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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The dissertation/thesis may not be published either in part (in scholarly, scientific or technical journals), or as a whole (as a monograph),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

II

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 ac-

ademic 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


III

DIPLOMA WORKSHEET (Photocopy with signature)


IV

ABSTRACT

magine a world where designers have full understanding construction process,

the ability to preview the decision taken before the moment. The clear communi-

cation during the whole life cycle of buildings. Our imaginations today become

a reality. The solution is Building Information Modelling (BIM). The BIM process could revo-

lutionize 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 mod-

elling. 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 pro-

ject 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 for-

mats 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 transpar-

ent workflow. The majority of this dissertation will detail the workflow process between soft-

ware 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

I


V

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-

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 paź-

dzierniku 2015 roku, nie byłem świadomy wielu problemów, które pojawiły się w trakcie pisa-

nia 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, któ-

rych 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 naj-

mniejsza stratą informacji. Celem niniejszej pracy jest dobór najlepszego oprogramowania

wraz z odpowiednią ścieżką przesyłu informacji, która zapewnia bezstratną i przejrzystą wy-

mianę danych. W pracy przedstawiono proces wymiany w przypadku oprogramowania należą-

cego do tego samego dystrybutora oraz w przypadku oprogramowania należącego do różnych

dystrybutorów. Zamieszczono również wstęp teoretyczny na temat BIM, bez którego pełne zro-

zumienie niniejszego tematu może okazać się bardzo trudne.

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

ACKNOWLEDGEMENTS

any people have contributed in a variety of ways in the preparation of this disser-

tation. 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 expe-

rience 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 pe-

riod 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 - Architecture, Engineering and Construction

AECO - Architecture, Engineering, Construction and Operations

API - Application Programming Interface

ARSAP - 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 - Tekla Structures

XML - Extensible Mark-up Language


VIII

TABLE OF CONTENTS

DECLARATION .................................................................................................................. II

ABSTRACT ........................................................................................................................ IV

STRESZCZENIE .................................................................................................................. V

ACKNOWLEDGEMENTS ................................................................................................. VI

ACRONYMS...................................................................................................................... VII

TABLE OF CONTENTS .................................................................................................. VIII

1. 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

2. BUILDING INFORMATION MODELLING ................................................................. 9

2.1. Definition ................................................................................................................ 9

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

3. 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


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4. 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

5. 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. 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

6. 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


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

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

7. 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


1

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 sys-

tem 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.]. There-

fore, 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, en-

riched aesthetics of the project and the community esteem. Learning new things is always an ad-

venture. 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 foun-

dation. 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 In-

formation Modelling.

Chapter 3: HISTORY, REGULATIONS AND PARTICIPANTS OF BIM PRO-

CESS


2

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 lu-

cid 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 Foun-

dation 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 ex-

changing 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 prob-

lems that have arisen during the research. In this chapter of the study clar-

ifies the faults and discusses potential future trends.

1.2. Purpose

The purpose of this master thesis is to check the interoperability between different de-

sign software. In order to reduce repetition work and possibility of occurs errors. This disserta-

tion 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 construc-

tion e. g. steel, precast structure. What are the strengths and limitations add on, direct link or in-

direct link: CIS/2, IFC.


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1.3. 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 Struc-

ture. 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 Architec-

ture 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.


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.


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


4

Table 4. BIM tools for view models.

Software Free/

Commercial

Company Website

Solibri Model

Checker

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/

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) Revit Architecture

v2015(BIM)

Tekla Structures

21.1(SBIM) Built-in Object

Wall ✔ ✔ ✔

Door ✔ ✔ ✘

Window ✔ ✔ ✘

Column ✔ ✔ ✔

Beam ✔ ✔ ✔

Slab ✔ ✔ ✔

Stair ✔ ✔ ✔


5

Roof ✔ ✔ ✘

Skylight ✔ ✔ ✘

Curtain Wall ✔ ✔ ✘

Object/Components ✔ ✔ ✘

Site model ✔ Mesh tool ✔ Topo surface & site

objects

✘

Unique objects HVAC, electrical,

plumbing, furnishing,

cast-in-place, precast

concrete, steel, ma-

sonry, equipment, rail-

ings.

Component, ceiling,

mullion, truss, beam

system, foundation,

ramp, railing, pad foot-

ings, strip footing,

truss, HVAC, electri-

cal, plumbing compo-

nents.

Precast concrete,

cast-in-place, pad

footings, strip

footings, piles,

railings, joints,

bracings, corbels,

splice connec-

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 Au-

todesk 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,


6

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 Win-

dows 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 ex-

change 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 Ax-

isVM, 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 Cor-

poration 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


7

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 mod-

elled easily in TS. It is intended primarily for structural engineers. Every object in TS is para-

metric. 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 docu-

mentation. Drawings in TS are generated directly from the software with small amount of man-

ual 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.


8

1.3.5. Tekla BIMsight

Tekla BIMsight is non-commercial. It is possible to download it, from the Trimble web-

site. 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 ex-

plain 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 program-

ming 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 possi-

bility to merge multiple IFC models which contains different storey of buildings into one con-

sistent 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.


9

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 en-

visage that, the Innovation in BIM process will be grown with time. BIM process will destabi-

lize 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 fun-

damental 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, ineffi-

cient 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 revo-

lution of IT, computer and internet in last century. It shows that it is an investment in the future.


10

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 de-

sign according to level 2 of BIM maturity model.

Figure 6. The BIM Maturity System.


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Table 6. Three levels of BIM Maturity.

Level Description

Level 0 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 pro-

cess according to standards BS1192. It is a simple collaborative environment de-

signed for everyone from AEC industry. This system avoid duplication of mis-

takes, reduce time and cost, reuse information to support cost planning, estimat-

ing, 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 for-

mats 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 For-

mat (PDF). The chart below shows lifecycle phases.


12

Level 3 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 PRO-

CESS

3.1. A Brief History of BIM

The history of the division of roles in the construction industry began in 1452. Italian ar-

chitect Leon Battista Alberti wrote bilingual book „De Re Aedificatoria” (The ten books of ar-

chitecture) 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 re-

quires 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 de-

veloped 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, an-

nual 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 Geor-

gia 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


14

time, Hungary was covered by the communist system, in which all western technology was pro-

hibited. 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 Cam-

bridge, which was written in C++ and used the idea of parametric components. In 2004 was re-

leased the first version of Tekla Structures for steel detailer. Then the Alliance for Interopera-

bility 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 Archi-

tecture, 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, render-

ing 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 systemati-

cally evaluate. Many companies still work on 2D technology, but they realize that 3D technol-

ogy 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


15

by the designer. All cross sections are detailed manually with thousands of objects such us gird-

ers, 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 re-

quires a lot of time to generate single drawing. This old technology condemns to delays, re-

peated 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 infor-

mation 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 prob-

lems, which occurs during interoperability is trust to share with all model in native file with an-

other 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 soft-

ware 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


16

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 RI-

USKA 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 effi-

ciency in team. After that the conceptual model can be created. After the whole process of ac-

ceptation. 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 documenta-

tion 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.


17

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 pro-

cess. 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 author-

ities 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 spe-

cialist 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 spe-

cialists.

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 con-

tinuous 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 strat-

egy 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 Man-

ager.


19

3.5.3. BIM Operator

BIM operator is responsible for creating models, analyzing models, workflow infor-

mation. 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 con-

tractors. 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.


20

3.5.5. Communication

The BIM concept is closely connected with the process of communication between peo-

ple 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 e-

mail. 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.


21

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 NON-GEOMETRICAL ATTRIBUTES

Size Cost

Width Manufacturer

Height Specification

Length Material

Orientation Fire rating

Shape Regulatory compliance

Volume Insulation properties

4.2. 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 ma-

terial properties, cost, manufacturer, thermal rating and other metadata - the geometric and non-

geometric 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.


22

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 technol-

ogy (AutoCAD 3D) and BIM software (e.g. Tekla Structures or Revit). In third case all infor-

mation 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 cor-

rect 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 en-

gineers 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. 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 graph-

ical representation. It expresses how many details are contained in the object. It is the only dif-

ference. Model with higher LoD are recommended. They contain more accurate information.

Table 8. Levels of Development

LOD Lifecycle Phases Definition

LOD 100 Concep-

tual(Presentation)

General outline of object. Equipped with an indicative vol-

ume, width, length, height. For example: extrude block,

which cover all shape of house.

LOD 200 Design Model with a complete geometry. Scheme with geometry,

orientation, location. For example: house with roof, balco-

nies, and other exterior installations.

LOD 300 Documentation Model with finally determined geometry. Ready to gener-

ate layouts of drawings. It is possible to attach non-geo-

metrical information to element. For example: house with

advanced exterior interface, detailed walls, roof, door and

windows.

LOD 400 Construction Model prepare for fabrication and assembly. Model ready

for dispatch to sub-contractor with all detailing infor-

mation. 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.

LOD 500 Facility Manage-

ment

Model prepare for maintenance and operations of the ob-

jects. For example: rendered model like in reality.


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4.4. 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 combina-

tions 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 archi-

tect 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.


25

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

tractor.

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 col-

lapse and the object will not be realized. The double ring on the Fig. 20 means shared respon-

sibility.

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


26

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 re-

duce waste and optimize efficiency through all construction process. This method is very sim-

ilar 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 mem-

ber 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.


27

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 asso-

ciated 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 bal-

ance of profits. Finally IDP will save time and money.

Figure 25. Typically scheme of IDP optimisation.


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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 writ-

ten 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 for-

mat 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 trans-

mission 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 dif-

ferent vendors. Moreover tools from different vendors have their own definition of objects,


30

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 ob-

ject 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 interoperabil-

ity 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 Insti-

tute 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, detail-

ing 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. CO-

BIM 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 sup-

ported 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 individ-

ual 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


32

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.


33

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 (ex-

plicit), shape (extrusion), shape (topology), building elements, relations between elements,

spaces, compartmentation, grids, equipment, furniture, actors, costing, work planes and sched-

ules, orders, external data, classification, associated documents, move management, asset iden-

tification. Three different categories are distinguished to represent 3D objects. B-rep – Bound-

ary 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.


34

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 Man-

ual (IDM) [S11.]. In practice, it looks like that, the architect designs whole model, with furni-

ture, 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 infor-

mation 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 capa-

bilities. The „ifc-Object” can be recursively decomposed by other „ifc-Object”. The chart be-

low shows the overall structure of the IFC.


35

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 do-

main 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 prop-

erties 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.


36

Figure 31. An example of creating geometry. The wall is cut by the opening component using the Boolean differ-

ence. 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 construc-

tion (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].


37

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','Mod-

el',*,*,*,*,#11,$,.MODEL_VIEW.,$);

#26= IFCLOCALPLACEMENT($,#10);

#28= IFCLOCALPLACEMENT(#26,#10);



#57= IFCCARTESIANPOINT((1.36424205265939E-014,-1.81898940354586E-014,200.));

#58= IFCAXIS2PLACEMENT3D(#57,#9,#7);


#60= IFCCOLOURRGB('Light Gray',0.6,0.6,0.6); // colour of the slab: name and RGB

#61=IFCSURFACESTYLERENDERING(#60,0.,$,$,$,$,IFCNORMALISEDRATI-

OMEASURE(0.0),IFCSPECULAREXPONENT(10.)); //rendering options


38

#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, #work-

planeXZ, #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.


39

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


http://www.staticstools.eu/


40

#11= IFCGEOMETRICREPRESENTATIONCONTEXT($,'Model',3,1.E-005,#10,$);

#12=IFCGEOMETRICREPRESENTATIONSUBCON-

TEXT('Body',#11,$,.MODEL_VIEW.,$);

#26= IFCLOCALPLACEMENT($,#10);





#46= IFCCOLOURRGB('Light Gray',0.6,0.6,0.6); // colour of the column: name and RGB

#47=IFCSURFACESTYLERENDERING(#46,0.,$,$,$,$,IFCNORMALISEDRATI-

OMEASURE(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, coor-

dination, 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


#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.


41

#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',$,IFCLABEL(' +0.000'),$); // bot-

tom level

#65= IFCPROPERTYSINGLEVALUE('Top elevation',$,IFCLABEL(' +6.000'),$); //top level

#71= IFCPROPERTYSINGLEVALUE('Weight',$,IFCMASSMEASURE(702.3),$); //weight

702.3 kg

#72= IFCPROPERTYSINGLEVALUE('Volume',$,IFCVOLUMEMEASURE(0.1),$); //vol-

ume 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


42

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.


43

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 ver-

sion 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 ma-

terial modelling'); //TS 21.1 – version, Release 1, Type of licence – educational, type of envi-

ronment – 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


44

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 rein-

forced concrete. Description with all calculations are enclosed in Annex C of this dis-

sertation.

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 in-

stalled 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.


45

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 calcula-

tions 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.


46

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.


47

6.2. 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 cor-

rectly 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 di-

rection.

★★★★★★ 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.


48

6.3. 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.


49

Table 10. The table shows the test results for the precast ledge beam. Exact information that should be ex-

changed 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, fyk ✘ ✘ ✘ ✔ ✔ ✘ ✘

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). Rein-

forcements haven't been sent.

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


50

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 reinforce-

ment 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 cor-

rect coordinates and magnitudes. Reinforcements haven't been sent. The model was cre-

ated 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 con-

sequences 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 infor-

mation 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 infor-

mation. 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 ha-

ven’t been sent. It has to be calculated once again and implemented all changes manu-

ally, like in case number 2. Moreover it is possible to model reinforcement in ARSAP


51

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 ex-

portable 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.


52

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 anal-

ysis software. In this case this format is lost all necessary information to structural anal-

ysis, 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.


53

6.4. 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 to-

gether.

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 parame-

ters.



54

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 in-

formation 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, Wel,y ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔ ✔

Plastic modulus, Wpl,y ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔ ✔

All sections ✔ ✔ ✔ ✔ ✘ ✘ ✘ ✔ ✘

2. GEOMETRY

Length, l ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔/֎ ✔/֎

Position of analytical line ✔ ✔ ✔ ✘ ✘ ✘ ✘ ✔/֎ ✘

Position of cross section ✉ ✔ ✔ ✔ ✘ ✘ ✘ ✔ ✘

Length of analytical lines ✔ ✔ ✔ ✘ ✘ ✘ ✘ ✘ ✘

3. MATERIAL PROPERTIES

Yield stress, fy ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔ ✔

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 some-

times their location and magnitude. In consequences it is faster to delate all loads

and create it ones again.


55

Figure 56. a): The view of transfer portal frame without any changes from TS to AxisVM. B) The rotated col-

umn. 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 analyt-

ical 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


56

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 anal-

ysis 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


57

all loads and release. After that, the results are correct. Moreover it is possible to dimen-

sioning 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 Foun-

dation Class. Thus, it is important to remember about it during design process. Be-

cause not every steel plate which look the same will be read properly by software. Be-

cause it has different family definition.


58

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 pos-

sibility 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.


59

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. Be-

sides 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 400-

500.

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.



61

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 2 3. 4 5. 6 7

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, fyk ✔ ✔ ✔ ✔ ✔ ✘ ✘

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 ✘ ✘ ✔ ✘ ✘ ✘ ✘

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.


62

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 use-

less. 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.


63

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 use-

less. 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 previ-

ous 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.


64

4) Model from TS was converted to IFC, then the file was successfully loaded to BIM Vi-

sion 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 ob-

serve 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..


65

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, be-

cause 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.


66

6.6. 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.


67

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


68

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 param-

eters.



69

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. 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 ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔ ✔

All sections ✔ ✔ ✔ ✔ ✔ ✘ ✘ ✔ ✘

2.GEOMETRY

Length, l ✔/֎ ✔/֎ ✔ ✔ ✔ ✘ ✘ ✔/֎ ✔/֎

Position of analytical line ✔/✉ ✔/✉ ✔/✉ ✘ ✘ ✘ ✘ ✔/✉ ✘

Position of cross section ✔/✉ ✔ ✔ ✔ ✔ ✘ ✘ ✔/✉ ✉

Length of analytical lines ✘ ✔/✉ ✔/✉ ✘ ✘ ✘ ✘ ✘ ✘

3.MATERIAL

Yield stress, fy ✔ ✔ ✔ ✔ ✔ ✘ ✔ ✔ ✔/֎

Modulus of elasticity, E ✔ ✔ ✔ ✔ ✔ ✘ ✔ ✔ ✔

Shear modulus, G ✔ ✔ ✔ ✔ ✔ ✘ ✔ ✔ ✔

Density, ρ ✔ ✔ ✔ ✔ ✔ ✘ ✔ ✔ ✔

4.LOADS

Magnitude, q ֎/✉ ✔ ✔ ✘ ✘ ✘ ✘ ✘ ✘

Position ֎/✉ ✔ ✔ ✘ ✘ ✘ ✘ ✘ ✘

5.BOUNDARY CONDITIONS

Pinned ✘ ✔ ✔ ✘ ✘ ✘ ✘ ✘ ✘

Roller ✘ ✔ ✔ ✘ ✘ ✘ ✘ ✘ ✘

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.


