Essen Fair_Structural Calculation.kamman Group

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STRUCTURAL CALCULATION

ESSEN FAIR


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STAND: KAMMAN GROUP


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TABLE OF CONTENTS

1. INTRODUCTION 21.1 ARCHITECTURAL INPUTS 21.2 LOAD ANALYSIS 41.2.1 DEAD LOAD 41.2.2 HORIZONTAL LOAD 41.2.3 LOAD COMBINATIONS 41.3

STRUCTURAL MODEL 5

1.4 STRUCTURAL DESIGN 71.4.1 STRUCTURAL DIMENSIONING 112. DRAWINGS 13


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KAMMAN GROUP Stand, Messe Essen

1. INTRODUCTION

The stands has to be designed for Fair Trade in Essen, Germany.Area is 7 x 3m, height is 2.5m 3.5m.Walls are made by plywood sheets, strengten with timber profiles.

1.1 ARCHITECTURAL INPUTS


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1.2 LOAD ANALYSIS

Stand construction safety1

Stands, including all equipment and exhibits and advertising matter are to be constructed with suchstability as to pose no danger to public safety and order, and in particular to life and health. Theexhibitor is responsible for structural safety and must provide proof of this.

Free-standing structural elements and special structures (e.g. free-standing walls, high exhibits, highdecorative elements) which can fall over must be rated at least for a horizontally acting equivalentdistributed load qh:

qh1 = 0.125 kN/m2 up to 4.00 m high from the upper edge of the floor

qh = 0.063 kN/m2 for all surfaces above 4.00 m high.

The respective elevation area is the reference area. The relevant verifications to be prepared are to besubmitted to MESSE ESSEN GmbH in a form that can be examined.

Approval of stand construction

On the assumption that the technical regulations have been observed in the design and construction ofthe stand, there is no requirement for submission of drawings for approval in respect of single-storeystand structures up to 2.50 m in the halls.

1.2.1 DEAD LOAD

MATERIALS

Assumptions/Conversions Loading

Pl d

Sheets: BxL=2500 x 1000 mm,

Thi k 9 5 L1 0 0474 KN/

2


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1.3 STRUCTURAL MODEL


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Dead load


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1.4 STRUCTURAL DESIGN


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Reactions


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TOWER OVERTURNING CHECK

Case 1:


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Case 2

Wind is loading the largest (backside) panel. Rotation is around one of triangles sides.

Vertical loads:

PlywoodWalls.......... 0,0474 KN/m2

3. Backside: Area = 3.12 m2

4. Front sides: Area= 2 x 1.05m2

F1 = 0,0474x3.12 = 0.148 KN

F2 = 0,0474 x 1.05 =0.05 KN

The brunts distances from turning line3:

L1 = 0,3 m

L2 = 0,3 m

Mv = 0.148 x 0.3 + 0,05 x 0,3 = 0,0594 KNm

Horizontal loads:

2. Wind load 0,125 KN/m2Area: 3.12 m2

Fw= 0,387KN

Fws = 0.387 cos 45 = 0.274 KN

Distance from rotation point:

H = 1,75 m

Mh = 0.274 x 1.75 =0,479 KNm

Mv MH

For stabilizing of overturning of wall it must be added aditional vertical weight on wall bottom.

Moment of additional vertical weight must be: Mh - Mv = 0.479 0.06 = 0.419 KNm

Moment arm is 0,3m. Thus, total additional vertical load must be at least 1.39 KN.

ON BOTTOM OF TRIANGLE TOWER TO ADD STEEL PLATE ( 550 x 550 x 60 mm)4

AS HORIZONTAL LOAD COUNTERWEIGHT!


