2016Fleming.pdf

POZNAN UNIVERSITY OF TECHNOLOGY (PUT) FACULTY OF CIVIL AND ENVIRONMENTAL ENGINEERING

BIM modelling for structural analysis

BY WOJCIECH STANISŁAW FLEMING MAY 2016

Thesis submitted in fulfilment of the requirements for the degree Master of Technology: Structural Engineering

In the Faculty of Civil and Environmental Engineering at the Poznan University of Technology. Master thesis realized in partnership with the Tampere University of Technology, Finland.

Supervisors: Adam Glema, Professor PUT, Faculty of Civil Engineering at PUT Co-supervisor: Markku Heinisuo, Professor, Faculty of Civil Engineering at TUT Co-supervisor: Toni Teittinen, Doctoral Student, Faculty of Civil Engineering at TUT

CPUT copyright information The dissertation/thesis may not be published either in part (in scholarly, scientific or technical journals), or as a whole (as a monograph), unless permission has been obtained from the University.

Fleming Wojciech

BIM modelling for structural analysis

DECLARATION I, Wojciech Stanisław Fleming, declare that the contents of this dissertation/thesis represent my own unaided work, and that the dissertation/thesis has not previously been submitted for academic examination towards any qualification. Furthermore, it represents my own opinions and not necessarily those of the Poznan University of Technology or Tampere University of Technology.

Wojciech S. Fleming

16.05.2016

Signed

Date

[email protected] e-mail

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DIPLOMA WORKSHEET (Photocopy with signature)

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ABSTRACT

I

magine a world where designers have full understanding construction process, the ability to preview the decision taken before the moment. The clear communication during the whole life cycle of buildings. Our imaginations today become

a reality. The solution is Building Information Modelling (BIM). The BIM process could revolutionize the construction market, and the system which our predecessors knew, cease to exist. It is a hot topic nowadays, every company in Architecture, Engineering, Construction (AEC) market see benefits in implementing this technology into their own businesses. This change is comparable to the introduction of the Computer Aided Design (CAD) software to the design office. The change is inevitable. Writing this master thesis has strengthened my own ability to work independently. In October 2015, I was not aware of many problems that could occur along my scientific path. I did not know anything about the BIM process. I could not even use the software for 3D modelling. At first, I felt it was too hard for me: foreign language and new technology. But as the thesis was developed I saw more and more advantages. Poland has to learn a lot about BIM process from our Scandinavian neighbours. The dissertation shows if all project will be create according BIM rules, then a lot of money and time can be saved. Every year, growing number of specialized companies is noticed in the implementation the BIM technology in the companies in the construction industry. Each software vendor work on they own file formats and platform. Here is the main problem, which inhibits the development of BIM process. Each of designers want to work on the best software. Often, each vendor has in its offer a unique product. When, a set of unique software is composed to office, appears a problem in cooperating between them. Then, the compatibility issues is checked when design models are transferred between each other. The best solution to this problem is to use export/import function by using universal format, popularly known as IFC. The aim of this thesis is to find the software, standards that can be used by anyone in order to communicate with each other without any data lose, any faults and provide transparent workflow. The majority of this dissertation will detail the workflow process between software from different vendors as well as from the same vendors. The interoperability between different software programs have been tested and the model behavior have been described. This thesis focus on data exchange by add-on tools, indirect link and direct link options. In this thesis you will find also the characteristics of the BIM process and clarification

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of a number of concepts, without which it is not possible to understand the benefits that this technology brings.

STRESZCZENIE yobraźmy sobie świat, w którym projektanci mają pełną wiedzę na temat przy-

W

szłej konstrukcji w całym cyklu istnienia. Ponadto cały proces tworzenia obiektu wyróżnia się klarowną i szybką komunikacją pomiędzy uczestnikami procesu.

Dziś nasze wyobrażenia mogą stać się rzeczywistością. Rozwiązaniem jest BIM (Modelowanie Informacji o Budynku). Proces BIM może zrewolucjonizować cały rynek budowlany, a system, który znali nasi przodkowie przestanie istnieć. Zmiana ta jest nieunikniona. Niniejsza praca magisterska umocniła moją zdolność do samodzielnej pracy. W październiku 2015 roku, nie byłem świadomy wielu problemów, które pojawiły się w trakcie pisania pracy. Moja wiedza na temat procesu BIM oraz umiejętność obsługi oprogramowania BIM była znikoma z naciskiem na zerowa. Na początku czułem, że temat mnie przerasta, gdyż nawet go nie rozumiałem i wiązał się ze wszystkim, co musiałem opanować we własnym zakresie. W dodatku dyplom realizowałem w języku angielskim. Natomiast wraz z rozwojem rozprawy naukowej zauważałem coraz to większe korzyści. Nasz kraj musi się jeszcze sporo nauczyć od naszych skandynawskich sąsiadów, których poczynania obserwowałem przez rok podczas wymiany Erasmus+ w Finlandii. W pracy przedstawiono, że dzięki wykorzystaniu procesu BIM w trakcie całego życia obiektu możemy zaoszczędzić sporo czasu oraz pieniędzy. Wskazano szereg problemów, na które napotkamy się wdrażając nową technologie w firmie. A rzeczywistość znacząco odbiega od informacji, jakie dostarczają nam sprzedawcy oprogramowania. Każdy z nas chce pracować na najlepszym oprogramowaniu, co wiąże się z doborem oprogramowania od różnych producentów. Wówczas napotykamy się na szereg problemów związanych z interoperacyjnością pomiędzy nimi. W wyniku, czego jesteśmy zmuszeni do szukania rozwiązań zastępczych. Jesteśmy zmuszeni do znalezienia najefektywniejszej ścieżki przesyłu danych, która będzie charakteryzowała się najmniejsza stratą informacji. Celem niniejszej pracy jest dobór najlepszego oprogramowania wraz z odpowiednią ścieżką przesyłu informacji, która zapewnia bezstratną i przejrzystą wymianę danych. W pracy przedstawiono proces wymiany w przypadku oprogramowania należącego do tego samego dystrybutora oraz w przypadku oprogramowania należącego do różnych dystrybutorów. Zamieszczono również wstęp teoretyczny na temat BIM, bez którego pełne zrozumienie niniejszego tematu może okazać się bardzo trudne.

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Keywords: BIM, Tekla Structures, Revit, IFC, LOD, Interoperability, Workflow

ACKNOWLEDGEMENTS

M

any people have contributed in a variety of ways in the preparation of this dissertation. At Poznan University of Technology I would like to express my deepest gratitude to my graduated supervisor, Professor Adam Glema for his kind super-

vision and great ideas and support without which this research would not have been possible. I would like to thank you for pushing me to keep improving my work. During my Erasmus+ exchange program in Finland I met a lot of motivated people. I spent at Tampere University of Technology nearly one year. The biggest acknowledgment would have to go to my co-supervisor professor Markku Heinisuo for his support and ideas. I would like to thank you for your ideas, guidance and time. Special thanks go to Toni Teittinen who have been very inspirational and sharing experience and information valuable for my thesis. I would like to thank you for your enlightening approach and helping during whole my study period at TUT. I would like to thank colleagues with years of professional experience from „RCK Biuro Inżynierskie” for yours invaluable help in structural designing. Finally, I would like to thank to my parents who supported me during whole study period and for making opportunity of studying engineering a reality. Your support allowed me to pursue my dreams. Thank you.

Tampere, May 2016 Wojciech Stanisław Fleming

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ACRONYMS AEC AECO API ARSAP

- Architecture, Engineering and Construction - Architecture, Engineering, Construction and Operations - Application Programming Interface - Autodesk Robot Structural Analysis Professional

BCF

- BIM Collaboration Format

BIM

- Building Information Modelling

BIMserwer

- Building Information Modelserwer

BLM

- Building Lifecycle Management

CAD

- Computer Aided Design

CIS/2

- CIMSteel Integration Standard version 2

COBIE

- Construction Operations Building Information Exchange

FM

- Facility Manager

GUI

- Graphical User Interface

GUID

- Globally Unique Identifier

IAI

- International Alliance for Interoperability

IDP

- Integrated Design Process

IFC

- Industry Foundation Classes.

IPD

- Integrated Project Delivery

ISO

- International Organization for Standardization

LCA

- Life Cycle Assessment

LOD

- Level-of-Development

LoD

- Level-of-Detail

MEP

- Mechanical, Electrical and Plumbing system

PDF

- Portable Document Format

SMC

- Solibri Model Checker

SBIM

- Structural Building Information Modelling

TBS

- Tekla BIMsight

TDP

- Traditional Design Process

TS XML

- Tekla Structures - Extensible Mark-up Language

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TABLE OF CONTENTS DECLARATION .................................................................................................................. II ABSTRACT ........................................................................................................................ IV STRESZCZENIE .................................................................................................................. V ACKNOWLEDGEMENTS ................................................................................................. VI ACRONYMS...................................................................................................................... VII TABLE OF CONTENTS .................................................................................................. VIII 1.

2.

3.

INTRODUCTION .......................................................................................................... 1 1.1.

Background ............................................................................................................. 1

1.2.

Purpose .................................................................................................................... 2

1.3.

The Software Description used in dissertation .......................................................... 3

1.3.1.

Popular software in BIM process ...................................................................... 3

1.3.2.

Revit ................................................................................................................. 5

1.3.3.

ArchiCAD ........................................................................................................ 6

1.3.4.

Tekla Structures ................................................................................................ 6

1.3.5.

Tekla BIMsight ................................................................................................. 8

1.3.6.

Simplebim® ...................................................................................................... 8

1.3.7.

Solibri Model Checker ...................................................................................... 8

BUILDING INFORMATION MODELLING ................................................................. 9 2.1.

Definition ................................................................................................................ 9

2.2.

BIM Maturity Model.............................................................................................. 10

HISTORY, REGULATIONS AND PARTICIPANTS OF BIM PROCESS ................... 13 3.1.

A Brief History of BIM .......................................................................................... 13

3.2.

BIM process and 2D, 3D modelling ....................................................................... 14

3.3.

Building Information Model Life-Cycle ................................................................. 16

3.4.

Guidelines.............................................................................................................. 17

3.5.

The new participants of the BIM process ............................................................... 18

3.5.1.

BIM Facilitator ............................................................................................... 18

3.5.2.

BIM Manager ................................................................................................. 18

3.5.3.

BIM Operator ................................................................................................. 19

3.5.4.

BIM Administrator ......................................................................................... 19

3.5.5.

Communication .............................................................................................. 20 VIII

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4.

5.

EXPLANATION THE CONCEPTS CLOSELY RELATED TO BIM PROCESS ........ 21 4.1.

Geometric and non-geometric information ............................................................. 21

4.2.

Parametric.............................................................................................................. 21

4.3.

Level of Development ............................................................................................ 23

4.4.

Structural Building Information Modelling ............................................................ 24

4.5.

Project delivery method ......................................................................................... 24

4.5.1.

Design-Bid-Build ............................................................................................ 24

4.5.2.

Design-Build .................................................................................................. 25

4.5.3.

Construction Manager at Risk ......................................................................... 26

4.5.4.

Integrated Project Delivery ............................................................................. 26

4.5.5.

Traditional Design Process.............................................................................. 27

4.5.6.

Integrated Design Process ............................................................................... 28

INTEROPERABILITY IN BIM ................................................................................... 29 5.1.

Principles of workflow ........................................................................................... 29

5.2.

Globally Unique Identifier ..................................................................................... 30

5.3.

Standard for the Exchange of Model Data .............................................................. 30

5.3.1.

The CIMSteel Integration Standard ................................................................. 31

5.3.2.

The Construction – Operations Building Information Exchange format........... 31

5.3.3.

BIM Collaboration Format .............................................................................. 31

5.3.4.

Industry Foundation Class............................................................................... 31

5.4.

6.

BIM modelling for structural analysis

IFC data structure .................................................................................................. 36

5.4.1.

Data structure for concrete slab ....................................................................... 36

5.4.2.

Data Structure for Steel Column ..................................................................... 38

5.4.3.

Modification of data........................................................................................ 41

5.4.4.

Check units in IFC .......................................................................................... 43

CASE STUDY OF WORKFLOW ................................................................................ 44 6.1.

Analysis models ..................................................................................................... 44

6.1.1.

Concrete Beam ............................................................................................... 44

6.1.2.

Steel Portal Frame........................................................................................... 44

6.1.3.

Concrete Wall ................................................................................................. 45

6.1.4.

Pipe Rack ....................................................................................................... 45

6.2.

Exchange scenario ................................................................................................. 47

6.2.1.

The evaluation method .................................................................................... 47

6.3.

Case 1 – Concrete Beam ........................................................................................ 48

6.4.

Case 2 – Portal Steel Frame ................................................................................... 53 IX

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6.5.

Case 3 - Concrete Wall .......................................................................................... 59

6.6.

Case 4 - Pipe Rack ................................................................................................. 66

CONCLUSION ............................................................................................................ 74 7.1.

Summary of results ................................................................................................ 74

7.2.

Tips ....................................................................................................................... 76

7.3.

BIM benefits ...................................................................................................... 78

7.4.

BIM disadvantages ............................................................................................. 81

7.5.

The future of BIM .................................................................................................. 82

BIBLIOGRAPHY ................................................................................................................ 84 WEBPAGES........................................................................................................................ 85 STANDARDS ..................................................................................................................... 86 APPENDICES ..................................................................................................................... 87 APPENDIX A: CONTENTS OF THE ENCLOSED DVD DISC...................................... 87 APPENDIX B: SOFTWARE USED IN THE THESIS ..................................................... 90 APPENDIX C: CONCRETE BEAM ................................................................................ 91 APPENDIX D: STEEL PORTAL FRAME .................................................................... 100 APPENDIX E: CONCRETE WALL .............................................................................. 143

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1. INTRODUCTION 1.1.

Background

The polish market is still in an embryo stage in implement BIM technology, whereas in the UK the construction industry is in the midst of a technology renaissance. In today’s world, it is impossible to design a complete building with only one design software. This type of system is not possible up to now. Therefore the members of design process have to learn to play as a team, if they want to deliver the projects on time and on the budget. BIM is not only a new technology but also the way of thinking, a philosophy, behaviours, and a way of being. Before the BIM phase, the construction industry look like in basics, that each member of life cycle of assessment (LCA) looked out strictly for his/her own interests. In BIM all members of the LCA have to collaborate and work together. They have the same goal and desire. In that case, it is easy to see that, the communication is very important. Scott Simpson from Kling Stubbins says „BIM is 10 percent technology and 90 percent sociology” [5.]. Therefore, the BIM is so incredibly difficult issue. Before starting any project the communication channels are committed to be chosen and checked. In result obtains better use of material, enriched aesthetics of the project and the community esteem. Learning new things is always an adventure. Humankind has always been interested in developing everything what was around them. It is very challenging to be a human. This dissertation will take you to a shared journey. This journey is called BIM. The thesis consist of six chapters. Each of them is inseparably linked with the previous one. That together create a coherent whole. In extension to this dissertation enclose DVD disc, which contains all models. The content of the enclosed DVD disc are listed in Appendix A. Below was attached a brief description of the individual chapters.

Chapter 1:

INTRODUCTION This chapter provides an introduction to the thesis and shows the foundation. Here you can find the backgrounds and scope. Besides in this chapter describes used software in whole master thesis.

Chapter 2:

BUILDING INFORMATION MODELLING This short section of dissertation provides the definition of Building Information Modelling.

Chapter 3:

HISTORY, REGULATIONS AND PARTICIPANTS OF BIM PROCESS

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This section describes in the nuts and bolts of using BIM technology in whole life cycle of building. The potential benefits of BIM as a new way in the market. Chapter 4:

EXPLANATION THE CONCEPTS CLOSELY RELATED TO BIM PROCESS This chapter provides a collection of terms connected with BIM with lucid explanation.

Chapter 5:

INTEROPERABILITY IN BIM This section describes the collaboration and shows examples of different ways of file transfer. It provides a lot of information about Industry Foundation Classes.

Chapter 6:

CASE STUDY OF WORKFLOW In this chapter describes four different model with a couple of different exchange scenario. This part provides an accurate description of the case study used for investigation of interoperability capabilities in a practical way. This part defines which information should be examined and exchanging from the architectural models to structural analysis software application. For each section the sub-results are provided with the short analysis. Exact calculations of elements is given in appendixes.

Chapter 7:

CONCLUSION In seventh chapter the result from exchange scenarios are gathered, summed up and discussed. This section provides suggestions and problems that have arisen during the research. In this chapter of the study clarifies the faults and discusses potential future trends.

1.2.

Purpose

The purpose of this master thesis is to check the interoperability between different design software. In order to reduce repetition work and possibility of occurs errors. This dissertation should prove, that it is worth finance the development of IFC and this format could replace other old standards. This thesis checks how software can handle with different type of construction e. g. steel, precast structure. What are the strengths and limitations add on, direct link or indirect link: CIS/2, IFC.

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The Software Description used in dissertation

1.3.1. Popular software in BIM process BIM tools are used by people from different disciplines like architectural, structural and MEP engineers. They choose the best tool for yourself. Structural engineer prefer Tekla Structures, because this program emphasizes on detailing in a model compare with Revit Structure. Moreover Structural engineer uses more than one single program during the work. He has to use tool for drafting and for structural analysis. While architect prefer to use Revit Architecture or ArchiCAD. Robot Structural Analysis and AxisVM are used to dimension of structure. Examples of BIM tools are presented in the Tab. 1, 2, 3, 4. Table 1. BIM tools for modelling object.

Software

Company

Website

ArchiCAD

Nemetschek

www.graphisoft.com

Tekla Structures

Trimble

www.tekla.com

Vectorworks

Nemetschek

www.vectorworks.net

Revit

Autodesk

www.autodesk.com

SketchUP

Trimble

www.sketchup.com

Table 2. BIM tools for dimensioning of structural construction elements.

Software

Company

Website

AxisVM

Inter-VCAD Kft

www.axisvm.eu

Tekla Structural Designer

Trimble

www.tekla.com

RSTAB

Dlubal

www.dlubal.com

Robot Structural Analysis Professional

Autodesk

www.autodesk.com

Table 3. BIM tools for estimating.

Software

Company

Website

CostX

Exactal

www.exactal.com

ZUZIAbim

Datacomp Sp. Z o.o.

http://www.kosztorysowanie-bim.pl/

VICO Software

Trimble

www.trimble.com

NORMA EXPERT

Athenasoft

www.ath.pl

HCSS HeavyBid

HCSS

www.hcss.com

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Table 4. BIM tools for view models.

Software

Free/

Company

Website

Commercial

Solibri

www.solibri.com

Tekla BIMsight

Free

Trimble

www.teklabimsight.com

Navisworks

Commercial

Autodesk

www.autodesk.com

Simplebim

Commercial

Datacubist Oy

www.datacubist.com

BIM Vision

Free

Datacomp Sp. Z o.o.

www.bimvision.eu

BIMx

Free

Nemetschek

www.graphisoft.com/bimx/

Commercial Solibri Model Checker

Revit Architecture and ArchiCAD are the two most common BIM programs in Finland for architectural design. Both programs are proven high quality parametric objects and based on template file. There is big difference in how the programs work technically, but in compare with TS (Tekla Structures), it is abyss. ArchiCAD has more different components in compare to Revit. The components in Revit is called families. Nevertheless all families have to be loaded individually every time. Sometimes it takes a lot of time. Another disadvantages of Revit is to lack of curved window function. ArchiCAD can create faster and in better quality more advanced buildings than in Revit. In ArchiCAD all components are built into the program and they are very advanced. In consequences the model process is faster. In Revit families can be download from internet websites or by install BIMobject plug-in (www.bimobject.com). Built-in components are very helpful, the more of them is located in the program, the better for us. Table 5. Built-in library of families in BIM and SBIM tools.

Software

ArchiCAD 18 (BIM)

Built-in Object

Revit Architecture

Tekla Structures

v2015(BIM)

21.1(SBIM)

Wall

✔

✔

✔

Door

✔

✔

✘

Window

✔

✔

✘

Column

✔

✔

✔

Beam

✔

✔

✔

Slab

✔

✔

✔

Stair

✔

✔

✔

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Roof

✔

✔

✘

Skylight

✔

✔

✘

Curtain Wall

✔

✔

✘

Object/Components

✔

✔

✘

✔ Mesh tool

✔ Topo surface & site

✘

Site model

objects Unique objects

HVAC, electrical,

Component, ceiling,

Precast concrete,

plumbing, furnishing,

mullion, truss, beam

cast-in-place, pad

cast-in-place, precast

system, foundation,

footings, strip

concrete, steel, ma-

ramp, railing, pad foot-

footings, piles,

sonry, equipment, rail-

ings, strip footing,

railings, joints,

ings.

truss, HVAC, electri-

bracings, corbels,

cal, plumbing compo-

splice connec-

nents.

tions, etc.

The export option to IFC2x3 files is available in all checked software. Moreover the models can be easily check in the Solibri Model Checker. The problems will be appeared during export model by IFC from ArchiCAD to Revit. In the opposite direction, ArchiCAD can manage and solve problems appears in model. In this master thesis the tested software application are Revit 2015 and 2016, ArchiCAD 18, Tekla Structures 21.1, 21.0 and 20.0, Robot Structural Analysis 2015 and 2016, AxisVM12, Tekla BIMsight, Simplebim®, Solibri Model Checker, and BIM Vision.

1.3.2. Revit Revit platform is popular BIM platform in Poland and probably the most widely used in the whole world. Only in Scandinavian country Trimble platform is more popular. Revit Architecture software is very popular among architects. The distinguishing feature of the Autodesk brand is ribbon as opposed to standard toolbars. The Revit consist of three parts Revit Architecture, Revit Structural and Revit MEP. First Revit developed in 2000 and in 2002 the Autodesk Company acquired the software from a start-up company. It runs on both operation systems like Windows OS and Macintosh with plug-in Windows BootCamp®. Revit supports the following file format: DWG, DWF/DWFx, IFC, gbXML, html, DXF, DGN, SAT, ADSK, and FBX. Revit is not a perfect platform without any faults. This program has problems with model larger than 500MB, 5

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and it is very hard to create curved wall or add windows with curved glazing or other curved surface. The native format of Revit is .rvt. All elements (objects) have their own ID number. ID number is a 6-digid combination which stored all information. During export file from Revit to IFC file format, Revit tool is transformed ID into GUID number. Between ARSAP and Revit exist direct link options, which provide interoperability. Moreover this tool is able to link with MS Project (Microsoft Office Project) and exchange scheduling information.

Figure 1. TS-Revit-ARSAP BIM workflow.

1.3.3. ArchiCAD ArchiCAD is an architectural BIM software created for a personal computer with Windows OS or Macintosh. It is developed by Graphisoft from Hungary in 1984. This was the first tool which was able to create drawings in 2D and 3D technology. It is considered to be the first software from BIM family on the market. Graphisoft was acquired by Nemetschek in 2007. ArchiCAD provides good bidirectional exchange by IFC format. It is the most common exchange format in this tool. ArchiCAD has similar problem with RAM memory, like Revit. This software works slowly with large models with high LODs. ArchiCAD communicates with AxisVM, TS, Revit Structures, and FEM Design with the help of IFC. ArchiCAD has their own file format .pln, and supports the following file format: DWG, IFC, DGN, DWF/DWFx, DXF, JPEG, GIF, WMF, and GDL. 1.3.4. Tekla Structures Tekla Company was founded in the mid-1960s in Espoo, Finland. In 1993 Tekla Corporation completed the first commercial version of Xsteel intended for structural steel engineer. In 2004 launched on the market the Tekla Structures (TS) software. In 2011 Tekla becomes 6

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part of Trimble Group. In 2015 Trimble invented the Tekla Structures Designer. TS can create model made of different materials, like steel, reinforcement concrete, precast concrete, timber. Additionally TS has module for construction management and has special modules for steel detailing, precast detailing or reinforcement concrete detailing [8]. TS has better developed tools for detailing than Revit. Nails, screws or welds are modelled easily in TS. It is intended primarily for structural engineers. Every object in TS is parametric. When one parameter is changed, like reinforcement spacing. Then all documentation and model are changed in real time. The biggest advantage of TS is process of creating documentation. Drawings in TS are generated directly from the software with small amount of manual intervention. This makes the software a powerful tool for structural engineer. In contrast to Revit, TS works with large models on a good level. This tools requires from operator high level of skills. Another downside of TS may be relatively high cost. The native format of TS is .db1, and it is certified for IFC 2x3. Every elements in TS have GUID numbers. Between Tekla Structures Designer and TS exists option of direct link, which provide good quality interoperability and communication. TS supports the following file format: DWG, DXF, IFC, XML (Microsoft project), DGN (Microstation), STEP (CIS/2), SDF (Steel Detailing Neutral Format), 3DD (Cadmatic models). TS cooperate with the following analysis software such as AxisVM, Strusoft, GTStrudl, Dlubal, MIDAS, S-Frame, Robot, SAP2000, ETABS, CSC Orion, STAAD.Pro and ISM.

Figure 2. a) Graphical user interface (GUI) of the ArchiCAD. b) GUI of the TS, GUI of the Revit.

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1.3.5. Tekla BIMsight Tekla BIMsight is non-commercial. It is possible to download it, from the Trimble website. This free viewer allows to open IFC file, view the 3D model, measurement objects, make mark-ups and notes. In addition it allows to check the clashes in the construction e.g. with other elements like beams, ventilation ducts, and other pipes. Thanks to this program, it is easy to explain and solve problems, which appears during design process with another designer.

Figure 3. Clash detection and notes in TBS.

1.3.6. Simplebim® It is simple and helpful software. Application cooperate with ArchiCAD, Revit and TS. Thanks to this tool, the IFC file can be interfered without knowledge of specialized programming language and structure of IFC file. By using Simplebim®, all relevant data from model can be chosen and delivered to other team member. Besides you can give feedback directly to the file and add data from external sources, such as results from FEM-tools with results or components to IFC models. Moreover this software is really good tool for quantity surveyor because there is option of group and pick proper quantities. Thanks Simplebim® there is possibility to merge multiple IFC models which contains different storey of buildings into one consistent IFC model. 1.3.7. Solibri Model Checker Solibri Model Checker (SMC) is software from Scandinavia, which is used to checking, viewing and auditing our model. SMC allows make feedback and communicate with other team members. It can check duplicate elements, check the gaps between elements, check location of spaces and conduct the clash detection. In SMC there is possibility of creating BCF file, so it allows to communicate with other team member only with one part of building. Besides there is possibility to check in the model, which object is viewed, added, changed, removed, modified. 8

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2. BUILDING INFORMATION MODELLING 2.1.

Definition

Building Information Modelling (BIM) is not a buzzword, it constitutes a paradigm shift in the AEC industry. BIM is a complex process of new intelligent approach and process of maintaining all relevant information to a building over all phase of the building life cycle. It is used to improvement of process, predict outcomes and create computational representation of all building with less environmental impact. Software is an integral part of the modelling process, it is a crux of the BIM. Chuck Eastman describes BIM as “one of the most promising developments in the architecture, engineering and construction industries” [1]. It is easy to envisage that, the Innovation in BIM process will be grown with time. BIM process will destabilize the whole construction industry, it will modify everything, not like in case CAD revolution.

Figure 4. CAD vs. BIM.

The design method based on parametric modelling enabling to share created digital model with other team members, in order to achieve jointly success. The collaboration is a fundamental concept of whole BIM process. The collaboration helps to team members to overcome obstacles. BIM process supports interoperability and communication throughout the whole life cycle of a building. According to [3], the traditional construction process is wasted in the field 30% of the total cost due to wasted material, coordination errors, lack of collaboration, inefficient labor, no optimization. The reason for this is, among other things, the linear scheme of work and the fragmentation of the AEC industry and it should be replaced by an Integrated Project Delivery (IPD) system. In which team consist of self-contained people who collaborate in order to achieve a common goal. Through the use of 4D technology it will be easier to understand the schedule process, because it will be more transparent for people not related with construction industry like owner, client, public authorities, and manager. The revolution of BIM can be compared with the revolution of IT, computer and internet in last century. It shows that it is an investment in the future.

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Figure 5. BIM obstacles and needs.

2.2.

BIM Maturity Model

The BIM Maturity Model (BIM Wedge) is used to determine the use of BIM process in the project. The BIM wedge presents on Fig. 6, it includes four levels of development from 0 to 3. The red line indicates, at which level is currently the United Kingdom. The violet line indicates location of Poland. In UK all buildings financed from public budget should be design according to level 2 of BIM maturity model.

Figure 6. The BIM Maturity System. 10

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Table 6. Three levels of BIM Maturity.

Level Level 0

Description The level requires data exchange by use paper documentation or electronic, the exchange data is linear and asynchronous. Entire documentation should be made in 2D technology with no 3D data. In zero level the interoperability is on the basic level.

Level 1

The level requires to use a Common Data Environment (CDE) during design process according to standards BS1192. It is a simple collaborative environment designed for everyone from AEC industry. This system avoid duplication of mistakes, reduce time and cost, reuse information to support cost planning, estimating, management. Entire documentation should be made in 2D or 3D technology. Model does not contain useful data, which can be shared with other team members. In practice it looks like: each engineer create single-disciplinary models: architectural model, structural model and MEP model. The exchange file format is DWF or PDF etc. The chart below presents lifecycle phases.

