Building Technology Portfolio kfm_designfolio 2020
Kazi Fahriba Mustafa Master of Science (Building Technology) Department of Architecture and Built Environment TU Delft, The Netherlands
Index
Adaptive Sunscreen Bucky Lab Design
An architect and currently a 2nd Year Masters student in Building Technology at Delft University of Technology, Netherlands. My areas of interests are facade design, green facades, bio-receptive facades, circular design, computational design, connection detail design, glass structures etc. I believe in practice through research and want to contribute in the field of architecture and construction with knowledge in sustainable facade design solutions, innovative materials and fabrication techniques.
3 - 15
Glass Structure Technoledge Structural Design
16 - 31
Shelter for Disaster Extreme Techology
32- 42
Bustan - Community Housing with Earth Earthy
43- 67
Bucky Lab Design (2018_19 Q1)
ADAPTIVE SUNSCREEN A patterned screen for sunlight optimization
Date: 28.01.2019 Instructors: Marcel Billow & Sietze Kalkwijk Prepared by: Group of 4
OVERVIEW
The designed facade is a sun shading screen that optimizes the amount of sunlight coming into the interior space to provide a soothing indoor environment. The aperture changes its shape and size according to the intensity of sunlight to bring in the diffused light. A single pattern has been developed on the screen, which when applied in two layers and moved past each other through small vertical distances, create three distinct pattern of different apertures, thus allowing optimized amount of sunlight into the room as required.
5
1
12 out of 36 open
PATTERN DEVELOPMENT The two shapes in red dot square in the figure shows both good distribution in the coverages and differences between coverages. Kept using the common feature of the shapes, we finally produced a pattern that fits our expectations.
3*3 unit group Using 3*3 unit group, a number of series of shapes were developed and tested. Some shapes in 4*3 unit group were also tested. Shading rate: 72% 56% 44% Difference: 16% - 12%
Shading rate: 67% 50% 50% Difference: 17% - 0%
Shading rate: 67% 67% 33% Difference: 0% - 33%
Shading rate: 72% 58% 44% Difference: 14% - 14%
Shading rate: 56% 45% 39% Difference: 11% - 6%
Shading rate: 89% 67% 56% Difference: 22% - 11%
Shading rate: 61% 61% 33% Difference: 0% - 18%
Shading rate: 67% 55% 39% Difference: 12% - 16%
Shading rate: 100% 67% 67% Difference: 33% - 0%
Shading rate: 61% 61% 55% Difference: 0% - 6%
Shading rate: 61% 61% 44% Difference: 0% - 17%
Shading rate: 89% 67% front layer 56% Difference: 22% - 11%
The design pattern The final shape is in a 6*6 unit group, the shape crossing-over on a overview scale, also on the small scale during the movement. It's a shape that applies to 2 both front and back layers. 1 front layer
Shading rate: 79% 58% 46% Difference: 21% - 12%
17 out of 36 open
33% opening
47% opening
With 3 conditions, it creates shading rates of 67%, 53% and 33%, provide 14%, 20% and 34% shading difference among conditions. 3
2
1
12 out of 36 open
Shading rate: 75% 63% 54% Difference: 12% - 9%
17 out of 36 open
47% opening
back layer 1 0 mm 2
Condition 1 Shading rate: 67% Shapes in 3*3 and 4*3 unit group
12 out of 36 open
The final shape
33% opening Shading rate: 71% 58% 42% Difference: 13% - 16%
33% opening
PATTERN
2
15mm
3 2 30mm Condition Shading rate: 53% MOVEMENTThe final pattern
3
6 front layer 17 out of 36 open
Condition 3 Shading rate: 33%
24 out of 36 open
67% opening
CONSTRUCTION DRAWINGS
7
8
9
10
PROTOTYPE DEVELOPMENT
Creation of the fabric The idea was to have the base fabric as transparent and the pattern to be opaque to emphasize on the change in aperture due to the pattern. Thus to create the pattern layer (fabric) few options were experimented with before finalizing the material for the prototype model. Option 1 was to screenprint the pattern on a transparent fabric. However the transparent fabric used for screenprinting was not stiff enough and stretched out through the process of screenprinting. Option 2 was to spraypaint the pattern on to a fabric. However the spraypaint made the fabric appear more transparent reducing the required opaque quality for the pattern. Option 3 Finally to maximize the effect of the pattern, PVC transparent sheet was chosen as the base fabric. The pattern was printed in a white sticker sheet and the negative cut-outs were removed. On top of the sticker sheet another transparent sticker was applied and thoroughly smoothened to remove any air bubbles. In the next stage a clean table was prepared, and the PVC sheet were stablely placed on it. Special attention was given not to allow any dust from sticking to the sheet or the sticker. The opaque part of the sticker was removed in small portions and the sticker was carefully applied to the PVC sheet. After all of the stickers were successfully placed over the PVC sheet and gently smoothened out, the final transparent part of the sticker was peeled off from over the PVC sheet. The outcome was a transparent sheet/fabric of imprinted pattern.
transparent sticker pattern opaque sticker PVC sheet
PVC sheet
11
12
13
Arduino By using arduino, we were able to control movements of our sunscreen both manually with a remote controller and automatically with a photoresistor which detects the sunlight.
