Bamboo as a Structural MaterialProduct Development Partnership (PDP 2) - 56 502

Team L

Kyle Toole 200514202Pavel Divis 200615422Gavin Leake 200641821

Supervisor: Carmen Torres Sanchez

1

CONTENTS

INTRODUCTION 2BAMBOO ARCHITECTURE EXAMPLES 3BAMBOO CONNECTION EXAMPLES 4

MECHANICAL PROPERTIES OF BAMBOO 5INITIAL STRUCTURE CONCEPTS 6

INITIAL CONNECTION CONCEPTS 7-8DEVELOPED STRUCTURE CONCEPTS 9

DEVELOPED CONNECTION PLATE CONCEPTS 10DEVELOPED CONNECTION STRAPPING CONCEPTS 11

FINAL STRUCTURE CONCEPT 12Failure Modes Effects Analysis (FMEA) 13

DFMA - DESIGN FOR PUNCHING 14DFMA - DESIGN FOR ASSEMBLY 15

DETAIL DESIGN OF THE CONNECTION PLATE 16STRESS ANALYSIS OF THE CONNECTION 17

STRESS ANALYSIS OF THE STRUCTURE - ONLY VERTICAL LOAD 18STRESS ANALYSIS OF THE STRUCTURE - COMBINED LOAD 19STRESS ANALYSIS OF THE MULTI-HEXAGON STRUCTURE 20

MECHANICAL TESTING - TEST 1 & 2 21MECHANICAL TESTING - TEST 3 22

FINAL DESIGN 23-24FINAL PROTOTYPE 25-26

ACKNOWLEDGEMENTS 27MANUFACTURING DRAWING - CONNECTION PLATE APPENDIX

2

INTRODUCTION

PROJECT AIM

DEVELOP A LOW COST HOUSING SOLUTION THAT UTILISES BAMBOO AS A STRUCTURAL MATERIAL

PROJECT OBJECTIVES

1. RESEARCH PROPERTIES AND TYPES OF BAMBOO AVAILABLE IN PABAL/PUNE.

2. REVIEW, INVENT AND DEVELOP JOINING METHODS FOR BAMBOO STRUCTURES.

3. DESIGN STRUCTURAL SYSTEM FOR WIDE-SCALE IMPLEMENTATION IN PABAL/PUNE.

4. TESTING OF PROTOTYPES.

PROJECT DELIVERABLES

1. DEVELOP BAMBOO JOINING TYPES.

2. PROTOTYPE BAMBOO STRUCTURE AND PROPOSE METHODS FOR IMPLEMENTATION IN PABAL/PUNE AFTER

ASSESSING FEASIBILITY OF THE PROTOTYPES.

3. RECOMMENDATIONS ON THE TYPE OF STRUCTURES THAT CAN BE BUILT USING THE PROPOSED METHODOLOGY.

3

BAMBOO ARCHITECTURE EXAMPLES

Simón Vélez ZERI pavilion prototype in Colombia

Simón Vélez nomadic museum in Mexico City

Guadua Tech Modular Low Cost House

Guadua Tech Awning with Steel Roof

4

BAMBOO CONNECTION EXAMPLES

Gusset Plate and Bolting Simple Lashing Sleeve Joint

Expandable Joints Steel Insert and Concrete Wood Core Insert

5

MECHANICAL PROPERTIES OF BAMBOO

Change of the bamboo properties through the cross-section Change of the bamboo strength through the moisture content

Distance = 0Distance = 1

Distance = 0Distance = 1

6

INITIAL STRUCTURE CONCEPTS

7

1) This connection concept uses rounded insertion that is secured by bolt joint. The other end of the insertion is equipped by thread that enables to tighten the end into any threaded hole. This would enable parallel, perpendicular and angular connection where more than two bamboo beams can be linked together.

5) The connection is similar to the type 2 however instead of glue or wedge that holds bamboo inside the cup, this cup has a snap mechanism that would firmly connect both pieces. The key disadvantage on this system is a low adjustability to various bamboo diameters. The second important disadvantage of such system is damaging of the bamboo end which weakens the connection strength and the last disadvantage is its accuracy requirements.

6) This metal sheet connection uses a metal base-plate with slots. The bamboo is tightened to the base-plate via metal stripes. Such type enables bamboo beam connection in any angle. Only simple shapes can be created that is difficult when constructing complex joints consisting of 3 and more bamboo beams. The main disadvantage is the localized pressure that acts on the bamboo beam in the contact with the metal sheet.

2) Using shape of cup would not weaken the bamboo end. It is vulnerable to break if a hole is drilled perpendicularly to the bamboo beam axis. This connection uses either glue to fix bamboo in the right position or wedge that would automatically lock the bamboo material in the cavity. The other end of the cup is equipped with a flat extension with a hole in the middle that enables free connection into any similar joint by bolt and nut. It is possible to connect the bamboo beams either in any possible direction.

3) Simple multi-hole stripe of a metal or plastic material that would fit to any bamboo diameter. This stripe can be connected in any way to other bamboo beam. Alternatively more beams can be fixed in row using such stripe. This is a low cost, and flexible solution for cladding-like connection.

4) Conical thread, tightened into the bamboo end and equipped with a holding right that prevents the bamboo from cracking. This is an representative of simple, cheap and attractive solution of the bamboo connection. The other end is threaded which enables connection into any block with a threaded hole. The main weakness of such connection is its relatively low strength compared to other types of the connections. Also the manufacture of threaded cone would require a CNC lathe or specially equipped workshop. This is beyond Fablab manufacturing capabilities.

INITIAL CONNECTION CONCEPTS

8

7) The connection uses three components and was inspired by PET rubber connector that squeezes a conical spacer that bites into a pipe by its snap shaped teeth. This connection has almost zero requirements on the construction worker. The mechanism has relatively low range adjustability to the bamboo diameter. Also its disadvantage is a complicated shape that would have to be manufactured by injection moulding, currently unavailable in the Indian workshop (Fablab). Many components of the connection make it an expensive one.

8) This mechanism uses a conically shaped end of a bolt. If the bolt is tightened by the threaded ring (green) the four sides of the insertion opens and create a tight bond between the bamboo inner wall and the mechanism. Such connection has small capability to adjust to different bamboo diameters. Complicated shape of the particular components would require special equipment to manufacture. Another option would be to injection mould. Possible disadvantage is when the bolt is over-tightened the bamboo end can easily break.

9) This connection uses a base-plate that is connected to the bamboo end via multipurpose jubilee clips or stripes that are used for palette packing. The connection is very simple to manufacture and easy to assemble. It is possible to make a wide range of connection with the base-plate as the mild steel plate can be cut and bend into any direction. Another advantage of the connection is possibility to use it for any bamboo diameter. Its assembly can be carried out by completely unskilled person for its simplicity.

The initial design number 9 was selected for further stages as it scored the highest compared to other alternatives. An Finite Element Analysis is carried out in other sections in order to tune and optimise the raw design.

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1 2 3 5 4 3 4 1 2 4 2 4 34

2 5 5 5 3 5 4 1 1 4 2 4 39

3 5 4 4 1 5 1 5 3 3 3 4 38

4 4 1 5 2 1 5 3 3 4 3 3 34

5 2 5 5 3 1 5 1 1 3 1 3 30

6 5 4 3 3 4 4 5 4 4 4 2 42

7 5 5 5 2 5 4 1 1 2 4 4 38

8 5 5 5 2 5 5 1 1 2 3 5 39

9 5 5 4 4 5 2 5 4 3 4 4 45

INITIAL CONNECTION CONCEPTS

9

DEVELOPED STRUCTURE CONCEPTS

Concept: A•Large canopy roof

•Support beams for roof overhang, enables over hang to beextended

•Triangular roof form is structurally very strong•Small floor area

• No wall support beams•No floor support beams

•Aesthetically not ‘homely’•The aesthetic of roof would not be

accepted by consumers

Concept: B•Large roof

•Triangular roof form is structurally very strong•Roof overhang

•Structure is inherently stable•Large floor area

•Walls have support beams•Home is raised of off ground; Stops bamboo culms (floor

beams) being in contact with wet ground, eliminates the risk of flooding and improves ventilation

•Structure is very large•Structure would be complicated to build

•Aesthetically very ‘homely’•The aesthetic of the structure would be

accepted by consumers

Concept: C•Large roof

•Triangular roof form is structurally very strong•Hexagon form is inherently strong•Hexagon form is inherently stable

•Hexagon form enables highly modular structures•Large floor area

•Structure would be easy to build•Aesthetically very ‘homely’

•The aesthetic of the structure would beaccepted by consumers

Scale Man 25:1

Scale Models25:1

Analogical ThinkingHoneycomb Structure

10

DEVELOPED CONNECTION PLATE CONCEPTS

Bottom Hexagon Connection Point

Top Hexagon Connection Point Proof of Concept ModelOne section of the full hexagon structure

Scale:Bamboo Culms Length: 1:2

Bamboo Culms Diameter: 1:1Connection Plates: 1:1

Drawing of Top Connection Plate

11

DEVELOPED CONNECTION STRAPPING CONCEPTSLow Carbon Steel/PET Pallet Strapping

Benefits of All Systems•Flexible: suitable for any diameter of bamboo

•Commercially available•Fast & strong joint•High Repeatablity

•Minimal training requirements

Stainless Steel Jubilee Clip Stainless Steel Cable Tie

Inspiration came from palette strapping mechanism. The clipping wrench is relatively heavy (10kg) which would be cumbersome to tie the bamboo to the base-plate in 3m height. Further, the metal stripe is mechanically strengthened by cold rolling therefore is not much flexible to be bend around the bamboo with smaller diameters. The ultimate force to break the palette strap would be 3kN, far too much for this purpose, it would rather break the bamboo.

Jubilee clips were also considered to be suitable strapping component. However, during the manual experimentation with the jubilee clips they were found to be very rigid and fully bend around the bamboo beam. This would create only localized pressure resulting in collapse of the bamboo. The second disadvantage was long assembling time. The tightening with screw driver has to pass whole length of the clip, taking several minutes per one strip.

The stainless cable tie was identified to be the most appropriate for the bamboo tightening to the base-plate. Stainless steels are softer than strengthened low carbon strap, therefore can nicely bend around the bamboo circumference. The steel material is still strong enough to create sufficient friction force and hold the bamboo in the place. Third advantage is fast tightening of the stripe just by hand. The tool is relatively light 0.4kg therefore can be carried on a belt.

12

FINAL STRUCTURE CONCEPT

Overhanging Roof•Protects the walls from rain thus

increasing the life-span of the bamboo

PlinthsRaise the bamboo house up from the ground•Stops bamboo culms (floor beams) being in

contact with wet ground•Eliminates the risk of flooding

•Improves ventilation

Sloped Roof•ensures rain runs quickly off the roof

Diagonal Support Struts•Increase the strength of the overall structure

Hexagon Form•Inherently strong

•Enables highly modular structures

Large Square Roof Panels•Traditional style, culturally accepted

•Easy to clad

13

FMEA

Part Function PotentialFailure Mode

Potential effects of

Failure

Severity

Potential Causes of Failure

Occurrence

Means of Detection

Detection

RPN Actions

Bamboo culm(All culms)

Structuralcomponent

Bamboo culm buckles/breaks

The house may collapse 10

Bamboo culm is not structurally sound

(split/rotten/diameter is too small)5

Visual Inspection(consumer and

supplier)3 150

•Set detailed Instructions to ensure consumer knows how to validate safe bamboo culms, for size and structural integrity.

Bamboo culm(All culms)

Structuralcomponent Bamboo culm

buckles/breaksThe house may

collapse 10 Bamboo Culm degrades over time 4

Maintenancechecks:

Visual Inspection(consumer)

6 240

•Set detailed instructions on how to detect degraded bamboo culms.• Prevent degradation by ensuring bamboo culms do not rest on the ground and are adequately protected by cladding.•Only use treated bamboo culms.

Bamboo culm(upright columns)

Structural column(walls)

Bamboo culm buckles/breaks The house may

collapse 10Person assembling the roof positions

themselves directly on top of one beam

2 FEA Analysis 2 40

•Establish maximum load that each individual coloumn can support.•Set appropriate instructions for assembly, e.g. One person on the roof at a time (if required).

Connection Plates(All Connection

nodes)Connection Nodes

Connection plate bends/warps

under load

The house may collapse 10 Material (steel) used is too weak

(thin) 1 FEA Analysis & Mechanical Testing 2 20 •Establish maximum load that the

connection plate can support.

Full Structure HomeBamboo Culms and connection

plates failStructure collapses 10

Extreme loading(earthquakes, high winds) 2 FEA & Mechanical

Testing 2 40•Determine maximal loading.•Set Instructions of when to vacate the structure.

Clip for Connection strapping

Secures connection strapping

Clip has not been ‘crimped’ properly

Strapping becomes loose (structure

becomes unstable) 8 Clip is not ‘crimped’ with enough

force 4 Visual Inspection (consumer) 3 96

•Use installation tool for applying strapping to ensure that clips are consistently secure.•Set detailed instructions on how to validate a connections strength.

Connection Strapping

(all connection nodes)

Fastens bamboo culms to the

connection platesStrapping snaps

The house may become unstable or partial sections of

the house may collapse

10 The strapping is too weak for purpose 2

ManualCalculations, FEA & Mechanical Testing

2 40•Select appropriate connection strapping (with regards to tensile strength).

Connection Strapping

(all connection nodes)

Fastens bamboo culms to the

connection platesStrapping snaps

The house may become unstable or partial sections of

the house may collapse

10 The strapping may degrade over time (rust or wear) 4

Maintenancechecks:

Visual Inspection(consumer)

5 200

•Select appropriate strapping material. •Set detailed instructions on how to detect degraded strapping.•Determine maximum safe lifetime of strapping under set environmental conditions.

Connection Strapping

(for roof beams connections)

Fastens the roof beams to the top connection nodes

Bamboo culm (roof beam) slips

through strapping

Section of roof collapses 9 Strapping is not tightly fastened 4 Visual Inspection

(consumer) 3 108

•Set detailed instructions to ensure consumer knows how tight the strapping should be.•Redesign connection node so no slippage should occur.

14

DFMA - DESIGN FOR PUNCHING

The original position of the straps was inside of the metal sheet so that extra punch would be needed to cut off the rectangular hole. Therefore to reduce the tooling cost without compromising the slot functionality the slot was moved to the edge of the metal sheet so that the slot shape could be included in the main body of the die.

Despite some features on the blank are not used in every joint, they are kept in the design in order to reduce diversity of the base-plate types and lower the manufacturing cost. For example the diagonal strengthening shoulder is not used in the roof joint. The blank shape is identical for all joints of the structure. The wing is used for fixing of the structure to the base concrete however in the roof connection it does not have any purpose.

Amount of the waste material was also reduced by designing the diagonal strengthening shoulder only on one side of the blank. Based on the FEA simulation diagonal strengthening of the structure is sufficient in every second plane so one diagonal shoulder was modelled on one side. Therefore, the blank can be compounded on one sheet of the metal very efficiently.

Boothroyd, G. (2002),Product design for manufacture and assembly, 2nd ed., New York: Marcel Dekker

Proper material utilisation should be achieved during the stamping process. Individual part has to fit on the blank of the metal to leave minimum waste after the stamping process. For this reason corner of the diagonal shoulder was cut off. This modification saved 8% of the raw material and therefore significantly reduced the manufacturing cost.

15

DFMA - DESIGN FOR ASSEMBLY

The second purpose of the slots being placed at the edge of the base-plate is simple assembly. The metal strap does not have to run in a slot so accurately and can be wind around both base-plate and bamboo beam. The plastic deformation of the low carbon stripes is undesired when the straps are bent to fit in a hole.

Holes that are used for fixing of the structure to the concrete base were designed so that the worker can easily access the bolt for tightening even at maximum diameter of used bamboo. Chart in from adjacent figure was used to determine minimum clearance between the spanner and the shoulder. The clearance was set to 75mm.

Distance of the slots was estimated to enable assembly of the base-plate, bamboo and metal straps. Each position of the slot was optimized in CAD assembly model. Real model of the base-plate was cut from PS plastic to see how the assembly fits together in reality. Some positions of the slots and also their dimensions were modified based on the real scale model.

16

DETAIL DESIGN OF THE CONNECTION PLATE

ESTIMATION OF THE LOADParametric 3D model has been created in order to automatically optimise the design. Figures 1 and 2 show how the model had automatically changed when ‘Thickness’ parameter was adjusted to 12mm and 1mm respectively. The optimization analysis in ProEngineer Mechanica was carried out. Placement of the constrains and applied load are displayed in Figure 3.

• Load of the bamboo beams used as support for the roofing material was calculated from the weight of the accomplished roof cowered by corrugated roofing sheets and one technician standing on top of the construction. • The metal thickness generally used for such corrugated roofing is 0.5mm . Planar weight of such material is (7800kg/m3 density of metal) 7.8kg/m2. Assuming hexagonal shape of the base with maximum length of the beam 2m, area of one roof segment is 1.73m2 creating force of 13.5kg. • There are 6 such segment creating total load of 81kg – 810N.

Assuming that there will be no column in middle of the room, this load of 810N will be carried by 6 bamboo columns each in one corner. Additional force of 10kg due to bamboo own weight is added to the calculations. Workers has to climb up in order to assemble the roof therefore in worst case scenario the joint is subjected to the force of (135N+100N+900N) 1135N.• This force was distributed as follows, assuming that none of the workers will be staying on single bamboo beam therefore 600N was load of the roof beam (a) and remaining 300N and 300N were applied on the side bamboo beams (b) displayed in Figure 4.

1 2 3

2m max

Area = 1.73m2 Equal to 13.5kg weight of roofing

One worker on one beam weight of 90kg

Bamboo weight of 10kg

Upper limit of the base

plate thickness, 12mm Lower limit of the base

plate thickness, 1mm Force applied to the

baseplate, including

location of displacement

constrains

17

STRESS ANALYSIS OF THE CONNECTION

The 3D model displayed above was optimised to the minimal sheet metal thickness in order to minimize amount of material for connection to reduce its weight and cost. Simulation of the internal stresses was run with maximum allowed stress. The maximum allowed stress in the base-plate was determined from standard allowed stress of the mild steel with yield stress of 300Mpa, safety factor k=2 and assumption that the material in the slots is subjected to the shear stress in which case the maximum allowed shear stress can be calculated as 60% of the maximum allowed tension

stress. These considerations led to the final value of 75MPa as maximum allowed complex stress in the mild steel sheet. As predicted the local maximum stress was found to be at the slot corners where the movement constrain was placed. In reality, the friction between the tightening stripe and the mild steel would absorb majority of the sheer stress. The optimization study identified the ideal metal sheet thickness to be 3.5mm, however, as there is likely to be the friction between the tightening stripe and the base plate the local maximum stress moves to the “neck” section of the baseplate (light blue colour). It is possible to

reduce the sheet thickness even more. The light blue colour of the stressed area refers to the stress of 25 MPa (30% of the maximum allowed stress). It is reasonable to assume that the sheet thickness can be reduced below 3.5mm without evident plastic deformation.

If the product is going to be manufactured in more than 100,000 pieces the hydraulic press system of punches and dies should be employed in which case a protrusions to reinforce the piece can be added to the model without increase of its manufacturing costs.

Result of the stress analy-

sis with optimised metal

thickness.

Back view of the load-

ed base plate, stressed

zone of the “neck”

Detail view of the maximum localized stress at the loca-

tion of the displacement constrains.

18

STRESS ANALYSIS OF THE STRUCTURE - ONLY VERTICAL LOAD

A force F=1810N was applied on the roof of the bamboo house to find out the critically stressed locations. This process was particularly efficient for improving static performance of the structure. The figure shows extensive stress in the upper joint area. Based on orientation os the stressed corner, it is suggested to be tension stress. It could be eliminated by adding a ribband. The maximum stress in this structure was 4.1MPa (10% of the bamboo ultimate strength)

The ribband (dotted red line) that strengthens the upper corner was added to the structure and the maximum local stress decreased by 20% to 3.2MPa. Aim of this optimization was to load all beams of the construction equally so that the roof load would be more equally distributed. Therefore the ribband was moved to the middle of the roof beam.

Placing Ribband to the middle of the roof resulted in even better reduction of the maximum stress to 2.3MPa equal to 10% of the bamboo ultimate stress which proofs the robustness of the hexagonal structure.

Basic structure Ribband - Strengthening beams

placed at the ceiling level Strengthening beams

placed in the middle

of the roof beams

19

STRESS ANALYSIS OF THE STRUCTURE - COMBINED LOAD

Also horizontal force of 7kN was added to the simulation to simulate wind from side of the structure. Location of the maximum stress moved from the upper corner to the bottom of the construction. Its value was 42MPa, considerably higher than effect of the vertically oriented load. Diagonal bamboo beams were added to the structure to support walls of the building in horizontal direction.

Adding the diagonal supports reduced the local stress at the base of the construction to 21MPa. Detailed design of the base connection has to be carefully optimised and tested. The maximum stress at the connection is as 50% of the bamboo ultimate stress, equal to safety factor 2. Mechanical testing of the connections would be appropriate to assure stability of the structure.

Second alternative of the roof shape was also simulated. Its benefits are simple flat shape of the roof that would simplify work of the roofer laying the corrugated metal. Lower number of connections the lower probability of leaks. The second advantage of such shape of the roof is simple connection of additional hexagon and extending the building. As can be seen on next page.

Structure without diagonal

beams.

Structure with diago-

nal beams every sec-

ond plane. Alternative design of the structure for simpler connec-

tion with additional hexagons Structure without diagonal

beams.

20

STRESS ANALYSIS OF THE MULTI-HEXAGON STRUCTURE

Alternative design of the multi h

exagon structure

Example of the assembly of two hexagons that create twice larger space for a family than the simple design. The sides of the roof can be connected face to face and the corrugated roof can be easily attached to the bamboo beams. Such structure is even more rigid than singe hexagon resulting in internal stresses of 0.8MPa.

21

MECHANICAL TESTING - TEST 1 & 2

Bending test A

-12,000

-10,000

-8,000

-6,000

-4,000

-2,000

0-12 -10 -8 -6 -4 -2 0

Displacement [mm]

Load

[N]

This bending test was derived from the real situation scenario where the vertical and diagonal beams are fixed to the base-plate and on the top the beam is loaded by a roofing worker. Such situation would create identical setup.The first bending test begins at 0N load and 0mm displacement. The base-plate behaves according to the Hooks law and the flexible deformation continues until reaching the yield point. From this point, the plastic deformation takes place and the base-plate starts to collapse. One can read out the maximum load from the diagram to be 6.5kN before the base-plate collapses if fixed at the bottom.

When the stress reached the yield point during the test 1, the base-plate was clamped in upper location. This was to simulate behaviour of the base-plate when subjected to the maximum load when top section of the base-plate is fixed. This could occur when a roofer is laying down the corrugated metal sheets and standing at the top of the bamboo structure. This clamping setup of the tested sample resulted in change of the curvature of the diagram. The flexible deformation of the sample continued up to the force of 11kN after which the sample buckled (collapsed). After that point, even lower force than 11kN would lead to bending of the base-plate. Buckling of the baseplate under 11kN load

22

Bending test B

-700

-600

-500

-400

-300

-200

-100

0-25 -20 -15 -10 -5 0

Displacement [mm]

Load

[N]

MECHANICAL TESTING - TEST 3

The third test was carried out in order to simulate the force that would be required to bend the shoulder in planar orientation. This force can be in reality created by wind in horizontal direction that acts as a force perpendicular to the structure wall. Such bending force can be found at the bottom of the structure or at the base of the roof. Significantly lower force was needed to bend the base-plate in planar direction compared to vertical direction of test 1 & 2. The ultimate bending force when yield occurred was 650N, 20 times lower than test 1 and 2. The moderate gradient after the yield can be explained as movement of the dislocations in the ferrite crystals. The process is called plastic strengthening for instance used for improving mechanical properties of Ultra Fine Grained materials.

Bending of the baseplate under 600N

23

FINAL DESIGN

24

FINAL DESIGN

25

FINAL PROTOTYPE

Build TimeLess than 2 hours

Scale1:2

Prototype Kit Prototype Connection Plate•6mm Acrylic

•formed with a strip wire heater

Connection Point•Top Hexagon & Roof

26

FINAL PROTOTYPE

Connection Plate•3mm Mild Steel

•Scale 1:1

Prototype Modular Bamboo House•Scale 1:2

27

THANK YOU !!!

ACKNOWLEDGEMENTS

ROHAN CHOUKKAR OF VIGYAN ASHRAMKATIE CRESSWELL-MAYNARD OF EWB-UK

LARA LEWINGTONCARMEN TORRES-SANCHEZ

DAVID CUNNINGHAMDUNCAN LINDSAY

DREW IRVINE

400

30

13

103

150

120 R12

30

103

30103

150

20

177

13

76

40

113

R5

150

359

60

13

6

60

60

20 SLOTS 13x6

SEE DETAIL A

2:1SCALE ADETAIL

Dimensions in mm General Tolerances PDP Team LScale 1:2 Linear ±0.1 mm University of

Strathclyde

Sheet 1 of 1 Angular ±0.5 °DMEM

Design, Manufacture& Engineering Managment

60

45°

Project: PDP: Team L: Bamboo Sheet Connection

Drawing: 3mm Thick Mild Steel Sheet

Date: 5 May 2010