Vid projektering av ytterväggar ställs höga krav på funktion och utformning. Ytterväggar har en mängd olika konstruktionslösningar beroende på stomsystem, fasadmaterial och andra förutsättningar. Uppdragsgivaren WSP, vill underlätta kvalitetssäkringen och minska tidsåtgången vid projektering med hjälp av framtagna typdetaljer. Typdetaljerna är utformade med hänsyn till aspekterna fuktsäkerhet, robusthet och kostnad. Intervjuer med konstruktörer, litteraturstudier samt kontakt med produktleverantörer, ligger till grund för arbetet. Utifrån analys av insamlat material har konstruktionslösningar tagits fram utifrån en maximal livslängd. Arbetet har resulterat i två typdetaljer för tung stomme och tre för lätt stomme, med fasadmaterialen puts, tegel samt skivmaterial. Tillhörande teknisk beskrivning, U-värde och kostnadsbild har tagits fram för vardera typdetalj. / Moisture saftey; Robustness; Cost; Exterior wall; Light frame; Heavy frame; Construction details   Abstract på engelska: Function and design have always been critically important when designing exterior walls. Several designs can be possible but are largely dependent upon the framework system, facade material as well as various other considerations. The client, WSP, wish to guarantee quality whilst reducing planning time but also maintaining factors such as moisture safety, robustness and cost. The basis of the work consisted of interviews with designers, revision of literature and product supplier liaison. Based upon analysis of collected material, the designs have been developed to ensure a maximum life span. The result has produced both heavy and light frame designs by utilising plaster, brick and sheet materials for the facade construction. The relevant technical descriptions, U-values and overall cost estimates have been developed for each construction details.

Since a couple of decades the community of Jönköping has worked out an urban vision of how the city should be appropriated expanded. The prospect extends to around year 2040 and deals with the area south of lake Munksjön in Jönköping, Sweden. Today there is a proposal of how this would look like and what main public functions that should be located there. One issue in the so-called urban vision 2.0 indicates a congressional building. This report describes how such an object can be designed according to the urban vision conditions. The work is focused on three main themes; * Architectural concept and a modern form of expression. * A functional attractive congress building in a new planned town centre. * General concept of a realistic structure system that meet the spatial and architectural possibilities. Various concepts in the meeting industry and in the architecture field are identified in order to understand the concepts and ideas with today´s congress buildings. Through analysis of the study, the report shows how structure and architecture interact in practice. Using this information, an architectural proposal and structure proposal is given. The result is a relative large congress building at the south shore of lake Munksjön. The shape is organic and inspired by the local vegetation and water environment. Physically, it is an eight-storey building with rather clear features on each storey. The main objective of the building´s function is rooms for meetings, for both private and formal occasions. The proposal allows for large gatherings and makes it possible for large and small activities at the same time in the building. Regard to the result of the structure analysis, the proposal should be technically feasible. / Sammanfattning I Jönköping finns sedan ett par årtionden en utformad stadsvision om hur staden lämpligast ska expandera. Framtidsperspektivet sträcker sig till ca år 2040 och behandlar bland annat området söder om Munksjön i Jönköping. Idag finns ett arkitektförslag på hur det skulle kunna se ut och vilka huvudsakliga samhällsfunktioner som kan lokaliseras där. I planen, det vill säga den så kallade stadsbyggnadsvisionen 2.0 anges en kongressbyggnad. Den här rapporten beskriver hur ett sådant objekt kan utformas utifrån stadsbyggnadsvisionens förutsättningar. Arbetet är fokuserat på tre huvudteman; * Arkitektonisk idé och en modern uttrycksform. * Ett funktionellt tilltalande kongresshus i en nyplanerad stadskärna. * Principlösning på ett realistiskt stomsystem som tillgodoser rumsliga och arkitektoniska möjligheter. Olika begrepp inom mötesbranchen och arkitektur identifieras för att förstå koncepten och idéerna med dagens kongresshus. Genom analyser visar rapporten också hur stomlösningar och arkitektur samverkar i praktiken. Utifrån denna information ges ett arkitektoniskt förslag och ett stomförslag. Resultat är ett relativt stort kongresshus vid Munksjöns södra strand. Formerna är organiska och inspirerade av den lokala växtligheten och vattnet. Fysiskt är det en byggnad i åtta plan med funktionsindelade våningar. Huvudmålet med byggnadens funktion är lokaler för möten, både på det privata som på det formella planet. Förslaget möjliggör också för stora folksamlingar där det även finns utrymme för stora som små aktiviteter samtidigt i byggnaden. Med de analyserade referensobjekten med avseende på konstruktion som underlag, anses förslagsbyggnaden vara tekniskt genomförbar.

