Volume 11 - Issue 56
/ August 2022
169
https://www.amazoniainvestiga.info ISSN 2322- 6307
DOI: https://doi.org/10.34069/AI/2022.56.08.18
How to Cite:
Resatoglu, R., Özsavaş Akçay, A., & Ostovar Ravari, S. (2022). Structural analysis and comparative study of photovoltaic panel
mounting systems in Northern Cyprus. Amazonia Investiga, 11(56), 169-182. https://doi.org/10.34069/AI/2022.56.08.18
Structural analysis and comparative study of photovoltaic panel
mounting systems in Northern Cyprus
Kuzey Kıbrıs'ta güneş paneli taşıyıcı sistemlerinin yapısal analizi ve karşılaştırılması
Received: July 29, 2022 Accepted: September 7, 2022
Written by:
Rifat Resatoglu80
https://orcid.org/0000-0002-7116-4497
Ayten Özsavaş Akçay81
https://orcid.org/0000-0003-3409-6621
Shaghayegh Ostovar Ravari82
https://orcid.org/0000-0001-9056-3867
Abstract
Northern Cyprus has made efforts to lessen its
reliance on oil products and increase the usage of
solar energy and installation of Photovoltaic
(PV) panels. The design of lightweight
structures, such as PV panel mounting systems,
is significantly influenced by the characteristics
of wind loads. Inaccurate calculations or a failure
to take the wind load into account have recently
resulted in substantial financial losses and
damage to equipment and structures. In addition,
the installation manner has remarkable effects on
the output and efficiency of the PV panels. The
wind loads on roof-mounted PV panels are
examined in this study by considering two
different heights for the building and different
span lengths based on two loading standards;
ASCE 7-16 and TS498, and the results and
accuracy of each result are evaluated.
Additionally, 64 rooftop PV panel mounting
systems were developed to investigate the effects
of factors including beam span length, load
resisting system, column arrangement, available
roof area, and required spacing between arrays.
Deflection of the beams, cost of the mounting
systems, weight of the mounting systems, and
aesthetics of the building after installing PV
panels are evaluated in this study.
Keywords: ASCE 7-16/TS498, Northern
Cyprus, PV panel mounting system, PV solar
panels, wind loads.
80
Assoc. Prof. Dr., Near East University, Faculty of Civil and Environmental Engineering, Department of Civil Engineering, Northern
Cyprus.
81
Asst. Prof. Dr., Near East University, Faculty of Architecture, Department of Architecture, Northern Cyprus.
82
MSc in Civil Engieering, Near East University, Faculty of Civil and Environmental Engineering, Department of Civil Engineering,
Northern Cyprus.
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Introduction
The total estimated annual solar radiation
reaching the earth's surface is more than 7500
times the total annual energy consumption of the
world (Okoye & Abbasoğlu, 2013, WEC
resources solar (2013), Kassem et al, 2019a).
Energy from the sun can be directly converted
into electrical energy using photovoltaic (PV)
panels (Kassem et al, 2019a). Loads on the
mounting system of PV panels, especially wind
loads, depending on various factors related to the
geographical condition, surrounding condition,
installation location, and mounting system
characteristics. Various research has been carried
out and multiple methods have been employed to
study wind loads on PV panels in various settings
in recent years (Sauca et al., 2019)
A climate change hotspot is a region where the
climate is particularly sensitive to global
warming (Giorgi, 2006) and faces more risks and
challenges than other regions due to climate
change (Fan et al., 2021). According to recent
research, the Mediterranean region is a climate
change hotspot (Hochman et al, 2022;
Barcikowska et al., 2020) and is predicted to
suffer the greatest negative effects of climate
change and would experience considerable
increases in temperature, decreases in rainfall,
and modifications to average wind speeds
(Zachariadis, 2012).
