -5.2 -12.1
2 -9.8 -16.7 -9.8 -16.7
3 -4.9 -11.8 -3.7 -10.6
4 -3.7 -10.7 -5.2 -12.1
5 11.1 4.2
6 -2.1 -9.0
1E 17.4 10.5 -5.8 -12.7
2E -17.1 -24.0 -17.1 -24.0
3E -8.6 -15.5 -6.7 -13.6
4E -7.2 -14.2 -5.8 -12.7
5E 15.2 8.3
6E -4.8 -11.7
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof
Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs = 13.5 psf (upward) add to
windward roof pressure
Horizontal MWFRS Simple Diaphragm Pressures (psf)
Transverse direction (normal to L)
Interior Zone: Wall 16.4 psf
Roof -4.9 psf **
End Zone: Wall 24.6 psf
Roof -8.5 psf **
Longitudinal direction (parallel to L)
Interior Zone: Wall 13.3 psf
End Zone: Wall 20.0 psf
** NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
θ = 14 deg
6
Rogue Richardson, PE JOB TITLE 16' X 44' Pole Structure
1720 S Powerline Road 508 E Bower Street
Nampa, Idaho 83686 JOB NO.SHEET NO.
9208) 577-7071 CALCULATED BY DATE
CHECKED BY DATE
Seismic Loads:IBC 2018 Strength Level Forces
Risk Category : II
Importance Factor (I) : 1.00
Site Class : D
Ss (0.2 sec) = 28.40 %g
S1 (1.0 sec) = 10.40 %g
Fa = 1.573 Sms = 0.447
SDS =0.298 Design Category = B
Fv = 2.392 Sm1 = 0.249
SD1 =0.166 Design Category = C
Seismic Design Category =C
Redundancy Coefficient ρ = 1.30
Number of Stories: 1
Structure Type:All other building systems
Horizontal Struct Irregularities:No plan Irregularity
Vertical Structural Irregularities:No vertical Irregularity
Flexible Diaphragms: No
Building System: Cantilevered Column Systems detailed to conform to the requirements for:
Seismic resisting system: Timber frames
System Structural Height Limit: 35 ft
Actual Structural Height (hn) =16.0 ft
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 1.5
Over-Strength Factor (Ωo) = 1.5
Deflection Amplification Factor (Cd) =1.5
SDS =0.298
SD1 =0.166
Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = 1.3Qe +/-0.060D
Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 1.5Qe +/-0.060D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral-Force Analysis - Permitted
Building period coef. (CT) =0.020 Cu = 1.57
Approx fundamental period (Ta) =CThn
x = 0.160 sec x= 0.75 Tmax = CuTa = 0.251
User calculated fundamental period (T) =sec Use T = 0.160
Long Period Transition Period (TL) =ASCE7 map =6
Seismic response coef. (Cs) =SDSI/R =0.199
need not exceed Cs =Sd1 I /RT =0.691
but not less than Cs =0.044SdsI = 0.013
USE Cs = 0.199
Design Base Shear V =0.199W
Model & Seismic Response Analysis - Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Δa = 0.020hsx where hsx is the story height below level x
QE = horizontal seismic force
7
Rogue Richardson, PE CLIENT:AJB Contractors
1720 S Powerline JOB: 16' x 44' Pole Structure
Nampa, ID 83686 DESCRIPTION: Purlin Load
(208) 463-7670 DESIGNER: Rogue Richardson
DATE:
Comments:
DL = 10 psf
LL = 25 psf
Purlin Load = 2 * ( 10 + 25 ) = 70 plf
Distance between Trusses =11 ft
Load at each Hanger = 11 / 2 * 70 = 385 lbs
See Enercalc bending check - next page
Jul. 26, 2021
PURLIN LOAD
8
Wood Beam
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:2x6 Roof Purlin
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File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:11PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0070, S = 0.0250 ksf, Tributary Width = 2.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.975: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1
Location of maximum on span 5.357 ft
59.13 psi=
=
