This paper presents a numerical analysis of the effect of wind on the curtain wall in a high
building. Two types of curtain wall were adopted: made of thin-wall C sections with nominal
dimensions and the section that takes into consideration lower limits specified by the manufacturer

Kosiń, Mariusz

Major, Izabela

Major, Maciej

Transactions of the VŠB - Technical University of Ostrava Civil Engineering Series

English

DSpace at VSB Technical University of Ostrava

10.1515/tvsb-2017-0026 43 Transactions of the VŠB – Technical University of Ostrava Civil Engineering Series, Vol. 17, No. 2, 2017 paper #26 Maciej MAJOR1, Mariusz KOSIŃ2, Izabela MAJOR3 NUMERICAL STATIC ANALYSIS OF THE CURTAIN WALL WITH LIGHT STEEL STRUCTURE Abstract This paper presents a numerical analysis of the effect of wind on the curtain wall in a high building. Two types of curtain wall were adopted: made of thin-wall C sections with nominal dimensions and the section that takes into consideration lower limits specified by the manufacturer. Keywords Thin-walled construction, curtain wall, FEM, wind pressure.  1 INTRODUCTION The role of curtain walls is to protect the building from climatic and acoustic effects. The connected panels of a curtain wall with the load-bearing structure form a light and continuous sheathing that closes the space [1]. They perform the function of the external wall while not bearing its whole role but only its own weight and wind pressure. One of the frequent mistakes during the design of such structures is no verification of the data contained in the manufacturer's catalogues. This leads to mistakes in terms of connections between the components, including curtain walls, and, sometimes, incorrect dimensioning. The values of geometric characteristics tend to be overestimated for thin-wall steel sections and the studies contain mistakes that point to their improper assembly. Since the curtain walls have been used in increasingly high buildings, the pressure should be on elimination of this type of mistakes.  This study presents a numerical analysis of the effect of wind on the curtain wall in a high building. Two types of curtain wall were adopted: made of thin-wall C sections with nominal dimensions and the section that takes into consideration lower limits specified by the manufacturer. Numerical model of curtain wall is analysed in ANSYS software based on the FEM method which is widely used to analysis of building structures [2, 3].  2 ASSUMPTIONS TO ANALYSIS The analysis concerned the curtain wall with height of 3.06 m made as a light steel structure (see Fig.1). The analysis also adopted two thin-wall C sections with dimensions shown in Tab. 1 arranged with distances of 60 cm.                                                                                                                                                                    1  Assoc. Prof. Eng. Maciej Major, Ph.D., Częstochowa University of Technology, Faculty of Civil Engineering, Department of Steel Constructions and Building Materials, Akademicka 3 street, 42-200 Częstochowa, Poland, phone: (+48) 34 3250 965, e-mail: mmajor@bud.pcz.czest.pl. 2  MSc. Eng. Mariusz Kosiń, Częstochowa University of Technology, Faculty of Civil Engineering, Department of Organization and Building Technology, Akademicka 3 street, 42-200 Częstochowa, Poland, e-mail: mariuszkosa@vp.pl. 3  Assoc. Prof. Eng. Izabela Major, Ph.D., Częstochowa University of Technology, Faculty of Civil Engineering, Department of Technical Mechanics and Engineering Graphics, Akademicka 3 street, 42-200 Częstochowa, Poland, phone: (+48) 34 3250 901, e-mail: imajor@bud.pcz.czest.pl. Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM44  Fig.1: The scheme of curtain wall construction Tab.1: The dimensions adopted for the analysis of thin-walled steel sections of C type Designation of the analyzed section Geometric parameters of sections Cross section area  h  [mm] b  [mm] c [mm] t  [mm] r  [mm] A  [cm2] Section I 89 38 16 0.90 3 1.687 Section II 86.5 36.5 14.5 0.90 3 1.620 It was assumed that the building is located in the first zone of wind load in a city centre at the altitude of 200 meters above sea level with the category 4 land development. Calculations of the structural coefficient cscd were made according to the Procedure 1 of the Appendix B of the PN-EN 1991-1-4 standard. The values of the parameters calculated according to the equations contained in the European standard [4] necessary for determination of the strength of wind effect were presented in Tab. 2. Tab.2: List of parameters to calculate the pressure of wind Designation Parameter Point of norm / formula PN EN 1991-1-4 vb,o Base speed of wind NA.1(1) vm(z) The average speed of wind 4.3 cscd Construction coefficient B.4 ce(z) Exposure coefficient NA.3(1) qp(z) The peak value of pressure 4.5 cpe The coefficient for the loaded surface 7.2.2(2) we Wind pressure acting on the outer surface of the structure 5.2 (1) Domestic annex of norm PN-EN 1991-1-4, (2) Coefficient for area A = 1 m2 Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM45 Profile of peak values of wind velocity pressure are presented in Fig. 2 [5].  Fig.2: Distributions of velocity pressure qp(z) Tab. 3 presents the horizontal load to the building used as a reference to calculate the values of the structural coefficient cscd. Tab.3: Value of the wind pressure we for A = 1 m2 and for fields of vertical walls A, B, D and E ze [m] qp(ze) [kN/m2] cscd cpe,1 A cpe,1B cpe,1 D cpe,1 E we(A) [kN/m2]we(B) [kN/m2]we(D) [kN/m2] we(E) [kN/m2] 90 0.860 0.841 -1.4 -1.1 +1.0 -0.68-1.012 -0.796 +0.723 -0.492 53.1 0.738 -0.868 -0.683 +0.621 -0.422 49.05 0.721 -0.849 -0.667 +0.606 -0.412 45 0.703 -0.828 -0.650 +0.591 -0.402 40.95 0.684 -0.805 -0.633 +0.575 -0.391 36.9 0.663 -0.781 -0.613 +0.558 -0.379 The calculations were based on the wind load, wall cover weight, the weight of thin-wall section and filling (mineral wool). Volumetric weights of materials were adopted according to [6] and according to the manufacturer's specifications. The static strength analysis adopted the wind pressure we(A) = -1.012 kN/m2 calculated for small components and connectors with the surface area of components of 1 square metre or smaller. The loads characteristic for the analysed curtain wall are presented in Tab. 4. The specifications of the materials used for their analysis with their physical properties are presented in Tab. 5. Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM46 Tab.4: Characteristic loads for the analyzed curtain wall Type of load Characteristic load [kN/m] Constant loads Plate CETRIS BASIC, thickness 0.012 m with volume weight 13.5 kN/m3 0.104 Steel thin-walled section of C type 0.013 Mineral wool, thickness 0.089 m with volume weight 1 kN/m3 0.0534 Variable loads Wind load (0.6m×1.012kN/m2) 0.607 Tab.5: Physical properties of materials of curtain wall Material Density [kg/m3] Young's modulus E[MPa] Poisson's ratio υ Cement-splinter plate 1350 6.8 0.2 Steel thin-walled section 7850 210000 0.3 Mineral wool 100 1.8 0.2  3 NUMERICAL MODEL  Numerical model of the curtain wall was composed of ca. 110,000 nodes and 50,000 elements [7, 8, 9]. The analysis performed is of a static nature within the linear limits of the material's elasticity. The finite component grid for the analysed curtain wall was presented in Fig. 3.  