Glasscon Glas Static Analysis Sample Roumania

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GLASSCON DEZVOLTARE

No5 Piata Alba Iulia, Bl 14, Sector3

PROJECT:BANEASABUSIIYDSS AND TECNHOLOGY PARK

CLIENT:TEHNOREX S.A.

Chapter 1- IntroductionIn the present study the steel structure supporting the facade of theBANEASA TECHNOLOGY PARK building wil l be analyzed.

The elastic and anelastic anafysis of the steel structure that issupported on the existing reinforced concrete structure follows.Furthermore, the structure of high bearing capacity which issupported on the steel structure that supports the facade accordingto the functional requirements.

The analysis as well as the design of the present construction wasbased on the latest guidelines. More specifically, the construction'sdesign is based on the fol lowing guidelines:

According to the above guidelines, all the required examinationswere executed, in order to assure sufficient strength andfunctionality for the structure

The elements that wi l l be used are:Steel 5235 for the steel structure.Stainless steel 304 for the tension rod system

i t le Year uthorEUROCODE-3 1993 EuroDean Requlat ionDrN 18008 200eGerman Requlation

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Chapter 2- Desion LoadsThe structure's nature demands the f oading to be calculatedaccording to the international bibliography, owners demand andguide l ines as wel l as regulat ions.

The loading categories that are applied on the structure, which is tobe examined, are the fol lowing:

. Dead loads Go Live loads Q

The dead loads G that exist on the present structure are thefo l lowing:

a/o Cause p (kN/m3) t (m)Gfass of 24 mm

1) thickness (view) 25 0,024Glass of 26 mm

2) thickness (roof) 25 0,026

The effective area computed according the next two figure. Theeffective area depends on the grid of the glass facade.

We have (view facade):

r.46 2.35A1= " ' " x - ' " " :0 .86m'

221.67 +1-46 27s

A2_ ' r " ' ' ' , ' "

X ' r " " _ l . 84mt22)?s

A3=1.67 x- '"" - 1.96m''2146

A4- " ' " x2"66 -1.94m'2

A5=1,67 x2,66:4,44m'l -67 +1^46[g= "" ' ' " ' " x2-66 - 4.16m'

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A7=I,67 x 2,66 + 1,78- 3,7Im'

l-67 + l-46 2.66 + l-78A ? - v " = 3,47m'

A9=1,67 "ry:1,49m'

A10=1,67 +1,46

"+- r,3em'1.46 r.78A11= ' ' ' " x " ' " - 0 -65mt22

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1,782,65

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1 ,481 ,EE 1 ,EE 1 ,661 ,68 1 ,EE 1 ,66 1 ,46

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We have (roof facade):

AL2=1'47 xl '22 - 0.45m'22

1 ) )A13=1,47x=-0,90m'

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1) )A14=1,66x

=-1,02m,z

A15= 1'47 xr'22 + l '46 - o-99m'22

1 ) 1 t l A A416= 1,47 x-=1,97m'

t n l l ,46 ^ ^ A lA77=l,66xT = 222m'147

A1B=-*1,46=1,07m'L

A19= 1,47 x1,46 = 2,75m'A2O= 1,66 x7,46 = 2,42m'

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1 ,46

1 ,46

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The point loads are:

Dead load G

y'iew fagade =Roof fagade=

0,60,65

\rea \ (m2) riew kN oof kN\1 0,8 0,5i\2 1.84 1 ,1 (\3 1,9 1 , 1 t\4 1 ,94 1Je\5 4,44 2.6e\6 4.'te 2.5C\7 3 .71 2,2?\8 3,4i 2.At\9 1 . 4 5 0,8!{ 10 1 ,3 0,8:\ 1 1 0,6: 0,3!\ 12 0,4: 0.2(\ 13 0,9( 0,5\ 14 1 ,02 0.6\ 1 5 0,9( 0,64{ 1 6 1 , 9 1 1.28\ 1 7 2.22 1,44\ 1 8 1.0r o.7c{19 2 ,15 1 .4C\20 2.42 1 . 5 7

It should be mentioned that the weight of the steel construction iscalculated automatically by the designing and analyses programthat is used for the calculation of the structure's strength.

The live loads a that exist on the present structure are thefo l lowing:

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Predict ion kN/m20,5-1 ,0-1 ,5-2 ,0

0,5L,92

o/o Cause1) Wind2) Vert ical wind2) Snow

The above values requested by the owner of the structure aS shownin the next page.

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. Aseismic design

According to the Romanian Code the seismic loads are:Sr = crXGwhere:cr = a.ks .br-v.sand

a=1.0ks=0.2br=2.5U = 0 .65e=1.0

so cr = 0,325

according to EC the seismic loads E are:

Sr - RorXGn.e.R

Ror=7.A. - - - r -0 ,46>crq

The design and analysis done with the loads from EC.

The loading combinations that wi l l be examined during the analysisand the design of the structures according to the internationalguidelines are presented below:

1) Normal combinat ionNormaConditionl - G + WIND

2) Normal combinationNormaCondition2 - G + SNOW

3) Normal combinat ionNormalCondit ion=G-W

4) Aseismic combinat ionEl=G+0,3W+EE2-G+0.3S+E,

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Chapter 3-Steel structure analvsisThe program SAPZAAO -that is based on both linear and non-linearanalysis of f ixed l inear elements- wi l l be used for the designing aswell as analysis of the structure.