1,547.33 psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+S+H
=
=
=
207.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.286 : 1
10.319 ft=
=
1,507.94 psi
Maximum Deflection
0 <265
215
Ratio =0 <201
Max Downward Transient Deflection 0.454 in 284Ratio =>=265
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.597 in Ratio =>=201
Max Upward Total Deflection 0.000 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
+D+H 0.00 0.00 0.000.00
1.00Length = 10.750 ft 1 0.299 0.088 0.90 1.300 1.15 1.00 1.00 0.23 361.88 1210.95 0.08 162.00
1.00 14.19
1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.269 0.079 1.00 1.300 1.15 1.00 1.00 0.23 361.88 1345.50 0.08 180.00
1.00 14.19
1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.215 0.063 1.25 1.300 1.15 1.00 1.00 0.23 361.88 1681.88 0.08 225.00
1.00 14.19
1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.975 0.286 1.15 1.300 1.15 1.00 1.00 0.95 1,507.94 1547.33 0.33 207.00
1.00 59.13
1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.215 0.063 1.25 1.300 1.15 1.00 1.00 0.23 361.88 1681.88 0.08 225.00
1.00 14.19
1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.789 0.231 1.15 1.300 1.15 1.00 1.00 0.77 1,221.43 1547.33 0.26 207.00
1.00 47.90
1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
9
Wood Beam
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:2x6 Roof Purlin
Title Block Line 1
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File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:11PM
Project Descr:
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 10.750 ft 1 0.168 0.049 1.60 1.300 1.15 1.00 1.00 0.23 361.88 2152.80 0.08 288.00
1.00 14.19
1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.168 0.049 1.60 1.300 1.15 1.00 1.00 0.23 361.88 2152.80 0.08 288.00
1.00 14.19
1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.567 0.166 1.60 1.300 1.15 1.00 1.00 0.77 1,221.43 2152.80 0.26 288.00
1.00 47.90
1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.101 0.030 1.60 1.300 1.15 1.00 1.00 0.14 217.13 2152.80 0.05 288.00
1.00 8.51
1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.168 0.049 1.60 1.300 1.15 1.00 1.00 0.23 361.88 2152.80 0.08 288.00
1.00 14.19
1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.567 0.166 1.60 1.300 1.15 1.00 1.00 0.77 1,221.43 2152.80 0.26 288.00
1.00 47.90
1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00
1.00 0.00
1.00Length = 10.750 ft 1 0.101 0.030 1.60 1.300 1.15 1.00 1.00 0.14 217.13 2152.80 0.05 288.00
1.00 8.51
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S+H 1 0.5973 5.393 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.354 0.354
Overall MINimum 0.269 0.269
+D+H 0.085 0.085
+D+L+H 0.085 0.085
+D+Lr+H 0.085 0.085
+D+S+H 0.354 0.354
+D+0.750Lr+0.750L+H 0.085 0.085
+D+0.750L+0.750S+H 0.286 0.286
+D+0.60W+H 0.085 0.085
+D+0.750Lr+0.750L+0.450W+H 0.085 0.085
+D+0.750L+0.750S+0.450W+H 0.286 0.286
+0.60D+0.60W+0.60H 0.051 0.051
+D+0.70E+0.60H 0.085 0.085
+D+0.750L+0.750S+0.5250E+H 0.286 0.286
+0.60D+0.70E+H 0.051 0.051
D Only 0.085 0.085
S Only 0.269 0.269
H Only
10
11
Rogue Richardson, PE CLIENT:AJB Contractors
1720 S Powerline JOB: 16' x 44' Pole Structure
Nampa, ID 83686 DESCRIPTION: Truss Support Blocks
(208) 463-7670 DESIGNER: Rogue Richardson
DATE:
Comments:
Controlling Load at Block
DL = 10 psf
SL = 25 psf
Truss Span =16 ft
Distance between Posts =11 ft
Truss Load = 8 * ( 10 + 25 ) * 5.5 = 1540 plf
Number of Nails = 1540 / 141) = 12 16d Nails
.
