ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
TABLE OF CONTENTS 1) Introduction
4
2) Methodology - Precedent Study - Making of Fettuccine Bridge
5-6
3) Precedent Study
7-8
4) Materials & Equipment 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
9 - 14
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
15 - 27
6) Final Bridge 6.1 Amendments 6.2 Final Model Making 6.3 Joint Analysis 6.3.1. Joint A 6.3.2. Joint B, Joint C 6.3.3. Joint D, Joint F 6.3.4. Joint E, Joint G 6.3.5. Joint J
28 - 48
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
6.4 Final Bridge Testing And Load Analysis 6.5 Calculation 6.6 Design Solution 6.6.1 1ST solution : Finger joints 6.6.2 2nd solution : Gusset
7) Conclusion
49
8) Case study
50 - 76
9) References
77
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
1.0 Introduction This project aims to develop our understanding of building structures by studying the tensile and compressive strength of construction materials and force distribution in a truss. In a group of 6, we were required to conduct a precedent study on a selected existing truss bridge. By analysing the connections, arrangements and orientation of the members, we were able to understand how design of the truss can affect the distribution of forces. After conducting the research, we were required to design and construct a truss bridge using fettuccine as the main construction materials. The requirements for the fettuccine bridge are as follow. The fettuccine bridge should consist of 350mm clear span and a maximum weight of 80g. The bridge will then test until it fails and we were required to produce a final report which consist of the truss analysis.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
2.0 METHODOLOGY 2.1 PRECEDENT STUDY By analysing the precedent studies, we were given a chance to have a better understanding of truss designs and also further explore how truss design affects the force distribution. Besides, we were able to identify the types of force exerted on the truss which mainly consist of tension and compression forces. Adjustment and modification were made on the design of the bridge and applied to the fettuccine bridge.
2.2 MAKING OF FETTUCCINE BRIDGE Phase 01 : Strength Of Material Understanding the properties of fettuccine is crucial in order to maximise the load capacity of the bridge. Consideration were made while designing the joints of the bridge based on the tensile and compressive strength of fettuccine because it’s relatively low when compared to stiff materials like steel and aluminium.
Phase 02 : Adhesive Type of adhesive plays an important role in this assignment. The reason behind this is because different types of adhesive have their own function and characteristics. Besides, consideration was made on the brand of the adhesive because the stability of the bridge structures solely depends on the quality of the adhesive used.
Phase 03 : Model Making To ensure precision in our model making phase, AutoCad drawings were prepared in 1:1 scale and printed out on paper to ensure precision and better work flow. Each fettuccine member was marked individually to ensure accuracy during placement phase while constructing the fettuccine bridge.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
Phase 04 : Model Testing Finished models were left aside once the construction is done to ensure the adhesive to dry completely which provide better strength to the model during the load testing phase. During the load testing phase, the location of the hook was marked before hanging the load to ensure even load distribution on the bridge. Results and the failure component were recorded to allow further analysis later on.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
3.0 Precedent Studies
Deep River Camelback Truss Bridge Location: Chatham and Lee Counties North California USA Span: 109 M
History Originally constructed in 1908, the bridge spans the Deep River of North California USA, providing access between Cumnock and the Gulf community in southern Chatham Country. It underwent many reconstructions and renovations until 1992 and is listed on the National Register of Historic Places and the North Carolina Transportation Hall of Fame. The reconstruction including the wooden deck was paved over with asphalt and modern guardrails were also added into the bridge design years later. The guardrails were supported by their respective beams as opposed to being bolted onto the bridge's structural members. A few of the diagonals had been reinforced with parallel cables as well.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
Structure and Joints
The bridge's configuration owes its origins to the Pratt truss. The center vertical member has double diagonals that cross one another to form an "V." The most prominent feature that makes this bridge a camelback is the top chord, the uppermost part of the bridge that runs parallel to the deck. A normal bridge has two sections while the Deep River Truss Bridge's top chord have three sections. The straight centre vertical member has double diagonals that cross one another to form an "V." Thus, the top chord has four angles to it; this is true for all camelback bridges. The semi-curve to the top chord allows the bridge to span a greater distance using less materials. It is a pin-connected bridge, meaning that all of the connections between members are made using large steel pins that are then held in place by similar size nuts. The vertical members of the bridge use "built-up" beams in which two equal lengths of steel are stitched together to form one. The top chord and front posts are built-up as well, but they employ steel plates called batons.
Figure 3.2
Figure 3.3
Figure 3.4
Figure 3.2: Top chord being reinforced using batons. Figure 3.3: Pinned connection between the lower chord and a vertical member Figure 3.4: Top view of pinned connection
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
4.1 Material and Equipment EQUIPMENTS
Pen Knife
To cut the fettuccine
Camera To take photo and video the process
Plastic Bag
Pail
To carry the load which is pebbles
To carry the load which is pebbles
S-Hook
To hook the plastic bag or pail to the bridge
Pebbles
Act as load to test the bridge
Electronic Scale
To weigh the maximum load can be taken by the bridge
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
V- Tech Super Glue
Adhesive for bridge joints
UHU Glue
Adhesive for bridge joints
Sand Paper
Sand the edge of joints so that it would fit
Fettuccine
Material for bridge construction
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
4.2 Material Testing By adopting appropriate methods, the strength of fettuccini is being analysed and determined. Construction method to obtain the maximum performance of the member is tested in terms of orientation and type of adhesive.
image 4.2.1 Fettuccine Used for Bridge Extracted from the Johns Hopkins University, a dry spaghetti is stronger under tension but lower compressive strength. 1. Ultimate tensile strength : 2 000 psi 2. Stiffness (Young's Modulus) E : 10 000 000 psi (E= stress/ strain)
The fettuccine used for the bridge making has with of 4mm, thickness of 1mm and span of approximately 24cm.
Image 4.2.2 Truss in Vertical Position Horizontal Position
Image 4.2.3 Truss in
4.2.1 Construction of Truss for Testing All the fettuccine are glued in a standard and organised manner where their surface of contact is even to ensure their potential are stretched to the fullest. This also ensure the proper connection in the later bridge making with the modular units arrangement.
Image 4.2.1.1 Wrong Gluing Technique
Image 4.2.1.2 Correct Gluing Technique
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4.3
Data Collection of Experiments Weight of Respective Numbers of Members Layers of Members
Weight(kg)
2
0.00133
3
0.002
4
0.00267
5
0.00333
Efficiency of Respective Layers of Members Glued with ‘V-Tech’ Super Glue in Vertical Position Layers of Members in Vertical Position
Weight Sustained 1
Weight Sustained 2
Weight Sustained 3
Average Weight Sustained(kg)
Efficiency,E
2
539g
410g
911g
0.620
289.02
3
1036g
1370g
1176g
1.194
712.82
4
1523g
1327g
1343g
1.397
730.94
5
1849g
1649g
1523g
1.674
841.52
Efficiency of Respective Layers of Members Glued with ‘V-Tech’ Super Glue in Horizontal Position Layers of Members in Horizontal Position
Weight Sustained 1
Weight Sustained 2
Weight Sustained 3
Average Weight Sustained(kg)
Efficiency,E
2
421g
426g
450g
0.432
104.31
3
736g
941g
870g
0.849
360.40
4
1400g
1869g
1674g
1.648
1017.19
5
2829g
2229g
3200g
2.752
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Efficiency of Respective Layers of Members Glued with UHU Glue in Vertical Position Layers of Members in Vertical Position
Weight Sustained 1
Weight Sustained 2
Weight Sustained 3
Average Weight Sustained(kg)
Efficiency,E
2
606g
676g
708g
0.663
330.50
3
1077g
790g
1189g
1.019
519.18
4
1113g
1377g
1344g
1.278
611.72
5
1672g
1476g
1436g
1.528
701.14
Efficiency of Respective Layers of Members Glued with UHU Glue in Horizontal Position Layers of Members in Horizontal Position
Weight Sustained 1
Weight Sustained 2
Weight Sustained 3
Average Weight Sustained(kg)
Efficiency,E
2
271g
270g
246g
0.263
52.00
3
428g
418g
435g
0.427
91.16
4
610g
564g
494g
0.556
115.78
5
759g
720g
739g
0.739
164.00
4.3.1 Conclusion It can be concluded the vertically positioned stack of members can sustain heavier loads at 2 and 3 layers of members as the Horizontally positioned stacks of 4 and 5 can sustain much higher load compared to the vertically arranged sets. Therefore, we would implement 5 layers of horizontal members for the core structure of our bridge and 3 layers of vertical members as secondary trusses.