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1.4.1 STRUCTURAL DIMENSIONING

The most loaded beam:

TIMBER STRUCTURE CALCULATIONS----------------------------------------------------------------------------------------------------------------------------------------CODE: EN 1995-1:2004/A1:2008

ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 14 Timber Beam_14POINT: 1 COORDINATE: x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 2 WIND2

----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL D70gM = 1.30 f m,0,k = 70.00 MPa f t,0,k = 42.00 MPa f c,0,k = 34.00 MPaf v,k = 5.00 MPa f t,90,k = 0.60 MPa f c,90,k = 13.50 MPa E 0,moyen = 20000.00 MPa

E 0,05 = 16800.00 MPa G moyen = 1250.00 MPa Service class: 1 Beta c = 1.00----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: 80x80

ht=8.0 cmbf=8.0 cm Ay=32.00 cm2 Az=32.00 cm2 Ax=64.00 cm2tw=4.0 cm Iy=341.33 cm4 Iz=341.33 cm4 Ix=505.2 cm4tf=4.0 cm Wely=85.33 cm3 Welz=85.33 cm3

----------------------------------------------------------------------------------------------------------------------------------------STRESSES ALLOWABLE STRESSESSig_c,0,d = N/Ax = 0.01/64.00 = 0.00 MPa f c,0,d = 15.69 MPa

Sig_m,y,d = MY/Wy= 0.00/85.33 = 0.03 MPa f m,y,d = 32.31 MPaSig_m,z,d = MZ/Wz= 0.08/85.33 = 0.89 MPa f m,z,d = 32.31 MPa

d * / f d


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Tower columns

STEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: EN 1993-1:2005/AC:2009, Eurocode 3: Design of steel structures.ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 31 Column_31 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 3 Comb.1 1*1.35+2*1.50----------------------------------------------------------------------------------------------------------------------------------------MATERIAL:

STEEL fy = 235.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: Kamman 30mmh=3.0 cm gM0=1.00 gM1=1.00b=3.0 cm Ay=1.80 cm2 Az=1.44 cm2 Ax=3.24 cm2tw=0.3 cm Iy=3.99 cm4 Iz=3.99 cm4 Ix=6.72 cm4tf=0.3 cm Wply=3.29 cm3 Wplz=3.29 cm3----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:N,Ed = 0.25 kN My,Ed = -0.02 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.10 kNNc,Rd = 76.14 kN My,pl,Rd = 0.77 kN*m Mz,pl,Rd = 0.77 kN*m Vy,T,Rd = 21.99 kNNb,Rd = 70.84 kN My,c,Rd = 0.77 kN*m Mz,c,Rd = 0.77 kN*m Vz,Ed = 0.06 kN

MN,y,Rd = 0.77 kN*m MN,z,Rd = 0.77 kN*m Vz,T,Rd = 17.59 kNTt,Ed = -0.06 kN*mClass of section = 1

----------------------------------------------------------------------------------------------------------------------------------------


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2. DRAWINGS

No DRAWING NAME SCALE

1 STAND KAMMAN Drawing 1 1:50

2 STAND KAMMAN - Drawing 2 1:50


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1 : 50


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Section A - A

Section B - B

W 4

1 : 50

PLYWOOD QUANTITY

WALL W1

2500 x 1250 ........... 6 pcs2000 x 1200 ........... 2 pcs

WALL W2

2500 x 1040 ........... 2 pcs

WALL W3

2500 x 1000 ........... 3 pcs

WALL W1

COLUMNS L=2.5m... 7 pcsBEAMS L=7m........... 2 pcs

WALLS

3500 x 897 ............ 1 pcs3500 x 600 ............. 3 pcs

STEEL SQUARE PIPE30x30x1.8mm

COLUMN L=3.5m...... 4 pcsFLOOR BEAM L=1m.. 1 pcs

1 : 20

2000 x 1100 ........... 2 pcs

2000 x 950 ............. 2 pcs

2500 x 1000 ........... 2 pcs2000 x 950 ............. 2 pcs

TIMBER QUANTITY

WALL W4

2500 x 200 ............. 2 pcs

2500 x 1000 ........... 2 pcs

WALL W2

COLUMNS L=2.5m... 3 pcsBEAMS L=3m........... 2 pcs

WALL W3

COLUMNS L=2.5m... 3 pcsBEAMS L=1m.............3 pcs

WALL W4

COLUMNS L=3m..... 3 pcs

BEAMS L=3m........... 2 pcs

COLUMNS L=1m..... 1 pcs

TRIANGLE POLE QUANTITY

PLYWOOD

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Essen Fair_Structural Calculation.kamman Group

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