2nd part of Building technology studio

%NS ȩ-USEUM

INDEX 1 Description

01

2 Steel Structure Axonometry

02

3 Structural Drawings

04

4 Loads Analysis, Design & Check of secondary beam

10

- Roof

11

- Floor

16

5 Design & Check of other structure

21

- Border Secondary Beam

22

- Cantilever

25

- Roof Truss

30

- Floor Truss

39

- Pillar

48

- Connection

54

DESCRIPTION The project consists in a mixed-use building made by circular ring with a height of 13.5 meters (2 stories, pilots in some parts for entrance). The upper level is for museum, it's an open space with some double height from the ground floor but without partitions due to the function light, and circulation reasons. The lower level is mainly for office, commercial, cantin, and reception of the museum.

Because of the height, the pillars are used: STEEL CIRCULAR HOLLOW PILLAR (d=60mm, also considering architectural reason).

The roof secondary beams are IPE330, (they are dimensioned considering the heavist slab, for worker's mantainance of the building, with a live load of 0.5 KN/m2).

While the floor secondary beams are IPE 360. The border secondary beam IPE330 are adopted. The cantilever on the edges we use IPE360 where under concentrated loads.(they are dimensioned considering the heavist slab, the functon of muswum, with a live load of 5 KN/m2).

For roof truss, we use pairs of combination of UPN 65 (each profile) for all horizontal members, all vertical & diagonal members: pairs of L 50 (each profile).

For floor truss, all horizontal members: pairs of combination of UPN 100 (each profile). For all diagonal members: pairs of combination of L 60 (each profile). For all vertical members: pairs of combination of L 50 (each profile).

The connection of cantilever and border secondary beams happends through a steel plate welded to the end of the section of the border secondary beams then bolted to the flange of the cantilevers. While the connection of truss elements are fillet welded with each other.

1

STEEL STRUCTURE AXONOMETRY

2

ROOF TRUSS - UPN 65/ L 50

FLOOR TRUSS - UPN 100/ L 60/ L 50

SECONDARY BEAM ON ROOF - IPE 330

SECONDARY BEAM ON FLOOR - IPE 360

SEONDARY BEAM ON BORDER - IPE 330

CANTILEVER - IPE 360

PILLAR - Hollow section d=610mm 3

STRUCTURAL DRAWINGS

4

FIRST FLOOR

GROUND FLOOR 5

SECTION 6

ROOF

FIRST FLOOR 2

FIRST FLOOR 1

GROUND FLOOR 2

7

GROUND FLOOR 1

SECTION OF EACH SEGMENT

8

PLAN OF EACH SEGMENT

CALCULATION PLAN

FIRST FLOOR

FIRST FLOOR

GROUND FLOOR

GROUND FLOOR

9

LOAD ANALYSIS, DESIGN & CHECK OF SECONDARY BEAM

10

ROOF Loads Computation

From the criteria for collaborating slabs:

Weight of envolope

Material

Thichness

Roof

Alluminium Bituminous Sceed Eps insulation Vapor barrier Collaborating slab False celling gypsium panel Total

3 5 6 250 5 120 150 20 389

27 0.007 18 10 0.007 13 4.5 /

0.081 0.000035 0.108 2.5 0.000035 1.95 0.09 4.72907

Internal double skin facade

Glass Air Glass Air in between Glass Air Onyx solar panel Total

6 15 4 600 15 16 10 666

24 0.0129 24 0.0129 24 0.0129 24 /

0.144 0.0001935 0.096 0.00774 0.36 0.0002064 0.24 0.8481399

24 Density KN/m3 8 0.007 27 13 0.007 10 18 4.5 /10 0.007 13 24 84.5 / 10 24 24 0.0129 0.0129 24 24 18 0.0129 24 0.0129 24 24 0.0129 /24 0.0129 24 8 0.017841 0.007 24 13 10 4.5 /

1.68 Total weight KN/m2 0.8 0.000035 0.081 0.195 20.000035 0.108 0.09 2.5 4.765035 0.000035 1.95 1.44 0.09 0.12 2.77907 24.72907 4.8 0.144 0.008385 0.0001935 0.96 0.096 1.44 0.00774 10.768385 0.36 0.0002064 0.144 0.24 0.0001935 0.8481399 0.096 0.00774 1.68 0.36 0.8 0.000285456 0.000035 0.24 0.195 0.848218956 2 0.09 4.765035

G2 Non Structural Permanent Loads Mid floor pilotis Weight of envolope Roof

Ground

Concrete resin flooring Material support Insulation Vapor barrier Alluminium Collaborating slab Bituminous Eps insulation Sceed celling gypsium panel False Eps insulation Total Vapor barrier Collaborating Concrete resin slab flooring False celling gypsium panel Insulation support Totalinsulation Eps Concrete deck Glass Air igloo membrane Air Reinforced concrete foundation slab Glass Sceed Air in between Total Glass Air Glass Onyx solar panel Air 2 Total Glass Air in between Concrete resin flooring Glass Insulation Gas argon support Vaporsolar barrier Onyx panel Collaborating slab Total Eps insulation 11 False celling gypsium panel Total

70 Thichness 100 5 315 5 200 6 20 250 230 5 150 60 20 15 239 389 200 2 200 6 650 15 40 480 600 1245 15 616 10 15 666 4 600 70 15 100 16 5 10 15 666 200 20 230

Internal doubleStructural skin facade G2 Non Permanent Loads: 2.8 KN/m

Q1 - Live loads External double skin facade

Live loads of roof (maintenance): 0.5 KN/m Mid floor

pilotis

mm

mm

Density

KN/m3

Total weight

KN/m2

Q2 - Snow loads Mi is the shape factor Qsk is the ground snow load Ce is the snow exposure factor Ct is the thermal factor Qs=Mi*Qsk*Ce*Ct=0.8*1.5*1*1=1.2KN/m2

Weight of envolope

Material

Thichness

Roof Alluminium G1 - Structural loads (Collaborating slab) Bituminous Weight of envolope Roof

