Office Building in Järnbrott
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The document presents a proposal for the structural system of a two-story office building in Järnbrott. It evaluates different structural concepts before selecting a timber structure with a timber slab, timber columns and beams, and cross-laminated timber walls. It describes the structural layout, behavior under loads, member sizing, important connections, production considerations, and need for further investigation of the foundation, facade, and bracing system.
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Office Building in Järnbrott
- 1. Office Building in Järnbrott Structural Systems: Design and Assessment | VBB122 | MPSEB | October 23, 2015 Joel Raúl Patrik Andreas Josefin Eriksson Espasandín Olsson Oscarsson Panarelli Final Presentation
- 2. AGENDA Intuitive phase Evaluation Structural layout, members and behaviour Building envelope solutions Production Conclusion / Further investigation Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 3. AIM OF THE PROJECT Provide a proposal for a structural system for a two-storey office building. The proposal should fulfill all requirements set by the client and other stakeholders while being economically viable and create an added value for the stakeholders of the project. Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 4. SITUATION Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 5. BUILDING SITE Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 6. REQUIREMENTS AND DEMANDS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Max 1200 m²/floor Building height < 9m Two entrances, one in the north and one in the south Glass facade towards north and south Roof terrace Flexible design Low investment and maintenance cost Environmental consideration One or more than one tenant
- 7. PLAN Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 8. PRELIMINARY INTENTION Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Flexible Light Functional Open spaces Sustainable
- 9. Office Building in Järnbrott | VBB122 | MPSEB | October 2015 1.Timber prefabricated elements 2.Timber-concrete hybrid slab, timber columns and CLT walls 3. Concrete in situ, rigid joints
- 10. Office Building in Järnbrott | VBB122 | MPSEB | October 2015 4. Prefabricated concrete columns and beams with a HDF-deck 5. Concrete TT 6. IPE Steel Beams, HEA steel columns and composite slabs
- 11. PRELIMINARY EVALUATION: CRITERIA Office Building in Järnbrott | VBB122 | MPSEB | October 2015 x
- 12. PRELIMINARY EVALUATION Office Building in Järnbrott | VBB122 | MPSEB | October 2015 x Concept: Steel concreteConcept: Timber Concept: Concrete HDF
- 13. PRELIMINARY EVALUATION: PROMISING CONCEPTS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 1. Prefabricated concrete columns and beams with a HDF-deck 2. Timber slab, timber columns and CLT walls 3. IPE Steel Beams, HEA steel columns and composite slabs 4 Main Entrance N Terrace Entrance W 8 454 Section A - A´ Section C - C´ Section B - B´ A A' B B' C C' W 454 Section CC´ A A' B B' N 5,3 Main Entrance Section A - A´ Terrace Entrance W 6 1,7 5,29 4,7 665,6562,39 3 6,7 7 2,3 3 5,3 7 4 4,32,8 10,8 A A' B B' C C' Section C - C´ Section B - B´ N TIMBER ALTERNATIVE 2 1 1 1/400 0 4 8 m OCT 2015 OFFICE B U I LDI NG IN JÄR N BROTT 0-0 Joel Eriksson STRUCTURAL SYSTEMS: DESIGN AND ASSESSMENT (VBB122) Raúl E s pasandí n Patrik Olsson Andreas Oscarsson Josefin Panarelli 5,3 Main Entrance- W 6 1,7 5,29 4,7 665,6562,39 4,32,8 10,8 A A' B B' C C' Section C - C´ - N N
- 14. RISK ANALYSIS Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 15. RISK EVALUATION Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 16. FINAL EVALUATION Office Building in Järnbrott | VBB122 | MPSEB | October 2015 x
- 17. FINAL CONCEPT Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Timber slab, timber columns and beams and CLT walls
- 18. STRUCTURAL LAYOUT Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Span length beams: 6 meter Span length deck: 7 meter The building fulfils the requirement of having a facade less than 9 meters high.
