Building structuresproject1 fettuccinnefinalm

ARCH 2213 BUILDING STRUCTURES PROJECT 1: Fettuccine Truss Bridge Analysis Report
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BUILDING STRUCTURES
[ARC 2213]
FETTUCCINE TRUSS BRIDGE ANALYSIS REPORT
LIM JIAN JUN 0316867
LOO MEI CHUEN 0316379
TEH GIE ENG 0316179
JOANNE BERNICE CHUA YUNN TZE 0315905
EVIN LOOI JYNN 0311852
TAN CUI ZHI 0320826
1

TABLE OF CONTENTS
1. INTRODUCTION
2.METHODLODY
2.1.PRECEDENT STUDY
2.2.MAKING OF FETTUCCINE BRIDGE
2.3.REQUIREMENT
3.PRECEDENT STUDY
4.MATERIALS & EQUIPMENTS
4.1.STRENGTH OF MATERIAL
4.1.1. PROPERTIES OF FETTUCCINE
4.1.2. TESTING OF FETTUCCINE
4.1.3.EXPERIMENTS
4.1.4.CONCLUSION
4.2.ADHESIVE ANALYSIS
5.BRIDGE TESTING AND LOAD ANALYSIS
5.1. TIMELINE
5.2. FIRST BRIDGE
5.3. SECOND BRIDGE
5.4. THIRD BRIDGE
5.5. FOURTH BRIDGE
6.FINAL BRIDGE
6.1. AMENDMENTS
6.2. FINAL MODEL MAKING
2

6.3. JOINT ANALYSIS
6.3.1. JOINT A
6.3.2. JOINT B
6.3.3. JOINT C
6.3.4. JOINT D
6.3.5. JOINT E
6.3.6. JOINT F
6.3.7.JOINT G
6.4. FINAL BRIDGE TESTING AND LOAD ANALYSIS
6.5. CALCULATIONS
6.6. DESIGN SOLUTIONS
6.6.1. 1ST SOLUTION: FINGER JOINTS
6.6.2. 2ND SOLUTION: CROSS BRACING
6.6.3. 3RD SOLUTION: LOWER SUPPORT
7.CONCLUSION
8.APPENDIX
8.1. CASE STUDY 1
8.2. CASE STUDY 2
8.3. CASE STUDY 3
8.4. CASE STUDY 4
9.REFERENCES
3

1.0 INTRODUCTION
This project aims to develop our understanding of tensile and compressive
strength of construction materials by understanding the distribution of
force in a truss.
In order to achieve that, in a group of 6 we were required carry out a
precedent study on a truss bridge of our choice, analyzing the
connections, arrangements and orientations of the members. Once that
was completed, we were required to design and construct a truss bridge
made out of fettuccine.
The requirements for this bridge include it having a 750mm clear span and
a maximum weight of 200g. this bridge will then be tested to fail and we
were required to analyse the reason of its failure and calculate its efficiency
4

2.0 METHODOLOGY
2.1 PRECEDENT STUDY
By looking through precedent studies to have a better understanding of
the types of trusses available. Next , understanding the forces that would
be exerted to the trusses ; compression and tension, would allow us to
make adjustment to our bridge, that would best suit the given material ;
fettuccine.
2.2 MAKING OF FETTUCCINE BRIDGE
PHASE 01 : STRENGTH OF MATERIAL
Understanding the properties of the fettuccine is important in order to
build one bridge that can carry maximum load. For the tensile strength in
the fettuccine is considerable low when compare to aluminium which has
the same amount of stiffness to the fettuccine.
PHASE 02 : ADHESIVE
Choosing the tight type of adhesive is important as it plays a huge role in
this assignment. As there are many types of adhesive in the market that
each has their own function and characteristics. Not only the type of
adhesive is important but the brand of adhesive is important as well, for
different brand has different quality and choosing one that suits
constructing the fettuccine bridge is primary.
PHASE 03 : MODEL MAKING
5

