Proposed Steel Beam Schedule Reference Level
200
0
200
400
SCALE 1: 25
AB
C
600
Mark
800 1000 mm
D
2 NC-31
Cut Length
Type
First Floor B1.00 First Floor B1.01 First Floor B1.02 First Floor B1.03 First Floor B1.04 First Floor B1.05 First Floor B1.06 First Floor B1.07 First Floor B1.11 Loft B2.01 Loft B2.02 Loft B2.03 Loft B2.04 Loft B3.01 Grand total: 14
Start Level Volume Offset
UKC254x254x73 UKC203x203x71 UKC203x203x46 UKC203x203x60 UKB203x102x23 UKB203x133x25 UKC203x203x46 UKC203x203x46 UKB254x146x31 UKB203x133x25 UKC203x203x46 UKB203x133x25 UKB203x133x25 UKC152x152x23
7879 5891 4478 4873 3046 3693 3539 4188 6400 3037 4778 4524 3564 1328
0.07 m³ 0.05 m³ 0.03 m³ 0.04 m³ 0.01 m³ 0.01 m³ 0.02 m³ 0.02 m³ 0.03 m³ 0.01 m³ 0.03 m³ 0.01 m³ 0.01 m³ 0.00 m³ 0.34 m³
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
End Level Offset
Commen ts
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
1
0x 6
5
4
3
2
1
10
11
12
13
NC-28
3
C SH 4 S 80
UP 8
1 AP-DR-P1-XX-62
x8
ST-DR-P1-XX-21
7
8
Stairs
1
NC-27
14
C SH 6 S 80
x8
0x
8
9
4
Living
5 Garage
6
7
Client :
Porch
Project :
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing : 1 ST-DR-P1-XX-21
1
Proposed Ground Floor Structure
Scale : 1 : 25
Status : Planning
Date :
Dwg No : ST-DR-P1-00-01
12/27/20
Rev :
D E S I G N L A B S L O N D O N
ST 1.0 Proposed Ground Floor 1 : 25 3
2
1
1
ST-DR-P1-XX-20
ST-DR-P1-XX-20
NC-28
ST-DR-P1-XX-20
ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com © THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
0.22 m³ Grand total: 8
-800 C8 0 Loft
Roof
SHS 60x60x5
D(-34)-4( 2833 41)
Steel 50-355
0.00 m³
0.0081 3 0.0081 3 0.00 m³ Steel 50-355 2833
0 0 C4 C6
-800 0 Loft
-250 C3
Foundation 0 Foundation 0
-200 C1
Foundation 0
Foundation 0
Foundation 0
0
C7
SHS 60x60x5
D(-34)-3
0.0175 0.0175 0.01 m³ 0.01 m³ Steel 50-355 Steel 50-355 6000 3290 A-3 C-4 SHS 80x80x8 SHS 80x80x8
0.044 0.02 m³ Steel 43-275 UKC152x152x44 D-2
3040
0.044 0.02 m³ Steel 43-275
0.08 m³ 300 x 450mm
C(1127)-7 600 0
Ground Floor Ground Floor First Floor First Floor Loft First Floor Roof
8
2
Foundation 0
Cloak Room
300 x 450mm
Length Base Base Level Offset
W.C.