Internal double skin facade

Sceed Eps insulation Material Vapor barrier Collaborating slab Alluminium False celling gypsium panel Bituminous Total Sceed Eps insulation Glass Vapor barrier Air Collaborating slab Glass False celling gypsium panel Air in between Total Glass Air Glass Onyx solar panel Air Total Glass Air in between Concrete resin flooring Glass Insulation support Air Vapor barrier Onyx solar panel Collaborating slab Total Eps insulation False celling Concrete resingypsium flooringpanel Total Insulation support Vapor barrier Concrete resin flooring Collaborating slab Insulation support Eps insulation Eps insulation False celling gypsium panel Concrete deck Total Air igloo membrane 2 foundation slab Reinforced concrete Concrete resin flooring Sceed Insulation support Total 2 Eps insulation Concrete deck Glass Air igloo membrane 2 Air Reinforced concrete foundation slab Glass Sceed Air in between Total Glass 2 Gas argon Glass Onyx solar panel Air Total 2 Glass Air in between Glass 2 Gas argon Onyx solar panel Total

mm

3 5 6 250 Thichness mm 5 150 3 20 5 389 6 250 6 5 15 150 4 20 600 389 15 16 6 10 15 666 4 600 70 15 100 16 510 15 666 200 20 70 230 100 5 60 15 15 200 200 20 200 230 650 2 40 60 80 15 1245 2 200 200 6 650 15 40 4 80 600 1245 15 16 6 10 15 666 4 600 15 16 10 666

Density

KN/m3

Total weight

KN/m2

27 0.081 0.007 0.000035 18 0.108 10 2.5 Total weight KN/m2 Density KN/m3 0.007 0.000035 13 1.95 27 0.081 4.5 0.09 0.007 0.000035 / 4.72907 18 0.108 10 2.5 243 0.144 2 0.007 0.000035 0.0129 0.0001935 13 1.95 24 0.096 4.5 0.09 0.0129 0.00774 / 4.72907 24 0.36 0.0129 0.0002064 24 0.144 24 0.24 0.0129 0.0001935 / 0.8481399 24 0.096 0.0129 0.00774 24 1.68 24 0.36 80.0129 0.8 0.0002064 0.007 0.000035 24 0.24 13 0.195 / 0.8481399 10 2 4.5 0.09 24 1.68 / 4.765035 8 0.8 0.007 0.000035 24 1.44 13 0.195 8 0.12 10 2 10 2 4.5 0.09 24 4.8 / 4.765035 0.0129 0.008385 2 0.96 24 24 1.44 18 1.44 8 0.12 210.768385 10 2 24 4.8 24 0.144 0.0129 0.008385 2 0.0129 0.0001935 24 0.96 24 0.096 18 1.44 0.0129 0.00774 10.768385 24 0.36 2 0.017841 0.000285456 24 0.144 24 0.24 0.0129 0.0001935 0.848218956 2 24 0.096 0.0129 0.00774 24 0.36 2 0.017841 0.000285456 24 0.24 0.848218956

G1 - Structural loads (Collaborating slab) = 0.15m * 13KN/m = 1.95 KN/m Internal double skin facade

Mid floor

pilotis

Mid floor

pilotis

Ground

Ultimate limit state fundamental combination

Ground G1 Structural Loads: 1.95 KN/m * 1.3 = 2.535 KN/m

SLS

G1=1.95 KN/m

G2 Permanent Loads: 2.779 KN/m * 1.5 =4.168 KN/m G2=2.779 KN/m External double skin facade

G total: 2.535 + 4.168 = 6.7 KN/m

G total=4.729 KN/m

Q1 Live loads: External double skin facade0.5 * 1.5 = 0.75 KN/m

Q1=0.5 KN/m

Q2 Snow loads: 1.2 * 1.5 = 1.8 KN/m

Q2=1.2 KN/m

Q total: 0.75 + 1.8 = 2.55 KN/m

Q total=1.7 KN/m

G+Q at ULS: 6.7 + 2.55 = 9.25 KN/m2

G total+Q at SLS=6.43 KN/m2 P=6.43*1.5 m=9.645 KN/m (SLS)

Span of loading area of unit: 1.5 m

13.875 KN/m (ULS)

fd = 9.25 * 1.5 = 13.875 KN/m 12

DESIGN OF SECONDARY BEAM ON ROOF

ROOF BEAM SECONDARY IPE 330

) eflection (SLS) P=9.645 KN/m 5*PL4/(384*EI)=L/250 (Italian code) Imin=250*5*PL4/(LE*384)=(250*5*9.645*75003)/(210000*384)=1.00917*108 mm4 =1.00917*104 cm4

IPE 330

2) (ULS) P=fd=13.875 KN/m2 Mmax=PL2/8

W=Fd

S275

Wmin=M/fd=PL2/8*fd=(13.875*75002)/(8*275)=2.66069*109 mm3 =266.069 cm4 So we choose IPE 330

13

IPE 240

CHECK OF SECONDARY BEAM ON ROOF teel profile IPE 330

S275

Height

h

330

mm

q=(Q1+Q2)*Length of loading unit Area

Width

b

160

mm

=(0.5+1.2)*1.5=2.55 KN/m

Thic ness flange

tf

11.5

mm

g=(G1+G2)*Length of loading unit Area

Thickness of Web

tw

7.5

mm

=(1.95+2.779)*1.5=7.09 KN/m

R radius

r

18

mm

Area

A

62.6

cm2

Weight for unit length

gt

0.49

N/mm

Inertia moment

Iy

788

cm4

Ix

16270 cm4

Resistance plastic modulus Wpl 713

cm3

Ala

C/tf=[160-11.5-(2*18)]/ (2*11.5)=4.89

<= 10

class 1

Anima

d/tw=[330-(2*11.5)-(2*18)]/7.5=36.1

<= 72

class 1

DISPLACEMENT CHECK Maximun displacement is equal to : max

=5*(gt+g+q)L4/(384*EI)=5*(0.49+7.09+2.55)*75004/(384*210000*16270*104)

=12.21 mm <=30 mm (L/250) Displacement due to live load: =5*qL4/(384*EI)=5*2.55*75004/(384*210000*16270*104)=3.07 mm <=25 mm (L/300)

2

The chec is satisfied.

14

Acting shear and bending moment VEd =(1.3gt+1.3g+1.5q)*L/2=(1.3*0.49+1.3*7.09+1.5*2.55)*7.5/2=51.29 KN MEd =(1.3gt+1.3g+1.5q)*L2/8=(1.3*0.49+1.3*7.09+1.5*2.55)*7.52/8=96.18 KNm

Shear resistance VpLRd=Arfy/(3-2*rM0)=[A-2b*tf+(tw+2r)*tf]*fy/(3-2*rM0) =[6260-2*160*11.5+(7.5+2*18)*11.5]*275/(1.05*3-2)=465.767 KN VEd <= VpLRd

Bending bearing capacity McRd=WpL*fy/rM0=713*103*275/1.05=186.73 KNm

96.18 KNm (MEd) <= 186.73 KNm (McRd) The chec is satisfied.

15

FLOOR Loads Computation

Weight of envolope Weight of envolope Roof Roof

Internal double skin facade Internal double skin facade

Weight of envolope Mid floor pilotis Mid floor pilotis Roof Weight of envolope Weight of envolope Roof Roof Ground Ground Internal double skin facade

