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Nonlinear Analysis of Traffic Poles and Signal Lights Using New ATLAS V6.01 . Bridge Software Institute, Gainesville, FL, USA. Overview of Atlas Version 6.01. Scope of Update Wind Pressure Equation (AASHTO 2006) has been implemented.

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slide1
Nonlinear Analysis of Traffic Poles and Signal Lights Using New ATLAS V6.01

Bridge Software Institute, Gainesville, FL, USA

overview of atlas version 6 01
Overview of Atlas Version 6.01
  • Scope of Update
    • Wind Pressure Equation (AASHTO 2006) has been implemented.
    • Pole design is performed according to FDOT Standard Index 17725, which requires both service load and factored load checks.
  • New features of Atlas V6.01 are as follows:
    • User can input wind velocity as either user-defined velocity or selection of county (Florida)
    • Foundation Design has been updated in order to determine the Embedment Length of Pole
    • “Results Viewer” is available to navigate through the output data.
  • Wind angle is limited between zero and ninety degrees.
fdot standard index 17725
FDOT Standard Index 17725 is implemented to select pole size that meets both service load and factored load requirements.FDOT Standard Index 17725

Table 2 : Load Factored

Table 1 : Service Load

Table 2 : Factored Load

Table 1 : Service Load

foundation design
Foundation Design accounts for Phi Factor (strength reduction factor) to determine the embedment depth using Brom’s method.Foundation Design

Brom’s Method is used to determine the required

embedment length of the selected pole to compute max. load resistance

cable design
Cable Design in V6.01 remains same as V5.04 using an approach shown below:

This approach is intended to retain a same SF used in Version 5.04

Cable Design
results comparison v5 04 vs v6 01
Results Comparison (V5.04 vs. V6.01)
  • Applied Wind Velocity 100 mph
  • Pole Design
    • Version 5.04 – NV pole
    • Version 6.01 – PIV pole
  • Cable Design
    • Version 5.04
    • Version 6.01
  • Foundation Design
    • Version 5.04
    • Version 6.01
  • Wind velocity of V6.01 equivalent to a wind velocity of 100 mph using V5.04 ~ 145 mph
  • Conservative error in wind load application in V5.04 has been corrected.
summary
Summary

To quantify

  • Influence of severe wind on system response
  • Effect of pole and cable size on system performance
  • Total structural demand and adequate design

Recommendations are

  • Quantification of forces in a worst case of wind
  • Iterative analyses with required pole/cable design
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