Cyprus is surrounded by the Mediterranean Sea
and climate change has affected this island over
the last decades with a wide range of
consequences, such as changes in rainfall levels,
changes in temperatures, droughts, and extreme
weather events such as hurricanes and tornados,
which have affected the average wind speed in
this island. Besides, tornadoes were rare
occurrences in the Mediterranean region,
however, their number and strength have
increased (T-Vine, 2020, Agencies, 2020). On
January 27, 2003, four tornadoes with wind
speeds of up to 190 km/h impacted Cyprus. On
January 22, 2004, this region was hit by a number
of tornadoes with top speeds of roughly 140
km/h. (Sioutas et al, 2006). Additionally, a
windstorm with an 80 km/h wind speed was
recorded in North Cyprus on December 11, 2013
(Reşatoğlu et al., 2018). Overall, only 27.51% of
the island is free from storm risk, while 51.19%
of the island is at high risk of storms (Özşahin,
2012).
Extreme weather and climatic conditions have
destructive socio-economic and ecological
effects (Deryng et al., 2014; Ferrarezi et al.,
2019) and change typical weather characteristics
such as wind speed and wind load on buildings,
structures, and equipment, which led to many
injuries, fatalities, and great economic losses.
(Kassem et al, 2019b, Online News for North
Cyprus, 2020). As a result, severe adverse effects
of climate change in a variety of industries and
sectors should be anticipated in the future
(Zachariadis, 2012), serious negative effects of
climate change should be expected in the coming
decades and therefore, the consideration of wind
loads in the design of any type of structure has
become more important (Reşatoğlu et al., 2018,
Zachariadis, 2012).
According to data on human and financial losses,
windstorms are among the disasters that cause
the most financial harm, as the following figures
illustrate (Reşatoğlu et al., 2018).
Figure 1. Disaster frequency due to disasters between 1990 and 2014 in Cyprus (Reşatoğlu et al., 2018).
Wildfire, 11%
Earthquake, 11%
Storm, 22%
Drought, 22%
Extreme
Temperature, 34%
Resatoglu, R., Özsavaş Akçay, A., Ostovar Ravari, S. / Volume 11 - Issue 56: 169-182 / August, 2022
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Figure 2. Economic damage frequency due to disasters between 1990 and 2014 in Cyprus (Reşatoğlu et
al., 2018).
The objective of the work
PV panel mounting systems, especially those
installed on roofs, are exposed to strong winds
that can cause partial or total loss of the PV panel
arrays, possible damage to adjacent facilities,
human and financial losses, electricity shortages,
power outages, and damage to other buildings
(Naeiji et al, 2017). Therefore, trustworthy data
and proper wind load assessment on PV panel
mounting systems are essential for the safe,
efficient, and economical design of mounting
systems (Moravej et al, 2015). Based on the
recent works, the turbulence in the atmospheric
boundary layer, surrounding conditions, and
installation-related parameters, such as tilt angle,
array spacing, panel size, and position all have an
impact on the wind acting on PV panels (Li et al,
2022)
According to KIB-TEK (Turkish Electricity
Authority of Cyprus), the number of PV panels
installed in Northern Cyprus climbed by 855%
between 2014 and 2020, and the tendency to
install PV panels is growing daily. But ensuring
the safety of the panels and residents throughout
different conditions is a crucial issue.
In this study, wind loads on flat roof-mounted PV
panels are calculated using two different loading
standards; ASCE 7-16 (American Society of
Civil Engineers, 2017) and TS498 (Turkish
standard,1997), while the effects of span length
and building height on wind loads are evaluated.
Considered variables are illustrated in Figure 3.
Figure 3. Determined variables for wind load calculation (Author)
On the other side, mounting systems of PV
panels are designed and analyzed for installation
on flat roofs in Nicosia, North Cyprus, while
different parameters are taken into the account
such as the height of the building, span length,
column arrangement, load resisting system, and
the number of panels. The load analysis and
structural design are done according to the
related structural standards, the appropriate tilt
angle of panels, aesthetics, landscape, and
weather condition of the study area. The
procedures given in ASCE 7-16 are used to
calculate the loads, and AISC 360-16
(Specification for Structural Steel Buildings) is
followed for designing the steel structure.