Internal double skin facade Internal double skin facade External double skin facade

Material Material Alluminium Bituminous Alluminium Sceed Bituminous Eps insulation Sceed Vapor barrier Eps insulation Collaborating Vapor barrier slab False celling gypsium Collaborating slab panel Total False celling gypsium panel Total Glass Air Glass Glass Air Air in between Glass Glass Air in between Air Glass Onyx Air solar panel Total Onyx solar panel Total Material Concrete resin flooring Concrete resin flooring Insulation support Alluminium Vapor barrier Insulation support Bituminous Material Collaborating Vapor barrier slab Sceed Material Eps insulation slab Collaborating Eps insulation Alluminium False celling Eps insulation Vapor barriergypsium panel Bituminous Alluminium Total False celling gypsium panel Collaborating slab Sceed Bituminous Totalinsulation False celling gypsium panel Eps Sceed Concrete resin flooring Total Vapor barrier Eps insulation Insulation support Concrete resin flooring Collaborating slab Vapor barrier Eps insulation Insulation support Glass False celling gypsium Collaborating slab panel Concrete deckgypsium panel Eps Air Total Falseinsulation celling Air Concrete deck Glass Totaligloo membrane Reinforced concrete foundation slab Air in igloo membrane Air between Glass Sceed Reinforced concrete foundation slab Glass Air Glass Total Sceed Air Glass Air Total Onyx panel Air insolar between Glass Glass Total Glass Air in between Air Glass Air Glass Glass Air Concrete resin flooring Onyx panel Air solar Air in solar between Glass Insulation support Total Onyx panel Glass Air between Vapor Totalin barrier Material Gas Glassargon Collaborating Concrete resinslab flooring Onyx solar panel Gasinsulation argon Eps Concrete resin flooring Insulation support Alluminium Total Onyx celling solar panel False gypsium panel Vapor barrier Insulation support Bituminous Total Total Collaborating Vapor barrier slab Sceed Eps insulation slab Collaborating Eps insulation Concrete resingypsium flooringpanel False celling Eps insulation Vapor barrier Insulation support Total False celling gypsium panel Collaborating slab Eps Totalinsulation False celling gypsium panel Concrete Concrete deck resin flooring Total Air igloo membrane Insulation support Concrete resin flooring Reinforced concrete foundation slab Eps insulation Insulation support Glass Sceed Concrete deck Eps insulation Air Total Air igloo membrane Concrete deck Glass Reinforced concrete foundation slab Air in igloo membrane Air between Glass Sceed Reinforced concrete foundation slab Glass Air Total Sceed Air Glass Total solar panel Onyx 2 Air in between Glass Total Glass Air Glass Gas Glass Air argonresin flooring Concrete Onyx panel Air insolar between Glass Insulation support Total Glass Air in between Vapor barrier Gas Glassargon Collaborating slab Onyx solar panel Gasinsulation argon Eps

weight KN/m2 Density KN/m3 From the criteria forTotal Total weight KN/m2 Density KN/m3 27 collaborating slabs: 0.081 0.007 0.000035 27 0.081

External doubleStructural skin facade G2 Non Permanent Loads Mid floor

pilotis

Weight of envolope Mid floor pilotis Mid floor pilotis Roof

Ground

Ground Ground Internal double skin facade

Thichness mm Thichness mm 3 53 65 250 6 5250 150 5 20 150 389 20 389 6 15 6 415 600 4 15 600 16 15 10 16 666 10 666 Thichness mm 70 70 100 3 55100 Thichness mm 5Thichness mm 615 120 200 15 250 3 200 520 53 210 230 20 150 65 20 250 6230 60 389 5250 15 150 560 15 6200 20 150 200 15 389 20 200 4650 389 40 600 6650 80 15 15 640 1245 80 16 415 1245 10 600 4 615 666 600 15 616 15 415 70 10 16 600 4666 100 10 15 600 5Thichness 666 mm 16 15 15 70 10 16 200 70 3100 666 10 20 55100 666 230 5 615 200 15 250 20 200 560 15 195 230 20 150 200 230 20 200 60 389 650 15 602 200 15 640 80 200 15 1245 200 4650 40 650 600 615 80 40 15 1245 80 16 410 1245 600 6 666 15 15 6 16 415 70 10 600 4 100 666 600 515 16 15 15 10 16 200

G2 Non Structural Permanent Loads: 2.565 KN/m External double skin facade

Q1 - Live loads

ive loads of floor : 5 KN/m (Cat. C3, museum)

External double skin facade External double skin facade Mid floor pilotis

16

18 0.007 10 18 0.007 10 13 0.007 4.5 13 /4.5 / 24 0.0129 24 24 0.0129 0.0129 24 24 0.0129 0.0129 24 24 0.0129 /24 / Density KN/m3 24 24 8 27 0.007 8 0.007 Density KN/m3 13 0.007 18 Density KN/m3 10 13 10 27 4.5 10 0.007 0.007 27 /4.5 13 18 0.007 / 4.5 10 18 24 /0.007 10 813 24 0.007 10 84.5 24 13 24 10 0.0129 /4.5 0.0129 24 24 / 24 0.0129 0.0129 24 18 24 24 0.0129 24 18 0.0129 24 0.0129 24 0.0129 24 /24 24 0.0129 0.0129 24 0.0129 24 24 0.0129 24 24 0.0129 24 80.0129 /24 24 0.0129 0.007 / Density KN/m3 0.017841 24 13 24 24 0.017841 10 824 27 24 4.5 0.007 8 0.007 /18 13 0.007 10 13 10 24 4.5 10 0.007 813 /4.5 10 / 4.5 24 /24 0.0129 824 24 10 8 24 18 24 10 0.0129 0.0129 24 24 24 0.0129 0.0129 24 18 24 24 0.0129 18 0.0129 24 24 0.0129 /24 24 0.0129 24 0.017841 24 0.0129 24 24 24 80.0129 24 0.0129 0.007 0.017841 24 13 24 0.017841 10

0.108 0.000035 2.5 0.108 0.000035 2.5 1.95 0.000035 0.09 1.95 4.72907 0.09 4.72907 0.144 0.0001935 0.144 0.096 0.0001935 0.00774 0.096 0.36 0.00774 0.0002064 0.36 0.24 0.0002064 0.8481399 0.24 0.8481399 Total weight KN/m2 1.68 1.68 0.8 0.081 0.000035 0.8 weight KN/m2 0.000035 Total 0.195 0.000035 0.108 Total weight KN/m2 20.195 2.5 0.081 0.09 20.000035 0.000035 0.081 2.76 4.765035 0.09 1.95 0.108 0.000035 4.765035 0.09 2.5 0.108 1.44 4.72907 0.000035 2.5 0.12 1.44 1.95 0.000035 20.12 0.144 0.09 1.95 4.8 24.72907 0.0001935 0.09 0.008385 4.8 0.096 4.72907 0.96 0.008385 0.00774 0.144 1.44 0.96 0.36 0.0001935 0.144 10.768385 1.44 0.0002064 0.096 0.0001935 10.768385 0.24 0.00774 0.096 0.144 0.8481399 0.36 0.00774 0.0001935 0.144 0.0002064 0.36 0.096 0.0001935 1.68 0.24 0.0002064 0.00774 0.096 0.8 0.8481399 0.24 0.36 0.00774 0.000035 0.8481399 Total 0.000285456 0.36 weight KN/m2 0.195 1.68 0.24 0.000285456 20.081 1.68 0.8 0.848218956 0.24 0.09 0.000035 0.8 0.000035 0.848218956 4.765035 0.195 0.000035 0.108 20.195 2.5 1.44 0.09 2 0.000035 0.12 2.565 4.765035 0.09 1.95 20.09 4.765035 4.8 1.44 4.72907 0.008385 0.12 1.44 0.96 20.12 0.144 1.44 4.8 2 0.0001935 10.768385 0.008385 4.8 0.096 0.96 0.008385 0.00774 0.144 1.44 0.96 0.36 0.0001935 10.768385 1.44 0.0002064 0.096 10.768385 0.24 0.00774 0.144 0.8481399 0.36 0.0001935 0.144 0.000285456 0.096 0.0001935 1.68 0.24 0.00774 0.096 0.8 0.848218956 0.36 0.00774 0.000035 0.000285456 0.36 0.195 0.000285456 20.24

Glass Air in between Glass Air Onyx solar panel Total

4 600 15 16 10 666

24 0.0129 24 0.0129 24 /

0.096 0.00774 0.36 0.0002064 0.24 0.8481399

Concrete resin flooring Insulation support Material Vapor barrier Collaborating slab Alluminium Eps insulation Bituminous False celling gypsium panel Sceed Total Eps insulation Vapor barrier Concrete resin flooring Collaborating slab Insulation support False celling gypsium panel Eps insulation Total Concrete deck Air igloo membrane Glass Reinforced concrete foundation slab Air Sceed 2 Glass Total Air in between Glass Glass Air Air Onyx Glasssolar panel Total Air in between Glass Concrete Gas argonresin flooring Insulation Onyx solarsupport panel Vapor Total barrier Collaborating slab Eps insulation 2 False celling gypsium panel Total

70 100 Thichness 5 15 3200 520 6230 250 560 150 15 20 200 389 200 650 640 15 80 41245 600 15 6 16 15 10 4 666 600 15 70 16 100 10 5666 15 200 2 20 230

24 8 Density KN/m3 0.007 13 27 10 0.007 4.5 18 / 10 0.007 24 13 8 4.5 10 /24 0.0129 24 24 0.0129 18 24 0.0129 24 24 0.0129 0.0129 24 24 /0.0129 24 24 0.017841 824 0.007 13 10 4.5 /

1.68 0.8 Total weight KN/m2 0.000035 0.195 0.081 2 0.000035 0.09 0.108 4.765035 2.5 0.000035 1.44 1.95 0.12 0.09 2 4.72907 4.8 0.008385 0.144 0.96 0.0001935 1.44 0.096 10.768385 0.00774 0.36 0.144 0.0002064 0.0001935 0.24 0.096 0.8481399 0.00774 0.36 1.68 0.000285456 0.8 0.24 0.000035 0.848218956 0.195 2 0.09 4.765035

Insulation support 2 Eps insulation Concrete deck Air igloo membrane Reinforced concrete foundation slab 2 Sceed Total

15 200 200 650 40 80 1245

24 8 10 24 0.0129 24 18

1.44 0.12 2 4.8 0.008385 0.96 1.44 10.768385

Glass Air Glass Air in between Glass Gas argon Onyx solar panel Total

6 15 4 600 15 16 10 666

24 0.0129 24 0.0129 24 0.017841 24

0.144 0.0001935 0.096 0.00774 0.36 0.000285456 0.24 0.848218956

G1 Structural Permanent Loads Mid floor

pilotis

Weight of envolope Roof

G1 Structural Permanent Loads: 0.195 KN/m2 Ground

Q1 - Live loads Internal double skin facade

ive loads of floor : 5 KN/m

External double skin facade

Mid floor

pilotis

Ultimate limit state fundamental combination

G1 Structural Loads: 0.195 KN/m * 1.3 = 0.25 KN/m

2 2 G2 Permanent Loads: 2.565 KN/m Ground Concrete resin flooring * 1.5 =3.85KN/m 60

G total: 0.25 + 3.85 = 4.1 KN/m

Q1 Live loads: 5 * 1.5 = 7.5 KN/m External double skin facade

G+Q at ULS: 4.1 + 7.5 = 11.6 KN/m2

Span of loading area of unit: 1.5 m

mm

17.4 KN/m

Fd = 11.6 * 1.5 = 17.4 KN/m

SLS G1=0.195 KN/m2 G2=2.565 KN/m2 G=2.760 KN/m2 Q=5 KN/m2 G+Q=7.76 KN/m2 Interaxis:(G+Q)*1.5=11.64 KN/m 17

DESIGN OF THE SECONDARY BEAM OF FLOOR

FLOOR BEAM SECONDARY IPE 360

) eflection P=11.64 KN/m2 (at SLS) P 4/(384*EI)=L/250 (Italian code) Imin=250*5*PL4/(LE*384)=(250*5*11.64*75003)/(210000*384)=121791295 mm4 =12179.1295 cm4

IPE 360

2) Mmax=PL2/8

W Fd

S275

Wmin=PL2/8*fd=(17.4*75002)/(8*275)=444886.36 mm3=444.886 cm4

So we choose IPE 360

18

IPE 270

CHECK OF SECONDARY BEAM ON FLOOR teel profile IPE 360

S275

Height

h

360

mm

q=(Q1+Q2)*Length of loading unit Area

Width

b

170

mm

=5*1.5=7.5 KN/m

Thic ness flange

tf

12.7

mm

g=(G1+G2)*Length of loading unit Area

Thickness of Web

tw

8

mm

=(0.195+2.565)*1.5=4.28 KN/m

R radius

r

18

mm

Area

A

72.7

cm2

Weight for unit length

gt

0.57

N/mm

Inertia moment

Iy

1043 cm4

Ix

16270 cm4

Resistance plastic modulus Wpl 1019 cm3 Ala

C/tf=[170-12.7-(2*8)]/(2*12.7)=5.562

<= 10

class 1

Anima

d/tw=[360-(2*12.7)-(2*18)]/8=37.325

<= 72

class 1

DISPLACEMENT CHECK Maximun displacement is equal to : max

=5*(gt+g+q)L4/(384*EI)=5*(0.57+4.28+7.5)*75004/(384*210000*16270*104)

=15.8845 mm <=30 mm (L/250) Displacement due to live load: =5*qL4/(384*EI)=5*7.5*75004/(384*210000*16270*104)=9.04 mm <=25 mm (L/300)

2

The chec is satisfied.

19

Acting shear and bending moment VEd =(1.3gt+1.3g+1.5q)*L/2=(1.3*0.57+1.3*4.28+1.5*7.5)*7.5/2=65.8312 KN MEd =(1.3gt+1.3g+1.5q)*L2/8=(1.3*0.57+1.3*4.28+1.5*7.5)*7.52/8=123.43 KNm

Shear resistance VpLRd=Arfy/(3-2*rM0)=[A-2b*tf+(tw+2r)*tf]*fy/(3-2*rM0) =[7270-2*170*12.7+(8+2*18)*12.7]*275/(1.05*3-2)=530.87 KN VEd <= VpLRd 65.8312 <= 530.87

Bending bearing capacity /Wpe

Rd

fyd=275/1.05=261 MPa

MRd=fyd*Wpe =261 MPa*1019*103 mm3=265.95*106 Nmm=265.95 KNm Wpe=1019 cm3 MEd <= MRd

123.43 KNm <= 265.95 KNm

20

DESIGN & CHECK OF OTHER STRUCTURE

21

BEAM BORDER SECONDARY BEAM BORDER SECONDARYIPE 330

Q1=5 KN/m2 G1=0.195 KN/m2 G2=2.565 KN/m2 ULS G1=0.195*1.3=0.25 KN/m2 G2=2.565 KN/m2*1.5=3.85 KN/m2 Q1=5*1.5=7.5 KN/m2 GFV=GF

*1.5=418995 KN/m

F

(Facade load in ULS-interaxis) interaxis: 1.5 m/2=0.75 m P

Fd=(G1+Q1+G2)*0.75 m+GFu =8.7 KN/m+8.7 KN/m=12.89 KN/m=P SLS G1=0.195 KN/m2 G2=2.565 KN/m2

12.89 KN/m

G=2.760 KN/m2 Q=5 KN/m2 Fyd=(G+Q)*0.75 m=5.82 KN/m 22

DESIGN OF BORDER SECONDARY BEAM ) eflection

P fyd (SLS)=5.82 KN/m

P 4/(384*EI)=L/250 Imin=250*5*P*L4/(L*E*384)=250*5*5.82*75003/(210000*384)=60895647.3 mm4 =6089.5647 cm4 IPE 300 2) Bending moment Mmax=PL2

P (ULS)=8.7 KN/m W Fd

Wmin=PL2/(8*fyd)=8.7*75002/(8*275)=329573.864 mm3=222.49 cm3 IPE 220 But we adopt IPE 330 for architecture reason.

CHECK OF FACADE SECONDARY BEAM teel profile IPE 330 Height

h

330

mm

q=5*0.75=3.75 KN/m

Width

b

160

mm

g=(0.195+2.565)*0.25=2.07 KN/m

Thic ness flange

tf

11.5

mm

gF=2.793 KN/m

Thickness of Web

tw

7.5

mm

R radius

r

18

mm

Area

A

62.61

cm2

Weight for unit length

gt

0.49

N/mm

Inertia moment

Ix

11766.89

cm4 cm3

Resistance plastic modulus Wpl 713.15

Ala

C/tf=[160-11.5-(2*7.5)]/ (2*11.5)=5.804

<= 10

class 1

Anima

d/tw=[330-(2*11.5)-(2*18)]/7.5=36.93

<= 72

class 1

23

DISPLACEMENT CHECK Maximun displacement is equal to : max

=5*(gt+g+q)L4/(384*EI)=5*(0.491+2.07+3.75)*75004/ (384*210000*11766.89*104) =15.1787 mm <=30 mm (L/250)

Displacement due to live load: =5*qL4/(384*EI)=5*3.75*75004/(384*210000*11766.89*104)=6.25 mm <=25 mm

2

(L/300) The chec is satisfied.

Acting shear and bending moment VEd =(1.3gt+1.3g+1.5q)*L+1.5gF*L/2=[(1.3*0.4915+1.3*2.07+1.5*3.75)*7.5+ 1.5*2.793*7.5]/2=49.292 KN MEd =(1.3gt+1.3g+1.5q+1.5gF)*L2/8=92.42191 KNm Shear resistance VpLRd=Arfy/(3-2

M0

)=[A-2b*tf+(tw+2r)*tf]*fy/(3-2

M0

)

=[6261-2*160*11.5+(7.5+2*18)*11.5]*275/(1.05*3-2)=465.918 KN VEd <= VpLRd 49.292 <= 465.918

OK

Bending bearing capacity /Wpe

Rd

fyd=275/1.05=261 MPa

MRd=fyd*Wpe =261 MPa*713.15*103 mm3=186.132*106 Nmm=186.132 KNm MEd <= MRd

OK

24

CANTILEVER

CANTILEVER IPE 330

P2*R1=2*VED=49.292*2=98.384 KN

DESIGN OF CANTILEVER T=P=98.384 KN M=Mmax=P*L=98.389*1.5=147.576 KNm max

=P*L3 (3 EI)

Imin=PL3 (3 E

MIN

=L/400=1500/400=3.75 mm

min

)=98.384*103*15003/(3*210000*3.75)=140548.571 mm4

=14054.8571 cm4

IPE 360

25

Height

h

360

mm

Width

b

170

mm

Thic ness flange

tf

12.7

mm

Thickness of Web

tw

8

mm

R radius

r

18

mm

Area

A

12.73

cm2

Weight for unit length

gt

0.5709

N/mm

Inertia moment

Ix

16265.62

cm4

Resistance plastic modulus Wpl 1019.15

cm3

DISPLACEMENT CHECK Maximun displacement is equal to : max

=PL3/(3EI)+5*gt*L4/(E*I)=98.38*103*15003/(3*210000*16265.62*104)+ 5*0.52*15004/(384*2100001.265*104)=3.24+0.0011=3.2411<=3.75

Ved1*gt*1.3*L=0.5709*1.3*1.5=1.11325 KN Med1=gt*1.3*L2/2=0.5709*1.3*1.52/2=0.83499 KNm Ved2=P=98.384 KN Med2=Mmax=147.576 KNm Ved=Ved1+Ved2=99.49 KN

Med=Med1+Med2=148.41 KNm

Shear resistance VpLRd=Arfy/(3-2*rM0)=[A-2b*tf+(tw+2r)*tf]*fy/(3-2*rM0) =[7273-2*170*12.7+(18+2*18)*12.7]*127*151.211/(1.05*3-2)=530.87 KN VEd <= VpLRd 99.49 KN <= 530.84 KN

OK

Bending bearing capacity =MRd/Wpe

fyd=275/1.05=261 MPa

MRd=fyd*Wpe =261 MPa*1019*103 mm3=265.95 KNm MEd <= MRd

148.41 KNm <= 265.95 KNm 26

OK

Roof Truss

1、3: all horizontal members:

Weight:

P 6 (each profile)

0.07 N/mm (single profile)

2、4: all vertical & diagonal members:

Weight:

0 (each profile)

0.058 N/mm (single profile)

27

Floor Truss

1、3: all horizontal members: P

Weight:

00 (each profile)

0.01 N/mm (single profile)

2: all diagonal members:

Weight:

60 (each profile)

0.08 N/mm (single profile)

4: all vertical members:

Weight:

0 (each profile)

0.064 N/mm (single profile)

28

FACADE

7.5/1.737=4.31 .3 facade unit per floor unit

Density of Glass: 2500 Kg/m3=25KN/m3

Weight of facade unit 1、 Internal skin AI=1.737*6= 10.422 m2

VI=AI*0.01 m=0.10432 m3

GI=VI*25 KN/m3=2.6055 KN

2、External skin AE=(1.65+0.25)*6= 11.4 m2

VE=AE*0.025 m=0.285 m3

GF=4.31*(GI+GE)=41.9 KN

29

GE=VE*25 KN/m3=7.125 KN

TRUSS OF ROOF Load from facade: GF/2=20.95 KN

Load from roof layers:

Roof stratigraphy weight at ULS: 8.95 KN/m2 (calculated before) F=8.95*1.5*7.5=100.7 KN Total load:

GF/2+F/2=71.3 KN F=100.7 KN 30

31

M NO!

T NO!

Worst for diagonal tension

Worst for vertical compression

Worst case for horizontal member tension

Worst case for horizontal member compression

32

DY=1.608*101mm=16mm

DY=16 mm <= L/250=6*1500/250=36 mm

HORIZONTAL MEMBER COMPRESSION (ROOF TRUSS) S275 381.9KN

Worst case for horizontal member

381.9KN

compression from diagram Nsd=A*fyk/rm

Amin=Nsd*rm/fyk=381.9*1000*1.05/275=1458.1 mm2=14.58cm2

We choose

o the minimum area of each steel profile:

/2=7.29cm2

min

from standard tabel, we choose P 6 steel profile

1) Stability curve ,

3) 0.49

UPN 65

2)

weight

0.07

N/mm

Nsd=381.9 KN

b

42

mm

L=1500 mm

h

65

mm

Steel material S275

S (tw)

5.5

mm

fyk=275 MPa

t=R1 (tf)

7.5

mm

rm=1.05

R2 (r)

4

mm

fyd=fyk/rm=261.9 MPa

A

9.03

cm2

IX=57.5 cm4

E=210000 MPa

d

34

mm

IY=14.1 cm4

4)

5) lassification of section 0. d/tw=(h-2tf-2r)/tw=(65-2*7.5-2*4)/5.5=0.76 <= 10 Class 1 c/tf =(42-7.5-2*4)/(2*5.5)=2.4 <= 10 Class 1

33

6) (

fyk/Ncr)-2=[(903*2*275)/(25950*103)]-2=0.13 2

*E*Imin/L02=3.142*210000*1410*2*104/15002=25950 KN

Ncr 0.

0.

( 0. ) ( 2

2

]=0.5*[1+0.49*(0.13-0.2)+0.132]=0.53

2

)]=1/[0.53+(0.532-0.132)]=0.95 <= 1

Nbrd=X*A*fyd=0.95*903 mm2*2*261 MPa=447.8 KN Nbrd=447.8 KN > Nsd=381.9 KN The check is Ok!

34

HORIZONTAL MEMBER TENSION (ROOF TRUSS) S275 Worst case for horizontal member tension from diagram Axial force design NEd must respect: NEd/Nt*Rd <= 1 We choose 2 UPN 65 h=65 mm

b=42 mm

subjected to axial force Nsd=335 KN tw=5.5 mm

A=9.03cm2 d=34mm

Fe 360

Where the calculated resistance to traction Nt,Rd of members should consider: 1) Gross section: NPL, Rd=A*fyk/rmo=2*903*275/1.05=473 KN 2) Section without hole: Nu,Rd =0.9*Anet*fu/rm2=0.9*[2*(903-34*5.5)]*360/1.2=386.6 KN NPL,Rd=473 KN > NEd=335 KN Nu,Rd =386.6 KN > NEd=335 KN Check OK! So, top and bottom memeber of Roof Truss, we choose 2 UPN 65.

35

VERTICAL MEMBER COMPRESSION (ROOF TRUSS S275)

Worst case for vertical member compression from diagram

Nsd=A*fyk/rm

Amin=Nsd*rm/fyk=352.4*1000*1.05/275=13.45 cm2

We choose

o the minimum area for each

steel profile:

/2=6.7 cm2

min

from standard tabel, we choose L 50 (h=b=50 mm)

1)

3)

IX=16.3 cm4

Stability curve b, =0.34

L 50

IY=16.3 cm4

2)

weight

0.058

N/mm

Nsd=352.4 KN

b

50

mm

L=1500 mm

h

50

mm

Steel material S275

t (tw)(tf)

8

mm

fyk=275 MPa

r1

3.5

mm

rm=1.05

r2 (r)

7

mm

fyd=fyk/rm=261.9 MPa

A

7.41

mm

E=210000 MPa

d

1.5

cm2

5) lassification of section 0. d/tw=(h-2tf-2r)/tw=(50-2*8-2*7)/8=2.5 <= 10 Class 1 c/tf =(50-8-2*7)/(2*8)=1.75 <= 10 Class 1 36

4)

6) fyk/Ncr)-2=[(741*2*275)/(29999.5*103)]-2=0.11

(

2

*E*Imin/L02=3.142*210000*1630*2*104/15002=29999.5 KN

Ncr

0.3 0.

( 0. ) ( 2

2

]=0.51

2

)]=1/[0.51+(0.512-0.112)]=0.99 <= 1

Nbrd=X*A*fyd=0.99*741 mm2*2*261 MPa=382.9 KN Nbrd=382.9 KN > Nsd=352.4 KN The check is Ok!