Fig.3: Numerical model of curtain wall analysed in ANSYS software Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM47 The numerical model of the analysed curtain wall takes into consideration two static designs presented in Fig. 4. Scheme I Scheme II   Fig.4: Static schemes for analyzed curtain wall  4 NUMERICAL RESULTS Numerical simulation of deformation of the curtain wall was performed using the ANSYS software. The Figs. 5-8 below presents the maps of displacements for the analysed curtain wall.     a)                                                                                             b)          Fig.5: Deflection map (scale of 1:35) for the curtain wall made of thin-wall sections with the cross-section area of A = 1.620 cm2  for the rod according to the scheme I: a) curtain wall panel, b) cross-sectional view of the steel section present in the half of the wall Figures 7 and 8 show the differences in the value of deflection. This is caused by the arrangement of the closing section for the analysed curtain wall: the web of the closing section is always oriented outwards. Calculations connected with dimensioning of the thin-wall section were performed using the ROBOT software. The dimensioning was performed for the greatest pressure of the wind acting on the external surface of the structure with consideration for the weight of the section and wall sheathing plates [8]. The sections were calculated for the static designs presented in Fig. 4 assuming three steel grades: S235, S355 and S460.  Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM48    a)                                                                                           b)         Fig.6: Deflection map (scale of 1:35) for the curtain wall made of thin-wall sections with the cross-section area of A = 1.687 cm2  for the rod according to the scheme I: a) curtain wall panel, b) cross-sectional view of the steel section present in the half of the wall   a)                                                                                         b)           Fig.7: Deflection map (scale of 1:35) for the curtain wall made of thin-wall sections with the cross-section area of A = 1.620 cm2  for the rod according to the scheme II: a) curtain wall panel, b) cross-sectional view of the steel section present in the half of the wall      Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM49    a)                                                                                            b)          Fig.8: Deflection map (scale of 1:35) for the curtain wall made of thin-wall sections with the cross-section area of A = 1.687 cm2 for the rod according to the scheme II: a) curtain wall panel, b) cross-sectional view of the steel section present in the half of the wall  5 CONCLUSIONS The aim of the numerical analysis was to identify the deformations of the curtain wall panels made of thin-wall steel sections with the cross-section area of A = 1.620 cm2 for the Section I and A = 1.687 cm2 for the Section II (see Tab. 1).  Tab.6: Summary of the results of the static-strength analysis Static scheme Cross section area [cm2] Steel grade Internal forces(3) Max. deflection(4) [mm] Strain(3)      [%] Admissible Mmax [kN/m] Tmax    [kN] Scheme I 1.687(1) S235 -1.066 +0.599 -1.045 +1.7418.900 151 NO S355 111 NO S460 96 YES 1.620(2) S235 9.710 158 NO S355 117 NO S460 100 NO Scheme II 1.687(1) S235 -0.710 +0.355 -1.393  +1.3935.902 100 NO S355 74 YES S460 64 YES 1.620(2) S235 5.972 105 NO S355 78 YES S460 66 YES (1) Section size 89 mm × 38 mm × 16 mm and thickness 0.09 mm, (2) Section size 86.5 mm × 36.5 mm × 145 mm and thickness 0.09 mm, (3) The results obtained in the ROBOT software, (4) Results of the analysis in the ANSYS software.  Brought to you by | Technicka Univerzita OstravaAuthenticatedDownload Date | 4/24/18 11:46 AM50 Table 6 presents the results of simulations and acceptability of using the sections in curtain wall based on the assembly method (according to Fig. 4), surface area and adopted steel grade. The static strength analysis shows clearly the static designs, steel sections and structural steel grades which fulfil the requirements concerning section strength and stability of the analysed curtain wall. The differences in dimensions of the sections that results from the deviations from the nominal dimension and catalogue errors may lead to a substantial reduction in the rigidity and