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4.4 Adhesive Analysis Two different type of glue used to ensure the joints and truss are strong which intern build a stronger bridge. Type of Adhesive
Advantages
v-Tech Super Glue
UHU Glue
Disadvantage
High Efficiency Fast Solidifying Time User Friendly Increase Efficiency of Truss
Fettuccine turns brittle after a day Unable to position fettucine properly on time
Easy to Use Have plenty time to place fettucine in correct position
Low Efficiency Slow Solidifying Time
4.4.1 Conclusion From the results, we also analysed that type of adhesive plays a major role on the efficiency of the members. The general comparison on the 4 sets of load test conclude that V-tech Super glue indirectly enhances the tensile and compressive strength of the fettuccine.
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5.0
BRIDGE TESTING AND LOAD ANALYSIS
5.1 TIMELINE Date 13th September
Work Progress - Testing the strength of fettuccine by using 1, 2, 3, 4 and 5 layers. - Testing the strength of I-beam, C-beam and Tbeam design. - Discussion and research on suitable truss and precedent study.
16th September
- Testing the strength of different joining systems and adhesive method.
17th September
- Discuss and decide suitable fettuccine truss designs and apply it on a small scale bridge model. - Construct the first to scale bridge model
19th September
- Load testing of first bridge model. - Analyse the failing component and proceed to the second bridge model. - Load testing of second bridge model. - Analyse the failing component and proceed to the third bridge model.
21th September
- Load testing of third bridge model. - Analyse the failing component and proceed to the forth bridge model.
22th September
- Load testing of forth bridge model. - Analyse the failing component and proceed to the final bridge model.
28th September
- Continue constructing the final bridge model and refining the joint of the final bridge.
29th September
- Final submission and load testing of final fettuccine bridge.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
5.2 First Bridge First Bridge Test Details of Bridge
Taken reference and guideline from precedent study bridge, Deep River Camelback Truss Bridge, we made our first bridge. For the construction of the first bridge,
DETAILS OF BRIDGE Height: 7mm Width: 8mm Length: 360mm Weight: 80g Maximum Load: 2600g Efficiency: 84.5
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Failed Components: Top diagonal cord due to overall weak cavity trusses
Orthographic Drawings Red dotted line represents the breaking point Red coloured component indicates failing components.
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Failure Analysis: Poor workmanship Due to it being the first prototype, the bridge was constructed in a very unprofessional method as are still trying to familiarise with the best method to construct trusses and connect the joints of the bridge.
Fault within construction technique: Hollow spaces are frequent in between the trusses which causes the structure to be less rigid and could only withstand a small amount of load placed onto it. The primary cord bends
Weak Joints: Joints were connected by overlaying on the top of the intersecting member’s edges instead of supporting it from the core directly which would have enable it to perform at its maximum potential.
Improvements: More improvements had been made on the joints, adhesive, reinforcement as well as truss orientation of the bridge to ensure the load is distributed evenly and effectively through the entire bridge to the table. The overlaying method was omitted, and more members were placed at strategic key locations in order to minimize the hollow space and strengthen the structure.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
5.3 Second Bridge
DETAILS OF BRIDGE Height: 6mm Width: 6.5mm Length: 360mm Weight: 79g Maximum Load: 3523g Efficiency: 155
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Failed Components: The horizontal truss that holds the ‘S’ hook gave way
Orthographic Drawings Red dotted line represents the breaking point
Failure Analysis Weak load carrying horizontal member: The member that supported the external load placed onto the bridge gave way and snap at 3.5kg before the full strength of the bridge itself could even be tested hence the results are not valid. The 3 triple layers horizontal positioned truss is proven could not transfer enough weight to the bridge before snapping therefore reinforcement is needed for the crucial member.
