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Mary Anne Azzopardi PORTFOLIO


PROJECTS Design Project

Structural Design Projects

Namai - Dwelling for a Young Couple with a Home Office B.Sc (Hons) in Built Environment Studies Year II Semester I

Treetop Foortbridge B.Sc (Hons) in Built Environment Studies Year III Semester I Stadium Canopy B.Sc (Hons) in Built Environment Studies Year III Semester I Supermarket and Overlying Car-Park B.Sc (Hons) in Built Environment Studies Year III Semester II


NAMAI Triq il-Mentna, Mqabba Dwelling for a Young Couple with a Home Office A humble abode for a young couple with a home office. The home office will be utilised by the male client who is an electrical engineer. The couple enjoys cooking together, thus having a big kitchen and a space where to cultivate fresh herbs was predominant.

First Floor

Site Plan

Ground Floor

Basement

Legend: 1. Kitchen 2. Dining 3. Outdoor/Pool 4. W.C. 5. Living area 6. Bathroom 7. Master bedroom 8. Spare bedroom 9. Home office


Section AA

Elevation

Section BB


Treetop Footbridge Wied Ghollieqa

Elevation showing the Warren trusses

Plan showing the Warren truss used for the roof

Plan showing the steel structure used for the decking

Plan showing the finished decking


Footbridge Cross Section Legend: 1. Tension chord 2. 300 X 300 square hollow sections (Warren trusses) 3. Timber railing 4. 50mm thick timber decking 5. 40 X 40 square hollow sections (steel structure for decking) 6. Supports The Warren trusses themselves can resist the lateral load due to the triangulation of the members, but when connected together, the lateral load could create a mechanism since there is no triangulation along the pathway. Thus, tension chords were introduced at the top four corners, connecting them to the ground to withstand the lateral load.

Load path of the single span

treetop

footbridge

Compression

Point load

Tension members

Wind load

due to the dead load of the Warren truss and the lateral

The Warren trusses are welded at the factory, since most of

loads due to the prevailing

the connections are welds. Segments of similar lengths are

winds from the west.

then transported to the site and connected on site through the use of gussett plates. Morevoer, the connection between two perpendicular Warren trusses is carried out through a prefabricated bolted connection which uses welded plates at the outer face of the Warren trusses.

Roller support

Gusset plate Legend: 1. 300 X 300 square hollow section (Warren truss) 2. 20mm thick gusset plate 3. M24 bolts

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Pin support

The pin support makes it possible to have smaller foundations since there will be no moment transfer, whilst the roller support is catering for the thermal expansions of the materials.


Stadium Canopy Micallef St. John

Marsa Sports Grounds

10m

150m 12m

Elevation

12.5m 12.5m 9.5m

6m 7.5m

33m

Section


Structure

Lateral Stability

Stadium canopy is made out of S355 circular hollow sections with an outer diameter of 60.3mm for the trusses and 508mm for the columns. Since every connection is designed as a pin, only axial loads are being transferred through the members, in the form of compression or tension.

The bracing between the bottom chords of the Pratt pitched trusses are resisting the lateral force of the wind load which is acting on the canopy. The bracing is mirrored in order to resist the wind load from both directions.

Foundations The columns are transferring the axial load into the pile foundations. The pile foundations run up to 18m below street level, until the stronger bedrock strata is reached. Ground condition only allows for pile construction since the site is situated in a valley which runs from Siggiewi and Zebbug to the sea, depositing alluvium, resulting in very weak ground conditions. CHS TAB PLATE GUSSET PLATE END PLATE WITH BOLTS

Gusset plate connection Scale 1:100


Supermarket and Overlying Car-Park A

B

C

D

E

F

G

H

J K

L

1

Structural Plan Level 1

2

3

Columns UC 356 X 406 X 340

4

5

Primary Beams cellular beams from UB 1016 X 305 X 314

6

7

8

Secondary Beams UB 533 X 210 X 82

9

10

11

Level 1

A

1

Structural Plan Level 2 Columns UC 356 X 406 X 340 Primary Beams cellular beams from UB 1016 X 305 X 314

Ground Floor Plan

2

3

4

5

6

7

8

Secondary Beams UB 533 X 210 X 82

9

10

11

Level 2

Section AA

Section BB

Elevation

Section CC

B

C

D

E

F

G

H

J K

L


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Detail A 1. M20 class 8.8 bolts 2. 12mm flange cover plate 3. Cellular beam from parent section UB 1016 X 305 X 314 4. 10mm thick web cover plate 5. M20 class 8.8 bolts

Detail C 1. Column - UC 356 X 406 X 340 2. Plate welded to the column. 3. M20 bolts connecting the column plate to the primary continuous beams, to create a column which is pinned at both ends. 4. 20mm weld to connect the two primary beams together. 5. Primary cellular beams from parent section UB 1016 X 305 X 314. 6. Web stiffeners placed under the columns.

1

2

Detail A Continuous Beam Splice

3 4 1 2 3 4 5

6 7 8

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Detail B 1. Cellular beams welded together to form the double beam system. 2. Web stiffeners, welded to the cellular beams, under the columns. 3. Fin plate connecting the secondary beams to the cellular beams, using M20 bolts. 4. M20 bolts 5. Section connecting the two secondary beams rigidly through the bolted flanges, in order to work as one secondary beam. 6. M20 bolts conecting the welded plate on top of the column to the primary continuous cellular beams. 7. Columns - UC 356 X 406 X 340 8. Bracing connection which is weldedto the welded to the column. 9. Bracing elements 10. Disk connection

5 6

10

Detail B Secondary Beams and Bracing Connections

Detail C Column Pinned at Both Ends

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