- 19. STRUCTURAL BEHAVIOUR: VERTICAL LOADS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Compression Tension Bending
- 20. STRUCTURAL BEHAVIOUR: HORIZONTAL LOADS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Compression Tension Bending Wind
- 21. STRUCTURAL BEHAVIOUR Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Results of the SAP2000 Model Wind Load 5x
- 22. STRUCTURAL BEHAVIOUR Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Results of the SAP2000 Model Office building in Växjö
- 23. STRUCTURAL MEMBERS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Column b h First floor 225 mm 225 mm Entrance floor 270 mm 270 mm CLT-wall b h First and entrance floor 2000 mm 95 mm
- 24. STRUCTURAL MEMBERS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Beams b h Roof 140 mm 630 mm Terrace 190 mm 810 mm First floor 140 mm 765 mm Lignatur deck b h Roof and first floor 2400 mm 360 mm Slab h Entrance floor 150 mm
- 25. IMPORTANT CONNECTIONS Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 26. IMPORTANT CONNECTIONS Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 27. SPECIFICATIONS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 Limits/values Tolerance Widht 190 mm ± 2 mm Height ≤ 400 mm [-2,4] mm > 400 mm [-0.5;1] % Lenght ≤ 2 m ± 2 mm 2 < L ≤ 20 m ± 0.1 % > 20 m ± 20 mm MC 16 % (target value) 13.5 - 18%
- 28. BUILDING ENVELOPE SOLUTIONS Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 29. PRODUCTION Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 30. FURTHER INVESTIGATIONS Office Building in Järnbrott | VBB122 | MPSEB | October 2015 The followng topics should be further investigated and designed: 1. Could the columns at the north and south facade be removed in order to create a lighter impression? 2. The foundation should be designed, number of piles per pile cap. Will there be a risk for differential settlements between the slab and piles? 3. Will there be a need for anchorage in the foundation? Possible tilting should be investigated. 4. The glass facade should be designed with secondary beams and connections to the bracing system. 5. Could the bracing system be slimmed (i.e. are can any shear walls be removed)?
- 31. Thank you for your attention! Office Building in Järnbrott | VBB122 | MPSEB | October 2015
- 32. Göteborg | October 2015
Editor's Notes
- General project information The given project is an office building for the building site Järnbrott 187:2, in a sub area of Gothenburg. Task The main task is to provide a proposal for a structural system to the office building at this building site. This proposal should fulfill all pertinent requirements set by the client and current building regulations. Furthermore, the proposal should be economically viable and create an added value for the stakeholders of the project.
- The building site is situated in Järnbrott in the Gothenburg area.
- Building site conditions The following building site conditions are of should be considered: Geology Bedrock is present at a depth of 14 to 19 meters below the surface. The soil consists of a 1 meters thick layer of fill/friction soil at the surface. Below this layer there is clay with some varying compositions. A thorough presentation of the soil conditions can be found in the appendix. Climate Gothenburg area, exposed to snow, wind and possible chlorides. Type Notation Value Characteristic snow value sk 1.5 kN/m2 Reference wind speed vb 25 m/s Working area The working area is quite large, with few surrounding buildings. There is a large street in direct connection to the building site. Urban The building site is in a sub-urban area and there are some residential houses nearby. If piling or performing other activity that might cause vibrations some caution should be taken so that no damage is caused to these surrounding properties.
- Owner requirements: The building permit allows a maximum height of the building of 9,0 m. The plot is suitable for a building with a building area of app. 1200 m2 in each floor. The building should be suitable for one or more than one tenant, with the possibility to change in the future. A roof terrace available for the tenants should be arranged. Two entrances should be arranged, one in the north and one in the south of the building. Glass facades towards the north and south. A flexible design with large open areas is asked for by the client Environmental considerations should be taken in the design process. Low investment and maintenance costs
- The main idea of the architect is a building with this external shape. It is suppose to be a butterfly shape.
- Good working climate - silent Good temperature and air condition
- ALTERNATIVE 1 Two floor office building with a roof terrace. Spans Around 8 meters span, simple supported in one direction. The two floors will have a similar layout. The floor is consisting of Lignatur elements which has a lot of advantages. A long span length, good fire resistance and good acoustic properties. This elements is connected to glulam timber beams. Columns Prefabricated glulam columns for taking care of the vertical loads. A light structure with good fire resistance. Façade This is a non-loading structure. In south and north side of the building is 100% glass façade required. The east and west side will also have glass facades but with a mix of wooden cladding. Stabilisation Vertical forces will go through Lignatur elements to the glulam columns and down to the ground. To take care of the horizontal forces will the building be stabilised with cross bracing made out of timber. This will be placed in the outer walls at the west and east side. The client can’t accept to have cross bracing in the north and south side of the façade, therefore will the placed in the inner column raw instead. See the drawing for a better viewing. Material All the bearing structure will consist of elements made of timber. Connection To connect the timber elements is steel connector used. The steel plate is hidden inside the timber to protect it from fire, Its only the bolt that’s visible. See images for better details. Production All the timber elements are prefabricated. This can reduce the building time and also ensue better quality of the products. ALTERNATIVE 2 Structural system using timber-concrete hybrid slab, concrete beams, timber columns and CLT shear walls. The hybrid slab can span up to 9 m. The building is stabilized by the shear walls in one direction and bracing inside the building in the other direction. The hybrid slab is simply supported by the concrete beam. The connection between the CLT walls and the hybrid slab is similar to detail 2. The shear walls and the columns are simply supported to the slab. ALTERNATIVE 3 Structural system using in-situ concrete. The decks carry load in two-way action. This allows for a span length of approx. 7 meters. Frame action between columns and beams will stabilize the system. The deck is simply-supported on the frame (beams and columns) The frame have rigid joints (or semi-rigid). The frame is fixed to the slab, this will create a semi-rigid joint.
- ALTERNATIVE 4 Prefabricated concrete HDF-deck Span up to 18 meters Concrete beams Span up to 8 meters Concrete columns Horizontal stabilisation by shear walls at an elevator shaft and one or two staircases. ALTERNATIVE 5 Structural system using TT/F 240/50 floor decks, concrete beams and concrete columns. The prestressed TT-cassettes allows for spans up to 15 m. One-way action. The system is stabilised by a concrete core. The TT/F 240/50 elements are simply supported on the concrete beams. The concrete beams are simply supported on the concrete columns. The concrete columns are fixed to each others and to the slab. This connections will possibly be semi-rigid. ALTERNATIVE 6 Steel Beams (IPE profiles) Steel Columns (HEA profiles) Spans up to 9 meters Composite slabs using steel decking for the floor Steel trusses on the second floor to hold the roof and allows longer spans Composite slabs using steel decking IPE profile steel beams with shear connectors welded to the top flange to enable the beam to act compositely with an in‑situ composite floor slab as shown in the figure. The concrete slab and the steel beam act together to increase the bending resistance and stiffness of the floor construction.
- Ranking of criteria The ranking criteria is based on the requirement from the client and from our vision. Building time and investment cost To keep the investment cost low is it reasonable to choose a structural concept with a faster building time. It’s linked with the investment cost and therefore judged similar. Both criteria are judged as an average level of importance. One requirement of the client is to keep the investment cost low. Environmental impact One of the requirement from the client was to consider the environmental aspects. This has been given a relive high ranking criteria because this will influence other aspects in a good way. A building with higher ambition to use a more sustainable building method or use of more sustainable material can add extra value to the building in form of better reputation and can lead to a more attractive building to rent for tenants. Maintenance cost This has a major effect of the total cost during the lifetime of the building and are therefore ranked high. This is one of the requirement from the client to keep a low maintenance cost. Foundation The ground condition gives a non stable basis with a thick layer of clay, therefore are a proper foundation needed. Acoustic We need to fulfil the minimum acoustic requirements according to the code. All the concepts have capability to do this and therefore will this criteria be judged low. Flexible One important requirement from the client is to have a flexible building with large open areas. This will make the building easier to adjust for different kind of tenants. This criteria is therefore highest ranked. Light It is always an advantage to provide a building with a lot of light into the building. Because of the required large glass façades areas in the south and north side, will all concepts have the bigger part of the building achieving daylight. This can nevertheless be an issue due to a high solar radiation load which can be prevented by a solar shading system. Aesthetic This is a subjective grading and have been evaluated as an average importance. A good looking building can add value to the building which can provide higher rents to the clients.
- Evaluation of alternatives The motivation are graded from 1-5 and are compared separately, there 1 is the lowest and 5 the highest. All the grades are added and the final grade are then used to compare the different concepts. The three concepts with highest grade will be evaluated in the next step. Building time Using prefabricated structure and lightweight materials will reduce the building time. The timber concept can be built quickly and will be ranked highest and the concrete in-situ will probably take much longer time and is therefore ranked low. Environmental impact Renewable material are ranked higher. Timber are in this case the only truly sustainable material and will be ranked highest. Concrete and steel are non-sustainable material but can be recycled or reused. Steel has bigger opportunities to be reused and will therefore be ranked higher compare to concrete. Investment cost Building time will of course influence the investment cost, whatever other factors are also of huge importance. Material price, labour cost etcetera will influence of the investment cost. The price for standardised concrete and steel elements are cheaper compared to timber and will therefore be graded higher. Maintenance cost The maintenance cost are similar to all concepts and are hard to evaluate in this phase. All the load bearing elements are located in an indoor environment and require minimum maintenance. Foundation The foundation will be graded in a way depending of the weight of the structure. Heavier structure needs better and more expensive foundations which lead to a lower grade in evaluation. The opposite for the lightweight material. Acoustic All the concept can fulfil the acoustic requirement but some concept can also absorb low frequencies sound better, this include heavier structure which wherefore grades higher. Light The requirement for big areas of windows will lead to all concepts have similar layout regarding window sizes. This will in this phase be graded similar. Aesthetic It is a subjective measurement and grades based on our own thinking. This measurement can be important for certain clients.
- Risk analysis In this stage possible are risks analysed based on probability and consequences. These are ranked in a matrix with three different colours; green, yellow and red. The green correspond less risk, yellow moderate risk and the red severe risk. The level of risk is decided based on a comparison of consequence and probability. The risks are categorised in different aspects as Human, economic and environmental impact. The human aspect measure the risk based on the level of injury, the economical is a level of economical loss and the environmental measure the duration of an environmental impact. These aspects have different signs in the matrix as following: ☺ = Human $ = Economical ❄ = Environmental Following risks has been evaluated and ranked: Delivery delay Failure of material Inexperience Leakage through building envelope Future weather condition Working accident Fire A more detailed description of each risk will be described and motivated in how they have been placed in the matrix figure. Delivery delay Delivery delay is mostly an economical risk and are different types of delays which can occur during the building stage. This a common incident on a Swedish building site and can be costly when a lot of employees cannot work due to i.e. delays of material or other kinds of waiting. The consequence can be reduced by better planning put are more or less impossible to totally avoid. The probability will therefore be high due to a lot of unknown factors. Failure of material Building elements which cannot be fit for purpose i.e due to prefabricated failure or mistreated of the building site. This can lead to delays of the total building time and are categorised as an economical risk. A good control of the production at all levels can reduce the risk and a good understanding of handling the material can reduce the consequence and probability. Inexperience The work on the building site can lead to risk if employees do not have enough knowledge of the production method. This can both lead to economic consequences and increase the risk of injury. The right competence in each phase are therefore essential to reduce the risk but can be tricky to avoid when using new building methods or new types of material. This can both effect the employees by increase the risk for injuries and the economy in terms of longer building time because of inexperience. Leakage through envelope Leakage in the building envelope can cause damage in the bearing structure and need to be built in a way to avoid water ingress. A well detailed design can prevent the probability for this risk but the consequence can be moderate if the leakage going on for a long time without notice. This is an economic issue when building elements might be replaces or improved causes of these accidents. Future weather condition The climate might be more extreme in the future which can influence the external loads of the building. The snow and wind load can increase which can exceed present limits of the design load. This can cause seriously damage to the structure but the probability for this happening are low. In worst case can this lead to structural failure or single elements may fail. This can both impact on the economic and human aspect of the risk. Working accident Working accident which lead to fatality is a severe risk even if it is rare. Systematic and controlled safety thinking has therefore been implemented in most of the contractor firms to minimize all kinds of accidents, especially the severe. This is an important topic for most of the contractors today which putting a lot effort to keeping the probability of accidents as low as possible. This will increase their reputation and improve the working environment for the employees. In the table is this only a human aspect based on the presumed risk of fatality on the working site. Fire Fire can cause seriously damage to the structure, people and the environment. This risk is therefore categorised based on theses three different aspects. In all aspects are the probability low due to a long experience in building methods and material choice to avoid all possibilities of fire. The consequence of the fire accident is on the hand some differences. The environmental impact can as an example pollute the surrounding air which spread far distance. In theses sense make a long term affect of the environment which motivates the place in the table. In an economical aspect can the cost due to a fire be very high. Important parts can be destroyed and need to be replaces or repaired. Fire can also be critical in the human aspect, which causes injures or even fatalities. High priority in the working phase with good planning of emergency safety etc. will minimize the probability to fatalities in a fire accident.