I början av varje nytt projekt stöter man på de olika alternativ av stomme- och bjälklagskonstruktioner som finns att välja mellan, och frågan blir ofta vilken alternativ som är optimal för den aktuella projekteten. Den optimala lösningen för varje projekt existerar inte, på grund av de olika faktorer och förutsättningar som styr projektet, till exempel: ekonomi, typ av byggnad, terrängtyp etc. Frågeställningen i denna rapport är om limträ eller betong är den mest optimala alternativen som stommaterial i det aktuella projektet. Jämförelsearbetet utgående från förutsättningar har gjorts genom att dimensionera delar av ett projekt med både materialen. Fokus har lagts på skillnader i byggnadshöjd, vindstabilitet och grundläggningen. Resultaten tyder på om man ska bygga ett kontorshus eller flervåningshus vore betong mer lämpligare alternativ jämfört med limträ. Skillnaden i byggnadshöjd finns men är förvånansvärt inte så stor mellan de två olika stommaterial. Dock skillnaden varierar avsevärd när det gäller bjälklagshöjd mellan limträ och betong. Detta pga krav på nedböjning och svikt som ställs på limträbjälklag. Båda stommaterial klara vindstabiliteten utan plintar, som är ganska intressant speciellt med tanke på limträets låga vikt. När det gäller grundläggningen, blev skillnaden betydlig större mellan limträ och betong. Dimensionering enligt Eurokoder har gjorts genom egna handberäkningar och även användandet av programvaran Strusoft. / At the beginning of each new project comes across on the different options of frame and floor construction available to choose from, and the question is often which option that is optimal for the current project. The optimal solution for each project does not exist, because of the different factors and conditions that govern the project, such as: economy, building type, terrain type, etc. The issue addressed in this report is on glue-laminated wood or concrete is the most ideal alternative to framing materials in the current project. Comparative work on the basis of preconditions has been made by dimensioning the parts of a project with both materials. The focus was on differences in building height, wind stability and the foundation. The results indicate if you're going to build an office building or apartment building,concrete is more appropriate alternative compared to the glue-laminated wood. The difference in building height is surprisingly not so great between the two different frames. However, the difference varies considerably in terms of floor height between glue-laminated wood and concrete. This is due to requirements for deflection and springines imposed on wood. Both frames can handle wind stability without plinths, which is quite interesting especially in view of the wood's light weight. Regarding the foundation, the difference was significantly greater between glue-laminated wood and concrete. The design according to Eurocodes has been made by hand calculations and also the use of the software Strusofts.