Circuit design
Control of the facade
Arduino layout
14
14
15
Technoledge Structural Design (2018_19 Q3)
THE RIBBON
Glass Structure Design
Date: 24.03.2019 Instructors: Professor Fred Veer Professor Faidra Oikonomopoulou Prepared by: Group of 3
Frames
CONCEPT
Overall shape (circle based)
The Ribbon is a glass observatory for contemplating the Icelandic northern lights. It is inspired by two main concepts. Firstly, the context has a major impact on its expression. Taking the fluidity of the aurora borealis as inspiration, the shape flows in curvy shapes to conform an organic volume that can be experienced in different ways. The second concept had to do more with the idea of architectural promenade or having the opportunity to approach and experience the building freely as one Overall shape the (circle based) progresses through the pavilion. It is in this process user discovers the surroundings, as the building frames different scenarios that might otherwise go unnoticed.
Slopes
Frames
Buttress
Overall shape (circle based)
Frames
Frames
Overall shape (circle based)
Structural logic Foundation Slopes
Foundation Frames Slopes
Found
Slopes
Overall shape (circle based) Frames Buttress
Overall shape (circle based) Overall shape (circle based)
FLUIDITY OF NORTHERN LIGHTS
ARCHITECTURAL PROMENADE Slopes Structural logic
Frames Structural logic
Foundation
Slopes Foundation Buttress
Buttress Foundation
Structural Slopes logic
Context (cliff )
Buttress Buttress Structural logic Structural logic
64°09'16.4"N 22°01'37.0"W Structural logic
Context (cliff ) DESIGN DEVELOPMENT
Buttress
Context (cliff )
18
Context (cliff )
Context (cliff )
ARCHITECTURAL PLAN PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
MAIN OBSERVATORY
SUMMER COURTYARD
HALLWAYS
MAIN ENTRANCE
ARCHITECTURAL PLAN 19
PRODUCED BY AN AUTODESK STUDENT VERSION
The floor plan shows the overall distribution already discussed. It features a curvy shape that allows the users to discover the different surrounding scenery. It begins as a narrow corridor in both ends (approximately 2.5 m wide) and then extends into the main observatory space, with a maximum of 8.74 meter of span, wall to wall. This main space repeats in both north and south side, as the building is a mirror. Then, the frames extend to the exterior though the buttresses, which create a semi-open space that could be used in summer for exterior activities that require little to no protection from the weather condition. This space could host a café or a tourist attention centre when winter is not in season. Entrances are provided on both ends of the corridors, and in the main observatory spaces, connecting the principal halls to the open/closed summer courtyards, offering several possibilities for use.
ELEVATION A
ELEVATION B 0 1
0 1
3
8
SECTION A
PRODUCED BY AN AUTODESK STUDENT VERSION
B
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
A 20
3
8
PANELIZATION COMPONENTS
8.74 8.74
= 6.00
6.00
2.74
5.80
+ +
<3.00
2.74
6.00
PRODUCED BY AN AUTODESK STUDENT VERSION
2.74
5.80
5.27 4.10
<3.00
BEAM CROSS-LAMINATION <6 M LONG
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
<3.00 PRODUCED BY AN AUTODESK STUDENT VERSION
<3.00
2.74
8.74
+
6.38
<3.00
WALL PANELS = <6 M HIGH 6.00 <3 M WIDE 6.00
6.71
5.80
ROOF & FLOOR PANELS <10 M LONG <3 M WIDE
5.80
5.27
2.74
4.10
PANELIZATION + 2.74 6.00 number of different The plan has been created with a maximum of 4 different curvatures, keeping the radii to a minimum. This distribution helps to reduce the production complexity of the separate panels. <3.00 The separate panels have been dimensioned according to the transportation feasibility, keeping one side of the panel below 3.2 meters and the other side to a maximum of 8.74 meters. The 8.74-meter beams have been crossed laminated using 6 meters and 2.74 meters panels to provide the structural strength and reduce production wastage.
<3.00
<3.00
TRANSPORTATION
TRANSPORTATION All the glass types are prepared, laminated and cut to required size in the factory. As the curved glass have small radii, it is a convenient option to prefabricate the glass panels in the factory and transported to the site by carrier truck, saving extra manufacturing cost on-site. 21
6.71
8.74
PRODUCED BY AN AUTODESK STUDENT VERSION
Maximum beam height- 0.5m Minimum span-1.86m Minimum beam height limited to for structural purpose- 0.1m
ISOMETRIC COMPONENTS
Wall 1.86
5.90 5.90 P1
- 5.90m 2.40m om highest 48.7m
Tan
P2 Tan
Structural frame
Slope- 1:14 Maximum height- 5.90m Minimum heght- 2.40m Curve Length from highest to lowest point - 48.7m
External cover
P3
48.70
The inner curvature for the curved beam is derived from the intersection of the tangents at P1 and P3.
48.70 2.40
8.74 8.74
inward slope
o- 1:16
io- 1:16 8.74m height- 0.5m .86m height limited to pose- 0.1m
P1
Tan
Wall 1.86
SlopeP2 1:14 Maximum height- 5.90m Minimum heght- 2.40m Tan Length from highest Curve to lowest point - 48.7m P3
e for the curved beam e intersection of the
Span to Beam height ratio- 1:16 Span to column width ratio- 1:16 Maximum Span- 8.74m
Span to Beam height ratio- 1:16 Span to column width ratio- 1:16 Maximum Span- 8.74m Maximum beam height- 0.5m Minimum span-1.86m Minimum beam height limited to for structural purpose- 0.1m
Internal cover
outward slope
Maximum beam height- 0.5m Minimum span-1.86m Minimum beam height limited to for structural purpose- 0.1m
External cover
22
P1
Tan
P2 Tan P3
The inner curvature for the curved beam is derived from the intersection of the
The inner cur vature for the curved beam is derived from the intersection of the tangents at P1 and P3.