The findings of the study identify the optimum
mounting systems of PV panels on flat roofs in
the study area based on the number and size of
PV panels, the best tilt angle for PV panels
according to geographical conditions, aesthetics,
Earthquake
30%
Storm
70%
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structural standards, the weight of the mounting
systems, and cost analysis.
Methodology
Selected codes
In this study, the methods presented in two
different standards are used to calculate wind
loads in rooftop PV panel installation systems.
TS498 is widely used in Northern Cyprus for
load calculations on various structures, and
ASCE 7-16 provides load calculations and load
combinations for the design of different types of
structures, especially rooftop PV panels. Wind
loads have been calculated using these two
standards by considering two different wind
directions, which are shown in figure 4. The wind
blows in the + X direction, creating uplift loads
on PV panels, hence it is known as uplift wind
load and the wind blows in the -X direction,
creating downward loads on PV panels, hence it
is known as downward wind load.
Figure 4. Uplift and downward wind load on PV panels (Author)
Wind load calculations based on TS498
According to TS498, the wind load on various
structures depends on wind affected area, net
wind pressure which relies on the height from the
ground, and aerodynamic load factor which relies
on geometrical properties and structural
conditions. According to this standard, the
magnitude of the wind load is calculated with the
following equation.

Where is Wind load resultant magnitude
(kN), Cf is aerodynamic load factor,  net
wind pressure 󰇛
󰇜 and A is the affected area
(m2).
Net wind pressure (q) can be calculated with the
following equation.


Where ρ is an air density (1.25 kg/m3), ν is the
wind velocity and given by the standard for
different heights. In addition, the standard has
provided a table and net wind pressure () can be
obtained considering the height of the structure
from the ground.
The aerodynamic load factor () depends on the
geometrical properties and tilt angle of the
desired surface and the condition of the area
where the building is located, which is obtained
from tables provided in the standard.
Wind load calculations based on ASCE 7-16
According to ASCE 7-16, the wind load on the
rooftop PV panels mounting system is calculated
by considering the risk category for rooftop
structures and rooftop equipment, determination
of the basic wind speed for the applicable risk
category, determination of wind load parameters,
including wind directionality factor ( 󰇜,
exposure category (A, B, C, or D), topographic
factor (󰇜, and ground elevation factor 󰇛󰇜,
velocity pressure exposure coefficient 󰇛󰇜.
Based on this standard, velocity pressure 󰇛󰇜 is
determined by the following formula.

The net pressure coefficient for rooftop PV
panels 󰇛󰇜 is determined using the parapet
height factor (󰇜, panel chord factor (󰇜, array
edge factor 󰇛󰇜, and nominal net pressure
coefficient 󰇛󰇜 for rooftop PV panels
which is determined using the normalized
building length ( ), Characteristics of the
building include mean roof height of a building,
width and length of a building, and normalized
wind area for rooftop PV panels (󰇜, and the
effective wind area ( ).The net pressure
coefficient for rooftop PV panels 󰇛󰇜 is
calculated using the following formula:
󰇛󰇜 󰇛󰇜
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The wind pressure for rooftop PV panels is
calculated by using the following equation.
󰇛󰇜
Modeling of PV panels and variables
Two different types of flat-roofed residential
buildings with the same available roof area (10m
× 20m) but two different orientations to the north
have been considered and rooftop PV panel
mounting systems are designed to be installed on
the roof of these buildings (Figure 5).
Figure 5. Plan view of the orientation of buildings to the north (Author)
PV panel arrays are installed at a distance of at
least 1 meter from the edge of the roof for
aesthetic reasons and to facilitate access. PV
panels in the Northern hemisphere should face
south, and the proper slope angle for PV panels
in this area (Nicosia, Northern Cyprus) is 31-32
degrees based on the Nicosia standards for
rooftop PV panels. In addition, an appropriate
distance must be provided between the panel
arrays to prevent the shadows of the panels on
each other. The calculations for the distance
between the arrays are as follows:
Figure 6. The distance between the arrays of PV panels (Author)

Where is the shortest side of the installation
system, is the highest side of the installation
system, is the solar elevation angle and is the
distance between two arrays.
Afterward, the optimal mounting system is
determined based on the weight of the mounting
system, the cost of the mounting system, and
aesthetics.
✓ Type I
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56 PV panels (7 rows of 8 panels) can be installed
on the roof of residential building Type I (Figure
5). 32 mounting systems are designed to support
56 panels on the roof of this type of building by
considering the following variables.
Figure 7. Variables considered in the design of mounting systems for (Type I) buildings (Author)
Type A and Type B of column arrangements are shown in figure 8.
Figure 8. Section view of the arrangement of columns: Type A and Type B (Author)
Variables considered in the
design of the models
Number of storeysa 3-storey building
7-storey building
Span length
2 meters (5 columns)
2 meters (4 columns)
3 meters
4 meters
Load resisting system Bracing system
Moment frame system
Arrangment of
columns Type A
Type B
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The span lengths and column arrangements for these models are shown below:
Figure 9. Span lengths and column arrangements for (Type I) building, (a) 2 meters (5 columns), (b) 2
meters (4 columns), (c) 3 meters, (d) 4 meters (Author)
✓ Type II
54 PV panels (3 rows of 18 panels) can be
installed on the roof of structure Type II. 32
mounting systems are designed to support 54
panels on the roof of this type of building by
considering the variables below.
Figure 90. Variables considered for the design of mounting systems for Type II buildings (Author)
The span lengths and column arrangements for these models are shown below:
Variables considered in the
design of the models
Number of storeys 3-storey building
7-storey building
Span length
2 meters
3 meters
4 meters
4.5 meters
Load resisting system Bracing system
Moment frame system
Arrangment of columns Type A
Type B
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Figure 101. Span lengths and column arrangements for building (Type II), (a) 2 meters, (b) 3 meters, (c) 4
meters, (d) 4.5 meters (Author)
Material Properties
ST37-2 is selected for this study.
Load Combinations
37 load combinations are used in the design of
the mounting systems of PV panels and
developed in accordance with ASCE 7-16,
including dead load, wind loads in two
directions, seismic loads in two directions, 5%
eccentricity in two directions, and 30%
orthogonal load (applied at zero eccentricity) in
two directions.
Results and Discussion
Wind loads calculations
The calculated wind loads based on mentioned
standards and variables are presented in the
following tables.
Table 1.
Wind loads based on TS498 (Author)
Span length
Wind load direction
Number of storeys
3-storey building
7-storey building
For all span
lengths
Uplift loads (N/m)
313
430
Downward loads (N/m)
499
685
Table 2.
Wind loads based on ASCE 7-16 (Author)
Span length (m)
Wind load direction
Number of storeys
3-storey building
7-storey building
1
Uplift loads (N/m)
889
1463
Downward loads (N/m)
592
975
1.5
Uplift loads (N/m)
741
1217
Downward loads (N/m)
497
809
2
Uplift loads (N/m)
713
1153
Downward loads (N/m)
478
769
2.5
Uplift loads (N/m)
691
1091
Downward loads (N/m)
461
729
3
Uplift loads (N/m)
663
1061
Downward loads (N/m)
442
706
3.5
Uplift loads (N/m)
641
985
Downward loads (N/m)
428
657
4
Uplift loads (N/m)
591
935
Downward loads (N/m)
392
625
4.5
Uplift loads (N/m)
542
901
Downward loads (N/m)
361
602
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According to ASCE 7-16, wind loads that
rooftop PV panels can withstand depends on a
number of factors that can be divided into four
categories; geographical condition, surrounding
condition, installation location, and mounting
system characteristics (e.g. building risk
category, basic wind speed in the area, type of
structure, exposure category of the area,
topographic condition of the area, ground
elevation above sea level in desire area, the
height of the building, height of the PV panel at
the top and bottom edge of the arrays, height of
parapet, panel size, length and width of the
building, the title angle of PV panels, shape,
dimensions and arrangement of PV panel arrays,
and distance between the mounting system and
the edge of the roof). While according to TS498,
the wind load on various structures depends on
wind affected area, net wind pressure which
relies on the height from the ground, and
aerodynamic load factor which relies on
geometrical properties and structural conditions.
Considering different parameters and effects of
different geometrical characteristics provides
large differences between the results obtained
based on each of these standards. In the following
figures, the uplift and downward wind loads for
7-storey buildings based on TS498 and ASCE7-
16 have been shown.
Figure 112. Uplift wind load (7-Storey buildings) (Author)
Figure 13. Downward wind load (7-Storey buildings) (Author)
• A comparison between the two standards
shows that while TS498 provides equal wind
loads for all span lengths of mounting
systems, span length is an effective
parameter in calculating wind load based on
ASCE 7-16.
• The downward wind load on PV panels is
significantly less than the uplift load for each
building height in accordance with ASCE7-
16. In addition, increasing the span length
increases the effective wind area, and
increasing the effective wind area reduces
the nominal net pressure coefficient and thus
reduces the wind load. Therefore, wind load
decreases with increasing the span length of
mounting systems based on ASCE 7-16.
• According to TS498, the downward wind
load on PV panels is significantly greater
1463 1217 1153 1091 1061 985 935 901
430
0
500
1000
1500
2000
Wind load (N/m)
ASCE 7-16 TS498
1 m 1.5 m 2 m 2.5 m 3m 3.5m 4 m 4.5 m For all span length
975
809 769 729 706 657 625 602 685
0
200
400
600
800
1000
1200
Wind load (N/m)
ASCE 7-16 TS498
1 m 1.5 m 2 m 2.5 m 3m 3.5m 4 m 4.5 m For all span length
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than the uplift load for any building height,
but according to ASCE 7-16, the downward
wind load on PV panels is significantly less
than the uplift load for any building height
and span length.
• Load calculations based on TS498 offer
smaller uplift wind loads than ASCE 7-16,
while downward wind loads calculated
based on TS498 are in the range of ASCE 7-
16.
• Mounting systems that support PV panels
are often lightweight structures, therefore
wind loads can greatly affect them. On the
other hand, since PV panel mounting
systems have no walls or barriers, winds can
easily create uplift loads on the systems and
have significant effects on them. TS498 does
not provide specialized wind load
calculations for rooftop PV panel mounting
systems, and wind loads are calculated with
the same variables and the same approach on
different buildings, including residential,
commercial, industrial, and other structures.
Therefore, wind loads on rooftop PV panel
mounting systems are calculated the same as
wind loads for closed structures such as
residential buildings, where the uplift wind
load is low. As a result, the downward wind
load is greater than the uplift wind load when
wind loads on the PV panel mounting system
are calculated according to this standard.
But, ASCE 7-16 provides wind loads on
various structures using a variety of
approaches and parameters and specifically
provides wind load calculation methods for
rooftop PV panel mounting systems,
therefore the effect of the uplift wind load is
well considered in this standard.
Since Cyprus is in the climate change hotspot and
the financial losses brought on by wind are
significant, it is recommended that ASCE 7-16
be used to calculate the load on rooftop PV
systems. This is because ASCE 7-16 appears to
be more reliable with regard to the considered
parameters and the proposed method for
calculating wind load on rooftop PV panels. It is
also feasible to develop a loading standard for the
loads acting on solar panels in accordance with
the conditions in Cyprus, so that the relevant
companies may use it to estimate the wind load
on the PV panels and design safety mounting
systems for PV panels.
Modeling of mounting systems
Deflection of the beams in mounting systems is
highly important due to possible damage to PV
panels and the destruction of PV cells. There is a
strong relationship between wind load and
building height. Increasing the number of
storeys, increases both uplift wind loads and
downward wind loads in accordance with ASCE
7-16. On the other hand, the Type B arrangement
of columns decreases the required materials by
4% to 7%, but when all other parameters are
fixed, models with Type A columns arrangement
experience less beam deflection than Type B
columns arrangement. In addition, increasing the
span length increases the effects of column
arrangement on the deflection.
It should be noted that increasing the span length
affects the effective wind area and reduces the
wind load based on ASCE 7-16. Thus, although
wind loads decrease by increasing the span
length, increasing the span length ultimately
increases the deflection of the beams. While all
parameters are the same, the mounting systems
designed using the moment frame system
experience less beam deflection than mounting
systems designed using the bracing system,
especially in larger span lengths.
Weight of the mounting system
The weight of the rooftop mounting systems of
PV panels is of particular importance because
these mounting systems are usually installed on
the roofs of buildings that have already been
constructed and the loads associated with these
panels have not been included in the design of the
building. As a result, designing a safe and
lightweight mounting system is preferred. The
weight of each mounting system with different
span lengths, different building heights, and
different load-resisting systems is shown in the
following figures.
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Figure 124. Weight of the mounting system vs. span length (7- storey building/ Type I) (Author)
2*: Mounting system with 2-meter span length and 5 columns
2**: Mounting system with 2-meter span length and 4 columns
Figure 135. Weight of the mounting system vs. span length (7- storey building/ Type II) (Author)
According to the above figures, the following
results can be found:
• Using the moment frame system reduces the
weight of the entire mounting system
compared to the bracing system.
• Increasing the span length reduces the
number of columns, but larger steel frame
sections are needed to control the deflection
of the mounting system, resulting in an
increase in the weight of the entire mounting
system.
• Although the use of overhanging beams
reduces the number of columns, the section
size increase, and the weight of the entire
mounting system increases.
Cost analysis
The cost of various steel profiles was collected
from the Northern Cyprus market for this study.
Profiles with a length of 6 meters are sold and the
costs are related to 6-meter profiles. Therefore,
the number of profiles used for each type of
mounting system is calculated, and then the cost
of materials is calculated by considering the
number of profiles.
0,00
500,00
1000,00
1500,00
2000,00
2500,00
2* 2** 3 4
Weight of the mounting system
(kg)
Span length (m)
Moment Frame system
Bracing system
0,00
500,00
1000,00
1500,00
2000,00
2500,00
3000,00
3500,00
4000,00
2 3 4 4,5
Weight of the mounting system
(kg)
Span length (m)
Moment Frame System
Bracing System
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Figure 16. Cost vs. span length (7-storey building/ Type I) (Author)
2*: Mounting system with 2-meter span length and 5 columns
2**: Mounting system with 2-meter span length and 4 columns
Figure 17. Cost vs. span length (7-storey building/ Type II) (Author)
According to the above figures, the following
results can be found:
• When all the parameters are constant,
designing the mounting system using the
moment frame system is more cost-effective
than using the bracing system.
• Increasing the span length reduces the
number of columns and the entire length of
the material, but due to controlling the
deflection of the mounting system, the steel
frame section size increases, which results in
increasing the cost of the material.
• Although the use of overhanging beams
reduces the number of columns, the size of
the steel frame section increases, and with
increasing steel frame section size, the cost
of sections increases significantly.
Aesthetics
PV panel mounting systems are usually installed
on the roofs of buildings that have already been
constructed and therefore they are usually
inconsistent with the architecture of the building,
destroying the harmony of the façade, and
affecting the aesthetics of the surrounding area.
Thus, it is important to minimize the negative
impact of rooftop PV panels on the aesthetics of
the building and its surroundings.