Type
2
Top Mark Offset
EITHER C1 OR C2 COLUMN
Top Level
C U 3 K C 15 2
C U 1 K C 15 2
x1
x1
52
52
x4
4
x4
Utility
Column Location Mark
4
Proposed Steel Column Schedule
Type Comments
1
0.08 m³
Volume
W
Kitchen
C(1194)-7 600 (559) 3090 UKC152x152x44 B-2
Comments
NC-31
Proposed Steel Beam Schedule Reference Level
AB
C
D 200
0
200
400
600
800 1000 mm
Cut Length
Type
First Floor B1.00 First Floor B1.01 First Floor B1.02 First Floor B1.03 First Floor B1.04 First Floor B1.05 First Floor B1.06 First Floor B1.07 First Floor B1.11 Loft B2.01 Loft B2.02 Loft B2.03 Loft B2.04 Loft B3.01 Grand total: 14
UKC254x254x73 UKC203x203x71 UKC203x203x46 UKC203x203x60 UKB203x102x23 UKB203x133x25 UKC203x203x46 UKC203x203x46 UKB254x146x31 UKB203x133x25 UKC203x203x46 UKB203x133x25 UKB203x133x25 UKC152x152x23
7879 5891 4478 4873 3046 3693 3539 4188 6400 3037 4778 4524 3564 1328
0.07 m³ 0.05 m³ 0.03 m³ 0.04 m³ 0.01 m³ 0.01 m³ 0.02 m³ 0.02 m³ 0.03 m³ 0.01 m³ 0.03 m³ 0.01 m³ 0.01 m³ 0.00 m³ 0.34 m³
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
End Level Offset
Commen ts
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
0x
2
x8
Bedroom 2
C SH 4 S 80
ST-DR-P1-XX-21 8
1 AP-DR-P1-XX-62
NC-28
Hallway
3
3 1
NC-27
B1.03 / UKC203x203x60
B1.04 / UKB203x102x23
4
C SH 6 S 80
x8
0x
8
4
B1.05 / UKB203x133x25
Master Bedroom
Ensuite
B1.06 / UKC203x203x46
5
6
Dresser
B1.07 / UKC203x203x46
7
Client : Project :
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing :
Proposed First Floor Structure
1 ST-DR-P1-XX-21
Scale : 1 : 25
Status : Planning
Date :
Dwg No : ST-DR-P1-01-02
12/27/20
Rev :
D E S I G N L A B S L O N D O N
1
ST 1.1 Proposed First Floor 1 : 25
ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com
3
2
1
1
ST-DR-P1-XX-20
ST-DR-P1-XX-20
NC-28
ST-DR-P1-XX-20
© THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
0.22 m³ Grand total: 8
-800 C8 0 Loft
Roof
SHS 60x60x5
D(-34)-4( 2833 41)
Steel 50-355
0.00 m³
0.0081 3 0.0081 3 0.00 m³ Steel 50-355 2833
0 0 C4 C6
-800 0 Loft
-250 C3
Foundation 0 Foundation 0
-200 C1
Foundation 0
Foundation 0
Foundation 0
0
C7
SHS 60x60x5
D(-34)-3
0.0175 0.0175 0.01 m³ 0.01 m³ Steel 50-355 Steel 50-355 6000 3290 A-3 C-4 SHS 80x80x8 SHS 80x80x8
0.044 0.02 m³ Steel 43-275 UKC152x152x44 D-2
300 x 450mm
C(1127)-7 600 0
Ground Floor Ground Floor First Floor First Floor Loft First Floor Roof
300 x 450mm
Length Base Base Level Offset
8
Family Bathroom
Foundation 0
2
B1.02 / UKC203x203x46
2
Type
2X TRIMMERS
Top Mark Offset
2X TRIMMERS
Top Level
Proposed Steel Column Schedule
B1.01 / UKC203x203x71
Bedroom 3
Column Location Mark
2X TRIMMERS
2X TRIMMERS
3040
0.044 0.02 m³ Steel 43-275
0.08 m³
0.08 m³
Volume
1
Type Comments
1
W
B1.00 / UKC254x254x73
C(1194)-7 600 (559) 3090 UKC152x152x44 B-2
Comments
SCALE 1: 25
Mark
Start Level Volume Offset
Proposed Steel Beam Schedule Reference Level
200
200
400
600
800 1000 mm
SCALE 1: 25
C
D
Cut Length
Type