ASSEMBLY COMPONENTS
Step 5: Column/Fin
Step 8: Roof Step 4: Floor plate
Step 3: Underground Beam
Step 7: Wall
Step 2: Foundation Step 6: Installation of slanted and curved beams
Step 1: Land Excavation
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The assembly of the Glass Observatory will be done in the following steps. The sequence is carried out from below the ground, with excavating the land to create the required depth for stable foundation. The underground beam whic h provides the support for the cantilevered portion of the structure, runs throughout the structure creating the main foundation element. Next the floor is installed over the underground beam, leaving space/gaps for the fins to direclty fix into the beam below. The top beams create an interlocking connection with the fins forming the total frame for the structure. Next the walls are placed along the edge of the floor resting it directly on the foundation beam. The installation of the roof is the last step to complete the glass observatory. The assembly process is left simple and efficient ensuring proper safety while installation and the entire structure.
COMPONENTS
ROOF
4 + 8 cavity + 2 x 10 + 10 cavity + 4
STRUCTURAL BEAMS
FRAME SYSTEM FOR OUTER ROOF EDGE
3 X 15 mm glass
2 mm
STRUCTURAL FINS 3 X 15 mm glass
PLASTIC PACKER 2 mm thick
ADJUSTABLE COUNTERSUNK FIXED BOLT, SS 30 mm diameter
STRUCTURAL SILICONE CURVED WALL
4 + 8 cavity + 2 x 8 + 10 cavity + 4
BEAM UNDER FLOOR 5 X 15 mm glass
FLOORING PLATES
STEEL PLATE
4 + 8 cavity + 2 x 10 + 10 cavity + 4
800 mm wide
FRAME SYSTEM
SUPPORTING OUTER WALL
FOUNDATION
REINFORCED CONCRETE
24
roof enclosure, 40 mm length, variable height 100
15
8
4
Adhesive, connecting elements 9. Frame system for outer wall edge: 200 mm height / 5 mm thick, steel plate
10
5.
46 10 10
10 mm cavity + 4 mm outer laminated 11. Frame system for supporting wall: 140 mm height / 5 mm thick, rectangular hollow steel shape
4
7.
5
3
15
21
15
15
21. Structural beam: 13. Structural beam under floor: 5 x 153 mm heat strengthened edlaminated heat strengthened glass glass, 1-meter height
beam, 70 mm long 5 mm 15. Structural connections for/joining L-Shapes, 10 mm diameter
15
35
5
20
30
5
15
x 15 mm laminat-
14. Structural L-shape, 200 mm wide x 23. Stainless steel bolt fastening glass 50 mm thick, supporting glass beam covers, under floor connecting to intermediate layer of
45 15
diameter
16. Structural plate, 200 mm wide / 50 mm thick, connection between L-shape and concrete foundation 17. Icelandic basalt filling 18. Concrete anchors for foundation, 150 mm long / 10 mm diameter 19. Steel contention plate, 5 mm thick. Variable height 20. Concrete foundation. Reinforced concrete f'c= 450 kg/m3 21. Structural beam: 3 x 15 mm laminated heat strengthened glass
2
45 15
15
safety glass
Stainless steel adjustable countersunk
12. Structural connections for outer fixed bolt, 30 mm diameter framing system and steel plates, 10 mm diameter
45
7
Roof enclosure: 4 mm heat strength-
10. Frame system for supporting outer ened glass + 8 mm cavity + laminated safety wall: 100 mm height / 5 mm thick, glass of 2 x 10 mm heat strengthened glass + steel S-shape
15
22. Metallic connection system, steel mullions to support curved laminated glass sheets, structural silicone applied in edges, gravity-based system 23. Stainless steel bolt fastening glass covers, connecting to intermediate layer of beam, 70 mm long / 5 mm diameter
25
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
2. enclosure: Structural 8. Floor 4 mm heatfin: 3 x 15 mm laminated strengthened glass + 8 mm cavity + heat strengthened glass laminated safety glass of 2 x 10 mm heat strengthened glass + 10 mm 3. + 4 mmDow CorningÂŽ 995 Silicone Structural cavity laminated safety glass
23
5
PRODUCED BY AN AUTODESK STUDENT VERSION
DETAILS ROOF-BEAMFIN
7. Stainless steel adjustable countersunk fixed bolt, 30 mm diameter
8. Floor enclosure: 4 mm heat strengthened glass + 8 mm cavity + laminated safety glass of 2 x 10 mm heat strengthened glass + 10 mm cavity laminated safety glass 1. + 4 mmWall enclosure: 4 mm
DETAILS WALL-FLOOR
1 2 3
heat
9. Frame system for outer strengthened glasswall + edge: 8 mm cavity + 200 mm height safety / 5 mm thick, laminated glasssteel of 2 x 8 mm plate
8
heat strengthened glass + 10 mm caviglass
5
5
4
8
8
8
10
4
5
10. Frame system for supporting outer ty + 4 mm laminated safety wall: 100 mm height / 5 mm thick, steel S-shape
5
42
46
10
8
4
2. system Structural fin: 3outer x 15 mm 11. Frame for supporting wall: 140 mm height / 5 mm thick,glass nated heat strengthened rectangular hollow steel shape
10
10
9 5 6,50
4
10
5
11
lami-
12. Structural connections for outer995 Silicone 3. Dow CorningÂŽ framing system and steel plates, 10 Structural Adhesive, connecting elements mm diameter 13. Structural beam under floor: 5 x 15 8. laminatedFloor enclosure: 4 mm heat mm heat strengthened glass, 1-meter height strengthened glass + 8 mm cavity +
laminated safety of 2x x 14. Structural L-shape, 200glass mm wide 50heat mm thick, supporting glass strengthened glassbeam + 10 under floor
10 mm mm cavity + 4 mm laminated safety glass
15. Structural connections for joining L-Shapes, 10 mm diameter
9.