To ensure precision in our model making, AutoCad drawings are drawn in
1:1 scale and plotted out to ensure precision and ease our process. And in
order to strengthen our bridge as much as possible, each pasta is marked
individually as each has their own location of placement and length, and
are glued accordance.
PHASE 04 : MODEL TESTING
Finished models are being tested after placing aside to allow the adhesive
to sit on the model. By placing weight on the middle of intermediate
member to ensure that load is evenly distributed. All these are being
recorded to allow us to fix and analysis our bridge.
2.3 REQUIREMENTS
• To have a clear span of 750mm
• Not exceeding the weight of 200g
• Only material allowed is fettuccine pasta and adhesive
• Allowed to use any type of adhesive possible
• Workmanship is put to consideration as part of aesthetic
6

3.0 PRECEDENT STUDY
Historic name
Waddell “A” Truss Bridge
Other name
Linn Branch Creek Bridge
Location
English Landing Park, Parkville, Missouri
History
The Waddell “A” Truss Bridge, currently located in English Landing Park in Parkville was
designed by engineer John Alexander Low Waddell. It was originally built in 1898 as a railroad
bridge across Linn Branch Creek before being abandoned in 1939, and was relocated in 1987
7
Fig 3.0.1 Linn Branch Creek Bridge in 1898

to make way for the construction of Smithville Lake. As of now, it crosses Rush Creek carrying a
pedestrian path between a day-use recreational area and two isolated ball fields.
The single span bridge is a U.S. National Register of Historic Place with a patented design,
consisting of triangular ‘A’ trusses and its structural members are pin-connected. Despite its
relocation, the bridge retains its integrity of design due to its reliability, ease of erection, cost
efficient and structural rigidity in all directions.
Comparison and Components of Bridge 
8
Fig 3.0.2 Bridge constructed across Linn Branch Creek in 1898
Fig 3.0.3 Bridge relocated to English Landing Park, Parkville, Missouri in
1987

 
9
Portal'bracing
Fig 3.0.4 Portal View
Hip'ver1cal
Upper'
Bo4om'
Guard'rails
Diagonal'
Strut
Fig 3.0.5 Perspective Elevation View

Force Distribution Diagram of Bridge under Load Pressure
Arrangement, Orientation and Connection of Bridge Members
(Drawings by John Alexander Waddell)
10
In'tension
Under'compression
Fig 3.0.6 Force Distribution Diagram
Connec1on'of'strut'
and'upper'chord
Connec1on'of'
members
Load
Fig 3.0.6 Connection of Members

11
Eleva1on'of'
portal'bracing
Pin'joint'
connec1on
Sec1on'view'
of'pin'joint'
(line'6E6'in'Fig'
Sec1on'view'of'
middle'chord'
(line'7E7'in'Fig'
Fig 3.0.9 View of bracing below deck of bridge
Fig 3.0.7 Detailed truss connection of members
Fig 3.0.8 Detailed Drawing of Portal Bracing and Pin joint connection

4.0 MATERIALS & EQUIPMENTS
12
Equipments
Pen Knife
• used to cut the fettuccine in model
making
Camera
• make recordings of the bridge testing
• photograph the process
Bag • carry the load
Hook • hook the bag on the bridge
Sand Paper
• sand the edges of the components of
the bridge to fit
Mineral Water • used as load
Weighing Machine
• measure the weight of the load placed
inside the bag
Super Glue • adhesive for material bridge

4.1 STRENGTH OF MATERIAL
Fettuccine was the only material approved to be used for this project. Thus, research and
analysis of Fettuccine was conducted before model making session.
4.1.1 PROPERTIES OF FETTUCCINE
The fettuccine used in the making of the truss bridge model has the thickness 1 mm and the
width of 4 mm. It is brittle and thus is stronger under tension. However, fettuccine has a low
compressive strength
1. Ultimate tensile strength : 2 000 psi
2. Stiffness (Young’s Modulus) E: 10, 000, 000 psi ( E= stress/ strain)
13
Figure 4.1.1 Fettuccine used in model making.