Level 2

The model of construction should be created in BIM software and delivered in digital version, transferable without security. Without security means, that the model should be collaborate by proprietary formats e.g. Revit file format .rvt between Revit architecture and Revit structure, and by non-proprietary formats e.g. between ArchiCAD and Tekla Structures using the IFC file format. In second level of BIM Maturity Model all data are shared between all team members involved in the project. During this process adopted additionally 4D (time analysis) and 5D (cost estimating) process. The delivery file should contain 3D models in native format, drawings and documents in Portable Document Format (PDF). The chart below shows lifecycle phases.

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Level 3

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The level requires fully integrated and collaborative process with data exchange and with systems provides the facility management and life costing data. Entire process of sharing files, thoughts, remarks should take place in the cloud by proper web services. This full integration can be achieved by model server technologies. This level allows to complex analysis. The chart below shows lifecycle phases.

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3. HISTORY, REGULATIONS AND PARTICIPANTS OF BIM PROCESS 3.1.

A Brief History of BIM

The history of the division of roles in the construction industry began in 1452. Italian architect Leon Battista Alberti wrote bilingual book „De Re Aedificatoria” (The ten books of architecture) in which he distinguished two separate domains, such as design and construction from one architecture. In the fifteenth century it was assumed that the construction process requires a staff of different professionals in order to obtain the final product. This chapter is a short story about concept evolution. It all began in 1957, when two American computer scientist, Dr. Patrick, J. Hanratty developed first CAM (Computer-Aided Machining) software – „PRONTO”, a numerical control programming tool. Few years later, Ivan Sutherland created first CAD software – „Sketchpad”. In 1982 was demonstrated the first AutoCAD by Autodesk. In the same year was founded the Autodesk company by John Walker, a coauthor of the AutoCAD 1.0. From several years, annual revenue of the Autodesk Inc. is bigger than US$2.5 billion.

Figure 7. Development timeline of CAD and BIM systems.

The name connected with BIM was created by Charles Eastman in the late 1970s at Georgia Institute of Technology. He used in his book phrase „Building Product Model”, which was developed by Phil Bernstein. He is the first, who used term „Building Information Model”. Building modelling based on 3D technology was first developed in the early 80s of the last century, by Gabor Bojar, who smuggled two laptops from the west [1]. This Hungarian scientist created the first BIM software for personal computer, such as ArchiCAD 1.0 in 1983. At the

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time, Hungary was covered by the communist system, in which all western technology was prohibited. Please imagine the designers at that time, for which it had to be a huge change. All drawings can be editable and they can easily scale. In 1993 was released the first version of PDF, soon after it became the main exchange format for 2D drawings. In 1994 created a coalition of various people from AEC community, in order to solve the problem with compatibility of software become from different vendors. This community defined as Industry Alliance for Interoperability created the first version of IFC file format in 1997. Then in 2000, Charles River Software has developed Revit in Cambridge, which was written in C++ and used the idea of parametric components. In 2004 was released the first version of Tekla Structures for steel detailer. Then the Alliance for Interoperability change its name on International Alliance for Interoperability (IAI) and finally renamed on BuildingSMART in 2005. Today, BIM technology and process can be found in the Architecture, Engineering, Construction and Operations (AECO) industry across the world. Over the past years, incredibly effort has been inserted into development of three-dimensional BIM with 4D, 5D, 6D, 7D dimensions.

Figure 8. The graph presents the BIM dimensions. Visualization means design structure in 3D, animation, rendering and walkthroughs. Time means scheduling of construction, project phasing simulations. Cost means pricing and estimating. Sustainability means conceptual energy analysis, LEED tracking. Facility Management means Building Lifecycle Management (BLM), BIM Maintenance Plans and Technical Support.

3.2.

BIM process and 2D, 3D modelling

The main difference between 2D and 3D technology is that, in 3D objects are modelled, while in 2D objects are drown line by line. In Poland BIM is in initial phase, but it systematically evaluate. Many companies still work on 2D technology, but they realize that 3D technology is a future and it can save time and money. Drawings made in 2D technology are a source of misunderstanding. Moreover in CAD systems every element has to be edited manually 14

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by the designer. All cross sections are detailed manually with thousands of objects such us girders, pad foundations, baseboards. In BIM whole cross sections are created automatically. People involved in the building process will agree that the devil is in the details and everyone sees details better in 3D. CAD technology in comparison to 3D modelling is time consuming. It requires a lot of time to generate single drawing. This old technology condemns to delays, repeated work, documentation consist of many pages. BIM is revolutionizing construction market with Finland leading the way. During my exchange program in Finland I decided to visit software vendors and organization using BIM process in practice. I chose the Trimble Company. This software vendor was launched software on the market, like Tekla Structures, Tekla Designer or Tekla BIMsight. I visited the headquarters of Trimble in Helsinki, Finland on 16 December 2015. I met with Michael Evans (Education & Key Account Segment Director at Trimble - UK) and Jody Brookshire (Global Education Programs Manager at Trimble - US). It was a great opportunity to understand their vision of BIM in Finland, USA and UK in comparison to my. In Poland occur phenomenon of the „Hollywood BIM”. It means that contractor uses the BIM process only to improve better display or creates only model in 3D tools and does not further use all model with built-in information to another steps. Sometimes single companies use BIM technologies and collaborate with offices, which based on CAD technology. The situation is called like a „lonely BIM”. Another problems, which occurs during interoperability is trust to share with all model in native file with another company. Because they can use our work without our permission. That’s why a lot of companies do not share with own work like a trade secrets. Then the integrated process delivery (IPD) is not make sense and this situation is well known as „selfish BIM”. Then the data exchange based on PDF files or IFC files through Tekla BIMsight or other software intended to open indirect link.

Figure 9. Graphical illustrations of BIM in three different states.

The Fig 10. Presents how many programs is used during design the Helsinki Music Center, Finland. Finland is considered to be the number one in the use of BIM technology on the whole world. The Helsinki Music Center is one of the best known buildings in Finland. It was created 15

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according to BIM rules [1]. The object is distinguished by style sustainability and modernity. Many applications from different vendors are used to create this building. For example RIUSKA Software from Granlund is used to for analysis energy consumptions. The BIM process was controlled by Tomi Henttinen from Gravicon Oy during whole design and construction phase.

Figure 10. Example of interoperability design in Finland on the example Helsinki Music Centre.

3.3.

Building Information Model Life-Cycle

All projects should be preceded by in-depth analysis. The first stage is to determine the goals and measure the benefits of BIM process. The next step is to choose software tools, delivery method, and type of process and create all specifications. The next step is to select team members, create strategies and method of evaluation and modifications. The team member should be selected painstakingly, because subsequent changes lead to delays and lack of efficiency in team. After that the conceptual model can be created. After the whole process of acceptation. The detailed model can be created in the same time the analysis process is carried out. Another team members should create budget, construction schedule and cost estimation. Then designers create model with high level of detail and whole necessary information. Next step is to create documentation of shop drawings for fabricators. Finally the documentation is created for contractors. There is also possibility to initiating the BIM process during advance construction phase. It is never too late to adopt BIM process. 16

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Figure 11. The BIM life-cycle: the typical phases of the BIM implementation.

3.4.

Guidelines

The following guidelines have been developed by experienced people with BIM process. This guidelines are contained useful tips and requirements. It explains how to use new technology and how to avoid mistakes in the initial phase. The national guidelines series is the result of continuous development and the growing needs of the AEC sectors. Finland is derived the COBIM requirements on the market. COBIM 1.0 was published on March 2012. Another popular BIM requirements comes from Singapore. The currently Singapore BIM guide 2nd edition was published in August 2013. Similar BIM guidelines are available on government websites in other countries, such as USA, UK, Norway, Denmark, Netherlands, Sweden, Estonia, South Korea, Hong Kong, New Zealand, and Australia (links are included in the bibliography).Besides there are the countries where BuildingSMART organization is active. BuildingSMART helps to authorities and governments increase efficiency in the building market. It helps to introduce standards and knowledge about new technology, which avoid from duplicate efforts and save time and money.

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Figure 12. COBIM documents (figure on left side) [9], The Singapore BIM guide (figure on right side) [10].

3.5.

The new participants of the BIM process

Today, the designers strive to design faster, cheaper and with bigger efficiency. AECO industry are consistently changing in order to continuous development. Small companies will meet more obstacles then the big one. Because BIM is a technology based on collaboration, this is connected with involved people from many industries. Everyone requires different specialist BIM tool. In addition, at least one person from each branch has to be high experienced, which is associated with high costs. Furthermore, on the market appeared demand for new specialists. 3.5.1. BIM Facilitator BIM Facilitator occurs only in companies, where BIM technologies is in implemented phase. He or she helps employees, who do not have experience with new techniques. 3.5.2. BIM Manager BIM Manager or BIM coordinator is a team member, which is responsible for the continuous improvement of collaboration between entire crew and with people from outside. He or she should resolve problems in the most efficient way. Besides he is responsible for strategy and work schedule. When BIM manager and head designer is the same person then he or she is responsible for the coordination of the design work. BIM coordinator have to be assign to each project. He or she can be the head designer or another member from AEC chain. Person for this position is usually appointed by the Head Designer or Project Manager. 18

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3.5.3. BIM Operator BIM operator is responsible for creating models, analyzing models, workflow information. BIM operator is a structural engineer, HVAC engineer, Architect, who use BIM tools or to project engineer position in bigger company. There is one problems, with architects in BIM chain because they do not have any interest in putting additional information to models like fire durability, type of elements (structural, architectural), manufacturer, etc. They focus only on visual view of object. In integrated process, architects should have list of all necessary parameters which they have add to models in order to reduce the additional work at later stages.

3.5.4. BIM Administrator BIM Administrator is a person, who is responsible for implementation and associated file sharing systems. He or she assists in information flow between clients, suppliers and contractors. He or she assists in estimating, design, contract teams. He or she is liaise with suppliers and sub-contractors.

Figure 13. The participants of the building process and chart of information exchange in BIM central model. On the left side the smaller chart shows traditional model of exchange information.

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3.5.5. Communication The BIM concept is closely connected with the process of communication between people involved in project. Imagine, the company which cooperates with foreign company. People involved in project have to communicate with other people in foreign language and talk about important things. They talk in this case with people with different specialization. The structural engineer is encountered a clash between steel rafter with ventilation duct. He has to consult the solution with MEP engineers. This situation is very hard to explain in huge building by email. It could lead to e-mails back and forth for couple days. The Fig. 14 describes the best way for communication in BIM process. In that situation the best possibility to communicate will be video conference. The revolution in communication could be Autodesk BIM 360 Glue. This platform works in the network cloud. All members can upload, view the model, run clash detection, and create notes in real time in the network cloud.

Figure 14. The Graph of effective communication, inspired by Dave McCool.

In the case of communication, there is another problem, which is connected with market fragmentation. If the design office works in old schema, architect send to structural engineer all documentation in PDF standard. This documentation presents elevations, floor plans, global views, summary of doors and windows etc. After conceptual design phase, when architect want to moves a door, he has to call to structural engineer and ask him to do it. After that he resends PDF file to him. This situation could be awkward in combinations with advanced construction. It is a reason of many mistakes. 20

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4. EXPLANATION THE CONCEPTS CLOSELY RELATED TO BIM PROCESS 4.1.

Geometric and non-geometric information

BIM model stores information in two types: geometric and non-geometric. Geometric information is connected with size and shape of the object. The non-geometrical information is related to material properties, the origin and distribution of material. Table 7. Examples of geometrical and non-geometrical attributes.

GEOMETRICAL ATTRIBUTES Size Width Height Length Orientation Shape Volume

4.2.

NON-GEOMETRICAL ATTRIBUTES Cost Manufacturer Specification Material Fire rating Regulatory compliance Insulation properties

Parametric

In CAD technology elements describe only information about geometry – the geometry information. In BIM parametric modelling all objects carry a variety of properties such as material properties, cost, manufacturer, thermal rating and other metadata - the geometric and nongeometric information.

Figure 15. Difference between a columns created in different stage of BIM Maturity Model. a) The column created in stage number 0 and first phase of stage 1. b) The column created in second phase of stage 1. c) The column created in BIM software in stage 2. 21

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The BIM process has evolved from based parametric 3D modelling. In Fig. 15 presents the difference between columns created in 2D technology (e.g. AutoCAD 2D), in 3D technology (AutoCAD 3D) and BIM software (e.g. Tekla Structures or Revit). In third case all information is embedded in the object and all parameters are editable. Two types of software for modelling are distinguished. The solid modelling tools (e.g. ArchiCAD, Revit, and Tekla Structures) and surface model tools (e.g. SketchUP or Rhino – www.rhino3d.com). The first one is commonly called parametric modelling tools. All models are created in solid modelling tools have parametric model properties. Models create in surface model software contain only geometrical information without thickness. This object have correct dimensions, location and real appearance. In consequences the main difference between the solid and the surface model will be that the surface model will not have mass properties but the solid model will. All helpful options like clash detection, life cycle cost analysis, energy analysis, and construction cost estimation requires mass and thickness properties. Usually engineers do not use solid modelling tools for early design concept in order to create general view of construction. They prefer use surface modelling tools. The concept model is created fast. The concept gives engineers the general view of construction.

Figure 16. a) Basic surface model created in SketchUP. b) Solid model created in ArchiCAD.

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4.3.

BIM modelling for structural analysis

Level of Development

Figure 17. Example of Level of Development, LOD.

A Level of Development (LOD) is the degree of accuracy of the model. It includes within its scope geometric and non-geometric elements. The value of LOD increase with the progress of project. LOD relate to graphical representation and the properties of the object. Sometimes, the phrase of Level of Detail (LoD) appear in literature, it relates only to the graphical representation. It expresses how many details are contained in the object. It is the only difference. Model with higher LoD are recommended. They contain more accurate information. Table 8. Levels of Development

LOD LOD 100

Lifecycle Phases Conceptual(Presentation)

LOD 200

Design

LOD 300

Documentation

LOD 400

Construction

LOD 500

Facility Management

Definition General outline of object. Equipped with an indicative volume, width, length, height. For example: extrude block, which cover all shape of house. Model with a complete geometry. Scheme with geometry, orientation, location. For example: house with roof, balconies, and other exterior installations. Model with finally determined geometry. Ready to generate layouts of drawings. It is possible to attach non-geometrical information to element. For example: house with advanced exterior interface, detailed walls, roof, door and windows. Model prepare for fabrication and assembly. Model ready for dispatch to sub-contractor with all detailing information. For consistency the lower LODs can be generated from the LOD 400 and LODs 500 can be generated only from LODs 400. Model has all installation information. For example: additional all components like furnitures, welds, bolts, stairs, and rooms. Model prepare for maintenance and operations of the objects. For example: rendered model like in reality. 23

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4.4.

BIM modelling for structural analysis

Structural Building Information Modelling

Structural Building Information Modelling (SBIM) is a subset of BIM. It contains all necessary information to structural engineer like: material properties, structural behavior, loads, and boundary conditions, class of steel, class of welds, section properties, load combinations and place of axis in geometry. In SBIM model is only elements responsible for carrying loads. Therefore, all non-load-bearing elements, like: doors, windows, non-load baring partition walls, furnitures and other components with decorative function are excluded. Finally new model is generated, which is relevant for structural engineer.

Figure 18. Difference between BIM (right) and SBIM (left) model.

4.5.

Project delivery method

4.5.1. Design-Bid-Build It is the traditional type of delivery method. In Design-Bid-Build (DBB) method the owner only manage with risk. The owner must alone contract an agreement between architect and contractor. In DBB process, there is no overlapping services, provided by architect, contractor or installer. Therefore, this process is considered as a linear. In DBB everyone works on their own account. The double ring on the Fig. 19 means shared responsibility.

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Figure 19. The Design-Bid-Built Concept. Owner contracts two separate agreements between designer and contractor.

If DBB companies work with 2D or 3D CAD software according to Level 1 in BIM Maturity Level, then significant amount of BIM value is lost. With one simple reason, which is the need to complete the design process and required to start the building phase. Integration between design and construction phase is lost. 4.5.2. Design-Build Design-Build (DB) method is one of the best option to increase collaboration between designers and builder. In DB process the owner sign only one contract with general contractor, which is responsible for design and build. The owner have to trust the general contractor that he will not insist on an architect to makes changes in the project, to stay within the budget. Instead the risk lies with the builder and architect. The design process and build completely overlap each other. As a result, the object is realized faster. The trust is the most important factor in this method. If architect and contactor do not work each other, both companies will collapse and the object will not be realized. The double ring on the Fig. 20 means shared responsibility.

Figure 20. The Design-Build Concept. The design and construction services are contracted by owner.

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4.5.3. Construction Manager at Risk The Construction Manager at Risk (CMAR) is the next method, which is similar to DBB. In CMAR method the owner only manage with risk. The owner alone contracts an agreement divided on two parts, between architect and contractor. The construction manager acts as consultant of owner in all phases. The construction manager is obliged to delivery, the project within a guaranteed maximum price. Similar situations like in DBB, but here the process does not have a linear character. The building process is started faster than in DBB. In consequence the project will be delivered earlier.

Figure 21. The Construction Manager at Risk Concept. The construction manager manages and controls the owner’s interest and ensures that the costs to not exceed the GMP.

4.5.4. Integrated Project Delivery Integrated project delivery (IPD) involves people from many different industries to reduce waste and optimize efficiency through all construction process. This method is very similar to Design-Build. The main difference is that, the risk is distributed between the participants of the construction process. In consequences, each of them also receives a meaningful reward for the risk involved. In this type of project management all members bear the consequences. The IPD promotes communication, intense collaboration, because the success of a team member is my success. IPD is considered as a one of the fastest project delivery method. The double ring on the Fig. 22 means shared responsibility.

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Figure 22. The Integrated Project Delivery Concept. In this system all members of construction process including the owner work as one firm.

4.5.5. Traditional Design Process Traditional Design Process (TDP) is a simple linear process without any optimization. The Fig. 23 presents the traditional design process better than words.

Figure 23. Traditional design process. This figure represent enormous amounts of lost time and the potential for mistakes.

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4.5.6. Integrated Design Process Integrated Design Process (IDP) involves experts from different sectors at the beginning of design process. This system is gathered the entire multidisciplinary design team in the same time and let them to jointly solve problems from the outset in order to improve the project and to avoid many faults.

Figure 24. Integrated design process. The architect, structural, mechanical, electrical engineers takes on active roles at early design stages.

In today’s world’s, additionally constructions are submitted to optimization. It is associated with iterative process. At the beginning of introduce the IDP process, It can generate financial loss in concept design phase. Instead, IDP strategy has more advantages in final balance of profits. Finally IDP will save time and money.

Figure 25. Typically scheme of IDP optimisation. 28

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5. INTEROPERABILITY IN BIM 5.1.

Principles of workflow

Workflow has become a bugbear in the BIM worldwide [2]. Separate book can be written about interoperability. It is really broaden issue, which changes continuously. It is the ability of software tools produced by different vendors to exchange files with model between each other and operate on it. File transfer in BIM technology is done in three different ways: API – Application Programming Interface (direct link), direct native file (direct link) and by open format for data exchange (indirect link). Direct native file is an authoring tool that works with software from the same vendor. It works on the principle of using two different models – import/export and native file format. In consequences they can open file without any interpreter of database information. This type of workflow should provide an information flow without data loss. This situation can be met in Revit software, such as Revit Architecture, Revit Structure, and Revit MEP. Direct native file in other words direct link. The link use the application programming interface (API). It is type of automatically connection between two different software interfaces. Each software requires their own combination of API. This interface is implemented typically by programming language, such as C++ or C#. This type of connection occurs between Tekla Structures and Autodesk Robot Structures Analysis. It should work in two directions. In SWECO Company creates code base on C++, which ensures back flow without data loss. In order to ensure workflow without data loss and decrease of repetition work. Open format for data exchange in other words indirect link such as the CIS/2, SDNF or IFC (Industry Foundation Class). This is the most popular method of transporting data. This method allows to share models from different software, from different vendors. The transmission of data by IFC format is connected with the data loss. IFC is one of the most popular and complex open source format. Each tool, which want to use open format file, must be able to export and import model without data loss. Among steel detailer the CIS/2(CIMSteel Integration Standard/version 2) is one of the most popular format used to for information exchange. It is an alternative to IFC. In other sector, the IFC format is more popular and useful. SDNF is a steel detailing neutral format. It is alternative to IFC and works much better with steel construction. Software from different vendors like Autodesk and Trimble cannot directly exchange model between each other. Models is saved in different native file format by software from different vendors. Moreover tools from different vendors have their own definition of objects,

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properties and their own interface of components. In consequences the column created in TS and exported to Revit will be a different a column.

Figure 26. Three different link types to set interoperability.

5.2.

Globally Unique Identifier

Globally Unique Identifier (GUID) is a unique number, used to inter alia to identifying objects in BIM software. GUID can compare it to ISBN code on books. It is a code represented by 128 bit number, so it is 32 character combination made up of letters and numbers. GUID number is nearly guaranteed to be unique. Thanks to 32 characters, it provides limitless variety of codes. It is an example of GUID code: 0bf4ab52-159a-4d37-b00d-e423f0cb75a5. Every object in entire model have own GUID number. This number allows to segregate all items in a huge structure.

5.3.

Standard for the Exchange of Model Data

Standard for the Exchange of Model Data (STEP) [S8.] was created by International Standard Organizations (ISO). STEP is an international standard for the computer-interpretable representation and exchange. They define standards for technical exchange of file with model data. ISO-STEP provide the guidelines, requirements, tools, and way to increase interoperability of different tools. The ISO-STEP technology use the most common file format like IFC, CIS/2 and many other.

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5.3.1. The CIMSteel Integration Standard The CIMSteel Integration Standards (CIS/2) was developed in Steel Construction Institute in UK and was endorsed by American Institute of Steel Construction. Originally CIS/2 design for construction of steel frame buildings and similar structures. It is based on ISO-STEP software technology. CIS/2 reduces overgrowth work connected with steel design by reduce rework and reduce possibility occurs errors. CIS/2 data file have the *.stp extension and may contain three different types of information: analytical model, drawing model, detailing model. This standard is supported by the following programs: Tekla Structures, Revit and Graitec Advance Steel. 5.3.2. The Construction – Operations Building Information Exchange format The Construction-Operations Building Information Exchange format (COBIE) is the next international format promoted by BuildingSMART. It is well known in UK. COBIM originally comes from US. It was developed by NASA in 2006. This standard is designed for non-graphic data exchange (there is no possibility to check model in BIM viewer software, all data is in algorithm format). Moreover it can be generated from IFC file. 5.3.3. BIM Collaboration Format BIM Collaboration Format (BCF), it is information take-off format. It is used in file to clash detection and reviewed in popular viewer like Solibri or Simplebim®. This format is proposed by Trimble and Solibri. BCF is the next open source exchange format supported by BuildingSMART. This standard based on XML schema in order to communicate between BIM tools. It is intended to exchange single part of model. In compare to IFC, which is intended to entire model. 5.3.4. Industry Foundation Class Industry Foundation Class (IFC) is an international open source exchange format supported by BuildingSMART [S10.]. It is the most completed of open object-based file format. IFC standard defines, how information should be stored and provided throughout building life. IFC format was released by International Alliance for Interoperability (IAI) in 1997. IFC format is assign to BIM technology like DXF format is assign for CAD technology. This standards use STEP [S8.] for product data exchange. The IFC format segregates entire object on the individual categories and elements, with associated classes, properties and attributes. The following elements are distinguished e.g. ifc-Column, ifc-Wall, ifc-Beam, ifc-Slab. Unfortunately there are no semantics for balconies, chimneys and dormers. Fig. 27 presents what happens 31

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with dormer, skylights and roof when the ifc-Dormer and ifc-Roof are not available. Instead it is systematically changed with the development of IFC e.g. ifc-Chimney is newly introduced in IFC4.

Figure 27. Part A presents the house created in Revit Architecture 2015. Part B presents the house after rendering. The part C presents the House opened in Tekla BIMsight by IFC format. All skylights and roof are missed.

The test was repeated in ArchiCAD software. In ArchiCAD there is option to select all structural element and create separate model. Additionally in ArchiCAD everything is sent correctly. Skylights, dormers are defined as ifc-Window. Roof and balcony are defined as ifc - Slab. This small change allows to exchange all models without any faults by IFC format. Moreover the render function is more advanced.

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Figure 28. Part A presents the house created in ArchiCAD 18. Part B presents the house after rendering. The part C presents the House opened in Tekla BIMsight by IFC format. All skylights, balcony and roof are sent properly. The part D presents model which contains only load-bearing elements.

After that individual elements will be sorted according to categories [S10.] shape (explicit), shape (extrusion), shape (topology), building elements, relations between elements, spaces, compartmentation, grids, equipment, furniture, actors, costing, work planes and schedules, orders, external data, classification, associated documents, move management, asset identification. Three different categories are distinguished to represent 3D objects. B-rep – Boundary representation is a solid body described by planar faces. IFC used this type to complex object such as „ifc-door” or „ifc-windows”. In case of sweep volume all element is described by a cross-section and a path. The path is defined by an axis and an angle. The last type is CSG, which use Boolean operation to create solid bodies.

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Figure 29. The three different categories of representing 3Dobjects in IFC. Extrusion, topology and explicit.

IFC 2x3 TC1 is implemented in all software at the moment. It was released in 2007 by BuildingSMART. The latest version on the market is IFC4 but it is not implemented into the software. The IFC4 standard offers over 800 entities, 358 property sets and 121 data types, specify architectural and structural elements, support libraries. The BuildingSMART is already working on the next version of IFC, named IFC5. The IFC 2x3 TC1 is used in this master thesis. This format allows to exchange data in various ways. That’s why, before transmission the IFC model sender has to determine with the recipient of the information, what kind of information he needs. It is possible thanks to Information Delivery Manual (IDM) [S11.]. In practice, it looks like that, the architect designs whole model, with furniture, bearing walls, columns and non-bearing partition walls or other architectural elements. Architect should send to structural engineer the IFC-model which contains all relevant information viz. entire bearing structures. Another standard, which is closely linked with the IFC is International Framework Dictionary (IFD) [S12.]. It provides translations and multilingual properties of IFC. Thanks to IFD a door in France is „Porte” and „Tür” in German. Another advantage is to use metric and imperial units. It ensure interoperability between all kinds of BIM software from all vendors. The version of IFC 2x3 includes facilities to exchange GIS data. GIS data allows to add information about location and information about surrounding buildings. IFC 2x3 standard exists in three different versions: IFC 2x3 Coordination view, which is designed for planning and construction phase. Then the IFC 2x3 designed for structural analysis view. It can transport load bearing elements with loads, load combinations, boundary conditions and materials. The last version is IFC 2x3 for basic FM view for operation phase (model with room boundaries, furniture, equipment, etc.) Each new standards of IFC provide better results because increases the semantic capabilities. The „ifc-Object” can be recursively decomposed by other „ifc-Object”. The chart below shows the overall structure of the IFC. 34

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Figure 30. The architecture diagram of IFC, created on the basis of [W2.].

Layer on the diagram is made from the previous ones. The Domain and interoperability layers are connected with exchange requirements and MVD (Model View Definition). The domain layer consist of general categories such as electrical, architecture, structural elements or HVAC. The interoperability layers contains common categories of elements e.g. The Shared Building Elements consist of the following elements, such as columns, beams, walls, doors, windows, the Shared Facilities Elements consist of furniture, occupants and assets. The core layer defines liaison of the resource layer with interoperability layer. This is an abstract layer, which is required to define entities not connected with industry. The Kernel can be compared to the bridge, which connecting two layers. The resource layer contains simple element’s properties e.g. cost, geometric, material, profile. Due to huge numbers of entity in IFC standard, the scheme of IFC model is complicated. Each core of subschema has separate construction of entities for specified models. The diagram presents the structure of IFC data. It defines how this standard segregates the data. It can be compare to array command in programming language. That way of code organization allows to memory management.

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Figure 31. An example of creating geometry. The wall is cut by the opening component using the Boolean difference. After that the window component is located in the gap in the wall.

5.4.

IFC data structure

5.4.1. Data structure for concrete slab The definition of ifc-Slab: „A slab is a component of the construction that normally encloses a space vertically. The slab may provide the lower support (floor) or upper construction (roof slab) in any space in a building. It shall be noted, that only the core or constructional part of this construction is considered to be a slab. The upper finish (flooring, roofing) and the lower finish (ceiling, suspended ceiling) are considered to be coverings.” [W15.]. More about the features found on the webpage [W14.].

Figure 32. Standard geometric representation of ifcSlab [W.15]. 36

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IFC is an international open standard like mention above. This file can be opened by simple text editing tools such as Notepad and the like. The Fig. 32 presents fragment of an IFC code from TS for the concrete slab. TS creates slabs by extrusion like in case show in Fig. 29.

Figure 33. Concrete slab created in TS.