Frame system for outer wall thick,
16. Structural plate, 200 mm wide / 50 edge: 200 mm height / 5 mm mm thick, connection between steel plate L-shape and concrete foundation 17. Icelandic basalt filling 42,12
5
5
5
supporting / 5 mm thick,
steelcontention S-shapeplate, 5 mm thick. 19. Steel Variable height 161,78
5
140
5
10. anchors Frameforsystem for 18. Concrete foundation, outer wall: 100 height 150 mm long / 10 mm mm diameter 20. Concrete Reinforced 11. foundation. Frame system for concrete 450 kg/m3 outer f'c= wall: 140 mm height
supporting / 5 mm thick, 21. Structural beam:hollow 3 x 15 mm rectangular steel shape laminated heat strengthened glass
22. Metallic connection system, steel 12. Structural connections for outer mullions to support curved laminated framing system and steel plates, 10 mm glass sheets, structural silicone applied in edges, gravity-based diameter system
12
13. Structural beam under floor: 5 x 15 mm laminated heat strengthened glass, 1-meter height
5
13
26
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
countersunk fixed bolt, 30 mm diameter
PRODUCED BY AN AUTODESK STUDENT VERSION
DIANA ANALYSIS
Following the hand calculations, a FEA analysis was conducted using Diana. The most critical frame was modelled as a sheet in order to check the maximum deflections and stresses developed according to the calculated dead load and self-weight of the elements. Also, a snow load was included in the analysis, of 1 kN/ m2. After analysis the main beam of 8.74 m, special focus was made into the curved part of the frame: the buttress. Because a simplified calculation was not available by hand, it was modelled, taken into account its curvature and a fixed support at both ends. Its layers were the same as the main frame; 3 layers of 15 mm heat strengthened glass, with a beam height of 500 mm. Actually, a second analysis was also made by including a frame condition, to assess how the different behaviours would happen. From both analysis the critical deformation was less than 1 mm, which is much lower than the 12 mm deflection developed in the main beam. Also, the maximum stress is under the allowable stress for glass elements, having a 5.42 MPa of tensile stress. The first runs of the analysis didnâ&#x20AC;&#x2122;t take into account the lateral wind load; however, it was hen incorporated to bring the final results. However, this specific portion of the observatory is less susceptible to such forces, as it lays inside the pavilion and is not completely vertical, allowing the wind to flow out of the surface.
DEFLECTIONS: CRITICAL FRAME & CURVED ELEMENT
Applying dead load and snow load Wind load not considered on this run.
ELEMENTS CRITICAL FRAME CURVED BEAM CURVED FRAME
Maximum Height of beam deflection, Smax Tensile Stress (mm) (m) (N/m2) 0.045 0.5 2.99 2.27E+07 0.045 0.5 0.14 5.42E+06 0.045 0.5 0.25 5.42E+06
Thickness of glass floor (m)
MAXIMUM STRESSES: CRITICAL FRAME & CURVED ELEMENT
Applying dead load and snow load Wind load not considered on this run.
ELEMENTS CRITICAL FRAME CURVED BEAM CURVED FRAME 27
Thickness of glass floor (m)
Height of beam (m) 0.045 0.5 0.045 0.5 0.045 0.5
Maximum deflection, Smax (mm)
Tensile Stress (N/m2) 2.99 2.27E+07 0.14 5.42E+06 0.25 5.42E+06
DIANA ANALYSIS DEFLECTION & MAXIMUM STRESSES: FLOOR & ROOF A second analysis was made, assessing the floor and roof plates. Because they have the same panel division and therefore the same beam supports, they could be analysed as one. A continuous surface was defined, and fixed supports on the edges were used. A single distributed load was applied to the overall surface, which resulted in different deflection on each panel. Because the smaller panels have smaller distributed loads to overtake, it is assumed the maximum deflection of 3.05 mm is in fact not reflecting the truth, as it would be reduced due to the area of influence of the smaller panel. The maximum stress in such element is 5.75MPa, which is inside the parameters of the heat strengthened glass but again, it is developed in a panel that actually takes less load. Actually, when choosing the critical panel of 8.74 span, both the deflection and stresses are under the allowable limits (2.25 mm and 5 MPa, respectively).
8.74 m
Applying all dead loads
ELEMENTS WALL CANTILEVER BEAM FLOOR & ROOF
Critical panel of 8.74 m 28
Maximum Maximum Thickness of glass wall deflection, Smax Z- deflection, Smax Y- Tensile Stress (m) dir (mm) dir (mm) (N/m2) 0.028 132.68 1.11E+04 9.49E+06 0.075 2.333.84E+07 -3.05 0.028 30.515.73E+07
8 10 10 10 4
PRODUCED BY AN AUTODESK STUDENT VE
SUMMARY TABLE OF COMPONENTS
0.028
690
Beam
3X15mm glass
0.045
Column/Fin
3X15mm glass
0.045
Cantilever beam
5x12mm glass
0.06
15
Floor
4mm glass + 8mm cavity + 2x10mm glass + 10mm cavity + 4mm glass
15
588
15
0.024
COLUMN / FIN
4
10
1470
15
15
15
15
15
CHOICE OF GLASS TYPE There were two choices for the type of glass to be used for the glass observatory construction, Heat Strengthened and Fully tempered, Annealed glass was eliminated from the choice due to its low tensile strength. Both Heat strengthened and Fully tempered glass have certain advantages and disadvantages, heat strengthened glass though has a lower tensile strength (40MPa) compared to fully tempered glass, it has a better breakage behaviour. When heat strengthened glass is under failure, the glass breaks into bigger pieces remaining within a concentrated area and hold its overall COLUMN / FIN shape, providing enough time for the damage recovery period. Fully tempered glass on the other hand has the highest value for tensile strength (80MPa) but under damage, the crack propagates through the glass causing it to break into smaller fragments and lose its overall shape. Taking into consideration the above breakage pattern, Heat strengthened glass was chosen to ensure better safety for the structure.
