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The geometry of the tower
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The structure will build according to AS 1170 which defines a three-support connection tower with assume the load factors such as “live, dead, and wind” load. The geometrical format elaborates on the height, weight, cross-section figure, and dimension of the specified tower. So, according to the design and software format the tower height is 57.5 m, and in that specific location basic wind speed is 70m/s. The cross-section defines the shape of the specific structure as circular, rectangular, or composite shape. The shape of the structure is based on the structure's stability, architectural aesthetics, and load-bearing capacity. So, this communication tower is based on three fixed support with main members and connectors. To carefully illustrate and analyze the behavior of the tower under various stacking situations, SAP2000 can enter the geometrical parameters of the tower, such as cross-sectional and dimension properties. The program provides tools to create, modify, and analyze the parameters of the tower, enabling experts to evaluate its fundamental presentation and ensure it complies with the best criteria and plan regulations. So, the software program is analyzed the member and connection force of the connection tower based on the wind speed and height as well. The research will conduct a model and analytical factor of the communication tower at the Casuarina campus.
Applied load combinations
The applied load applied on the communication tower is wind, live and dead load. According to the section choose L1.5 x 1.5 x ¼ tower whose height and wind speed, pressure, and effective wind area measure the wind load.
Wind Load
The tower will build at the Casuarina campus so there wind speed is 70m/s so,
Wind Force = 0.628 x Cd x A x V2
Where, “Cd = drag coefficient, A = area, V = wind speed”
Fy = 250MPa
Tower height = 57.5 m
Wind Speed V = 70 m/s
Cd = 0.8
A = 3.14 x 0.25 x 57.5 = 44.78 m2
Wind Force = 0.628 x0.8 x 44.78 x 7002
Wind Force = 21885624 N
Wind Load = 21885624 /250 x 106
Wind Load = 875.42 kN
Hence, the calculated wind load is 875.42 kN.
Live Load
The live load for connection towers to take into account is snow load. Pf = 1.4kS (k)qg, where S is the site importance factor (1.0 for standard design), k is the terrain element as 2.0, qg is the amount of ground snow load, and Pf is the design snow load, is how snow load is calculated in accordance with AS1170.
Tower height:
qg = 14 = 0.08H
H = tower height in meter
qg = 14 = (0.08 x 57.5) = 15.6 KN/m2
So, the snow design is calculated according to AS1170,
Pf = 1.4 x 1 x 15.6 = 21.084 KN/m2
So, the live load od to0wer = 21.84 x (1.5 x 1.5 x 0.25) = 66.75 KN
Dead Load
A dead load is a static imposed load that consists of one's own load of a piece of content and any items connected to it so that they form a single unit. The estimation of dead load for a connection tower with a level of 57.5 meters, a steel unit weight of 78.5 kN/m3, and an area of 1.5 x 1.5 x 1/4 are as follows, according to AS 1170.
Dead load = Unit weight and Volume of material
The formula can be stated as follows since the area of the connection tower has a square cross-section of 1.5 x 1.5 m and a thickness of 1/4 is specified,
Dead load (Kn/m) = (1.5x1.5x0.025) x 78.5
Dead load = 0.56 Kn/m
By multiplying the dead load by the tower's height (57.5 meters in this case), one may estimate the total dead load in the connecting tower's base.
Dead load (KN) = 0.56 x 57.5
Dead load = 32.2 KN
The calculation gives complete prior to applying any component of safety or coefficients of assessment. Variables of security and coefficients of assessment are utilized to give an edge somewhere safe against the disappointment of underlying individuals and simultaneously consider vulnerabilities in the plan conditions. These extra qualities were inferred in light of the live load, outside loadings, wind load, and other comparable circumstances which are applied to the design.
Figure 1: Deformed shape of the tower
(Self-created in SAP2000)
Support Reactions
Figure 2: Support Reactions
(Self-created in SAP2000)
The reactions at the connection of the tower's supports define the forces or moments used on the foundations to maintain the equilibrium of the tower. Typically, these replies are chosen as a part of the initial inspection and design process. The supports could be groups, or any other underlying elements that support the weight and resist the powers advancing toward the tower. A number of variables, including the tower calculation, applied loads, and primary design, have an impact on the responses at the support. So, applying the load factors to the tower structure creates a reaction that is specified in this software outcome. Thus, to build the tower create three cable connections in the uppermost, middle, and lowermost according to the tower height. So, the support reaction of the uppermost cable is in X, Y, and Z axis as 6.626E-04 and 6.453E-04, 2 and 1.61, 1.16 and 1.13. The middle cable is in X, Y, and Z axis as 0.51 and 0.69, 0.87 and 2.06, 0.89 and 1.19. The lowermost cable is in X, Y, and Z axis as 0.51 and 0.69, 0.20 and 0.86, 0.89 and 1.19.
Member Forces
Figure 3: Member Stress
(Self-created in SAP2000)
The internal forces that monitor the individual fundamental individuals inside the tower are referenced by the component forces in an association tower. These abilities are a result of the applied weights and their conveyance throughout the tower's design. Recognizing part force is essential to withstand typical loads and ensure the association tower's overall dependability and security. According to the applied load, the member will resist all loads as considered forces. Thus, this specific tower was designed with three cable support so member force defines according to the software process. In this software outcome, the member force will divide into three parts upper, middle, and lower members. So, the upper member creates more force than the middle member and the middle member creates more force than the lower member in this specified tower.
Connection Forces
The behavior of the tower under Cyclone
A tower built to withstand cyclonic conditions would be constructed to counter the force’s stronghold. The calculation of the tower and its main constituents, such as its section and support would be meant to be strong and solid enough to sustain the applied loads. A strong primary material with 250 Mpa yield strength is suggested one that can provide significant resistance to wind-induced force. The appropriate plan measure, such as wind load calculation, support specification, and association arrangement would be carried out by according to the relevant plan regulation to ensure fundamental respectability and integrity.
Displacement of the antenna
Calculate the wind's impact on the tower,
Force is equal to the product of air density, area, and wind speed.
The density of air is 1.225 kg/m3.
Force = 1.225 x (1.5 x 1.5 x 0.25) x (70 x 70)
Force = 1350 N
So, the maximum elastic displacement at the top of the tower is,
Displacement = Force/Fy
Here, Fy = 250 MPa
So, Displacement = 1350/250 = 5.4 m.
Noe, calculate of maximum expected displacement of the tower top is,
Maximum expected displacement = (Tower height)/ (Wind speed x 2)
Thus, the wind speed is 57.5
Maximum expected displacement = 57.5/(70 x 2) = 1.64m.
Reduction of displacement of the antenna
If the displacement will reduce by 25% from the maximum displacement of 1.64m then would increase the antenna structure’s stiffness. Stiffness also be enhanced by structural elements rearranging, size optimization, and use the of bracing members. With that adding such factors which are mentioned here, add the bracing member between the antenna structure and roof beam. Include bracing member vertically on this antenna structure and add the bolt connection between the horizontal structure of the specified structure as well.
References
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