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Lack of material: Due to lack of materials from using a single pack of fettucine without resupplying since the prototype stage, the model was built sparingly with whatever available fettucine causing its integrity to be weaker in order to compromise for the lack of material hence why the supporting load member was not reinforced properly.
Improvement: Care was given to ensure there is sufficient materials in order to construct a bridge without any. Not only that the load supporting member was emphasis on the next trial to ensure that the load supporting member would be able to resist snapping till the bridge itself could not hold the weight.
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5.4 THIRD BRIDGE
DETAILS OF BRIDGE Height: 6mm Width: 6.5mm Length: 360mm Weight: 78g Maximum Load: 7253g Efficiency: 683.2 22 | P a g e
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Failed Components: Bottom cord near to the contact point with the table
Orthographic Drawings Red dotted line represents the breaking point Red coloured component indicates failing components.
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Failure Analysis: Grounded contact point were too short: The point of contact to the table were too short with only offset of 1cm with 5mm on each side. This short contact point is causing extra pressure to be subjected onto the bottom trusses instead of being distributed equally among the trusses and eventually to the table as intended to be.
Buckling of horizontal cords From the top view during the load test, it can be seen the bridge’s two panels of vertical components started to shift due to torsion created by the uneven load distribution of the horizontal trusses. The horizontal trusses are unable to sustain the intense force which in turn additional uneven load on the primary bottom cord, causing it to break at the edge of the bridge.
Improvement We extended the span to 41cm,allowing 3cm of offset on each side of clearance on the table but due the weight restriction of 80g, we had no choice but to decrease the height and width of the bridge where we can have more materials to be used and focused on strengthening each member. We also made ‘T’ beam for the horizontal truss to ensure it has high tensile stength.
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5.5 FORTH BRIDGE
DETAILS OF BRIDGE Height: 6mm Width: 6.5mm Length: 410mm Weight: 80g Maximum Load: 7500g Efficiency: 703.1 25 | P a g e
ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
Failed Components: Bottom cord between the transitional lamination between the square frame and triangle frame
Orthographic Drawings Red dotted line represents the breaking point Red coloured component indicates failing components.
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Failure Analysis: Uneven layers of bottom primary truss Due to over focussing on the diagonal members, we overlooked the importance of concistant layers of the bottom primary cord. We allocated 4 layers of vertically positioned fettucine for the center base cord within square frame whereas decreased to 2 layers of fettucine under the diagonal compartment. Therefore the uneven load distribution causes the base cords to break at the transition between the different thickness of bridge beam.
Improvement We ensure the bottom cord have a consistent layer of 4 fettucine lamination. This is also the best result we had so far out of the four bridge testing. Therefore, some modification has been amended into the original design and proceed to the construction process of the final bridge.
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6.0 FINAL BRIDGE 6.1 AMENDMENTS The figure below (figure 6.1.1) show the design and construction method of our final fettuccine bridge. Bridge *** is chosen for our final design because it achieve the highest efficiency among all the bridges after load testing. We carry out in depth analysis and made a few amendments to achieve better and higher efficiency.
Amendments made: 1. Amendments in dimension The number of vertical members were reduced and the distance between each vertical members had been changed to increase the thickness of the horizontal truss. The length of end of the horizontal truss that rest on the table had been increased from 2.5cm to 3cm to enable the vertical members rest on the edge of the table provide better support during load testing. The width of the base is reduced from 6.5cm to 5.5cm to increase the strength of the bridge. The height of the bridge is reduced from 6cm to 5cm to increase the stability of the bridge while increasing the thickness of other members of the bridge.
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6.2 MODEL MAKING Firstly, an accurate AutoCAD drawing of the bridge is printed and use as a template for the bridge. Each individual truss are cut out base on the exact length plotted in the template and each components are made exactly to the type of truss required such as, T-beam or I-beam. The bottom are made of 4 layers of overlapping layer of vertically orientated fettucine with the aide of masking tape to fix the position of the overlapping fettucine.
Applying of superglue before overlaying fettucine till it achieve desired layers.
The constructed bottom beams are them marked and cut to the length of 41cm referring to the template.
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Secondly the square centre frame is made with three vertical standing columns and a horizontal beam on top. These vertical members serve as vertical poles for the fettuccine bridge to resist the compression force exerted.
Installation of central vertical cord followed by the other two on each side and topped with a horizontal truss to complete the square frame. Thirdly, the diagonal two-triangle frame is constructed with diagonal truss connecting the top corners of the square frame to the end of the bottom horizontal cords. Secondary vertical post are then installed with the between the bottom cord and top diagonal truss to withstand vertical compression forces exerted by the load as well as supporting the top truss.
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Gluing of the diagonal member to compel the triangle frame on each side. Secondary vertical members are installed to resist vertical compression force. The fourth step is carried or immediately, the internal diagonal members are constructed and place between the vertical members and they function as bracing of truss which is able to resist shear force.
The internal diagonal members are installed and step one to four is repeated to make the other side of the frame.
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Lastly, a series of member having 55 mm in length is served to connect the bottom and top chords of the two frames. The position is determined to be at the bottom of each vertical members and rested well above the bottom chord. Other than that, another series of member with the same length are place above the top chord of the bridge with horizontal facing. The vertical load bearing truss with 3 triple layers of fettucine is constructed to carry the Shook for the pail to rest on.
Installation of bottom horizontal cords to join the two elevation frame of the bridge. The vertical cord on the top is followed to complete the entire bridge.
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2D ILLUSTRATION The diagrams below illustrate the construction process of the final bridge.
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3D ILLUSTRATION The diagrams below illustrate the construction process of the final bridge.
Start off with two horizontal members
Continue with the top chords
Followed by two large I-beam and the central chord
Secured the middle section with two pairs of vertical members
Complete the final bridge, by filling in the remaining vertical members, diagonal members, top members and bottom members
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6.3 JOINT ANALYSIS Joining method is one important factor in a bridge design as the joints will affect the efficiency and failure of the Fettuccine bridge. The selection of joints for each member on the bridge had been tested and studied to achieve optimum joining. Therefore, respective method of joints is designed according to requirement of each part.
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JOINT A
Butt Joint is selected for the connection between the end of the top chord and the horizontal member. The main reason behind this is because the top chord undergoes strong compressive force when load is applied on the bridge. Thus, measures were taken to separate the joints so that the horizontal member supports the top chord without affecting the internal forces of other members of the fettuccine bridge.
JOINT B, JOINT C
Joint B
Joint C
Diagonal members are joined to the vertical and horizontal members using butt joint. The end of the joint is design in segments to ensure the diagonal members to sit perfectly on the members without adding extra internal force to the existing members. Segmented members also allow better resistance on compressive stress.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
JOINT D, JOINT F
Joint D
Joint D
Joint F
The bottom member of the middle section of the bridge is constructed using 8 layers of fettuccine to avoid breakage when holding the load and S hook. The middle part is supported on the horizontal through a thick vertical I-beam to prevent the bottom member from sliding which would affect the efficiency of the bridge. The main difference between Joint D and Joint F is the thickness of the middle section of the I beam. The middle section of the I beam in Joint D is thicker than Joint F because Joint D hold more members compared to Joint F.
JOINT E, JOINT G
Joint E
Joint G
Joint E and Joint G is attached to the top chord through adhesive. Joint E is the weakest joint when compared to other joints in the bridge due to the method of joining and it holds a lot of members in the bridge. This joint contributes to the failure of the bridge when load is applied on the bridge during load testing.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
JOINT J
Joint J connects the top chord and horizontal member using triangular gusset plate. The gusset holds the members firmly to prevent sliding when force is applied to the bridge during load testing session.
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6.4 FINAL BRIDGE TESTING AND LOAD ANALYSIS The figure below shows the design of the bridge.
Elevation View
Top View
Perspective View
In this final bridge, the main amendments made are the number of the vertical members, height of the bridge and the thickness of the horizontal members to provide better downward bending force and also evenly distribute the force along the bridge.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
Bridge Analysis Observation, calculation and analysis were done on our bridge. After some discussion, we can generally conclude that in this final design the failure occurs due to snapping at the diagonal top chord. When the load is applied, the diagonal top chord undergoes the highest compressive force which causes the top chord to snap. By referring to Joints D, E, G and H, we can conclude (from observation and calculation) that Joints G, H are in equilibrium, whereas Joints D and E are not in equilibrium. Due to uneven distribution of forces, Joints D and E snaps when the load reaches 105N while joints G and H remain at its original state. The main reason that leads to failure is the poor workmanship while constructing Joints D and E. Also
Figure showing the fail component of the bridge.