12
12
12
12
15
LAYERS OF GLASS COMPONENTS The different glass components were made of multiple layers laminated together to ensure better strength and safety for the overall structure. In case of CANTILEVER BEAM accidents, if a glass component faces damage/crack, only the top sacrificial layer will be under impact, allowing the rest of the layers to be intact. This will prevent the whole component from failure on loading, thus ensuring the overall structural stability for the glass structure. 29
12 12
RODUCED BY AN AUTODESK STUDENT VERSION
BEAM
12
10
600
12
10
8
4
550
12
10 4
CANTILEVER BEAM
FLOOR
PRODUCED BY AN AUTODESK STUDENT VERSION
PRODUCED BY AN AUTODESK STUDENT VERSION
15
8
8
WALL
15
Wall
4mm glass + 8mm cavity + 2x8mm glass + 10mm cavity + 4mm glass
15
686
8
0.028
10
4mm glass + 8mm cavity + 2x10mm glass + 10mm cavity + 4mm glass
10
Roof
10
Self weight (N/m2)
4
Thickness (m)
4
No of layers
8
Types of elements
4
PRODUCED BY AN AUTODESK STUDENT VERSION BEAM ROOF
PRODUCED PRODUCED BY ANBY AUTODESK AN AUTODESK STUDENT STUDENT VERSION VERSION
1 WALL LAYER REPLACEMENT
3 FIN LAYER REPLACEMENT
2 FLOOR LAYER REPLACEMENT
4 ROOF LAYER REPLACEMENT
PRODUCED PRODUCED BY ANBY AUTODESK AN AUTODESK STUDENT STUDENT VERSION VERSION
RISK ANALYSIS
As for the different scenarios proposed in the risk analysis, various ways of repairment could be forecast. In the case a bird hits the wall or any object causing potential harm, the crane would be used to carry the damaged piece, which would be the sacrificial layer of 4 mm separated from the structural intermediate layers. Because of its size, a crane is necessary to lift the module, and transport it for further reparation and replacement of the panel. The wall panel would not need any special protection as enough layers are still present in the element. In the second case, if the floor is affected, a wall panel would have to be removed first in order to remove the damaged floor panel. This would also be conducted with the crane and workers to lead the panel out of the building. The third case has to do with a damaged fin, which would be replaced in situ, reinforcing the frame with a metallic structure. However, the integrity of the element should not be a problem, as the number of layers is still enough to hold the applied loads. The last case has to do with a panel of roof replaced, due to heavy hail. The same procedure for the floor would apply, using a crane to lift and transport the panel to its further repair, analysis or discard. A metallic temporary structure would help on securing the area to repair in the future.
PRODUCED BY AN AUTODESK STUDENT VERSION PRODUCED BY AN AUTODESK STUDENT VERSION 30
RENDERS RENDER
31
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EXTREME technology (2018_19 Q4)
SHELTER FOR DISASTER Sint Maarten, The Caribbean Islands
Date: 02.07.2019 Instructors: Job Schroen Ir. E.R. van den Ham Michele Palmieri (Arup) Prepared by: Individual
34
35
36
37
38
39
40
41
MODEL PHOTOGRAPHS
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Earthy (2019_20 Q1)
B U S T A N Zaatari Co-Housing and Far m
Date: 05-11-2019 Instructors: Prof. Dr. Ir. Sevil Sariyildiz Dr. Ir. P. Nourian Dr. Ir. Fred Veer Ir. Hans Hoogenboom Ir. Dirk Rinze Visser Ir. Shervin Azadi Ir. Frank Schnater Prepared by: Group of 6
Zaatari camp Villages Main road
Entrances
Urban Context
Zaatari camp Olive orchard
The Camp is enclosed by a wall and there are three entrances with checkpoints. Although the site is isolated there is a trade and illegal smuggling of goods and food with the neighbouring villages (Krujit,2014).
Creek roads
The growth of Zaatari, its increasing number of tents and caravans and the poor urban development resulted in a lost of landscape features and green spaces inside the camp. Furthermore, the Jordanian government banned trees in Zaatari until February 2014 (Krujit,2014). On the other side, there are olive orchards outside the surroundings of the camp. Moreover, during rainy season there is water flowing in the creek that goes by Zaatari. In spite of these facts, the camp landscape is mostly barren. There are two main water reservoirs and there is not sewage system. In the rainy season dikes are formed in some parts of the camp resulting in sanitary problems.
45
water reservoir water storage Creek Camp roads
Goal
To improve the refugees' life by creating a co-housing system that adds value to the land, enhances living conditions and economic developmet trough agriclture.
General Proposal
Existing system based on Krujit, 2014
Proposal: Circular system
46
Projects in Master plan
Bustan
Design earthy buildings for living and sleeping
Bring vegetation inside the camp
Modular structure adaptable to different family sizes
Potentialize courtyards with greenery and production (farm)
Empower them to grow their own food, create employement
Contribute to better climatic coditions in the interior
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Adapt caravans for wet areas
Grouping of shared services
Establish communities with shared but private spaces
Programme
The family consists of spaces for living and sleeping and their construction was proposed to be from adobe, given that this specific programme needed to be modular, adjustable and flexible.
The unit was formed by the family plus shared services. The main function of the unit was the courtyard, families would share this open space creating a community. On the other side, kitchen and toilet were designed to fit the existing caravans of the camp. This resource was already there, and it could be modified for a better use instead of disregarding it completely.
Finally, the cluster was composed of the units and a shared farm. The farm would be the main junctions between the units.
48
The programme was defined based on the analysis of the social context and considering the main proposal and therefore the previous mentioned scales.
Potentiate farming
through courtyard
Configuration Process
The use of the caravans was also defined from an early phase. The connection of all spaces had to be through the courtyard and the earth construction. This was also discarded for flexibility reasons.
In the first phase of configuration, some initial rules were established such having the farm in the center and access this farm through the courtyard. Although the rule for the courtyard was changed in the end, since more flexibility in this communal space was desired.
reuse caravans for services grouping them in the corners
The initial module was of 3 mts x 3 mts, making squared rooms. This had the problem of creating rooms that were not the necessary size for the living conditions of the families, and it was harder for the transition from one room to another room to allow privacy. (pass through one bedroom to get to another one).
Add earth buildings as living and sleeping modules
Adjust spaces of transition
Module
Module
Adjust to different family sizes 49
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Urban planning
Figure 54. Urban Manual Configuration
An urban distribution scenario was done to show all the rules applied. In this way the spaces between the cluster created interesting passages such as the Sabats and the combination of more cluster create da common plaza that could later connect with a school if needed. Thus created a new sense of city within the camp.
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Case Scenario Plan
Case scenario
A chosen case scenario with a medium cluster, 3 units and 7 families was chosen to further develop in the forming and structuring stages of the project. This scenario was developed manually and helped to give the final tunings to the configuration rules and the rules later on established for the structural and construction parts.
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plugin in grassThe tessellation lines were generated using weaverbird hopper. The component Constant Quads Split Subdivision takes up to the enclosure of four edges and subdivides it in quadruples. the subdivided lines were applied with uniform strength and load which gave dynamically relaxed surface using the solvercomponent in Kangaroo plugin.
The tessellation lines were generated using weaverbird plugin in grasshopper. The component Constant Quads Split Subdivision takes up to the enclosure of four edges and subdivides it in quadruples. the subdivided lines were applied with uniform strength and load which gave dynamically relaxed surface using the solver component in Kangaroo plugin.
The aim was to get tessellation for the shape similar to cloister vault after dynamic relaxation and get the relation of height of roof to the height of doors feasible for the spatial requirements of the room.
tessalation approach for room
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tessalation of a form
From the initial trials of tessellation, the tessellation for smooth surface, straight corners and with side openings was figured out. However, the next task was to apply it to the rectilinear surfaces. The aim was to get tessellation for the shape similar to cloister vault after dynamic relaxation and get the relation of height of roof to the height of doors feasible for the spatial requirements of the room.
In the final step of forming, the decided tessellation is drawn on a unit of the scenario cluster. The tessellation is made for both the ceiling and the roof level. In the roof level, the same tessellation as the ceiling is applied for a continuous surface including the support points but eliminating the wall thickness. Thus the roof and the ceiling layer work together Key plan to create a homogeneous dynamically relaxed form.
Unit Form
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Step 1: For the chosen dynamically relaxed mesh, the initial structural analysis was performed by placing Step 1: For the chosen dynamically relaxed mesh, the to structural a vertical base. Though were within the mesh initial analysis wasresults performed by the limit, the stress vectors were significantly out of the placing the mesh to a vertical base. Though plane. There within was tensile stress observed at thewere base results were the limit, the stress vectors Step Forthe the chosen mesh, significantly out1:of plane. dynamically There wasrelaxed tensile wall.
placing the mesh to a vertical base. Though
dynamically relaxed form was generated. The structure was performing uniformly. However, the Step 3: For the ease ofofconstructability, form was the ease constructability, form mesh is complex to construct. the the
was simplified by drawing on simplified by drawing catenarycatenary arches onarches both sides For the the ease constructability, the form bothget sides and formofthrough and extruding the Step form3:get through extruding them. The results was simplified by drawing analysis catenary were arches on them. The results of thewere structural of the structural analysis unformed and within both sides and get the form through extruding unformed and within the allowable range.analysis were them. The results of the structural the allowable range.
Step 2: To avoid the within sharpthe angle at stress the base towere results were limit, the vectors Step 2: To the avoid sharp at the base totensile significantly out ofangle the plane. There was mesh join, 3d the tessellation was generated and mesh join, the 3dobserved tessellation was generated and stress at the base wall. dynamically relaxed form was generated. The dynamically relaxed form was generated. The structure performing uniformly. However, thethe mesh Step 2: To avoid the sharp angle at base to structurewas was performing uniformly. However, the mesh join, the 3d tessellation was generated and is complex to construct. mesh is complex to construct.
the initial structural analysis was performed by stress observed at the base wall.
