This document summarizes the design and analysis of different basketball court structure configurations using various modeling software. It analyzes flat grid and curved grid structures of varying module sizes and parameters, examining deflections, forces, steel usage, and behavior under wind loads. Key findings include curved grids requiring less steel but being more affected by wind, while flat grids have equal forces but more members. Questions about the project are welcome.

1. SPACE
STRUTURES
• HAIDER MUMTAZ
• 119010990005
• TERM PROJECT
• DATE 20TH , December 2019

2. Requirements(Designing a
basketball court)

3. Softwares
used
AutoCAD
Getting the
coordinates of the
given plot
STCAD Modelling the
project
Autodesk Revit Preparation of
Design Drawings
Autodesk Robot
Structural Analysis
Professional
To transfer the
model from Robot
to Revit

4. Methodology
followed
• Designing of any structure is an iterative process
• You make one model
• Get the results
• Analyze the results
• Save the results
• Make another model with different parameters
• Get the results
• Analyze the results
• Compare the results
• Select the suitable model satisfying your requirements(In my case ,I
just analyzed the deformations for the sake of simplicity)

5. Number of models
• With same columns and default materials, fixed supports,
with default load combinations
• Parameters changed were grid size, grid thickness , height of
tree columns, span of tree columns.
• X-bracing type, K-bracing type(To provide Support on
columns)
• Percentage of cantilever provided
In flat grid structures(Square on Square offset)
• Span to depth ratio
• Removal of columns
• Thickness of roof
• From single roof to double roof
In curved grid structures

6. The module size selected
was 2.2m x 2.3m x 2m
The shallower the angle,
more are the
deflections
• Tree columns reduced
displacements
• Cantilever should be used to
minimize deflections
• Thickness plays an important
role for the same grid
Module size Deflections Axial forces Tree
Columns
Steel Usage Cantilever
3.3 m x 3.45m x
1.5m
-67.7mm,13.812 mm [-452, 140kN]. Yes 31113.6 Kg 1
2.2m x 2.3m x
1.5m
80.8mm,-19.4mm [-415,184kN] Yes 28391.3 Kg 1
2.2m x 2.3m x 2m -54.1mm,8.069mm [-408,86kN] Yes 31030.1 Kg 1

7. • Module has following properties
• It has the following properties
• Most typical used module size
• Follows the following relations
• .707d<a<1.8d
• Span to depth ratio= 20.7
• Angle=63 Degree
• Why 3 m Tree Column Height???
• With increase in column height,
deformations were no being
reduced. It only resulted in more
usage of material.

10. Behavior
with wind
loads
• With the application of wind load, lateral deformations of the structure were increased
• For a module size of 2.2m x 2.3m x2 m, intensity of .5kN/m2 showed these results
Configuration Square on Square Offset
Module Size 2.2 x 2.3 x 2m Along x, y, z
Column Height 9m
Tree Height 3m
Maximum Cross Section 159 x 6 mm
Steel Usage 34058 kg Default material settings
Concrete Usage 724162.5 kg Default material settings
Total mass of Structure 758220.6 kg
X- Deformation(max) 30.1mm .5 KN/m2 Intensity(+ve)
Y- Deformation(max) 39.1mm .5 KN/m2 Intensity(+ve)
Z- Deformation(max) -53.2mm
Bracing Direction Supported at Column

11. Curved Grid
Configurations
• Two layers Cylinder Shell(Grid 6)
• Modelled with different configurations
• Single Roof And Double Roof

12. • Single Roof Structure
• With increase in height ,steel usage was reduced
• Also resulted in lesser deformations
T=2m
H=12m
T=2m
H=13m
T=2m
H=14m
Max X Dir.
Displacement
15.4mm -25.4mm -15.6mm
Max Y Dir.
Displacement
2.0mm 5.1mm -2.9mm
Max Z Dir.
Displacement
-74.9mm -63.2mm -59.4mm
Steel Usage 23625.7 Kg 22963.6 Kg 22867.5 Kg

13. • Deformations were further reduced by using a double roof
Two layers Cylinder Shell
No 6
H=14m, T=2
Max X Dir. Displacement 4.6mm
Max Y Dir. Displacement 11.7mm
Max Z Dir. Displacement -40.1mm
Axial Forces [-755.0,239 kN]
Steel Usage 25686.8 Kg
• F=5m, L=20.7m F/L=.24 us=.08 Category C , Height= 50m,Uz=1.25 ,Bz=dynamic effect factor for wind=1
• Wk=.05 kN/m2

14. Configuration Two layers Cylinder Shell no
6
Height 5m Along Z
F/L .24
Column Height 9m
Tree Height Not Present
Maximum Cross Section 159 x 6mm
Steel Usage 25432 kg Default material settings
Concrete Usage 476887.6 kg Default material settings
Total mass of Structure 502320 Kg
X-Deformation -5.4mm
Y-Deformation 6.9mm .05 KN/m2 Intensity(+ve)
Z-Deformation -41.2mm
Permissible Deflections are 33000/400=82.5mm
In our case, the deflections are 41.2mm

17. For Curved Grid Configuration
Advantages Disadvantages
Less number of columns are required for same span of area. More stiffness in one direction because of absence of columns in
the other direction.
Steel Usage is less as compared to flat curved configuration. It has more compression forces as compared to tension forces.
Less number of columns result in economical cost because of absence of
foundations
Wind load plays a major role in one direction because of the
difference in stiffness of structure.
Less number of members and a smaller number of members. Less columns mean increase in the reaction force of the columns
With the increased height for same span it results in less steel usage. Fabrication and installation is a tedious task
It has good aesthetics and as the design is quite unique. The effects of wind load on DLBBVs are more significant than on
the FDLGs, and they are the controlling factor in their design
When span is large, braced barrel vaults can be a much more economical
choice than flat spatial structures
The shallower the arch, the greater is the horizontal thrust.

18. For Flat Grid Configuration
Advantages Disadvantages
Wind load does not play a major role because it has same stiffness in both
directions.
More number of columns are required for same span of area.
It has more concrete usage as compared to the curved grid configuration
thus increasing the weight of structure.
It has equal compression forces as compared to tension forces.
The possibility of extending space structures with a minimal change in the
former structure due to “optionality of restraints order” in this type of
structure
It has more steel usage as compared to the curved grid configuration.
We don’t need to design the ceiling as we can apply some paints for
aesthetic purposes.
More number of joints and a greater number of members.
We use the same cross section of bars throughout the structure . Due to no slope, drainage issues is a huge problem, especially when the span
of structure is very large.

19. Questions are welcome!!!