4.1.2 TESTING OF FETTUCCINE
Before the testing, we made sure the fettuccine are glued with the proper technique to prevent
uneven surface and to ensure the ease of building with modular units.
4.1.3 EXPERIMENTS:
The fettuccine beams were formed using the staggered arrangement to ensure that the
breaking points are not aligned and thus minimising the the number of weak spots.
To understand its efficiency and the maximum load each can carry, we tested several types of
beam with different orientations to understand which is the best to be implemented in our
bridge building.
14
Figure 4.1.2.1 Wrong glueing technique Figure 4.1.2.2 Correct glueing technique
Figure 4.1.3.1 Staggered arrangement of
fettuccine in beam
Figure 4.1.3.2 Horizontal FacingFigure 4.1.3.2 Vertical Facing

4.1.4 CONCLUSION
Based on the testings, it can be concluded that the I-beam made up of 5 pieces of fettuccine is
the strongest among all as it could withstand the heaviest load. The 4 layered fettuccine is also
quite strong. For the 1 layered and 2 layered fettuccine, it shows that the the horizontal facing
fettuccine is much stronger compared to the vertical facing ones.
15
Layers of
Members
Length of
fettuccine (cm)
Clear Span
(cm)
Load Sustained
(Vertical Facing) (g)
Load Sustained
(Horizontal Facing) (g)
1 Layer 26 15 420 205
2 Layer 26 15 500 320
3 Layer 26 15 770 630
4 Layer 26 15 1300 1110
5 Layer ( I-beam) 26 15 - 1700

4.2 ADHESIVE ANALYSIS
Three different kinds of glue used to ensure the joints are strong and thus strengthen the
bridge.
V-Tech Super Glue was used the most while constructing our fettuccine bridge. It has high
efficiency and it dried faster compared to the other adhesives, as it is more concentrated when
compare to UHU glue as well as epoxy. To make sure the glue worked as its best, allow the
glue to settle in the bridge to make sure it is dry before the testing it. This is to ensure the
bridge perform at its best.
UHU glue is avoided if possible, as it causes the joints to be flexible. It also requires longer
time to dry, making it the less appropriate option, for joints should be rigid.
Epoxy, even though it is stronger, it is less efficient as it requires a lot more time to solidify and
is difficult to use. It requires the mixing of epoxy and hardener in small batches.
Hence, the bridge is at its optimum condition after at least 4 hours of drying using the super
glue. 
Type of Adhesive Advantage Disadvantage Rank
V-Tech Super
Glue
• High Efficiency
• Fast Solidifying Time
• Easy to Use
• Makes fettuccine
brittle
• Causes joints to crack
1
UHU glue
• Easy to Use • Low Efficiency
• Slow Solidifying Time
2
Epoxy
• Stronger • Low Efficiency
• Slow Solidifying Time
• Difficult to use (needs
to be mixed)
3
16

5.0 BRIDGE TESTING AND LOAD ANALYSIS
5.1 TIMELINE
Date Work Progress
13th April 2015 - Testing of strength of fettucine by using 1,2
and 3 layers and using I-beam design
- Discussion and research on suitable truss for
precedent study
15th April 2015 - Testing different ways of fettucine joints and
using different kinds of adhesive to test the
strength
16th April 2015 - Discussing and making decision on which
truss design to proceed and construct
- Making of first bridge model
18th April 2015 - Load testing of first bridge and proceeded
with making the second bridge model.
22rd April 2015 - Load testing of second bridge and
proceeded with making the third bridge
model
24th April 2015 - Load testing of third bridge and proceeded
with making the fourth bridge model
25th April 2015 - Load testing of the fourth bridge and
proceeded with making the final bridge
model
26th April 2015 - Continue session with the making and
refining final bridge
27th April 2015 - Final submission and load testing of final
fettucine bridge
17

5.2 FIRST BRIDGE
We used the precedent study, the Waddle “A” Truss Bridge, as a guideline for our first
bridge. In this first trial, we did not restrain ourselves too much on the weight of the
bridge, but more on reinforcement, adhesive, joints and orientation of the trusses.
The failure only occur at the horizontal member (Figure 5.2.2), because the member is bearing
the highest load and are too thin and weak to carry the load by itself without distributing the
load around (figure 5.2.3).
18
Figure 5.2.2 Our bridge before testing Figure 5.2.3 Horizontal member failed
Figure 5.2.1 The design of our first bridge

Bridge weight: 215g
Load: 1813g
Efficiency: (1.813)2 = 15.3% 
0.215
Failed Components : Horizontal member
Failing Reasons : Member is too thin, poor load distribution
19
Figure 5.2.4 Diagram showing poor load distribution of the horizontal member