Structural Analysis Process
Table. Results for the different steps
unformed and within the allowable range.
phases of structual design and shape development
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simplification
After the simplification of the dynamically relaxed form, the form was further refined under a specific geometry in order to ensure accuracy in construction. Each curve of the form was redrawn to the closest ellipse. Four different ellipses were made. One ellipse was made for the central arch, diving the top ridge line into half. Second, two more ellipses were drawn for both ends of the top ridge, creating slight curvature on the smaller sides of the ceiling. Third, each of the corner rib arches were refined with its closest ellipse and lastly the opening arches were also drawn to the closest ellipse. The final form wes made with a set of pure ellipses, which provided the accurate numbers to create a clear and easy construction process.
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of relaxed form to Ellipses After the simplificationTranslation of the dynamically form, the form was further refined under a specific geometry in order to ensure accuracy in construction. Each curve of the form was redrawn to the closest ellipse. Four different ellipses were made. One ellipse was made for the central arch, diving the top ridge line into half. Second, two more ellipses were drawn for the two ends of the top ridge, creating slight curvature on the smaller sides of the ceiling. Third, each of the corner rib arches were refined with its closest
base on the dimension of medium size room (3.6 x 5.4 m). Its distinct form and structure were created through the hirachy in size and heigth of the arches. This also create an illusion of depth leading into the cluster; hence creating a sence of inviting. The cantilever structure was added; and finally, the openings were made one both side of the walls.
(Top) Figure x: entrance.
Initial concept sketch of the
5.30 1.95
80 .5 4°
2.10
0.90
0.90
0.90
0.60
6.30
Adobe 2.0: Bustan Entrance
(Top) Figure x: Entrance elevatoin showing it over dimension
(Left) Figure x: Development of the entrance form.
(Top) Figure x: Initial concept sketch of the Concept of entrance entrance.
The initia base on 5.4 m). I through This also cluster; cantilev opening
80
.5
4°
1.95
0.89
2.10 0.90 0.90
0.90
0.60
The entr on the p of playfu and stru challeng adobe m such as
3.35
5.30
0.89
3.35
6.30
(Top) Figure x: Entrance elevatoin showing it over The entrance of the cluster was developed based on the pre-design dimension modular system with the idea of hierarchy in mind and with the goal of (Left) Figure x: Development of the entrance form. inviting through a distinctive form and structure.
To adopt a challenge, the idea of dealing with the poor tensile property of the adobe by managing a cantilever, was announced. The initial design of the entrance was developed based on the dimension of medium size room (3.6 x 5.4 m). Its distinct form and structure were created through the hierarchy in size and height of the arches. This also create an illusion of depth, leading into the cluster; hence creating a sense of inviting. The cantilever structure was added in order to provide shaded spaces, and finally, the openings were made one both side of the walls.
(Top) F entranc
(Top) Fig dimensio
(Left) Fig
Forming process of the entrance
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Option 2: increased the depth of the second and third structural arch by 0.30 m. While the result shown Five different adjustments were proposed to solve the previous a huge reductionstructural in the deflection of the structure, the tensile stress is still above the desired limit of 0.130 mentioned problem: N/mm2.
Option 3: the increased the thickness of the wall Option 1:toincrease the thickness of theasstructural arches from 0.30 m 0.45 m proved to be ineffective, it yeilded similar as option 0.45 m. Thisresult resulted in a2.big improvement on the tensile
Option 1: increased the thickness of the structural arches from 0.30 m to 0.45 m. This resulted in a big improvement on the tensile stress; however, the deflection of the structure is still an issue.
from 0.30 m to stress; however,
cantilever from 0.30 m to 0.60 m. This show an great improvment in all the deflection, compressive and tensile stress the structure Option 2: ofincrease the depth of the second
and third structural arch by 0.30 m. While the result shown a reduction in the deflection of the strucOption 5: similar to the previous option, however the cantilever structurestress has aisgradual change its ture, the tensile still above the indesired limit of 0.130 N/mm2.
thickness, from 0.60 m to 0.15 m. The perforation pattern is also added to the vault to further decrease its overall load. The analysis shown similar Option 3: the increased the thickness of the wall from result to the previous option with an extra improvment on ineffective, tensile stress.asHence, the most proved to be it yielded similar result as suitable option.
0.30 m to 0.45 m option 2.
Option 4: increase the thickness of the base of the cantilever from 0.30 m to 0.60 m. This show a great improvement in all the deflection, com pressive and tensile stress of the structure
Five different structural adjustments were proposed to solve the problem. These options include:
Option 2: increased the depth of the second and third structural arch by 0.30 m. While the result shown a huge reduction in the deflection of the structure, the tensile stress is still above the desired limit of 0.130 N/mm2.
the deflection of the thethickness structure comparatively high. Option 4: increased of the base of the
Option 1: increased the thickness of the structural arches from 0.30 m to 0.45 m. This resulted in a big improvement on the tensile stress; however, the deflection of the structure is still an issue.
to solve the problem. These options include:
Five different structural analysis adjustmentsfinal were proposed Table. Structural results
Option 3: the increased the thickness of the wall
from 0.30 m to 0.45 m proved to be ineffective, as it yeilded similar result as option 2.
Option 4: increased the thickness of the base of the cantilever from 0.30 m to 0.60 m. This show an great improvment in all the deflection, compressive and tensile stress of the structure Option 5: similar to the previous option, however the cantilever structure has a gradual change in its thickness, from 0.60 m to 0.15 m. The perforation pattern is also added to the vault to further decrease its overall load. The analysis shown similar result to the previous option with an extra improvment on tensile stress. Hence, the most suitable option.