Detta arbete handlar om stomverifiering och materialeffektivisering av ett kupolhus med en stomme bestående av radiellt uppställda limträbågar. Analysen utgår från ett befintligt hus i form av en sfärisk kupol med en radie på drygt 6 meter och en höjd på omkring 7,5 meter. Stommen är uppbyggd av två lager limträbågar som bildar en inre och en yttre kupol, med isolering mellan de båda lagren för att förhindra köldbryggor. Bågarnas tvärsnitt är 90x160 mm och materialet är GL24h. Det totala antalet limträbågar i stommen är 72 stycken, med 36 i varje lager. Byggfirman är intresserade av att verifiera stommen för egentyngder, snölaster och vindlaster inom Umeå-regionen samt att få veta om det går att minska på materialmängden i deras framtida kupolhusprojekt. Sex olika lastfall analyseras med en metod för handberäkning med datorstöd, där upplagsreaktionerna och reaktionskrafterna i kupolens krön beräknas. Moment, normalkraft och tvärkraft i bågarna bestäms därefter med hjälp av friläggning och jämvikt. Bågarna kontrolleras för upplagstryck, skjuvspänningar, dragspänningar vinkelrätt fiberriktningen samt stabilitet i vek och styv riktning. Samverkan mellan de inre och de yttre bågarna uppskattas med hjälp av en modell i programvaran Frame Analysis.  Bågarna uppfyllde kraven för upplagstryck, skjuvspänningar och dragspänningar vinkelrätt fiberriktningen. Bågarna klarade inte kraven för stabilitet, vare sig i vek eller styv riktning. Med utgångspunkt från dessa resultat föreslås att tvärsnittet ändras till 115x320 mm, att den inre raden med bågar slopas och att antalet bågar ändras till 24 stycken. Med dessa ändringar skulle bågarna uppfylla dimensioneringskraven i kontrollerna och mängden material i bågarna skulle samtidigt minska med omkring 15 %. Dessa resultat bygger på en förenklad geometrisk modell av kupolen och bör betraktas som en första uppskattning. Det rekommenderas att en mer ingående analys genomförs med FEM-metoden. / This thesis is about frame verification and material optimisation of a radial ribbed type dome house with glued laminated timber arches. The analysis is based on an existing house in the shape of a spherical dome with a radius of just over 6 meters and a height of about 7.5 meters. The frame is constructed with two layers of glued laminated timber arches that form an inner and an outer dome, with insulation between the two layers to prevent thermal bridges. The cross section of the arches is 90x160 mm and the material is GL24h. The total number of arches in the frame is 72, with 36 in each layer. The construction company is interested in verifying the frame with respect to dead loads, snow loads and wind loads in the Umeå region and to know whether it's possible to reduce the amount of material for their future dome house projects. Six different load cases are analyzed with a method for computer-aided manual analysis, where the support reactions and the reaction forces in the apex of the dome are calculated. The bending moment, normal force and shear force in the arches are then determined using free body diagram and mechanical equilibrium. The arches are controlled for compression stresses, shear stresses, tensile stresses perpendicular to the fiber direction and stability along the strong and the weak axes. The interaction between the inner and the outer arches is estimated using a model in the software Frame Analysis. The arches met the design requirements for compression stresses, shear stresses and tensile stresses perpendicular to the fiber direction. The arches did not meet the design requirements for stability, neither along a weak nor the strong axes. Based on these results, it is proposed that the cross section be increased to 115x320 mm, that the inner row of arches be abolished and that the number of arches be reduced to 24. With these changes, the arches would meet the design requirements and the amount of material in the frames would decrease by about 15 %. These results are based on a simplified geometrical model of the dome and should be considered as a first estimate. It is recommended that a more in-depth analysis be performed using the finite element method.

The building sector has attributed a significant focus on improving its sustainability performance, as it contributed to almost 38% of global carbon dioxide emissions in 2019, and is estimated to be the least environmentally friendly industry worldwide. Life cycle analysis (LCA) is considered a rewarding method for evaluating the environmental impact caused by buildings or individual building components, based on various environmental indicators such as carbon dioxide emissions. A life cycle analysis can be performed in different ways depending on the purpose of the analysis. Screening LCA is a method which can be used to get an overview of the environmental impact associated with different life cycle stages. The method accounts for the environmental impact caused by value chain and the physical flow in production of materials and systems. This method can also be useful to analyze the carbon footprint of a building during its production phase, A1-A3, and transports of materials to the construction site, A4. This can enable to peruse and reduce building’s carbon footprint by replacing materials with more environmentally friendly ones before the building is built.Besides the aesthetical benefits, green solutions such as green facades (or living facades) can create the possibility to obtain more environmentally friendly buildings. Although green facades are not a new concept, such system has increasingly been adopted on the facades of buildings in recent years. While, it has been proven that green facades have the ability to absorb pollutants and carbon dioxide from the air, their production serves additional CO2 emissions.This study has been conducted in collaboration with Ramboll Sweden AB, the division of sustainable buildings. The study aims to increase knowledge regarding green facades and their impact on the exterior walls, both thermally and environmentally. In the study, 8 models were created and analyzed to explore the CO2 impact of green facades on different alternative exterior walls. In this study, an LCA was performed, and the impact of living facades on the heat transfer coefficient, the U-value, was analyzed for each of which models. Furthermore, an estimation of possible carbon dioxide capture by green facades was carried out to explore the potential benefits of such facade systems from a life cycle perspective.The results show that a living façade can result in approximately 27.9 kgCO2e/m2 compared with an exterior wall without a living façade. However, the ability of such facades to capture carbon dioxide can make it possible to compensate this additional carbon dioxide emission during almost 93 years, if a linear CO2 capture is assumed.