The analysis and design of the steel structure is l inear analysis andchecked according to EC3. The material is steel S235 withfy=235MPa

The whole construction is simulated using linear fixed elements.

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The tension rod system is supported to the steel structure, whichwe check to the next pages. The steel structure is consisting off twotruss columns and a truss beam. The roof is constrained at theconcrete sfab and at the truss beam.

Input and output f i les presented to the next pages of chapter 3.

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TABLE: Material Properties 01 - GeneralMaterial Tvpe DesionTvoe UnitMass UnitWeiqht E U A

Text Text Text Kl$sZm4 KNlm3 KNim2 Unitless 'l/cALUM lsotrooic Aluminum 2,7145 26,602 69637054.68 0,33 0.00002358

LDFRM lsotropic oldFormed 7,849 76,973203395357.7 0,3 0,0000117oNc lsotrooic oncrete 2,4028 23,563 24821',t28,4 0.2 0,0000099

OTHER lsotrooic None 2,4007 23,562 24821128,4 0,2 0.0000099s235 lsotropic Steel 0 78 210000000 0,3 0,0000117ss304 lsotrooic Steel 0 78 193000000 0,3 0.0000117STEEL lsotropic Sleel 7,849 76.973 1 99947978,8 0,3 0,00001 17

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TABLE: Combination DefinitionsComboName ComboTvpe CaseTvpe CaseName ScaleFactor SteelDesiqn

Text Text Text Text Unitless Yes/NoG+S Linear Add Linear Static DEAD 1 YesG+S Linear Static qlass 1G+S Linear Static S 1G+W Linear Add Linear Static DEAD 1 yesG+W Linear Static glass 1G+W Linear Static w 1G-W Linear Add Linear Static DEAD 1 Yes3-W Linear Static qlass ,|3-W Linear Static 1

1 Linear Add Linear Static DEAD 1 Yes1 Linear Static glass 1

E1 Linear Static 1E1 Linear Static w 0.3=2 Linear Add Linear Static DEAD 1 Yes=2 Linear Static rlass 1=2 Linear Static E 1=2 Linear Static S 0,3

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TABLE: Combination DefinitionsComboName ComboType CaseTvpe CaseName ScafeFactor SteelDesiqn

Text Text Texl Text Unitless Yes/NoG+S Linear Add Linear Static DEAD 'l YesG+S Linear Static tlass 1G+S Linear Static S 1G+W Linear Add Unear Static DEAD 1 YesG+W Linear Static glass 1G+W Linear Static w 1G-W Linear Add Linear Static DEAD 1 YesG-W Linear Static qlass 1G-W Linear Static -w 1E1 Linear Add Linear Static DEAD 1 YesE1 Linear Static llass 1

1 Linear Static E 1E 1 Linear Static w 0,3E2 Linear Add Linear Static DEAD 1 Yes=2 Linear Static glass 1E2 Linear Static E 1

z Linear Static s 0,3

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The program ANSYS -thatanalysis of fixed elements-analysis of the structure.



is based onwill be used

both f inear and non-l inearfor the designing as wel l as

The foads are according chapter 2.

LINK1O elements used to model ing the tension rods. The analysis isnon-l inear. These elements have the unique feature of a bi l inearst i f fness matr ix result ing in a uniaxial tension-only element. Ini t ialstrain is given as input by A,/L, where A is the difference betweenthe element length (L) and the zero strain length Lo.In our analysis the tension rod which diameter is 20mm arepretensioned with a value of ini t ial strain of 0,0007 and the rodswhich diameter is 16mm are pretensioned with a value of ini t ialstrain of 0,0008.

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PROJECT:BANEASA IBUSINESS AND TECNHOLOGY PARK


The designer remind that the ini t ial strain is the most importantparameter of the stability of the structure, so the pretension mustbe checked before install the rods with specialized equipment.

The material is: stainless steel 304 with fy-290Mpa andfu=621MPa.

The chemical composition of the steel is:

O.OBmax2.0

o.75o.o45U . U J

16-182-3

to-140 .1

The tension l imit of the rods are:

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Chapter S-Glass faqade analysisThe program ANSYS -that is based on both l inear and non-f inearanalysis of fixed efements- wilf be used for the designing of theglass facade.

In our structure we are going to analyze three glass facade. Two forthe view facade and one for the roof facade.

Our gf ass is securit/triplex with ou= LZkN/cmz

For the two glasses of the view facade we have that the internalglass is 8mm+8mm and the external glass is 8mm.

For the glass of the roof fagade we have that the internal glass isBmm+8mm and the external glass is 10mm.

In all cases only the intemal glass is penetrated from the glassf i t t ing.

The modeling of the glass facade made with the use of finiteelements and the analysis was non-l inear.

The glasses that will be analyzed are:1) view glass: t,68X2,26 with four holes at the internal glass andwind force of 2kN/m'2) view glass:1,68X1,88 with four holes at the internal glass andwind force of 2kN/m23) roof glass:1,68X1,46 with four holes at the internal glass andtotal force of 3kN/m2

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Glasscon Glas Static Analysis Sample Roumania

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