FREQUENTLY ASKED QUESTIONS
CHECKPOLE has been optimised for 64-bit operating systems to prevent memory issues when analysing resource-intensive map image data.
CHECKPOLE requires an active internet connection to validate licence credentials and manage users. If you are behind a firewall or proxy, you may have trouble connecting to the Revolutio licence server. In such cases, you have some options:
- Allow CHECKPOLE to access the internet through your firewall.
- Open standard HTTP (80) and HTTPS (443) ports.
- Allow access to revolutio.com.au and vip.timezonedb.com domains.
- CHECKPOLE will display a notification warning if it detects a proxy; you can edit the proxy settings by clicking on the notification.
You will need to configure your network settings, proxy and/or firewall to allow CHECKPOLE access to Google Maps.
We’re dependent on the quality of Google Maps data for terrain/exposure category detection. Most new structures are built in or near urban areas where map data tends to be more accurate, and for this reason the detection algorithm is catered towards getting the best possible answers for urban sites.
Regional sites may have less refined map data, leading the detection algorithm to provide less accurate results. However, their isolation usually makes determining the terrain/exposure category straightforward by simply reviewing the satellite imagery.
CHECKPOLE uses the Rayleigh method to calculate the first mode natural frequency. The advantage of the Rayleigh method is that it enables CHECKPOLE to account the mass of lap joints, stiffness reductions at openings, non-uniform shaft mass from tapers and masses above the tip, which is otherwise more difficult using a conventional stiffness formulation.
If the natural frequency for a library pole calculated by CHECKPOLE is lower than you’ve calculated in a program such as SPACE GASS, that makes perfect sense; CHECKPOLE is taking into account the mass of material at the laps and also any openings along its length which will drastically reduce stiffness, neither of which can be into consideration by programs such as Mstower or SPACE GASS.
If the monopole natural frequency is less than 1.0 Hz and the ultimate limit state (ULS VR) and serviceability limit state (SLS VR) regional wind speeds are similar/equal, it is possible for the serviceability wind case to give higher values than the ultimate wind case. This is due to the application of Cdyn and the difference in structural damping ratios specified in AS/NZS 1170.2 (Section 6.2.2). This can be avoided by using an appropriate (i.e. lower) serviceability limit state regional wind speed.
Single openings are calculated as per BS EN 40-3-3 (based on actual test data of single openings in street light poles), and does account for plate and member buckling effects.
Double openings are calculated using elastic section propertie, and do not account for plate or member buckling effects. If the opening has sufficient reinforcement, the design capacities will start to exceed the gross properties of the same section without openings. Capacities for cross-sections with double openings are based on CICIND Commentary No. 5 and should be considered approximate only, tending towards unconservative as the Opening Height (Hd) increases relative to the monopole diameter.
Self-supporting monopoles may be treated as a vertical cantilever beam subjected to horizontal wind pressures and the self-weight. It may be analysed by beam theory for the purpose of determining the resulting longitudinal stresses. The only error introduced in the analysis of the stack shell by beam theory, as opposed to shell analysis, is the assumption that plane sections remain plane such that the stresses are proportional to the distances from the neutral axis. However, the error introduced by this assumption is small and conservative.
[Troitsky M.S.1990, ‘Tubular Steel Structures – Theory and Design’, p. 5-9]
The minimum length of any telescopic (i.e. slip type) field splices for all structures shall be 1.5 times the inside diameter of the exposed end of the female section.
[American Association of State Highway and Transportation Officials 2013, ‘Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals’, Section 5.14.9]
DRAG FACTOR FOR CIRCULAR/18-SIDED/20-SIDED MONOPOLES
Projections such as ladders and pipes from the side of the circular cylinder will promote flow separation for wind directions for which the project is at, or about, 90° from the windward generator. For those wind directions a drag coefficient of 1.2 should be used in the vicinity of the projection, irrespective of the value obtained for the “clean” cylinder. This value should be adopted along the axis of the cylinder for a length equal to one cylinder diameter, either side of the projection.
[Australasian Wind Engineering Society 2002, ‘Wind Loading Handbook for Australia and New Zealand’, p. 67]
The character of the vortex shedding forces for circular cylinders depends on the Reynolds number. While shedding tends to be organized at sub-critical (Re < 3 x 105) and trans-critical (Re > 3 x 106) Reynolds numbers, it tends to be irregular in the critical range (3 x 105 ≤ Re ≤ 3 x 106) unless the structural motion is sufficiently large to organise the fluctuating flow around the body. This phenomenon, referred to as “lock in”, becomes important for lightly damped members.
Vortex shedding tends to occur with steady continuous winds at a critical velocity. The velocity need not be very high, but it has been found that significant vibration does not occur unless the velocity is greater than 5 m/s. The periodic frequency of the vortex shedding can lock in on the natural frequency of the pole, resulting in very large alternating forces acting transverse to the wind flow direction. Occasionally, the vibration is so severe that fatigue cracks will appear.
Although vortex shedding can “lock in” and continue as the velocity increases or decreases slightly, if the velocity changes by more than 20 percent, the vortex shedding will stop. Gusty variable winds, such as might occur in a severe storm typically will not cause vortex shedding. In fact, if the wind velocity is greater than 15 m/s, the wind is generally too turbulent for vortex shedding to occur. In summary, the winds that are dangerous for vortex shedding are steady winds in the velocity range 5 to 15 m/s.
[Giosan, I, ‘Vortex Shedding Induced Loads on Free Standing Structures’, p. 6]
The Strouhal number (St) is a dimensionless number relating vortex shedding frequency (ncr) to wind speed (Vcr) and cross-sectional width (d).
For circular cross-sections, the Strouhal number varies with flow velocity and therefore the Reynolds number (Re). Experimental investigation has shown that the Strouhal number changes between sub-critical, critical, and trans-critical ranges, though a constant value of 0.2 can be assumed for practical application to the analysis of structures.
CHECKPOLE assumes the following values depending on the cross-sectional shape: