Promo%etrajecten BE in het HBO

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1 Promo%etrajecten BE in het HBO Do s and don ts Onderwerp Planning Wetenschap Start Analysefase Probleemdefini%e Oplossingsrich%ng

2 Methodisch construc%ef ontwerpen Integraal ontwerpproces Concept Requirements Process Form

3 Methodisch construc%ef ontwerpen Ontwerpparameters 2D + 3D effect

4 Onderwerp Meerwaarde Persoonlijk interesseveld Aanslui%ng ervaring werkveld en docent Curriculumontwikkeling Ba of Ma Koppeling lectoraten Promotor(en)

5 Planning Promo6e- onderzoek Planning 4 jaar Taaktoedeling 0.4 Le + roostering 2 dagen Taakbelas%ng 1 Le Houdbaarheidsdatum (APankelijk van onderwerp)

6 Wetenschappelijk onderzoek Wetenschappelijk Systema%sch Verifieerbaar Zorgvuldig Vernieuwend Elementniveau Procesniveau

7 Onderzoeksmethode Kwalita6ef onderzoek Experiment Computersimula%e Modellering Case studie Literatuurstudie Kwan6ta6ef onderzoek Enquête

8 Uitvoering Vooraf Engelstalig (Bri%sh of American) Programmatuur verslaglegging Standplaats en collegiale intervisie

9 Programmatuur verslaglegging Text- editor Free solware Latex Tekst + opmaakcodes Formules MicrosoL Word WYSIWYG Adobe InDesign Uitgeversniveau

10 Start: 4 jaar lijkt lang 1e intuï6eve oplossing Niet vernieuwend Onvoldoende kwaliteit Onvoldoende samenhang Moeilijk verifieerbaar

11 Analysefase Serieuze analyses Grote diepgang Hoger abstrac%eniveau dan het probleem Verifieerbaar Op onderdelen vernieuwend

12 Probleemdefini%e HelJ van de oplossing Einstein is quoted as having said that if he had one hour to save the world he would spend fily- five minutes defining the problem and only five minutes finding the solu%on

13 Oplossing Oplossingsrich6ng: 1. Probleemdefini%e op onderdelen 2. Samenhangend oplossingsniveau 3. Overtollig onderzoek 4. Ontbrekend onderzoek 5. Produc%eplanning

14 40 Methodical approaches on structural design Chapter 3 Methodical approaches on structural design Origin of mankind Start of written history Current state of SE Artificial entelligence Timeline Figure 3.1: Timeline 3.1 Structural design from past to present Timeline In the search for an appropriate design methodology we can learn from famous ancient architects, present-day excellent structural engineers and on going developments as shown in figure 3.1. Structural engineering is the profession that deals with the frame work or skeleton of parts of the built environment such as buildings, bridges, towers, and tunnels. Originally engineering was a military activity. As time passed, the benefit of engineering in non-military activities was recognised and engineering subsequently divided into Military engineering and Civil engineering. Soon other disciplines as Mechanical engineering, Structural engineering, Environmental engineering, and others developed from Civil engineering. In the search for an appropriate design methodology we can learn from the past by studying the design process of famous ancient architects. The following requirements will be considered in the research: It is of great importance finding clearly stated design methodologies or at least design philosophies. At a time that sophisticated design tools were surely not available. Particularly excellent engineers are of interest who have competence in multiple fields, especially in the field of structural, architectural and civil engineering. Or excellent engineers, who worked in an interdisciplinary team, and had the interests and the skills to look out of the box. And above all, the accessibility of reliable information, straight or based upon personal writings. The objective is to find one or more viable design methods, not to strive for completeness. The following famous architects are researched on: Vitruvius Pollio, Marcus (1st century BC), probably not excellent, but active in multiple fields and one of the few engineers writing

15 H H l Δ l h 12.1 Deformation Ultimate Limit State Design parameters deformation For a short beam, the shear deformation is in general: ˆ V δ bending = GA And in this specific case: δ shear = Fl GA l (12.3) (12.4) The transition from short to long depends on the bending versus shear stiffness of the material. The transition slenderness can t be determined by an equilibrium of foregoing shear and bending formulae, because the abstraction of bending is based upon long beam theory and the transition slenderness is beyond the validity range of this theory. Experimental results indicate the approximated transition slenderness as listed in table 12.1: Transition slenderness l h-ratio for short to long beams Beam type Concrete Steel Simply supported 2 5 Cantilevered Table 12.1: Transition slenderness for short to long beams Shear deformation in cantilevered trusses An example of a usual present-day cantilevered parallel chord building design is showed in figure Because of the stocky dimensions, the displacement at the cantilevered end of the truss will be dominated by shear deformation, rather than bending deformation. Realising this, the design in the Serviceability Limit State should focus on shear deformation and the corresponding required section properties of the web members. ql uniform load q!! Figure 12.2: Shear deformation in a cantilevered truss Approximated loads: N main, max = H< 1 2 q dl 2 h N web, max = q d n panel 1 2 l sin α Displacement due to shear deformation: δ = n panel Nweb, k l web EA web sin α = n panel Required section property: A web, max q k (n panel 1 2) l sin α! EA web sin α l n panel 2 + h 2 q k (n panel 1 2 2) l sin α l n panel + h 2 δ required E sin 2 α! (12.5) (12.6) δ required (12.7) (12.8)