#6= IFCCARTESIANPOINT((0.,0.,0.)); //global coordinate system – point 0 #7= IFCDIRECTION((1.,0.,0.)); //unit vector x #8= IFCDIRECTION((0.,1.,0.)); //unit vector y #9= IFCDIRECTION((0.,0.,1.)); //unit vector z #10= IFCAXIS2PLACEMENT3D(#6,#9,#7); //change work plane to X-Z #12=IFCGEOMETRICREPRESENTATIONSUBCONTEXT('Body','Model',*,*,*,*,#11,$,.MODEL_VIEW.,$); #26= IFCLOCALPLACEMENT($,#10); #28= IFCLOCALPLACEMENT(#26,#10); #30= IFCLOCALPLACEMENT(#28,#10); #32= IFCLOCALPLACEMENT(#30,#10); #57= IFCCARTESIANPOINT((1.36424205265939E-014,-1.81898940354586E-014,200.)); #58= IFCAXIS2PLACEMENT3D(#57,#9,#7); #59= IFCLOCALPLACEMENT(#32,#58); #60= IFCCOLOURRGB('Light Gray',0.6,0.6,0.6); // colour of the slab: name and RGB #61=IFCSURFACESTYLERENDERING(#60,0.,$,$,$,$,IFCNORMALISEDRATIOMEASURE(0.0),IFCSPECULAREXPONENT(10.)); //rendering options

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#62= IFCSURFACESTYLE('CONCRETE/C30/37',.POSITIVE.,(#61)); //rendered surface concrete #63= IFCPRESENTATIONSTYLEASSIGNMENT((#62)); #64= IFCCARTESIANPOINT((-1.36424205265939E-014,1.81898940354586E-014)); // start point #65= IFCCARTESIANPOINT((4999.99999999999,1.81898940354585E-014)); //next point #66= IFCCARTESIANPOINT((4999.99999999999,10000.)); // next point #67= IFCCARTESIANPOINT((-4.56111592939123E-012,10000.)); //next point #68= IFCPOLYLINE((#64,#65,#66,#67,#64)); // draw a polyline #69= IFCARBITRARYCLOSEDPROFILEDEF(.AREA.,'400*5000',#68); //define the base are #70= IFCCARTESIANPOINT((0.,0.,-200.)); //it is a movable Cartesian coordinate-UCS #71= IFCAXIS2PLACEMENT3D(#70,#9,#7); //(#location of UCS, #z-axis, #x-axis); work plane #72= IFCEXTRUDEDAREASOLID(#69,#71,#9,400.); //(#area to be extruded, #workplaneXZ, #z-axis from 0 to 400. thickness) #73= IFCSHAPEREPRESENTATION(#12,'Body','SweptSolid',(#72)); //define shape type = sweep volume. Represents the geometry of an object like axis, body etc. #75= IFCPRODUCTDEFINITIONSHAPE($,$,(#73)); #76= IFCSLAB('1MsCGX001jX34qDJSmD3ao','SLAB','400*5000','400*5000',#59,#75, 'Concrete_C30/37',.FLOOR.); // ID-number of element, definition, X, Y-like two separates slabs between AB and BC two separates elements, #75 –gives the total length 1000mm

Figure 34. Graphical explanation of IFC code.

5.4.2. Data Structure for Steel Column This chapter shows snippet of the IFC code for a column - HEB 300. The column created in TS and exported to IFC file format. 38

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Figure 35. HEB 300, source: http://www.staticstools.eu/.

The definition of ifc-Column from ISO 6707-1:1989: „Structural member of slender form, usually vertical, that transmits to its base the forces, primarily in compression, that are applied to it” [W16.].

Figure 36. Special type profile (ifcShapeProfileDef) for the definition of the ifcExtrudedAreaSolid [W.16].

#6= IFCCARTESIANPOINT((0.,0.,0.)); //Cartesian coordinate system #7= IFCDIRECTION((1.,0.,0.)); //unit vector x #9= IFCDIRECTION((0.,0.,1.)); //unit vector z #10= IFCAXIS2PLACEMENT3D(#6,#9,#7); //change work plane to X-Z 39

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#11= IFCGEOMETRICREPRESENTATIONCONTEXT($,'Model',3,1.E-005,#10,$); #12=IFCGEOMETRICREPRESENTATIONSUBCONTEXT('Body',#11,$,.MODEL_VIEW.,$); #26= IFCLOCALPLACEMENT($,#10); #28= IFCLOCALPLACEMENT(#26,#10); #30= IFCLOCALPLACEMENT(#28,#10); #32= IFCLOCALPLACEMENT(#30,#10); #45= IFCLOCALPLACEMENT(#32,#10); #46= IFCCOLOURRGB('Light Gray',0.6,0.6,0.6); // colour of the column: name and RGB #47=IFCSURFACESTYLERENDERING(#46,0.,$,$,$,$,IFCNORMALISEDRATIOMEASURE(0.00390625),IFCSPECULAREXPONENT(10.)); #48= IFCSURFACESTYLE('STEEL/S235JR',.POSITIVE.,(#47)); //style of material – render options #49= IFCPRESENTATIONSTYLEASSIGNMENT((#48)); #50= IFCDIRECTION((1.,0.)); #51= IFCCARTESIANPOINT((0.,0.)); #52= IFCAXIS2PLACEMENT2D(#51,#50); //change work plane #53= IFCISHAPEPROFILEDEF(.AREA.,'HEB300',#52,300.,300.,11.,19.,27.); //name, coordination, width, height, web thickness, flange thickness and radius. #54= IFCCARTESIANPOINT((0.,0.,6000.)); //actual coordinate system – point 0 #55= IFCDIRECTION((-1.,0.,0.)); //unit vector x #56= IFCDIRECTION((0.,0.,-1.)); //unit vector z #57= IFCAXIS2PLACEMENT3D(#54,#56,#55); //change work plane to X-Z #58= IFCEXTRUDEDAREASOLID(#53,#57,#9,6000.); //(#area to be extruded, #work plane - XZ, #z-axis from 0 to 10000,. height)

Figure 37. Graphical explanation of IFC code for column. 40

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#59= IFCSHAPEREPRESENTATION(#12,'Body','SweptSolid',(#58)); //define shape type=sweep #60= IFCSTYLEDITEM(#58,(#49),$); #61= IFCPRODUCTDEFINITIONSHAPE($,$,(#59)); #62=IFCCOLUMN('1N0hBI00008p4qDJatEJGt',#5,'COLUMN','HEB300',#45,#61,'column'); //ID number of element, name, type of I-section #64= IFCPROPERTYSINGLEVALUE('Bottom elevation',$,IFCLABEL(' +0.000'),$); // bottom level #65= IFCPROPERTYSINGLEVALUE('Top elevation',$,IFCLABEL(' +6.000'),$); //top level #71= IFCPROPERTYSINGLEVALUE('Weight',$,IFCMASSMEASURE(702.3),$); //weight 702.3 kg #72= IFCPROPERTYSINGLEVALUE('Volume',$,IFCVOLUMEMEASURE(0.1),$); //volume 0.1m3 #76= IFCPROPERTYSINGLEVALUE('Height',$,IFCLENGTHMEASURE(300.),$); //height of cross section 300 mm #77= IFCPROPERTYSINGLEVALUE('Width',$,IFCLENGTHMEASURE(300.),$); //width of cross section 300 mm #78= IFCPROPERTYSINGLEVALUE('Length',$,IFCLENGTHMEASURE(6000.),$); //length 6000mm #90= IFCMATERIAL('STEEL/S355JR'); //material/class

5.4.3. Modification of data This part of dissertation shows how to interfere into IFC code. In example below change the height of the column, width of the flange and the radius between the flange and the web of the column. UNMODIFIED: #46= IFCCOLOURRGB('Light Gray', 0.6, 0.6,0.6); // colour of I-section – light grey, RGB #53= IFCISHAPEPROFILEDEF(.AREA.,'HEB300',#52,300.,300.,11.,19.,27.); //300 –width of cross section, 300 –height of cross section, 11 – width of web, 19 – width of flange, 27 radius MODIFIED: #46= IFCCOLOURRGB('GREEN',0.6,0.7,0.4); // colour of I-section – light green, RGB #53= IFCISHAPEPROFILEDEF(.AREA.,'HEB300',#52,280.,300.,11.,19.,0.); //modified – B

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Figure 38. a) unmodified perspective view of HEB300, b) modified perspective view of column.

Below shows how to change height of column: #58= IFCEXTRUDEDAREASOLID(#53,#57,#9,6000.); // 6000 mm – height of the column #58= IFCEXTRUDEDAREASOLID(#53,#57,#9,6100.); // 6100 mm – height of the column

Figure 39 a) 3D view of HEB300, b) modified height of column – 3D view.

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5.4.4. Check units in IFC Each IFC code at the beginning and at the end refers to the standards ISO-10303-21 [S9.], on the basis which it was created. The „IFCAPPLICATION” command defines the version of TS, which designer uses. At the beginning of each IFC code, there is possibility to check the units used during design.

#4= IFCAPPLICATION(#2,'21.1 Service Release 1','Tekla Structures Educational','Multi material modelling'); //TS 21.1 – version, Release 1, Type of licence – educational, type of environment – multi material #15= IFCSIUNIT(*,.LENGTHUNIT.,.MILLI.,.METRE.); //length [mm] #16= IFCSIUNIT(*,.AREAUNIT.,$,.SQUARE_METRE.); //area [m2] #17= IFCSIUNIT(*,.VOLUMEUNIT.,$,.CUBIC_METRE.); //volume [m3] #18= IFCSIUNIT(*,.MASSUNIT.,.KILO.,.GRAM.); //mass [kg] #19= IFCSIUNIT(*,.TIMEUNIT.,$,.SECOND.); //time [s] #20= IFCSIUNIT(*,.PLANEANGLEUNIT.,$,.RADIAN.); //angle [rad] #21= IFCSIUNIT(*,.SOLIDANGLEUNIT.,$,.STERADIAN.); //solid angle [sr] #22=IFCSIUNIT(*,.THERMODYNAMICTEMPERATUREUNIT.,$,.DEGREE_CELSIUS.); //temperature [℃] #23= IFCSIUNIT(*,.LUMINOUSINTENSITYUNIT.,$,.LUMEN.); //luminous flux [lm] #24= IFCUNITASSIGNMENT((#15,#16,#17,#18,#19,#20,#21,#22,#23)); //gathered

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6. CASE STUDY OF WORKFLOW 6.1.

Analysis models

6.1.1. Concrete beam The ledge beam is a simple example, which describe the main problem very well. This case shows the ability of BIM tools to handle with a composite material as reinforced concrete. Description with all calculations are enclosed in Annex C of this dissertation.

Figure 40. 3D view of simple supported ledge beam.

6.1.2. Steel Portal Frame The columns and rafter beams made of a hot rolled sections. The frame is installed in the pad foundation. The single-span portal frame consists of two hinged based columns. The apex and eaves connections are rigid. Calculations are enclosed in Annex D of this dissertation.

Figure 41. Simple supported portal frame.

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6.1.3. Concrete Wall The cylindrical reinforced concrete wall is a part of concrete water tank. It shows the ability of BIM software to cope with walls and composite material as reinforced concrete. The concrete class C30/37 has been used to construction the wall. Description with all calculations are enclosed in Annex E of this dissertation.

Figure 42. 3D view of cylindrical reinforced concrete wall tank.

6.1.4. Pipe Rack Structural steel pipe rack supports pipes in petrochemical plant. It is an elevated truss structure used to support pipes. The majority of the trusses consist of L - profiles and I – profiles. The construction is supported on concrete pad foundation. Pad foundation are transferring the reaction forces to the ground. The connections between steel and concrete are designed as pinned connections.

Figure 43. 3D view of steel pipe rack.

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The model is created in LOD 500. It has all welds, bolts and connections. The structure is without any clashes. The advantages of 3D technology was noted during the design process. The model was changed many times in order to unification and facilitate the assembly process.

Figure 44. Close-up details in the pipe rack.

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6.2.

BIM modelling for structural analysis

Exchange scenario

Regardless of which structures is considered similar parameters should be exchanged to a structural analysis software in order to get a direct comparison. 6.2.1. The evaluation method The evaluation system of interoperability based on simple scale consisting of six-stars, where six hatch stars means excellent collaboration. The more precisely meaning of hatch stars were given below:

Table 9. Scale of evaluation.

Symbol

Description

★★★★★★ Six black stars indicates the lack of information exchange. All data were lost or changed. ★★★★★★ One red star one the left side means that whole geometry has been sent correctly with minor modification in one way. ★★★★★★ Two red stars on the left side means that all geometry and material properties has been sent. ★★★★★★ Three red stars on the left side means that it is possible to transfer all necessary information from BIM software to FEM. The excellent workflow in first direction. ★★★★★★ One red star on the right side means the lack of workflow in return direction. ★★★★★★ Two red stars on the right side indicates that some changes has been noticed and transferred properly in return direction. But still some modification is needed. ★★★★★★ Three red stars on the right side indicates that all changes has been noticed and transferred properly in return direction. ★★★★★★ All six red stars means perfect bidirectional workflow.

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6.3.

BIM modelling for structural analysis

Case 1 – Concrete Beam

First object, for which test are performed is a simple supported precast ledge beam. The beam is subjected two types of uniform line load. It has declared the boundary conditions in accordance to Appendix C. The statically system of the precast beam and the cross section are shown in Fig. 45.

Figure 45. Simply supported ledge beam with cross section.

The adopted cross section meets all crucial conditions in ULS and SLS state. This choice is made to ensure that the S-BIM tools not only check the most simple design criteria. Fig.46 presents tested workflow pathways and Tab. 10. Presents all needed and checked parameters.

Figure 46. Tested pathways of data workflow. 48

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Table 10. The table shows the test results for the precast ledge beam. Exact information that should be exchanged when testing the capabilities of the software applications. ✔It tells that the information is present. ✘It tells that the information is not present. ֎ It means that feature change value. ✉ It tells that the element change location. Exchange scenario

1

2

3

4

5

6

7

✔ ✔ ✔ ✘ ✘

✔ ✔ ✔ ✘ ✘

✔ ✔ ✔ ✘ ✘

✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔

✘ ✘ ✘ ✘ ✘

✘ ✘ ✘ ✘ ✘

✔ ✉ ✔

✔ ✔ ✔

✔ ✔ ✔

✔ ✘ ✘

✔ ✘ ✘

✔ ✔ ✘

✔ ✘ ✘

✘ ✔ ✔ ✔ ✔

✘ ✔ ✔ ✔ ✔

✘ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔

✘ ✘ ✘ ✘ ✘

✘ ✘ ✘ ✘ ✘

✔ ✘ ✘ ✘

✔ ✔/֎ ✔/✉ ✔

✔ ✔ ✔/✉ ✔

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘ ✘

✔ ✔

✔ ✔

✘ ✘

✘ ✘

✘ ✘

✘ ✘

1. SECTION PROPERTIES Height, h Width, b Area, A Main reinforcement Stirrups

2. GEOMETRY Length, l Position of analytical line Length of analytical line

3. MATERIAL PROPERTIES Yield strength of reinforcement, f yk Strength of concrete, fck Modulus of elasticity, E Density, ρ Ultimate compressive strain, εcu3

4. LOADS Names Magnitude, q Position Combination

5. BOUNDARY CONDITIONS Pinned Roller

Notes: 1) The analytical line changes position from bottom to the center of gravity. It has to be change manually. The AxisVM reads this beam like a rib and can rotate the axis properly. Definition from beam has change to rib in AxisVM. Declared loads have missed, only the names have been sent (life loads and permanent loads). Reinforcements haven't been sent.

Figure 47. The loads and boundary condition have to be added manually in AxisVM.

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AxisVM calculate reinforcement according to EN 1992-1-1:2004. The result is 2ϕ12 at the top and 22 ϕ12 at the bottom. The crack width 0.28 mm (by hand w=0.27mm). The result is similar with hand calculation. It is impossible to send calculate reinforcement bars from AxisVM to TS. 2) This case gives satisfactory results. After transport whole model from TS to ARSAP using direct link, the results of internal forces can be obtained without any changes in the model. All loads and boundary conditions have been delivered properly with correct coordinates and magnitudes. Reinforcements haven't been sent. The model was created in TS 20.0 in TUT Campus. The access to Robot link from Tekla Maintenance has only users with commercial licenses. Obviously, the model had to be created from scratch, because there is no opportunities to opening model created in TS 21.1 in TS 20.0. Additional in ARSA extra loads are observed. This loads have to be delete manually.

Figure 48. A: The view of transfer beam without any changes from TS to ARSAP. B: Results – bending moment.

3) There is no direct link between TS (S-BIM software) and Revit (BIM-software). In consequences the model in Revit was created once again. If the model is sent by indirect file format, like IFC. Then the file will be opened by Tekla BIMsight. The software can translate properly all geometrical and material properties but all analytical information will be lost. If the model will be sent from Revit to TS by IFC format, then it will be possible to open the model with whole reinforcement, geometry and material information. In TS there is option to convert IFC object to native object and then the model will be editable. Cooperation between Revit and Robot is at a good level. All supports, declare loads and combinations are transferred without any changes. Reinforcement haven’t been sent. It has to be calculated once again and implemented all changes manually, like in case number 2. Moreover it is possible to model reinforcement in ARSAP 50

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and then transfer it back to Revit. Instead it is necessary to check everything, because in this case software do not see the notched of beam and change the spacing between stirrups.

Figure 49. A: Ledge beam with modelled in Revit. B: Ledge beam transported from Revit to ARSA.

4) There is no direct way to export loads and other analysis data to IFC. So it is impossible to export loads, boundary conditions, location of analytical line to IFC format. In TS the external and internal forces can be written in UDA information. Then it will be exportable data. Nevertheless all information have been added manually.

Figure 50. A: Ledge beam with line load in TS. B: IFC file opened in Tekla BIMsight.

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5) Export model from Revit to IFC look similar like in case 4. The IFC code looks different but the results and conclusions are the same. Except that, the options export to IFC in Revit are much more modest in comparison to the TS.

Figure 51. IFC file from Revit opened in Tekla BIMsight.

6) In this case it is smart to reflect on the pertinence of transfer file by IFC format to analysis software. In this case this format is lost all necessary information to structural analysis, because it was invented to other function. In ARSAP there is possibility to import IFC file, then the object creates analytical line automatically with length 5.4 m. It is the total length, but the line is without nodes. All other parameters connected with geometry and material properties are not available

Figure 52. IFC file from Revit opened in ARSAP.

7) In AxisVM option of import IFC architectural file is unfounded. The software sees only beam with 5m length and information about material. It misses all analytical lines. In this case it is better to create whole model once again. Based on the test the direct link is more preferable path to export models.

Figure 53. IFC file from TS opened in AxisVM.

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6.4.

BIM modelling for structural analysis

Case 2 – Portal Steel Frame

The steel frame is analyzed to check if S-BIM software can handle with more advanced than simple structure. The structure is more advanced because several elements are joint together.

Figure 54. The scheme of portal frame and loads.

The adopted cross sections meet all crucial conditions. This choice is made to ensure that the S-BIM tools not only check the most simple design criteria. Fig. 55 presents tested workflow pathways. Afterward the Tab. 11 is presented with all needed and checked parameters.

Figure 55. Tested pathways of data workflow. 53

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Table 11. The table shows the test results for the steel frame. Exact information that should be exchanged when testing the capabilities of the software applications. ✔ It tells that the information is present. ✘It tells that the information is not present. ֎ It means that feature change value. ✉ It tells that the element change location. Exchange scenario

1

2

3

4

5

6

7

8

9

1. SECTION PROPERTIES Cross sections Height, h Width, b Web thickness, tw Flange thickness, tf Radius, r Area, A Moment of inertia, Iy Moment of inertia, Iz Torsion constant, It Elastic modulus, W el,y Plastic modulus, W pl,y All sections

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✘

✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘

✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✘

✔ ✔ ✉ ✔

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✔ ✘ ✔ ✘

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✔/֎ ✔/֎ ✔ ✘

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֎/✉ ֎/✉

֎ ֎

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2. GEOMETRY Length, l Position of analytical line Position of cross section Length of analytical lines

3. MATERIAL PROPERTIES Yield stress, f y Modulus of elasticity, E Shear modulus, G Density, ρ

4. LOADS Magnitude, q Position

5. BOUNDARY CONDITIONS Pinned Roller

✘ ✘

✔ ✔

Notes: 1) First column was rotated by 90 degrees and changed definition from beam to rib. It should be changed manually. This time TS delivered all loads cases with position and combination of snow and wind loads to AxisVM, but the software change sometimes their location and magnitude. In consequences it is faster to delate all loads and create it ones again.

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Figure 56. a): The view of transfer portal frame without any changes from TS to AxisVM. B) The rotated column. C) Steel frame after manually changes.

All connections should be checked after create the analytical model in TS. This tool always creates additional analytical lines in haunches, end plate or base plate or creates analytical line in wrong place.

Figure 57. Analytical model in TS without any changes.

2) In this case, the satisfactory results are obtained. The boundary condition was delivered

correct. Some changes should be made. The loads should be check. In this case appears additional loads in different plane. The release changes values in the nodes. After two

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changes the correct internal forces are obtained. The model was created in TS 20.0 in TUT Campus, like the ledge beam.

Figure 58. a)The view of model in TS ready to export, b) The view of transfer portal frame without any changes from TS to ARSAP, c) results – bending moment.

3) The direct link from Revit to ARSAP and backwards give us good results. All relevant data can be exchanged. The analysis is possible only in one case. The Revit and ARSAP should be from the same release year, in this case 2016. In other case it is impossible. The results are similar to the ledge beam.

Figure 59. Portal frame modelled in Revit.

Steel structure can be transported from TS to Revit by indirect link CIS/2. For the analysis purpose it was decided to create model from scratch. All supports, declare loads and combinations can be transferred without any change. ARSAP adds some additional loads (nodal loads) and changes the release. In consequences it is possible to check

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all loads and release. After that, the results are correct. Moreover it is possible to dimensioning steel structure in ARSAP and then transfer it back to Revit.

Figure 60. Results from ARSAP.

4) Model from TS was converted to IFC, then the file was successfully loaded to Tekla BIMsight. The results are similar to the ledge beam. The model can be exported from TS to IFC with all geometry, clear connections, welds and screws. Besides all elements are on the correct position.

Figure 61. Portal frame opened in Tekla BIMsight by IFC file.

5) In this case TS BIMsight sees only columns and rafters with haunches. Because the end-

plate, base plate was created like gusset object. In IFC code does not exist the definition of gusset (like chimney or dormer). It was mentioned in chapter about Industry Foundation Class. Thus, it is important to remember about it during design process. Because not every steel plate which look the same will be read properly by software. Because it has different family definition.

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Figure 62. IFC file from Revit opened in TS BIMsight.

6) Indirect link from Revit to ARSA by IFC files gives different results. There is no possibility to compare it with ledge beam. The rafter and one column are lost. The haunches are transported like panel element. One column was exported with nodes and with total length (not the analytical length). All other parameters connected with geometry and material properties are not available.

Figure 63. The IFC file from Revit opened in ARSAP.

7) The results are comparable with ledge beam. Tests of models exchanged through direct links shown better results compared to models exchanged through IFC.

Figure 64. The IFC file from TS opened in AxisVM. 58

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8) In this case the model was exported to ARSAP by CIS/2. This model is useless because all geometry should be modified.

Figure 65. The view of steel frame in ARSAP imported by CIS/2.

9) This scheme is interesting, because it gives good results in export editable model from TS to Revit. Rafters, columns, haunches without connections are transported. Besides Revit needs plug-in to export/import CIS/2. On the market exists plug-in for Revit release in 2015.

Figure 66. The view of steel frame in Revit imported by CIS/2.

There is another possibility to export model from TS to Revit by plug-in links: Export to Autodesk Revit (for drawings in Revit). This link is useful for reuse structural model in the architectural, MEP engineer’s drawings. Moreover it is worth to mention, that Revit can handle with model on LOD 300 but TS can handle with model on LOD 400500.

6.5.

Case 3 - Concrete Wall

Third object, for which test are performed, is a concrete wall. The wall is subjected four types of loads and it has declared the boundary conditions in accordance to Appendix E. The cross section are shown in Fig. 67.

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Figure 67. Geometry of concrete wall.

The adopted cross section meets all crucial conditions in ULS and SLS state. The Fig. 68 presents tested workflow pathways. Afterward the Tab. 12 is presented with all needed and checked parameters. In this case is checked new tools for view BIM model: Simplebim, BIM Vision and Solibri Model Checker.

Figure 68. Tested pathways of data workflow.

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Table 12. The table shows the test results for the concrete wall. Exact information that should be exchanged when testing the capabilities of the software applications. ✔ It tells that the information is present. ✘It tells that the information is not present. ֎It means that feature change value, ✉ It tells that the element change location. Exchange scenario 1.SECTION PROPERTIES Height, h Width, b Area, A Vertical reinforcement Horizontal reinforcement 2.GEOMETRY Length, l Position of analytical line Length of analytical line 3.MATERIAL PROPERTIES Yield strength of reinforcement, f yk Strength of concrete, fck Modulus of elasticity, E Density, ρ Ultimate compressive strain, εcu3 4.LOADS Names Magnitude, q Position Combination 5.BOUNDARY CONDITIONS Pinned

1

2

3.

4

5.

6

7

✔ ✘ ✘ ✘ ✘

✔ ✘ ✘ ✘ ✘

✔ ✔ ✔ ✘ ✘

✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✘ ✘

✔ ✔ ✔ ✘ ✘

✘ ✘ ✘

✘ ✘ ✘

✔ ✔ ✔

✔ ✘ ✘

✔ ✘ ✘

✔ ✘ ✘

✔ ✘ ✘

✔ ✔ ✔ ✔ ✘

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✔ ✔ ✔ ✔ ✘

✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔

✘ ✔ ✔ ✔ ✘

✘ ✔ ✔ ✔ ✘

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

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✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘ ✘ ✘ ✘

✘

✘

✔

✘

✘

✘

✘

Notes: 1) TS has problem with generate circular analytical line. This is very laborious process. The wall and column commands do not give positive results. In addition, the process of implement surface loads is much quicker in analysis software. In this case is used complicated surface loads. This loads cannot be created properly in TS.

Figure 69. Circular wall was created by command a) wall b) column.

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Figure 70. Circular wall was created by command a) wall b) column. It is possible to get shape of the analytical line close to the circle. The solution is idea of squaring the circle. It is time consuming and does not meet expectations.

In this case all results are below expectations. AxisVM creates shape of wall according to analytical line. Only the material properties are exported properly. This model is useless. After that, the wall was created like a 36-sided polygon. Then the wall was exported to AxisVM. The supports was exported. One wall panel was lost during the transport. In this case the desired analytical line was not obtained.

Figure 71. The 3D view of results in AxisVM. A) The wall is created by wall command b) the wall is created by column command.

Figure 72. Circular wall was created by command wall in TS. In this case used the 36-sided polygon. A) The wall created in TS. b) The wall exported from TS to AxisVM. 62

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2) In this case all results are below expectations. ARSAP creates shape of wall according to analytical line. Only the material properties was exported correct. This model is useless. All model was deleted and created manually once again. The correct solution can be found in appendix E.

Figure73. The view of transfer wall without any changes from TS to ARSAP.

3) The direct link from Revit to ARSAP and backwards gives worse results than in previous cases. Supports and material properties can be transfer without any change. All load cases and combination change position, magnitude or load factor.

Figure74. The view of transfer wall without any changes from Revit to ARSAP.

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4) Model from TS was converted to IFC, then the file was successfully loaded to BIM Vision 2.8. The results are similar to the previous cases. The model can be exported from TS to IFC with all geometry and reinforcement. Besides all elements are on the correct position.

Figure75. IFC file with concrete walls opened in BIM Vision 2.8. A) CFCHS6100*300 – it is possible to observe the problem with squaring the circle. B) The concrete wall created by wall panel.

Simplebim opened the IFC a bit longer, but this software gives full control under the model. It is possible to merge parts or select important parts and generate new IFC file.

Figure 76. IFC file with concrete walls opened in Simplebim. On the left: the concrete wall created by column component CFCHS6100*300, on the right side: the concrete wall created by wall panel..

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5) The model was opened in Solibri Model Checker. The results are similar to the previous cases. The model was exported with all geometry and reinforcement. The file was opened fast. Software offers similar option to Simplebim.

Figure 77. IFC file with concrete wall was opened in Solibri Model Checker

6) In this case this format is lost all necessary information to structural analysis, because it was invented to other function. The results are comparable to previous cases.

Figure 78. IFC file from Revit opened in ARSAP.

7) The results are comparable to previous cases. The model is useless. The IFC file was not invented for analysis purposes.

Figure 79. IFC file from TS opened in AxisVM. A) The concrete wall created by column component CFCHS6100*300. b) The concrete wall created by wall panel. 65

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BIM modelling for structural analysis

Case 4 - Pipe Rack

Fourth object, for which test are performed, is steel pipe rack. The structure is subjected three types of loads and it has declared the boundary conditions in accordance to Appendix F. The 3D view and cross sections are shown in Fig. 80, 81 82.

Figure 80. Cross sections of Pipe Rack according to key plan.

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Figure 81. Cross section of Pipe Rack according to key plan – Fig. 80 67

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Figure 82. 3D View of Pipe Rack

The adopted cross section meets all crucial conditions in ULS state. Fig. 83 presents all tested workflow pathways. Afterward presents Tab. 13 with all needed and checked parameters.

Figure 83. Tested pathways of data workflow. 68

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Table 13. The table shows the test results for the pipe rack. Exact information that should be exchanged when testing the capabilities of the software applications. ✔ It tells that the information is present. ✘ It tells that the information is not present. ֎ It means that feature change value. ✉ It tells that the element change location. Exchange scenario 1. 1.SECTION PROPERTIES Cross sections ✔ Height, h ✔ Width, b ✔ Web thickness, tw ✔ Flange thickness, tf ✔ Radius, r ✔ Area, A ✔ All sections ✔ 2.GEOMETRY Length, l ✔/֎ Position of analytical line ✔/✉ Position of cross section ✔/✉ Length of analytical lines ✘ 3.MATERIAL Yield stress, f y ✔ Modulus of elasticity, E ✔ Shear modulus, G ✔ Density, ρ ✔ 4.LOADS Magnitude, q ֎/✉ Position ֎/✉ 5.BOUNDARY CONDITIONS Pinned ✘ Roller ✘

2.

3.

4.

5.

6.

7.

8.

9.

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✘ ✘ ✘ ✘ ✘ ✘ ✘ ✘

✔ ✘ ✘ ✘ ✘ ✘ ✘ ✘

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔

✔ ✔ ✔ ✔ ✔ ✔ ✔ ✘

✔/֎ ✔/✉ ✔ ✔/✉

✔ ✔/✉ ✔ ✔/✉

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Notes: 1) In this case posts is divided into three separate parts. All elements connected with top and bottom flange are split up. It should be changed manually. TS delivered all loads cases with position and combination to AxisVM, but the software change their location and magnitude. The boundary condition is lost.

Figure 84. The view of SBIM pipe rack model in TS.

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Figure 85. The view of transfer pipe rack without any changes from TS to AxisVM.

2) The boundary condition was delivered correctly. All loads combinations, load cases

are transferred correctly. Some changes should be made. All elements connected with top and bottom flange are split up. It should be changed manually.

Figure 86. a) The view of model in ARSAP without any changes.

3) All relevant data can be exchanged. All supports and combinations can be transferred without any change. ARSAP changes some line loads. Moreover all elements connected with top and bottom flange are split up. It should be changed manually.

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Figure 87. a) Pipe rack modelled in Revit. b) The view of model in ARSAP with changed load.

4) The results are similar to the previous cases. IFC file format can store whole model with high LOD without any changes.

Figure 88. Pipe Rack opened in Solibri Model Checker.

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5) All relevant elements are transferred correctly. The results are similar to the three pre-

vious cases.

Figure 89. IFC file from Revit opened in BIM Vision.

6) Indirect link from TS to ARSA by IFC files gives unfavourable results. Nearly all elements are lost. All other parameters connected with geometry and material properties are not available. ARSAP is converted some elements to analytical elements. Besides they are editable. This model is useless.

Figure 90. The IFC file from TS opened in ARSAP.

7) The result is different compared with the case number six. The AxisVM is transferred

all material properties and cross sections. The model is not editable. It looks and behaves like 3D drawing. This model is useless.

Figure 91. The IFC file from TS opened in AxisVM.

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8) In this case the model was exported to ARSAP by CIS/2. This model is useless because all geometry should be modified.

Figure 92. The view of steel frame in ARSAP imported by CIS/2.

9) This patch of transfer is interesting. It gives good results in export editable model from TS to Revit. All model without connections are transported.

Figure 93. The view of pipe rack in Revit imported by CIS/2 format.

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7. CONCLUSION 7.1.

Summary of results

After summing up all contents and sub-conclusion of the whole chapters, the questions from the thesis statement can be answered. The aim of this thesis was found software, interoperability pathway between them, that can be used by anyone in order to communicate with each other without any data lose, any faults and provide transparent workflow. In order to reduce repetition work and possibility of occurs errors. This dissertation should prove, that it is worth finance the development of IFC and this format could replace other old standards. This thesis checks how software can handle with different type of construction e. g. steel, precast structure. What are the strengths and limitations add on, direct link or indirect link: CIS/2, IFC. Table 14. Evaluation of the conducted tests. The description of stars symbol is given in chapter 6.2.1. CASE

1 2 3 4

1

2

3

4

5

6

7

★★★★★★

★★★★★★

★★★★★★

★★★★★★

★★★★★★

★★★★★★

★★★★★★

-

8 -

9

★★★★★★

★★★★★★

★★★★★★

★★★★★★

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★★★★★★

★★★★★★

-

-

★★★★★★

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★★★★★★

★★★★★★

★★★★★★

★★★★★★

During the analysis occurs many problems associated with licenses and software versions. Files created in TS version 21.1 might have been opened only on the same version or later editions. Without the ability to save to the older standards. Students do not have rights to install add-ons and other applications, such as robot link, which is available only for users with a package of Tekla Maintenance. Besides the Solibri Model Checker is available only for 15 days for student and 30 days for Simplebim®. Therefore, the researcher was forced to frequently change the software. The flow of data using add-on tools gives positive results. This type of workflow was used in pathway number 1 and 2. In case the interoperability between TS and AxisVM always require manual corrections. All the time the boundary conditions are lost and loads change value or position. Besides the position of analytical line and position of cross section according to global coordinate system should be checked. This situation looks different in case interoperability between TS and ARSAP. In this connections all supports, geometry, material properties, position and length of analytical lines are sent properly. Sometimes the manual intervention is required to change the magnitude and position of loads. With small manually intervention the workflow in one direction works on good level for steel structure. Besides the workflow of data looks different with more than simple structure. The incompatibility appeared in nodes and it should

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be set manually. This process is time consuming and is sensitive to mistakes. Similar scores are obtained for pathway number 3. In this case was used the direct link between Revit and ARSAP. First of all Revit and ARSAP should be from the same release year. In other side the analysis is impossible to conduct. All information are sent correctly in one direction. Sometimes the loads are changed position or magnitudes. The back direction stands out many of weaknesses. Some elements change their cross section other remains unchanged. This situation required all the time to check all cross sections. It demands a lots of time. The workflow in back direction is flawed and full of incompatibility in comparison to first direction. Checked software does not support two-way communication for concrete structure. It is impossible to export all reinforcement in correct position to analysis software and import it after analysis process to modelling software. Only the information about required reinforcement is possible to import. All reinforcement and cross sections should be changed manually. This option look similar for pathway workflow number 1, 2 and 3. Software can provide workflow without data lost in one direction for steel structure. In second direction for steel structure some elements are overlapped or lost. In consequences all the time the engineer have to check manually all structure piece by piece. The investigation shows, that the exchanging model by direct link by TS and Revit to ARSAP allows to export the analytical lines in correct place, boundary conditions, and loads for various scenario. IFC format met all expectations. This format is editable and with a clearly algorithm structure. Each participants of the construction process can opened the 3D model of building with freeware software. It is possible to exchange all information connected with geometry and material properties thanks to IFC. It is possible to exchange date without any fault, if all rules will be respected. The knowledge about available variables in IFC format is required. This format allows to fusion model from separate parts. In consequences the design of green areas, MEP services, structure and elevations can be merged into one coherent model by IFC format, if all coordinate system will be save correctly. According to the conducted test associated with pathway number 5 and 6 all data was transferred similar to the test conducted by BuildingSMART CV 2.0 [W17.]. It is possible to import model in IFC format to TS and then, thank to separate tool to convert IFC object to native TS parts. This function is not available in Revit. Thanks to this function the repeated work can be omitted. The IFC export function was tested in Revit, TS and ArchiCAD. ArchiCAD has the biggest options in manage with file and structure of IFC format. This software change all object connected with slabs to ifc-Slab and so-on. In Revit sometimes elements are lost or change orientation. Moreover the grid sometimes is lost. The test conducted in CV2.0 was on the Revit 2013 and this version does not support the ifc-Reinforcingbar. This mistake was repair in Revit 2014 and higher. 75

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In TS the results are comparable to ArchiCAD. All elements always was exported to IFC format correctly. The transfer model by IFC format to analysis software is meaningless. The IFC file is unable to store analytical information (boundary conditions, length, position of analytical lines, loads, combination of loads) at present time. This format was invented to other purpose. If IFC be able to store the information about the analytical line it will be the biggest step into interoperability between software from different vendor. In workflow pathway number 8 and 9 was checked the CIM steel Integration Standards (CIS/2). It is useful format in daily work. This format gives the ability to export all data about geometry and material properties to analysis software and to other software for modelling. CIS/2 was created only for steel structure. It is required to check all position of analytical lines and direction of cross section according to global coordinate system. The model has to be sent in standard LOD 200. In other way it will be useless.

7.2.

Tips

This part of master thesis, focuses on the important guidelines. This tips have to be kept in mind during collaborative designing process, using BIM technology. Collaborative means working together as a team. Everyone in a team have the same purposes and goal. Everyone in staff have to know each other and understand the aim in the same way. Before starting to work, the multiple of factors have to be considered. Everything depends on our knowledge degree about BIM process. The BIM tools should be implemented one by one, not at once by design office. The folders and files should be clearly named. This folders will be shared with other team members. In consequences people not related with project should know, what is inside the file. Below is an example of file naming convention for project. Project name: Year.Month-CASINO The author’s initials:

Shortcut of performed spe- Zone abbreviations: cialization

MS = Mike Smith

AR = Architect

CL = Cellar content

BW = Brad Wilson

SE = Structural Engineer

00 = Ground floor content

SJ = Samuel Jackson

EE = Electrical Engineer

01 = First floor content

MR = Matti Runnakko

SD = Steel Detailer

02 = Second floor content RF = Roof content AL = All Levels

Example of use: 2016.1-CASINO-MS-AR-01(Casino project made on January 2016, made by Mike Smith, who is an architect, the file contains a first floor) 76

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Moreover the IFC file should be compressed (e.g. zipped - ifcZIP), when it will be decided to send it to somebody. This operation usually reduce the file size approximately about 20%. This tips is recommended for large project. Another form of IFC compressed format is ifcXML. This format is reduced the file size about 5-10%. In Fig. 94 presents big problem with compress file by Autodesk software. It presents the portal frame from chapter number five, it was created separate in TS and Revit. It was modelled in Revit on the level LOD300 and it takes seventy-five times more space than the same frame created in TS at LOD 500. The same situation appears in ARSAP compare to AxisVM.

Figure 94. Comparison of file sizes created by the software from Autodesk, Trimble and Inter-CAD. 1A: presents the size of portal frame created in TS on the LOD 500. 1B: presents the portal frame created in Revit Structures on the LOD 300. 2A: presents the static model of portal frame created in AxisVM. 2B: present the static model of portal frame created in ARSAP.

Besides, before you start cooperate with another team members, you have to check the version of software with other team members. In order to avoid later problems with synchronization. Otherwise the unexpected problems can be met. This problem can block or stopped the joint work with other company, which does not has upgrade version of software. All detailed drawings should be prepared in AutoCAD or other similar software to simple drawings. BIM modelling software is used to create overall drawings, plain drawings, shop drawings, but not to the detailed drawings. Moreover each time the designed object coordination should be determined on the positive sides of the XYZ-axis. The zero level should be defined at the height of the main staircase landing. Sometimes the problem with axis is appeared in analytical model. It appears usually like an eccentricity with respect to the geometrical centre of element. This parameters should be changed manually.

Figure 95. Analytical model without modification (top), Corrected analytical model (bottom). 77

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Below show how to modell corectly details in order to automatical calculation of exact necessary material to quantity takeoff e.g. slab with walls and partitional-wall with slab.

Figure 96 Left: correct representation of slab with walls. Right: wrong representation of walls and slab, software will calculate less material than it is necessary.

The walls should not be modelled as a continuous through all floors. It should be split up by at floors. Exceptions are shafts for elevator, columns which can be cast continuously over the height of the building. Besides stairs and ramps should be modelled by special tool prepare for stairs like stair components. Stairs should not be modelled by separate slabs. The model created for structural analysis should be on LOD 200. This level keep enough information for structural analysis. The model with higher LOD can generate problems connected with additional analytical lines or split up elements in wrong place. In consequences for detailing should be created additional model to obtain a detailed model on LOD 500. It is worth to repeat that TS can handle with model on LOD 400-500 in comparison to Revit, which can handle with model on LOD 300.

7.3.

BIM benefits

The main advantage of BIM, from the investor point of view is the ability to visualize in 3D technology whole object with all details. Almost every engineer, know that „a picture is worth thousand words” [8]. The same sentence in BIM process changes the meaning on „a 3D model is worth a thousand pictures”. Furthermore all objects are parametric. All necessary information can be defined in each component. This option is available only in software for modeling. BIM gives the opportunity to carry out a virtual walk in the newly designed complex or simulate its construction. The process of construction can be simulated day-by-day. In consequence it can reveal sources of potential errors. Advanced simulation may contain temporary construction like scaffolding, shoring or temporary objects like cranes, diggers. BIM is an epochal transition in design practice. The simulation is a big advantages during the negotiation process with subcontractors, owner and suppliers.

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BIM software stand out with high accuracy and speed of achievement documentations. In order to create model faster, there is possibility to upload drawings in .dwg format to BIM software like a reference model. The reference model will be three-dimensional model without all information (non-parametric model). The software does not recognize any types of elements. It can be used only like a reference model. In order to create faster the model (like a grid of structure).

Figure 97. Screenshot from TS software. Drawing in DWG format was opened in TS as a reference model.

Modern tools help to detect errors and potential problems. They can be eliminated before the construction start. In result all costly consequences can be avoided and eliminated. In 2D drawings clash detection is performed manually by overlaying single drawings. To this process design offices use special tables with lighting in the countertop. In order to identify potential errors. Changes happens every day due to changes of client’s minds, mistakes in calculations and so on. With BIM tools change something is easier than in CAD software. All changes implemented in the model will be noticed in the system. The system will automatically change all relevant drawings, tables, views, documents and other files connected with model. In practice, if the wall size would be changed on the floor plan, then the change will effect on whole project made until now. In shortcuts BIM reduce repetitive work for each change. That save a lot of time and money. In the operation phase of the building, if some element would be destroyed, it can be replaced faster than in traditional method. All important information can be found in the model (information like: manufacturer, company, online webpage and other important parameter). This technology gives opportunity to link model from architectural software to analysis software without re-modeling. Moreover it facilitates fabrication process. The documentation can be sent directly to manufacturers. Besides, the team work can take place in the cloud in real time, with easier and more effective communication and quicker decision. Another benefits are sort-out with documentations, because all information is in one file on computer. Documentation is characterized by an ease of storage and easy access.

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The final project is distinguished by a higher performance and lesser use of resources and rework, more sustainable construction process and higher level of safety during construction process. BIM software improved scheduling and helps to ensure just-in-time sources of materials, equipment and labor. BIM process can provide quantity takeoff, which means the lesser materials and labor are used to complete a construction project. In consequences tendering process is much more controlled, as in the case in Finland. Recent studies have shown, that the cost of changes increase with the development of the project. This is logical, because it is easier to move a column with mouse than with a bulldozer. The Fig. 98 presents the MacLeamy curve. It illustrates the advantages of Integrated Project Delivery in BIM workflow. The red line illustrates traditional design process from predesign phase through operation phase. In BIM workflow the bigger effort and cost is moved to the first stages of project like concept and detailed design phase.

Figure 98. The MacLeamy curve.

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BIM modelling for structural analysis

BIM disadvantages

Many users of BIM software encounter problem with scalability. The software become sluggish, when it has to open large model. This is done because models consume a lot of RAM memory in computer. The same situation is encountered in CAD software like AutoCAD. This is a big problem, because even the easiest operation is lumbering. This situation take place in projects with high degree of detail (LOD 300, 400). Scalability means the resilience of the system to overload, regardless of the level of detail and number of parametric objects [1]. For this reason, two kinds of software are distinguished: memory-based and file-based system. Memory based software have to update any changes in real time, which is associated with high consumption of RAM memory. It cannot perform several operations at the same time. However, it is possible in file-based system software and even more like update multiple files and edit at the same time. For smaller project better idea is to use memory-based software. For large project the second type of software is preferred, because it cooperates better with large models [1]. The problem with sluggish software is increased along with group work on company server. Another contraindication may be a high price for BIM software. This is the most common arguments. On the market exists loads of different BIM tools. The company has to choose the best set of it and calculate how many licenses are needed. Finally how many persons should be send on the course. The BIM process signalizes with hidden costs. The process of return of the contribution is a long-term. It is advisable to introduce upgrades inch by inch in the company, to avoid the story about Titanic.

Figure 99. The hidden cost of BIM process.

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BIM modelling for structural analysis

The future of BIM

I would like to dispel the myths. BIM is not a 3D design software but a human operations, which covers a wide range of changes, leading to continuous development in the construction industry. In the future, the project will be performed better. In consequences schedule overruns, the crossing of budget, claims will be reduced. According to [1] the adoption of BIM process in any company requires three years, to bring benefits. I predict a bright future for IFC. In the near future the IFC will become the gold standard, like PDF's format in last century. Due to its availability, file integrity. In the future workflow by using IFC standard should allow seamless integration between all models and trades. Improved the IFC implementation is seen as the best path for future development. Currently on the market, Solibri Model Checker and Tekla BIMsight are distinguished as specialized software for clash checks. This software pave the way for easier access to BIM process by other users. In addition, more and more manufacturers of materials supplies its products as a ready-made plug-ins to software components. This tools can be easily found on online sites like Autodesk Seek, SmartBIM Library or use BIMobject tools. Increased availability of product libraries in BIM tools increased interest of this technology. Everyone without blinking an eye can tell that the World are slowly striving to a paperless world. The technology progress is recorded in each year. Technologies such as radio-frequency ID (RFID), Oculus Rift, laser scanning (LADAR), GPS (positioning), tablets, QRcode significantly influenced on development of BIM. Laser scanning can create point cloud surveys of existing objects, which can be used to dimensioning exist building and to create a project of renovation or modernization. For 3D modelling, the scans from all positions and with huge accuracy are needed in order to get enough information to create all geometry. Moreover the contractors can use laser scanning technologies to verify that concrete pours in correct place or check location of prefabricated column. The barcode and QRcode and simultaneous using with tablet, allows to share all information with the entire team in the field and gives the access to all documentations, drawings, models, specifications, which are currently needed. At the same time the database will be updating of things that have been already made, thanks to QRcode and special reader in tablet. Thank to RFID engineers can be up to date all time with material delivery status. They can check where it is or check how many pieces of elements, they have on construction site without getting up from a chair. It is usually ideal solution for precast building consist with prefabricated components.

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On the market appears many of application which supports high-level communication like BIM 360 Field and BIM 360 Glue from Autodesk. This application allow to communicate with other team members through the cloud and at the same time. Engineers can work on the same project and all changes will be made in real time. Glue allows to synchronous collaboration process and access from all multiple devices. The aim of this chapter is to provide perspective of using BIM in the future. Currently on the AEC market, there are to major trends such as BIM and green building. Engineers pay more attention to ecobuilding systems of certification like LEED in the USA, Green Star in Australia, DGNB in Germany, MINERGIE in Switzerland BREEAM in UK and many more. One of the first was BRE Environmental Assessment Method, which was established in 1990 in the UK. Generally this system assess, inter alia, that building has been designed and constructed according to rules, which improve water efficiency, reduce use of electricity, CO2 emissions, protect against loss of energy and ensure that building is build according to philosophy of sustainability development. BIM is an excellent tool to support eco-technology. Engineers can manage, analyze and monitor the building performance in terms of energy consumptions, illumination, using the same model without rework. The data-rich model can be used throughout the life cycle of building. Energy analysis tools can be found within nearly each BIM platform. Although user still has a lot of doubt about the correctness of its calculations [1]. In the same time the designers should try to connect to project lean construction philosophy. The lean construction implies: reduction of material consumption, and thereby wastes, reduce unnecessary stacks of paper drawings, eliminate errors and rework and reduce the construction time. As it is wrote at the beginning of master thesis BIM is not only a new technology but also the way of thinking, a philosophy, behaviors, and a way of being. This sentence is valid throughout the period of creation this master thesis. BIM technology is still developing and require continuous learning of engineers. All the changes require an increase of project price. In order to create model free of errors the designers have to spend more time then the designers work with old practice. In Singapore 5% of total costs from construction period was shifted to increase the total budget of design process. Then this process has a chance to flourish. Bearing in mind that the cost of construction phase will fall by about 10 - 15 percent. The sooner, the need for change will be recognized, the faster country can be competitive.

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BIBLIOGRAPHY C. Eastman, P. Teicholz, R. Sacks, K. Liston. BIM Handbook – A guide to Building Information Modeling for Owners, Managers, Designers, Engineers, and Contractors. 2nd ed. New Jersey 2011: John Wiley & Sons, Inc. [2.] R. Crotty, The Impact of Building Information Modelling – Transforming Construction, 1st ed, London 2012: SPON Press [3.] K. Pramod Reddy, BIM for Building Owners and Developers – making a business case for using BIM on project. New Jersey 2012: John Wiley & Sons, Inc. [4.] Integrated Project Delivery, 2nd ed, 13.06.2007, AIA California Council, McGraw Hill Construction, https://www.dir.ca.gov/das/hcc/WorkingDefinition.pdf [3.02.2016] [5.] B. Hardin, D. Mccool. BIM and Construction Management – proven tools, methods and workflows, 2nd ed, Indianapolis, Indiana 2015: WILEY. [6.] B. Succar. Building information modelling framework: A research and delivery foundation for industry stakeholders. University of Newcastle, Australia, RMIT University, Automation in Construction 18(2009), pages:357-375, www.elsevier.com/locate/autcon [7.] J. Underwood, U. Isikdag. Building Information Modelling and Construction Informatics – Concepts and technologies. New York 2010: Information Science Reference. [8.] W. Kymmell, Building Information Modelling – Planning and Managing Construction Projects with 4D CAD and simulations, McGraw_Hill Construction, New York 2008 [9.] Published by Senate Properties. COBIM - Common BIM Requirements, v 1.0, 2012 http://www.en.buildingsmart.kotisivukone.com/3 [9.02.2016] [10.] Building and Construct Authority, Singapore BIM Guide. 2nd ed. August 2013, Singapore, www.bca.gov.sg, https://www.corenet.gov.sg/media/586132/SingaporeBIM-Guide_V2.pdf [9.02.2016] [11.] D. Migilinskas, V. Popov, V. Juocevicius, L. Ustinovichius. The Benefits, Obstacles and Problems of Practical BIM Implementation. Vilnius Gediminas Technical University, Lithuania. Procedia Engineering 57(2013), pages:767 - 774, www.elsevier.com/locate/procedia [12.] A. Tomana, BIM Innowacyjna technologia w budownictwie. Podstawy, Standardy, Narzędzia. Kraków 2015: Drukarnia Kserkop Kraków. [1.]

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WEBPAGES [W1.] http://www.buildingsmart-tech.org/ [W2.] www.buildingsmart.org [W3.] USA - guideline: http://www.gsa.gov/graphics/pbs/GSA_BIM_Guide_v0_60_Series01_Overview_05_14_07.pdf, http://www.nibs.org/news/127862/NBIMS-USV3-Ballot-Submission-Period-Now-Open.htm [W4.] UK - guideline: https://aecuk.files.wordpress.com/2012/09/aecukbimprotocol-v20.pdf [W5.] Norway - guideline: http://www.statsbygg.no/Files/publikasjoner/manualer/StatsbyggBIMmanualV1-2Eng2011-10-24.pdf [W6.] Denmark - guideline: http://changeagents.blogs.com/Linked_Documents/BIPS%203D%20Working%20Method.pdf [W7.] Netherlands guideline: http://www.rijksvastgoedbedrijf.nl/english/documents/publication/2014/07/08/rgd-bim-standard-v1.0.1-en-v1.0_2 [W8.] South Korean guidelines: http://www.buildingsmart.or.kr/Document/BIM_Guide_vol1_KoreaPPS_2010_eng.pdf, http://www.buildingsmart.or.kr/Document/BIM_Guide_MLTL_Korea_2010_eng.pdf [W9.] Hong Kong - guideline: http://www.housingauthority.gov.hk/en/business-partnerships/, http://www.housingauthority.gov.hk/en/business-partnerships/resources/%20building-information-modelling/index.html, http://www.housingauthority.gov.hk/en/business-partnerships/resources/building-information-modelling/index.html [W10.] Australian guideline:http://www.construction-innovation.info/images/pdfs/BIM_Guidelines_Book_191109_lores.pdf [W11.] New Zealand - guideline: http://www.branz.co.nz/cms_show_download.php?id=2be18e9778375eab939ff3c96a520b5ff9dabfc9, http://www.masterspec.co.nz/news-reports/p1/new-zealand-national-bim-survey-report-2012i748c31a1-a451-40c9-bd1c-2aba8e621916-1243.htm [W12.] Estonia - guideline: http://www.rkas.ee/parim-praktika/bim [W13.] Sweden – guideline: http://byggtjanst.se/globalassets/tjanster/bsab/projekt/130620_bim_rapport.pdf [W14.] http://www.buildingsmart-tech.org/ifc/IFC2x3/TC1/html/index.htm [W15.] http://www.buildingsmart-tech.org/ifc/IFC2x3/TC1/html/ifcsharedbldgelements/lexical/ifcslab.htm [W16.] http://www.buildingsmart-tech.org/ifc/IFC2x3/TC1/html/ifcsharedbldgelements/lexical/ifccolumn.htm [W17.] Certified Software according to BuildingSMART. http://www.buildingsmart.org/compliance/certified-software/

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STANDARDS [S1.]

EN 1990 Basis of structural design

[S2.]

EN 1992-1-1:2004: Design of concrete structures – Part 1-1: General rules and rules for buildings

[S3.]

EN 1992-1-2: Design of concrete structures – Part 1-2: General rules – Structural fire design

[S4.]

EN 1991-1-1 Actions on structures – part 1-1: General actions – densities, selfweight, imposed loads for buildings

[S5.]

PN-B-03264:2002 Polish standards for design of concrete structures

[S6.]

EN 1993-1-1: 2005: Design of steel structures – Part 1-1: General rules and rules for buildings

[S7.]

EN 1993-1-8: 2005: Design of steel structures – part 1-8: Design of joints

[S8.]

ISO 10303 Industrial automation systems and integration – Product data representation and exchange [http://www.iso.org/]

[S9.]

ISO 10303-21:2016 Industrial systems and integration – Product data representation and exchange – Part 21: Implementation methods: Clear text encoding of exchange structure [http://www.iso.org/]

[S10.]

ISO 16739:2013 Industry Foundation Classes (IFC) for data sharing in the construction and facility management industries [http://www.iso.org/]

[S11.]

ISO 29481 Building Information Models – Information Delivery Manual (IDM) [http://www.iso.org/]

[S12.]

ISO 12006 – 3:2007 Building construction – Organization of information about construction works – Part 3: Framework for object-oriented information

[http://www.iso.org/]

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APPENDICES

Appendix APPENDIX A: CONTENTS OF THE ENCLOSED DVD DISC The enclosed DVD disc contains the following folders:

0. IFC CODE This folder contains files used in chapter 5.4. IFC data structure: 0.1. Column – HEB300 - ifc 0.2. Concrete slab -ifc

1. PRECAST LEDGE BEAM This folder contains the following files: LedgeBeam_21.0_ROBOT.db1 LEDGE_beam_21.1_TS.db1 TS_1_PRECAST_LEDGE_BEAM.db1 TS_3_TO_AXISVM_PRECAST_LEDGE_BEAM.db1 LEDGE_BEAM_TS_TO_ROBOT.rtd LEDGE_BEAM_AxisVM.axs LEDGE_BEAM_IFC_TO_AxisVM.axs LEDGE_BEAM_IFC_TO_Robot.rtd LEDGE_BEAM_REVIT_TO_IFC.ifc LEDGE _BEAM_REVIT_TO_ROBOT.rtd LEDGE_BEAM_REVIT_TO_ROBOT.rvt LEDGE_BEAM_TS_TO_IFC.ifc AxisVM_TO_IFC.ifc

2. STEEL PORTAL FRAME This folder contains the following files: 1_TS_PORTAL_FRAME_EXPORT.db1 PORTAL_FRAME_TS_21.0.db1 STEEl_PORTAL_FRAME_AxisVM_TS_21.1.db1 PORTAL_FRAME-AppendixD.sdi PORTAL_FRAME_IFC_TO_AxisVM.axs PORTAL_FRAME_REVIT.rvt PORTAL_FRAME_REVIT_ARSAP.rvt PORTAL_FRAME_REVIT_IFC_TO_ARSAP.rtd PORTAL_FRAME_REVIT_TO_ARSAP.rtd PORTAL_FRAME_REVIT_TO_IFC.ifc PORTAL_FRAME_TS_TO_ARSAP.rtd PORTAL_FRAME_TS_TO_CIS2_TO_ARSAP.rtd 87

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PORTAL_FRAME_TS_TO_CIS2_TO_REVIT.rvt PORTAL_FRAME_TS_TO_IFC.ifc

3. CONCRETE WALL This folder contains the following files: ARSAP-Analysis TS 20.1_TO_ARSAP.db1 TS_21.1_TO_AxisVM.db1 WALL_TANK_TS_21.0.db1 Concrete Wall in Simplebim.cube CONCRETE WALL_SOLIBRI_MODEL_CHECKER_IFC.smc CONCRETE WALL_TS_TO_IFC.ifc CONCRETE_WALL_AxisVM_IFC.axs CONCRETE_WALL_TS_TO_IFC.ifc CONCRETE_WALL_IFC_TS.rtd CONCRETE_WALL_REVIT.rvt CONCRETE_WALL_REVIT_TO_IFC.ifc CONCRETE_WALL_TS_TO_ARSAP.rtd CONCRETE_WALL_TS_TO_AxisVM_SQUARING.axs

4. PIPE RACK This folder contains the following files: PIPE_RACK_STATICAL_MODEL.db1 CIS2_TO_ARSAP.rtd CIS2_TO_REVIT2014.rvt IFC_REVIT2014.ifc PIPE_RACK_TS_TO_AxisVM.axs PIPE_RACK_IFC_SOLIBRI_MODEL_CHECKER.smc PIPE_RACK_TO_IFC.ifc PIPE_RACK_TS_TO_ARSAP.rtd PIPE_RACK_TS_TO_ARSAP_BY_IFC.rtd PIPE_RACK_TS_TO_AxisVM_BY_IFC.axs PIPE_RACK_TO_IFC.ifc PIPE_RACK_TS_TO_IFC_ALL.ifc REVIT2014.rvt REVIT2014_CIS2.stp REVIT2014_TO_CIS2.stp

5. HOUSE – ArchiCAD This folder contains the following files: RENDERED PHOTOS

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ArchiCAD_HOUSE_ALL.ifc HOUSE_ArchiCAD.pla IFC_HOUSE_STRUCTURAL.ifc IFC_HOUSE_STRUCTURAL.rtd

6. HOUSE - REVIT This folder contains the following files: REVIT_HOUSE.ifc REVIT_HOUSE.rvt

7. Appendix D – Portal Frame This folder contains spreadsheet made in Mathcad for portal frame. Appendix D – Portal Frame_CALCULATIONS.xmcd Appendix D-Portal Frame.xdoc

8. GRAPHIC This folder contains all graphic created especially for this master thesis. Many graphic was created in SketchUP, AutoCAD 2015, TS 21.1, ArchiCAD 18.

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Appendix

B

APPENDIX B: SOFTWARE USED IN THE THESIS 1. Software used to create 3D models a. Tekla© Structures version 20, 21.0 and 21.1 i. Export to Revit’ add-on applications b. Autodesk Revit© 2015, 2014, 2016 i. Export to Tekla’ add-on application ii. Export/Import to CIS2 add-on application c. ArchiCAD 18 2. Software used to analysis and calculations a. AxisVM 13_x64 b. Autodesk Robot Structural Analysis 2015,2016 c. Mathcad 15 (This software was used to perform calculation for steel portal frame) d. Soldis PROJEKTANT 8.5 3. Software used to create graphic: a. SketchUP b. Autodesk© AutoCAD 2015 c. Paint(This program was used to create simple changes on drawings) d. Jing (This program was used to create snapshots) e. Microsoft© PowerPoint 2013 4. IFC Model viewer a. Tekla© BIMsight b. BIM Vision c. Simplebim© d. Solibri Model Checker 5. Software used to create documentations a. Microsoft© Word 2013

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Appendix

C

APPENDIX C: CONCRETE BEAM

Figure C1. Precast ledge beam with loads

Strength parameters of structural materials Class of concrete: C30/37 According to Table E.1N of standards [S2.] Class of reinforcing steel: B500 and C ductility class Strength parameters of concrete: Characteristic compressive cylinder strength: 𝑓𝑐𝑘 = 30,0 MPa Value of concrete compressive strength: 𝑓𝑐𝑑 = 20,0 MPa 𝑓𝑐𝑘 30,00 (𝑓𝑐𝑑 = 𝛼𝑐𝑐 ∙ = 1,0 ∙ = 20 𝑀𝑃𝑎) 𝛾𝑐 1,5 Mean value of concrete cylinder compressive strength: 𝑓𝑐𝑚 = 38,0 𝑀𝑃𝑎 Mean value of axial tensile strength of concrete: 𝑓𝑐𝑡𝑚 = 2,9 𝑀𝑃𝑎 Characteristic value of tensile strength of concrete: 𝑓𝑐𝑡𝑘,0,05 = 2,0 𝑀𝑃𝑎 Design value of tensile strength of concrete: 𝑓𝑐𝑡𝑑 = 1,33 𝑀𝑃𝑎 𝑓𝑐𝑡𝑘,0,05 2,0 (𝑓𝑐𝑡𝑑 = 𝛼𝑐𝑐 ∙ = 1,0 ∙ = 1,33 𝑀𝑃𝑎) 𝛾𝑐 1,5 Secant modulus of elasticity of concrete: 𝐸𝑐𝑚 = 33 𝐺𝑃𝑎 Strength parameters of reinforcing steel: Characteristic yield strength of reinforcement: Design yield strength of reinforcement: 𝑓𝑦𝑘 500,0 ( 𝑓𝑦𝑑 = = = 435,0 𝑀𝑃𝑎) 𝛾𝑠 1,15 Value of modulus of elasticity of reinforcing steel:

𝑓𝑦𝑘 = 500,0 𝑀𝑃𝑎 𝑓𝑦𝑑 = 435,0 𝑀𝑃𝑎

𝐸𝑠 = 200 𝐺𝑃𝑎

Computational models of structural materia Reinforcing steel: horizontal top branch was assumed Concrete: perfectly rigid plastic model For assumed materials, basing on strain distribution, there were calculated: 𝜉𝑒𝑓𝑓,𝑙𝑖𝑚 , 𝜁𝑒𝑓𝑓,𝑙𝑖𝑚 and 𝐴0,𝑙𝑖𝑚 91

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𝜆∙𝑥 𝜀𝑐𝑢3 =𝜆∙ 𝑑 𝜀𝑐𝑢3 + 𝜀𝑦𝑑

𝜉𝑙𝑖𝑚 =

For𝑓𝑐𝑘 ≤ 50 𝑀𝑃𝑎; 𝜀𝑐𝑢3 = 0,0035 𝜀𝑦𝑑 =

𝑓𝑦𝑑 435 = = 0,002175 𝐸𝑠 200 000

𝜉𝑙𝑖𝑚 = 0,8 ∙

0,0035 = 0,4934 0,0035 + 0,002175

𝑧 = 1 − 0,5 ∙ 𝜉𝑙𝑖𝑚 = 1 − 0,5 ∙ 0,4934 = 0,7533 𝑑

𝜁𝑙𝑖𝑚 =

𝐴0,𝑙𝑖𝑚 = 𝜉𝑙𝑖𝑚 ∙ 𝜁𝑙𝑖𝑚 = 0,4934 ∙ 0,7533 = 0,372

CharacterPartial istic loads safety factor kN

Type of action

[

DEAD LOAD OVERALL DEAD LOADS [g] LIFE LOAD OVERALL LIFE LOADS [q] OVERALL 𝑀𝐸𝑑 = 𝑉𝐸𝑑 =

2 (𝑔 + 𝑞 ) ∗ 𝑙𝑒𝑓𝑓

8 (𝑔 + 𝑞 ) ∗ 𝑙𝑒𝑓𝑓 2

𝑚

]

𝛾𝑓

[

kN ] 𝑚

20,0

1,35

27,0

60,0 80,0

1,50

90,0 117,0

(27 + 90) ∗ 52 = 365,63 𝑘𝑁𝑚 8 (27 + 90) ∗ 5 = = 292,5 𝑘𝑁 2 =

Dimension to bending reinforcement The bending moment will be bear by the higher rectangular cross section. Minimum cover (Assumed diameter of reinforcing bars: 12 mm) 12 𝑚𝑚 𝑐𝑚𝑖𝑛 = 𝑚𝑎𝑥 {25 𝑚𝑚 = 25 𝑚𝑚 10 𝑚𝑚 𝑐𝑛𝑜𝑚 = 𝑐𝑚𝑖𝑛 + Δ𝑐𝑑𝑒𝑣 = 25 + 5 = 30 𝑚𝑚 Minimum distance between single bars: 𝑘1 ∗ 𝛷𝑚𝑎𝑥 1 ∗ 12 12 𝑆𝑙,𝑚𝑖𝑛 = { 𝑑𝑔 + 𝑘2 = 𝑚𝑎𝑥 {16 + 5 = 𝑚𝑎𝑥 {21 = 21 𝑚𝑚 20 20 20 𝑚𝑚 1 1 a1 = cnom + ϕ𝑠𝑡 + ϕ = 30 + 8 + ∗ 12 = 44 mm 2 2 1 1 a2 = cnom + ϕ𝑠𝑡𝑟𝑧 + ϕ + s + ϕ = 30 + 8 + 12 + 21 + ∙ 12 = 77 mm 2 2 Effective height of cross section with two rows of bars: 𝑑2 = ℎ𝑓 − 𝑎2 = 0,58 − 0,077 = 0,503 𝑚

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BIM modelling for structural analysis

Minimum area of cross section of longitudinal reinforcement: 𝑓𝑐𝑡𝑚 2,9 0,26 ∗ 𝑓𝑦𝑘 ∗ 𝑏𝑤 ∗ 𝑑2 0,26 ∗ 500 ∗ 38 ∗ 50,3 2,88 𝑐𝑚2 𝐴𝑠,𝑚𝑖𝑛 = 𝑚𝑎𝑥 { = 𝑚𝑎𝑥 { = 𝑚𝑎𝑥 { 2,49 𝑐𝑚2 0,0013 ∗ 38 ∗ 50,3 0,0013 ∗ 𝑏𝑤 ∗ 𝑑2 𝐴𝑠,𝑚𝑖𝑛 = 2,88 𝑐𝑚2 Maximum area of cross section of longitudinal reinforcement: 𝐴𝑠,𝑚𝑎𝑥 = 0,04 ∗ 𝐴𝑐 = 0,04 ∗ 38 ∗ 58 = 88,16 𝑐𝑚2 𝑀𝐸𝑑 365,63 ∙ 10−3 𝐴0 = = = 0,19 𝑓𝑐𝑑 ∙ 𝑏 ∙ 𝑑 2 20,0 ∙ 0,38 ∙ 0,5032 𝐴0 = 0,19 ≤ 𝐴0,𝑙𝑖𝑚 = 0,372 Single reinforced cross-section 𝜁𝑒𝑓𝑓 = 0,5 ∙ (1 + √1 − 2 ∙ 𝐴0 ) = 0,5 ∙ (1 + √1 − 2 ∙ 0,19) = 0,89 𝑀𝐸𝑑 365,63 ∙ 10−3 𝐴𝑠,𝑟𝑒𝑞 = = = 0,0019𝑚2 = 19 𝑐𝑚2 𝜁𝑒𝑓𝑓 ∙ 𝑓𝑦𝑑 ∙ 𝑑 0,89 ∙ 435 ∙ 0,503 Adopted: 𝜙12 − 18 𝑝𝑖𝑒𝑐𝑒𝑠 (𝐴𝑠1,𝑝𝑟𝑜𝑣 = 20,36 𝑐𝑚2 ) 𝐴𝑠,𝑚𝑖𝑛 = 2,88 𝑐𝑚2 < 𝐴𝑠1,𝑝𝑟𝑜𝑣 = 20,36 𝑐𝑚2 < 𝐴𝑠,𝑚𝑎𝑥 = 88,16 𝑐𝑚2

Dimensioning to shear reinforcement t 0,4 ∗ VEd = VA − (g + q) ∗ (d + ) = 292,5 − 117 ∗ (0,503 + ) = 210,25 kN 2 2 Calculation of VRd,c(6.2.1 PN-EN 1992-1-1) 0,18 0,18 CRd,c = = = 0,12 γc 1,5 200 200 1,631 k = min {1 + √ d = min {1 + √503 = min { = 1,63 2,0 2,0 2,0 Adopted longitudinal reinforcement: 10𝜙16 (Asl = 20,12 cm2 ) Asl 20,36 0,011 { ρ1 = min bw ∗ d = min {38 ∗ 50,3 = min { = 0,011 0,02 0,02 0,02 k1 = 0,15 and σcp = 3

NEd Ac

kN

for NEd = 0 kN, so σcp = 0 m2 3

Vmin = 0,035 ∗ k 2 ∗ √fck = 0,035 ∗ 1,632 ∗ √30 = 0,40 1

VRd,c = max {

(CRd,c ∗ k ∗ (100 ∗ ρ1 ∗ fck )3 + k1 ∗ σcp ) ∗ bw ∗ d (Vmin + k1 ∗ σcp ) ∗ bw ∗ d 1

119920 N VRd,c = max {0,12 ∗ 1,63 ∗ (100 ∗ 0,011 ∗ 30)3 ∗ 380 ∗ 503 = max { = 120 kN 76456 N 0,4 ∗ 380 ∗ 503 ∗ VEd = 210,25 kN > VRd,c = 120 kN  Required shear reinforcements bars Calculation of VRd,max (6.9 PN-EN 1992-1-1) αcw = 1,0 (6.2.3(3) PN-EN 1992-1-1) z = 0,9 ∙ d = 0,9 ∙ 503 = 452,7 mm fck 30 v = 0,6 ∙ (1 − ) = 0,6 ∙ (1 − ) = 0,528 250 250 cot θ = 2,0 (⇒ tan θ = 0,5) And 1,0 ≤ cot θ ≤ 2,0 93

Fleming Wojciech

VRd,max =

BIM modelling for structural analysis

αcw ∙ bw ∙ z ∙ 𝑣 ∙ fcd 1 ∙ 380 ∙ 452,7 ∙ 0,528 ∙ 20 = = 7,2664 ∙ 105 N = 727 kN cot θ + tan θ 2 + 0,5

VEd = 292,5 kN ≤ VRd,max = 727 kN

 The condition is met.

Calculation of shearing reinforcement The length of the shear VEd − (g + q) ∙ lw = VRd,c lw =

VEd − VRd,c 292,5 − 120 = = 1,47 m g+q 117

Bearing capacity of stirrups: (6.8 PN-EN 1992-1-1): Asw VRd,s = ∙ z ∙ fywd ∙ cot θ s Asw s≤ ∙ z ∙ fywd ∙ cot θ VRd,s Diameter of shear stirrups: π ∙ ϕ2st π ∙ 0,82 Asw = = = 0,5 cm2 = 0,5 ∙ 10−4 m2 4 4

Figure C2. The length of the shear

∗ VRd,s = VEd = 210,25 kN

0,5 ∙ 10−4 ∙ 0,4527 ∙ 435 ∙ 103 ∙ 2,0 = 0,09 m 210,25 sl,max = 0,75d = 0,75 ∗ 0,503 = 0,377 m s = 0,18 m ≤ sl,max = 0,377m Ultimate stirrups spacing: s = 0,09 m f 0,5 300,5 ρw,min = 0,08 ∙ ck = 0,08 ∙ = 0,00088 fyk 500 s=

The amount of shear reinforcement: A 0,5 ρw = s∙bsw = 9 ∙38 = 0,00146 ≥ ρw,min = 0,00088 w

 The condition is met

CHECK: 𝑉𝑅𝑑,𝑠 =

𝐴𝑠𝑤 0,5 ∙ 10−4 ∙ 𝑧 ∙ 𝑓𝑦𝑤𝑑 ∙ cot 𝜃 = ∙ 0,4527 ∙ 435 ∙ 103 ∙ 2 = 218,81 kN 𝑠 0,09

∗ 𝑉𝐸𝑑 = 210,25 kN ≤ 𝑉𝑅𝑑,𝑠 = 218,81 kN

 The condition is met

Behavior in SLS (cracking, deflection) Effective modulus of elasticity of concrete 𝐸𝑐𝑚 = 33 𝐺𝑃𝑎 − Secant modulus of elasticity of concrete 𝐴𝑐 = 𝑏 ∙ ℎ𝑓 = 0,38 ∙ 0,58 = 0,22 𝑚2 − Cross-section area 𝑢 = 2 ∙ 𝑏 + 2 ∙ ℎ𝑓 = 2 ∙ 0,38 + 2 ∙ 0,58 = 1,92 𝑚 − Perimeter of the member ℎ0 =

2𝐴𝑐 𝑢

=

2∙0,22 1,92

= 0,23 𝑚 = 230 𝑚𝑚 – National size of the member

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BIM modelling for structural analysis

𝑓𝑐𝑚 = 38𝑀𝑃𝑎 𝑡0 = 28 𝑑𝑛𝑖 𝑓𝑜𝑟 𝑐𝑒𝑚𝑒𝑛𝑡 𝑁 (𝑎𝑐𝑐𝑜𝑟𝑑𝑖𝑛𝑔 𝑡𝑜 𝑓𝑖𝑔𝑢𝑟𝑒 3.1𝑎[2]) 𝑅𝐻 = 50% { ℎ0 = 0,23 𝑚

Figure C3. Effective modulus of elasticity

𝜑(∞, 𝑡0 ) = 2,35 𝐸𝑐𝑚 33 𝐸𝑐,𝑒𝑓𝑓 = 1+𝜑(∞,𝑡 = 1+2,35 = 9,85 𝐺𝑃𝑎 )

𝐸𝑐,𝑒𝑓𝑓 𝐸𝑐𝑚

0

=

9,85 33

∙ 100% = 𝟐𝟗, 𝟖%

Geometric characteristics Effective modulator ratio 𝐸𝑠 200 𝛼𝑒 = = = 20,3 𝐸𝑐,𝑒𝑓𝑓 9,85 Concrete cross section 𝐼𝑐 = 𝑊𝑐 =

𝑏∙ℎ 3 12

=

0,38∙0,583 12

= 6,18 ∙ 10−3 𝑚4

𝑏 ∙ ℎ𝑓2 0,38 ∙ 0,582 = = 0,012 𝑚3 6 6

Reinforced concrete cross section UNCRACKED CROSS-SECTION 𝐴𝐼 = ℎ𝑓 ∙ 𝑏 + 𝛼𝑒 ∙ (𝐴𝑠1 + 𝐴𝑠2 ) = 0,58 ∙ 0,38 + 20,3 ∙ 20,36 ∙ 10−4 = 0,262 𝑚2 ℎ𝑓 𝑆𝐼 = 𝑏 ∙ ℎ𝑓 ∙ + 𝛼𝑒 ∙ (𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2 ) 2 0,58 𝑆𝐼 = 0,38 ∙ 0,58 ∙ + 20,3 ∙ 20,36 ∙ 0,503 ∙ 10−4 = 0,085 𝑚3 2 𝑆𝐼 0,085 𝑥𝐼 = = = 0,324 𝑚 < ℎ𝑓 = 0,58𝑚 𝐴𝐼 0,262 𝑏 ∙ ℎ𝑓 3 2 𝐼𝐼 = + 𝑏 ∙ ℎ𝑓 ∙ (0,5 ∙ ℎ𝑓 − 𝑥𝐼 ) + 𝛼𝑒 ∙ [𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼 )2 + 𝐴𝑠2 ∙ (𝑥𝐼 − 𝑎2 )2 ] 12 2 0,38 ∙ 0,583 1 𝐼𝐼 = + 0,2204 ∙ ( ∙ 0,58 − 0,324) + 20,3 ∙ 20,36 ∙ 10−4 ∙ (0,503 − 0,324)2 12 2 𝐼𝐼 = 0,00776 𝑚4 = 7,76 ∙ 10−3 𝑚4 𝑆𝐼 = 𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼 ) = 20,36 ∙ 10−4 ∙ (0,503 − 0,324) = 3,64 ∙ 10−4 𝑚3 CRACKED CROSS-SECTION 𝑥 ∑ 𝑆 = 0  𝑏 ∙ 𝑥𝐼𝐼 ∙ 𝐼𝐼 − 𝛼𝑒 ∙ 𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼𝐼 ) + 𝛼𝑒 ∙ 𝐴𝑠2 ∙ (𝑥𝐼𝐼 − 𝑎2 ) = 0 2

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𝑥𝐼𝐼2 + 𝑥𝐼𝐼 ∙

BIM modelling for structural analysis

2 ∙ 𝛼𝑒 ∙ (𝐴𝑠1 + 𝐴𝑠2 ) 2 ∙ 𝛼𝑒 (𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2 ) = 0 − 𝑏 𝑏

𝛼𝑒 ∙ (𝐴𝑠1 + 𝐴𝑠2 ) 𝛼𝑒 ∙ 𝐴𝑠1 + 𝐴𝑠2 2 2 ∙ 𝛼𝑒 √ (𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2 ) 𝑥𝐼𝐼 = − + ( ) + 𝑏 𝑏 𝑏 𝑥𝐼𝐼 = −

20,3 ∙ 20,36 ∙ 10−4 + 0,38 2

+√(

20,3 ∙ 20,36 ∙ 10−4 2 ∙ 20,3 ) + ∙ 20,36 ∙ 0,503 ∙ 10−4 = 0,239 0,38 0,38

𝑥𝐼𝐼 = 0,239 𝑚 < ℎ𝑓 = 0,58 𝑚 𝑏 ∙ 𝑥𝐼𝐼3 𝑥𝐼𝐼 2 𝐼𝐼𝐼 = + 𝑏 ∙ 𝑥𝐼𝐼 ∙ ( ) + 𝛼𝑒 ∙ [𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼𝐼 )2 + 𝐴𝑠2 ∙ (𝑥𝐼𝐼 − 𝑎2 )2 ] 12 2 0,38 ∙ 0,239 3 0,239 2 𝐼𝐼𝐼 = + 0,38 ∙ 0,239 ∙ ( ) + 20,3 ∙ 20,36 ∙ 10−4 ∙ (0,503 − 0,239 )2 12 2 𝐼𝐼𝐼 = 4,61 ∙ 10−3 𝑚4 𝑆𝐼𝐼 = 𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼𝐼 ) = 20,36 ∙ 10−4 ∙ (0,503 − 0,239) = 5,38 ∙ 10−4 𝑚3 CHECK: 𝑥𝐼𝐼 = 0,239 𝑚 < 𝑥𝐼 = 0,324 𝑚  Condition is met 𝐼𝐼𝐼 = 4,61 ∙ 10−3 𝑚4 < 𝐼𝐼 = 7,76 ∙ 10−3 𝑚4  Condition is met Deflection checking If the span/effective depth ratio is met the condition: leff l l ≤( ) = δ1 ∙ δ2 ∙ δ3 ∙ ( ) d d lim,eff d lim It isn’t necessary to calculate the deflections explicitly. δ1 − Coefficient for other steel stress levels δ2 − Coefficient for flanged section where the ratio of the flange breadth to the rib breadth exceeds 3 δ3 − Coefficient for parts which suport partitions liable to be damaged by excessive deflections 3/2 ρ0 ρ0 K ∙ [11 + 1,5 ∙ √fck ∙ + 3,2 ∙ √fck ∙ ( − 1) ] for ρ ≤ ρ0 ρ ρ l ( ) = d lim ρ0 1 ρ′ K ∙ [11 + 1,5 ∙ √fck ∙ + ∙ √f ∙ ] for ρ > ρ0 ck ρ − ρ′ 12 ρ { ρ0 − Reference reinforcement ratio; ρ0 = √fck ∙ 10−3 = √30 ∙ 10−3 = 0,00548 ρ − Required tension reinforcement ratio at mid-span to resist the moment due to the design loads As1 20,36 ρ= = = 0,0107 > ρ0 = 0,00548 bw ∙ d 38 ∙ 50,3 ρ′ = 0 − Required compression reinforcement ratio at mid-span to resist the moment due to the design loads K = 0,8 – For simply supported beam l ρ0 0,00548 ( ) = K ∙ [11 + 1,5 ∙ √fck ∙ ] = 0,8 ∙ [11 + 1,5 ∙ ∙ ] = 12,17 √30 d lim ρ − ρ′ 0,0107 96

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BIM modelling for structural analysis

Coefficients modified limit slenderness: δ1 = leff d

=

500∙As,prov fyk∙ As,req 5,0 0,503

=

500∙20,36 500∙19

= 1,072, δ2 = 1,0; δ3 = 1,0

l

= 9,94 ≤ ( )

d lim,eff

= 1,072 ∙ 1,0 ∙ 1,0 ∙ 12,17 = 13,05  The condition is met

It is not necessary to carry out direct calculation Cracks checking 𝒇𝒄𝒕,𝒆𝒇𝒇 𝒌𝒄 ∙ 𝒉𝒄𝒓 ∙ 𝟐, 𝟗 𝟐 ∙ (𝒉 − 𝒅) Section immediately prior to cracking an the change to the lever arm for bending 𝑘𝑐 = 0,4 𝑓𝑐𝑡,𝑒𝑓𝑓 = 𝑓𝑐𝑡𝑚 = 2,9 𝑀𝑃𝑎 𝑘𝑐 = 0,4 ℎ𝑐𝑟 = 0,5 ∙ ℎ𝑓 = 0,5 ∙ 0,58 = 0,29 𝑚 ∗ ∅𝑠 − According to table 7.2N [S2.] 𝜎𝑠 𝜎𝑐 𝐸𝑠 𝑀𝐸𝑑 𝜀𝑠 = 𝜀𝑐 ⇒ = ⇒ 𝜎𝑠 = ∙ 𝜎𝑐 = 𝛼𝑒 ∙ 𝜎𝑐 ⇒ 𝜎𝑠 = 𝛼𝑒 ∙ ∙ (𝑑 − 𝑥𝐼𝐼 ) 𝐸𝑠 𝐸𝑐𝑚 𝐸𝑐,𝑒𝑓𝑓 𝐼𝐼𝐼 ∅ ≤ ∅𝒔 = ∅∗𝒔 ∙

𝜎𝑠 = 20,3 ∙

365,63 ∙ 103 ∙ (0,503 − 0,239) = 4,25051 ∗ 108 𝑃𝑎 = 425 𝑀𝑃𝑎 4,61 ∙ 10−3

𝑤 = 0,3 𝑚𝑚 For { 𝑘 according to table 7.2N] → 𝜙𝑠∗ = 5 𝑚𝑚 𝜎𝑠 = 425 𝑀𝑃𝑎 2,9 0,4 ∙ 0,29 ∅ = 16 𝑚𝑚 > ∅𝑠 = 5 ∙ ∙ = 3,77 𝑚𝑚 2,9 2 ∙ (0,58 − 0,503) It is necessary to carry out direct calculations Control of cracking by direct calculation The cracking moment: 𝑀𝑐𝑟 = 𝑓𝑐𝑡𝑚 ∙ 𝑊𝑐 = 2,9 ∙ 0,012 = 0,0348 𝑀𝑁𝑚 = 34,8 𝑘𝑁𝑚 𝑀𝐸𝑑 = 365,63 > 𝑀𝑐𝑟 = 34,8 𝑘𝑁𝑚, The cross-section is cracked Calculation of crack width

Figure C4. Member in bending

2,5 ∙ (ℎ − 𝑑) 2,5 ∙ (0,58 − 0,503) 0,1925 𝑚 ℎ𝑐,𝑒𝑓𝑓 = 𝑚𝑖𝑛 { ℎ − 𝑥𝐼𝐼 = 𝑚𝑖𝑛 { 0,58 − 0,239 = 𝑚𝑖𝑛 { = 0,114𝑚 0,114 𝑚 3 3 𝐴𝑐,𝑒𝑓𝑓 = 𝑏 ∙ ℎ𝑐,𝑒𝑓𝑓 =0,38 ∙ 0,114 = 0,043 𝑚2 𝐴𝑝 = 0 𝑐𝑚2 ;𝐴𝑠 = 20,36 𝑐𝑚2 ; 𝜉1 = 0; 𝜌𝑝,𝑒𝑓𝑓 − effective reinforcement ratio 𝐴𝑠 +𝜉1 ∙ 𝐴𝑝 20,36 ∙ 10−4 𝜌𝑝,𝑒𝑓𝑓 = = = 0,047 𝐴𝑐,𝑒𝑓𝑓 0,043 𝜀𝑠𝑚 − Mean strain in the reinforcement, 𝜀𝑐𝑚 − average strain concrete between cracks 97

Fleming Wojciech

BIM modelling for structural analysis

𝑓𝑐𝑡,𝑒𝑓𝑓 𝜎𝑠 − 𝑘𝑡 ∙ 𝜌 ∙ (1 + 𝛼𝑒 ∙ 𝜌𝑝,𝑒𝑓𝑓 ) 𝑝,𝑒𝑓𝑓

𝜀𝑠𝑚 − 𝜀𝑐𝑚 = 𝑚𝑎𝑥

𝐸𝑠 (1 − 𝑘 𝑡 ) ∙

{

𝜎𝑠 𝐸𝑠

𝜎𝑠 = 425 𝑀𝑃𝑎 𝑘𝑡 = 0,4 𝑓𝑐𝑡,𝑒𝑓𝑓 = 𝑓𝑐𝑡𝑚 = 2,9 𝑀𝑃𝑎 2,9 425 − 0,4 ∙ 0,047 ∙ (1 + 20,3 ∙ 0,047) 𝜀𝑠𝑚 − 𝜀𝑐𝑚 = 𝑚𝑎𝑥 𝜀𝑠𝑚 − 𝜀𝑐𝑚

{ = 1,884 ∙ 10−3

200 ∙ 103 425 (1 − 0,4) ∙ 200 ∙ 103

1,884 ∙ 10−3 = 𝑚𝑎𝑥 { 1,275 ∙ 10−3

𝜙 , 𝑑𝑙𝑎 𝑎 ≤ 5 ∙ (𝑐 + ) 𝜌𝑝,𝑒𝑓𝑓 2 𝑆𝑟,𝑚𝑎𝑥 = 𝜙 1,3 ∙ (ℎ − 𝑥 ), 𝑑𝑙𝑎 𝑎 > 5 ∙ (𝑐 + ) { 2 𝜙 0,012 𝑐 = 𝑐𝑛𝑜𝑚 = 0,03 𝑚, 𝑎 = 0,077 𝑚 → 𝑎 < 5 ∙ (𝑐 + ) = 5 ∙ (0,03 + ) = 0,18 𝑚 2 2 𝑘1 − Coefficient which takes account of the bond properties of the bonded reinforcement 𝑘1 = 0,8 – For high bond bars 𝑘2 = 0,5 – For bending (coefficient which takes account of the distribution of strain) 𝑘3 = 3,4; 𝑘4 = 0,425 𝜙 𝑠𝑟,𝑚𝑎𝑥 = 𝑘3 ∙ 𝑐 + 𝑘1 ∙ 𝑘2 ∙ 𝑘4 ∙ 𝜌𝑝,𝑒𝑓𝑓 0,012 𝑠𝑟,𝑚𝑎𝑥 = 3,4 ∙ 0,03 + 0,8 ∙ 0,5 ∙ 0,425 ∙ = 0,145 𝑚 = 145 𝑚𝑚 0,047 𝑤𝑘 = 𝑠𝑟,𝑚𝑎𝑥 ∙ (𝜀𝑠𝑚 − 𝜀𝑐𝑚 ) (According to 7.8) 𝑘3 ∙ 𝑐 + 𝑘1 ∙ 𝑘2 ∙ 𝑘4 ∙

𝜙

𝑤𝑘 = 145 ∙ 1,884 ∙ 10−3 = 𝟎, 𝟐𝟕𝟑 𝒎𝒎 ≤ 𝒘𝒎𝒂𝒙 = 𝟎, 𝟑 𝒎𝒎  The condition is met

Dimensioning of the notched ends Ledge beam is working as a cantilever beam with length of 200 mm+77 mm=277mm. That cantilever beam is load with uniform loads117

kN m

. I assumed that I will calculate reinforce-

ment per 1m, so we can transform that uniform load for force 117kN and consider reinforcement per 1m.

Figure C5. Cross section of ledge beam [cm]

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Fleming Wojciech

BIM modelling for structural analysis

NEd = 117 kN MEd = −32,41 kN 1 1 a1 = cnom + ϕst + ϕ = 30 + 8 + ∗ 12 = 44 2 2 d = h − a1 = 0,3 − 0,044 = 0,256 m MEd 32,41 ∙ 10−3 A0 = = = 0,0247 fcd ∙ b ∙ d2 20,0 ∙ 1,0 ∙ 0,2562 A0 = 0,0247 ≤ A0,lim = 0,372 ζeff = 0,5 ∙ (1 + √1 − 2 ∙ A0 ) = 0,5 ∙ (1 + √1 − 2 ∙ 0,0247) = 0,9875 MEd 32,41 ∙ 10−3 As,req = = = 0,00029472 m2 = 2,95 cm2 ζeff ∙ fyd ∙ d 0,9875 ∙ 435 ∙ 0,256 As,min = max {

0,26 ∗

fctm fyk

∗ bw ∗ d

= max {

2,9

3,86 cm2 = max { 3,33 cm2 0,0013 ∗ 100 ∗ 25,6

0,26 ∗

500

∗ 100 ∗ 25,6

0,0013 ∗ bw ∗ d As,min = 3,86 cm2 Reinforcement: ϕ12 − 4 pieces (As1,prov = 4,52cm2 ) As,min = 3,86 cm2 < As1,prov = 4,52 cm2 Additional reinforcement In that case there is also demanded additional reinforcement in higher part, to up lift load from ledge. NEd = 117 kN NEd NEd 117 kN σ= →A= = = 2,69 cm2 kN A fyd 43,5 2 cm Adopted the follow reinforcement bars: ϕ12 − 4 pieces (As1,prov = 4,52cm2 )

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BIM modelling for structural analysis

Appendix APPENDIX D: STEEL PORTAL FRAME 1. Design data 1.1. Design assumption The width of a hall: d  23  2  0.2  23.4 m The height of a hall: h  10  0.3  10.3 m The slope of a roof:   21.8degree (40%)   cos 

21.8   

  0.928 rad  180 

Figure D.1. Portal frame

2. Loads

Figure D.2. Scheme of loads

100

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Fleming Wojciech

BIM modelling for structural analysis

3. Calculations Calculations were made using a SOLDIS Designer and Mathcad software. Figure D.3. Bending moment diagram

Figure D.4. Shear force diagram

Figure D.5. Axial force diagram

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Fleming Wojciech

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SLS - serviceability limit state: The maximum deflection of the rafter. Vertical displacement in bar number 2 is equal to 6.7 cm and is smaller than the limit value. L  2300cm 3

L



H



2.3  10

 9.2 cm 250 250 The maximum horizontal displacement occurred in the bar number 4. The displacement is equal to 2.7 cm and is smaller than the limit value. H  540 cm

150

540 150

 3.6 cm

4. Column - Cross section

Figure D6. HEB400, source: http://www.staticstools.eu/ DATA: Steel S235JR (PN-EN 1993-1-1 point 3.2.6) fy  235 MPa E  210000N/mm2

N/mm G  81000

2

The geometry characteristic: Area of cross section:

A c  198cm2

Moment of inertia with respect to y-y:

Iyc  57700cm

Moment of inertia with respect to z-z:

Izc  10800cm

Torsional moment of inertia:

IT c  360cm

Fragmentary moment of inertia:

Iwc  3820000cm6

Elastic modulus with respect to y axis:

W elyc  2880cm3

Plastic modulus with respect to y axis:

W plyc  3240cm

102

4

4

4

3

Fleming Wojciech

BIM modelling for structural analysis

d c  298mm, t wc  13.5mm, rc  27mm, b c  300mm,

t fc  24mm, h wc  352mm, h c  400mm,

Check the load capacity: Column - bar number 0, My6  543.585kNm, Mmax  My6 Axial force: N6  235.623 kN, N7  243.856kN Transversal force: V6  92.564kN, V7  108.764kN and Vmax  V7 Classification cross section (PN-EN 1993-1-1, Tab. 5.2): t fc  24 mm fy  235 MPa  

235 fy

235



235

1

c 298 Web compression: c  d c, t  t w c.,   22.074 <   33  33 t 13.5 b c  t wc  2  rc c 300  13.5  2  27    4.844 < 9    9 The compression flange: t 2  tfc 2  24 Web and flange belong to first class.





Compression (6.2.4) Load capacity of cross section under uniform compression for cross section class I:  M0  1.0 3

2

NcRd  A c 

10 fy  10  M0

3

2

 198 

10  235  10 1

3

 4.653 10 kN (6.10)

For doubly symmetrical I-sections allowance need not be made for the effect of the axial force on the plastic resistance moment about the y-y axis when the following criteria are satisfied: 3

N7  243.856 kN < 0.25  NcRd  1.163 10 kN (6.33) 3

N7  243.856 kN < 0.5  hwc  twc 

fy  10

3

 0.5  352  13.5 

 M0

235  10 1

 558.36 kN (6.34)

So we can skip the impact of axial force on the plastic capacity under bending. (6.2.9.1(4))

Bending (6.2.5) Calculation capacity of cross section under one-direction bending for cross section class I fy 3 235 5 M cRd  W plyc   3.24  10   7.614 10 kNmm, (6.13)  M0 1 McRd 

McRd 1000

5



7.614 10 3

 761.4 kNm

1  10 Crucial condition for cross section under bending moment: M max 543.585   0.714   h wc   47.52 cm2 100 100 100

A vc

In the absence of torsion the design plastic shear resistance is given by (PN-EN 1993-1-1 (6.2.6(2)) :  fy  235

   3  10 3  70.2  102  VcRd  A vc  10   108.764



VcRd

 10

1

M0

Vmax

3

3

2

 952.455 kN

 0.114 1.2 so we choose curve a (Tab. 6.2)

Imperfection factor for buckling curves:   0.21(Tab. 6.1)

1

y  

1



2

2

 0.631 2

2

  y 1.139 1.139  1.049 Buckling out of plane of the frame layout: Flexural buckling: Lcrz  4780mm 2

Ncrz 

4

  E  Izc  10 2

3

 10

2



5

4

4

  2.1  10  1.08  10  10

4.78 103

Lcrz

2

3

 10

3

 9.797 10 kN

Torsional buckling: So the critical length during torsion is equal to the buckling length out of plane, because we don't have any restraints, so LcrT  4780mm. 4

4

4

I0c  Iyc  Izc  5.77 10  1.08 10  6.85 10 cm4

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Fleming Wojciech

BIM modelling for structural analysis

2 6  4   E  Iwc  10  3  NcrT   G  ITc  10   10 4  2  I0c  10 LcrT   2 2 5 6 6  198  10 4 4   2.1  10  3.82  10  10    10 3  1.844 104 kN NcrT   8.1  10  360  10  4 4 2  6.85  10  10  3 4.78  10   2

A c  10



9

NcrT 

7.942 10  

2

6

1.155 10



6



4

 1.844 10 kN (SN001a PL-EU - access steel)

137

7.826 10 Buckling coefficient: in the cross section the shear centre coincides with the centre of gravity so NcrTF  NcrT (PN-EN 1993-1-1 Tab. 6.2, Tab 6.1 6.49)





Ncr  min NcrzNcrT

3

2

z 

A c  10  fy

3

 9.797 10  9.797 10 kN 2

198  10  235



3

3

Ncr  10

 0.689

3

9.797 10  10

Imperfection factor for buckling curves (according to z-z axis):   0.34   0.5  1     z  0.2   z   0.5  1  0.34  ( 0.689  0.2)  0.689  0.821   1 1 z    0.79 2 2 2 2     z 0.821  0.821  0.689





2

2

Lateral torsional buckling (6.3.2.3) During buckling column is restrained out of plane on the level of pad foundation and on the haunches level. LcrLT  4.78m, the chart of bending moment is triangular so   0, because in pad foundation M=0 and C1  1.77(SN003a PL-EU - Tab 3.1).

The coefficient of buckling length: k  1, kw  1, zg  0- distance between centre of shear and point where acting force. 2

M cr  C1 

  E  Izc 2

5

 10

LcrLT 2

Mcr  1.77 

5

Iwc

4

 10

Izc

2



5

 10

6

3.82 10



4

1.08 10

4.78  LT  hc bc

W plyc  fy 3

(3)

2

  E  Izc

4

  2.1  10  1.08 10

2

LcrLT  G  ITc

4

 10

2



4

4.78  8.1  10  360 2

5

3

4

 4.426 10 kNm

  2.1  10  1.08 10

3



Mcr  10

3.24  10  235 3

 0.415 (PN-EN 1993-1-1, 6.56)

Mcr  10

400

= 300 = 1,333 < 2, buckling curve - b (Tab.6.5)

Recommended for the selection of lateral buckling buckling curve b: LT  0.34 (Tab.6.3)  LT0  0.4,   0.75(6.3.2.3(1)) LT  0.5  1  LT   LT  LT0    LT   0.5  1  0.34  ( 0.415  0.4)  0.75  0.415  0.567 (6.57)   1 1  LT    0.994 2 2 2 2 LT  LT     LT 0.567 0.567  0.75  0.415





2

2

105

Fleming Wojciech

BIM modelling for structural analysis

 LT  0.994  0.994 <  LT  1.0Column is not exposed to lateral-torsional buckling

Member capacity under simultaneously compression and one-way bending: Interaction factors for interaction according to Annex B, table B.1: Cmy  0.9 (Tab.B.3) ,  M1  1



 239.739   0.962   0.9  1  ( 1.049  0.2)  NcRd  3   4.653 10  y  0.631       M1 1   NEd   239.739   0.959   0.9   1  0.8  kyy2  Cmy   1  0.8  NcRd  3   4.653 10  y  0.631      M1  1  





kyy1  Cmy  1   y  0.2 

NEd

kyy1 kyy2  0.959

kyy  min kzy  0.6  NEd y 

NcRd

 kyy 

NcRd

Mmax  LT 

 M1

NEd z 

kyy  0.575  0.575

 kzy 

 M1

McRd

 LT 

McRd  M1

3

0.631

 M1

Mmax

239.739



4.653 10

3

0.79 

543.585 0.994

761.4

4.653 10 1

The conditions for column have been met.

5. RAFTER: RAFTER - HEA450 - CROSS SECTION Figure D7. HEA450, source: http://www.staticstools.eu/

106

 0.575

543.585 0.994

 0.77 FjEd  108.764 kN

The condition was met.

Check the capacity of the welds in the connect between the column with the base plate: I take into account the full contact between the columns with the base plate. I dimensioning the weld on the 25% of force attempt between column and base plate: NjEd  0.25  NjEd explicitALL  0.25  243.856 60.964 kN I take the fillet weld with the thickens: a  5 mm, the perimeter around the HEB400: l  1461.65mm The stresses in the weld: NjEd  1000

 

al

 





2

3

60.964 1  10



 8.342 N/mm2 (4.5.3.2)

3

5  1.462 10

 

8.342

 5.899 N/mm2 and    

2

 

  5.899 N/mm2 < 0.9 

fub

 0.9 

 M2

360 1.25

 259.2 N/mm2

Assumed that the shear force take the welds only along the web: 3

 

 II 

FjEd  10

2  a  dc

3



108.764 10 2  5  298

  3       II     2

2

2

 36.498 N/mm2, ,  w  0.8 2





2

2

5.899  3  5.899  36.498  64.308 N/mm2

fub 360 2 2 2   360 N/mm2 (4.1)   3       II  <    w   M2 0.8  1.25

The capacity is fulfil.

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BIM modelling for structural analysis

7.2 The connection rafters in the apex:

Figure D11. Ridge details

Data: Rafter - HEA450, screw M24, class 10.9: d  24mm, A s  353mm2, d m  38.8mm thb  15 mm, tnb  19 mm, tw a  4 mm. fyb  900 MPa, fub  1000MPa The frontal plate – no stiffened: tp  24 mm, w  150 mm, e  75 mm, b ep  300 mm ex  40 mm, d 1  100 mm, d 2  140 mm, d3  90 mm, ep  40mm, p  410m, h 1  505. 6mm, h 2  365.6mm, The category of connection: E, steelS235, fy  235 MPa, fu  360MPa (t   0.3, ks  1.0,  M3  1.25, n  1 1000 Design slip resistance :(3.6) ks  n   1  0.3 FsRd   FpC   247.1  59.304 kN  M3 1.25 The capacity condition: VEd  40.017 kN < 4  FsRd  237.216 kN

The condition was meet. Rotational stiffness of node: Provided that the axial force NEdin the connected member does not exceed 5% of the design resistance NplRd of its cross-section, the rotational stiffness Sj of a beam to column joint or beam splice for a moment Mjd less than the design moment resistance M.jRd of the joint, may be obtained with the sufficient accuracy from: (6.27) 2

Sj =

Ez  

 

 ki 1



i

Figure D14. Mechanical model of connection The effective stiffness coefficient: The first row of bolts: - The end-plate in bending leff  min leffcpleffnc  min( 305.109150)  150 mm, m  mx  49.373 mm Bending the end-plate



k5 



0.9  leff  tp 3

3

3



0.9  150  24 3

 15.506 mm Tab. 6.11

m 49.373 Single bolt row in tension - tension bolt: tnb  thb 19  15 Lb  2  tp  2  twa   2  24  2  4   73 mm 2 2 1.6  A s 1.6  353 k10    7.737 mm Lb 73

123

Fleming Wojciech

BIM modelling for structural analysis

Figure D15. Lb length The effective stiffness coefficient keff1 1-row of bolts 1 1 keff1    3.873 mm (6.30) 1 1 1 1 1 1     k5 k10 k5 15.506 7.737 15.506 The second row of bolts :( end-plate in bending) m

w  t wb  2  0.8 

2  aw



2

150  11.5  2  0.8 

2 6

2

 62.462 mm

leffcp  2    m  2    62.462  392.459 mm leff  leffcp  392.459 mm,

End plate in bending (for a single bolt-row in tension) k5 

0.9  leff  tp

3

3



0.9  392.459 24

 20.037 mm (Tab. 6.11) 3 3 m 62.462 Bolts in tension (for a single bolt row in tension): like in row 1 1.6  A s 1.6  353 k10    7.737 mm Lb 73

The effective stiffness coefficient keff2 2-row of bolts 1 1 keff2    4.366 mm (6.30) 1 1 1 1 1 1     k5 k10 k5 20.037 7.737 20.037 The replacement coefficient of stiffness, the equivalent lever arm z eq should be determined: 2

zeq 

2

keff1  h1  keff2  h2

2



2

3.873 505.6  4.366 365.6

 442.728 mm (6.31) keff1  h1  keff2  h2 3.873 505.6 4.366 365.6 The single equivalent stiffness coefficient: keff1  h 1  keff2  h 2 3.873  505.6  4.366  365.6 keq    8.027 mm (6.29) zeq 442.728

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Fleming Wojciech

BIM modelling for structural analysis

The rotational stiffness: Sjini 

s jini 

E  zeq

2

5



2

2.1  10  442.728

1

1

keq

8.027

Sjini 6

11

 3.304 10

Nmm/rad (6.27, Tab. 6.10)

5

 3.304 10 kNm/rad

10 Classification boundaries: according to 5.2.2.5(1) kb  25,

Lb  12170mm- is the span of a be7am (centre to centre of columns), Ib- The second moment of area of a beam Lc  4780mm - is the storey height of a column 2

11

Sjini  3.304 10

Kb 

Lb

4



Kb Kc

Iyc  10 Lc

4

6.37  10  10 4

5



4



4

5.77 10  10 3

4

2

25  2.1  10  6.37  10  10 4

1.217 10 4

 5.234 10 mm3

1.217 10 4

Kc 

kNm/rad >

Lb

4

Iyb  10

kb  E  Iyb  10

5

 1.207 10 mm3

4.78 10

 0.434 >0.1 - the joints should be classified as rigid.

7.3. The connection of rafter in eaves zine with the column:

Figure D16. Eaves - detail

125

5  2.748 10 kN*m/rad

Fleming Wojciech

BIM modelling for structural analysis

Data: Rafter HEA 450, Column HEB 400, Screws: M24 class 10.9 d  24mm, A s  353mm2, d m  38.8mm, fyb  900MPa, fub  1000MPa The end-plate(non-rigid): tp  25mm, w  150mm, e  75mm, b ep  300mm , ex  40mm, d1  90mm, d 2  135mm, d 3  130mm, d4  90mm, d 5  948mm, ex  40mm, p  100mm, p 2  579mm, h 1  1019 mm, h 2  884mm, h 3  784mm, ts  21mm

The connection class E, steel: S235, fy  235MPA, fu  360MPa (t   7.0

leffnc  e1    m  ( 2  m  0.625 e)  40  7  46.65  ( 2  46.65 0.625 75)  226.375 mm

Model 1: (Tab. 6.2) leff1  min leffcpleffnc  min( 226.555226.375)  226.375 mm





fy 2 2 235 6 M pl1Rd  0.25  leff1  tfc   0.25  226.375 24   7.661 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

FT1Rd 1000

6



4  7.661 10 46.65

5

 6.569 10 N

 656.851 kN

Model 2: leff2  leffnc  226.375 mm 6

6

Mpl2Rd  Mpl1Rd  7.661 10  7.661 10 Nmm n  emin  75 mm, but n< 1.25  m  1.25  46.65  58.313 mm -> n  58.0mm

The capacity of screw on the tensile: (Tab. 3.4) FtRd 

k2  fub  As  M2

3



0.9  1  10  353 1.25

5

 2.542 10 N

Punching shear resistance: fu 360 5 BpRd  0.6    d m  tp   0.6    38.8  25   5.266 10 N  M2 1.25 5

Take the FtRd  2.542 10 N, like the smaller value FT2Rd 

2  Mpl2Rd  2n  FtRd m n

6



5

2  7.661 10  2  58  2.542 10 46.65  58

128

5

 4.281 10 N

Fleming Wojciech FT2Rd 

FT2Rd 1000

BIM modelling for structural analysis

 428.128 kN (Tab.6.2)

Model 3 - (table 6.2) 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN 1000

The design resistance of column flange: Ft1fcRd  min FT1RdFT2RdFT3Rd  min( 656.851428.128508.32)  428.128 kN





Column web in transverse tension: (6.2.6.3) befftw c  min leffcpleffnc  min( 226.555226.375)  226.375 mm





1

  1.0,  

 b efftw c  twc    A  102   vc 

1  1.3 

Ft1w cRd 

Ft1w cRd 

  b efftw c  twc  fy  M0

Ft1w cRd 1000

1





2

1  1.3 

 226.375 13.5  2   70.2  10 

0.896  226.375 13.5  235 1

 0.896 (Tab. 6.3) 2

5

 6.433 10 kN (6.15)

 643.289 kN

The end-plate: (6.2.6.5) The length of fillet weld fitting flange of rafter to steel plate at the top: z2  13.28mm mx  d1  ex  0.8  z2  90  40  0.8  13.28  39.376 mm (fig. 6.10) emin  ex  40 mm The effective lengths for an end-plate (circular patterns, the bolt row considered outside of the tensile beam flange) (Tab.6.6) x1  2    mx  2    39.376  247.407 mm x2    mx  w    39.376 150  273.703 mm x3    mx  2  e    39.376 2  75  273.703 mm leffcp  min x1x2x3  247.407 mm





Effective lengths, non-circular patterns (the bolt row considered outside of the tensile beam flange) x1  4  mx  1.25  ex  4  39.376 1.25  40  207.504 mm x2  e  2  mx  0.625  ex  75  2  39.376 0.625  40  178.752 mm x3  0.5  bep  0.5  300  150 mm

x4  0.5  w  2  mx  0.625 ex  0.5  150  2  39.376 0.625 40  178.752 mm leffnc  min x1x2x3x4  150 mm





Model 1: (Tab.6.2) leff1  min leffcpleffnc  150 mm





fy 2 2 235 6 M pl1Rd  0.25  leff1  tp   0.25  150  25   5.508 10 Nmm  M0 1

129

Fleming Wojciech FT1Rd  FT1Rd 

BIM modelling for structural analysis

4  Mpl1Rd mx

6



4  5.508 10

5

 5.595 10 N

39.376

FT1Rd

 559.51 kN 1000 Model 2, Design Resistance FTRd of a T-stub flange: (Tab.6.2)

leff2  leffnc  150 mm fy 2 6 M pl2Rd  0.25  leff2  t p   5.508 10 Nmm  M0

n  emin  40 mm < 1.25  mx  49.22 mm The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As  M2

3



0.9  1  10  353 1.25

5

 2.542 10 N (Tab.3.4)

Punching shear resistance: fu 360 5 BpRd  0.6    d m  tp   0.6    38.8  25   5.266 10 N  M2 1.25 5

Take the FtRd  2.542 10 N, like the smaller value FT2Rd 

FT2Rd 

2  Mpl2Rd  2n  FtRd mx  n

FT2Rd 1000

6



5

2  5.508 10  2  40  2.542 10 39.376 40

5

 3.949 10 N

 394.936 kN (Tab.6.2)

Model 3 - (table 6.2) 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN, 1000

The design resistance of end-plate, Ft1epRd  min FT1RdFT2RdFT3Rd  min( 559.51394.936508.32)  394.936 kN





The resistance of first row of screws: Ft1Rd  min Ft1fcRdFt1w cRdFt1epRd





 min( 428.128643.289394.936)  394.936 kN

Check the conditions restraint the capacity: (6.2.7.2(7))









3 3 3 FtRd  Ft1Rd  394.936 kN < min FcwcRdFcfbRd explicitALL  min 2.699 10 1.82 10  1.82 10 kN

Design resistance - column web panel in shear: 0.9  fy  Avc 0.9  235  70.2 (6.7) VwpRd    857.209 kN 3   M0  10 3  10 VwpRd 857.209 FtRd  Ft1Rd  394.936 kN <   857.209 kN  1 The load capacity the first screw don’t need reduction The second row of bolts: End-plate in bending due to transversal interaction (6.2.6.4) w  twc  2  0.8  rc 150  13.5  2  0.8  27 m   46.65 mm (Fig. 6.8) 2 2 130

Fleming Wojciech

BIM modelling for structural analysis

emin  e  75 mm

Effective lengths, circular patterns (I row bolts inside beam) (Tab. 6.5) leffcp  2    m  2    46.65  293.111 mm Effective lengths, non-circular patterns (row of screws near to the rib) m2  ex  d 2  d 4  ts  0.8  af 

1 

m m e m2

46.65



46.65 75

2  40  135  90  21  0.8  11 

2  51.555 mm (Rys. 6.51)

 0.383

51.555

 0.424 ->   6.64 m e 46.65  75 leffnc    m  6.64  46.65  309.756 mm

2 



Model 1, Design Resistance FTRd of a T-stub flange: (Tab.6.2)





leff1  min leffcpleffnc  293.111 293.111 mm fy 2 2 235 6 M pl1Rd  0.25  leff1  tfc   0.25  293.111 24   9.919 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

6



4  9.919 10 46.65

5

 8.505 10 N

FT1Rd

 850.492 kN 1000 Model 2, Design Resistance FTRd of a T-stub flange: (Tab.6.2)

leff2  leffnc  309.756 mm fy 2 7 M pl2Rd  0.25  leff2  t fc   1.048 10 Nmm  M0

n  emin  75 mm < 1.25  m  1.25  46.65  58.313 mm, n  58mm

The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As

FT2Rd 

FT2Rd 

 M2

3



0.9  1  10  353 1.25

2M pl2Rd  2n  FtRd m n

5

 2.542 10 N (Tab.3.4) 7



5

2  1.048 10  2  58  2.542 10 46.65  58

FT2Rd

 482.053 kN 1000 Model 3, Design Resistance FTRd of a T-stub flange : (Tab.6.2) 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN 1000

The capacity of column flange: Ft2fcRd  min FT1RdFT2RdFT3Rd  min( 850.492482.053508.32)  482.053 kN





Column web in transverse tension: (6.2.6.3) befftw c  min leffcpleffnc  min( 293.111309.756)  293.111 mm





131

5

 4.821 10 N

Fleming Wojciech

BIM modelling for structural analysis 1

  1.0,   1  1.3 

 b efftw c  twc    A  102   vc 

  b efftw c  twc  fy

Ft2w cRd 

1



 0.841 (Tab. 6.3)

 293.111 13.5  2   70.2  10 

1  1.3 

0.841  293.111 13.5  235



 M0

2

1

2

5

 7.823 10 N (6.15)

Ft2w cRd

Ft2w cRd 

 782.267 kN 1000 The end-plate: (6.2.6.5) m

w  twb  2  0.8 

2  aw

2



150  11.5  2  0.8 

2 6

2

 62.462 mm

emin  e  75 mm

Effective lengths, circular patterns (I row bolts below the tensile flange) (Tab. 6.6) leffcp  2    m  2    62.462  392.459 mm Effective lengths, non-circular patterns (I row bolts below the tensile flange)  The width of the fillet weld z1  19.62 mm,   21.8   0.38  0.38 180 tfb 21 m2  ex  d2  d1   0.8  z1  40  135  90   0.8  19.62  46.686 mm (Rys. 6.11) cos ( ) cos ( 0.38) m 62.462 1    0.454 m e 62.462 75 2 

m2 m e

46.686



62.462  75

 0.34 ->   6.64

leffnc    m  6.64  62.462  414.746 mm

Model 1, Design Resistance FTRd of a T-stub flange: (Tab.6.2)





leff1  min leffcpleffnc

 392.459 392.459 mm

fy 2 2 235 7 M pl1Rd  0.25  leff1  tp   0.25  392.459 25   1.441 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

FT1Rd 1000

7



4  1.441 10 62.462

5

 9.228 10 N

 922.843 kN

Model 2, Design Resistance FTRd of a T-stub flange : (Tab.6.2) leff2  leffnc  414.746 414.746 mm fy 2 2 235 7 M pl2Rd  0.25  leff2  tp   0.25  414.746 25   1.523 10 Nmm  M0 1 n  emin  75 mm < 1.25  m  1.25  62.462  78.077 mm The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As  M2

3



0.9  1  10  353 1.25

5

 2.542 10 N (Tab.3.4)

132

Fleming Wojciech FT2Rd 

FT2Rd 

BIM modelling for structural analysis

2M pl2Rd  2n  FtRd m n

FT2Rd 1000

7



5

2  1.523 10  2  75  2.542 10 62.462  75

5

 4.989 10 N

 498.916 kN

Model 3, Design Resistance FTRd of a T-stub flange: (Tab.6.2) 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN 1000

The capacity of end-plate: Ft2epRd  min FT1RdFT2RdFT3Rd  min( 922.843498.916508.32)  498.916 kN





Beam web in tension: (6.2.6.8) befftw b  min leffcpleffnc  min( 392.459414.746)  392.459 mm





fy 235 6 Ft2w bRd  b efftw b  twb   392.459 11.5   1.061 10 N (6.22)  M0 1

Ft2w bRd 

Ft2w bRd

3

 1.061 10 kN 1000 The capacity of the second row of bolts:









3

Ft2Rd  min Ft2fcRdFt2wcRdFt2epRd Ft2wbRd  min 482.053782.267  498.9161.061 10  482.053 kN Check the condition of restrict the capacity: (6.2.7.2(7)) FtRd  Ft1Rd  Ft2Rd  394.936 482.053 876.989 kN









3

3

3

FtRd  876.989 kN< min FcwcRdFcfbRd  min 2.699 10 1.82 10  1.82 10 kN The reduce capacity due to shear the web: Where transverse web stiffeners are used in both the compression zone and the tension zone, the design plastic shear resistance of the column web panel VwpRd may be increased by VwpaddRd:

ds- Is the distance between the centrelines of the stiffeners ds  d5  ts  948  21  969 mm The design plastic moment resistance of a column flange: fy 2 2 235 7 M plfcRd  0.25  b c  tfc   0.25  300  24   1.015 10 Nmm  M0 1 The design plastic moment resistance of a stiffener: fy 2 2 235 6 M plstRd  0.25  2  b s  t s   0.25  2  143.24  21   7.422 10  M0 1 VwpaddRd 

4  MplfcRd ds 4

VwpaddRd  4.191 10 N <

7



4  1.015 10 969

4

 4.191 10 N (6.8)

2  MplfcRd  2  MplstRd ds

7



6

2  1.015 10  2  7.422 10 969

4

 3.627 10 N

VwpaddRd  38305.2N 2

VwpRd 

0.9  fy  A vc  10 3   M0

2

 VwpaddRd 

0.9  235  70.2  10 3

133

4

5

 3.831 10  8.955 10 N

Fleming Wojciech VwpRd 

VwpRd 1000

BIM modelling for structural analysis  895.514 kN

FtRd  876.989 kN <

VwpRd

895.514



 895.514 kN,  1 The capacity the second row of screw don't demand reduction.

The third row of screw: Column flange in transverse bending: (6.2.6.4) w  0.8  rc  2  twc 150  0.8  27  2  13.5 m   46.65 mm (Fig. 6.8) 2 2 emin  e  75 mm The effective length for a stiffened column flange: Circular patterns, other inner row of screw (Tab. 6.5) leffcp  2    m  2    46.65  293.111 mm The Effective lengths for a stiffened column flange: Non-circular patterns, other inner row of screw: leffnc  4  m  1.25  e  4  46.65 1.25  75  280.35 mm Model 1: (Tab. 6.2) leff1  min leffcpleffnc  min( 293.111280.35)  280.35 mm





fy 2 2 235 6 M pl1Rd  0.25  leff1  t fc   0.25  280.35  24   9.487 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

FT1Rd 1000

6



4  9.487 10 46.65

5

 8.135 10 N

 813.466 kN

Model 2: leff2  leffnc  280.35 mm 6

6

Mpl2Rd  Mpl1Rd  9.487 10  9.487 10 Nmm n  emin  75 mm, but n< 1.25  m  1.25  46.65  58.313 mm -> n  58.0mm

The capacity of screw on the tensile: (Tab. 3.4) FtRd 

k2  fub  As

FT2Rd 

FT2Rd 

 M2

3



0.9  1  10  353 1.25

2  M pl2Rd  2n  FtRd m n

5

 2.542 10 N 6

5

2  9.487 10  2  58  2.542 10



46.65  58

FT2Rd

 463.035 kN 1000 Model 3 - (Tab 6.2) 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN 1000

The design resistance of column flange: Ft3fcRd  min FT1RdFT2RdFT3Rd  min( 813.466463.035508.32)  463.035 kN





134

5

 4.63  10 N

Fleming Wojciech

BIM modelling for structural analysis

Column web in transverse tension: (6.2.6.3): befftw c  min leffcpleffnc  min( 293.111280.35  )  280.35 mm





1

  1.0,   1  1.3 

 befftwc  twc    A  102   vc 

  b efftw c  t wc  fy

Ft3w cRd 

Ft3w cRd 1000

2

 0.852 (Tab. 6.3)

 280.35  13.5  2   70.2  10 

1  1.3 

0.852  280.35  13.5  235



 M0

Ft3w cRd 

1



1

2

5

 7.577 10 N (6.15)

 757.702 kN

The end-plate: (6.2.6.5) w  t wb  2  0.8  2  aw 150  11.5  2  0.8  m  2 2 mm emin  e  75

2 6

 62.462 mm

Effective lengths, circular patterns (other inner row of screws) (Tab. 6.6) leffcp  2    m  2    62.462  392.459 mm Effective lengths, non-circular patterns (other inner row of screws) leffnc  4  m  1.25  e  4  62.462 1.25  75  343.597 mm Model 1, Design Resistance FTRd of a T-stub flange: (Tab.6.2)





leff1  min leffcpleffnc

 343.597 343.597 mm

fy 2 2 235 7 M pl1Rd  0.25  leff1  tp   0.25  343.597 25   1.262 10 Nmm  M0 1 4  M pl1Rd

FT1Rd 

m

FT1Rd 

FT1Rd 1000

7



4  1.262 10 62.462

5

 8.079 10 N

 807.947 kN

Model 2, Design Resistance FTRd of a T-stub flange: (Tab.6.2) leff2  leffnc  343.597 343.597 mm fy 2 2 235 7 M pl2Rd  0.25  leff2  tp   0.25  343.597 25   1.262 10 Nmm  M0 1

n  emin  75 mm < 1.25  m  1.25  62.462  78.077 mm The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As

FT2Rd 

FT2Rd 

 M2

3



0.9  1  10  353

2M pl2Rd  2n  FtRd m n

1.25

5

 2.542 10 N (Tab.3.4) 7



5

2  1.262 10  2  75  2.542 10 62.462  75

FT2Rd

 460.906 kN 1000 Model 3, Design Resistance FTRd of a T-stub flange: (Tab.6.2)

135

5

 4.609 10 N

Fleming Wojciech

BIM modelling for structural analysis 5

FT3Rd  2  FtRd  5.083 10 N, FT3Rd FT3Rd   508.32 kN 1000

The capacity of end-plate: Ft3epRd  min FT1RdFT2RdFT3Rd  min( 807.947460.906508.32)  460.906 kN





Beam web in tension: (6.2.6.3) befftw b  min leffcpleffnc  min( 392.459343.597)  343.597 mm





fy 235 5 Ft3w bRd  b efftw b  twb   343.597 11.5   9.286 10 N (6.22)  M0 1

Ft3w bRd 

Ft3w bRd

 928.571 kN 1000 The capacity of the third row of screws: Ft3Rd  min Ft3fcRdFt3w cRdFt3epRd Ft3w bRd  min( 463.035757.702  460.906928.571)  460.906 kN





Check the condition of restrict the capacity: (6.2.7.2(7)) 3

FtRd  Ft1Rd  Ft2Rd  Ft3Rd  394.936 482.053 460.906 1.338 10 kN









3

3

3

FtRd < min FcwcRdFcfbRd  min 2.699 10 1.82 10  1.82 10 kN The reduce capacity due to shear the web: Where transverse web stiffeners are used in both the compression zone and the tension zone, the design plastic shear resistance of the column web panel VwpRd may be increased by VwpaddRd: 4

VwpaddRd  3.831 10 N (6.8) 2

VwpRd 

VwpRd 

0.9  fy  A vc  10 3   M0

VwpRd 1000

2

 VwpaddRd 

0.9  235  70.2  10

4

5

 3.831 10  8.955 10 N

3

 895.514 kN

3

VwpRd



895.514

 895.514 kN,  1 The capacity the third row of screw demand reduction. VwpRd 895.514 Ft3Rd   Ft1Rd  Ft2Rd   ( 394.936 482.053)  18.526 kN  1

FtRd  1.338 10 kN >





Calculation of load capacity of rows of screws treated as a group of ranks, a number of screws number 1 cannot be considered as a part of the series. Their capacity Ft1Rd  394.936 kN, like in the single row. Group of row screws number 2 and 3: The column flange in bending: The second row of screws: m  46.65mm, emin  e  75 mm (6.2.6.4) Effective lengths, circular patterns (row of screws near the ribs) (Tab. 6.5) leffep    m  p    46.65 100  246.555 mm Effective lengths, non-circular patterns (row of screws near the ribs)   6.64 leffnc1  0.5  p    m  ( 2  m  0.625 e)  0.5  100  6.64  46.65  ( 2  46.65 0.625 75)  219.581 mm

The third row of screws: Effective lengths, circular patterns (row of screws other row) leffcp    m  p    46.65 100  246.555 mm Effective lengths, non-circular patterns (row of screws other row)

136

Fleming Wojciech

BIM modelling for structural analysis

leffnc2  2  m  0.625 e  0.5  p  2  46.65 0.625 75  0.5  100  190.175 mm leffcp  leffcp  2  493.111 mm leffnc  leffnc1  leffnc2  409.756 mm

Model 1: (Tab. 6.2) leff1  min leffcpleffnc  409.756 mm





fy 2 2 235 7 M pl1Rd  0.25  leff1  tfc   0.25  409.756 24   1.387 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

FT1Rd 1000

7

4  1.387 10



46.65

6

 1.189 10 N

3

 1.189 10 kN

Model 2, Design Resistance FTRd of a T-stub flange: (Tab.6.2) leff2  leffnc  409.756 mm fy 2 2 235 7 M pl2Rd  0.25  leff2  tfc   0.25  409.756 24   1.387 10 Nmm  M0 1

n  emin  75 mm < 1.25  m  1.25  46.65  58.313 mm, n  58mm The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As

FT2Rd 

FT2Rd 

 M2

3



0.9  1  10  353 1.25

2M pl2Rd  4n  FtRd m n

FT2Rd

1000 Model 3: (Tab.6.2)

5

 2.542 10 N (Tab.3.4) 7



5

2  1.387 10  4  58  2.542 10 46.65  58

5

 8.285 10 N

 828.451  828.451 kN

6

FT3Rd  4  FtRd  1.017 10 N, FT3Rd 3 FT3Rd   1.017 10 kN 1000

The capacity of the column flange:







3





1

  1.0,   1  1.3 

Ft23w cRd 

Ft23w cRd 

  828.451 kN

3

Ft23fcRd  min FT1RdFT2RdFT3Rd  min 1.189 10 828.4511.017 10 Column web in transverse tension :( 6.2.6.3): befftw c  min leffcpleffnc  min( 493.111409.756)  409.756 mm

 b efftw c  twc    A  102   vc 

  b efftw c  t wc  fy  M0

Ft23w cRd 1000

1





2

1  1.3 

 409.756 13.5  2   70.2  10 

0.744  409.756 13.5  235 1

 966.991 kN

137

 0.744 (Tab. 6.3) 2

5

 9.67  10 N

(6.15)

Fleming Wojciech

BIM modelling for structural analysis

The end-plate: (6.2.6.5) w  twb  2  0.8  2  aw 150  11.5  2  0.8  m  2 2 emin  e  75 mm

2 6

 62.462 mm

Second row: Effective lengths, circular patterns (1st row below the tensile flange) (Tab. 6.6) leffcp  m    p  62.462   100  296.229 mm Effective lengths, non-circular patterns (1st row below the tensile flange)   6.64 leffnc1  0.5  p    m  ( 2  m  0.625 e)  0.5  100  6.64  62.462  ( 2  62.462 0.625 75)  292.948 mm

Third row: Effective lengths, circular patterns (other rows of screws) (Tab. 6.6) leffcp  m    p  62.462   100  296.229 mm Effective lengths, non-circular patterns (other row of screws)   6.64mm leffcp  leffcp  2  592.459 mm leffnc  leffnc1  leffnc2  292.948 190.175 483.123 mm

Model 1: (Tab. 6.2) leff1  min leffcpleffnc  483.123 mm





fy 2 2 235 7 M pl1Rd  0.25  leff1  tp   0.25  483.123 25   1.774 10 Nmm  M0 1 FT1Rd 

FT1Rd 

4  M pl1Rd m

7



4  1.774 10 62.462

FT1Rd

6

 1.136 10 N

3

 1.136 10 kN 1000 Model 2, Design Resistance FTRd of a T-stub flange: (Tab.6.2)

leff2  leffnc  483.123 mm fy 2 2 235 7 M pl2Rd  0.25  leff2  tp   0.25  483.123 25   1.774 10 Nmm  M0 1

n  emin  75 mm < 1.25  m  1.25  62.462  78.077 mm, The resistance of bolt to tension: k2  0.9 FtRd 

k2  fub  As

FT2Rd 

FT2Rd 

 M2

3



0.9  1  10  353

2M pl2Rd  4n  FtRd m n

FT2Rd 1000

1.25

5

 2.542 10 N (Tab.3.4) 7



5

2  1.774 10  4  75  2.542 10 62.462  75

 812.788 kN

Model 3: (Tab.6.2) 6

6

FT3Rd  4  FtRd  1.017 10  1.017 10 N, FT3Rd 3 FT3Rd   1.017 10 kN 1000

The capacity of the column flange: 138

5

 8.128 10 N

Fleming Wojciech

BIM modelling for structural analysis







3



  812.788 kN

3

Ft23epRd  min FT1RdFT2RdFT3Rd  min 1.136 10 812.7881.017 10 Beam web in tension: (6.2.6.8): befftw b  min leffcpleffnc  min( 592.459483.123)  483.123 mm



fy 235 6 Ft23w bRd  b efftw b  twb   483.123 11.5   1.306 10 N (6.22)  M0 1

Ft23w bRd

Ft23w bRd 

3

 1.306 10 kN 1000 The resistance of row of screws number 2 and 3:







  812.788 kN

3

Ft23Rd  min Ft23fcRdFt23wcRdFt23epRd Ft23wbRd  min 828.451966.991  812.7881.306 10

Check the condition restrict the capacity: (6.2.7.2(7)) 3 FtRd  Ft1Rd  Ft23Rd  394.936 812.788 1.208 10 kN <







3

  1.82 103 kN

3

min FcwcRdFcfbRd  min 2.699 10 1.82 10

The reduce capacity due to shear the web: Where transverse web stiffeners are used in both the compression zone and the tension zone, the design plastic shear resistance of the column web panel VwpRd may be increased by VwpaddRd: 4

VwpaddRd  3.831 10 N 2

VwpRd  VwpRd 

0.9  fy  A vc  10 3   M0 VwpRd 1000

2

 VwpaddRd 

0.9  235  70.2  10

4

5

 3.831 10  8.955 10 N

3

 895.514 kN

3

VwpRd

895.514



 895.514 kN (6.8)  1 The capacity the third row of screw demand reduction. VwpRd 895.514 Ft3Rd   Ft1Rd  Ft2Rd   ( 394.936 482.053)  18.526 kN  1

FtRd  1.208 10 kN >





Calculation of load capacity of 2 and 3 rows of screws can't cross this value: VwpRd 895.514 Ft23Rd<  Ft1Rd   394.936  500.579 kN so Ft23Rd  612.29kN  1 Ft2Rd  Ft3Rd< Ft23Rd

Ft3Rd  Ft23Rd  Ft2Rd  612.29  482.053 130.237 kN Finally: Ft1Rd  394.936 kN, Ft2Rd  482.053 kN,

3

h1  1.019 10 mm

h 2  884 mm

Ft3Rd  130.237 kN, h 3  784 mm The condition 6.26 according to NA.5 can be omitted. The design moment resistance MjRd of a beam-to-column

with a bolted end-plate connection: MjRd  Ft1Rd  h1  Ft2Rd  h2  Ft3Rd  h3 3

5

MjRd  394.936 1.019 10  482.053 884  130.237 784  9.307 10 kNmm (6.25) MjRd MjRd   930.68 kNm 1000

The condition of node capacity: 139

Fleming Wojciech M Ed M jRd



569.553 930.68

BIM modelling for structural analysis  0.612   0.3, ks  1.0,  M3  1.25, n  1 Design slip resistance :(3.6) ks  n   1  0.3 FsRd   FpC   247.1  59.304 kN  M3 1.25 The capacity condition: VEd  150.358 kN < 4  FsRd  237.216 kN The condition was meet. The rotational stiffness: The effective coefficient of stiffness: z - Is the lever arm from figure 6.15 β - is the transformation parameter from 5.3(7)   1.0 z 

h1  h2 2

3



1.019 10  884 2 2

k1 

0.38  Avc  10

 951.5 mm 2



0.38  70.2  10

z 1  951.5 k2   , column web in compression The first row of screws: k3   , column web in tension

 2.804 mm

The bending of column flange: mm, leffnc  215.8mm leffc p  225.8





leff  min leffcpleffnc  min( 225.8215.8)  215.8 mm m  46.65mm 3

k4 

0.9  leff  tfc 3

3



0.9  215.8  24 3

 26.447 mm

m 46.65 The bending of end-plate leff  150 mm, m  mx  39.376 mm

140

Fleming Wojciech

k5 

0.9  leff  tp

BIM modelling for structural analysis

3

3



3

0.9  150  25

m The tensile of screws:

39.376

Lb  tfc  tp  2  twa  k10 

1.6  A s Lb

tnb  thb 2

1.6  353



 34.551 mm

3

74

 24  25  2  4 

19  15 2

 74 mm

 7.632 mm

The effective stiffness coefficient keff1 1

keff1  1

1

1

1



1

1

 5.056 mm (6.30)

1

    k4 k5 k10 26.447 34.551 7.632 The second row of screws: k3   , column web in tension

The bending of column flange :(Tab 6.11) leff  min( 291.5235.8352.6258)  min( 291.5235.8352.6258)  235.8 mm,

m  46.65mm 3

k4 

0.9  leff  tfc

3



0.9  235.8  24

 28.898 mm 3 3 m 46.65 Bending of the end-plate: leff  min( 390.8285.4429.2329.9)  min( 390.8285.4429.2329.9)  285.4 mm

m  62.46mm, k5 

0.9  leff  tp

3

3



3

0.9  285.4  25

 16.471 mm

3

m 62.46 k10  7.632 mm like in first row

The effective stiffness coefficient keff2 keff2  1 k4

1 

1 k5



1 k10

1



1 28.898

1



16.471



 4.418 mm (6.30)

1 7.632

The third row of screws: k3   , column web in tension The bending of column flange: (Tab 6.11) leff  min( 291.5235.8279.4184.7)  min( 291.5235.8279.4184.7)  184.7 mm,

m  46.65mm 3

k4 

0.9  leff  tfc 3

3



0.9  184.7  24 3

 22.635 mm

m 46.65 Bending the end-plate: leff  min( 390.8285.4342.6216.3)  min( 390.8285.4342.6216.3)  216.3 mm

m  62.46mm, k5 

0.9  leff  tp 3

m

3

3



0.9  216.3  25 3

 12.483 mm

62.46

141

Fleming Wojciech

BIM modelling for structural analysis

k10  7.632 mm like in first row The effective stiffness coefficient keff2 1

keff3  1

1

1



1

1

1

 3.917 mm (6.30)

1

    k4 k5 k10 22.635 12.483 7.632 The replacement coefficient of stiffness: The equivalent lever arm zeq should be determined: (6.31) 2

2

2

keff1  h 1  keff2  h 2  keff3  h 3

zeq 

keff1  h 1  keff2  h 2  keff3  h 3





2  4.418 8842  3.917 7842  916.03 mm

3

5.056  1.019 10

3

5.056  1.019 10  4.418  884  3.917  784

The single equivalent stiffness coefficient: keff1  h1  keff2  h2  keff3  h3

keq 

zeq The rotational stiffness: 2

Sjini 

Sjini 

5

Ez 1 keq Sjini 6



1



k1

13.241

5.056 1.019 10  4.418 884  3.917 784 916.03

2

2.1  10  951.5 1

3





1

11

 4.399 10

 13.241 mm (6.29)

Nmm/rad (6.27, Tab. 6.10)

2.804

5

 4.399 10 KNm/rad

10 Classification boundaries: (5.2.2.5) Lb  12170mm - is the span of a bam (centre to centre of columns),

Ib- The second moment of area of a beam 2

5

Sjini  4.399 10 kNm/rad > 4

Kb 

Iyb  10 Lb

Kb Kc

4

6.37  10  10 4

4



4

5.77 10  10 3

4

2

25  2.1  10  6.37 10  10 4

1.217 10 4

 5.234 10 mm3

1.217 10

Iyc  10 Lc

5



Lb

4



4

Kc 

kb  E  Iyb  10

5

 1.207 10 mm3

4.78 10

 0.434 >0.1 - the joints should be classified as rigid.

142

5

 2.748 10 kN*m/rad

Fleming Wojciech

BIM modelling for structural analysis

Appendix

E

APPENDIX E: CONCRETE WALL Geometric parameters and taking of structural positions

Figure E1. Geometry of tank [cm]

Exposure classes related to environmental conditions: XD2 (for wet, rarely dry environment), concrete surface exposed to industrial waters containing chlorides. According to Table 4.1 of standards [S2.].

Strength parameters of structural materials Class of concrete: C30/37

According to Table E.1N of standards [S2.]

Class of reinforcing steel: B500SP and C ductility class Strength parameters of concrete: Characteristic compressive cylinder strength:

𝑓𝑐𝑘 = 30,0 MPa

Value of concrete compressive strength:

𝑓𝑐𝑑 = 21,4 MPa

(𝑓𝑐𝑑 = 𝛼𝑐𝑐 ∙

𝑓𝑐𝑘 30,00 = 1,0 ∙ = 21,4 𝑀𝑃𝑎) 𝛾𝑐 1,4

Mean value of concrete cylinder compressive strength:

𝑓𝑐𝑚 = 38,0 𝑀𝑃𝑎

Mean value of axial tensile strength of concrete:

𝑓𝑐𝑡𝑚 = 2,9 𝑀𝑃𝑎

Characteristic value of tensile strength of concrete:

𝑓𝑐𝑡𝑘,0,05 = 2,0 𝑀𝑃𝑎

Design value of tensile strength of concrete:

𝑓𝑐𝑡𝑑 = 1,4 𝑀𝑃𝑎

143

Fleming Wojciech

(𝑓𝑐𝑡𝑑 = 𝛼𝑐𝑐 ∙

BIM modelling for structural analysis

𝑓𝑐𝑡𝑘,0,05 2,0 = 1,0 ∙ = 1,4 𝑀𝑃𝑎) 𝛾𝑐 1,4 𝐸𝑐𝑚 = 32 𝐺𝑃𝑎

Secant modulus of elasticity of concrete:

Strength parameters of reinforcing steel: Characteristic yield strength of reinforcement:

𝑓𝑦𝑘 = 500,0 𝑀𝑃𝑎

Design yield strength of reinforcement:

𝑓𝑦𝑑 = 435,0 𝑀𝑃𝑎

( 𝑓𝑦𝑑 =

𝑓𝑦𝑘 500,0 = = 435,0 𝑀𝑃𝑎) 𝛾𝑠 1,15

Value of modulus of elasticity of reinforcing steel:

𝐸𝑠 = 200 𝐺𝑃𝑎

For assumed materials, basing on strain distribution, there were calculated: 𝜉𝑒𝑓𝑓,𝑙𝑖𝑚 , 𝜁𝑒𝑓𝑓,𝑙𝑖𝑚 and 𝐴0,𝑙𝑖𝑚 𝜉𝑙𝑖𝑚 = 𝜀𝑦𝑑 =

𝜆∙𝑥 𝑑

=𝜆∙𝜀

𝑐𝑢3+𝜀𝑦𝑑

, for 𝑓𝑐𝑘 ≤ 50 𝑀𝑃𝑎; 𝜀𝑐𝑢3 = 0,0035

𝑓𝑦𝑑 435 = = 0,002175 𝐸𝑠 200 000

𝜉𝑙𝑖𝑚 = 0,8 ∙ 𝜁𝑙𝑖𝑚 =

𝜀𝑐𝑢3

0,0035 = 0,4934 0,0035 + 0,002175

𝑧 = 1 − 0,5 ∙ 𝜉𝑙𝑖𝑚 = 1 − 0,5 ∙ 0,4934 = 0,7533 𝑑

𝐴0,𝑙𝑖𝑚 = 𝜉𝑙𝑖𝑚 ∙ 𝜁𝑙𝑖𝑚 = 0,4934 ∙ 0,7533 = 0,372

Taking of concrete cover Nominal cover: 𝑐𝑛𝑜𝑚 = 𝑐𝑚𝑖𝑛 + ∆𝑐𝑑𝑒𝑣 𝑐𝑚𝑖𝑛,𝑏 𝑐𝑚𝑖𝑛,𝑑𝑢𝑟 + 𝛥𝑐𝑑𝑢𝑟,𝑦 − 𝛥𝑐𝑑𝑢𝑟,𝑠𝑡 − 𝛥𝑐𝑑𝑢𝑟,𝑎𝑑𝑑 𝑐𝑚𝑖𝑛 = 𝑚𝑎𝑥 { 10 𝑚𝑚 𝑐𝑚𝑖𝑛,𝑓 𝑐𝑚𝑖𝑛,𝑑𝑢𝑟 = 40 𝑚𝑚 - According to Table 4.4N of standards [S2.] 𝑐𝑚𝑖𝑛

20 mm = 𝑚𝑎𝑥 {40 mm = 40 mm 10 mm

𝒄𝒏𝒐𝒎 = 𝑐𝑚𝑖𝑛 + 𝛥𝑐𝑑𝑒𝑣 = 40 + 10 = 50 mm

CONCRETE WALL OF TANK Geometric parameters The thickness of wall was taken as: ℎ = 0,30 𝑚 144

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Effective depth of cross-section 1 1 𝑎1𝑥 = 𝑐𝑛𝑜𝑚 + ∙ 𝜙 = 50 + ∙ 16 = 58 mm 2 2 𝑑𝑥 = ℎ𝑓 − 𝑎1𝑥 = 300 − 58 = 242 mm = 0,242 m 𝑎1𝑦 = 𝑐𝑛𝑜𝑚 +

1 3 ∙ 𝜙 = 50 + ∙ 16 = 74 mm 2 2

𝑑𝑦 = ℎ𝑓 − 𝑎1𝑦 = 300 − 74 = 226 mm = 0,226 m Minimum and maximum reinforcement areas: Vertical reinforcement 𝐴𝑠,𝑣,𝑚𝑖𝑛 = 0,002 ∙ 𝐴𝑐 = 0,002 ∙ 100 ∙ 30 = 6 cm2 /𝑚 𝐴𝑠,𝑣,𝑚𝑎𝑥 = 0,04 ∙ 𝐴𝑐 = 0,04 ∙ 100 ∙ 30 = 120 cm2 /𝑚 Horizontal reinforcement 𝐴𝑠,ℎ,𝑚𝑖𝑛

0,25 ∙ 𝐴𝑠,𝑣 1,5 cm2 /𝑚 0,25 ∙ 6 { { { = 𝑚𝑎𝑥 = 𝑚𝑎𝑥 = 𝑚𝑎𝑥 = 3,0 cm2 /𝑚 2 0,001 ∙ 100 ∙ 30 0,001 ∙ 𝐴𝑐 3,0 cm /𝑚

Maximum spacing of bars Vertical reinforcement 2 ∙ 300 mm 900 mm 3∙ℎ 𝑠𝑣,𝑚𝑎𝑥 = 𝑚𝑖𝑛 { = 𝑚𝑖𝑛 { = 𝑚𝑖𝑛 { = 400 mm 400 mm 400 mm 400 mm Horizontal reinforcement 𝑠ℎ,𝑚𝑎𝑥 = 400 𝑚𝑚 Table E1. List of loads on wall of tanks Characteristic

Partial safety

Design loads

loads [m2 ]

factor, 𝛾𝑓

[

Permanent Actions - uniform

63,27

1,35

85,42

Variable Actions - uniform

10,00

1,50

15,00

OVERALL

73,27

–

100,42

Type of action

kN

Uniform load: (𝑔 + 𝑞 ) = 73,27 𝑟2

𝐴

kN m2

,𝐴 = 𝜋 ∙

𝑟

𝑟 2 , 𝑢 = 2 ∙ 𝜋 ∙ 𝑟 → 𝑢 = 𝜋 ∙ 2∙𝜋∙𝑟 = 2 Uniform concentrated force along the arch: 𝐴

(𝑔 + 𝑞) ∙ 𝑢 = 73,27 ∙

2,9 2

= 106,24

𝑘𝑁 𝑚

Figure E2. Disposal of forces

Table E2. List of loads for wall of tanks 145

kN

m2

]

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BIM modelling for structural analysis

Characteristic

Partial safety

Design loads

loads [ 𝑚 ]

factor, 𝛾𝑓

[ ]

Permanent action

106,24

1,35

143,42

Technological loads

14,5

1,5

21,75

OVERALL

120,74

–

165,17

Type of action

kN

kN 𝑚

𝑘𝑁

Liquid pressure: 𝑝𝑐 = 𝛾𝑘 ∙ 𝐻, density of equivalent of liquid: 𝛾𝑘 = 11,2 𝑚3 Table E3. Liquid loads Characteristic Type of action

Partial safety

Design loads

loads [ 𝑚 ]

factor, 𝛾𝑓

[ ]

78,40

1,5

117,60

kN

kN 𝑚

Liquid pressure 11,2

𝑘𝑁 𝑘𝑁 ∙ 7,0 𝑚 = 70,0 2 3 𝑚 𝑚

Earth pressure: type of ground: 𝑃𝑠 = medium sand (MSa) 𝑘𝑁

State of humidity: m = saturated; 𝛾 = 20,5 𝑚2 , density index: 𝐼𝐷 = 0,73 𝑝ℎ = 𝐾𝑎 ∙ (𝛾𝑧 + 𝑞 ) − 𝑐 ∙ 𝐾𝑎𝑐 𝑎 𝐾𝑎𝑐 = 2 ∙ √𝐾𝑎 ∙ (1 + ) 𝑐 𝑎 − adhesion (between ground and wall), 𝑐 − cohesion intercept 𝑝ℎ = 𝐾𝑎 ∙ (𝛾𝑧 + 𝑞 ) 𝜑′ = 34,5 ° −angle of shearing resistance 𝛿 = 𝜑′ − angle of shearing resistance between ground and wall 𝛿 = 1,0 𝜑′ 𝛽 − slope angle of the ground behind the wall (upward, positive)

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Figure E3. Nomogram 1 according to EN 1997-1:2004 [6]. Coefficients Ks of effective active earth pressure (horizontal component): with horizontal retained surface (β=0).

𝐾𝑎 = 𝑓 (𝜑′ , 𝛿, 𝛽 ) = 0,225 Table E1. List of loads Type of action

Characteristic kN loads, [ 2 ]

Partial safety factor, 𝛾𝑓

Design loads, kN [ 2]

12,79

1,5

19,19

46,52

1,5

69,78

2,25

1,5

3,38

m

Upper value of earth pressure: 0,225 ∙ 63,27 Earth pressure – lover value 𝑘𝑁 𝑘𝑁 0,225 ∙ (20,5 2 ∙ 7𝑚 + 63,27 2 ) 𝑚 𝑚 𝑘𝑁

0,225∙ 10 𝑚2 Combinations of Loads KOMB 1

= 𝑆𝑇𝐴 ∙ 1,35

KOMB 2

= 𝑆𝑇𝐴 ∙ 1,35 + 𝐶𝑂𝑉 ∙ 1,35

KOMB 3

= 𝑆𝑇𝐴 ∙ 1,35 + 𝐶𝑂𝑉 ∙ 1,35 + 𝑇𝐸𝐶𝐻 ∙ 1,5

KOMB 4

= 𝑆𝑇𝐴 ∙ 1,35 + 𝐿𝐼𝑄 ∙ 1,5

KOMB 5

= 𝑆𝑇𝐴 ∙ 1,35 + 𝐶𝑂𝑉 ∙ 1,35 + 𝑇𝐸𝐶𝐻 ∙ 1,5 + 𝐿𝐼𝑄 ∙ 1,5

147

m

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Figure E4. Combinations of loads

Figure E5. Combinations in ARSAP: A: STA, B: COV, C: TECH, D: LIQ 148

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Static calculations- MEMBRANE STATE OF MOMENTS

Figure E6. A: Internal forces caused by the dead load, B: Internal forces caused by the pressure of liquid, C and D: Internal forces caused by technological loads, E and F: Internal forces caused by pressure of ground.

DISORDER STATE OF MOMENTS Table E5. Basic parameter

E [kPa]

v

t [m]

r0

H [m]

Hposad [m]

32000000

0,2

0,3

2,9

7,0

10,48

Cylindrical shell’s stiffness: 𝐸 ∙ 𝑡3 32000000 ∙ 0,33 𝐾= = = 75000 𝑘𝑁𝑚 12(1 − 𝜈 2 ) 12(1 − 0,22 ) 4

𝜆=√

3(1 − 𝜈 2 ) 4 3(1 − 0,22 ) 1 =√ = 1,3967 2 2 2 2 𝑟 𝑡 2,9 ∙ 0,3 𝑚

𝑲𝑶𝑴𝑩𝟏 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓

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Figure E7. A: Latitudinal force, B: Longitudinal force,C: Latitudinal bending moment, D: Longitudinal bending moment, E: Longitudinal Shear forces.

𝑲𝑶𝑴𝑩𝟐 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓 + 𝑪𝑶𝑽 ∙ 𝟏, 𝟑𝟓

Figure E8. A: Latitudinal force, B: Longitudinal force, C: Latitudinal bending moment, D: Longitudinal bending moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear forces.

𝑲𝑶𝑴𝑩𝟑 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓 + 𝑪𝑶𝑽 ∙ 𝟏, 𝟑𝟓 + 𝑻𝑬𝑪𝑯 ∙ 𝟏, 𝟓 150

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Figure E9. A: Latitudinal force, B: Longitudinal force, C: Latitudinal bending moment, D: Longitudinal bending moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear.

𝑲𝑶𝑴𝑩𝟒 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓 + 𝑳𝑰𝑸 ∙ 𝟏, 𝟓

Figure E10. A: Latitudinal force, B: Longitudinal force, C: Latitudinal bending moment, D: Longitudinal bending moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear.

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𝑲𝑶𝑴𝑩𝟓 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓 + 𝑪𝑶𝑽 ∙ 𝟏, 𝟑𝟓 + 𝑻𝑬𝑪𝑯 ∙ 𝟏, 𝟓 + 𝑳𝑰𝑸 ∙ 𝟏, 𝟓

Figure E11. A: Latitudinal force, B: Longitudinal force, C: Latitudinal bending moment, D: Longitudinal bending moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear.

Table E2. Values of internal forces

VERTICAL REINFORCEMENT COMB

MYY

NYY

[kNm]

[kN]

e [m]

HORIZONTAL REINFORCEMENT COMB

MXX

NXX

[kNm]

[kN]

e [m]

(1)

-1,04

-69,46

0,015

(1)

-0,21

-14,10

0,015

(2)

10,41

-217,11

0,048

(2)

2,08

-40,41

0,052

(3)

10,86

-239,07

0,045

(3)

2,19

-44,68

0,049

(4)

-25,65

-85,60

0,300

(4)

-5,13

-18,85

0,272

(5)

-14,11

-245,58

0,058

(4)

-0,96

262,35

0,0036

(4)

-6,31

-55,94

0,113

Second order effect are additional action effects caused by structural deformations 𝑀𝐸𝑑 = 𝑀0𝐸𝑑 + 𝑀2 𝑀2 − the second order moment, 𝜆 − the slenderness ratio, 𝑙0 −the effective length 𝑙

𝑏ℎ3 12

𝐴

𝑏ℎ

𝑖=√ =√

=

ℎ 2 √3

, 𝑖 − the radius of gyration of the uncracked concrete section

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𝜆=

BIM modelling for structural analysis

𝑙0 𝑙0 𝑙∙𝜇 7,0 ∙ 0,699 = 2√3 ∙ = 2√3 ∙ = 2√3 ∙ = 56,4995 𝑖 ℎ ℎ 0,3

𝑛 − relative normal force 𝑛=

𝑁𝐸𝑑 0,08560 1 = = 𝐴𝑐 ∙ 𝑓𝑐𝑑 0,3 ∙ 1,0 ∙ 21,4 75

𝜆𝑙𝑖𝑚 − the limited slenderness ratio 𝜆𝑙𝑖𝑚 =

20𝐴𝐵𝐶 √𝑛

=

20 ∙ 0,7 ∙ 1,1 ∙ 0,7 √1 75

= 93,358

Second order effects can be ignored if they are less than 10% of the corresponding first order effects or the slenderness criterion is met: 𝜆 ≤ 𝜆𝑙𝑖𝑚  56,4995 ≤ 93,358 Second order effect may be ignored Simplified method of analysis second order effects Method based on nominal stiffness: 𝛽

𝑀𝐸𝑑 = 𝑀0𝐸𝑑 (1 +

𝑁𝐵 𝑁𝐸𝑑 − 1

)

𝑁𝐵 − the buckling load based on nominal stiffness 𝛽 − factor which depends on distribution on 1st and 2nd order moments 𝛽=

𝜋2 𝜋2 = = 1,0281 𝐶0 9,6

𝑁𝐸𝑑 −design value of axial force, 𝐸𝑠 = 200 𝐺𝑃𝑎 𝜋2 𝐸𝐽

𝑁𝐵 =

𝑙02

𝑓

30

𝑐𝑘 , 𝑘1 = √ 20 = √20 = 1,225

𝜆 1 56,4995 𝑘2 = 𝑚𝑖𝑛 {𝑛 ∙ 170 = 𝑚𝑖𝑛 {75 ∙ 170 = 0,004313 0,20 0,20 𝜑𝑒𝑓 = 𝜑(∞,𝑡0 ) 𝐾𝑐 =

𝑀0,𝐸𝑞𝑝 𝑀0,𝐸𝑑

18,04

= 2,30 25,65 = 1,6176, 𝜑𝑒𝑓 − is the effective creep ratio

𝑘2 𝑘1 0,004313 ∙ 1,225 = = 0,0020184 1 + 𝜑𝑒𝑓 1 + 1,6176

𝐸𝑐𝑑 =

𝐸𝑐𝑚 32000 = = 26667 𝑀𝑃𝑎 𝛾𝐶𝐸 1,2

𝐸𝑐𝑑,𝑒𝑓𝑓 =

𝐸𝑐𝑑 26670 = = 10188,7 𝑀𝑃𝑎 1 + 𝜑𝑒𝑓 1 + 1,6176

𝐾𝑠 = 1,0 – coefficient depends on the proportion of the reinforcement 𝐴𝑠 = 𝑓(𝑀𝐸𝑑 , 𝑁𝐸𝑑 ) = 14,07 𝑐𝑚2 /𝑚 153

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BIM modelling for structural analysis

14,07

𝜌 = 𝑏𝑑𝑠 = 30∙100 = 0,04105 (7φ16/m) 𝜌𝑠 − 𝜌 0,04 − 0,0469 | |=| | = −0,02625 ≤ 0,10 𝜌𝑠 0,04 𝐼𝑠 = 𝐴𝑠 ∙ (0.5ℎ − 𝑎1 )2 = 14,07 ∙ (0.5 ∙ 30 − 7,4)2 = 812,68 𝑐𝑚4 = 0,00000812,68 𝑚4 𝐸 ∙ 𝐽 = 𝐾𝑐 ∙ 𝐸𝑐𝑑 ∙ 𝐼𝑐 + 𝐾𝑠 ∙ 𝐸𝑠 ∙ 𝐼𝑠 𝐸 ∙ 𝐽 = 0,002018 ∙ 26667 ∙ 103 ∙

1 ∙ 0,33 + 1,0 ∙ 200 ∙ 106 ∙ 0,81268 ∙ 10−5 12

𝐸 ∙ 𝐽 = 1746,44 𝑘𝑁𝑚2 𝜋 2 𝐸𝐽 𝜋 2 ∙ 1746,44 𝑁𝐵 = 2 = = 719,95 𝑘𝑁 4,8932 𝑙0 𝑀𝐸𝑑 = 𝑀0𝐸𝑑 (1 +

1,0281 1,0281 ) = 25,65 (1 + ) = 25,65 ∗ 1,139 = 29,2 𝑘𝑁𝑚 𝑁𝐵 719,95 −1 − 1 𝑁𝐸𝑑 85,60

ULS: vertical walls of the turnover tank working in the longitudinal planes of the compressive forces acting axially latitudinal or on the eccentrics. In the latitudinal planes, we have small latitudinal bending moments, these sections dimensioned to axial tensile forces. Calculations of horizontal reinforcement. I have to redo the calculations taking into account the rods with a diameter 16 mm. So change the cross-sectional area As = 14.07 cm2 and an effective width of cross-section. Moreover the final second order moment equal to 29,2 kNm it have to be taking into account into calculation the symmetrical vertical reinforcement in compression.

Symmetric reinforcement for the biggest tensile force and the corresponding latitudinal moment: 𝑁𝐸𝑑 = 262,35 𝑀𝐸𝑑 = −0,96

𝑘𝑁 𝑚

𝑘𝑁𝑚 𝑚

The construction eccentricity: 𝑒=

𝑀𝐸𝑑 𝑁𝐸𝑑

0,96

= 262,35 = 0,0037 𝑚

𝑒𝑠1 = 𝑒 − 0,5 ∗ ℎ + 𝑎1 = 0,0037 − 0,5 ∗ 0,30 + 0,071 = −0,0753 𝑚 𝑒𝑠2 = 𝑒 + 0,5 ∗ ℎ − 𝑎2 = 0,0037 + 0,5 ∗ 0,30 − 0,071 = 0,0827 𝑚 𝜎𝑠1 = 𝜎𝑠2 = 𝑓𝑦𝑑 = 435 𝑀𝑃𝑎 𝑚𝑖𝑛 𝑥−yd =

𝜀𝑐𝑢3 0,0035 ∗ 𝑎2 = ∗ 0,071 = 0,0438 𝑚 𝑓𝑦𝑑 435 0,0035 + 200000 𝜀𝑐𝑢3 + 𝐸 𝑠 154

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𝐴 = 𝝀(𝑓𝑦𝑑 − 𝜀𝑐𝑢3 𝐸𝑠 ) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106 ) = −212000 𝐵 = −2(fyd d − εcu3 Es a2 (1 + 0,5λ) 𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070 𝐶 = 2(

𝑁𝐸𝑑 (fyd 𝑒𝑠1 −𝜀𝑐𝑢3 Es 𝑒𝑠2 ) − 𝜀𝑐𝑢3 Es 𝑎2 2 ) 𝜆 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

𝐶 =2∗(

262,35 ∗ (435 ∗ 103 ∗ (−0,0753) − 0,0035 ∗ 200 ∗ 106 ∗ 0,0827) − 0,0035 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0 ∗ 200 ∗ 106 ∗ 0,0712 ) = −9835,54

𝐷=

2𝑁𝐸𝑑 𝜀𝑐𝑢3 Es 𝑎2 𝑒𝑠2 2 ∗ 85,6 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,0827 = = 41,1019 𝝀 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0

0 = 𝐴𝑥 3 + 𝐵𝑥 2 + 𝐶𝑥 + 𝐷 −212000𝑥 3 − 60070𝑥 2 − 9835,54𝑥 + 41,1019 = 0 𝑥 = 0,00408 𝑚 𝑚𝑖𝑛 𝑥 = 0,00408 𝑚 ≤ 𝑥−yd = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎 𝑥=

1 4𝑁𝐸𝑑 (𝑒𝑠1 + 𝑒𝑠2 ) ((𝑑 + 𝑎2 ) − √(𝑑 + 𝑎2 )2 − ) 2𝝀 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

𝑥=

1 4 ∗ 262,35 ∗ (−0,0753 + 0,0827) ((0,229 + 0,071) − √(0,229 + 0,071)2 − ) 2 ∗ 0,8 1,0 ∙ 21,4 ∗ 103 ∙ 1,0

𝑥 = 0,000378 𝐴𝑠 =

𝑁𝐸𝑑 ∗ 𝑒𝑠2 + 𝜂 ∗ 𝑓𝑐𝑑 ∗ 𝑏 ∗ 𝜆 ∗ 𝑥 ∗ (0,5 ∗ 𝜆 ∗ 𝑥 − 𝑎2 ) 𝜎𝑠1 ∗ (𝑑 − 𝑎2 )

𝐴𝑠 =

262,35 ∗ 0,0827 + 21,4 ∗ 103 ∗ 0,8 ∗ 0,000378 ∗ (0,5 ∗ 0,8 ∗ 0,000378 − 0,071) 435 ∗ 103 ∗ (0,229 − 0,071)

𝐴𝑠 = 0,31 ∙ 10−4 𝑚2 /𝑚 < 𝐴𝑠,ℎ,𝑚𝑖𝑛 = 3,0 ∙ 10−4 𝑚2 /𝑚 𝐴𝑠1,𝑟𝑒𝑞 = 𝐴𝑠2,𝑟𝑒𝑞 = 𝐴𝑠,𝑚𝑖𝑛 = 3,0 𝑐𝑚2 𝑨𝒅𝒐𝒑𝒕𝒆𝒅 𝟕∅𝟏𝟔 𝒘𝒊𝒕𝒉 𝟏𝟒 𝒄𝒎 𝒔𝒑𝒂𝒄𝒊𝒏𝒈 𝑨𝒔𝟏,𝒑𝒓𝒐𝒗 = 𝑨𝒔𝟐,𝒑𝒓𝒐𝒗 = 𝟏𝟒, 𝟎𝟕 𝒄𝒎𝟐

Symmetric reinforcement for the biggest compressive force and the corresponding latitudinal moment: 𝑁𝐸𝑑 = −18,85

𝑘𝑁 𝑚 155

Fleming Wojciech

BIM modelling for structural analysis

𝑘𝑁𝑚 𝑚 1 3 = 𝑐𝑛𝑜𝑚 + ∙ 𝜙 = 50 + ∙ 14 = 71 mm 2 2

𝑀𝐸𝑑 = −5,13 𝑎1𝑦

𝑑𝑦 = ℎ𝑓 − 𝑎1𝑦 = 300 − 71 = 229 mm = 0,229 m 𝜀𝑦𝑑 =

𝑓𝑦𝑑 435 = = 0,002175 𝐸𝑠 200000

The construction eccentricity: 𝑒=

𝑀𝐸𝑑 𝑁𝐸𝑑

−5,13

= −18,85 = 0,272 𝑚

𝑒𝑠1 = 𝑒 + 0,5 ∗ ℎ − 𝑎1 = 0,272 + 0,5 ∗ 0,30 − 0,071 = 0,351 𝑚 𝑒𝑠2 = 𝑒 − 0,5 ∗ ℎ + 𝑎2 = 0,272 − 0,5 ∗ 0,30 + 0,071 = 0,193 𝑚 𝜉𝑙𝑖𝑚 = 0,8 ∗ 𝑥lim =

𝜀𝑐𝑢3 0,0035 ∗𝑑 = ∗ 0,229 = 0,1412 𝑚 𝑓𝑦𝑑 435 0,0035 + 200000 𝜀𝑐𝑢3 + 𝐸 𝑠

𝑚𝑖𝑛 𝑥−yd =

𝑚𝑖𝑛 𝑥yd =

𝜀𝑐𝑢3 0,0035 ∗ 𝑎2 = ∗ 0,071 = 0,0438 𝑚 𝑓𝑦𝑑 435 0,0035 + 200000 𝜀𝑐𝑢3 + 𝐸 𝑠 𝜀𝑐𝑢3 0,0035 ∗ 𝑎2 = ∗ 0,071 = 0,1876 𝑚 𝑓𝑦𝑑 435 0,0035 − 𝜀𝑐𝑢3 − 𝐸 200000 𝑠

𝑥0 = (1 − 𝑚𝑎𝑥 𝑥yd =

𝑥=

0,0035 = 0,4934 0,0035 + 0,002175

𝜀𝑐3 0,00175 ) ∗ ℎ = (1 − ) ∗ 0,30 = 0,15 𝑚 𝜀𝑐𝑢3 0,0035

𝜀𝑦𝑑 ∗ 𝑥0 − 𝜀𝑐3 ∗ 𝑎2 0,002175 ∗ 0,15 − 0,00175 ∗ 0,071 = = 0,475 𝑚 𝜀𝑦𝑑 − 𝜀𝑐3 0,002175 − 0,00175

𝑁𝐸𝑑 18,85 = = 0,0011 𝑚 𝜆 ∗ 𝜂 ∗ 𝑓𝑐𝑑 ∗ 𝑏 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0

𝑥 = 0,0011 𝑚 ≤ 𝑥𝑙𝑖𝑚 = 0,1412 𝑚 𝜎𝑠1 = 𝑓𝑦𝑑 = 435 𝑀𝑃𝑎 𝑚𝑖𝑛 𝑥 = 0,0011 𝑚 < 𝑥yd = 0,1876 𝑚

𝐴 = 𝝀(𝑓𝑦𝑑 − 𝜀𝑐𝑢3 𝐸𝑠 ) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106 ) = −212000 𝐵 = −2(fyd d − εcu3 Es a2 (1 + 0,5λ) 𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070 𝐶 = 2(

𝑁𝐸𝑑 (fyd 𝑒𝑠1 −𝜀𝑐𝑢3 Es 𝑒𝑠2 ) − 𝜀𝑐𝑢3 Es 𝑎2 2 ) 𝝀 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

156

Fleming Wojciech

BIM modelling for structural analysis

18,85 ∗ (435 ∗ 103 ∗ 0,351 − 35 ∗ 2 ∗ 0,193) 𝐶 =2∗( − 70 ∗ 104 ∗ 0,0712 ) = −7018,7 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0 2𝑁𝐸𝑑 𝜀𝑐𝑢3 Es 𝑎2 𝑒𝑠2 2 ∗ 18,85 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,193 𝐷= = = 21,122 𝝀 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0 0 = 𝐴𝑥 3 + 𝐵𝑥 2 + 𝐶𝑥 + 𝐷 −212000𝑥 3 − 60070𝑥 2 − 7018,68𝑥 + 21,122 = 0 𝑥 = 0,002935 𝑚 𝑚𝑖𝑛 𝑥 = 0,0032935 𝑚 ≤ 𝑥−yd = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎 𝑥=

1 4𝑁𝐸𝑑 (𝑒𝑠1 + 𝑒𝑠2 ) ((𝑑 + 𝑎2 ) − √(𝑑 + 𝑎2 )2 − ) 2𝝀 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

𝑥=

1 4 ∗ 18,85 ∗ (0,351 + 0,193) ∗ ((0,229 + 0,071) − √(0,229 + 0,071)2 − ) 2 ∗ 0,8 1,0 ∙ 21400 ∙ 1,0

𝑥 = 0,00201 𝐴𝑠 =

𝑁𝐸𝑑 ∗ 𝑒𝑠2 + 𝜂 ∗ 𝑓𝑐𝑑 ∗ 𝑏 ∗ 𝜆 ∗ 𝑥 ∗ (0,5 ∗ 𝜆 ∗ 𝑥 − 𝑎2 ) 𝜎𝑠1 ∗ (𝑑 − 𝑎2 )

𝐴𝑠 =

18,85 ∗ 0,193 + 1,0 ∗ 21400 ∗ 1,0 ∗ 0,8 ∗ 0,00201 ∗ (0,5 ∗ 0,8 ∗ 0,00201 − 0,071) 435 ∗ 103 ∗ (0,229 − 0,071)

𝐴𝑠 = 0,178 ∙ 10−4 𝑚2 /𝑚 < 𝐴𝑠,ℎ,𝑚𝑖𝑛 = 6,0 ∙ 10−4 𝑚2 /𝑚 𝐴𝑠1,𝑟𝑒𝑞 = 𝐴𝑠2,𝑟𝑒𝑞 = 𝐴𝑠,𝑚𝑖𝑛 = 3,0 𝑐𝑚2 𝑨𝒅𝒐𝒑𝒕𝒆𝒅 𝟕∅𝟏𝟔 𝒘𝒊𝒕𝒉 𝟏𝟒 𝒄𝒎 𝒔𝒑𝒂𝒄𝒊𝒏𝒈 𝑨𝒔𝟏,𝒑𝒓𝒐𝒗 = 𝑨𝒔𝟐,𝒑𝒓𝒐𝒗 = 𝟏𝟒, 𝟎𝟕 𝒄𝒎𝟐

Calculations of vertical reinforcement Symmetric reinforcement for the biggest compressive force and the corresponding longitudinal moment: 𝑘𝑁 𝑚 𝑘𝑁𝑚 𝑀𝐸𝑑 = −25,93 𝑚 1 1 𝑎1𝑥 = 𝑐𝑛𝑜𝑚 + ∙ 𝜙 = 50 + ∙ 14 = 57 mm 2 2 𝑁𝐸𝑑 = −85,60

𝑑𝑥 = ℎ𝑓 − 𝑎1𝑥 = 300 − 57 = 243 mm = 0,243 m

157

Fleming Wojciech

𝑎1𝑦 = 𝑐𝑛𝑜𝑚 +

BIM modelling for structural analysis

1 3 ∙ 𝜙 = 50 + ∙ 14 = 71 mm 2 2

𝑑𝑦 = ℎ𝑓 − 𝑎1𝑦 = 300 − 71 = 229 mm = 0,229 m 𝜀𝑦𝑑 =

𝑓𝑦𝑑 435 = = 0,002175 𝐸𝑠 200000

The construction eccentricity: 𝑒=

𝑀𝐸𝑑 𝑁𝐸𝑑

−25,65

= −85,60 = 0,30 𝑚

𝑒𝑠1 = 𝑒 + 0,5 ∗ ℎ − 𝑎1 = 0,30 + 0,5 ∗ 0,30 − 0,071 = 0,379 𝑚 𝑒𝑠2 = 𝑒 − 0,5 ∗ ℎ + 𝑎2 = 0,30 − 0,5 ∗ 0,30 + 0,071 = 0,221 𝑚 𝜉𝑙𝑖𝑚 = 0,8 ∗ 𝑥lim =

𝜀𝑐𝑢3 0,0035 ∗𝑑 = ∗ 0,229 = 0,1412 𝑚 𝑓𝑦𝑑 435 0,0035 + 𝜀𝑐𝑢3 + 𝐸 200000 𝑠

𝑚𝑖𝑛 𝑥−yd =

𝑚𝑖𝑛 𝑥yd =

𝜀𝑐𝑢3 0,0035 ∗ 𝑎2 = ∗ 0,071 = 0,0438 𝑚 𝑓𝑦𝑑 435 0,0035 + 200000 𝜀𝑐𝑢3 + 𝐸 𝑠 𝜀𝑐𝑢3 0,0035 ∗ 𝑎2 = ∗ 0,071 = 0,1876 𝑚 𝑓𝑦𝑑 435 0,0035 − 𝜀𝑐𝑢3 − 𝐸 200000 𝑠

𝑥0 = (1 − 𝑚𝑎𝑥 𝑥yd =

𝑥=

0,0035 = 0,4934 0,0035 + 0,002175

𝜀𝑐3 0,00175 ) ∗ ℎ = (1 − ) ∗ 0,30 = 0,15 𝑚 𝜀𝑐𝑢3 0,0035

𝜀𝑦𝑑 ∗ 𝑥0 − 𝜀𝑐3 ∗ 𝑎2 0,002175 ∗ 0,15 − 0,00175 ∗ 0,071 = = 0,475 𝑚 𝜀𝑦𝑑 − 𝜀𝑐3 0,002175 − 0,00175

𝑁𝐸𝑑 85,60 = = 0,005 𝑚 𝜆 ∗ 𝜂 ∗ 𝑓𝑐𝑑 ∗ 𝑏 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0

𝑥 = 0,005 𝑚 ≤ 𝑥𝑙𝑖𝑚 = 0,1412 𝑚 𝜎𝑠1 = 𝑓𝑦𝑑 = 435 𝑀𝑃𝑎 𝑚𝑖𝑛 𝑥 = 0,005 𝑚 < 𝑥yd = 0,1876 𝑚

𝐴 = 𝝀(𝑓𝑦𝑑 − 𝜀𝑐𝑢3 𝐸𝑠 ) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106 ) = −212000 𝐵 = −2(fyd d − εcu3 Es a2 (1 + 0,5λ) 𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070 𝐶 = 2(

𝑁𝐸𝑑 (fyd 𝑒𝑠1 −𝜀𝑐𝑢3 Es 𝑒𝑠2 ) − 𝜀𝑐𝑢3 Es 𝑎2 2 ) 𝝀 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

𝐶 =2∗(

85,6 ∗ (435 ∗ 103 ∗ 0,379 − 35 ∗ 2 ∗ 0,221) − 35 ∗ 2 ∗ 104 ∗ 0,0712 ) 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0

𝐶 = −6955,75 158

Fleming Wojciech

BIM modelling for structural analysis

2𝑁𝐸𝑑 𝜀𝑐𝑢3 Es 𝑎2 𝑒𝑠2 2 ∗ 85,6 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,221 𝐷= = = 109,837 𝝀 ∙ 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏 0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0 0 = 𝐴𝑥 3 + 𝐵𝑥 2 + 𝐶𝑥 + 𝐷 −212000𝑥 3 − 60070𝑥 2 − 6955,75𝑥 + 109,837 = 0 𝑥 = 0,014 𝑚 𝑚𝑖𝑛 𝑥 = 0,014 𝑚 ≤ 𝑥−yd = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎 𝑥=

1 4𝑁𝐸𝑑 (𝑒𝑠1 + 𝑒𝑠2 ) ((𝑑 + 𝑎2 ) − √(𝑑 + 𝑎2 )2 − ) 2𝝀 𝜂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

𝑥=

1 4 ∗ 85,6 ∗ (0,379 + 0,221) ((0,229 + 0,071) − √(0,229 + 0,071)2 − ) 2 ∗ 0,8 1,0 ∙ 21,4 ∗ 103 ∙ 1,0

𝑥 = 0,0103 𝐴𝑠 =

𝑁𝐸𝑑 ∗ 𝑒𝑠2 + 𝜂 ∗ 𝑓𝑐𝑑 ∗ 𝑏 ∗ 𝜆 ∗ 𝑥 ∗ (0,5 ∗ 𝜆 ∗ 𝑥 − 𝑎2 ) 𝜎𝑠1 ∗ (𝑑 − 𝑎2 )

𝐴𝑠 =

85,6 ∗ (0,221) + 1,0 ∗ 21,4 ∗ 103 ∗ 1,0 ∗ 0,8 ∗ 0,0103 ∗ (0,5 ∗ 0,8 ∗ 0,0103 − 0,071) 435 ∗ 103 ∗ (0,229 − 0,071)

𝐴𝑠 = 1,04 ∙ 10−4 𝑚2 /𝑚 < 𝐴𝑠,𝑣,𝑚𝑖𝑛 = 6,0 ∙ 10−4 𝑚2 /𝑚 𝐴𝑠1,𝑟𝑒𝑞 = 𝐴𝑠2,𝑟𝑒𝑞 = 𝐴𝑠,𝑚𝑖𝑛 = 6,0 𝑐𝑚2 𝑨𝒅𝒐𝒑𝒕𝒆𝒅 𝟕∅𝟏𝟔 𝒘𝒊𝒕𝒉 𝟏𝟒 𝒄𝒎 𝒔𝒑𝒂𝒄𝒊𝒏𝒈 𝑨𝒔𝟏,𝒑𝒓𝒐𝒗 = 𝑨𝒔𝟐,𝒑𝒓𝒐𝒗 = 𝟏𝟒, 𝟎𝟕 𝒄𝒎𝟐 The decisive condition is the limit state SLS - scratch section. It decided to adopt a greater number of reinforcement because of it.

SUMMARY WALL OF TANK Class of concrete: C30/37 Class of reinforcing steel: B500SP and C ductility class The thickness of wall ℎ = 30 𝑐𝑚 Nominal cover: 𝑐𝑛𝑜𝑚 = 50 mm Effective depth of a cross-section: 𝑑𝑥 = 0,243 m; 𝑑𝑦 = 0,229 m Assumption reinforcement Horizontal reinforcement - latitudinal: 𝟕𝝓𝟏𝟔 𝑤𝑖𝑡ℎ14 𝑐𝑚 𝑠𝑝𝑎𝑐𝑖𝑛𝑔 (𝐴𝑠1,𝑝𝑟𝑜𝑣 = 14,07 cm2 ) Vertical reinforcement - longitudinal: 𝟕 𝝓𝟏𝟔 with 14 cm 𝑠𝑝𝑎𝑐𝑖𝑛𝑔 (𝐴𝑠1,𝑝𝑟𝑜𝑣 = 14,07 cm2 )

159