- Risk evaluation In the risk evaluation will all concepts be measured and compared with each other to distinguish differences, to find advantage and disadvantages for each concept. The faces is a simple tool to evaluate the concepts there a “happy face” will handle the risk well, “neutral face” handle the risk average and a “sad face” handle this poorly. Delivery delay This risk can be hard to deal with for all the concepts and need to be considered carefully in the working schedule. The two concept including steel – concrete can possibly take advantage of a more standardized procedure with a longer working experience. This can reduce delays by looking back and avoid old mistakes of similar projects. On the other hand can the demand of this element's be much more attractive and cause longer delivery times. The timber concept have not the same experience of this kind of buildings and have also fewer producers which can lead to longer transportation routes and therefore increase the risk of delay. Failure of material All concepts are suggested to be built with mostly prefabricated elements. It is therefore hard to distinguish the concepts in this evaluation. Failure in the elements from the producer can always be a risk and need to be considered. A good communication with all companies involved and a systematic inspection can reduce the numbers of elements that is not fit for purpose. Inexperience To find people with right competence is essential in a building project. In this evaluation can the timber concept has some disadvantage because of the lack of experienced employees in this kind of project. Another parameter in this comparison is the research, there the timber concept has been less tested compared to the others. One solution can be to find more experienced competence abroad to solve issues which may occur. Leakage through building envelope This risk can damage the bearing structure in different ways depending on the material. Load bearing steel and timber elements can damage due to water or high moisture content. The concept including concrete-HDF has less critical elements in this aspect and will therefore be graded higher. For all concepts is it important to design the building envelope carefully regarding the moisture problem and be careful with the design of critical details. Future weather condition All concepts can be affected of this risk and are impossible to distinguish in this kind of evaluation. To deal with this risk can one solution be to design elements in bigger dimension. Working accident This risk cannot be evaluated depending of the different concepts. They will all be handling with a certain risk due to i.e. dealing with large elements or working at critical heights. This depends rather in which kind of contractor chosen and their kind of safety thinking. Here is it important to have a good understanding of possible risk and trying to prevent all kind of accidents. A good safety thinking in all levels are essential. Fire All concepts will be built in a way to resist fire for the required regulation. This evaluation will therefore compare the concepts in the ability to recover after a fire accident and the economic effect. Timber and steel element might be more costly to recover compared to the concept with concrete element. Especially steel structure which may require a total replacement for some members to be in function again. The steel is therefore ranked lower compared to the other concepts. Conclusion The concrete HDF are the concept getting highest grade in this evaluation and will be considered further for the next step. Nevertheless, all concepts can handle the presumed risk which has been assumed. The evaluation showing rather that there is not a huge differences between the concepts regarding the risk evaluation.
- Final evaluation Based on the reconsideration of the evaluation will we the timber alternative still get most points in the comparison.
- The vertical loads are carrying first by the timber deck. The bending in the deck is transmitting to the beamsandthen to the columns that work in compression. Finally, the load is transmitting to the foundation and the piles.
- We have wind load in the four façades. Also it is important to consider horizontal loads due to geometrical imperfections. - Façades North and South The horizontal load is carrying by the two long CLT walls along the West and East Façades and also the central core. - Façades West and East The horizontal load is transmitting in compression by de deck (as a diaphragm) to the central core that acts as a cantilever to carry the horizontal load.
- Members carrying vertical load in compression. Cross-sections are designed with regard to ULS load. The columns were initially designed for each storey, but for production reasons continuous columns will be used instead and thus the biggest cross-section dimension is chosen. It is possible that the new boundary conditions that this creates will allow for a smaller cross-section with regard to instability problems as the buckling length will reduce due to the contiuity. Fire-protection is not considered. The cross-section could be increased in order to deal with fire demands.
- The cross-sections of the beams and decks in areas used by people are design with regard to vibration in SLS. As this timber structure is a light-weight structure the bending members will be susceptible for vibration cause by human activity, this can cause discomfort amongs the users of the building. For these components, design in SLS regarding vibration will usually be designing. In order to do a pragmatical preliminary design all bending components in areas with human activity were designed to have a system eigenfrequency higher than 8 Hz which is a limit set by Eurocode. However in a dimensioning stage the behaviour should be further investigated by checking 1 kN point load deflection (short term) and the overall long term deflection (creep). The flexural rigidity of the bending members is of high importance for the vibration response of the members. As deck element a product called Lignatur was chosen, these elements will work as secondary beams and have a very efficiently used cross-section giving them a high flexural rigidity with a relatively small cross-section height. The elements can be ordered with integrated fire-protection as well as integrated acoustic panels. The beams under the terrace are much larger than the others due to the high mass in this area (foam-glass), the mass decreases the eigenfrequency of the beam and thus requires a higher flexural regiditity. The slab is designed with minimum reinforcement with regard to shrinkage cracks. Furhter information about the ground conditions is needed in order to assess possible consolidation and thus need for bending reinforcement in order to deal with loss of stiffness (settlements). Fire-protection is not considered. The cross-section could be increased in order to deal with fire demands.