5.3 SECOND BRIDGE
After consideration, we decided to use waffle slab to replace the broken member of our first
bridge. Gussets and joining methods are further explored and applied into the bridge. Refining
using sandpaper is done and the second test is performed.
In Figure 5.3.1, it shows the transition of load acting on the bridge is from the middle of the
bridge to the sides of the bridge, to improve the load distribution. The bottom chord and all
the connecting members are in tension, whereas the top chord and all the diagonals are in
compression.
20
Figure 5.3.1 Load distribution diagram
Figure 5.3.2 Load distribution diagram of the
waffle slab
Figure 5.3.3 Top elevation of the waffle slab

21
Figure 5.3.4 Top chord failed
Figure 5.3.5 Bottom chord failed
Figure 5.3.6 Waffle still intact after testing Figure 5.3.7 Bridge after load test
Figure 5.3.8 Top chords are curved upward and downward caused by rough workmanship

The failures occur at the top chords, because they are too thin and were not able to
withstand the compression force, causing them to buckle (Figure 5.3.4). Hence, the top
chord layer should be thickened by adding more fettuccine.
Other than that, the top chords are not properly constructed (Figure 5.3.8) and have
caused uneven members, joining and force distribution.
After the load test, the waffle slab is still intact (Figure 5.3.6) and was able to withstand
more load than the first design. This shows the waffle slab is a better and improved
design.
Bridge weight: 229g
Load: 5120g
Efficiency: (5.120)2 = 114.5% 
0.229
22
Figure 5.3.9 Failed component
Failed Components : Top chord due to buckling
Failing Reasons : Thin top chord member, uneven load distribution caused
by rough workmanship

5.4 THIRD BRIDGE
The load distribution of the Baltimore Truss Bridge we did for our third bridge (figure
5.4.1) works the similar way with our first and second bridge (figure 5.3.1), where all the
top chord and diagonal members are under compression while all the vertical members
are under tension.
After analyzing our first two bridges, we have decided to make these improvements to
increase our efficiency of the bridge.
Amendments made:
1. Lowering the height of the bridge from 165mm to 70mm (to decrease the bridge
weight)
2. Place each of the center vertical member of each triangle on top of the horizontal
member (to increase even force distribution) (Figure 5.4.2 and Figure 5.4.3)''
23
Figure 5.4.1 Load distribution diagram
Figure 5.4.2 Placement of each member on our second
bridge (left) and on our third bridge (right)
Figure 5.4.3 Joint on third bridge

24
Figure 5.4.4 Bridge before testing
Figure 5.4.5 Bridge shows the downward bending causing the bottom chord to break first
Figure 5.4.6 The bridge failed due to the downward

In this design, the breaking first occurs at the bottom chords (Figure 5.4.5). The compression
and tension is too great compared to the first design due to its height, and the bottom chords
are not strong enough to sustain the force thus they break first.
Placement of each of the center vertical member of each triangle on top of the horizontal
member has caused the joints to have a smaller and unstable joining contact point (Figure
5.4.3). This has caused the vertical member to slip out of the original position after testing due
to the compression and has contributed to the breaking of the bridge.
Other than that, when load is applied, the bridge started to bend downwards at one side of
the bridge due to the uneven force distribution caused by the uneven sizes of the trusses and
inconsistent distances between joints (Figure 5.4.5). This is caused by the difficulty of
maintaining the workmanship when there are too many joints in this bridge.
'
Bridge weight: 205g
Load: 4222g
Efficiency: (4.222)2 = 87.0% 
0.205 
25
Failed Components : Top chord and bottom chords
Failing Reasons : Too many joints, uneven load distribution caused by
rough workmanship

5.5 FOURTH BRIDGE
After testing and analyzing the second and third bridge, we decided to improvise a new design
by improving it but still using our precedent as a guideline.
Amendments made:
1. Rising the height of the bridge (increase bending resistance)
2. Place every vertical and diagonal member on top of the bottom beam (for direct joining
contact point and more surface area for more stable joining)
3. Making one whole triangle instead of few triangles (to decrease the number of joints)
''
26
Figure 6.4.4 Failed Component
Figure 5.5.1 Load Distribution Diagram for the 4th Bridge
Figure 5.5.2 Bridge design before testing

