BOATHOUSE - TUM · 2018. 9. 28. · Boathouse Chair of Computational Modeling and Simulation | Prof. Dr.-Ing. André Borrmann Chair of Architectural Informatics | Prof. Dr.-Ing. Frank

BOATHOUSEGruppe B

Chair of Computational Modeling and SimulationChair of Architectural Informatics

Boathouse

Chair of Computational Modeling and Simulation | Prof. Dr.-Ing. André BorrmannChair of Architectural Informatics | Prof. Dr.-Ing. Frank Petzold

Assistants: Katrin Jahr, Benedict Rechenberg

GRUPPE B

Ruiqi Wang Steffen Lindner Timothy Reichl

Subject and Task Concept DevelopmentArchitectural LayoutStructural ConceptAnalytic ModelStructure AnalysisValidation of resultsCollaboration with Building Information ModellingSolibri Model checking clashes RIB-iTWOProblems

Table of Contents

Design Requirements

• Design a new boathouse and workshop• about 6 parking spaces for boats of the type470 „Jolle“ (refer to scheme below)• maximum 200sqm workshop area, clearanceheight 10m• the buidling(s) do not need to be next to thewater. A carriage can be used to transport theboats• the parking spaces should be shelteredhowever the driveway does not need a roof• think about good integration within the existing context. Removing old buildings depending onyour concept is possible

In Summer 2018 the TUM Craft Race at the Starnberger lake takes place for the first time. The Lake with panoramic views of the Alps is a very popular destination and recreation area for the metropolitan region of Munich. The center for watersports of the ZHS(Zentraler Hochschulsport München) lies perfectly situated close to Starnberg at the north-west end of the lake. Besides activities like Sailing, Windsurfing, Stand-Up-Paddling and Slacklining there is a private lawn for sunbathing with access to the lake for swimming.For the TUM Craft Race interdisciplinary teams from Product design and Sports should design and build their own boats and compete in a race. For this reason the ZHS wants to construct a new boathouse with workshop area to provide space for the students to design and test their prototypes.

Subject and Task TEAMWORK

Please note that besides the convincing implementation of the architectural idea it is equally important to integrate structural and engineering inputs. For this reason, an intensive cooperation within your team is essential for the succesful completion of this task. Designing and data exchange should be carried out using BIM tools. The teams are put together in an interdisciplinary manner in order to incorporate a broad range of knowledge into the design. The result should be convincing from an architectural and structural point of view.

DELIVERABLES

Team deliverables (grade weighting 2/3 )1. Presentations2. Brochure (predefined Layout)3. BIM-files4. Poster (predefined Layout)for a detailed description see next page

Individual deliverables (grade weighting 1/3)Oral exam

TOPIC

In Summer 2018 the TUM Craft Race at the Starnberger lake takes place for the first time. The Lake with panoramic views of the Alps is a very popular destination and recreation area for the metropolitan region of Munich. The center for watersports of the ZHS(Zentraler Hochschulsport München) lies perfectly situated close to Starnberg at the north-west end of the lake. Besides activities like Sailing, Windsurfing, Stand-Up-Paddling and Slacklining there is a private lawn for sunbathing with access to the lake for swimming.

For the TUM Craft Race interdisciplinary teams from Product design and Sports should design and build their own boats and compete in a race. For this reason the ZHS wants to construct a new boathouse with workshop area to provide space for the students to design and test their prototypes.

BRIEF

Each interdisciplinary group of three should create a design of a new boathouse for the ZHS on the lot:

ZHS - Wassersportplatz Starnberg, Unterer Seeweg 5, 82319 Starnberg Westufer

Design Requirements

• Design a new boathouse and workshop• about 6 parking spaces for boats of the type

470 „Jolle“ (refer to scheme below)• maximum 200sqm workshop area, clearance

height 10m• the buidling(s) do not need to be next to the

water. A carriage can be used to transport the boats

• the parking spaces should be sheltered however the driveway does not need a roof

• think about good integration within the existing context. Removing old buildings depending on your concept is possible.

Source: Google Earth

2,00

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Sicherheitsabstand vor/ hinter dem Boot: min. 1,50mSicherheitsabstand seitlich zwischen Boote: min. 0,30m

Quelle: http://www.wvg1928.de/index.php

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Parking Scheme Type 470 „Jolle“

TEAMWORK


DELIVERABLES



TOPIC



BRIEF



Design Requirements








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Subject and Task

Introduction to BIM

Revit Architecture Fundamentals I

Revit Architecture Fundamentals II

Model Checking / SOFiSTiK I

Model Checking / SOFiSTiK II, RIB iTwo

Consultation

Hand-in questions for Expert consultation

Consultation

Consultation

Consultation

Department of Civil, Geo and Environmental Engineering

Chair of Computational Modeling and SimulationProf. Dr.-Ing. André BorrmannKatrin Jahr, M.Sc. - [email protected] Preidel, M.Sc. - [email protected]

DATES

Lecture, 11:30am - 12:30am, Room 4170cSeminar, 12:45am - 02:45pm, Room 3209

20.10. Task introduction, Grouping

27.10 Geometric Modeling

03.11. LOC-DAY

10.11. Parametric Modeling

17.11. Concept Presentation

24.11. Communication, Collaboration

01.12. Communication, Collaboration 2

08.12. Quantity Surveying

15.12. Interim presentation

22.12. Consultation

12.01. Consultation and questions with Experts

19.01. Documentation, BIM - GIS

26.01. -

02.02. Final presentation

09.02. Final submission

15.02 Oral Exam

Digital Design MethodsBuilding Information Modeling

WS 17|18

Boathouse ZHS

Department of Architecture

Chair of Architectural InformaticsProf. Dr.-Ing. Frank Petzold Sarah Jenney, M.A. - [email protected] Rechenberg - [email protected]

Quelle: ZHS

16.02 Oral Exam

TEAMWORK


DELIVERABLES



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Design Requirements








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TEAMWORK


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Located 25 kilometres southwest of Munich, lake Starnberg is Germany‘s fifth largest freshwater lake. It is a popular recreation area for the city. Because of its associations with the Wittelsbach royal family, the lake is also known as Fürstensee (Prince‘s Lake). The climate of the rural district of Starnberg lies between the humid continental climate and the oceanic climate. The Site of the Project, which belongs to the Property of ZHS(Zentraler Hochschulsport München), lies to the West of the Lake, next to the Munich Yacht Club. To the West of the Constructing Site is a small road called Untererseeweg and a Railway for Regional Train and S7 of Munich, which is also the main transportation for the students from the city of munich.

Located 25 kilometres southwest of Munich, lake Starnberg is Germany‘s fifth largest freshwater lake. It is a popular recreation area for the city. Because of its associations with the Wittelsbach royal family, the lake is also known as Fürstensee (Prince‘s Lake).The climate of the rural district of Starnberg lies between the humid continental climate and the oceanic climate.The site of the project, which belongs to the Property of ZHS(Zentraler Hochschulsport München), lies to the West of the lake, next to the Munich Yacht Club. To the West of the construction site is a small road called Untererseeweg and a railway for regional train and S7 of Munich, which is also the main transportation for the students from the city of Munich.

Subject and Task

Concept Development

View from the main space of the building

View of StarnbergseeWorkshop with large clear height and good nature light; Boatshed

that can be outside; Office with 3m clear height

Close combination of the different functions with different requirment

Concept Development

First Phase Second Phase Third Phase

Concept Development

First Phase

All functions were combined in a whole block. Concrete arc were used to form the huge open space. In this stage, we expected a pure space without beams and columns.

Vision Image for the 1st Phase Drawing for the 1st Phase

Second Phase

Because of the large span of the workshop space, it is difficult to support the whole space without beams, which weakens the initial vision image. So we decided to accentuate the beam structure rather than getting rid of it. As a result, a lighter timber structure was used instead of concrete.

Concept Development

Vision Image for the 2nd Phase Drawing for the 2nd Phase

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192.05 m²Werkhalle

328.01 m²Parken

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Concept Development

Third Phase

In this stage, we optimized the office and service functions to minimize the inner space, which reduced the volume of the building and shortened the inner circulation.

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INTERIOR

INTERIOR

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OUTDOOR

Site planSite plan

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Elevation

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Elevation

Structure Concept

After the architectural model is set up the structural model can be developed. The structural system consists of primary beams, secondary beams, shear walls and columns. The primary beams are made of timber, while the secondary beams, shear walls and columns are made of reinforced concrete. The concrete grade varies between C25/30 – C35/45 for the different structural elements. For the glulam beams the grade GL 24 C is used.

Vertical Loads

The vertical load transfer starts with the primary beams, which transfer the loads of the roof to their supports. These supports are shear walls and secondary reinforced concrete beams. While the shear walls are continuous to the foundation, the secondary beams are supported by columns and shear walls, as well. From these walls the applied loads are transferred to the foundation.Basically, the structural system of the boathouse can be divided into two parts, into the workshop area and into the garage. These two parts have different structural systems. However, both systems interact with each other in order to transfer lateral forces to the ground.The primary timber beams (12 cm x 50 cm) of the workshop area are supported by an outer wall (t=30 cm), inner wall (t=25 cm), secondary reinforced concrete beam (25 cm x 60 cm) and have a cantilever at the end. Between the support of the inner wall and the first secondary beam is a large span of 10 m. In order to minimize the deflection at the middle of the span a big cross section is needed. The two spans in the garage are 7 m. The cross-section of the timber beams in this part is also (12 cm x 50 cm). The size of the columns for supporting the secondary beams (d=30 cm) is everywhere the same, because of the large clear height a bigger diameter is chosen in order to avoid buckling. Since the secondary beam in the garage is supported by three columns, the cross section of the beam can be reduced to 25 cm x 50 cm.

Structure Concept

Horizontal loads

The horizontal loads are transferred to the foundations by the shear walls, which have fixed support conditions at the bottom. For the horizontal loads both building parts interact with each other. This means the lateral loads are not only transferred to the foundation by the wall, where the wind loads are applied but also by other shear walls e.g. inner walls. Wind forces are also transferred by beams to shear walls.

Structure Concept

Horizontal loads The horizontal loads are transferred to the foundations by the shear walls, which have fixed support conditions at the bottom. For the horizontal loads both building parts interact with each other. This means the lateral loads are not only transferred to the foundation by the wall, where the wind loads are applied. This means parts of the horizontal load are transferred in other shear walls e.g. inner walls or are transferred by beams to another shear wall, which transfers this load to the foundations.

Abbildung 1: Horizontal load transfer, the building parts interact with each other

Abbildung 2: Load transfer for lateral forces (wind from the east/right hand side)

Horizontal loads

The horizontal loads are transferred to the foundations by the shear walls, which have fixed support conditions at the bottom. For the horizontal loads both building parts interact with each other. This means the lateral loads are not only transferred to the foundation by the wall, where the wind loads are applied but also by other shear walls e.g. inner walls. Wind forces are also transferred by beams to shear walls.

Structure Concept

Horizontal loads The horizontal loads are transferred to the foundations by the shear walls, which have fixed support conditions at the bottom. For the horizontal loads both building parts interact with each other. This means the lateral loads are not only transferred to the foundation by the wall, where the wind loads are applied. This means parts of the horizontal load are transferred in other shear walls e.g. inner walls or are transferred by beams to another shear wall, which transfers this load to the foundations.

Abbildung 1: Horizontal load transfer, the building parts interact with each other

Abbildung 2: Load transfer for lateral forces (wind from the east/right hand side)

Structure Concept

Design loads

The loads, which are applied, are dead, wind, snow and live loads. The dead load of the roof is estimated to 2 kN/m^2 . The site is located at 584 m above sea level and the maximum height of the building is 13 m. According to DIN EN 1991-1-4/NA the site is in the wind zone 2 and in the snow zone 2. After the calculations of the wind loads, a wind pressure on the building of 0.64 kN/m^2 was applied. For the uplift, which is caused by the wind a mean value of 1.1 kN/m^2 was applied. The value for the snow load on the roof is calculated to 1.58 kN/m^2 . For the live load on the floors category C is chosen from DIN EN 1991-1-1/NA, Tab. 6.1 DE. Therefore 3 kN/m^2 as live load are applied on the floor slabs.