70

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.


71

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.


72

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 ele-

ments 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.


73

8) In this case the model was exported to ARSAP by CIS/2. This model is useless be-

cause 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.


74

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, interop-

erability 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 or-

der 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 stand-

ards. 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 5 6 7 8 9

1 ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ - -

2 ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★

3 ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ - -

4 ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★ ★★★★★★

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 pack-

age 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 po-

sition. 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 be-

tween 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


75

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 AR-

SAP. First of all Revit and ARSAP should be from the same release year. In other side the anal-

ysis 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 weak-

nesses. Some elements change their cross section other remains unchanged. This situation re-

quired 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 soft-

ware 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 associ-

ated 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 ex-

port function was tested in Revit, TS and ArchiCAD. ArchiCAD has the biggest options in man-

age 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.


76

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 in-

teroperability 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 model-

ling. 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-

cialization

Zone abbreviations:

MS = Mike Smith

BW = Brad Wilson

SJ = Samuel Jackson

MR = Matti Runnakko

AR = Architect

SE = Structural Engineer

EE = Electrical Engineer

SD = Steel Detailer

CL = Cellar content

00 = Ground floor content

01 = First floor content

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)


77

Moreover the IFC file should be compressed (e.g. zipped - ifcZIP), when it will be de-

cided 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 syn-

chronization. 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 sim-

ple 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 pos-

itive 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).


78

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 con-

nected 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 nec-

essary 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 con-

sequence 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 ep-

ochal transition in design practice. The simulation is a big advantages during the negotiation

process with subcontractors, owner and suppliers.


79

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 be-

fore 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 or-

der 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 im-

plemented 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 prac-

tice, 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 re-

placed 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. Documen-

tation is characterized by an ease of storage and easy access.


80

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 construc-

tion process. BIM software improved scheduling and helps to ensure just-in-time sources of ma-

terials, 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 pro-

cess 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 pre-

design 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.


81

7.4. 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 mod-

els [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 com-

mon 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 com-

pany, to avoid the story about Titanic.

Figure 99. The hidden cost of BIM process.


82

7.5. The future of BIM

I would like to dispel the myths. BIM is not a 3D design software but a human opera-

tions, which covers a wide range of changes, leading to continuous development in the con-

struction 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. Im-

proved 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 prod-

ucts 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 paper-

less world. The technology progress is recorded in each year. Technologies such as radio-fre-

quency 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 or-

der 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 prefab-

ricated column.

The barcode and QRcode and simultaneous using with tablet, allows to share all infor-

mation 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 up-

dating 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.


83

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 col-

laboration 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 con-

structed according to rules, which improve water efficiency, reduce use of electricity, CO2 emis-

sions, 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 through-

out the life cycle of building. Energy analysis tools can be found within nearly each BIM plat-

form. 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 re-

quire 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. Bear-

ing 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.


84

BIBLIOGRAPHY

[1.] C. Eastman, P. Teicholz, R. Sacks, K. Liston. BIM Handbook – A guide to Building

Information Modeling for Owners, Managers, Designers, Engineers, and Contrac-

tors. 2nd ed. New Jersey 2011: John Wiley & Sons, Inc.

[2.] R. Crotty, The Impact of Building Information Modelling – Transforming Construc-

tion, 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.else-

vier.com/locate/autcon

[7.] J. Underwood, U. Isikdag. Building Information Modelling and Construction Infor-

matics – Concepts and technologies. New York 2010: Information Science Refer-

ence.

[8.] W. Kymmell, Building Information Modelling – Planning and Managing Construc-

tion 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, Sin-

gapore, www.bca.gov.sg, https://www.corenet.gov.sg/media/586132/Singapore-

BIM-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 Uni-

versity, Lithuania. Procedia Engineering 57(2013), pages:767 - 774, www.else-

vier.com/locate/procedia

[12.] A. Tomana, BIM Innowacyjna technologia w budownictwie. Podstawy, Standardy,

Narzędzia. Kraków 2015: Drukarnia Kserkop Kraków.

https://www.dir.ca.gov/das/hcc/WorkingDefinition.pdf

http://www.elsevier.com/locate/autcon

http://www.elsevier.com/locate/autcon

http://www.en.buildingsmart.kotisivukone.com/3

http://www.bca.gov.sg/

https://www.corenet.gov.sg/media/586132/Singapore-BIM-Guide_V2.pdf

https://www.corenet.gov.sg/media/586132/Singapore-BIM-Guide_V2.pdf


85

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_Se-

ries01_Overview_05_14_07.pdf, http://www.nibs.org/news/127862/NBIMS-US-

V3-Ballot-Submission-Period-Now-Open.htm

[W4.] UK - guideline: https://aecuk.files.wordpress.com/2012/09/aecukbimprotocol-v2-

0.pdf

[W5.] Norway - guideline: http://www.statsbygg.no/Files/publikasjoner/manualer/Statsby-

ggBIMmanualV1-2Eng2011-10-24.pdf

[W6.] Denmark - guideline: http://changeagents.blogs.com/Linked_Docu-

ments/BIPS%203D%20Working%20Method.pdf

[W7.] Netherlands guideline: http://www.rijksvastgoedbedrijf.nl/english/documents/publi-

cation/2014/07/08/rgd-bim-standard-v1.0.1-en-v1.0_2

[W8.] South Korean guidelines: http://www.buildingsmart.or.kr/Docu-

ment/BIM_Guide_vol1_KoreaPPS_2010_eng.pdf, http://www.build-

ingsmart.or.kr/Document/BIM_Guide_MLTL_Korea_2010_eng.pdf

[W9.] Hong Kong - guideline: http://www.housingauthority.gov.hk/en/business-partner-

ships/, http://www.housingauthority.gov.hk/en/business-partnerships/re-

sources/%20building-information-modelling/index.html, http://www.housingauthor-

ity.gov.hk/en/business-partnerships/resources/building-information-modelling/in-

dex.html

[W10.] Australian guideline:http://www.construction-innovation.info/im-

ages/pdfs/BIM_Guidelines_Book_191109_lores.pdf

[W11.] New Zealand - guideline: http://www.branz.co.nz/cms_show_down-

load.php?id=2be18e9778375eab939ff3c96a520b5ff9dabfc9, http://www.master-

spec.co.nz/news-reports/p1/new-zealand-national-bim-survey-report-2012-

i748c31a1-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/pro-

jekt/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/lex-

ical/ifcslab.htm

[W16.] http://www.buildingsmart-tech.org/ifc/IFC2x3/TC1/html/ifcsharedbldgelements/lex-

ical/ifccolumn.htm

[W17.] Certified Software according to BuildingSMART. http://www.build-

ingsmart.org/compliance/certified-software/


86

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, self-

weight, 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 represen-

tation and exchange [http://www.iso.org/]

[S9.] ISO 10303-21:2016 Industrial systems and integration – Product data representa-

tion and exchange – Part 21: Implementation methods: Clear text encoding of ex-

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

[S10.] ISO 16739:2013 Industry Foundation Classes (IFC) for data sharing in the con-

struction 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/]


87

APPENDICES

Appendix A

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


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


88

PORTAL_FRAME_TS_TO_CIS2_TO_REVIT.rvt

PORTAL_FRAME_TS_TO_IFC.ifc

3. CONCRETE WALL


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


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


RENDERED PHOTOS


89

ArchiCAD_HOUSE_ALL.ifc

HOUSE_ArchiCAD.pla

IFC_HOUSE_STRUCTURAL.ifc

IFC_HOUSE_STRUCTURAL.rtd

6. HOUSE - REVIT


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.


90

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


91

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

(𝑓𝑐𝑑 = 𝛼𝑐𝑐 ∙𝑓𝑐𝑘𝛾𝑐 = 1,0 ∙

30,00

1,5 = 20 𝑀𝑃𝑎)

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

(𝑓𝑐𝑡𝑑 = 𝛼𝑐𝑐 ∙𝑓𝑐𝑡𝑘,0,05𝛾𝑐

= 1,0 ∙ 2,0

1,5 = 1,33 𝑀𝑃𝑎)

Secant modulus of elasticity of concrete: 𝐸𝑐𝑚 = 33 𝐺𝑃𝑎

Strength parameters of reinforcing steel:

Characteristic yield strength of reinforcement: 𝑓𝑦𝑘 = 500,0 𝑀𝑃𝑎

Design yield strength of reinforcement: 𝑓𝑦𝑑 = 435,0 𝑀𝑃𝑎

( 𝑓𝑦𝑑 =𝑓𝑦𝑘𝛾𝑠=500,0

1,15= 435,0 𝑀𝑃𝑎)

Value of modulus of elasticity of reinforcing steel: 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 , 휁𝑒𝑓𝑓,𝑙𝑖𝑚

and 𝐴0,𝑙𝑖𝑚


92

𝜉𝑙𝑖𝑚 =𝜆 ∙ 𝑥

𝑑= 𝜆 ∙

휀𝑐𝑢3휀𝑐𝑢3 + 휀𝑦𝑑

For𝑓𝑐𝑘 ≤ 50 𝑀𝑃𝑎; 휀𝑐𝑢3 = 0,0035

휀𝑦𝑑 =𝑓𝑦𝑑𝐸𝑠

=435

200 000= 0,002175

𝜉𝑙𝑖𝑚 = 0,8 ∙0,0035

0,0035 + 0,002175= 0,4934

휁𝑙𝑖𝑚 =𝑧

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

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

Type of action

Character-

istic loads

[kN

𝑚]

Partial

safety factor 𝛾𝑓

Design loads

[kN

𝑚]

DEAD LOAD

OVERALL DEAD LOADS [g] 20,0 1,35 27,0

LIFE LOAD

OVERALL LIFE LOADS [q] 60,0 1,50 90,0

OVERALL 80,0 117,0

𝑀𝐸𝑑 =(𝑔 + 𝑞) ∗ 𝑙𝑒𝑓𝑓

2

8=(27 + 90) ∗ 52

8= 365,63 𝑘𝑁𝑚

𝑉𝐸𝑑 =(𝑔 + 𝑞) ∗ 𝑙𝑒𝑓𝑓

2=(27 + 90) ∗ 5

2= 292,5 𝑘𝑁

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)

𝑐𝑚𝑖𝑛 = 𝑚𝑎𝑥 {12 𝑚𝑚25 𝑚𝑚10 𝑚𝑚

= 25 𝑚𝑚

𝑐𝑛𝑜𝑚 = 𝑐𝑚𝑖𝑛 + Δ𝑐𝑑𝑒𝑣 = 25 + 5 = 30 𝑚𝑚

Minimum distance between single bars:

𝑆𝑙,𝑚𝑖𝑛 = {𝑘1 ∗ 𝛷𝑚𝑎𝑥𝑑𝑔 + 𝑘220 𝑚𝑚

= 𝑚𝑎𝑥 {1 ∗ 1216 + 520

= 𝑚𝑎𝑥 {122120

= 21 𝑚𝑚

a1 = cnom + ϕ𝑠𝑡 +1

2ϕ = 30 + 8 +

1

2∗ 12 = 44 mm

a2 = cnom + ϕ𝑠𝑡𝑟𝑧 +ϕ+ s +1

2ϕ = 30 + 8 + 12 + 21 +

1

2∙ 12 = 77 mm

Effective height of cross section with two rows of bars:

𝑑2 = ℎ𝑓 − 𝑎2 = 0,58 − 0,077 = 0,503 𝑚


93

Minimum area of cross section of longitudinal reinforcement:

𝐴𝑠,𝑚𝑖𝑛 = 𝑚𝑎𝑥 {0,26 ∗

𝑓𝑐𝑡𝑚

𝑓𝑦𝑘∗ 𝑏𝑤 ∗ 𝑑2

0,0013 ∗ 𝑏𝑤 ∗ 𝑑2= 𝑚𝑎𝑥 {

0,26 ∗ 2,9

500∗ 38 ∗ 50,3

0,0013 ∗ 38 ∗ 50,3= 𝑚𝑎𝑥 {

2,88 𝑐𝑚2

2,49 𝑐𝑚2

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

𝐴0 =𝑀𝐸𝑑

𝑓𝑐𝑑 ∙ 𝑏 ∙ 𝑑2=

365,63 ∙ 10−3

20,0 ∙ 0,38 ∙ 0,5032= 0,19

𝐴0 = 0,19 ≤ 𝐴0,𝑙𝑖𝑚 = 0,372

Single reinforced cross-section

휁𝑒𝑓𝑓 = 0,5 ∙ (1 + √1 − 2 ∙ 𝐴0) = 0,5 ∙ (1 + √1 − 2 ∙ 0,19) = 0,89

𝐴𝑠,𝑟𝑒𝑞 =𝑀𝐸𝑑

휁𝑒𝑓𝑓 ∙ 𝑓𝑦𝑑 ∙ 𝑑=

365,63 ∙ 10−3

0,89 ∙ 435 ∙ 0,503= 0,0019𝑚2 = 19 𝑐𝑚2

Adopted: 𝜙12 − 18 𝑝𝑖𝑒𝑐𝑒𝑠 (𝐴𝑠1,𝑝𝑟𝑜𝑣 = 20,36 𝑐𝑚2)

𝐴𝑠,𝑚𝑖𝑛 = 2,88 𝑐𝑚2 < 𝐴𝑠1,𝑝𝑟𝑜𝑣 = 20,36 𝑐𝑚2 < 𝐴𝑠,𝑚𝑎𝑥 = 88,16 𝑐𝑚

2

Dimensioning to shear reinforcement

VEd∗ = VA − (g + q) ∗ (d +

t

2) = 292,5 − 117 ∗ (0,503 +

0,4

2) = 210,25 kN

Calculation of VRd,c(6.2.1 PN-EN 1992-1-1)

CRd,c =0,18

γc =

0,18

1,5 = 0,12

k = min{1 + √200

d

2,0

= min{1 + √200

503

2,0

= min {1,6312,0

= 1,63

Adopted longitudinal reinforcement: 10𝜙16 (Asl = 20,12 cm2)

ρ1 = min{

Aslbw ∗ d0,02

= min {

20,36

38 ∗ 50,30,02

= min {0,0110,02

= 0,011

k1 = 0,15 and σcp = NEd

Ac for NEd = 0 kN, so σcp = 0

kN

m2

Vmin = 0,035 ∗ k32 ∗ √fck = 0,035 ∗ 1,63

32 ∗ √30 = 0,40

VRd,c = max{(CRd,c ∗ k ∗ (100 ∗ ρ1 ∗ fck)

13 + k1 ∗ σcp) ∗ bw ∗ d

(Vmin + k1 ∗ σcp) ∗ bw ∗ d

VRd,c = max {0,12 ∗ 1,63 ∗(100 ∗ 0,011 ∗ 30)

13 ∗ 380 ∗ 503

0,4 ∗ 380 ∗ 503= max {

119920 N 76456 N

= 120 kN

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

v = 0,6 ∙ (1 −fck250

) = 0,6 ∙ (1 −30

250) = 0,528

cot θ = 2,0 (⇒ tan θ = 0,5) And 1,0 ≤ cot θ ≤ 2,0


94

VRd,max =αcw ∙ bw ∙ z ∙ 𝑣 ∙ fcd

cot θ + tan θ=1 ∙ 380 ∙ 452,7 ∙ 0,528 ∙ 20

2 + 0,5= 7,2664 ∙ 105 N = 727 kN

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,cg + q

=292,5 − 120

117= 1,47 m

Bearing capacity of stirrups: (6.8 PN-EN 1992-1-1):

VRd,s =Asws∙ z ∙ fywd ∙ cot θ

s ≤AswVRd,s

∙ z ∙ fywd ∙ cot θ

Diameter of shear stirrups:

Asw =π ∙ ϕst

2

4=π ∙ 0,82

4= 0,5 cm2 = 0,5 ∙ 10−4 m2

VRd,s = VEd∗ = 210,25 kN

s =0,5 ∙ 10−4

210,25∙ 0,4527 ∙ 435 ∙ 103 ∙ 2,0 = 0,09 m

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

ρw,min = 0,08 ∙fck0,5

fyk= 0,08 ∙

300,5

500= 0,00088

The amount of shear reinforcement:

ρw =Asw

s∙bw=

0,5

9 ∙38 = 0,00146 ≥ ρw,min = 0,00088 The condition is met

CHECK:

𝑉𝑅𝑑,𝑠 =𝐴𝑠𝑤𝑠∙ 𝑧 ∙ 𝑓𝑦𝑤𝑑 ∙ cot 휃 =

0,5 ∙ 10−4

0,09∙ 0,4527 ∙ 435 ∙ 103 ∙ 2 = 218,81 kN

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

Figure C2. The length of the shear


95

𝑓𝑜𝑟

{

𝑓𝑐𝑚 = 38𝑀𝑃𝑎𝑡0 = 28 𝑑𝑛𝑖𝑐𝑒𝑚𝑒𝑛𝑡 𝑁𝑅𝐻 = 50%ℎ0 = 0,23 𝑚

(𝑎𝑐𝑐𝑜𝑟𝑑𝑖𝑛𝑔 𝑡𝑜 𝑓𝑖𝑔𝑢𝑟𝑒 3.1𝑎[2])

Figure C3. Effective modulus of elasticity

𝜑(∞, 𝑡0) = 2,35

𝐸𝑐,𝑒𝑓𝑓 =𝐸𝑐𝑚

1+𝜑(∞,𝑡0)=

33

1+2,35= 9,85 𝐺𝑃𝑎

𝐸𝑐,𝑒𝑓𝑓

𝐸𝑐𝑚=

9,85

33∙ 100% = 𝟐𝟗, 𝟖%

Geometric characteristics

Effective modulator ratio

𝛼𝑒 =𝐸𝑠

𝐸𝑐,𝑒𝑓𝑓=200

9,85= 20,3

Concrete cross section

𝐼𝑐 =𝑏∙ℎ3

12=

0,38∙0,583

12= 6,18 ∙ 10−3 𝑚4

𝑊𝑐 =𝑏 ∙ ℎ𝑓

2

6=0,38 ∙ 0,582

6= 0,012 𝑚3

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

𝑆𝐼 = 𝑏 ∙ ℎ𝑓 ∙ℎ𝑓2+ 𝛼𝑒 ∙ (𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2)

𝑆𝐼 = 0,38 ∙ 0,58 ∙0,58

2+ 20,3 ∙ 20,36 ∙ 0,503 ∙ 10−4 = 0,085 𝑚3

𝑥𝐼 =𝑆𝐼𝐴𝐼=0,085

0,262= 0,324 𝑚 < ℎ𝑓 = 0,58𝑚

𝐼𝐼 =𝑏 ∙ ℎ𝑓

3

12+ 𝑏 ∙ ℎ𝑓 ∙ (0,5 ∙ ℎ𝑓 − 𝑥𝐼)

2 + 𝛼𝑒 ∙ [𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼)

2 + 𝐴𝑠2 ∙ (𝑥𝐼 − 𝑎2)2]

𝐼𝐼 =0,38 ∙ 0,583

12+ 0,2204 ∙ (

1

2∙ 0,58 − 0,324)

2

+ 20,3 ∙ 20,36 ∙ 10−4 ∙ (0,503 − 0,324)2

𝐼𝐼 = 0,00776 𝑚4 = 7,76 ∙ 10−3𝑚4

𝑆𝐼 = 𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼) = 20,36 ∙ 10−4 ∙ (0,503 − 0,324) = 3,64 ∙ 10−4𝑚3

CRACKED CROSS-SECTION

∑𝑆 = 0 𝑏 ∙ 𝑥𝐼𝐼 ∙𝑥𝐼𝐼

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


96

𝑥𝐼𝐼2 + 𝑥𝐼𝐼 ∙

2 ∙ 𝛼𝑒 ∙ (𝐴𝑠1 + 𝐴𝑠2)

𝑏−2 ∙ 𝛼𝑒𝑏

(𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2) = 0

𝑥𝐼𝐼 = −𝛼𝑒 ∙ (𝐴𝑠1 + 𝐴𝑠2)

𝑏+ √(

𝛼𝑒 ∙ 𝐴𝑠1 + 𝐴𝑠2𝑏

)2

+2 ∙ 𝛼𝑒𝑏

(𝐴𝑠1 ∙ 𝑑 + 𝐴𝑠2 ∙ 𝑎2)

𝑥𝐼𝐼 = −20,3 ∙ 20,36 ∙ 10−4

0,38+

+√(20,3 ∙ 20,36 ∙ 10−4

0,38)

2

+2 ∙ 20,3

0,38∙ 20,36 ∙ 0,503 ∙ 10−4 = 0,239

𝑥𝐼𝐼 = 0,239 𝑚 < ℎ𝑓 = 0,58 𝑚

𝐼𝐼𝐼 =𝑏 ∙ 𝑥𝐼𝐼

3

12+ 𝑏 ∙ 𝑥𝐼𝐼 ∙ (

𝑥𝐼𝐼2)2

+ 𝛼𝑒 ∙ [𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼𝐼)2 + 𝐴𝑠2 ∙ (𝑥𝐼𝐼 − 𝑎2)

2]

𝐼𝐼𝐼 =0,38 ∙ 0,239 3

12+ 0,38 ∙ 0,239 ∙ (

0,239

2)2

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

𝐼𝐼𝐼 = 4,61 ∙ 10−3𝑚4

𝑆𝐼𝐼 = 𝐴𝑠1 ∙ (𝑑 − 𝑥𝐼𝐼) = 20,36 ∙ 10−4 ∙ (0,503 − 0,239) = 5,38 ∙ 10−4𝑚3

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:

leffd≤ (

l

d)lim,eff

= δ1 ∙ δ2 ∙ δ3 ∙ (l

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 deflec-

tions

(l

d)lim

=

{

K ∙ [11 + 1,5 ∙ √fck ∙

ρ0ρ+ 3,2 ∙ √fck ∙ (

ρ0ρ− 1)

3/2

] for ρ ≤ ρ0

K ∙ [11 + 1,5 ∙ √fck ∙ρ0

ρ − ρ′+1

12∙ √fck ∙

ρ′

ρ] for ρ > ρ0

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

ρ =As1bw ∙ d

=20,36

38 ∙ 50,3= 0,0107 > ρ0 = 0,00548

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

d)lim

= K ∙ [11 + 1,5 ∙ √fck ∙ρ0

ρ − ρ′] = 0,8 ∙ [11 + 1,5 ∙ √30 ∙

0,00548

0,0107] = 12,17


97

Coefficients modified limit slenderness:

δ1 =500∙As,prov

fyk∙As,req=

500∙20,36

500∙19= 1,072, δ2 = 1,0; δ3 = 1,0

leff

d=

5,0

0,503= 9,94 ≤ (

l

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

∅ ≤ ∅𝒔 = ∅𝒔∗ ∙𝒇𝒄𝒕,𝒆𝒇𝒇

𝟐, 𝟗∙𝒌𝒄 ∙ 𝒉𝒄𝒓

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.]

휀𝑠 = 휀𝑐 ⇒ 𝜎𝑠𝐸𝑠=

𝜎𝑐𝐸𝑐𝑚

⇒ 𝜎𝑠 =𝐸𝑠

𝐸𝑐,𝑒𝑓𝑓∙ 𝜎𝑐 = 𝛼𝑒 ∙ 𝜎𝑐 ⇒ 𝜎𝑠 = 𝛼𝑒 ∙

𝑀𝐸𝑑

𝐼𝐼𝐼∙ (𝑑 − 𝑥𝐼𝐼)

𝜎𝑠 = 20,3 ∙365,63 ∙ 103

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

For {𝑤𝑘 = 0,3 𝑚𝑚𝜎𝑠 = 425 𝑀𝑃𝑎

according to table 7.2N] → 𝜙𝑠∗ = 5 𝑚𝑚

∅ = 16 𝑚𝑚 > ∅𝑠 = 5 ∙2,9

2,9∙

0,4 ∙ 0,29

2 ∙ (0,58 − 0,503)= 3,77 𝑚𝑚

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

ℎ𝑐,𝑒𝑓𝑓 = 𝑚𝑖𝑛 {

2,5 ∙ (ℎ − 𝑑)ℎ − 𝑥𝐼𝐼3

= 𝑚𝑖𝑛 {

2,5 ∙ (0,58 − 0,503)0,58 − 0,239

3

= 𝑚𝑖𝑛 {0,1925 𝑚0,114 𝑚

= 0,114𝑚

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

𝜌𝑝,𝑒𝑓𝑓 =𝐴𝑠+𝜉1 ∙ 𝐴𝑝𝐴𝑐,𝑒𝑓𝑓

=20,36 ∙ 10−4

0,043= 0,047

휀𝑠𝑚 − Mean strain in the reinforcement, 휀𝑐𝑚 − average strain concrete between cracks


98

휀𝑠𝑚 − 휀𝑐𝑚 = 𝑚𝑎𝑥

{

𝜎𝑠 − 𝑘𝑡 ∙

𝑓𝑐𝑡,𝑒𝑓𝑓𝜌𝑝,𝑒𝑓𝑓

∙ (1 + 𝛼𝑒 ∙ 𝜌𝑝,𝑒𝑓𝑓)

𝐸𝑠

(1 − 𝑘𝑡) ∙𝜎𝑠𝐸𝑠

𝜎𝑠 = 425 𝑀𝑃𝑎 𝑘𝑡 = 0,4 𝑓𝑐𝑡,𝑒𝑓𝑓 = 𝑓𝑐𝑡𝑚 = 2,9 𝑀𝑃𝑎

휀𝑠𝑚 − 휀𝑐𝑚 = 𝑚𝑎𝑥

{

425 − 0,4 ∙

2,90,047 ∙

(1 + 20,3 ∙ 0,047)

200 ∙ 103

(1 − 0,4) ∙425

200 ∙ 103

= 𝑚𝑎𝑥 {1,884 ∙ 10−3

1,275 ∙ 10−3

휀𝑠𝑚 − 휀𝑐𝑚 = 1,884 ∙ 10−3

𝑆𝑟,𝑚𝑎𝑥 =

{

𝑘3 ∙ 𝑐 + 𝑘1 ∙ 𝑘2 ∙ 𝑘4 ∙𝜙

𝜌𝑝,𝑒𝑓𝑓, 𝑑𝑙𝑎 𝑎 ≤ 5 ∙ (𝑐 +

𝜙

2)

1,3 ∙ (ℎ − 𝑥), 𝑑𝑙𝑎 𝑎 > 5 ∙ (𝑐 +𝜙

2)

𝑐 = 𝑐𝑛𝑜𝑚 = 0,03 𝑚, 𝑎 = 0,077 𝑚 → 𝑎 < 5 ∙ (𝑐 +𝜙

2) = 5 ∙ (0,03 +

0,012

2) = 0,18 𝑚

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

𝑠𝑟,𝑚𝑎𝑥 = 𝑘3 ∙ 𝑐 + 𝑘1 ∙ 𝑘2 ∙ 𝑘4 ∙𝜙

𝜌𝑝,𝑒𝑓𝑓

𝑠𝑟,𝑚𝑎𝑥 = 3,4 ∙ 0,03 + 0,8 ∙ 0,5 ∙ 0,425 ∙0,012

0,047= 0,145 𝑚 = 145 𝑚𝑚

𝑤𝑘 = 𝑠𝑟,𝑚𝑎𝑥 ∙ (휀𝑠𝑚 − 휀𝑐𝑚) (According to 7.8)

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 loads117kN

m. I assumed that I will calculate reinforce-

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

ment per 1m.

Figure C5. Cross section of ledge beam [cm]


99

NEd = 117 kN

MEd = −32,41 kN

a1 = cnom + ϕst +1

2ϕ = 30 + 8 +

1

2∗ 12 = 44

d = h − a1 = 0,3 − 0,044 = 0,256 m

A0 =MEd

fcd ∙ b ∙ d2=

32,41 ∙ 10−3

20,0 ∙ 1,0 ∙ 0,2562= 0,0247

A0 = 0,0247 ≤ A0,lim = 0,372

ζeff = 0,5 ∙ (1 + √1 − 2 ∙ A0) = 0,5 ∙ (1 + √1 − 2 ∙ 0,0247) = 0,9875

As,req =MEd

ζeff ∙ fyd ∙ d=

32,41 ∙ 10−3

0,9875 ∙ 435 ∙ 0,256= 0,00029472 m2 = 2,95 cm2

As,min = max {0,26 ∗

fctm

fyk∗ bw ∗ d

0,0013 ∗ bw ∗ d= max {

0,26 ∗ 2,9

500∗ 100 ∗ 25,6

0,0013 ∗ 100 ∗ 25,6= max {

3,86 cm2

3,33 cm2

As,min = 3,86 cm2

Reinforcement: ϕ12 − 4 pieces (As1,prov = 4,52cm2)

As,min = 3,86 cm2 < As1,prov = 4,52 cm

2

Additional reinforcement

In that case there is also demanded additional reinforcement in higher part, to up lift load from

ledge. NEd = 117 kN

σ =NEdA

→ A =NEdfyd

=117 kN

43,5kNcm2

= 2,69 cm2

Adopted the follow reinforcement bars: ϕ12 − 4 pieces (As1,prov = 4,52cm2)


100

Appendix D

APPENDIX D: STEEL PORTAL FRAME

1. Design data

1.1. Design assumption

The width of a hall: m

The height of a hall: m

The slope of a roof: degree (40%) rad

Figure D.1. Portal frame

2. Loads

Figure D.2. Scheme of loads

d 23 2 0.2 23.4

h 10 0.3 10.3

21.8 cos21.8

180

0.928


101

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


102

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. cm

cm

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. cm

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)

MPa

N/mm2

N/mm2

The geometry characteristic:

Area of cross section: cm2

Moment of inertia with respect to y-y: cm4

Moment of inertia with respect to z-z: cm4

Torsional moment of inertia: cm4

Fragmentary moment of inertia: cm6

Elastic modulus with respect to y axis: cm3

Plastic modulus with respect to y axis: cm3

L 2300

L

250

2.3 103

250 9.2

H 540

H

150

540

150 3.6

fy 235

E 210000

G 81000

Ac 198

Iyc 57700

Izc 10800

ITc 360

Iwc 3820000

Welyc 2880

Wplyc 3240


103

mm, mm, mm, mm,

mm, mm, mm,

Check the load capacity:

Column - bar number 0, kNm,

Axial force: kN, kN

Transversal force: kN, kN and

Classification cross section (PN-EN 1993-1-1, Tab. 5.2):

mm <40 mm -> MPa

Web compression: , ., <

The compression flange: <

Web and flange belong to first class.

Compression (6.2.4)

Load capacity of cross section under uniform compression for cross section class I:

kN (6.10)

For doubly symmetrical I-sections allowance need not be made for the effect of the axial force on the plastic re-

sistance moment about the y-y axis when the following criteria are satisfied:

kN < kN (6.33)

kN < 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

kNmm, (6.13)

kNm

Crucial condition for cross section under bending moment:

<1.0

Shear (PN-EN 1993-1-1 6.2.6)

The shear area Avc for rolled I sections, load parallel to web:

(PN-EN 1993-1-5)

dc 298 twc 13.5 rc 27 bc 300

tfc 24 hwc 352 hc 400

My6 543.585 Mmax My6

N6 235.623 N7 243.856

V6 92.564 V7 108.764 Vmax V7

tfc 24 fy 235

235

fy

235

235 1

c dc t twcc

t

298

13.5 22.074 33 33

c

t

bc twc 2 rc 2 tfc

300 13.5 2 27

2 24 4.844

c

t9 9

M0 1.0

NcRd Ac

102fy 10

3

M0

19810

2235 10

3

1 4.653 10

3

N7 243.856 0.25 NcRd 1.163 103

N7 243.856 0.5 hwc twcfy 10

3

M0

0.5 352 13.5235 10

3

1 558.36

McRd Wplyc

fy

M0

3.24 103

235

1 7.614 10

5

McRd

McRd

1000

7.614 105

1 103

761.4

Mmax

McRd

543.585

761.4 0.714

1.0

Avc Ac 100 2 bc tfc twc 2 rc tfc


104

mm2

cm2> cm2

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

kN

<50%

We can neglect the influence shear force on the capacity cross section during bending. When the shear force is

less than half the plastic shear resistance (6.2.8(2)).

Buckling resistance of members (PN-EN 1993-1-1 (6.3))

Flexural buckling - in the plane of the frame layout (5.2.2(8))

Conduct the analysis of the elastic stability loss, in result got the smallest multiplier coefficient:

for calculation take into account the average value of axial force NEd attempt in bar number 0.

kN

kN

Buckling coefficient for Class 1: (6.49)

>1.2 so we choose curve a (Tab. 6.2)

Imperfection factor for buckling curves: (Tab. 6.1)

Buckling out of plane of the frame layout:

Flexural buckling: mm

kN

Torsional buckling:

So the critical length during torsion is equal to the buckling length out of plane, because we don't have any re-

straints, so mm.

cm4

Avc 198 100 2 300 24 13.5 2 27( ) 24 7.02 103

Avc

Avc

10070.2 hwc

twc

100 1 352

13.5

100 47.52

VcRd Avc 102

fy

3

M0

103

70.2 102

235

3

1 10

3 952.455

Vmax

VcRd

108.764

952.455 0.114

cr 17.639

NEd

N6 N7

2

235.623 243.856

2 239.739

Ncry cr NEd 17.639 239.739 4.229 103

y

Ac 102

fy

Ncry 103

198 102

235

4.229 103

103

1.049

hc

bc

400

300 1.333

0.21

y1

2

y2

1

1.139 1.1392

1.0492

0.631

Lcrz 4780

Ncrz

2

E Izc 104

Lcrz2

103

22.1 10

5 1.08 10

4 10

4

4.78 103

2

103

9.797 103

LcrT 4780

I0c Iyc Izc 5.77 104

1.08 104

6.85 104


105

kN

kN (SN001a PL-EU - access steel)

Buckling coefficient: in the cross section the shear centre coincides with the centre of gravity so

(PN-EN 1993-1-1 Tab. 6.2, Tab 6.1 6.49)

kN

Imperfection factor for buckling curves (according to z-z axis):

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.

m, the chart of bending moment is triangular so , because in pad foundation M=0 and

(SN003a PL-EU - Tab 3.1).