27
Figure 5.5.3 Picture shows the sliding of the bridge.
Figure 5.5.4 Bridge flips due to the torsion, height, breaking of the bottom chord and the narrow base
Torsion
Figure 5.5.5 Top view diagram shows torsion, causing the two main facades to slide against each other

Failure occurs due to the torsion of the two bridge main façades sliding left and right
against each other. Other than that, the height of the bridge and a narrow base
ultimately have also caused the whole bridge to flip over.
The absence of the diagonal and cross bracing has lead to the torsion and caused our
bridge to fail. Thus, we have applied the diagonal bracing in our next bridge.
Bridge weight: 254g
Load: 4732g
Efficiency: (4.732)2 = 88.2% 
0.254
28
Failed Components : Bottom chords connecting members
Failing Reasons : Torsion, bottom chords (the two main bridge facades)
are not connecte with each other with cross bracing to
prevent torsion

6.0 FINAL BRIDGE
6.1 AMENDMENTS
The figure below (figure 6.1.1) shows the design and construction method of our final
fettuccine bridge. This type of truss bridge had been chosen for our final model design as it
reaches the highest efficiency among all the truss bridges we have tested. Referring to the test
result, in depth analysis was conducted for further development in order to achieve higher
efficiency.
Amendments made:
1. Amendments of dimension
Dimension of distance in between each vertical member had slightly been changed (figure??).
The length of each distance was changed from ??mm to ??mm, to enable the vertical members
rest on the edge of tables (allow force from the edge of table transfer directly to the vertical
member, and to prevent failure of the horizontal member)
29
Figure 6.1.1 Amendments of dimension of final bridge model
790
Figure 6.1.2 Dimension of the first bridge model

6.2 FINAL MODEL MAKING
Firstly, an accurate Autocad drawing of the bridge is printed out as a guide for the
bridge construction. Then, the two I-beams are constructed:
30
Figure 6.2.1 Diagram showing first step of erection, the I-beam.
6.2.2 Picture showing staggered I-beam
construction
6.2.2 Picture showing staggered I-beam construction
Figure 6.2.4 A close up picture of the I-beam showing the construction and orientation

Secondly,'the'outline'of'the'three'triangles'are'constructed:'
31
Figure 6.2.5 Diagram showing second step of erection, the outline of the triangles.
Figure 6.2.6 Picture showing the joining of the
triangle
Figure 6.2.7 Picture showing the joining of the
triangle to the I-beam
Figure 6.2.8 Picture showing us securing the joints using
masking tape

Thirdly, the vertical members and the top horizontal members are constructed. These vertical
members serve as vertical posts for the fettuccine bridge to resist the compression force that
was created:
 
32
Figure 6.2.9 Diagram showing third step of erection, the vertical members and top horizontal chord
Figure 6.2.10 Picture showing the vertical and top horizontal chord are joined to the triangles

The forth step is carried out immediately, the diagonal and the small vertical members are
constructed. The diagonal members were located at gaps in between vertical members and
they functioned as bracing of truss which is able to resist shear force.
'
 
33
Figure 6.2.11 Diagram showing forth step of erection, the vertical members and top horizontal
chord
Figure 6.2.12 Picture showing two main facades of the bridge

Lastly, a series of members having 60mm in length is served to connect the bottom and
top chords two main facades (Figure 6.2.14). The position is determined to be at the
bottom of each vertical member and rested well above the bottom chord. Other than
that, another series of members with the same length are placed above the top chord
of the bridge with horizontal facing (Figure 6.2.17). Diagonal bracing at the bottom
chord is constructed (Figure 6.2.16). Waffle slab is constructed in this step too (figure
6.2.15), same time with the joining of the two facades.
'
34
Figure 6.2.13 Diagram showing last step of erection, the vertical members and top horizontal chord
Figure 6.2.14 Pictures showing the joining of the two main bridge facades

 
35
Figure 6.2.15 Picture showing the construction of the waffle slab
Figure 6.2.16 Pictures showing the diagonal bracings

36
Figure 6.2.17 Picture shows connecting members of vertical facing at bottom chord and horizontal facing
at top chord
Figure 6.2.18 Final bridge before testing

6.3 JOINT ANALYSIS
Joining method is one important factor in a bridge design as the joints will affect the efficiency
and failure of Fettuccine bridge. The joints are further tested and studied to achieve the
optimum joining of every single member at different part of connections. Therefore, respective
methods of joint are designated according to requirement of each part.
37
A B C
D E
F G

6.3.1 JOINT A
It was studied that the vertical member at the joint A experiences compression forces when
load is applied to the design. From the previous design, we analyzed that the jointed members
carrying the compressive internal are causing stress to the structure member while connecting
to one another. Action is taken to separate the joints and the joining method of two members
is designed so that the vertical member is supporting the upper diagonal member and not
affecting the internal force of other members.
38
Previous Joint Design
Improvised Joint Design
Figure 6.3.1 Joint A Connection Amendment

6.3.2 JOINT B
The middle most diagonal members are joined with butt joint, leaning again each other
with a fixed angle of 45 degree. The rigidity of the triangle structure provides stability
and strength to force acting on it, and distributing evenly from member to members.
Reinforcement of the joint is introduced with the use of gusset. The gussets hold the
members together to prevent gliding of members due to the brittleness of the
adhesive material used when load is added to the structure.
39
45°
Figure 6.2.1 Joint B Gusset Reinforcement

6.3.3 JOINT C
The top chord horizontal chords are designed in segments to accommodate the compressive stress of
the structure. The segmented members are preferable rather than one long strip of horizontal member.
This is because the longer stretched member is more fragile than a shorter one when a load is applied to
the structure. The segmented members allow better resistance on compressive stress. The end of the
segment members are carefully shaped to sit firmly to the side of the diagonal members.
40
Figure 6.3.3 Top Horizontal Member Connection

6.3.4 JOINT D
T-lock joint is a design connection acting like a steel plate in steel construction. The T-shape
member is slotted into the I-beam and holds the beams up right to prevent downward bending
force from the load itself. The connection gives better structural strength to connect both
vertical and horizontal members perpendicularly.
41
Figure 6.3.4.1 T-lock Connection
Figure 6.3.4.1 Example of a slotted steel plate

6.3.5 JOINT E 
The vertical facing connecting members is one critical design to evenly distribute the load
along the entire structure of the bridge. The improvement was made from the very first design
of the member, which was attaching to the vertical member. The design was not efficient as it
does not spread the load along the bridge but acting as a load itself, giving more stress to the
structure. Furthermore the load is actually depending all by the adhesive material (glue) only.
The 2nd improvised design was made better because the members lay on the I-beam. But the
vertical members joining the vertical facing connecting members are not strong due to its poor
42
Fig 6.3.5.2 Photos of Divergence of the Vertical Facing the Connecting
Fig 6.3.5.1 Improvement on Vertical Member
1st Design 2nd Design 3rd Design

contact surface area of both vertical and vertical facing connecting members. The 3rd design
was considered to transfer the vertical facing connecting members to the sides, diverting load
stress to the other part of the bridge with less concentration of members.
6.3.6 JOINT F
This vertical facing connecting beam is simply laid perpendicularly to the long bottom chord of
the I-beams. These short members are glued in stacks and then fixed on top of the stretch.
These members function as the load distribution member to channel and balance out
downward loads along the stretch of the bridge.
6.3.6 JOINT G
43
Fig'6.3.6''Connec1on'of'ver1cal'facing'connec1ng'members.
Fig'6.3.7''Connec1on'of'bracing

The connection joint G is placed diagonally on the I-beams to resist shear force as well as
torsion force acted on the structure by the load. These bracings are fixed in between the
vertical facing connecting members at the lower part of the bridge. The bracings rest against
the other members to prevent movement and distortion of other structural members of the
bridge.
44

6.4 FINAL BRIDGE TESTING AND LOAD ANALYSIS
The picture below (figure 6.4.1) shows the design our final fettuccine bridge and the
load distribution.
In this final bridge, the main amendments made are size and height of the bridge (to
provide better downward bending resistance and stable force distribution), and the use
of diagonal bracing at the bottom chord (to prevent the bridge from torsion).
45
Figure 6.4.1 Design of our final bridge and members in tension and compression diagram
Figure 6.4.2 Top view of our previous bridges (without diagonal bracing)
Figure 6.4.3 Top view of our final model (with diagonal bracing)

 
46
Figure 6.4.4 Bridge before testing
Figure 6.4.5 Bridge showing torsion at the top chord before breaking
Figure 6.4.6 Top chords break and caused the bridge to fail

 
47
Figure 6.4.7 Bridge before load is applied
Figure 6.4.8 Bridge showing downward bending after load is applied
Figure 6.4.9 Top chord breaks due to torsion and has caused the whole bridge to fail

After observing, calculating and analyzing our bridge, we have concluded that in this
final design, the failure occurs due to the torsion at the top chord (Figure 6.4.5). When
the load is applied, the top chord of the bridge experienced torsion due to the uneven
forces distribution caused by the design of the trusses.
By referring to Joints E, I, M, E1, I1 (top chord), we can conclude (from observation and
calculation) that Joints E, M and E1 are in equilibrium, whereas Joint I and I1 are not in
equilibrium.
At Joint I and I1 (which their resultant forces are not in equilibrium), they are
experiencing a large upward force at their Y-vector, with a magnitude of 204.82N.
Whereas the others points are in equilibrium.
With this great upward force, they have contributed to the torsion at the top chord in
this pattern shown in the figure 6.5.11 and caused failure to the bridge.
 
48
Figure 6.4.10 Picture showing torsion pattern at the top chord
Figure 6.4.11 Top view diagram showing torsion and statues of each joints

The diagram above shows Joints in red bubble (I and I1) experiencing torsion and are
not in equilibrium, whereas Joints in blue bubble (E, M and E1) are in equilibrium, thus
remained in position.
The bridge testing results do tally with the calculation.
Other than that, when load is applied, the bridge started to bend downwards due to
the uneven force distribution caused by the design of the trusses.
By referring to Joint K and Joint C/G (after calculation):
In Joint K, it is experiencing a downward force at its Y-vector, with a magnitude of
123.41N.
When compared to the adjacent weaker joints, Joint G and C, they experience an
equivalent lesser downward force at its Y-vector, a magnitude of 42.09N and 42.17N,
The big difference of magnitude between these joints has caused the downward
bending of the bridge, and ultimately causing the bridge to fail.
49
Figure 6.4.12 Diagram shows big difference in magnitude of force between the joints, causing downward
bending

Bridge weight: 203g
Load: 4170g
Efficiency: (4.17)2 = 85.7% 
0.203
The efficiency of the final bridge did not meet our expectation as the bridge
should be able to carry more loads and have higher efficiency. Due to the great
torsion at the top chord and the adhesive is not fully dry, our final model was
only able to have a 86% efficiency.
50
Failed Components : Top chords
Failing Reasons : Torsion at the top chord, glue is not fully dried

6.5 CALCULATIONS$
4.17 kg= 4.2
= 42N
1) Determine perfect truss
2J = 2(24)
= 48
M + 3 = 45+3
=48
Therefore 2J = M + 3, it is a perfect truss
2) Determine reaction force
∑MA= 0
( 42 x 0.39) - (Ra x 0.78) = 0
16.38 - 0.78Ra = 0
Ra = 21N
∑Fy= 0
42N – 21N- RA = 0
RA = 21 N
51

3 ) Determine internal forces of main structural member 
At joint A,
∑Fy= 0
21-FAB sin Q = 0
FAB sin 47.12 = 21
FAB = 21/ 0.73
FAB = 28.77 ( C)
∑Fx= 0
FAB cos θ – FAC = 0
-FAC = cos 42.12 x 28.77
FAC = - 19.58 ( T )
tan θ = 0.07/ 0.065
θ = 47.12°
At joint C,
∑Fx= 0
-19.58 + FCD = 0
FCD = 19.58 (T)
At joint B,
!
∑Fy= 0
(-FBE sin θ ) +(-21) + (+FBC)+ (+21) = 0
F=FBC – FBE sin θ = 0 °
FBC = 42.1697
FBC = 42.17 (C)
∑Fx= 0
52