Option 5: similar to the previous option, however the cantilever structure has a gradual change in its thickness, from 0.60 m to 0.15 m. The perforation pattern is also added to the vault to further decrease its overall load. The analysis showed similar result to the previous option with an extra improvement on tensile stress. Hence, the most suitable option.
Figure x: Structure development option
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final structure Figure x: Structure development option
Construction Phases
Entrance
Step 1. The bricks are laid until the sill level. Note that the different in the wall thickness between the first 2.10 m (0.60 m thickness) portion and the rest (0.30 m thickness). This thick wall prevents the vault from deforming outward due to the load of the cantilever structure. Step 2. The opening arches are constructed with the help of the compass, explained in the next chapters.
open-
Step 3. Continue to lay the horizontal bricks until the top of the ing arches to provide binding stability to the wall and a stable footing for constructing the vault. Note again, the different in the thickness of the first portion of the wall (0.45 m thickness) and the rest (0.30 m thickness).
Step 4. Three structural arches, which vary in cross section and height, are constructed with the compass. Starting from the front to the back of the structure.
Step 6. Two vaults between the second and third arches are constructed.
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Step 5. The first 16 layers of bricks for the lower vault wall are constructed, with the thickness of 0.30 m. The bricks are laid in the horizontal manner that slightly rotate along the curvature of the vault.
Step 7. In this final step, the cantilever structure is constructed.
Entrance construction phases
Building unit
Construction Phases
In step 2, the arches for the openings are made using the compass to achieve the exact curvature and height In step 3, the central arch is created with the compass replacing the compass arm for the desired focal length In step 4, the wall is made till the top of the opening arches to provide the binding stability of the structure. The laying is done at an inward tilt of 10 degrees from the vertical as a base for the roof form.
In step 3 with the pass arm
In step 1, the bricks are horizontally laid till the sill level to make up the wall In step 2, the arches for the openings are made using the compass to achieve the exact curvature and height
In step 5, out any fo ing the ad arch till th
In step 3, the central arch is created with the compass replacing the compass arm for the desired focal length
In step 6 made usi of the v adjacent triangular
In step 4, the wall is made till the top of
the opening arches to provide the bind ing stability of the structure. The laying is done at an inward tilt of 10 degrees from the vertical as a base for the roof
form.
made using the compass till the height
Finally the close off
In step 6, the Corner rib arches are
of the vault.The junction of the two adjacent rib arches are closed with a triangular brick. Finally the remaining bricks are laid to close off the vault.
In step 6, the Corner rib arches are made using the compass till the height of the vault.The junction of the two adjacent rib arches are closed with a triangular brick.
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In step 2 are mad achieve height
In step 4, the open ing stabili done at from the form.
In step 5, The Nubian vault is built without any formwork or compass by reclin ing the adobe bricks against the central arch till the edge of the rib arch.
In step 5, The Nubian vault is built without any formwork or compass by reclining the adobe bricks against the central arch till the edge of the rib arch.
Finally the remaining bricks are laid to close off the vault.
In step 1, the bricks are horizontally laid till the sill level to make up the wall until sill level.
In step 1, till the sill
Construction phases
0
1
section 1-1 62
Tools
A compass was designed to create the arches in the different phases of construction. The compass can be made with wood and was de signed to be able to be disassembled. it had three sets of beams to make the different arch types with the same tools. The large two beams (2.10 meters long) were used for the main cen tral arch, the medium beams (1.20 meters long) were used to create the arch for the corridor and the small (0.9 meters long) beams were used for the window, door and corridor openings.
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The compass followed a simple mechanism where the two beams could move along a track to achieve the desired curvature for the arch. The beams could be used simultaneously to build the arch from the two sides. Each of the beams had a plate of 0.30m width to place two adjacent bricks, holding the previous one in place as it dries while the next brick could be placed beside it.
types of arches A compass was designed to create the arches in the different steps of construction. The compass had been made with wood and was designed to be able to be disassembled. it had three sets of beams to make the different arch types. The large two beams were used for the main central arch, the medium
A co arch tion woo be bea type for t bea the used ope simp bea ach arch neo side 0.30 bric plac cou
Opening Design
Opening options regarding orientatio
Type A: Door, meant for privacy and entrance.
Type B: Possible if looking towards the courtyards, if there is protection from other units within the clusters, or the orientation if the room faces north(allow maximum daylight) or south (allow maximum solar radiation in winter)
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Type C: Maximum privacy with enough opening size to allow cross ventilation. Rotation to protect from midday and afternoon sun (west). Type D: Maximum privacy with enough opening size to allow cross ventilation. Rotation to protect from morning sun (east).
Figure x: Cluster section A
Figure x: Cluster section A
Setion 1-1'
Figure x: Cluster section A
Figure x: Cluster section A
Figure x: Cluster section B
Figure x: Cluster section B
Figure x: Cluster section B
Figure x: Cluster section B
Section 2-2"
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Bustan Project in Zaatari context
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A unitless configuration model game that includes the configuration rules was built. In such a way that the user can better understand how the system of BUSTAN works. A preliminary mock-up was done to see the possibilities of the game and then implemented for the wooden game. The board has small squared holes to fix the elements (bedrooms and living rooms) in a certain position. To play with the board size decided, 1 out of the 4 case scenario families can be chosen and from there the game begins. Depending on the number of persons in the family chosen, the different rooms are taken checking the back side of the room to see the amount of people that each room farm modules fits. After this, the amount of and caravans can be taken. Once this is done, the placement in the boardgame can start following the design guidelines written next to the board.
Bustan Board Game
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