For a long time, frames have been built with traditional materials such as concrete and wood but there are newer, less tested alternatives. Posi-Joist is a new kind of hybrid beam which means that it consists of different materials that work together to form a stronger frame. Posi is a collective name for the different parts of the beam. Because Posi-Joist is a new beam, it hasn’t been tested as much as the more traditional materials. The purpose of this report is to investigate if Posi-Joist is an acceptable frame to use on larger constructions since it hasn't been investigated before. In order to investigate this, a hybrid frame consisting of Posi-Joist beams will be compared to a concrete and a wooden frame. When choosing a material there are different parameters that matter. The different materials will demand different spans, have different environmental impact, and have different costs. To investigate which frame is the optimal choice, different software will be used. Autodesk Revit will primarily be used to draw the frames’ different designs. Frame Analysis and FEM-Design will be used to perform calculations on the strength of the frames. One Click LCA will be used to obtain LCC and LCA. The wooden frame was the most expensive since the concrete frame’s price was just 40 % of the wooden frame's total cost. The hybrid frame’s price was 52,4 % of the wooden frame’s price and was therefore more expensive than the concrete frame but cheaper than the wooden frame. The wooden frame had less environmental impact since it emits 11,2 % of the concrete frame’s emissions. The hybrid frame emits 90 % of the concrete’s total emissions. The hybrid frame can manage the largest spans. The conclusion is that the concrete frame is the best option when it comes to design and price but has the most environmental impact. The wooden frame had the least environmental impact but could not manage compatible spans. The hybrid frame could manage the largest spans but was neither the worst nor the best in any of the other categories.

Since the construction industry has a significant impactful footprint on the climate, a transition to sustainable solutions is imperative. Concrete is the predominant material for load-bearing structures in multi-residential buildings and is usually used in more walls than necessary, resulting in unnecessary excess of carbon dioxide. This study aims to climate-optimize the intended load-bearing structure in a multi-residential building project by evaluating the possibility of an alternative load-bearing structure. Concrete party walls, those which are unnecessary for load-bearing purposes, are removed in the alternative load-bearing structure and replaced with stud walls that meet sound and fire requirements. The comparison is made between the alternative and intended load-bearing structures concerning structural performance and overall climate impact. To comprehend the subject, an extensive literature study was conducted. Subsequently, the load-bearing structures were modelled in FEM-design program to analyse and compare structural aspects. Using FEM-Climate, life-cycle analyses (LCAs) were performed for both load-bearing structures to assess the difference in the total amount of carbon dioxide equivalents ( ). The results indicate that utilization rates are optimized in the alternative load-bearing structure with the reduction of concrete walls. Furthermore, the results show that the deflection value in the alternative load-bearing structure increases relative to the intended, which is deemed acceptable according to the established requirements. Moreover, LCA results show that the total amount of carbon dioxide equivalents ( ) decreased by approximately 6.5% kg   per gross area in the alternative load-bearing structure. However, with the replacement of stud walls, the total amount of   increased by about 6% kg   per gross area. This resulted in the alternative load-bearing structure being a less favourable solution than the intended one, as no optimization had been achieved from a climate perspective according to the LCA calculations and   values. Since the construction industry has a significant impactful footprint on the climate, a transition to sustainable solutions is imperative. Concrete is the predominant material for load-bearing structures in multi-residential buildings and is usually used in more walls than necessary, resulting in unnecessary excess of carbon dioxide. This study aims to climate-optimize the intended load-bearing structure in a multi-residential building project by evaluating the possibility of an alternative load-bearing structure. Concrete party walls, those which are unnecessary for load-bearing purposes, are removed in the alternative load-bearing structure and replaced with stud walls that meet sound and fire requirements. The comparison is made between the alternative and intended load-bearing structures concerning structural performance and overall climate impact. To comprehend the subject, an extensive literature study was conducted. Subsequently, the load-bearing structures were modelled in FEM-design program to analyse and compare structural aspects. Using FEM-Climate, life-cycle analyses (LCAs) were performed for both load-bearing structures to assess the difference in the total amount of carbon dioxide equivalents ( ). The results indicate that utilization rates are optimized in the alternative load-bearing structure with the reduction of concrete walls. Furthermore, the results show that the deflection value in the alternative load-bearing structure increases relative to the intended, which is deemed acceptable according to the established requirements. Moreover, LCA results show that the total amount of carbon dioxide equivalents ( ) decreased by approximately 6.5% kg   per gross area in the alternative load-bearing structure. However, with the replacement of stud walls, the total amount of   increased by about 6% kg   per gross area. This resulted in the alternative load-bearing structure being a less favourable solution than the intended one, as no optimization had been achieved from a climate perspective according to the LCA calculations and   values.