Applying the loads

In order to apply the dead load from the roof the automatic load distribution is used, so the loads can be applied on the plane of the primary beams. The snow load is applied as line load on the primary beams because Sofistik does not accept two area loads from the automatic load distribution which overlap. If the two automatic distributed loads overlap then Sofistik applies the forces with more than 100%, which leads to wrong results.The live loads of the floor slabs are applied via dependent area loads. The wind loads are also applied as area loads on the walls. However, line loads are used for applying the wind loads of the glass façade to the shear walls which are connected directly to the glass façade. For the self-weight the glass façade is self-supporting by the vertical cross bars, which transfer these loads to the foundations.

Applying the loads In order to apply the dead load from the roof the automatic load distribution is used, so the loads can be applied on the plane of the primary beams. The snow load is applied as line load on the primary beams because Sofistik does not accept two area loads from the automatic load distribution which overlap. If the two automatic distributed loads overlap then Sofistik applies the forces with more than 100%, which leads to wrong results.

The live loads of the floor slabs are applied via dependent area loads. The wind loads are also applied as area loads on the walls. However, line loads are used for applying the wind loads of the glass façade to the shear walls which are connected directly to the glass façade. For the self-weight the glass façade is self-supporting by the vertical cross bars, which transfer these loads to the foundations.

Structure Concept

Applying the loads

In order to apply the dead load from the roof the automatic load distribution is used, so the loads can be applied on the plane of the primary beams. The snow load is applied as line load on the primary beams because Sofistik does not accept two area loads from the automatic load distribution which overlap. If the two automatic distributed loads overlap then Sofistik applies the forces with more than 100%, which leads to wrong results.The live loads of the floor slabs are applied via dependent area loads. The wind loads are also applied as area loads on the walls. However, line loads are used for applying the wind loads of the glass façade to the shear walls which are connected directly to the glass façade. For the self-weight the glass façade is self-supporting by the vertical cross bars, which transfer these loads to the foundations.

Applying the loads In order to apply the dead load from the roof the automatic load distribution is used, so the loads can be applied on the plane of the primary beams. The snow load is applied as line load on the primary beams because Sofistik does not accept two area loads from the automatic load distribution which overlap. If the two automatic distributed loads overlap then Sofistik applies the forces with more than 100%, which leads to wrong results.

The live loads of the floor slabs are applied via dependent area loads. The wind loads are also applied as area loads on the walls. However, line loads are used for applying the wind loads of the glass façade to the shear walls which are connected directly to the glass façade. For the self-weight the glass façade is self-supporting by the vertical cross bars, which transfer these loads to the foundations.

Structure Concept

First Problems with the models

At the beginning a few problems with the modelling occurred because the analytic model did not fit to the architectural model. The problem was that the support conditions of the middle support of the primary beams were neither recognized by Revit nor Sofistik. The problem was first solved by changing the architectural model. Which had the results, that the architectural model did not match the reality anymore. After a consultation with staff members from Sofistik this problem could be solved by using projections to move the analytic lines of the different structural elements to the right position. Another problem which occurred was that for the roof a slab was modelled in order to apply distributed loads on the roof. The result of this was that the structural system did not follow anymore the system which was chosen earlier. The slab did not transfer the loads to the primary beams anymore but transferred it directly to the secondary beams and the shear walls. This lead to high moments in the slab and in the secondary beams. It also made the primary beams useless. That it is why the roof slab was taken out again of the analytic model.

Analytic Model

Analytic Model


At the beginning a few problems with the modelling occurred because the analytic model did not fit to the architectural model. The problem was that the support conditions of the middle support of the primary beams were neither recognized by Revit nor Sofistik. The problem was first solved by changing the architectural model. However, then the architectural model did not match the reality anymore. After a consultation with staff members from Sofistik this problem could be solved by using projection to move the analytic lines of the different structural elements to the right position.

Another problem which occurred was that for the roof a slab was modelled in order to apply distributed loads on the roof. The result of this was that the structural system did not follow anymore the system which was chosen earlier. The slab did not transfer the loads to the primary beams anymore but transferred it directly to the secondary beams and the shear walls. This lead to high moments in the slab and in the secondary beams. It also made the primary beams useless. That it is why the roof slab was taken out again of the analytic model.