Block Size = 21
Use 21in block with (12) 16d nails under each Truss
End Post Dead Load =440
End Post Live Load =1100
Field Post Dead Load =880
Field Post Live Load =2200
Jul. 26, 2021
TRUSS SUPPORT BLOCK
Main Support Truss
12
13
Rogue Richardson, PE CLIENT:AJB Contractors
1720 S Powerline JOB: 16' x 44' Pole Structure
Nampa, ID 83686 DESCRIPTION: End Column on Side Wall
(208) 463-7670 DESIGNER: Rogue Richardson
DATE:
Comments:
2ft 8.5psf
14 ft 24.6 psf
Distance Between Columns = 11 ft
2 Columns Resisting Wind Loading
Point Load at the Top of Column = (5.5 * 2 * 8.5) / 2 47 lbs
Distributed Load along Column = (24.6 * 5.5) / 2 = 68 lbs
Jul. 26, 2021
Wind Load on Column - End Column
14
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:End Column
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File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 6x6Analysis Method :
14Overall Column Height ft
Load Resistance Factor Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top Free, Bottom Fixed
Wood Species Hem-Fir (North)
Wood Grade No. 1/No. 2
Fb +1,000.0
1,000.0 psi
1,450.0
405.0
145.0
575.0
28.720
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 6.0 in
Exact Depth 6.0 in
Area 36.0 in^2
Ix 108.0 in^4
Iy 108.0 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi YesMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 100.520 lbs * Dead Load Factor
AXIAL LOADS . . .
Gravity: Axial Load at 14.0 ft, D = 0.440, L = 1.10 k
BENDING LOADS . . .
Lat. Point Load at 14.0 ft creating Mx-x, W = 0.0470 k
Lat. Uniform Load creating Mx-x, W = 0.060 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.8776
Location of max.above base 0.0 ft
Applied Axial 1.749 k
Applied Mx -6.538 k-ft
Load Combination +1.20D+0.50Lr+L+W+1.60H
Load Combination +0.90D+W+1.60H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 36.958 psi
313.20Allowable Shear psi
0.07867 : 1 Bending Compression Tension
LRFD - Format Conversion factor 2.541 2.400 2.700
LRFD - Resistance factor 0.850 0.900 0.800
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.8870 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 3.296 in at 14.0 ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 3,132.0 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCLambdaLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+1.40D+1.60H 0.600 PASS PASS0.0 0.0 0.0 ft1.000 ft0.01119
+1.20D+0.50Lr+1.60L+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.02670
+1.20D+1.60L+0.50S+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.02670
+1.20D+1.60Lr+L+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.01939
+1.20D+1.60Lr+0.50W+1.60H 0.800 PASS PASS0.0 0.04917 0.0 ft1.000 ft0.5484
+1.20D+L+1.60S+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.01939
+1.20D+1.60S+0.50W+1.60H 0.800 PASS PASS0.0 0.04917 0.0 ft1.000 ft0.5484
+1.20D+0.50Lr+L+W+1.60H 1.000 PASS PASS0.0 0.07867 0.0 ft1.000 ft0.8776
15
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:End Column
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File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCLambdaLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+1.20D+L+0.50S+W+1.60H 1.000 PASS PASS0.0 0.07867 0.0 ft1.000 ft0.8776
+0.90D+W+1.60H 1.000 PASS PASS0.0 0.07867 0.0 ft1.000 ft0.8774
+1.20D+L+0.20S+E+1.60H 1.000 PASS PASS0.0 0.0 0.0 ft1.000 ft0.01551
+0.90D+E+0.90H 1.000 PASS PASS0.0 0.0 0.0 ft1.000 ft0.004314
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.541
+D+L+H 1.641
+D+Lr+H 0.541
+D+S+H 0.541
+D+0.750Lr+0.750L+H 1.366
+D+0.750L+0.750S+H 1.366
+D+0.60W+H 0.5410.532 3.923
+D+0.750Lr+0.750L+0.450W+H 1.3660.399 2.942
+D+0.750L+0.750S+0.450W+H 1.3660.399 2.942
+0.60D+0.60W+0.60H 0.3240.532 3.923
+D+0.70E+0.60H 0.541
+D+0.750L+0.750S+0.5250E+H 1.366
+0.60D+0.70E+H 0.324
D Only 0.541
Lr Only
L Only 1.100
S Only
W Only 0.887 6.538
E Only
H Only
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.60W+H 0.0000 1.9776 14.000 ftft inin 0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 1.4832 14.000 ftft inin 0.000
+D+0.750L+0.750S+0.450W+H 0.0000 1.4832 14.000 ftft inin 0.000
+0.60D+0.60W+0.60H 0.0000 1.9776 14.000 ftft inin 0.000
+D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000
+0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000
D Only 0.0000 0.0000 0.000 ftft inin 0.000
Lr Only 0.0000 0.0000 0.000 ftft inin 0.000
L Only 0.0000 0.0000 0.000 ftft inin 0.000
S Only 0.0000 0.0000 0.000 ftft inin 0.000
W Only 0.0000 3.2960 14.000 ftft inin 0.000
E Only 0.0000 0.0000 0.000 ftft inin 0.000
H Only 0.0000 0.0000 0.000 ftft inin 0.000
16
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:End Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Sketches
17
Rogue Richardson, PE CLIENT:AJB Contractors
1720 S Powerline JOB: 16' x 44' Pole Structure
Nampa, ID 83686 DESCRIPTION: Field Columns on Side Wall
(208) 463-7670 DESIGNER: Rogue Richardson
DATE:
Comments:
2ft 4.9psf
14 ft 16.4 psf
Distance Between Columns = 11 ft
2 Columns Resisting Wind Loading
Point Load at the Top of Column = (11 * 2 * 4.9) / 2 =54 lbs
Distributed Load along Column = (16.4 * 11) / 2 = 90 lbs
Jul. 26, 2021
Wind Load on Column - Field Column
18
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Field Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 6x8Analysis Method :
14Overall Column Height ft
Load Resistance Factor Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top Free, Bottom Fixed
Wood Species Hem-Fir (North)
Wood Grade No. 1/No. 2
Fb +1,000.0
1,000.0 psi
1,450.0
405.0
145.0
575.0
28.720
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 6.0 in
Exact Depth 8.0 in
Area 48.0 in^2
Ix 256.0 in^4
Iy 144.0 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi YesMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 134.027 lbs * Dead Load Factor
AXIAL LOADS . . .
Gravity: Axial Load at 14.0 ft, D = 0.880, L = 2.20 k
BENDING LOADS . . .
Lat. Point Load at 14.0 ft creating Mx-x, W = 0.0540 k
Lat. Uniform Load creating Mx-x, W = 0.090 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.7233
Location of max.above base 0.0 ft
Applied Axial 3.417 k
Applied Mx -9.576 k-ft
Load Combination +1.20D+0.50Lr+L+W+1.60H
Load Combination +0.90D+W+1.60H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 41.063 psi
313.20Allowable Shear psi
0.08740 : 1 Bending Compression Tension
LRFD - Format Conversion factor 2.541 2.400 2.700
LRFD - Resistance factor 0.850 0.900 0.800
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 1.314 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 2.022 in at 14.0 ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 3,132.0 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCLambdaLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+1.40D+1.60H 0.600 PASS PASS0.0 0.0 0.0 ft1.000 ft0.01574
+1.20D+0.50Lr+1.60L+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.03939
+1.20D+1.60L+0.50S+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.03939
+1.20D+1.60Lr+L+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.02841
+1.20D+1.60Lr+0.50W+1.60H 0.800 PASS PASS0.0 0.05463 0.0 ft1.000 ft0.4519
+1.20D+L+1.60S+1.60H 0.800 PASS PASS0.0 0.0 0.0 ft1.000 ft0.02841
+1.20D+1.60S+0.50W+1.60H 0.800 PASS PASS0.0 0.05463 0.0 ft1.000 ft0.4519
+1.20D+0.50Lr+L+W+1.60H 1.000 PASS PASS0.0 0.08740 0.0 ft1.000 ft0.7233
19
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Field Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCLambdaLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+1.20D+L+0.50S+W+1.60H 1.000 PASS PASS0.0 0.08740 0.0 ft1.000 ft0.7233
+0.90D+W+1.60H 1.000 PASS PASS0.0 0.08740 0.0 ft1.000 ft0.7229
+1.20D+L+0.20S+E+1.60H 1.000 PASS PASS0.0 0.0 0.0 ft1.000 ft0.02273
+0.90D+E+0.90H 1.000 PASS PASS0.0 0.0 0.0 ft1.000 ft0.006071
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 1.014
+D+L+H 3.214
+D+Lr+H 1.014
+D+S+H 1.014
+D+0.750Lr+0.750L+H 2.664