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ARCH 2213 BUILDING STRUCTURES PROJECT 1 : Fettuccine Truss Bridge Analysis Report
Red dotted line represents the breaking point Red coloured component indicates failing components.
Efficiency Bridge weight : 83g Load : 10500g Efficiency :
(10.5)2 0.083
= 1328.3
The efficiency of the final bridge meet our expectation as the bridge carry more load and achieve higher efficiency. Due to the poor workmanship at the top chord of the bridge, our bridge fails when the load exits 10.5kg.
Failed Components :
Top chords (Joint G and Joint H)
Failing Reasons :
Snapping occurred at the top chord, joint is not joined appropriately due to poor workmanship. Design of Joint E fail to work efficiently due to poor method of connection.
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6.5 CALCULATIONS
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Highest tension internal force 130.77N at Highest compressive internal force 163.67N at 14 of 30 internal members are under tension force 16 of 30 internal members are under compressive force 6 members have no internal force
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6.6 SOLUTIONS 6.6.1 1ST SOLUTION : FINGER JOINTS
By using finger joints, this maximises the area to be glued for joining compared to normal joint. This increase the strength and durability of the joint as more force is required to separate the joint due the larger area to be glued.
6.6.2 2nd solution : Gusset
The rigidity of the top chord can be reinforced by adding additional gusset. The gusset strengthen the joint and hold the members together to prevent members from sliding away due to brittleness of the adhesive material used when load is added to the structure.
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7.0 CONCLUSION At the end of the project, 5 fettucine bridges were designed and fabricated in order to experiment on the efficiency of withstanding external force or loads place onto its system. For precedent study, the bridge that was chosen was the Deep River Camelback Truss Bridge. For the final model bridge testing, the bridge was able to achieve the highest efficiency among all other bridges that were previously constructed. With the weight of the bridge being 83 grams, and the total load placed onto it being 10.5 kilograms, an efficiency of 1382.3 is achieved. Through this assignment, the concept of load distribution is better understood as a whole since exploration and experimentation was conducted thus allowing better comprehension in the topic. Ability to identify and calculate tension or compression force applied onto structural member has been fully realized through the multiple exploration and experimentation of arrangement of the structural members in order to achieve a high efficiency bridge. We too manage to hone our time management skills through work delegation and careful planning ahead of time in order to maximize work done over time so that no time is wasted. Because of this, the assignment has been completed in due course without a moment to spare. For the final words, it has indeed been a wondrous experience to be able take part in this project. It is fascinating as how a mash up of multiple common household objects can create something which is extremely strong and capable of carrying huge loads just by applying the theory of load distribution into it. As students in the field of architecture, it is critical for us to understand deeply what makes a structure function efficiently without being prone to failure for the sake and safety of future users and occupants.
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8.0 APPENDIX As for our individual part, we were assigned to further analyse the 6 case studies prepared by our lecturers. The case studies were distribute evenly among our group members and listed as follow.
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.
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CASE STUDY 1
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ZHUANG ZHI JIE
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Case Study 2 //
Ricky Wong Yii
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CASE 3
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VICKY LEE WEI KEE
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CASE 4
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LAI SZE CHUN
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CASE STUDY 5
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HOOI WEI XING
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CASE 6
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KENNETH CHANG WEI JIAN
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9.0 REFERENCES
Belvin, W. (1987). Modelling of joints for the dynamic analysis of truss structures (2nd ed.). Washington, D.C.: National Aeronautics and Space Administration, Scientific and Technical Information Branch ;. Ching, Francis D.K (2008) Building Construction Illustrated Fourth Edition. New Jersey: John Wiley & Sons, Inc. Hibbeler, R. (1999). Calculation. In Structural analysis (4th ed.). Upper Saddler River, N.J.: Prentice Hall.
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