Analytic lines do not cross, no support conditon is recognized

Changing architetural model in ordert to get the right support conditions

Using the projection function to get the right archtitectural model and analytic model

Analytic Model







Analytic Model







The decisive load case is the combination 1.35 G_k+1.5*S_k+1.5*Q_k+1.5*0,6*W. The uplift of the wind is neglected in this case because it acts advantageous for the structure in this combination.

Structure Analysis

The decisive load case is the combination 1.35 G_k+1.5*S_k+1.5*Q_k+1.5*0,6*W. The uplift of the wind is neglected in this case because it acts advantageous for the structure in this combination.

Structure Analysis

Structure Analysis

For checking the deflection of the structure the following load cases are used: w_inst=1.00 G_k+1.0*S_k+0.7*Q_k+0.6*W and w_qs=1.00* G_k+0*S_k+0.6*Q_k+0*W. The maximum deflection is calculated with w_fin=w_inst+w_(creep.)w_creep=k_def*w_qs. The value for k_def is 0.6 for laminated timber. This leads to a maximum deflection of 32.0 mm at the lever arm of the primary beams in the workshop area. The allowed deflection is w_fin=l/100. (Schneider Bautabellen: Holzbau 9.15). Therefore the allowed deflection is 40 mm, which means the design criteria is met.

For checking the deflection of the structure the following load cases are used: 𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖 = 1.00 𝐺𝐺𝐺𝐺𝑘𝑘𝑘𝑘 + 1.0 ∗ 𝑆𝑆𝑆𝑆𝑘𝑘𝑘𝑘 + 0.7 ∗ 𝑄𝑄𝑄𝑄𝑘𝑘𝑘𝑘 + 0.6 ∗ 𝑊𝑊𝑊𝑊 and 𝑤𝑤𝑤𝑤𝑞𝑞𝑞𝑞𝑖𝑖𝑖𝑖 = 1.00 ∗ 𝐺𝐺𝐺𝐺𝑘𝑘𝑘𝑘 + 0 ∗𝑆𝑆𝑆𝑆𝑘𝑘𝑘𝑘 + 0.6 ∗ 𝑄𝑄𝑄𝑄𝑘𝑘𝑘𝑘 + 0 ∗ 𝑊𝑊𝑊𝑊. The maximum deflection is calculated with 𝑤𝑤𝑤𝑤𝑓𝑓𝑓𝑓𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖 = 𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖 + 𝑤𝑤𝑤𝑤𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐.

𝑤𝑤𝑤𝑤𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐 = 𝑘𝑘𝑘𝑘𝑑𝑑𝑑𝑑𝑐𝑐𝑐𝑐𝑓𝑓𝑓𝑓 ∗ 𝑤𝑤𝑤𝑤𝑞𝑞𝑞𝑞𝑖𝑖𝑖𝑖. The value for 𝑘𝑘𝑘𝑘𝑑𝑑𝑑𝑑𝑐𝑐𝑐𝑐𝑓𝑓𝑓𝑓 is 0.6 for laminated timber. This leads to a maximum deflection of 32.0 𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚 at the lever arm of the primary beams in the workshop area. The allowed deflection is 𝑤𝑤𝑤𝑤𝑓𝑓𝑓𝑓𝑖𝑖𝑖𝑖𝑖𝑖𝑖𝑖 = 𝑙𝑙𝑙𝑙

100. (Schneider Bautabellen: Holzbau 9.15). Therefore the allowed deflection is 40 𝑚𝑚𝑚𝑚𝑚𝑚𝑚𝑚, which means the design criteria is met.

For checking the calculations from Sofistik, some elements were also calculated with other programs in order to validate the results. The bending diagram of the timber beams were checked with Stab2d a software for calculating reaction forces on beams. The bending diagrams from Stab2d are very similar to the results from Sofistik. As simplification in Stab2d the different stiffness conditions of the supports is neglected, which leads to small differences in the values. Nevertheless, it can be assumed that the calculations are correct and the structural model works like it was expected.

Furthermore, a design check for the timber beams was carried out with RSTAB, because Sofistik does not do design checks for timber elements. The result of this design check was a stress ratio of 0.33, which means that the timber beams have the same stress ratio as the concrete parts.