load-bearing capacity of the component and causing the structure of the curtain wall to locally fail to meet the requirements concerning the limits of load-bearing capacity. The analyses presented in the study show that it is useful to verify the information contained in the manufacturer's documents. The FEM method can be employed in the analysis of thin-wall profiles to verify calculations [10] and assumptions of the study for the adopted model [11, 12]. LITERATURE [1] MAJOR, I. Technologia budowy domów szkieletowych – ekologiczna forma  jednorodzinnego budownictwa mieszkaniowego, In ULEWICZ, M., SELEJDAK, J. Jakościowe i ekologiczne  aspekty w technologiach budowlanych,  2013;  pp. 86-102, ISBN: 978-83-63500-53-5. (In Polish) [2] MAJOR, I. & MAJOR M. Modeling of Wave Propagation in the ADINA Software for Simple Elastic Structures, In Advanced Materials Research, 2014, vol. 1020, pp. 171-176, ISSN: 1662-8985. [3] MAJOR, M. & MAJOR I. Numerical analysis of dynamic force acting perpendicularly on a wall made of concrete blocks with rubber inserts, Transactions of the VŠB – Technical University of Ostrava, Civil Engineering Series. Volume 16, Issue 2, Pages 109–116, ISSN (Online) 1804-4824, DOI: https://doi.org/10.1515/tvsb-2016-0021, December 2016. [4] PN-EN 1991-1-4 Eurokod 1: Oddziaływania na konstrukcje. Część 1-4: Oddziaływania ogólne.  Oddziaływanie wiatru. (In Polish) [5] RAWSKA–SKOTNICZY, A. Obciążenia budynków i konstrukcji budowlanych według eurokodów, Wydawnictwo Naukowe PWN, Warszawa 2013, ISBN 978-83-01-17296-1. (In Polish) [6] PN-EN 1991-1-1, Eurokod 1. Oddziaływania na konstrukcje. Część 1-1: Oddziaływania ogólne. (In Polish) [7] ŁACZEK, S. Modelowanie i analiza konstrukcji w systemie MES ANSYS v. 11, Wydawnictwo PK, Kraków 2011, 377pp. ISBN 978-83-7242-584-3. (In Polish) [8] MADENCI, E. & GUVEN I. The Finite Element Method and Applications in Engineering Using ANSYS®, Springer, 2007, ISBN 978-0-387-28289-3. [9] FAJMAN, P. & BITTNAR Z. Nonlinear Analysis in Virtual Design, In: Proceedings of the Fourteenth International Conference on Civil, Structural and Environmental Engineering Computing. Stirling: Civil-Comp Press Ltd, 2013, pp. 1-6. ISSN 1759-3433. ISBN 978-1-905088-57-7. [10] FLODR, J., KREJSA M., MIKOLÁŠEK D., SUCHARDA O. & ŽÍDEK L. Mathematical Modelling of Thin-Walled Cold-Rolled Cross-Section. Applied Mechanics and Materials, Trans Tech Publications, 2014, vol. 617, pp. 171-174. ISSN 1662-7482. [11] FLODR, J., KREJSA M., MIKOLÁŠEK D., BROŽOWSKÝ J. & PAŘENICA P. Numerical Modeling of a Thin-Walled Profile with respect to the Redistribution of Bending Moments, In Kruis, J., Tsompanakis Y. & Topping B.H.V. (Editors). Proceedings of the Fifteenth International Conference on Civil, Structural and Environmental Engineering Computing, Civil-Comp Press, Stirlingshire, UK, Paper 37, 2015. doi:10.4203/ccp.108.37. [12] BALÁZS, I. & MELCHER J. Stability of Thin-Walled Beams with Lateral Continuous Restraint, Transactions of the VŠB – Technical University of Ostrava, Civil Engineering Series, Volume 15, Issue 1, Pages 1–10, ISSN (Online) 1804-4824, DOI: https://doi.org/10.1515/tvsb-2015-0001, July 2015. 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Numerical static analysis of the curtain wall with light steel structure

Abstract
This paper presents a numerical analysis of the effect of wind on the curtain wall in a high building. Two types of curtain wall were adopted: made of thin-wall C sections with nominal dimensions and the section that takes into consideration lower limits specified by the manufacturer.</jats:p

Maciej Major

Mariusz Kosiń

Izabela Major

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Numerical Static Analysis of the Curtain Wall with Light Steel Structure

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Numerical static analysis of the curtain wall with light steel structure

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