+D+0.750L+0.750S+H 2.664
+D+0.60W+H 1.0140.788 5.746
+D+0.750Lr+0.750L+0.450W+H 2.6640.591 4.309
+D+0.750L+0.750S+0.450W+H 2.6640.591 4.309
+0.60D+0.60W+0.60H 0.6080.788 5.746
+D+0.70E+0.60H 1.014
+D+0.750L+0.750S+0.5250E+H 2.664
+0.60D+0.70E+H 0.608
D Only 1.014
Lr Only
L Only 2.200
S Only
W Only 1.314 9.576
E Only
H Only
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.60W+H 0.0000 1.2135 14.000 ftft inin 0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 0.9101 14.000 ftft inin 0.000
+D+0.750L+0.750S+0.450W+H 0.0000 0.9101 14.000 ftft inin 0.000
+0.60D+0.60W+0.60H 0.0000 1.2135 14.000 ftft inin 0.000
+D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000
+0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000
D Only 0.0000 0.0000 0.000 ftft inin 0.000
Lr Only 0.0000 0.0000 0.000 ftft inin 0.000
L Only 0.0000 0.0000 0.000 ftft inin 0.000
S Only 0.0000 0.0000 0.000 ftft inin 0.000
W Only 0.0000 2.0224 14.000 ftft inin 0.000
E Only 0.0000 0.0000 0.000 ftft inin 0.000
H Only 0.0000 0.0000 0.000 ftft inin 0.000
20
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Field Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:57PM
Project Descr:
Sketches
21
Rogue Richardson, PE CLIENT:AJB Contractors
1720 S Powerline JOB: 16' x 44' Pole Structure
Nampa, ID 83686 DESCRIPTION: End Wall
(208) 463-7670 DESIGNER: Rogue Richardson
DATE:
Comments:
14 ft 13.3 psf
Controlling Tributary Width =8 ft
Distributed Load along Column = 8 * 13.3 = 106.4 lbs
Jul. 26, 2021
Controlling End Wall Column
22
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Front/Back Wall Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:58PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 6x6Analysis Method :
14Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top Pinned, Bottom Fixed
Wood Species Hem-Fir (North)
Wood Grade No. 1/No. 2
Fb +1,000.0
1,000.0 psi
1,450.0
405.0
145.0
575.0
28.720
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 6.0 in
Exact Depth 6.0 in
Area 36.0 in^2
Ix 108.0 in^4
Iy 108.0 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi YesMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 100.520 lbs * Dead Load Factor
BENDING LOADS . . .
Lat. Uniform Load creating My-y, W = 0.1070 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.2849
Location of max.above base 0.0 ft
Applied Axial 0.1005 k
Applied Mx 0.0 k-ft
Load Combination +D+0.60W+H
Load Combination +D+0.60W+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 23.406 psi
232.0Allowable Shear psi
0.1009 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My -1.573 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.5618 k Bottom along X-X 0.9363 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :n/a
Along X-X 0.2226 in at 8.175 ft above base
Fc : Allowable 2,320.0 psi
Other Factors used to calculate allowable stresses . . .
for load combination :W Only
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+H 0.900 PASS PASS0.0 0.0 14.0 ft1.000 ft0.002140
+D+L+H 1.000 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001926
+D+Lr+H 1.250 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001541
+D+S+H 1.150 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001674
+D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001541
+D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001674
+D+0.60W+H 1.600 PASS PASS0.0 0.1009 0.0 ft1.000 ft0.2849
+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.07567 0.0 ft1.000 ft0.2137
+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.07567 0.0 ft1.000 ft0.2137
+0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.1009 0.0 ft1.000 ft0.2849
+D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001204
+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 14.0 ft1.000 ft0.001204
23
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Front/Back Wall Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:58PM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+0.60D+0.70E+H 1.600 PASS PASS0.0 0.0 14.0 ft1.000 ft0.000722