The coefficient of buckling length: , , - distance between centre of shear and point where

acting force.

(3)

kNm

(PN-EN 1993-1-1, 6.56)

hc

bc=

400

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

Recommended for the selection of lateral buckling buckling curve b: (Tab.6.3)

, (6.3.2.3(1))

(6.57)

NcrT

Ac 102

I0c 104

G ITc 104

2E Iwc 10

6

LcrT2

103

NcrT198 10

2

6.85 104

104

8.1 104

360 104

22.1 10

5 3.82 10

6 10

6

4.78 103

2

103

1.844 104

NcrT7.942 10

9

2

7.826 106

1.155 106

137 1.844 10

4

NcrTF NcrT

Ncr min Ncrz NcrT 9.797 103

9.797 103

z

Ac 102

fy

Ncr 103

198 102

235

9.797 103

103

0.689

0.34

0.5 1 z 0.2 z2

0.5 1 0.34 0.689 0.2( ) 0.689

2 0.821

z1

2

z2

1

0.821 0.8212

0.6892

0.79

LcrLT 4.78 0

C1 1.77

k 1 kw 1 zg 0

Mcr C1

2

E Izc

LcrLT2

105

Iwc

Izc

104

LcrLT

2G ITc

2

E Izc

Mcr 1.77

22.1 10

5 1.08 10

4

4.782

105

3.82 10

6

1.08 104

104

4.78

28.1 10

4 360

2

2.1 105

1.08 104

4.426 103

LT

Wplyc fy

Mcr 103

3.24 103

235

Mcr 103

0.415

LT 0.34

LT0 0.4 0.75

LT 0.5 1 LT LT LT0 LT2

0.5 1 0.34 0.415 0.4( ) 0.75 0.415

2 0.567

LT1

LT LT2

LT2

1

0.567 0.5672

0.75 0.4152

0.994


106

< Column 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:

(Tab.B.3) ,

<1.0 (6.61)

<1.0 (6.62)

The conditions for column have been met.

5. RAFTER:

RAFTER - HEA450 - CROSS SECTION

Figure D7. HEA450, source: http://www.staticstools.eu/

LT 0.994 0.994 LT 1.0

Cmy 0.9 M1 1

kyy1 Cmy 1 y 0.2 NEd

y

NcRd

M1

0.9 1 1.049 0.2( )239.739

0.6314.653 10

3

1

0.962

kyy2 Cmy 1 0.8NEd

y

NcRd

M1

0.9 1 0.8239.739

0.6314.653 10

3

1

0.959

kyy min kyy1 kyy2 0.959

kzy 0.6 kyy 0.575 0.575

NEd

y

NcRd

M1

kyy

Mmax

LT

McRd

M1

239.739

0.6314.653 10

3

1

0.959543.585

0.994761.4

1

0.77

NEd

z

NcRd

M1

kzy

Mmax

LT

McRd

M1

239.739

0.794.653 10

3

1

0.575543.585

0.994761.4

1

0.478

http://www.staticstools.eu/


107





Torsional moment of inertia: cm4

Fragmentary moment of inertia: cm6


Plastic modulus with respect to y axis: cm3

Geometry: mm, mm, mm, mm, mm,

mm, mm

Internal forces (bar number 1 and 2):

- bending moment:

kNm, kNm, kNm, kNm

- Axial force:

kN, kN, kN

- Shear force:

kN, kN, kN

Check the bar 1 capacity:

Classification of cross section

, mm< 40 mm and MPa and

Web compression:

< - class I

Flange compression:

< - class I

Check the load capacity: (6.2)

Load capacity of cross section under uniform compression for cross section class I: (6.2.4)

kN (6.10)

kN < kN (6.33)

kN < 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

Ab 178

Iyb 63700

Izb 9465

ITb 243.8

Iwb 4150000

Welyb 2896

Wplyb 3216

tfb 21 db 344 twb 11.5 bb 300 rb 27

hwb 398 hb 440

My4 156.243 My5 272.618 My6 543.585 My45 279.224

N4 71.083 N5 160.116 N6 173.451

V4 71.53 V5 151.053 V6 184.393

tmax tfb tfb 21 fy 235 1

c

t

db

twb

explicit ALL344

11.5 29.913

c

t33 33

c

t

bb twb 2 rb

2 tfb

300 11.5 2 27

2 21 5.583

c

t9 9

M0 1.0

NcRd Ab

102fy 10

3

M0

17810

2235 10

3

1 4.183 10

3

NEd N5 160.116 0.25 NcRd 1.046 103

NEd 160.116 0.5 hwb twbfy 10

3

M0

0.5 398 11.5235 10

3

1 537.798


108

kNmm, (6.13)

kNm

Crucial condition for cross section under bending moment:

kNm

<1.0

Shear (PN-EN 1993-1-1, point 6.2.6)

The shear area Avc for rolled I sections, load parallel to web:

(PN-EN 1993-1-5 (4.6))

mm2

cm2> cm2

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

kN (6.18)

<50%

We can omit the influence shear force on the capacity cross section during bending.

Buckling resistance of members (PN-EN 1993-1-1 (6.2.3))

Flexural buckling - in the plane of the frame layout,

For calculation take into account the average value of axial force NEd attempt in bar number 2.

and

kN

kN

Buckling coefficient for Class 1 :( 6.49)

hb

bb=

440

300= 1,467 > 1,2, so we choose curve a (Tab. 6.2)

Imperfection factor for buckling curves: (Tab. 6.1)

(6.49)

McRd Wplyb

fy

M0

3.216 103

235

1 7.558 10

5

McRd

McRd

1000

7.558 105

1 103

755.76

MEd My5 272.618

MEd

McRd

272.618

755.76 0.361

1.0

Avb Ab 100 2 bb tfb twb 2 rb tfb

Avb explicit ALL 178 100 2 300 21 11.5 2 27( ) 21 6.575 103

Avb

Avb

10065.755 hwb

twb

100 1 398

11.5

100 45.77

VcRd Avb 102

fy

3

M0

103

65.755 102

235

3

1 10

3 892.146

V5

VcRd

151.053

892.146 0.169

cr 17.639

N4 N4 N5 N5

NEd

N4 N5

2

71.083 160.116

2 115.6

Ncry cr NEd 17.639 115.6 2.039 103

y

Ab 102

fy

Ncry 103

178 102

235

2.039 103

103

1.432

0.21

0.5 1 y 0.2 y2

0.5 1 0.21 1.432 0.2( ) 1.432

2 1.655

y1

2

y2

1

1.655 1.6552

1.4322

0.402


109

Buckling out of plane of the frame layout:

Flexural buckling: I don't take into account the purlins. I take into account the length between haunches.

mm

kN

Torsional buckling:

mm,

cm4 (SN001a PL-EU)

kN

Buckling coefficient:

In the cross section the shear centre coincides with the centre of gravity so

kN

Imperfection factor for buckling curves (b): (PN-EN 1993-1-1 Tab. 6.2, Tab 6.1 6.49)

Lateral torsional buckling (SN003a PL-EU)

During buckling column is restrained out of plane on the level of pad foundation and on the level of haunches.

m.

The chart of bending moment is nonlinear so

Continuity load on rafter between the restraints:

kN/m

(3.4)

, (SN003a PL-EU - Fig 3.3)

The coefficient of buckling length: , , - distance between centre of shear and point where

acting force.

Lcrz 10786

Ncrz

2

E Izb 104

Lcrz2

103

22.1 10

5 9.465 10

3 10

4

1.079 104

2

103

1.686 103

LcrT 10786

I0b Iyb Izb 6.37 104

9.465 103

7.316 104

NcrT

Ab 102

I0b 104

G ITb 104

2E Iwb 10

6

LcrT2

103

NcrT178 10

2

7.316 104

104

8.1 104

243.8 104

22.1 10

5 4.15 10

6 10

6

1.079 104

2

103

6.603 103

NcrTF NcrT

Ncr min Ncrz NcrT 1.686 103

1.686 103

z

Ab 102

fy

Ncr 103

178 102

235

1.686 103

103

1.575

0.34

0.5 1 z 0.2 z2

0.5 1 0.34 1.575 0.2( ) 1.575

2 1.974

z1

2

z2

1

1.974 1.9742

1.5752

0.316

LcrLT 10.79

My4

My5

156.243

272.618 0.573

q 16 6 22

q LcrLT

2

8 My5

22 10.792

8 272.618 1.174

C1 5

k 1 kw 1 zg 0

Mcr C1

2

E Izb

LcrLT2

105

Iwb

Izb

104

LcrLT

2G ITb

2

E Izb


110

kNm

kNm

(PN-EN 1993-1-1, 6.56)

< 2, buckling curve – b (Tab.6.5)

Recommended for the selection of lateral buckling buckling curve b:

, (6.3.2.3(1))

(6.57)

>0.4 (Tab. B.3)

(6.3.2.3(2))

< 1.0 (6.58)

Rafter is not exposed to lateral-torsional buckling.

Member capacity under compression and ondirectional bending:

Interaction factors for interaction according to Annex B, table B.1:

(Tab.B.3) ,

(Tab B.1)

For below two conditions if only one is met then lateral torsional buckling effect may be ignored and only cross

sectional checks apply. (6.3.2.2(4))

> - was not met,

(1)

Mcr 5

22.1 10

5 9.465 10

3

10.792

105

4.15 10

6

9.465 103

104

10.79

28.1 10

4 243.8

2

2.1 105

9.465 103

3.381 103

Mcr 3.381 103

LT

Wplyb fy

Mcr 103

3.216 103

235

Mcr 103

0.473

hb

bb

440

300 1.467

LT 0.34

LT0 0.4 0.75

LT 0.5 1 LT LT LT0 LT2

0.5 1 0.34 0.473 0.4( ) 0.75 0.473

2 0.596

LT1

LT LT2

LT2

1

0.596 0.5962

0.75 0.4732

0.971

s

My45

My5

279.224

272.618 1.024

CmLT 0.1 1 ( ) 0.8 s 0.1 1 0.573( ) 0.8 1.024 0.977

kc CmLT 0.988 0.988

f 1 0.5 1 kc 1 2 LT 0.8 2

1 0.5 1 0.988( ) 1 2 0.473 0.8( )

2 0.995

LTmod

LT

f

0.971

0.995 0.976

Cmy 0.9 M1 1

kyy1 Cmy 1 y 0.2 NEd

y

NcRd

M1

0.9 1 1.432 0.2( )115.6

0.4024.183 10

3

1

0.976

kyy2 Cmy 1 0.8NEd

y

NcRd

M1

0.9 1 0.8115.6

0.4024.183 10

3

1

0.949

kyy min kyy1 kyy2 0.949

LT 0.473 LT0 0.4

MEd

Mcr

272.618

5

22.1 10

5 9.465 10

3

10.792

105

4.15 10

6

9.465 103

104

10.79

28.1 10

4 243.8

2

2.1 105

9.465 103

0.081


111

< - condition was met.

(2)

<

Is less so:

<1.0

<1.0

The conditions for rafter have been met.

6. RAFTER'S HAUNCHES - HEA450 - CROSS SECTION

They extend over a length of 1600 mm.

Figure D8. Haunches and cross section in the middle.





MEd

McrLT0

20.16

kzy 10.1 z

CmLT 0.25

NEd

z

NcRd

M1

10.1 1.575

0.977 0.25

115.6

0.3164.183 10

3

1

0.981

kzy 0.981 10.1

CmLT 0.25

NEd

z

NcRd

M1

10.1

0.977 0.25

115.6

0.3164.183 10

3

1

0.988

kzy 0.99

NEd

y

NcRd

M1

kyy

MEd

LT

McRd

M1

115.6

0.4024.183 10

3

1

0.949272.618

0.971755.76

1

0.421

NEd

z

NcRd

M1

kzy

MEd

LT

McRd

M1

115.6

0.3164.183 10

3

1

0.99272.618

0.971755.76

1

0.455

As 195.86

Iys 145900

Izs 9457.7


112


Check the capacity - bar number 1

Classification of cross section: HEA450, - class I like above. Capacity of cross section: supply of load capacity

in HEA 450 is more about 60%, so the additionally checked haunches is not necessary. Load capacity element

including stability. The distribution of bending moment along the length of haunches is other than in the rod

number 2. This fact cause the compression on the bottom flange on the whole length. Moreover we should check

the resistant of element number 1 to lateral torsional buckling. The buckling length out of plane: m

– the total length of haunches. Simplified assessment methods for beams with restraints in buildings 6.3.2.4. The

bottom flange of makeshift cross section in the middle of the haunches. Assuming that half of the cross section is

compressed. The geometric characteristic of the replacement bottom side under compression:

mm2

cm2

mm4

cm4

The slenderness of the replacement bottom part:

cm

Nm

kNm

kc - is a slenderness correction factor for moment distribution between restraints

(6.3.2.4. NOTE 2B)

Slenderness limit of the equivalent compression flange: , cm,

Member with discrete lateral restraint to the compression flange are not susceptible to lateral torsional buckling

if the length Lc between restrains satisfies the condition:

< 6.59

The element is not exposed to lateral-torsional buckling

7. Checking connections:

7.1 The Column base plate:

The axial and shear force at the support of column: bar 0, kN, kN

Data: Steel: S235, class of concrete of pad foundation C25/30, ,

The dimensions of base plate: mm, mm, mm, mm, mm

Welys 4494

Lc 1.6

Af bb tfb twb 10.98 300 21 11.5 10.98 6.426 103

Af

Af

10064.263

Ifz

tfb bb3

12

10.98 twb3

12

21 3003

12

10.98 11.53

12 4.725 10

7

Ifz

Ifz

100004.725 10

3

ifz

Ifz

Af

4.725 103

64.263 8.575

McRd Welys

fy

M1

4.494 103

235

1 1.056 10

6

McRd

McRd

10001.056 10

3

kc 1.0

c0 LT0 0.1 0.5 Lc Lc 100 160

fz

kc Lc

ifz

1

93.9

1 160

8.575

1

93.9 0.199 c0

McRd

My6

0.51.056 10

3

543.585 0.971

NjEd 243.856 FjEd 108.764

c 1.5 M2 1.25

bp 350 hp 450 tp 20 e1 25 e2 25


113

Figure D9. Base plate

The concrete strength on compression: N/mm2 (PN-EN 1992-1-1)

The calculated strength concrete to compression: N/mm2

The design bearing strength of the joint to pressure (PN-EN 1993-1-8 6.2.5(7))

, the material coefficient for pad foundation (PN-EN 1992-1-1)

Design capacity under concentration force acting on the concert surface: PN-EN 1992-1-1

, - area of pressure and distribution

, - effective width and length, Ac0=beff*leff (6.2.5(7))

The concentrated design resistance force: <

, in practical: (6.6)

N/mm2

Equivalent T-stub in compression, the forces transferred through a T-stub should be assumed to spread uni-

formly,

Mm 6.2.5(5)

* The physical length of the basic joint component represented by T-stub exceeds c on any sides, the part of the

additional projection beyond the width c should be neglected.

mm> mm and mm> mm, so we have small overhang of steel plate.

(According to 6.2.5(5) - Where the projection of the physical length of the basic joint component represented by

the T-stub is less than c, then the effective area look like below:)

fck 25

fcd

fck

c

16.667 16.667

fjd

j2

3

Ac0 Ac1

beff leff

FRdu Ac0 fcdAc1

Ac0

Ac0Ac0 3.0 fcd Ac0

fjd j fcdAc1

Ac0

Ac1 Ac1

Ac0

1.5Ac1

Ac0

fjd j fcd 1.5 16.667 16.667

M0 1

c tp

fy

3 fjd M0 20

235

3 16.667 1 43.359

c 43.359 e1 25 c 43.359 e2 25


114

Figure D10. Crushing zone to the pad foundation

mm2

mm2

Check the bearing capacity of pad foundation due to pressure under the base plate:

N

kN

kN < kN

The condition was met.