(-FBE cos θ) + (+19.58) + (+19.58) = 0
-0.6805 FBE = - 39.16
FBE = 57.5459 = 57.55 (C)
At joint D,
∑Fx= 0
(-19.58)+(-21)+(21)+(19.58)=0
∑Fy= 0
(+19.58)+(-FED) + (+19.58)=0
FED = 39.16 (C)
At joint E,
∑Fy= 0
(57.55 sin θ ) + (39.16) + (- FEF sin θ) = 0
42.17 + 39.16 – FEF 0.7328 = 0
FEF = 110.99 ( T)
∑FX= 0
(57.55cos θ) + (- FEI ) + ( FEF cos θ ) = 0
39.1608 + FEI + (110.99 X 0.6805)= 0
FEI = 114.69 (C)
At joint F,
∑Fy = 0
(-21) + (81.33)+ (-FFH sin θ ) + ( FFQ) = 0
60.33 – 0.7328 FFH + FFG =0
FFG = 42.09 (C)
∑FX= 0
(-19.58)+(-75.53) + ( FFH cos θ) =0
FFH 0.6805= 95.11
FFH = 139.76 (T) 
53

6.6 DESIGN SOLUTIONS
6.6.1 1ST SOLUTION: FINGER JOINTS
By using Finger Joints, this maximises the areas to be glued for joining compared to our
previous joint which is the Butt Joint. This increases the the strength and durability of the joint
as it requires a lot of force to separate the parts.
6.2 2ND SOLUTION: CROSS BRACES
Cross braces pushes the the two top chords against one another, thereby increasing the
structure’s stability. It also holds the two chords in place by resisting torsion caused by the load.
54
Figure 6.1.1 Proposed improvement on joint method
Figure 6.2.1 Proposed addition of strong cross bracing at top chords

6.3 3RD SOLUTION : LOWER SUPPORT
By adding supports below the bridge, the load is distributed to the supporting objects; the
table. This also reduces the chance of buckling of the lower chord as it transfers the load away
from the vertical hip that is in compression. 
55
Figure 6.3.1 Proposed lower support for bridge

7.0 CONCLUSION
We had constructed a total of 5 fettuccine bridges experimented its efficiency in withstanding
loads. The precedent study we chose to study on is Waddell A ‘Truss bridge’. We had
concluded on using Waddell A ‘Truss bridge’ because of the single span bridge with a
patented design, consisting of triangular ‘A’ trusses and its structural members are pin-
connected. Despite its relocation, the bridge retains its integrity of design due to its reliability,
ease of erection, cost efficient and structural rigidity in all directions
In our final model testing, we achieved the highest efficiency compared to the previous 4
models we have done. Our fettuccine bridge achieved an efficiency of 114.5% withstanding a
total of load of 5120g and its weight is only 229g. This project has made us understand load
distribution in a structure deeper, compared to the previous semester, as we are now able to
calculate the type of force applying in each structure member. We explored different
arrangement of structural members and realized it is important to identify the force (tension/
compression/zero/critical) in structural members in order to achieve a high efficient bridge
design.
We also realized the importance of proper planning, in terms of work delegation and the time
interval between completion of bridge and load testing. It is due to the efficiency of
completing the bridge on time and giving an adequate time for the adhesives to dry out and
maintain its strength until load testing.
In conclusion, it has been a great experience working on this project. Using household goods
to construct a bridge and gaining so much knowledge after that have amazed us how strong a
structure can be if it is properly designed and constructed . As an architecture students, we will
be the leader in the construction industry in future, we need to think critically and pay attention
to details so that a structure can function efficiently without failure for the safety and well being
of the people.
56

8.0 APPENDIX
As for our individual part, we were assigned to further analyse total of 5 trusses. Each were
distributed to following :
8.1 FIRST CASE
8.2 SECOND CASE
8.3 THIRD CASE
8.4 FOURTH CASE
8.5 FIFTH CASE
The analysis and calculation of trusses are attached after this page.
57

9.0 REFERENCES
National Register of Historic Places. (n.d.). Retrieved May 6, 2015, from http://
dnr.mo.gov/shpo/nps-nr/90002173.pdf
Patent US529220 - Truss-bridge. (1894, November 13). Retrieved May 6, 2015, from
http://www.google.com/patents/US529220
Ching, Francis D.K (2008) Building Construction Illustrated Fourth Edition. New Jersey:
John Wiley & Sons, Inc.
58

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