37

DIAGONAL MEMEBER TENSION (ROOF TRUSS) S275 Worst case for horizontal member tension from diagram L=1500*2-2

Axial force design NEd must respect: NEd/Nt*Rd <= 1 We choose 2 L 50 h=50 mm

b=50 mm

subjected to axial force Nsd=365 KN t=8 mm

A=7.41 cm2 d=1.5 mm

Fe 360

Where the calculated resistance to traction Nt,Rd of members should consider: 1)、Gross section: NPL, Rd=A*fyk/rmo=2*741*275/1.05=388.14 KN 2)、Section without hole: Nu,Rd =0.9*Anet*fu/rm2=0.9*[2*(741-1.5*8)]*360/1.2=437.4 KN NPL,Rd=388.14 KN > NEd=365 KN Nu,Rd =437.4 KN > NEd=365 KN Check OK!

38

Truss of Floor

oad from floor layers (including live load): Floor stratigraphy weight at ULS: 11.6 KN/m2 (calculated before) F=11.6*1.5*7.5=130 KN Total load

F=130 KN

39

40

M NO!

T NO!

Worst case for horizontal member compression

Worst for diagonal tension

Worst case for horizontal member tension

Worst for vertical compression

41

DY=1.328*101 mm=13.2 mm <= L/450=6*1500/450=20 mm

HORIZONTAL MEMEBER COMPRESSION (FLOOR TRUSS) S275 Worst case for horizontal member compression from diagram Nsd=A*fyk/rm

Amin=Nsd*rm/fyk=585*1000*1.05/275=2233.6 mm2=22.34cm2

We choose

o the minimum area of each steel profile:

from standard tabel, we choose P

/2=11.17cm2

min

00 steel profile

1)

3)

Stability curve C, a=0.49

UPN 100

2)

weight

0.1

N/mm

Nsd=585 KN

b

50

mm

L=1500 mm

h

100

mm

Steel material S275

S (tw)

6

mm

fyk=275 MPa

t=R1 (tf)

8.5

mm

rm=1.05

R2 (r)

4.5

mm

fyd=fyk/rm=261.9 MPa

A

13.5

cm2

IX=206 cm4

E=210000 MPa

d

64

mm

IY=29.3 cm4

4)

5) lassification of section 0. d/tw=(h-2tf-sr)/tw=(100-2*8.5-2*4.5)/6=12.3 > 10 Class 2 c/tf =(50-2*8.5-2*4.5)/(2*8.5)=2.5 <= 10 Class 1

42

6) (

fyk/Ncr)-2=[(1350*2*275)/(53925.4*103)]-2=0.12 2

*E*Imin/L02=3.142*210000*2930*2*104/15002=53925.4 KN

Ncr 0.

0.

( 0. ) ( 2

2

]=0.51

2

)]=0.99 <= 1

Nbrd=X*A*fyd=0.99*1350 mm2*2*261 MPa=697.6 KN Nbrd=697.6 KN > Nsd=585 KN The check is Ok!

43

HORIZONTAL MEMBER TENSIOND (FLOOR TRUSS) S275 Worst case for horizontal member tension from diagram Axial force design NEd must respect: NEd/Nt*Rd <= 1 We choose 2 UPN 100 h=100 mm

b=50 mm

subjected to axial force Nsd=520 KN tw=6 mm

A=13.5cm2 d=64mm

Fe 360

Where the calculated resistance to traction Nt,Rd of members should consider: 1)、Gross section: NPL, Rd=A*fyk/rmo=2*1350*275/1.05=707 KN 2)、Section without hole: Nu,Rd =0.9*Anet*fu/rm2=0.9*[2*(1350-64*6)]*360/1.2=521.6 KN NPL,Rd=707 KN > NEd=520 KN Nu,Rd =521.6 KN > NEd=520 KN Check OK! So, top and bottom memeber of Roof Truss, we choose 2 UPN 100.

44

VERTICAL MEMBER COMPRESSION (FLOOR TRUSS) S275

Worst case for vertical member compression from diagram

Nsd=A*fyk/rm

Amin=Nsd*rm/fyk=390*1000*1.05/275=14.89 cm2

We choose

o the minimum area for each

steel profile:

/2=7.4 cm2

min

from standard table, we choose L 50 (h=b=50 mm)

1)

3)

IX=17.9 cm4

Stability curve b, =0.34

L 50

IY=17.9 cm4

2)

weight

0.064

N/mm

Nsd=390 KN

b

50

mm

L=1500 mm

h

50

mm

Steel material S275

t (tw)(tf)

9

mm

fyk=275 MPa

r1

3.5

mm

rm=1.05

r2 (r)

7

mm

fyd=fyk/rm=261.9 MPa

A

8.24

mm

E=210000 MPa

d

1.5

cm2

5) lassification of section 0. d/tw=(h-2tf-2r)/tw=(50-2*9-2*7)/9=2 <= 10 Class 1 c/tf =(50-9-2*7)/(2*9)=1.5 <= 10 Class 1 45

4)

6) fyk/Ncr)-2=[(824*2*275)/(32944.2*103)]-2=0.12

(

2

*E*Imin/L02=3.142*210000*1790*2*104/15002=32944.2 KN

Ncr

0.3 0.

( 0. ) ( 2

2

]=0.51

2

)]=1/[0.51+(0.512-0.122)]=0.99 <= 1

Nb,rd=X*A*fyd=0.99*824 mm2*2*261 MPa=425.8 KN Nb,rd=425.8 KN > Nsd=390 KN The check is Ok!

46

DIAGONAL MEMBER TENSION (FLOOR TRUSS) S275 Worst case for horizontal member tension from diagram L=1500*2-2

Axial force design NEd must respect: NEd/Nt*Rd <= 1 We choose 2 L 60 h=60 mm

b=60 mm

subjected to axial force Nsd=459.5 KN t=10 mm

A=11.1 cm2 d=1.9 mm

Fe 360

Where the calculated resistance to traction Nt,Rd of members should consider: 1)、Gross section: NPL, Rd=A*fyk/rmo=2*1110*275/1.05=581.4 KN 2)、Section without hole: Nu,Rd =0.9*Anet*fu/rm2=0.9*[2*(1110-1.9*10)]*360/1.2=589.1 KN NPL,Rd=581.4 KN > NEd=459.5 KN Nu,Rd =589.1 KN > NEd=459.5 KN Check OK!