Den här rapporten syftar till att utveckla kalkylen kring omkostnader för tillfälligt form, specifikt uppbockning av normalplan i samarbete med JM AB. Problematiken med den aktuella kalkylen har varit att tiden ej varit inkorporerad, vilket har fått till följd att precisionen är låg för kalkylen.  Uppbockning i normalplan, betyder de stöd som finnes för normalplan vid gjutning av bjälklag för dessa plan. De finns till för att stödja konstruktionen innan dess att bjälklaget har nått tillräcklig hållfasthet för att stå av sig själv. Normalplan innebär det plan, som vanligtvis, finns ovanför entréplan. Dessa plan är ofta lika i utformning och detta kallas normalplan Arbetet påbörjades med att samla in data från sju projekt i vilka hyrdagar, storlek och antal våningar varit avgörande för att producera nya nyckelvärden för grundkostnad, fraktkostnad och hyreskostnad. Kostnaden för uppbockning av normalplan för nya projekt går således att räkna ut med hjälp av genomsnittligt antal våningar och storleken för normalplan. Två olika metoder som behandlar uppbockning har funnits hos JM. Den ena genererar lägre kostnad, men är förknippad med risk för fördröjning på grund av betongens härdningstid för att uppnå full hållfasthet. Det andra förfarandet erbjuder högre kostnader men ett större utrymme för marginal. Denna metod använde fyra av de sju undersökta projekt.  Vi har funnit att metoden med låg risk som borde leda till högre kostnader, i praktikengav lägre kostnader. Andra faktorer än val av metod påverkar kostnaden, men enförklaring till den lägre kostnaden är att lågriskmetoden gör det möjligt för projektet att arbeta i högre takt utan risk för fördröjning på grund av betongens härdningstid vilket i sin tur innebär lägre hyreskostnader.

<p>The purpose with this report is to illuminate the construction solutions and the deformations that could exist in medieval parish stone churches. But also to increase the writers understanding how activity forces effect the construction of the churches. With help from literature and a practical study, containing three churches the writers have collected the material that the conclusions and discussions are built upon in this report. </p><p>The construction of the churches consists of three parts, the wall, the roof and the vault. The construction solutions are similar in the churches disregard of the roof, where the roof trusses are different. The roof trusses are yet typical for the roman style. The deformations that have been found can in most cases be could usual occurring in these old churches the writers chosen to study, the needs to repairmen are today not necessary. Yet the writers think that there are deformations that should be study more thorough, to derive the origin and take suitable measure. The writers think that the deformations that effect the constructions have most of their origin in some rebuilding and lost knowledge of old building engineering.</p>

The purpose with this report is to illuminate the construction solutions and the deformations that could exist in medieval parish stone churches. But also to increase the writers understanding how activity forces effect the construction of the churches. With help from literature and a practical study, containing three churches the writers have collected the material that the conclusions and discussions are built upon in this report. The construction of the churches consists of three parts, the wall, the roof and the vault. The construction solutions are similar in the churches disregard of the roof, where the roof trusses are different. The roof trusses are yet typical for the roman style. The deformations that have been found can in most cases be could usual occurring in these old churches the writers chosen to study, the needs to repairmen are today not necessary. Yet the writers think that there are deformations that should be study more thorough, to derive the origin and take suitable measure. The writers think that the deformations that effect the constructions have most of their origin in some rebuilding and lost knowledge of old building engineering.