Construction Studio

SITE PLAN M 1:500 SECTION M 1:500

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

SITE PLAN

A 01

30000

CORNER DETAIL 1 13

15

16 17

6000

6000

6000

6000

12000 6000

6000 3000

3000

6000

C

INTERIOR WALL / EXTERNAL WALL

15000

11

9000

12

2 1

B

3 4

6000

5 6 7

CORNER DETAIL 2

CORNER DETAIL 1 M 1:5

A

WALL PANELS

Glazing Detail

1

0

2

3

4

5

6

7

GROUND LEVEL M 1:100 30000 6000

15000

6000

6000

9000 6000

3000

3000

6000

1 2

C

3

3640

4 5 6 121

9000

7 8

15000

121

10

B

6000

9

121

121

A

1

INTERIOR WALL / EXTERNAL WALL M 1:5 Ground Level - Callout 2

2

3

4

6

7

SECOND LEVEL M 1:100

1:5

LEGEND

30000 6000

6000

6000

6000

12000 6000

6000 3000

3000

6000

15000

9000

C

6000

B

1 2 A

3 0

1

4

5

2

3

4

5

6

7

1 GYPSUM BOARD 2 STUD SUPPORT 3 ORIENTED STRRAND BOARS_OSB 4 VAPOR BARRIER 5 INSULATION_ROCKWOOL 6 ORIENTED STRRAND BOARS_OSB 7 INSULATION_ROCKWOOL 8 FACADE PANEL 9 VERTICAL SUBSTRUCTURE 10 SUBSTRUCTURE ANCHOR FOR FACADE PANEL 11 HEA200 COLUMN 12 MULLION PROFILE 13 CORNER FACADE PROFILE 15 SUBSTRUCTURE ANCHOR FOR FACADE PANEL 16 INSULATION STRIP_ROCKWOOL 17 MULLION ENCLOSURE 18 C PROFILE 19 SUBSTRUCTURE FOR FACADE PANEL TYPE 2

5 6

RETRACTED AUDIDITORIUM SEATING

7 8

11

18 11

19

CORNER DETAIL 2 M 1:5

nd Level - Callout 3

WALL PANELS M 1:5

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

FLOOR PLANS

A 02

EAST ELEVATION M 1:100

NORTH ELEVATION M 1:100

SOUTH ELEVATION M 1:100

WEST ELEVATION M 1:100 ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

ELEVATIONS

A 03

ROOF DETAIL 1 ROOF DETAIL 2 8881

1

2

8400

3

4

5

6

7

C

B

A

6700

Level 2 Constructive 2

Level 2 Constructive 2

Level 1 FInish 1

Level 1 FInish 1

Level 1 Constructive 1

Level 1 Constructive 1

6400

6400

3640

3640

3200

3200

Ground Level Finished 0

Ground Level Finished 0

121

121

Ground Level 0

Ground Level 0

0

1500

0

Foindation -1

800

Foindation -1 -1500

-1500

FOUNDATION / INTERIOR WALL

SECTION A-A M 1:100

SECTION B-B M 1:100

19 20 21

23 24

22

25 26

1 2 3 4 5 6

7

8

9

10

ROOF DETAIL 1 M 1:5

11

12 13

Detail 5 Roof 1 1:5

14 15

16

ROOF DETAIL 2 M 1:5

17

18

Detail 6 Roof 2 1:5

FOUNDATION / INTERIOR WALL M 1:5

27

28 29

30 31 32 33 34 35 36

37

38

39

LEGEND 1 ROOF METAL SHEETING 2 WATER PROOFING 3 OSB 4 C PROFILE 5 WATER PROOFING 6 OSB 7 INSULATION ROCKWOOL 8 OSB 9 INSULATION ROCKWOOL 10 STEEL FLASHING 11 GUTTER 12 WOODSCRAP 13 PURLING 14 BOLT 15 L BRACKET 16 ROOF SECONDARY BEAM 17 T PROFILE 18 ROOF PRIMARY BEAM 19 BOLT 20 WATER PROOFING

21 OSB 22 STEEL FLASHING 23 WOODSCRAP 24 HOTROLLED STEEL ELEMENT 25 PLATE 26 BOLT 27 SEALANT 28 BOLT 29 PLATE 30 STEEL BAR 31 WOODEN SUBSTRUCTURE 32 HARDWOOD BOARD 33 FLOOR UNDERLAY 34 SCREED CONCRETE 35 VAPOR BARRIER 36 EXTRUDED POLYSTIREN 37 CONCRETE 38 IGLU FOUNDATION 39 SCREED 40 GROUND