The design friction resistance FfRd,

Between base plate and grout should be derived as follows: (6.2.2(6))

Cfd- the coefficient of friction between base plate and grout layer. For sand-cement mortar

NcEd - the design value of the normal compressive force in the column, kN

kN < kN (6.1)

In a column base the design shear resistance of an anchor bolt FvbRd, should be taken as the smaller: (6.2.2(7))

Where the shear plane passes through the threaded portion of the bolt: (Tab.3.4)

MPa , MPa

The ultimate tensile strength for bolts according to Table 3.1 PN-EN 1993-1-8, I take into account two pieces of

anchor bolts M24 so mm, A - is the tensile stress area of the bolt As:

mm2

N (Tab.3.4)

kN

Ac0f bc 2 e2 c tfc e1 300 2 25( ) 43.359 24 25( ) 3.233 104

Ac0w hc 2 tfc 2 c twc 2 c 400 2 24 2 43.359( ) 13.5 2 43.359( ) 2.659 104

NjRd 2 Ac0f Ac0w fjd 2 3.233 104

2.659 104

16.667 1.521 106

NjRd

NjRd

10001.521 10

3

NjEd 243.856 NjRd 1.521 103

Cfd 0.2

NcEd N7 243.856

FfRd Cfd NcEd 0.2 243.856 48.771 FjEd 108.764

v 0.6

fub 360 fyb 235

d 24

A d

2

4

242

4 452.389

F1vbRd

v fub A

M2

0.6 360 452.389

1.25 7.817 10

4

F1vbRd

F1vbRd

100078.173


115

N/mm2 Nominal values of the yield strength for bolts - tab. 3.1

mm2 - the tensile area of the bolt

N (6.2)

kN

kN

kN and

kN > 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:

kN

I take the fillet weld with the thickens: mm, the perimeter around the HEB400: mm

The stresses in the weld:

N/mm2 (4.5.3.2)

N/mm2 and

N/mm2 < N/mm2

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

N/mm2, ,

N/mm2

< N/mm2 (4.1)

The capacity is fulfil.

fyb 235

b 0.44 0.0003 fyb 0.369

As 353

F2vbRd

b fub As

M2

0.369 360 353

1.25 3.756 10

4

F2vbRd

F2vbRd

100037.565

F2vbRd

F2vbRd

100037.565

FvbRd min F1vbRd F2vbRd min 78.173 37.565( ) 37.565 n 2

Fv.Rd FfRd n FvbRd 48.771 2 37.565 123.901 FjEd 108.764

NjEd 0.25 NjEd explicit ALL 0.25 243.856 60.964

a 5 l 1461.65

NjEd 1000

a l

60.964 1 103

5 1.462 103

8.342

2

8.342

2 5.899

5.899 0.9fub

M2

0.9360

1.25 259.2

II FjEd 10

3

2 a dc

108.764 103

2 5 298 36.498 w 0.8

2

3 2

II2

5.899

23 5.899

236.498

2 64.308

2

3 2

II2

fub

w M2

360

0.8 1.25 360


116

7.2 The connection rafters in the apex:

Figure D11. Ridge details

Data:

Rafter - HEA450, screw M24, class 10.9: mm, mm2, mm

mm, mm, mm. MPa, MPa

The frontal plate – no stiffened: mm, mm, mm, mm

mm, mm, mm, mm, mm, m,

mm, mm,

The category of connection: E, steelS235, MPa, MPa (t<40mm)

The partial coefficient: ,

The load attempt in the connection between bars number 2 and 3:

kNm kN, kN

The internal force: kNm,

rad

kN

kN

d 24 As 353 dm 38.8

thb 15 tnb 19 twa 4 fyb 900 fub 1000

tp 24 w 150 e 75 bep 300

ex 40 d1 100 d2 140 d3 90 ep 40 p 410

h1 505.6 h2 365.6

fy 235 fu 360

M0 1 M2 1.25

M 156.243 N 71.083 V 71.53

MEd M 156.243

21.8

1800.38 0.38

VEd V cos ( ) N sin ( )( ) 71.53 cos 0.38( ) 71.083 sin 0.38( ) 40.017

NEd N cos ( ) V sin ( ) 71.083 cos 0.38( ) 71.53 sin 0.38( ) 92.563


117

Figure D12. Scheme of forces

7.2.1. Welded connection rafter with the end plate: (6.2.3(5))

The fillet weld should take the the bending moment equal to the bending plastic capacity - rafter. The fillet weld

around flange with thickens: mm,

= = =

Figure D13. Fillet welds

af 11

N

af l

tfb bb fy

M0

af bb

tfb fy

af M0


118

N/mm2 (4.5.3.2)

The weld the upper side of rafter: (Tab 4.1)

N/mm2

N/mm2 < N/mm2

N/mm2 and

N/mm2 <

N/mm2 (4.1)

The capacity of the upper weld is fulfil.

The weld on the bottom side of rafter:

N/mm2

N/mm2 < N/mm2

N/mm2 and

N/mm2 <

N/mm2 (4.1)

The capacity of the bottom weld is fulfil.

The weld connected the web:

= = =

The fillet weld with thickens on the both sides: mm,

N/mm2 (4.5.3.2)

N/mm2 and and N/mm2

tfb fy

2af M0

21 235

2 11 224.318

w 0.8

sin

2

2

224.318 sin

20.38

2

185.749

185.749 0.9fu

M2

0.9360

1.25 259.2

cos

2

2

224.318 cos

20.38

2

125.762 II 0

2

3 2

II2

185.749

23 125.762

202

286.27

fu

w M2

360

0.8 1.25 360

sin

2

2

224.318 sin

20.38

2

125.762

125.762 0.9fu

M2

0.9360

1.25 259.2

cos

2

2

224.318 cos

20.38

2

185.749 II 0

2

3 2

II2

125.762

23 185.749

202

345.433

fu

w M2

360

0.8 1.25 360

N

aw l

twb db fy

M0

aw db

twb fy

aw M0

aw 6

twb fy

2aw M0

11.5 235

2 6 225.208

2

225.208

2 159.246 II

VEd 1000

aw db19.388


119

N/mm2 < N/mm2 (4.1)

N/mm2 <

N/mm2(4.1)

The capacity of web welds if fulfil.

The connection of the rafter bolted connection in the apex:

= (6.25)

- The distance between the bolt array and to the centre of compression

- The effective design capacity under bending.

mm, mm

The capacity of compression zone. Web and flange in compression zone:(6.2.6.7, 6.21)

= , h- the depth of the connected beam, tfb-the flange thickness

- the design moment resistance of the beam cross-section, reduced if necessary to allow for shear.

kNmm (PN-EN 1993-1-1 6.14)

mm,

kN, (PN-EN 1993-1-8 (6.21)

The capacity of tensile zone:

The first array of bolts:

End-plate in bending: (6.2.6.5)

mm (the length of the weld - picture D.13)

mm, ,

mm

The effective lengths for an end-plate (circular patterns, the bolt row considered outside of the tensile beam

flange) (Tab.6.6)

mm

mm

mm

mm

Effective lengths, non-circular patterns (the bolt row considered outside of the tensile beam flange)

mm

mm

159.246 0.9fu

M2

0.9360

1.25 259.2

2

3 2

II2

159.246

23 159.246

219.388

2 320.258

fu

w M2

360

0.8 1.25 360

MjRd hr FtrRd

hr

FtrRd

h1 505.6 h2 365.6

FcfbRd

McRd

h tfb

McRd

McRd Welyb

fy

M0

2.896 103

235

1 6.806 10

5

hhb

cos ( )

440

cos 0.38( ) 473.89

FcfbRd

McRd

h tfb

6.806 105

473.89 21 1.503 10

3

z2

af

cos

2

2

11

cos

20.38

2

13.284

ex 40 emin ex

mx d1 ex 0.8 z2 100 40 0.8 13.284 49.373

x1 2 mx 2 49.373 310.218

x2 mx w 49.373 150 305.109

x3 mx 2 e 49.373 2 75 305.109

leffcp min x1 x2 x3 305.109

x1 4 mx 1.25 ex 4 49.373 1.25 40

x2 e 2 mx 0.625 ex 75 2 49.373 0.625 40 198.746


120

mm

mm

mm

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

mm

Nmm

N

kN


mm

Nmm

mm < mm

The resistance of bolt to tension:

N (Tab.3.4)

Punching shear resistance:

N

Take the N, like the smaller value

N

kN (Tab.6.2)

Model 3 - (Table 6.2)

N,

kN

The design resistance of end-plate

kN

The capacity of I row of bolt:

kN

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

kN < kN

The capacity of first row don't demand reduction.

x3 0.5 bep 0.5 300 150

x4 0.5 w 2 mx 0.625 ex 0.5 150 2 49.373 0.625 40 198.746

leffnc min x1 x2 x3 x4 150

leff1 min leffcp leffnc 150

Mpl1Rd 0.25 leff1 tp2

fy

M0

5.076 106

FT1Rd

4 Mpl1Rd

mx

4 5.076 106

49.373 4.112 10

5

FT1Rd

FT1Rd

1000411.239

leff2 leffnc 150


fy

M0

5.076 106

n emin 40 1.25 mx 61.716

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

BpRd 0.6 dm tpfu

M2

0.6 38.8 24360

1.25 5.055 10

5

FtRd 2.542 105

FT2Rd

2 Mpl2Rd 2n FtRd

mx n

2 5.076 106

2 40 2.542 105

49.373 40 3.411 10

5

FT2Rd

FT2Rd

1000341.097

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32

Ft1epRd min FT1Rd FT2Rd FT3Rd min 411.239341.097 508.32( ) 341.097

Ft1Rd Ft1epRd 341.097

FtRd Ft1Rd 341.097 FcfbRd 1.503 103


121

The second row of bolts:

End-plate in bending (6.2.6.5)

mm

mm

Effective lengths, circular patterns (I row bolts inside beam)

mm

Effective lengths, non-circular patterns (I row bolts inside beam)

mm

mm

mm (Fig.6.11)

->

mm


mm

Nmm

N

kN


mm

Nmm

mm < mm


N (Tab.3.4)

N

kN

mw twb 2 0.8 2 aw

2

150 11.5 2 0.8 2 6

2 62.462

emin e 75

leffcp 2 m 2 62.462 392.459

leffnc m 23.766

z1

af

cos

2

2

11

cos

20.38

2

19.62

m2 ex d2 d1tfb

cos ( ) 0.8 z1 40 140 100

21

cos 0.38( ) 0.8 19.62 41.686

1m

m e

62.462

62.462 75 0.454

2

m2

m e

41.686

62.462 75 0.303 6.65

leffnc m 6.65 62.462 415.371

leff1 min leffcp leffnc 392.459 392.459


fy

M0

0.25 392.459 242

235

1 1.328 10

7

FT1Rd

4 Mpl1Rd

m

4 1.328 107

62.462 8.505 10

5

FT1Rd

FT1Rd

1000850.492

leff2 leffnc 415.371


fy

M0

1.406 107

n emin 75 1.25 m 1.25 62.462 78.077

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2Mpl2Rd 2n FtRd

m n

2 1.406 107

2 75 2.542 105

62.462 75 4.819 10

5

FT2Rd

FT2Rd

1000481.852


122


N,

kN

The capacity of end-plate:

kN

Beam web in tension: (6.2.6.8)

mm

N

kN

The capacity the second row of bolts:

kN

Check the condition of restrict the capacity:

kN <

The capacity of second row of bolts, don’t need reduction. (NA.5 and 6.2.7.2.(7))

Check the capacity of connection during bending:

Nm (6.25)

kNm

The crucial condition of capacity of node:

<1.0, the condition was met.(6.23)

The methods for determining the design moment resistance of a joint MjRd do not take account of any co-exist-

ing axial force NEd in the connected member. They should not be used if the axial force in the connected mem-

ber exceeds 5% of the design elastic resistance NplRd of its cross-section 6.2.7.1(2)

kN - the axial force in the beam

kN > kN

So we don't have to check the condition (6.24 from PN-EN 1993-1-8)

Check the capacity during the shear:

kN

The design resistance of a group of fasteners may be taken as the sum of the design bearing resistances FbRd of

the individual fasteners provided that the design shear resistance FvRd of each individual fastener is greater than

or equal to the design bearing resistance FbRd. Otherwise the design resistance of a group of fasteners should be

taken as the number of fasteners multiplied by the smallest design resistance of any of the individual fasteners.

The shear force carry the screws in the compression zone.

N (3.7)

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32


beffwb min leffcp leffnc min 392.459415.371( ) 392.459

Ft2wbRd beffwb twbfy

M0

392.459 11.5235

1 1.061 10

6

Ft2wbRd

Ft2wbRd

10001.061 10

3

Ft2Rd min Ft2epRd Ft2wbRd min 481.8521.061 103

481.852

FtRd Ft1Rd Ft2Rd 341.097 481.852 822.95 FcfbRd 1.503 103

MjRd h1 Ft1Rd h2 Ft2Rd 505.6 341.097 365.6 481.852 3.486 105

MjRd

MjRd

1000348.624

MEd

MjRd

156.243

348.624 0.448

N N 71.083

0.05 NplRd 0.05 Ab 101

fy

M0

0.05 178 101

235

1 209.150.05 NplRd N 71.083

VEd VEd 40.017

FpC 0.7 fub As 0.7 1 103

353 2.471 105


123

kN, the class of friction surface: -> , , ,

Design slip resistance :(3.6)

kN

The capacity condition:

kN < 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)

=

Figure D14. Mechanical model of connection

The effective stiffness coefficient:

The first row of bolts: - The end-plate in bending

mm, mm

Bending the end-plate

mm Tab. 6.11

Single bolt row in tension - tension bolt:

mm

mm

FpC

FpC

1000247.1 C 0.3 ks 1.0 M3 1.25 n 1

FsRd

ks n

M3

FpC1 0.3

1.25247.1 59.304

VEd 40.017 4 FsRd 237.216

SjE z

2

i

1

ki

leff min leffcp leffnc min 305.109150( ) 150 m mx 49.373

k5

0.9 leff tp3

m3

0.9 150 243

49.3733

15.506

Lb 2 tp 2 twatnb thb

2 2 24 2 4

19 15

2 73

k10

1.6 As

Lb

1.6 353

73 7.737


124

Figure D15. Lb length

The effective stiffness coefficient 1-row of bolts

mm (6.30)

The second row of bolts :( end-plate in bending)

mm

mm

mm,

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

mm (Tab. 6.11)

Bolts in tension (for a single bolt row in tension): like in row 1

mm

The effective stiffness coefficient 2-row of bolts

mm (6.30)

The replacement coefficient of stiffness, the equivalent lever arm zeq should be determined:

mm (6.31)

The single equivalent stiffness coefficient:

mm (6.29)

keff1

keff11

1

k5

1

k10

1

k5

1

1

15.506

1

7.737

1

15.506

3.873

mw twb 2 0.8 2 aw

2

150 11.5 2 0.8 2 6

2 62.462

leffcp 2 m 2 62.462 392.459

leff leffcp 392.459

k5

0.9 leff tp3

m3

0.9 392.459 243

62.4623

20.037

k10

1.6 As

Lb

1.6 353

73 7.737

keff2

keff21

1

k5

1

k10

1

k5

1

1

20.037

1

7.737

1

20.037

4.366

zeq

keff1 h12

keff2 h22

keff1 h1 keff2 h2

3.873 505.62

4.366 365.62

3.873 505.6 4.366 365.6 442.728

keq

keff1 h1 keff2 h2

zeq

3.873 505.6 4.366 365.6

442.728 8.027


125

The rotational stiffness:

Nmm/rad (6.27, Tab. 6.10)

kNm/rad

Classification boundaries: according to 5.2.2.5(1) ,

mm- is the span of a be7am (centre to centre of columns),

- The second moment of area of a beam

mm - is the storey height of a column

kNm/rad > kN*m/rad

mm3

mm3

>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

Sjini

E zeq2

1

keq

2.1 105

442.7282

1

8.027

3.304 1011

sjini

Sjini

106

3.304 105

kb 25

Lb 12170

Ib

Lc 4780

Sjini 3.304 1011

kb E Iyb 10

2

Lb

25 2.1 105

6.37 104

102

1.217 104

2.748 105

Kb

Iyb 104

Lb

6.37 104

104

1.217 104

5.234 104

Kc

Iyc 104

Lc

5.77 104

104

4.78 103

1.207 105

Kb

Kc

0.434


126

Data:

Rafter HEA 450, Column HEB 400,

Screws: M24 class 10.9 mm, mm2, mm, MPa, MPa

The end-plate(non-rigid): mm, mm, mm, mm , mm, mm,

mm, mm, mm, mm, mm, mm, mm,

mm, mm, mm, mm

The connection class E, steel: S235, MPA, MPa (t<40mm),

The partial coefficient: ,

The load attempt in the connection:

kNm kN, kN

The internal force: kNm,

Reduction to the centre of gravity the connection: m

rad

kN

kN

kNm

Figure D17. Forces in connection

Welded connection- rafter with the end-plate:

I take into account the fillet welds on both sides with thickness: mm, and the fillet welds on both sides

connected the web with the end-plate with the thickness mm, like in the apex connection.

