Quick Pole Verification
Foundation Response / Verification Results
There are few Pole Line Design software tools in existence that consider all of the above aspects of Foundation strength. It is therefore proposed that it is most appropriate to ask software tools to clarify if they do any of these calculations, and if they do, what technique is used.
Coupled with this, if any tests are performed, what Soil parameters are used and what Safety Factors are applied to the results.
Here are the answers w.r.t Quick Pole:
For comparison with others, below we openly share the Soil Parameters used with the methods shown above.
Example of Soil Failure from Lateral Loads around a pole
Street / Lead
40 ft CL 4 Overall Utilization = 110 % ; Fibre Stress Utilization= 110 %, Estimated Vertical Load Utilization = 2 %
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
The Soil around the pole CANNOT support the Pole's Groundline Moments (104134 N-M) required.
Required Depth of Setting = 1.991 m. Current Depth of Setting = 1.829 m. Soil Class= 1
Worst Wind Direction for Pole Loading is 90°
The Vertical Load capacity of the Soil directly below the pole is within defined limits.
Capacity = 139 KN (1819 Kpa Bearing Capacity + 4 KN skin resistance. Soil Safety Factor= 1). Load = 9 KN
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
The Soil around the pole CANNOT support the Pole's Groundline Moments (104134 N-M) required.
Required Depth of Setting = 1.991 m. Current Depth of Setting = 1.829 m. Soil Class= 1
Worst Wind Direction for Pole Loading is 90°
The Vertical Load capacity of the Soil directly below the pole is within defined limits.
Capacity = 139 KN (1819 Kpa Bearing Capacity + 4 KN skin resistance. Soil Safety Factor= 1). Load = 9 KN
Attachments (1)
0°, H=9.754m, Point Load: Tensile Force= 10.676 KN
Example of Push brace being pulled out of the ground and the Soil Capacity trying to resist
40 ft CL 4 Overall Utilization = 76 % ; Fibre Stress Utilization= 76 %, Estimated Vertical Load Utilization = 53 %
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
Soil Groundline Moment tests were not performed since the pole is guyed. Groundline Moments = 13937 N-M.
Worst Wind Direction for Pole Loading is 90°
The Vertical Load capacity of the Soil directly below the pole is within defined limits.
Capacity = 139 KN (1819 Kpa Bearing Capacity + 4 KN skin resistance. Soil Safety Factor= 1). Load = 45 KN
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
Soil Groundline Moment tests were not performed since the pole is guyed. Groundline Moments = 13937 N-M.
Worst Wind Direction for Pole Loading is 90°
The Vertical Load capacity of the Soil directly below the pole is within defined limits.
Capacity = 139 KN (1819 Kpa Bearing Capacity + 4 KN skin resistance. Soil Safety Factor= 1). Load = 45 KN
Attachments (3)
0°, H=9.754m, Point Load: Tensile Force= 10.676 KN
H= 9.363m, TRANS 10KVA: Weight= 94 Kg
180°, H= 7.254m, Push Brace: Push Brace is in Tension of 36.7 KN.
Push Brace is being pulled out of the ground !
Push Brace is being pulled out of the ground !
Push Brace weight of 2.059 KN plus factored soil resistance of 3.6 KN is not enough.
Net Positive (upward) Force = -31.035 KN
Net Positive (upward) Force = -31.035 KN
Example of Push brace lifting the supported pole out of the ground and the Soil Capacity trying to resist
Street / Lead
40 ft CL 4 Overall Utilization = 77 % ; Fibre Stress Utilization= 77 %, Estimated Vertical Load Utilization = 9 %
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
Soil Groundline Moment tests were not performed since the pole is guyed. Groundline Moments = 14413 N-M.
Worst Wind Direction for Pole Loading is 90°
Pole is being lifted out of the ground !
Pole and Attachment weights plus factored soil resistance of 5 KN is insufficient.
Net Positive (upward) Force = -11 KN
Pole Stresses are only based on a Linear Analysis (not Nonlinear) based on Project Setting.
Soil Groundline Moment tests were not performed since the pole is guyed. Groundline Moments = 14413 N-M.
Worst Wind Direction for Pole Loading is 90°
Pole is being lifted out of the ground !
Pole and Attachment weights plus factored soil resistance of 5 KN is insufficient.
Net Positive (upward) Force = -11 KN
Attachments (3)
0°, H = 9.754m, Point Load: Tensile Force= 10.676 KN
0°, H = 7.254m, Push Brace:
Push Brace Compression Forces of 32 KN requires a 35 ft Cl 5 pole. This class Push Brace has a Factored Compression Capacity of 181 KN.
The Vertical Load Capacity of the Soil directly below the Push Brace is within defined limits.
Push Brace Compression Forces of 32 KN requires a 35 ft Cl 5 pole. This class Push Brace has a Factored Compression Capacity of 181 KN.
The Vertical Load Capacity of the Soil directly below the Push Brace is within defined limits.
Factored Soil Vertical Load Capacity = 78.4 KN. Net Vertical Loads = 31.2 KN