First, minimize the visibility of the mounting
system by placing at least 1 meter between the
mounting system and the edge of the roof.
Second, control the height of the mounting
system and avoid using tall mounting systems.
Third, minimize the number of columns and
0
100
200
300
400
500
600
700
2* 2** 3 4
Cost of the materials for the
mouning system ($)
Span length (m)
Moment frame system
Bracing system
0
500
1000
1500
2000
2500
2 3 4 4,5
Cost of the materials for the
mouning system ($)
Span length (m)
Moment frame system
Bracing system
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structural elements that result in reducing visual
pollution.
In this study, a distance of 1 meter between the
mounting system and the edge of the roof is
considered. On the other hand, the height of
mounting systems is 1.1 meters, which is the
highest allowable height of rooftop mounting
systems according to Nicosia standards for
rooftop PV panels. In addition, it should be noted
that mounting systems designed by using
moment frame systems are preferred, because
there is no bracing and the number of elements
and visual pollution reduces, on the other hand,
reducing the number of columns is desirable.
Conclusions
Solar panels, especially those installed on the
roof, are subjected to a variety of loads
throughout their service life, just like any other
structure. Ignoring the loads on the mounting
systems leads to improper design, which
ultimately increases the risk of damage to the
mounting systems and PV panels.
Wind loads on rooftop PV panels were calculated
based on two different standards; TS498 and
ASCE 7-16 in this study. The results show that
since ASCE 7-16 specifically provides wind
loads on PV panels, especially rooftop-mounted
PV panels, the considered variables are accurate
and the loads calculated according to this
standard seem more reliable. Based on the results
of ASCE 7-16 wind load calculations, uplift wind
loads on PV panel mounting systems are 50%
greater than downward wind loads, which have
remarkable effects on the design of rooftop
mounting systems.
The effects of all parameters on the deflection of
the beams of the mounting system, the cost and
weight of the mounting systems, and the
aesthetics of the building have been studied,
evaluated, and compared. According to the
findings of this study:
• Mounting systems designed with a moment
frame system outperform those developed
with a brace system in terms of beam
deflection, size of steel frame sections,
weight and cost of the complete mounting
system, and aesthetics,
• Placing columns in the corner of the
mounting system (Type A of column
arrangement) provides better support for the
beams, which reduces the deflection of the
beams.
• Avoiding overhanging beams leads to a
reduction in deflection of the beams and the
steel frame sections, cost, and structure
weight of the mounting system.
• Beam span length should be proportional to
the weight and cost of the structure. In fact,
although the number of columns decreases
with increasing beam span lengths, a larger
steel frame section is required to control the
deflection of the beams, which eventually
leads to an increase in the cost and weight of
the mounting system. In other words,
increasing the span length of the beams and
reducing the number of columns reduce the
length of the desired material, but require
larger steel frame sections, which results in
heavier and costlier mounting systems.
• The appearance of mounting systems,
particularly those installed in urban areas
and on building roofs, is critical and special
considerations must be made to maintain and
ensure the aesthetics of buildings and their
surroundings. Thus, it is preferable to use a
moment frame system and reduce the
number of columns from an aesthetic point
of view, while a distance of 1 meter between
the mounting system and the edge of the roof
and the allowable height of the mounting
system is considered.
In light of the findings, optimal installation
structures can be developed to limit damage to
PV panels, mounting systems, and roofs as a
result of natural disasters. Furthermore, the
findings of the study have beneficial effects on
reducing the negative effects of mounting
systems on buildings and urban environments,
improving PV panel performance, and increasing
the willingness of residents to use PV panels.
Although the generation of power by using PV
panels minimizes the reliance on non-renewable
resources, contributes to the production of clean
energy, and has fewer negative environmental
consequences, considerations must be made to
ensure system efficiency and optimal
performance, maintain the system and individual
safety, prevent financial losses, and limit the side
effects.
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