The capacity screw connection rafter with the column:

r - The distance between screw rows to centre of compression

- The effective design capacity the row screws

d 24 As 353 dm 38.8 fyb 900 fub 1000

tp 25 w 150 e 75 bep 300 ex 40 d1 90

d2 135 d3 130 d4 90 d5 948 ex 40 p 100 p2 579 h1 1019

h2 884 h3 784 ts 21

fy 235 fu 360

M0 1 M2 1.25

M 543.585 N 173.451 V 92.564

MEd M 543.585

z 0.205

21.8

1800.38 0.38

VEd V cos ( ) N sin ( )( ) 92.564( ) cos 0.38( ) 173.451 sin 0.38( ) 150.358

NEd N cos ( ) V sin ( ) 173.451 cos 0.38( ) 92.564 sin 0.38( ) 126.672

MEd M NEd z 543.585 126.672 0.205 569.553

af 11

aw 6

FtrRd


127

The capacity the compression zone:

The flange and web in the compression zone. McRd - the design capacity

under the bending beam with the haunches. The moment of inertia cross

section with the haunches with omitted the intervening flange:

mm4

The cross-section modulus:

mm3

Nmm (PN-

EN 1993-1-1 (6.14))

mm

N (PN-EN 1993-1-8

(6.21))

kN

The height of beam and haunches exceed 600 mm, so the interest of web in

the capacity, we have to restrict about 20%. (6.2.6.7(1))

Figure D18. Cross-section B-B

N

kN

The capacity of flange and haunches web is smallest of two values:

Column web in transverse compression:

The web have ribs on both sides: mm, mm (6.2.6.2)

The capacity web with ribs according to PN-EN 1993-1-5. I take into account the working zone of web in both

size with the width . Steel S235,

The area of cross section of the rib with the working area of web (PN-EN 1993-1-5).

mm2

Class of cross section the rib:

< - First Class

Because of the low height of rib: mm, the buckling will be omitted.

N,

kN

Iy 2 300 21964 21

2

2

964 2 21( )

311

12 3.52 10

9

Wely Iy2

964 3.52 10

9

2

964 7.302 10

6

McRd Wely

fy

M0

7.302 106

235

1 1.716 10

9

h 992

FcfbRd

McRd

964 211.82 10

6 1.82 10

6

FcfbRd

FcfbRd

10001.82 10

3

Fcfb1Rd1

0.8

tfb bb fy

M0

1

0.8

21 300 235

1 1.851 10

6

Fcfb1Rd

Fcfb1Rd

10001.851 10

3

FcfbRd min FcfbRd Fcfb1Rd min 1.82 103

1.851 103

1.82 103

ts 21 bs 143.24

15 twc 1.0

As1 2 bs ts 2 15 twc2

2 143.24 21 2 15 1 13.52

1.148 104

c

t

bs

ts

143.24

21 6.821

c

t9 9

hc 2 tfc 400 2 24 352

FcwcRd

As1 fy

M0

1.148 104

235

1 2.699 10

6

FcwcRd

FcwcRd

10002.699 10

3


128

The capacity of tensile zone:

Calculate the single row of screws: the First row of screws: (PN-EN 1993-1-8)

Column flange in transverse bending: (6.2.6.4)

mm

mm, mm

The effective length for a stiffened column flange: circular patterns (Tab. 6.5)

mm

mm

mm

The Effective lengths for a stiffened column flange: non-circular patterns:

Take the weld with the width mm installed the ribs to column flange.

mm (fig. 6.11)

->

mm

Model 1: (Tab. 6.2)

mm

Nmm

N

kN

Model 2:

mm

Nmm

mm, but n< mm -> mm

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

N


N


N

mw 2 0.8 rc twc

2

150 2 0.8 27 13.5

2 46.65

emin e 75 e1 ex 40

x1 2 m 2 46.65 293.111

x2 m 2 e1 46.65 2 40 226.555

leffcp min x1 x2 226.555 226.555

af 11

m2 d4 ex 0.8 af 2 90 40 0.8 11 2 37.555

1m

m e

46.65

46.65 75 0.383

2

m2

m e

37.555

46.65 75 0.309 7.0

leffnc e1 m 2 m 0.625 e( ) 40 7 46.65 2 46.65 0.625 75( ) 226.375

leff1 min leffcp leffnc min 226.555226.375( ) 226.375

Mpl1Rd 0.25 leff1 tfc2

fy

M0

0.25 226.375 242

235

1 7.661 10

6

FT1Rd

4 Mpl1Rd

m

4 7.661 106

46.65 6.569 10

5

FT1Rd

FT1Rd

1000656.851


Mpl2Rd Mpl1Rd 7.661 106

7.661 106

n emin 75 1.25 m 1.25 46.65 58.313 n 58.0

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

BpRd 0.6 dm tpfu

M2

0.6 38.8 25360

1.25 5.266 10

5

FtRd 2.542 105

FT2Rd

2 Mpl2Rd 2n FtRd

m n

2 7.661 106

2 58 2.542 105

46.65 58 4.281 10

5


129

kN (Tab.6.2)

Model 3 - (table 6.2)

N,

kN

The design resistance of column flange:

kN

Column web in transverse tension: (6.2.6.3)

mm

, (Tab. 6.3)

kN (6.15)

kN

The end-plate: (6.2.6.5)

The length of fillet weld fitting flange of rafter to steel plate at the top: mm

mm (fig. 6.10)

mm

The effective lengths for an end-plate (circular patterns, the bolt row considered outside of the tensile beam

flange) (Tab.6.6)

mm

mm

mm

mm

Effective lengths, non-circular patterns (the bolt row considered outside of the tensile beam flange)

mm

mm

mm

mm

mm

Model 1: (Tab.6.2)

mm

Nmm

FT2Rd

FT2Rd

1000428.128

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32

Ft1fcRd min FT1Rd FT2Rd FT3Rd min 656.851428.128 508.32( ) 428.128

befftwc min leffcp leffnc min 226.555226.375( ) 226.375

1.0 1

1 1.3befftwc twc

Avc 102

2

1

1 1.3226.375 13.5

70.2 102

2

0.896

Ft1wcRd

befftwc twc fy

M0

0.896 226.375 13.5 235

1 6.433 10

5

Ft1wcRd

Ft1wcRd

1000643.289

z2 13.28

mx d1 ex 0.8 z2 90 40 0.8 13.28 39.376

emin ex 40

x1 2 mx 2 39.376 247.407

x2 mx w 39.376 150 273.703

x3 mx 2 e 39.376 2 75 273.703

leffcp min x1 x2 x3 247.407

x1 4 mx 1.25 ex 4 39.376 1.25 40 207.504

x2 e 2 mx 0.625 ex 75 2 39.376 0.625 40 178.752

x3 0.5 bep 0.5 300 150

x4 0.5 w 2 mx 0.625 ex 0.5 150 2 39.376 0.625 40 178.752

leffnc min x1 x2 x3 x4 150

leff1 min leffcp leffnc 150


fy

M0

0.25 150 252

235

1 5.508 10

6


130

N

kN


mm

Nmm

mm < mm


N (Tab.3.4)


N


N

kN (Tab.6.2)

Model 3 - (table 6.2)

N,

kN,

The design resistance of end-plate,

kN

The resistance of first row of screws:

kN

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

kN < kN

Design resistance - column web panel in shear:

kN (6.7)

kN < kN

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)

mm (Fig. 6.8)

FT1Rd

4 Mpl1Rd

mx

4 5.508 106

39.376 5.595 10

5

FT1Rd

FT1Rd

1000559.51

leff2 leffnc 150


fy

M0

5.508 106

n emin 40 1.25 mx 49.22

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

BpRd 0.6 dm tpfu

M2

0.6 38.8 25360

1.25 5.266 10

5

FtRd 2.542 105

FT2Rd

2 Mpl2Rd 2n FtRd

mx n

2 5.508 106

2 40 2.542 105

39.376 40 3.949 10

5

FT2Rd

FT2Rd

1000394.936

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32

Ft1epRd min FT1Rd FT2Rd FT3Rd min 559.51 394.936 508.32( ) 394.936

Ft1Rd min Ft1fcRd Ft1wcRd Ft1epRd min 428.128643.289 394.936( ) 394.936

FtRd Ft1Rd 394.936 min FcwcRd FcfbRd explicit ALL min 2.699 103

1.82 103

1.82 103

VwpRd

0.9 fy Avc

3 M0 10

0.9 235 70.2

3 10 857.209

FtRd Ft1Rd 394.936VwpRd

857.209

1 857.209

mw twc 2 0.8 rc

2

150 13.5 2 0.8 27

2 46.65


131

mm

Effective lengths, circular patterns (I row bolts inside beam)

mm (Tab. 6.5)

Effective lengths, non-circular patterns (row of screws near to the rib)

mm (Rys. 6.51)

->

mm


mm

Nmm

N

kN


mm

Nmm

mm < mm, mm


N (Tab.3.4)

N

kN

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

N,

kN

The capacity of column flange:

kN

Column web in transverse tension: (6.2.6.3)

mm

emin e 75

leffcp 2 m 2 46.65 293.111

m2 ex d2 d4 ts 0.8 af 2 40 135 90 21 0.8 11 2 51.555

1m

m e

46.65

46.65 75 0.383

2

m2

m e

51.555

46.65 75 0.424 6.64

leffnc m 6.64 46.65 309.756



fy

M0

0.25 293.111 242

235

1 9.919 10

6

FT1Rd

4 Mpl1Rd

m

4 9.919 106

46.65 8.505 10

5

FT1Rd

FT1Rd

1000850.492



fy

M0

1.048 107

n emin 75 1.25 m 1.25 46.65 58.313 n 58

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2Mpl2Rd 2n FtRd

m n

2 1.048 107

2 58 2.542 105

46.65 58 4.821 10

5

FT2Rd

FT2Rd

1000482.053

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32




132

, (Tab. 6.3)

N (6.15)

kN


mm

mm

Effective lengths, circular patterns (I row bolts below the tensile flange) (Tab. 6.6)

mm

Effective lengths, non-circular patterns (I row bolts below the tensile flange)

The width of the fillet weld mm,

mm (Rys. 6.11)

->

mm


mm

Nmm

N

kN

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

mm

Nmm

mm < mm


N (Tab.3.4)

1.0 1

1 1.3befftwc twc

Avc 102

2

1

1 1.3293.111 13.5

70.2 102

2

0.841

Ft2wcRd

befftwc twc fy

M0

0.841 293.111 13.5 235

1 7.823 10

5

Ft2wcRd

Ft2wcRd

1000782.267

mw twb 2 0.8 2 aw

2

150 11.5 2 0.8 2 6

2 62.462

emin e 75

leffcp 2 m 2 62.462 392.459

z1 19.62 21.8

180 0.38 0.38

m2 ex d2 d1tfb

cos ( ) 0.8 z1 40 135 90

21

cos 0.38( ) 0.8 19.62 46.686

1m

m e

62.462

62.462 75 0.454

2

m2

m e

46.686

62.462 75 0.34 6.64

leffnc m 6.64 62.462 414.746



fy

M0

0.25 392.459 252

235

1 1.441 10

7

FT1Rd

4 Mpl1Rd

m

4 1.441 107

62.462 9.228 10

5

FT1Rd

FT1Rd

1000922.843

leff2 leffnc 414.746 414.746


fy

M0

0.25 414.746 252

235

1 1.523 10

7

n emin 75 1.25 m 1.25 62.462 78.077

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5


133

N

kN


N,

kN


kN


mm

N (6.22)

kN

The capacity of the second row of bolts:

kN

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

kN

kN< 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

mm

The design plastic moment resistance of a column flange:

Nmm

The design plastic moment resistance of a stiffener:

N (6.8)

N < N

N

N

FT2Rd

2Mpl2Rd 2n FtRd

m n

2 1.523 107

2 75 2.542 105

62.462 75 4.989 10

5

FT2Rd

FT2Rd

1000498.916

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32


befftwb min leffcp leffnc min 392.459414.746( ) 392.459

Ft2wbRd befftwb twbfy

M0

392.459 11.5235

1 1.061 10

6

Ft2wbRd

Ft2wbRd

10001.061 10

3

Ft2Rd min Ft2fcRd Ft2wcRd Ft2epRd Ft2wbRd min 482.053782.267 498.916 1.061 103

482.053

FtRd Ft1Rd Ft2Rd 394.936 482.053 876.989

FtRd 876.989 min FcwcRd FcfbRd min 2.699 103

1.82 103

1.82 103

ds d5 ts 948 21 969

MplfcRd 0.25 bc tfc2

fy

M0

0.25 300 242

235

1 1.015 10

7

MplstRd 0.25 2 bs ts2

fy

M0

0.25 2 143.24 212

235

1 7.422 10

6

VwpaddRd

4 MplfcRd

ds

4 1.015 107

969 4.191 10

4

VwpaddRd 4.191 104

2 MplfcRd 2 MplstRd

ds

2 1.015 107

2 7.422 106

969 3.627 10

4

VwpaddRd 38305.2

VwpRd

0.9 fy Avc 102

3 M0VwpaddRd

0.9 235 70.2 102

33.831 10

4 8.955 10

5


134

kN

kN < kN,

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)

mm (Fig. 6.8)

mm

The effective length for a stiffened column flange:

Circular patterns, other inner row of screw (Tab. 6.5)

mm

The Effective lengths for a stiffened column flange:

Non-circular patterns, other inner row of screw:

mm

Model 1: (Tab. 6.2)

mm

Nmm

N

kN

Model 2:

mm

Nmm

mm, but n< mm -> mm

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

N

N

kN

Model 3 - (Tab 6.2)

N,

kN

The design resistance of column flange:

kN

VwpRd

VwpRd

1000895.514

FtRd 876.989VwpRd

895.514

1 895.514

mw 0.8 rc 2 twc

2

150 0.8 27 2 13.5

2 46.65

emin e 75

leffcp 2 m 2 46.65 293.111

leffnc 4 m 1.25 e 4 46.65 1.25 75 280.35

leff1 min leffcp leffnc min 293.111280.35( ) 280.35


fy

M0

0.25 280.35 242

235

1 9.487 10

6

FT1Rd

4 Mpl1Rd

m

4 9.487 106

46.65 8.135 10

5

FT1Rd

FT1Rd

1000813.466

leff2 leffnc 280.35

Mpl2Rd Mpl1Rd 9.487 106

9.487 106

n emin 75 1.25 m 1.25 46.65 58.313 n 58.0

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2 Mpl2Rd 2n FtRd

m n

2 9.487 106

2 58 2.542 105

46.65 58 4.63 10

5

FT2Rd

FT2Rd

1000463.035

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32



135

Column web in transverse tension: (6.2.6.3):

mm

, (Tab. 6.3)

N (6.15)

kN


mm

mm

Effective lengths, circular patterns (other inner row of screws) (Tab. 6.6)

mm

Effective lengths, non-circular patterns (other inner row of screws)

mm


mm

Nmm

N

kN


mm

Nmm

mm < mm


N (Tab.3.4)

N

kN



1.0 1

1 1.3befftwc twc

Avc 102

2

1

1 1.3280.35 13.5

70.2 102

2

0.852

Ft3wcRd

befftwc twc fy

M0

0.852 280.35 13.5 235

1 7.577 10

5

Ft3wcRd

Ft3wcRd

1000757.702

mw twb 2 0.8 2 aw

2

150 11.5 2 0.8 2 6

2 62.462

emin e 75

leffcp 2 m 2 62.462 392.459

leffnc 4 m 1.25 e 4 62.462 1.25 75 343.597



fy

M0

0.25 343.597 252

235

1 1.262 10

7

FT1Rd

4 Mpl1Rd

m

4 1.262 107

62.462 8.079 10

5

FT1Rd

FT1Rd

1000807.947

leff2 leffnc 343.597 343.597


fy

M0

0.25 343.597 252

235

1 1.262 10

7

n emin 75 1.25 m 1.25 62.462 78.077

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2Mpl2Rd 2n FtRd

m n

2 1.262 107

2 75 2.542 105

62.462 75 4.609 10

5

FT2Rd

FT2Rd

1000460.906


136

N,

kN


kN


mm

N (6.22)

kN

The capacity of the third row of screws:

kN

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

kN

< kN




N (6.8)

N

kN

kN > kN,

The capacity the third row of screw demand reduction.

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 kN, like in the single row.

Group of row screws number 2 and 3:

The column flange in bending:

The second row of screws: mm, mm (6.2.6.4)

Effective lengths, circular patterns (row of screws near the ribs) (Tab. 6.5)

mm

Effective lengths, non-circular patterns (row of screws near the ribs)

mm

The third row of screws:

Effective lengths, circular patterns (row of screws other row)

mm

Effective lengths, non-circular patterns (row of screws other row)

FT3Rd 2 FtRd 5.083 105

FT3Rd

FT3Rd

1000508.32




M0

343.597 11.5235

1 9.286 10

5

Ft3wbRd

Ft3wbRd

1000928.571

Ft3Rd min Ft3fcRd Ft3wcRd Ft3epRd Ft3wbRd min 463.035757.702 460.906 928.571( ) 460.906

FtRd Ft1Rd Ft2Rd Ft3Rd 394.936 482.053 460.906 1.338 103

FtRd min FcwcRd FcfbRd min 2.699 103

1.82 103

1.82 103

VwpaddRd 3.831 104

VwpRd

0.9 fy Avc 102

3 M0VwpaddRd

0.9 235 70.2 102

33.831 10

4 8.955 10

5

VwpRd

VwpRd

1000895.514

FtRd 1.338 103

VwpRd

895.514

1 895.514

Ft3Rd

VwpRd

Ft1Rd Ft2Rd

895.514

1394.936 482.053( ) 18.526

Ft1Rd 394.936

m 46.65 emin e 75

leffep m p 46.65 100 246.555

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

leffcp m p 46.65 100 246.555


137

mm

mm

mm

Model 1: (Tab. 6.2)

mm

Nmm

N

kN


mm

Nmm

mm < mm, mm


N (Tab.3.4)

N

kN

Model 3: (Tab.6.2)

N,

kN

The capacity of the column flange:

kN

Column web in transverse tension :( 6.2.6.3):

mm

, (Tab. 6.3)

N (6.15)

kN

leffnc2 2 m 0.625 e 0.5 p 2 46.65 0.625 75 0.5 100 190.175

leffcp leffcp 2 493.111

leffnc leffnc1 leffnc2 409.756

leff1 min leffcp leffnc 409.756


fy

M0

0.25 409.756 242

235

1 1.387 10

7

FT1Rd

4 Mpl1Rd

m

4 1.387 107

46.65 1.189 10

6

FT1Rd

FT1Rd

10001.189 10

3



fy

M0

0.25 409.756 242

235

1 1.387 10

7

n emin 75 1.25 m 1.25 46.65 58.313 n 58

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2Mpl2Rd 4n FtRd

m n

2 1.387 107

4 58 2.542 105

46.65 58 8.285 10

5

FT2Rd

FT2Rd

1000828.451 828.451

FT3Rd 4 FtRd 1.017 106

FT3Rd

FT3Rd

10001.017 10

3

Ft23fcRd min FT1Rd FT2Rd FT3Rd min 1.189 103

828.451 1.017 103

828.451


1.0 1

1 1.3befftwc twc

Avc 102

2

1

1 1.3409.756 13.5

70.2 102

2

0.744

Ft23wcRd

befftwc twc fy

M0

0.744 409.756 13.5 235

1 9.67 10

5

Ft23wcRd

Ft23wcRd

1000966.991


138


mm

mm

Second row:

Effective lengths, circular patterns (1st row below the tensile flange) (Tab. 6.6)

mm

Effective lengths, non-circular patterns (1st row below the tensile flange)

mm

Third row:

Effective lengths, circular patterns (other rows of screws) (Tab. 6.6)

mm

Effective lengths, non-circular patterns (other row of screws) mm

mm

mm

Model 1: (Tab. 6.2)

mm

Nmm

N

kN


mm

Nmm

mm < mm,


N (Tab.3.4)

N

kN

Model 3: (Tab.6.2)

N,

kN

The capacity of the column flange:

mw twb 2 0.8 2 aw

2

150 11.5 2 0.8 2 6

2 62.462

emin e 75

leffcp m p 62.462 100 296.229

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

leffcp m p 62.462 100 296.229

6.64

leffcp leffcp 2 592.459

leffnc leffnc1 leffnc2 292.948 190.175 483.123

leff1 min leffcp leffnc 483.123


fy

M0

0.25 483.123 252

235

1 1.774 10

7

FT1Rd

4 Mpl1Rd

m

4 1.774 107

62.462 1.136 10

6

FT1Rd

FT1Rd

10001.136 10

3



fy

M0

0.25 483.123 252

235

1 1.774 10

7

n emin 75 1.25 m 1.25 62.462 78.077

k2 0.9

FtRd

k2 fub As

M2

0.9 1 103

353

1.25 2.542 10

5

FT2Rd

2Mpl2Rd 4n FtRd

m n

2 1.774 107

4 75 2.542 105

62.462 75 8.128 10

5

FT2Rd

FT2Rd

1000812.788

FT3Rd 4 FtRd 1.017 106

1.017 106

FT3Rd

FT3Rd

10001.017 10

3


139

kN

Beam web in tension: (6.2.6.8):

mm

N (6.22)

kN

The resistance of row of screws number 2 and 3:

kN

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

kN <

kN




N

N

kN

kN > kN (6.8)

The capacity the third row of screw demand reduction.

kN

Calculation of load capacity of 2 and 3 rows of screws can't cross this value:

< kN so kN

<

kN

Finally:

kN, mm

kN, mm

kN, 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:

kNmm (6.25)

kNm

The condition of node capacity:

Ft23epRd min FT1Rd FT2Rd FT3Rd min 1.136 103

812.788 1.017 103

812.788



M0

483.123 11.5235

1 1.306 10

6

Ft23wbRd

Ft23wbRd

10001.306 10

3

Ft23Rd min Ft23fcRd Ft23wcRd Ft23epRd Ft23wbRd min 828.451966.991 812.788 1.306 103

812.788

FtRd Ft1Rd Ft23Rd 394.936 812.788 1.208 103

min FcwcRd FcfbRd min 2.699 103

1.82 103

1.82 103

VwpaddRd 3.831 104

VwpRd

0.9 fy Avc 102

3 M0VwpaddRd

0.9 235 70.2 102

33.831 10

4 8.955 10

5

VwpRd

VwpRd

1000895.514

FtRd 1.208 103

VwpRd

895.514

1 895.514

Ft3Rd

VwpRd

Ft1Rd Ft2Rd

895.514

1394.936 482.053( ) 18.526

Ft23Rd

VwpRd

Ft1Rd

895.514

1394.936 500.579 Ft23Rd 612.29

Ft2Rd Ft3Rd Ft23Rd

Ft3Rd Ft23Rd Ft2Rd 612.29 482.053 130.237

Ft1Rd 394.936 h1 1.019 103

Ft2Rd 482.053 h2 884

Ft3Rd 130.237 h3 784

MjRd Ft1Rd h1 Ft2Rd h2 Ft3Rd h3

MjRd 394.936 1.019 103

482.053 884 130.237 784 9.307 105

MjRd

MjRd

1000930.68


140

<1.0

The condition was meet

The axial kN in the connected member don't exceed 5% of the design plastic resistance NplRd :

(6.2.7.1(2))

kN

So we don't have to check the condition 6.24 PN-EN 1993-1-8

Group of fasteners:

The design resistance of a group of fasteners may be taken as the sum of the design bearing resistances FbRd of

the individual fasteners provided that the design shear resistance FvRd of each individual fastener is greater than

or equal to the design bearing resistance FbRd. Otherwise the design resistance of a group of fasteners should be

taken as the number of fasteners multiplied by the smallest design resistance of any of the individual fasteners.

The shear force carry the screws in the compression zone.

N (3.7)

kN,

the class of friction surface: -> , , ,

Design slip resistance :(3.6)

kN

The capacity condition:

kN < kN

The condition was meet.


The effective coefficient of stiffness:

z - Is the lever arm from figure 6.15

β - is the transformation parameter from 5.3(7)

mm

mm

, column web in compression

The first row of screws:

, column web in tension

The bending of column flange:

mm, mm

mm mm

mm

The bending of end-plate

mm, mm

MEd

MjRd

569.553

930.68 0.612

NEd 173.451

0.05 NplRd 0.05Ab fy 0.1

M0

0.05178 235 0.1

1 209.150.05 NplRd

FpC 0.7 fub As 0.7 1 103

353 2.471 105

FpC

FpC

1000247.1

C 0.3 ks 1.0 M3 1.25 n 1

FsRd

ks n

M3

FpC1 0.3

1.25247.1 59.304

VEd 150.358 4 FsRd 237.216

1.0

zh1 h2

2

1.019 103

884

2 951.5

k1

0.38 Avc 102

z

0.38 70.2 102

1 951.5 2.804

k2

k3

leffcp 225.8 leffnc 215.8

leff min leffcp leffnc min 225.8 215.8( ) 215.8 m 46.65

k4

0.9 leff tfc3

m3

0.9 215.8 243

46.653

26.447

leff 150 m mx 39.376


141

mm

The tensile of screws:

mm

mm

The effective stiffness coefficient keff1

mm (6.30)

The second row of screws:


The bending of column flange :(Tab 6.11)

mm,

mm

mm

Bending of the end-plate:

mm

mm,

mm

mm like in first row


mm (6.30)

The third row of screws:


The bending of column flange: (Tab 6.11)

mm,

mm

mm

Bending the end-plate:

mm

mm,

mm

k5

0.9 leff tp3

m3

0.9 150 253

39.3763

34.551

Lb tfc tp 2 twatnb thb

2 24 25 2 4

19 15

2 74

k10

1.6 As

Lb

1.6 353

74 7.632

keff11

1

k4

1

k5

1

k10

1

1

26.447

1

34.551

1

7.632

5.056

k3

leff min 291.5 235.8 352.6 258( ) min 291.5 235.8 352.6 258( ) 235.8

m 46.65

k4

0.9 leff tfc3

m3

0.9 235.8 243

46.653

28.898

leff min 390.8 285.4 429.2 329.9( ) min 390.8 285.4 429.2 329.9( ) 285.4

m 62.46

k5

0.9 leff tp3

m3

0.9 285.4 253

62.463

16.471

k10 7.632

keff21

1

k4

1

k5

1

k10

1

1

28.898

1

16.471

1

7.632

4.418

k3

leff min 291.5 235.8 279.4 184.7( ) min 291.5 235.8 279.4 184.7( ) 184.7

m 46.65

k4

0.9 leff tfc3

m3

0.9 184.7 243

46.653

22.635

leff min 390.8 285.4 342.6 216.3( ) min 390.8 285.4 342.6 216.3( ) 216.3

m 62.46

k5

0.9 leff tp3

m3

0.9 216.3 253

62.463

12.483


142

mm like in first row


mm (6.30)

The replacement coefficient of stiffness:

The equivalent lever arm zeq should be determined: (6.31)

mm

The single equivalent stiffness coefficient:

mm (6.29)


Nmm/rad (6.27, Tab. 6.10)

KNm/rad

Classification boundaries: (5.2.2.5)

mm - is the span of a bam (centre to centre of columns),

- The second moment of area of a beam

kNm/rad > kN*m/rad

mm3

mm3

>0.1 - the joints should be classified as rigid.

k10 7.632

keff31

1

k4

1

k5

1

k10

1

1

22.635

1

12.483

1

7.632

3.917

zeq

keff1 h12

keff2 h22

keff3 h32

keff1 h1 keff2 h2 keff3 h3

5.056 1.019 103

2

4.418 8842

3.917 7842

5.056 1.019 103

4.418 884 3.917 784

916.03

keq

keff1 h1 keff2 h2 keff3 h3

zeq

5.056 1.019 103

4.418 884 3.917 784

916.03 13.241

SjiniE z

2

1

keq

1

k1

2.1 105

951.52

1

13.241

1

2.804

4.399 1011

Sjini

Sjini

106

4.399 105

Lb 12170

Ib

Sjini 4.399 105

kb E Iyb 10

2

Lb

25 2.1 105

6.37 104

102

1.217 104

2.748 105

Kb

Iyb 104

Lb

6.37 104

104

1.217 104

5.234 104

Kc

Iyc 104

Lc

5.77 104

104

4.78 103

1.207 105

Kb

Kc

0.434


143

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 envi-

ronment), 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 ∙𝑓𝑐𝑘𝛾𝑐 = 1,0 ∙

30,00

1,4 = 21,4 𝑀𝑃𝑎)

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


144

(𝑓𝑐𝑡𝑑 = 𝛼𝑐𝑐 ∙𝑓𝑐𝑡𝑘,0,05𝛾𝑐

= 1,0 ∙ 2,0

1,4 = 1,4 𝑀𝑃𝑎)

Secant modulus of elasticity of concrete: 𝐸𝑐𝑚 = 32 𝐺𝑃𝑎

Strength parameters of reinforcing steel:

Characteristic yield strength of reinforcement: 𝑓𝑦𝑘 = 500,0 𝑀𝑃𝑎

Design yield strength of reinforcement: 𝑓𝑦𝑑 = 435,0 𝑀𝑃𝑎

( 𝑓𝑦𝑑 =𝑓𝑦𝑘𝛾𝑠=500,0

1,15= 435,0 𝑀𝑃𝑎)

Value of modulus of elasticity of reinforcing steel: 𝐸𝑠 = 200 𝐺𝑃𝑎

For assumed materials, basing on strain distribution, there were calculated: 𝜉𝑒𝑓𝑓,𝑙𝑖𝑚 , 휁𝑒𝑓𝑓,𝑙𝑖𝑚

and 𝐴0,𝑙𝑖𝑚

𝜉𝑙𝑖𝑚 =𝜆∙𝑥

𝑑= 𝜆 ∙

𝜀𝑐𝑢3

𝜀𝑐𝑢3+𝜀𝑦𝑑 , for 𝑓𝑐𝑘 ≤ 50 𝑀𝑃𝑎; 휀𝑐𝑢3 = 0,0035


=435

200 000= 0,002175

𝜉𝑙𝑖𝑚 = 0,8 ∙0,0035

0,0035 + 0,002175= 0,4934

휁𝑙𝑖𝑚 =𝑧

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

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

Taking of concrete cover

Nominal cover: 𝑐𝑛𝑜𝑚 = 𝑐𝑚𝑖𝑛 + ∆𝑐𝑑𝑒𝑣

𝑐𝑚𝑖𝑛 = 𝑚𝑎𝑥 {

𝑐𝑚𝑖𝑛,𝑏𝑐𝑚𝑖𝑛,𝑑𝑢𝑟 + 𝛥𝑐𝑑𝑢𝑟,𝑦 − 𝛥𝑐𝑑𝑢𝑟,𝑠𝑡 − 𝛥𝑐𝑑𝑢𝑟,𝑎𝑑𝑑

10 𝑚𝑚𝑐𝑚𝑖𝑛,𝑓

𝑐𝑚𝑖𝑛,𝑑𝑢𝑟 = 40 𝑚𝑚 - According to Table 4.4N of standards [S2.]

𝑐𝑚𝑖𝑛 = 𝑚𝑎𝑥 {20 mm40 mm10 mm

= 40 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


145

Effective depth of cross-section

𝑎1𝑥 = 𝑐𝑛𝑜𝑚 +1

2∙ 𝜙 = 50 +

1

2∙ 16 = 58 mm

𝑑𝑥 = ℎ𝑓 − 𝑎1𝑥 = 300 − 58 = 242 mm = 0,242 m

𝑎1𝑦 = 𝑐𝑛𝑜𝑚 +1

2∙ 𝜙 = 50 +

3

2∙ 16 = 74 mm

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 = 𝑚𝑎𝑥 {0,25 ∙ 𝐴𝑠,𝑣0,001 ∙ 𝐴𝑐

= 𝑚𝑎𝑥 {0,25 ∙ 6

0,001 ∙ 100 ∙ 30= 𝑚𝑎𝑥 {

1,5 cm2/𝑚

3,0 cm2/𝑚= 3,0 cm2/𝑚

Maximum spacing of bars

Vertical reinforcement

𝑠𝑣,𝑚𝑎𝑥 = 𝑚𝑖𝑛 {3 ∙ ℎ

400 mm= 𝑚𝑖𝑛 {

2 ∙ 300 mm400 mm

= 𝑚𝑖𝑛 {900 mm400 mm

= 400 mm

Horizontal reinforcement

𝑠ℎ,𝑚𝑎𝑥 = 400 𝑚𝑚

Table E1. List of loads on wall of tanks

Type of action

Characteristic

loads [kN

m2]

Partial safety

factor, 𝛾𝑓

Design loads

[kN

m2]

Permanent Actions - uniform 63,27 1,35 85,42

Variable Actions - uniform 10,00 1,50 15,00

OVERALL 73,27 – 100,42

Uniform load: (𝑔 + 𝑞) = 73,27 kN

m2 , 𝐴 = 𝜋 ∙

𝑟2, 𝑢 = 2 ∙ 𝜋 ∙ 𝑟 →𝐴

𝑢= 𝜋 ∙

𝑟2

2∙𝜋∙𝑟=

𝑟

2

Uniform concentrated force along the arch:

(𝑔 + 𝑞) ∙𝐴

𝑢= 73,27 ∙

2,9

2= 106,24

𝑘𝑁

𝑚

Table E2. List of loads for wall of tanks

Figure E2. Disposal of forces


146

Type of action

Characteristic

loads [kN

𝑚]

Partial safety

factor, 𝛾𝑓

Design loads

[kN

𝑚]

Permanent action 106,24 1,35 143,42

Technological loads 14,5 1,5 21,75

OVERALL 120,74 – 165,17

Liquid pressure: 𝑝𝑐 = 𝛾𝑘 ∙ 𝐻, density of equivalent of liquid: 𝛾𝑘 = 11,2𝑘𝑁

𝑚3

Table E3. Liquid loads

Type of action

Characteristic

loads [kN

𝑚]

Partial safety

factor, 𝛾𝑓

Design loads

[kN

𝑚]

Liquid pressure

11,2 𝑘𝑁

𝑚3∙ 7,0 𝑚 = 70,0

𝑘𝑁

𝑚2

78,40 1,5 117,60

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

State of humidity: m = saturated; 𝛾 = 20,5𝑘𝑁

𝑚2, density index: 𝐼𝐷 = 0,73

𝑝ℎ = 𝐾𝑎 ∙ (𝛾𝑧 + 𝑞) − 𝑐 ∙ 𝐾𝑎𝑐

𝐾𝑎𝑐 = 2 ∙ √𝐾𝑎 ∙ (1 +𝑎

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

𝜑′= 1,0

𝛽 − slope angle of the ground behind the wall (upward, positive)


147

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

loads, [kN

m2]

Partial safety

factor, 𝛾𝑓

Design loads,

[kN

m2]

Upper value of earth pressure:

0,225 ∙ 63,27

12,79 1,5 19,19

Earth pressure – lover value

0,225 ∙ (20,5𝑘𝑁

𝑚2∙ 7𝑚 + 63,27

𝑘𝑁

𝑚2)

46,52 1,5 69,78

0,225∙ 10𝑘𝑁

𝑚2 2,25 1,5 3,38

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


148

Figure E4. Combinations of loads

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


149

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:

𝐾 =𝐸 ∙ 𝑡3

12(1− 𝜈2)=32000000 ∙ 0,33

12(1 − 0,22)= 75000 𝑘𝑁𝑚

𝜆 = √3(1 − 𝜈2)

𝑟2𝑡2

4

= √3(1 − 0,22)

2,92 ∙ 0,32

4

= 1,39671

𝑚

𝑲𝑶𝑴𝑩𝟏 = 𝑺𝑻𝑨 ∙ 𝟏, 𝟑𝟓


150

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


151

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 bend-

ing moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear.


152

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 bend-

ing moment, E: QXX: Latitudinal shear forces, F: QYY- Longitudinal shear.

Table E2. Values of internal forces

VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT

COMB MYY

[kNm]

NYY

[kN]

e [m] COMB MXX

[kNm]

NXX

[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

𝑖 = √𝑙

𝐴= √

𝑏ℎ3

12

𝑏ℎ=

ℎ

2√3 , 𝑖 − the radius of gyration of the uncracked concrete section


153

𝜆 =𝑙0𝑖= 2√3 ∙

𝑙0ℎ= 2√3 ∙

𝑙 ∙ 𝜇

ℎ= 2√3 ∙

7,0 ∙ 0,699

0,3= 56,4995

𝑛 − relative normal force

𝑛 =𝑁𝐸𝑑

𝐴𝑐 ∙ 𝑓𝑐𝑑=

0,08560

0,3 ∙ 1,0 ∙ 21,4=1

75

𝜆𝑙𝑖𝑚 − the limited slenderness ratio

𝜆𝑙𝑖𝑚 =20𝐴𝐵𝐶

√𝑛=20 ∙ 0,7 ∙ 1,1 ∙ 0,7

√ 175

= 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:

𝑀𝐸𝑑 = 𝑀0𝐸𝑑 (1 +𝛽

𝑁𝐵𝑁𝐸𝑑

− 1)

𝑁𝐵 − the buckling load based on nominal stiffness

𝛽 − factor which depends on distribution on 1st and 2nd order moments

𝛽 =𝜋2

𝐶0=𝜋2

9,6= 1,0281

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

𝑁𝐵 =𝜋2𝐸𝐽

𝑙02 , 𝑘1 = √

𝑓𝑐𝑘

20= √

30

20= 1,225

𝑘2 = 𝑚𝑖𝑛 {𝑛 ∙

𝜆

1700,20

= 𝑚𝑖𝑛 {1

75∙56,4995

1700,20

= 0,004313

𝜑𝑒𝑓 = 𝜑(∞,𝑡0)𝑀0,𝐸𝑞𝑝

𝑀0,𝐸𝑑= 2,30

18,04

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

𝐾𝑐 =𝑘2𝑘11 + 𝜑𝑒𝑓

=0,004313 ∙ 1,225

1 + 1,6176= 0,0020184

𝐸𝑐𝑑 =𝐸𝑐𝑚𝛾𝐶𝐸

=32000

1,2= 26667 𝑀𝑃𝑎

𝐸𝑐𝑑,𝑒𝑓𝑓 =𝐸𝑐𝑑

1 + 𝜑𝑒𝑓=

26670

1 + 1,6176= 10188,7 𝑀𝑃𝑎

𝐾𝑠 = 1,0 – coefficient depends on the proportion of the reinforcement

𝐴𝑠 = 𝑓(𝑀𝐸𝑑 , 𝑁𝐸𝑑) = 14,07 𝑐𝑚2/𝑚


154

𝜌 =𝐴𝑠

𝑏𝑑=

14,07

30∙100= 0,04105 (7φ16/m)

|𝜌𝑠 − 𝜌

𝜌𝑠| = |

0,04 − 0,0469

0,04| = −0,02625 ≤ 0,10

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

12+ 1,0 ∙ 200 ∙ 106 ∙ 0,81268 ∙ 10−5

𝐸 ∙ 𝐽 = 1746,44 𝑘𝑁𝑚2

𝑁𝐵 =𝜋2𝐸𝐽

𝑙02 =

𝜋2 ∙ 1746,44

4,8932= 719,95 𝑘𝑁

𝑀𝐸𝑑 = 𝑀0𝐸𝑑 (1 +1,0281

𝑁𝐵𝑁𝐸𝑑

− 1) = 25,65(1 +

1,0281

719,9585,60

− 1) = 25,65 ∗ 1,139 = 29,2 𝑘𝑁𝑚

ULS: vertical walls of the turnover tank working in the longitudinal planes of the compres-

sive 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. Calcu-

lations 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 = 262,35𝑘𝑁

𝑚

𝑀𝐸𝑑 = −0,96𝑘𝑁𝑚

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

𝑥−yd𝑚𝑖𝑛 =

휀𝑐𝑢3

휀𝑐𝑢3 +𝑓𝑦𝑑𝐸𝑠

∗ 𝑎2 =0,0035

0,0035 +435

200000

∗ 0,071 = 0,0438 𝑚


155

𝐴 = 𝝀(𝑓𝑦𝑑 − 휀𝑐𝑢3𝐸𝑠) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106) = −212000

𝐵 = −2(fydd − εcu3Esa2(1 + 0,5λ)

𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070

𝐶 = 2(𝑁𝐸𝑑(fyd𝑒𝑠1−휀𝑐𝑢3Es𝑒𝑠2)

𝜆 ∙ 휂 ∙ 𝑓𝑐𝑑 ∙ 𝑏− 휀𝑐𝑢3Es𝑎2

2)

𝐶 = 2 ∗ (262,35 ∗ (435 ∗ 103 ∗ (−0,0753) − 0,0035 ∗ 200 ∗ 106 ∗ 0,0827)

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0− 0,0035

∗ 200 ∗ 106 ∗ 0,0712) = −9835,54

𝐷 =2𝑁𝐸𝑑휀𝑐𝑢3Es𝑎2𝑒𝑠2𝝀 ∙ 휂 ∙ 𝑓𝑐𝑑 ∙ 𝑏

=2 ∗ 85,6 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,0827

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0= 41,1019

0 = 𝐴𝑥3 + 𝐵𝑥2 + 𝐶𝑥 + 𝐷

−212000𝑥3 − 60070𝑥2 − 9835,54𝑥 + 41,1019 = 0

𝑥 = 0,00408 𝑚

𝑥 = 0,00408 𝑚 ≤ 𝑥−yd𝑚𝑖𝑛 = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎

𝑥 =1

2𝝀((𝑑 + 𝑎2) − √(𝑑 + 𝑎2)2 −

4𝑁𝐸𝑑(𝑒𝑠1 + 𝑒𝑠2)

휂 ∙ 𝑓𝑐𝑑 ∙ 𝑏)

𝑥 =1

2 ∗ 0,8((0,229 + 0,071) − √(0,229 + 0,071)2 −

4 ∗ 262,35 ∗ (−0,0753 + 0,0827)

1,0 ∙ 21,4 ∗ 103 ∙ 1,0)

𝑥 = 0,000378

𝐴𝑠 =𝑁𝐸𝑑 ∗ 𝑒𝑠2 + 휂 ∗ 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 lati-

tudinal moment:

𝑁𝐸𝑑 = −18,85𝑘𝑁

𝑚


156


𝑚


2∙ 𝜙 = 50 +

3

2∙ 14 = 71 mm

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


=435

200000= 0,002175


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 ∗0,0035

0,0035 + 0,002175= 0,4934

𝑥lim =휀𝑐𝑢3


∗ 𝑑 =0,0035

0,0035 +435

200000

∗ 0,229 = 0,1412 𝑚


휀𝑐𝑢3


∗ 𝑎2 =0,0035

0,0035 +435

200000

∗ 0,071 = 0,0438 𝑚

𝑥yd𝑚𝑖𝑛 =

휀𝑐𝑢3

휀𝑐𝑢3 −𝑓𝑦𝑑𝐸𝑠

∗ 𝑎2 =0,0035

0,0035 −435

200000

∗ 0,071 = 0,1876 𝑚

𝑥0 = (1 −휀𝑐3휀𝑐𝑢3

) ∗ ℎ = (1 −0,00175

0,0035) ∗ 0,30 = 0,15 𝑚

𝑥yd𝑚𝑎𝑥 =

휀𝑦𝑑 ∗ 𝑥0 − 휀𝑐3 ∗ 𝑎2휀𝑦𝑑 − 휀𝑐3

=0,002175 ∗ 0,15 − 0,00175 ∗ 0,071

0,002175− 0,00175= 0,475 𝑚

𝑥 =𝑁𝐸𝑑

𝜆 ∗ 휂 ∗ 𝑓𝑐𝑑 ∗ 𝑏=

18,85

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0= 0,0011 𝑚

𝑥 = 0,0011 𝑚 ≤ 𝑥𝑙𝑖𝑚 = 0,1412 𝑚

𝜎𝑠1 = 𝑓𝑦𝑑 = 435 𝑀𝑃𝑎

𝑥 = 0,0011 𝑚 < 𝑥yd𝑚𝑖𝑛 = 0,1876 𝑚

𝐴 = 𝝀(𝑓𝑦𝑑 − 휀𝑐𝑢3𝐸𝑠) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106) = −212000

𝐵 = −2(fydd − εcu3Esa2(1 + 0,5λ)

𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070


𝝀 ∙ 휂 ∙ 𝑓𝑐𝑑 ∙ 𝑏− 휀𝑐𝑢3Es𝑎2

2)


157

𝐶 = 2 ∗ (18,85 ∗ (435 ∗ 103 ∗ 0,351 − 35 ∗ 2 ∗ 0,193)

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0− 70 ∗ 104 ∗ 0,0712) = −7018,7


=2 ∗ 18,85 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,193

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0= 21,122

0 = 𝐴𝑥3 + 𝐵𝑥2 + 𝐶𝑥 + 𝐷

−212000𝑥3 − 60070𝑥2 − 7018,68𝑥 + 21,122 = 0

𝑥 = 0,002935 𝑚

𝑥 = 0,0032935 𝑚 ≤ 𝑥−yd𝑚𝑖𝑛 = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎

𝑥 =1

2𝝀((𝑑 + 𝑎2) − √(𝑑 + 𝑎2)2 −



𝑥 =1

2 ∗ 0,8∗ ((0,229 + 0,071) − √(0,229 + 0,071)2 −

4 ∗ 18,85 ∗ (0,351 + 0,193)

1,0 ∙ 21400 ∙ 1,0)

𝑥 = 0,00201


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



Calculations of vertical reinforcement

Symmetric reinforcement for the biggest compressive force and the corresponding longi-

tudinal moment:

𝑁𝐸𝑑 = −85,60𝑘𝑁

𝑚


𝑚

𝑎1𝑥 = 𝑐𝑛𝑜𝑚 +1

2∙ 𝜙 = 50 +

1

2∙ 14 = 57 mm

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


158


2∙ 𝜙 = 50 +

3

2∙ 14 = 71 mm

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


=435

200000= 0,002175


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 ∗0,0035

0,0035 + 0,002175= 0,4934

𝑥lim =휀𝑐𝑢3


∗ 𝑑 =0,0035

0,0035 +435

200000

∗ 0,229 = 0,1412 𝑚


휀𝑐𝑢3


∗ 𝑎2 =0,0035

0,0035 +435

200000

∗ 0,071 = 0,0438 𝑚

𝑥yd𝑚𝑖𝑛 =

휀𝑐𝑢3

휀𝑐𝑢3 −𝑓𝑦𝑑𝐸𝑠

∗ 𝑎2 =0,0035

0,0035 −435

200000

∗ 0,071 = 0,1876 𝑚

𝑥0 = (1 −휀𝑐3휀𝑐𝑢3

) ∗ ℎ = (1 −0,00175

0,0035) ∗ 0,30 = 0,15 𝑚

𝑥yd𝑚𝑎𝑥 =

휀𝑦𝑑 ∗ 𝑥0 − 휀𝑐3 ∗ 𝑎2휀𝑦𝑑 − 휀𝑐3

=0,002175 ∗ 0,15 − 0,00175 ∗ 0,071

0,002175− 0,00175= 0,475 𝑚

𝑥 =𝑁𝐸𝑑

𝜆 ∗ 휂 ∗ 𝑓𝑐𝑑 ∗ 𝑏=

85,60

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0= 0,005 𝑚

𝑥 = 0,005 𝑚 ≤ 𝑥𝑙𝑖𝑚 = 0,1412 𝑚

𝜎𝑠1 = 𝑓𝑦𝑑 = 435 𝑀𝑃𝑎

𝑥 = 0,005 𝑚 < 𝑥yd𝑚𝑖𝑛 = 0,1876 𝑚

𝐴 = 𝝀(𝑓𝑦𝑑 − 휀𝑐𝑢3𝐸𝑠) = 0,8 ∗ (435 ∗ 103 − 0,0035 ∗ 200 ∗ 106) = −212000

𝐵 = −2(fydd − εcu3Esa2(1 + 0,5λ)

𝐵 = −2 ∗ (435 ∗ 103 ∗ 0,229 − 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ (1 + 0,5 ∗ 0,8)) = −60070


𝝀 ∙ 휂 ∙ 𝑓𝑐𝑑 ∙ 𝑏− 휀𝑐𝑢3Es𝑎2

2)

𝐶 = 2 ∗ (85,6 ∗ (435 ∗ 103 ∗ 0,379 − 35 ∗ 2 ∗ 0,221)

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0− 35 ∗ 2 ∗ 104 ∗ 0,0712)

𝐶 = −6955,75


159


=2 ∗ 85,6 ∗ 0,0035 ∗ 200 ∗ 106 ∗ 0,071 ∗ 0,221

0,8 ∗ 1,0 ∗ 21,4 ∗ 103 ∗ 1,0= 109,837

0 = 𝐴𝑥3 + 𝐵𝑥2 + 𝐶𝑥 + 𝐷

−212000𝑥3 − 60070𝑥2 − 6955,75𝑥 + 109,837 = 0

𝑥 = 0,014 𝑚

𝑥 = 0,014 𝑚 ≤ 𝑥−yd𝑚𝑖𝑛 = 0,0438 𝑚

𝜎𝑠2 = −𝑓𝑦𝑑 = −435 𝑀𝑃𝑎

𝑥 =1

2𝝀((𝑑 + 𝑎2) − √(𝑑 + 𝑎2)2 −



𝑥 =1

2 ∗ 0,8((0,229 + 0,071) − √(0,229 + 0,071)2 −

4 ∗ 85,6 ∗ (0,379 + 0,221)

1,0 ∙ 21,4 ∗ 103 ∙ 1,0)

𝑥 = 0,0103


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



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)

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