40

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

Detail 4 Ground Floor with Internal Wall 1:5

883081 882640

SECTIONS

A 05

RETRACTED AUDIDITORIUM SEATING

3D SECTION VIEW

EXTERNAL VIEW 1

INTERNAL VIEW 1

EXTERNAL VIEW 2

EXTERNAL VIEW 3

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

3D SECTION

A 04

1

2

3

4

5

6

7

8

9

A

10

11 12

13

14

15

16

ROOF DETAIL 3 M 1:5

2

Level 2 Constructive

1

Level 1 FInish

1

Level 1 Constructive

0

Ground Level Finished

0

Ground Level

6400

Roof and Curtain wall

17

18

19

20

21

22

23

24

25

26 27

FLOOR / GLASS FACADE M 1:5

3640

3200

28

121 0

Detail 8 Curtain Wall with Floor 1:5

GLASS FACADE ELEVATION M 1:20 -1

FOUNDATION / GLASS FACADE M 1:5 29 30

Foindation -1500

PART SECTION 1 M 1:20

31 32 33 34

35 36 37

38

39

40

41

LEGEND 1 ROOF METAL SHEETING 2 WATER PROOFING 3 OSB 4 WATER PROOFING 5 OSB 6 INSULATION 7 OSB 8 HOT-ROLLED STEEL ELEMENT 9 INSULATION 10 VAPOR BARRIER 11FACADE PANEL 12 PANEL SUPPORT 13 HOT-ROLLED STEEL PROFILE 14 GLAZING ENCLOSURE 15 ROOF SECONDARY BEAM 16 L PROFILE 17 HARDWOOD BOARD 18 WOODEN SUBSTRUCTURE 19 FLOOR UNDERLAY 20 OSB

21 INSULATION 22 SCREED 23 STEEL SHEETS 24 SEALANT 25 L PROFILE 26 HOT-ROLLED L PROFILE 27 COLD-FORMED STEEL SECOND PROFILE 28 FLOOR BEAM 29 XPS INSULATION 30 VAPOR BARRIER 31 ANCHOR BOLT 32 STEEL PLATE 33 FLOOR UNDERLAY 34 HARDWOOD BOARD 35 STEEL FLASHING 36 L PROFILE 37 GEO-TEXTILE 38 STONES 39 PREFABRICATED CONCRETE RETAINING ELEMENT 40 SOIL 41 GRASS

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

PART SECTION 1

A 06

1

1 3

Level 2 Constructive 2 6400

4 5

2 16

6

17

7 8 18 19 20

9 10 11

21

12 13 14

22

ROOF / EXTERNAL WALL M 1:5

23

24

15

Level 1 FInish 1 3640

Level 1 Constructive 1 3200

1

25

26

27

28

29

Detail 1 Roof with External Wall 1:5

FLOOR / EXTERNAL WALL M 1:5 30

Ground Level Finished 0 121

Ground Level 0

31

0

32

PANEL FACADE M 1:20

Foindation -1 -1500

1

Detail 2 Floor With External Wall 1:5

PART SECTION 2 M 1:20

FOUNDATION / EXTERNAL WALL M 1:5 41

42

43

44

45

46

47

48

40 33

LEGEND 1 STEEL FLASHING 2 GUTTER 3 OSB 4 SCRAP-WOOD 5 SECONDARY WOODEN FRAME 6 FACADE PANEL 7 VERTICAL SUBSTRUCTURE FOR FACADE 8 INSULATION 9 FACADE PANELS ANCHORS 10 OSB 11 WOOD ELEMENT 12 OSB 13 INSULATION 14 VAPOR BARRIER 15 OSB 16 WOOD SCRAP 17 PURLING 18 BOLT 19 L PROFILE 20 T PROFILE 21 ROOF SECONDARY BEAM 22 ROOF PRIMARY BEAM 23 METAL SHEET FOR CONCRETE 24 CONCRETE 25 INSULATION

34

35

36

37

38

39

26 OSB 27 FLOOR UNDERLAY 28 WOODEN FLOOR SUBSTRUCTURE 29 HARDWOOD BOARD 30 FLOOR BEAM 31 HOT-ROLLED L PROFILE 32 VAPOR BARRIER 33 GRASS 34 SOIL 35 PREFABRICATED CONCRETE RETAINING ELEMENT 36 ROCKS 37 DRAINAGE SYSTEM 38 PIPE 39 GEO-TEXTILE 40 INSULATION 41 HARDWOOD BOARD 42 WOODEN FLOOR SUBSTRUCTURE 43 CONCRETE 44 VAPOR BARRIER 45 SCREED 46 INSULATION 47 CONCRETE 48 IGLU FOR FOUNDATION 49 SCREED