Validation of results

The collaboration and tasks of each role was predefined in a process management map.It was created to show the next steps in the BIM process and to show the progress in the project. It was also used to show the data transfers between the different design disciplines. The collaboration process was separated into three stages. Each phase had to be terminated before moving to the next phase. Due to unforeseen errors and problems, as well as changes in the original design of the building which occurred during the design process, the time schedule had to be adjusted. To enforce the schedule and see the progress in the group, weekly meetings were arranged at the beginning of the project. Phase 1: Design concept In the first phase of the building process an analyzation of the building requirements and the building site was done. According to the result of this evaluation a building design was created and discussed. The structural requirements and possibilities for structural elements and materials were discussed in the group.To guarantee a smooth collaboration process and a structured schedule a process map was created to ensure an organised workflow.

Phase 2: Design developmentAfter the first rough design a 3D-model was created to view the geometry. With the help of this visualisation it was possible to determine possible weaknesses in the original design for aspects of construction and structural requirements. During this phase a continuous changing and optimization of the project was done. The structural engineer could create a first structural model by transferring the data of the 3D-model to SOFISTIK. The architectural model was checked by Solibri for geometry clashes as well as modelling errors. A first quantity takeoff was created using RIB-iTWO.

Phase 3: Final design In the final design phase, the main objective was to optimize the started developments. The structural analysis was completed and the results and additional structural requirements were implemented in the architectural model. The final checks and quantity takeoff were created and the results checked for plausibility.

Actual occurred scheduleDue to various errors and inexperience in the programs used a lot of time had to be invested searching for errors and possibilities to create and modify the architectural and structural models.

Collaboration with Building Information Modelling

Collaboration with Building Information Modelling

Predefined process management map

Solibri Model checking clashes

Check 1

To avoid errors and too many design changes in a later stage of the project, a model check was done shortly after the first architectural model in Revit. This was also done before the export to Sofistik to ensure that no errors or wrong geometries were transferred and work has to be done twice. The clashes in the model after the first collision check were minor and most could be ignored because they were intentionally created e.g. calculation geometry for the quantity take off. One real collision that was detected was the overlapping of floors and walls and also the walls ran through more than one storey. These errors were easily fixed by the architect.

Check 2

After the structural calculations many of the wall thicknesses and loadbearing elements changed, which is why another Solibri check was done, to ensure no new clashes were added. As no new errors were detected, the model could be transferred to RIB-iTwo and no revision of the geometry had to be done.

Collision detected by Solibri

RIB-iTWO

Bill of quantity

Problems

Collaboration problems

One General collaboration and data exchange problem was working on one Revit file, as the architectural and the structural model were designed in one shared Revit file. For data exchange a cloud system was used to upload project files so that the team could view these. Unfortunately, there were difficulties with the file names, so that confusion occurred which files were the latest. Also occasionally older versions of the file were overwritten and the previous file deleted. This was a problem as it sometimes happened that small changes in the model by the architect caused various errors for the structural model which had to be solved. As the copying of elements from the previous working model was not possible anymore a large amount of work had to be done to repair the structural calculation model.

Quantity take-off

To make a summary of the amounts of building materials the software RIB-iTwo was chosen. The data exchange worked using CPI-files exported by Revit. The elements could be sorted into groups with the help of dynamic groups. This way all objects could be defined using the attributes given in Revit.

Problems with RIB iTwo

After the initial successful transfer of the 3D-data to RIB with only minor errors, the refreshing of the model with new data information caused more problems. The main hindrance was that by refreshing the model information the geometries were changed, but the old existing data was not deleted, thus creating two buildings in each other. As later realised the error occurred due to wrong usage of the software due to inexperience. Unfortunately, there were also no tutorial videos or guides that could be used for the specific problem. Another problem was that for some few elements the quantity, surface or volume could not be calculated, the solution was to get the quantity volume and area directly from Revit.

Impressum

GRUPPE B

Ruiqi Wang Steffen Lindner Timothy ReichlSEMESTER 1 SEMESTER 3 SEMESTER 2

Documents

BOATHOUSE - TUM · 2018. 9. 28. · Boathouse Chair of Computational Modeling and Simulation | Prof. Dr.-Ing. André Borrmann Chair of Architectural Informatics | Prof. Dr.-Ing. Frank