47

PILLAR

48

1) Self weight of roof truss (ULS) Weight of horizontal members: 0.07 KN/m Number of horizontal members: 10 Length of horizontal members: 1.5 m Weight of vertical/ diagonal members: 0.058 KN/m Number of vertical memebers: 5.5 Number of diagonal memeber: 5 Length of diagonal member: 1.5*2-2 Length of vertical memeber: 1.5 m Weight of roof truss: G1= [0.07 KN/m *10*1.5 m+0.058 KN/m *(5.5*1.5 m+5*1.5*2-2m )]*1.3=2.8 KN 2) Self weight of roof truss (ULS) Weight of horizontal members: 0.1 KN/m Number of horizontal members: 8 Length of horizontal members: 1.5 m Weight of diagonal members: 0.064 KN/m Number of diagonal memebers: 4 Length of diagonal member: 1.5*2-2 Weight of vertical member: 0.064 KN/m Number of vertical member: 3.5 Length of vertical member: 1.5 m Weight of roof truss: G2= (0.1 KN/m *8*1.5 m+0.008 KN/m *4*1.5*2-2 m+0.064*3.5*1.5 m)*1.3=2.87 KN

49

3) Self weight of cantilever IPE 360 (ULS) Weight: 0.57 KN/m Length: 1.5 m G3= 0.57 KN/m*1.5 m*1.3=1.1 KN 4) Self weight of secondary beam on border IPE 330 (ULS) Weight: 0.49 KN/m Length: 7.5 m G4= 0.49 KN/m*7.5 m*1.3=4.77 KN 5) Self weight of secondary beam on roof IPE 330 (ULS) Weight: 0.49 KN/m Length: 7.5 m Number: 4.5 G5= 0.49 KN/m*7.5 m*4.5*1.3=21.5 KN 6) elf weight of secondary beam on floor IPE 360 ( G6= 0.57 KN/m*7.5 m*4.5*1.3=25 KN

50

)

Upper part of pillar (S275)

Nsd1=(100.7 KN*9+71.3 KN*2)/2+G1+G5+G4=553.5 KN Nsd=A*fyk/γm Amin=Nsd*γm/fyk=553.5*1000*1.05/275=21.1 cm2 The axial force on upper part of pillar is smaller, so we forcus on the lower part of pillars, where axial force is bigger.

51

Lower part of pillar

Nsd2=Nsd1+130 KN*7+65 KN*2+G2+G3+G4+G6 =553.5 KN+130 KN*7+65 KN*2+2.87 KN+1.1 KN+4.77 KN+25 KN=1627 KN Nsd=A*fyk/γm Amin=Nsd*γm/fyk=1627*1000*1.05/275=62.12 cm2 from standard table, we choose steel circular hollow section d=610 mm 1) Stability cruve a, α=0.21 2) Nsd2=1627 KN L=4.5 m Steel material S275 fyk=275 mPa γm=1.05 fyd=fyk/γm=261.9 mPa E=21000 m Pa 3) t=10 mm d=610 mm A=188.5 cm2 I-84846.55cm2 4) Lo=βL=0.7L=0.7*4.5 m=3.15 m 52

fyk/Ncr)-2=[188.5*100*275/(27628.5*103)]-2=0.36

)

(

Ncr

2

EImin/Lo2=3.142*210000*84846.5*104/45002=27628.5 KN

0.

0.

( 0. ) ( 2

2

]=0.5[1+0.21*(0.36-0.2)+0.362]=0.58

2

)-2]=1/[0.58+(0.582-0.362)-2]=0.96 <=1

Nb,rd=X*A*fyd=0.96*188.5*102*261=4723 KN > Nsd=1627 KN Check is ok

53

CONNECTIONS

1) Welded connection between truss memebers Fe 360

R1=(B-d)Nsd/B=15.4*Nsd/50=0.3Nsd R2=d*Nsd/B=34.6*Nsd/50=0.7Nsd L1/L2=R1/R2=(B-d)/d=3/7

Design: Throat thickness a=5 mm

L1=90 mm

=t=356*103/(2*5*300)=118.7 mPa <= fu (3

id

Check is ok

54

L2=210 mm w

mw

)=125.6 mPa

2) Welded connection between truss memebers Fe 360

R1=(B-d)Nsd/B=18.64*Nsd/60=0.3Nsd R2=d*Nsd/B=41.36*Nsd/60=0.7Nsd L1/L2=R1/R2=(B-d)/d=3/7

Design: Throat thickness a=7 mm

L1=90 mm

=t=459.6*103/(2*5*300)=109.4 mPa <= fu (3

id

Check is ok

55

L2=210 mm w

mw

)=125.6 mPa

3) olt connection between floor secondary beam and floor cantilever

56

Design of bolts From previous computation (Roof Load) VED=1.3gsw*L+1.3gL+1.5g+PFtot/2 =(1.3*0.49+1.3*4.23+1.5*7.5)*7.5+20.95=151.8 KN Choose 6 bolts V1=VED/6=151.8/6=25.3 KN H1=(VED/3)*(P2/P1)=(151.8/3)*(150/100)=75.9 KN FI=(H12+V12)-2=(75.92+25.32)-2=80 KN Choose Class 8.8 (fyb=480 N/mm2, ftb=600 N/mm2) Fv,rd=0.6*ftb*Ares Ares,min=(F1

m2

m2

)/(0.6*ftb)=(80*1000*1.25)/(0.6*800)=208.3 mm2

Choose M20, which Ares=245 mm2 > 208.3 mm2

Design of connection do=d+2=20+2=22 mm For distances from the edge: e1 > 1.2do=1.2*22=26.4 mm, choose e1=65 mm e2 > 1.2do=1.2*22=26.4 mm, choose e2=50 mm For interenal distances: P1 > 2.2do=2.2*22=48.4 mm P2 > 2.4do=2.4*22=52.8 mm P1, P2 < min(14t; 200) choose t as thic ness of flange of IPE 330, t

. mm

48.4 < P1 < 161, choose P1=100 mm 52.8 < P2 < 161, choose P2=100 mm

57

.

6 mm

Check to shear force F1=80 KN Fv,Rd=0.6*ftb*Ares F1 < Fv,Rd

m2

=0.6*800*2.45/1.25=94 KN

Check is ok

Check to the hole of thinner element in connection Bolluni interni:

d=20 mm

min P1/(3*do-0.25); ftb/ft min . P2/do .

.

ftk=360 N/mm2

t=11.5 mm min 00 (3

min .

00

0.

) 600 360

.

min .66 .

.

min . 6 .6

K=2.5 Fb,Rd1

ftk d t m2=2.5*1*360*20*11.5/1.25=165.6 KN

2F1=160 KN < Fb,Rd1=165.6 KN

Check is ok

Bolluni di Bordo: min e1/(3*do);ftb/ft

min 6 (3

) 600 360

min 0.

.

min .66 .

0. min . e2/do .

.

min .

0

360

0

.

K=2.5 Fb,Rd2

ftkdt m

.

0.

2F1=160 KN < Fb,Rd2=163.9 KN

.

.

Check is ok

58

63.

.6