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

PART SECTION 2 A 07

49

INTERIOR VIEW 2

INTERIOR VIEW 3

INTERIOR VIEW 3

INTERIOR VIEW 4

INTERIOR VIEW 5

INTERIOR VIEW 6

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Georgi Mihaylov Dimov

883081 882640

VIEWS

A 08

AXONOMETRIC VIEW OF THE STRUCTURE

1

2

3

4

5

1

2

3

30.0 12.0

6.0

6.0

6.0

12.0

6.0

15.0

9.0 6.0

B

SNOW LOAD zone1 Lombardy-highplanes/pitched roof/ 1.23 kN/m2 LIVE LOAD occupancy/ 4 kN/m2

A

A

6.0

B

15.0

9.0

C

6.0

5

30.0

C

6.0

4

STRUCTURAL PLAN_GROUND LEVEL 1:200

STRUCTURAL PLAN_FIRST LEVEL 1:200

LOADINGS

CALCULATIONS

ROOF PURLIN

ROOF SECONDARY BEAM

ROOF PRIMARY BEAM

FLOOR BEAM

AUDITORIUM BEAM

COLUMN

1. Purlin preliminary dimensioning

1. Beam preliminary dimensioning

1. Beam preliminary dimensioning

1. Beam preliminary dimensioning

1. Beam preliminary dimensioning

1. Column data

Length of the purlin is L=3 m, where the contributory area is 1 m2. h= Lmax/20 = 0.15 m Nominal weight of profile UPE160 is 17 kg/m, which makes the load of 0.17 kN/m.

Length of the beam is L=6 m, but the actual beam length is L’=3.61 m, where the contributory area is 3 m2. h= Lmax/20 = 0.3 m Nominal weight of profile IPE300 is 42 kg/m, which makes the load of 0.42 kN/m.

Length of the beam is L=6 m, where the contributory area is 6 m2. h= Lmax/20 = 0.3 m

Length of the beam is L=6 m, where the contributory area is 6 m2. h= Lmax/20 = 0.3 m Nominal weight of profile IPE300 is 42 kg/m, which makes the load of 0.42 kN/m.

Length of the beam is L=9 m, where the contributory area is 6 m2. h= Lmax/20 = 0.45 m

Effective length of column is 6.4 m Contributory area for the column is 31.5 m2.

2. Load analysis

2. Load analysis

The load on the beam is the load from the roof secondary beam above transferred as a point load, which is the reaction of it. Specifically for this beam there are two members from each side which doubles the load (point load F).

2. Load analysis

Ntop= 181.3 kN ; Load from the roof beams above Nbottom= 448.36 kN ; Load from the floor beams total load N=629.66 kN

F=2*R= 2*34.98 = 69.96 kN Total central point load is total load F =69.96 kN

Total load multiplied to contributory area is 52.02 kN/m uniformly distributed load.

Total factored uniformly distributed load is 1.35*(0.42+21.6) + 1.5*(30)=74.73 kN/m total load q =74.73 kN/m

The load on the beam is the load from the roof secondary beam above transferred as a point load, which is the reaction of it. Specifically for this beam there are two members from each side which doubles the load (point load F) and two point loads.

F=4*R= 69.96 kN Total central point load is total load F =69.96 kN

2. Load analysis Self-weight Dead load / roof load Snow load Roof service load total

0.17 kN/m 0.56 kN/m2 1.23 kN/m2 0.5 kN/m2 2.46 kN/m

Total unfactored uniformly distributed load is 2.46 kN/m Total factored uniformly distributed load is 1.35*(0.17+0.56)+1.5*(1.23+0.5)=3.5805 kN/m total load q 3.58 kN/m 3. Reactions and moment Reaction force on the end of the member R=q*L/2 = 5.37 kN Maximum bending moment M=q*L2/8 = 4.03 kNm 4. Dimension the section Steel section, with steel grade S275, and section type UPE Required section modulus is W=M/fy = 15.37 cm3 Section UPE80 is chosen, with section properties Wx = 26.8 cm3, and Ix=107 cm4.