- Connections transfering vertical loads to the foundation (further explination of connections can be found in appendix F). Deck-to-beam connection: This connection (the z-steel profile) hangs the deck-elements to the beams creating a hinged support. The connection transfers all vertical surface loads acting on the deck-elements to the beams by shear. Furthermore it also plays an essental part in the stabilising system as it also transfers horisontal shear and thus allows for diaphragm action in each floor. Beam-to-column connection: This connection transfers the shear forces from the beams into the columns. The members are fastened together by a steel plate and bolts. The connection will be semi-rigid but can be regarded as hinged. Beam-to-CLT-wall connection: The behaviour of this connection is simliar to connection 2. Column-to-slab: This connection transfers the normal forces in the column to the foundation and piles. The connection is hinged and should not carry any moments. Pile cap: An illustration of a pile cap. It will probably not be necessary with more than one pile for each column as the loads are very small. It is important that all exposed connections are fire-protected as the steel will start to yield during excessive heat.
- Connections transfering horisontal loads to the foundation (further explination of connections can be found in appendix F). Deck-to-deck connection: This connection transfers in plane shear forces in the deck allowing for diaphragm action in each floor. This connection is necessary in order to distribute the horisontal loads to the stabilising system. The connection is present along the boundary of each element. Deck-to-CLT-wall: This connection transfers in plane shear forces from the decks (floor diaphragm) to the stabilising system. Beam-to-facade column: This connection transfers in plane shear forces from the decks (floor diaphragm) to the stabilising system. CLT-wall-to-CLT-wall: This connection joins transfers shear between the CLT-walls. CLT-wall-to-slab: This connetion transfers both shear forces and normal stresses caused by the horisontal loads. It is important that all exposed connections are fire-protected as the steel will start to yield during excessive heat. This will cause the stabilising system to almost all of its stiffness.
- Limiting values for tolerances of glulaminated timber according to SS-EN14080
- The facade wall consists of cembrit cladding, asphalt board as wind protection, mineral wool, steel profiles for supporting the cembrit and the CLT wall. There is the same dimension of insulation infront of the slab as in the wall, this is to minimize thermal leakage. There is a terrace on the roof. Under the terrace the insulation material is foamglas which has higher compressive strenght than for example EXP. On the other parts of the rrof there is other more cheap insulation material. The picture shows how Cembrit can look in reality. More about the facade in the appendix. Picture: www.keelarchitectural.com
- Way of production Start by piling down to solid ground Prepare the ground by making it flat, hard etc. A form for the slab is made of EXP The concrete slab is cast on site Wait for the concrete to harden (approx. 7 days) Put up a tent over the building site Install the glulam columns and the CLT walls on the first floor Install the diagonal columns Connect the beams to the columns and the walls Place the timber decks on the beams Install the CLT walls on the second floor Connect the beams to the columns and the walls Place the timber deck on the beams Install walls for the technical room and entrance to the terrace on the roof Install elevator in the elevator shaft Begin constructing the building envelope Place diffusion barrier on the walls Put up studs Place asphalt board on studs Fill the empty space between asphalt board and the wall with insulation Place cembrit on the asphalt board with an air gap in between Place diffusion barrier on the roof deck Put insulation on the roof. Foamglas under the terrass, EXP on the rest Place waterproof material on the insulation. Build the terrace More information about the way of production The concrete slab is cast in place. Everything else is prefabricated. This makes the principle of JIT (just in time) applicable. This means that the wood elements will be mounted directly when it is transported to the site by trucks. CLT is cross laminated timber. It has an uneven number of lamellae (3, 5, 7, 9). In our case it consists of five layer, each layer is 19 mm → thickness of 95 mm Biggest production format is: length = 16,95 m and width = 2.95 m. But to be able to transport on ordinary trucks the length can not be larger than 13 m. Our members won´t be that long. Overview of how the glulam beams and columns are produced: