Civil Engineering Project: Integrated Bike Shelter Design - 5CV017

This assignment presents a detailed bike shelter design project, addressing the increasing need for cycling infrastructure. The design incorporates various materials, including square steel tubes, C6 channels, and roof panels, with specific dimensions and properties. The project includes comprehensive load calculations, considering self-weight, imposed loads, and wind loads, culminating in ultimate design load determination. The design process involves determining the roof's pitch angle, calculating the roof's dimensions, and considering the spacing of bikes. The structural analysis encompasses the design of roof purlins and columns, including bending moment calculations, deflection checks, and stress ratio analysis. The assignment also covers the design of column connections and the foundation, including base area calculations, reinforcement details, and ultimate bearing pressure considerations. Finally, the project references relevant Eurocodes for concrete and steel structures.

First Name Last Name
Instructor
Civil Engineering
12 January 2019
Integrated Design: Bike Shelter Design
Due to increasing need and adoption of cycling within and to major cities, availing such
facilities such as secure and well aesthetically placed and designed bike shelters is needful. This
therefore form the basis of this concept of a bike shelter design which would easily fit, benefit
and encourage cyclists whenever such a service facility is to be used. My proposed design
concept is as in figure 1 with detailed design of characteristic members carried out as in the
sections that follows.
Figure 1. Proposed bike shelter design.
Materials for construction
Square steel tube measuring 150mm X 150mm X 0.20 mm
C6 channel Centre member measuring 150mm X 150mm X 0.20 mm
Roof rafters measuring 100mmX 47mm spacing strength class C16
Roof Pitch angle 30 degrees
Roof panels Pacific tiles of sizes 1126 mm, exposure 1270 mm, and weight per panel of
2.5 kg.

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Number of panels per square feet at 20 pieces
Weight of the tile per square meter=10 m^2
Density of steel =7700kg/m3
Density of pacific tile= 130kg/m3
Loading and design
1. Self-weight of the structure:
i. steel work=0.15 ×0.15 × 0.0002× 7700× 9.81=¿0.3399
ii. C6 center member 0.15 ×0.15 × 0.0002× 7700× 9.81=¿0.3399
iii. Rafters=0.1 ×0.47 × 0.0002× 130=¿0.001
iv. Roof panels and Tiles =2.5 kg × 9.81=¿24.525
Total self-weight loading= 25.2058 N /m2=0.025 kN /m2
Imposed load given as =0.6 kN /m2
Wind load= 1 kN /m2
Ultimate design load= 1.35 Gk+1.50Qk+0.9 Wk.
¿ 1.35 ×0.025+1.5 × 0.6+0.9 ×1= 2.1375 kN
m2
Roof cross section will be as shown in figure 2
3900 mm
Pitch angle
=30 degrees

Last Name 3
Height of the roof =1950 Tan 30= 1125.83 mm
Slant height of the roof purlin= 1950/ Cos 30=2252 mm
Interval from one bike to another should be at least 1000mm, for a capacity of 50 bikes for
instance we will need a total length of the shelter of 1000 x (50-1)=4900 mm
Remember width of the shelter is to be taken as 3950 mm as shown in figure 2. This is because
on average, a bike can be up to 1800 mm in length hence considering parking from either sides
hence to bikes per row, total length accumulates to 3600 mm. For adequate shelter against rain
and weather elements, an offset allowance of 150 mm is left on both sides hence total width is
given as ( 1800+150+1800+150) 3900 mm or simply 2(150+1800).
Figure 3: view on bike shelter on either sides in the proposed design
Area of one tile spanning a purlin length= 1.12 ×1.12=1.254 m2
Load on the roof purlins= 1.2544m2 x 2.175 kN
m2 =¿2.72832 kN
Bending moment for continuous purlin M= Wl
10 =2.73 × 1.12
10 =0.31kNm
Elastic modulus z¿ m
f = 0.31 x 1000
165 =1.879 m3
Try 100 mm X 50mm X 5mm section
Minimum depth = span/ 45= 2252
45 =¿ 50 mm hence ok
Minimum width= span
60 = 2252
60 =37.5 mm hence ok
Deflection

Last Name 4
Limiting deflection= span
200 = 2252
200 =11.25 mm
Therefore, 5W L3
384 EI =11.25
5× 2.73 ×22523
384 × 200× I =11.25 ,hence I =180436.4 mm 4
Column design
In this set up, two steel columns bolted on the ground are applicable supporting the
superstructure. The two columns are symmetrical hence equally share the loading from the roof
and the characteristic element hence each will be designed similarly. The column section is to be
as shown in figure 5 with the dimensions as per the design dimensions
Figure 5: column section and bolts to be tied to the foundation
Load supported by a column= 2.1375 × 4.9 ×3.95=¿ 41.37 kN
W L3
8 EI =41.37 × 49003
200× 180436.4 =¿351.23
Deflection is limited to L/325 of column height. Consider height of the superstructure to be
9000mm.
Maximum deflection = 9000/325= 27.7 mm.
Height of roof= 1125.83mm, hence height to the eave level= 9000-1125.83 mm= 7874.17 mm.

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Considering maximum deflection of 27.7 mm as computed above, I
¿ 193.97× 103 × 90002
4 ×205 ×27.7 =69078 ×104 mm2
Try a UB section of 533×210 × 122, I =76200 c m2
Lx= 1.5L= 1.5 X 9000= 13500 mm
Ly= 0.75 L= 0.75 x 9000= 6750 mm
L
Lx = 13500
221 =61.1
L
Ly = 6750
46.7 =144.5
Determination of Pc=?
ᴧ Pc
140 76
Eave level
7874.17 mm
1950 mm
1125.83 mm

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144.5 72.4
145 72
D
T =544.6
21.3 =25.6
L
Vy = 25 25.6 30
140 97 92
144.5 94.5 94.2 89.8
150 92 87
Therefore, Pc= 94.2 N /m m2
Check for stress ratios
Total load=41.37 kN
fc= W
A = 41.37 ×1000
156 ×100 =2.65 N /m m2
fc
Pc = 2.65
94.2 =0.028<1 ,therefore Okay
The proposed member section of the columns is therefore satisfactory. Use 533
×210 × 122 for boththe two columns
Design of the column connections
Maximum load= 41.37 kN
Base shear equally shared between the two columns= 41.37
2 =20.69 kN
Assume anchor bolt spacing of 450 mm
Anchor bolt spacing across other axis of 225 mm
Moments about a point along the base =41.37× ( 4900
2 −125 ) x 10−3 =96.185 kNm
This moment is resisted by the tension load T in the anchor bolts.
Force T in 2 anchor bolts= 96.185 × 103
4900 =19.63 kN
Hence tension in one bolt= 19.63
2 =9.81 kN

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Check stress ratios
Total load= 41.37kN
fc= W
A = 41.37 ×1000
156 ×100 =2.6
fc
Pc = 2.6
94.2 =0.0276<1 HenceOk
fbc= M
z = 96.185 ×106
2800 ×103 =34.35 N
mm 2
Design of the foundation
Base area of the foundation=total loading/ soil bearing pressure
Assume soil bearing pressure of 200 Kn/m2
Base area= 41.37/ 200= 0.20685 m2
Assume a square pad foundation, say 0.50 m by 0.50 m by 1.0 m depth
Ultimate bearing pressure= 41.37
area = 41.37
0.52 = 165.48 kN
m2
Critical section at face of the column,
M ED =165.48 ×0.5 × 0.1252
2 =0.65 kNm
D¿ 1000−50−16=934 mm
K=0.65× 106
500 × 934 ×30 =0.046
Z= 0.95 d= 0.95 × 934=887.3 mm
Area of steel= M ED
0.87 fyZ = 0.65 ×106
0.87 × 275× 887.3 =3.06 mm 2
Use 2Y8 bars, area 100 mm2

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Bibliography
Eurocode 2--design of concrete structures. 3rd ed., 2005. ed. London: British Standards
Institution.
Simões Rui and Silva Luís Simões da, 2016. Design of Steel Structures: Eurocode 3: Design of
steel structures Part 1-1 - General rules and rules for buildings. 2nd ed. Berlin: Ernst & Sohn.

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