5. Deflection According to the section properties the deflection should be Δ=5*q*L4/384*E*Ix ≤ L/250=12 mm Δ = 11.55 mm ≤ L/250=12 mm

Roof purlin is UPE80

2. Load analysis Self-weight Dead load / roof load Snow load Roof service load total

0.42 kN/m 0.56 kN/m2 3.07 kN/m2 0.5 kN/m2 6.67 kN/m

Total factored uniformly distributed load is 1.35*(0.56*3+0.42)+1.5*(3.07+0.5*3)= 9.69 kN/m 3. Reactions, forces and moment Reaction force on the end of the member Ry=34.98 kN ; Rx = 26.23 kN Maximum bending moment M=Tx -qtx2/2 = 13.15 kNm, for xmax=1.805m 4. Dimension the section

2. Load analysis

3. Reactions and moment Reaction force on the end of the member Ry=34.98 kN ; Rx = 0 kN Maximum bending moment M=Ry*x/2 = 3*34.98 = 104.94 kNm 4. Dimension the section

Self-weight Dead load / roof load Live load total linear

0.42 kN/m 3.6 kN/m2 5 kN/m2 52.02 kN/m

3. Reactions and moment Reaction force on the end of the member Ry=q*L/2= 224.18 kN ; Rx = 0 kN Maximum bending moment M= q*L2/8 = 336.28 kNm 4. Dimension the section

Steel section, with steel grade S275, and section type IPE Required section modulus is W=M/fy = 50.21 cm3 Section IPE120 is chosen, with section properties Wx = 52.96 cm3, and Ix=318cm4.

Steel section, with steel grade S275, and section type IPE Required section modulus is W=M/fy = 400.68 cm3 Section IPE270 is chosen, with section properties Wx = 428.9 cm3, and Ix=5790 cm4.

Steel section, with steel grade S275, and section type IPE Required section modulus is W=M/fy = 1283.94 cm3 Section IPE450 is chosen, with section properties Wx = 1500 cm3, and Ix= 33740 cm4.

5. Deflection

5. Deflection

5. Deflection

According to the section properties where the beam length is 3.61 m, the deflection should be Δ=5*q*L4/384*E*Ix ≤ L/250=14.44mm Δ = 22.09mm > L/250=14.44mm Because of the deflection a bigger section is chosen IPE140, with section properties Wx = 77.32 cm3, and Ix=541.2cm4. Δ = 12.98mm ≤ L/250=14.44mm

According to the section properties where the beam length is 3.61 m, the deflection should be Δ=5*q*L4/384*E*Ix ≤ L/200=30 mm Δ = 25.89 mm ≤ L/200=30 mm

According to the section properties where the beam length is 3.61 m, the deflection should be Δ=5*q*L4/384*E*Ix ≤ L/200=30 mm Δ = 25.89 mm ≤ L/200=30 mm

Roof secondary beam is IPE140

Roof primary beam is IPE270

Floor beam is IPE450

3. Reactions and moment Reaction force on the end of the member Ry=69.96 kN ; Rx = 0 kN Maximum bending moment M=3*Ry = 3*69.96 = 209.88 kNm 4. Dimension the section Steel section, with steel grade S275, and section type IPE Required section modulus is W=M/fy = 801.36 cm3 Section IPE360 is chosen, with section properties Wx = 903.6 cm3, and Ix=16270 cm4.

Auditorium beam is IPE360

3. Estimation Roughly estimation to meet the buckling needs the minimum value of inertia; Ncr=π2*E*I/L2, where Ncr is the total axial load; Iest=Ncr*L2/ π2*E =1245.63 cm4 4. Dimension the section Steel section, with steel grade S275, and section type HEA Required section modulus is Iz > Iest=1245.63 cm4 Section HE200A is chosen, with section properties Iz=1336 cm4, and area A=58.83 cm2.

5.Check Ntotal ≤ Nrd=A*fy Ntotal=629.66 kN ≤ Nrd=58.8327.5=1264.3 ok!

Ncr200= π2*E* Iz /L2 =67334.41 kN Ncr200/1.25 ≥ Ntotal Ncr200/1.25 = 54027kN ≥ Ntotal =62.66kN ok!

Column is HEA200

ARCHITECTURE CONSTRUCTION STUDIO Professors:

Students: Matricola: Students: Matricola:

Brunetti Gian Luca Boffi Giacomo Scaioni Marco

Kostandina Angelovska Angelovska Georgi Mihaylov Dimov Dimov

883081 882640

STRUCTURE

A 09A