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.101
+D+L+H 0.101
+D+Lr+H 0.101
+D+S+H 0.101
+D+0.750Lr+0.750L+H 0.101
+D+0.750L+0.750S+H 0.101
+D+0.60W+H 0.1010.562 0.337 1.573
+D+0.750Lr+0.750L+0.450W+H 0.1010.421 0.253 1.180
+D+0.750L+0.750S+0.450W+H 0.1010.421 0.253 1.180
+0.60D+0.60W+0.60H 0.0600.562 0.337 1.573
+D+0.70E+0.60H 0.101
+D+0.750L+0.750S+0.5250E+H 0.101
+0.60D+0.70E+H 0.060
D Only 0.101
Lr Only
L Only
S Only
W Only 0.936 0.562 2.621
E Only
H Only
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+Lr+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750Lr+0.750L+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.60W+H 0.1336 0.0000 0.000 ftft inin 8.174
+D+0.750Lr+0.750L+0.450W+H 0.1002 0.0000 0.000 ftft inin 8.174
+D+0.750L+0.750S+0.450W+H 0.1002 0.0000 0.000 ftft inin 8.174
+0.60D+0.60W+0.60H 0.1336 0.0000 0.000 ftft inin 8.174
+D+0.70E+0.60H 0.0000 0.0000 0.000 ftft inin 0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000 ftft inin 0.000
+0.60D+0.70E+H 0.0000 0.0000 0.000 ftft inin 0.000
D Only 0.0000 0.0000 0.000 ftft inin 0.000
Lr Only 0.0000 0.0000 0.000 ftft inin 0.000
L Only 0.0000 0.0000 0.000 ftft inin 0.000
S Only 0.0000 0.0000 0.000 ftft inin 0.000
W Only 0.2226 0.0000 0.000 ftft inin 8.174
E Only 0.0000 0.0000 0.000 ftft inin 0.000
H Only 0.0000 0.0000 0.000 ftft inin 0.000
24
Wood Column
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Front/Back Wall Column
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:58PM
Project Descr:
Sketches
25
Pole Footing Embedded in Soil
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Controlling Column Footing
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:55PM
Project Descr:
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Circular
24.0
200.0
2,500.0
Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . . .in
Allow Passive . . . . . . . . . . . . . . . . . . pcf
Max Passive . . . . . . . . . . . . . . . . . . . psf
Calculate Min. Depth for Allowable Pressures
+D+0.60W+HGoverning Load Combination :
Lateral Load 0.7884
Moment 5.746 k-ft
Minimum Required Depth 4.0 ft
k
Restraint @ Ground Surface
Pressure at Depth
Actual 763.09 psf
Allowable 800.0 psf
Surface Retraint Force 3,840.75 lbs
Controlling Values
ft^2Footing Base Area 3.142
Maximum Soil Pressure 0.9804 ksf
k
k
k
0.880
k
2.20
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above
0.0540
14.0
k
k
k
k
k
k
k
ft
Lateral Distributed Loads (klf)
TOP of Load above ground surface
BOTTOM of Load above ground surface
0.090
14.0
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ft
Applied Moment (kft)
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
ground surface
ft
Vertical Load (k)
k
Load Combination Results
Factor
Soil IncreaseForces @ Ground Surface
Load Combination
Required
Loads - (k) Moments - (ft-k) Depth - (ft)
Pressure at Depth
Allow - (psf)Actual - (psf)
0.00.000 0.000+D+H 0.13 1.00025.0
0.00.000 0.000+D+L+H 0.13 1.00025.0
0.00.000 0.000+D+Lr+H 0.13 1.00025.0
0.00.000 0.000+D+S+H 0.13 1.00025.0
0.00.000 0.000+D+0.750Lr+0.750L+H 0.13 1.00025.0
0.00.000 0.000+D+0.750L+0.750S+H 0.13 1.00025.0
763.10.788 5.746+D+0.60W+H 4.00 1.000800.0
696.90.591 4.309+D+0.750Lr+0.750L+0.450W+H 3.63 1.000725.0
696.90.591 4.309+D+0.750L+0.750S+0.450W+H 3.63 1.000725.0
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Pole Footing Embedded in Soil
ROGUE RICHARDSONLic. # : KW-06008302
DESCRIPTION:Controlling Column Footing
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
File: circle d pole barn.ec6
Project Title:
Engineer:
Project ID:
Printed: 26 JUL 2021, 5:55PM
Project Descr:
763.10.788 5.746+0.60D+0.60W+0.60H 4.00 1.000800.0
0.00.000 0.000+D+0.70E+0.60H 0.13 1.00025.0
0.00.000 0.000+D+0.750L+0.750S+0.5250E+H 0.13 1.00025.0
0.00.000 0.000+0.60D+0.70E+H 0.13 1.00025.0
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