First Floor B1.00 First Floor B1.01 First Floor B1.02 First Floor B1.03 First Floor B1.04 First Floor B1.05 First Floor B1.06 First Floor B1.07 First Floor B1.11 Loft B2.01 Loft B2.02 Loft B2.03 Loft B2.04 Loft B3.01 Grand total: 14
UKC254x254x73 UKC203x203x71 UKC203x203x46 UKC203x203x60 UKB203x102x23 UKB203x133x25 UKC203x203x46 UKC203x203x46 UKB254x146x31 UKB203x133x25 UKC203x203x46 UKB203x133x25 UKB203x133x25 UKC152x152x23
7879 5891 4478 4873 3046 3693 3539 4188 6400 3037 4778 4524 3564 1328
0.07 m³ 0.05 m³ 0.03 m³ 0.04 m³ 0.01 m³ 0.01 m³ 0.02 m³ 0.02 m³ 0.03 m³ 0.01 m³ 0.03 m³ 0.01 m³ 0.01 m³ 0.00 m³ 0.34 m³
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
End Level Offset
Commen ts
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
17
16
15
1 AP-DR-P1-XX-62
x6
0x
5
ST-DR-P1-XX-21
C SH 7 S 60
8
Bedroom
NC-28
3
3
19
2X TRIMMERS
1
NC-27
22
23
24
25
26
27
C SH 8 S 60
x6
0x
5
20
28
21
4
2X TRIMMERS
4
B2.03 / UKB203x133x25
5
5 B2.04 / UKB203x133x25
2X TRIMMERS
6
6 2X TRIMMERS
7
7
Client : Project :
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing : 1 ST-DR-P1-XX-21
Proposed Loft Floor Structure
Scale : 1 : 25
Status : Planning
Date :
Dwg No : ST-DR-P1-02-03
12/27/20
Rev :
D E S I G N L A B S L O N D O N
1
ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com
ST 1.3 Proposed Loft Plan 1 : 25
3 ST-DR-P1-XX-20
AB
C
2
1
1
ST-DR-P1-XX-20
NC-28
ST-DR-P1-XX-20
D
0.22 m³
Steel 50-355 D(-34)-4( 2833 41)
© THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
Grand total: 8
0 Loft
-800 C8 Roof
SHS 60x60x5
0.00 m³
0.0081 3 0.0081 3 0.00 m³ Steel 50-355 2833 D(-34)-3
0 0 C4 C6
-800 0 Loft
-250 C3
Foundation 0 Foundation 0
-200 C1
Foundation 0
Foundation 0
Foundation 0
0
C7
SHS 60x60x5
0.0175 0.0175 0.01 m³ 0.01 m³ Steel 50-355 Steel 50-355 6000 3290 A-3 C-4 SHS 80x80x8 SHS 80x80x8
0.044 0.02 m³ Steel 43-275 UKC152x152x44 D-2
300 x 450mm
3040
0.044 0.02 m³
C(1194)-7 600 (559) 3090 UKC152x152x44 B-2
Steel 43-275
0.08 m³
0.08 m³ C(1127)-7 600 0
Ground Floor Ground Floor First Floor First Floor Loft First Floor Roof
300 x 450mm
Top Mark Offset
Foundation 0
Ensuite
B2.02 / UKC203x203x46
18
Base Base Level Offset
2X TRIMMERS 2
Type
Column Location Mark
2 B2.01 / UKB203x133x25
Top Level
2
Length
1 Proposed Steel Column Schedule
1
Type Comments
Volume
W
Comments
AB
0
Mark
Start Level Volume Offset
1
2
3
4
5
Proposed Steel Beam Schedule
7
6
Reference Level
Roof
1
9033
ST-DR-P1-XX-21 2
S 60 HS x6 0x 5
S 60 HS x6 0x 5
ST-DR-P1-XX-21
B2.02 / UKC203x203x46
Loft 5400 B2.01 / UKB203x133x25
Mark
Cut Length
Type
First Floor B1.00 First Floor B1.01 First Floor B1.02 First Floor B1.03 First Floor B1.04 First Floor B1.05 First Floor B1.06 First Floor B1.07 First Floor B1.11 Loft B2.01 Loft B2.02 Loft B2.03 Loft B2.04 Loft B3.01 Grand total: 14
Start Level Volume Offset
UKC254x254x73 UKC203x203x71 UKC203x203x46 UKC203x203x60 UKB203x102x23 UKB203x133x25 UKC203x203x46 UKC203x203x46 UKB254x146x31 UKB203x133x25 UKC203x203x46 UKB203x133x25 UKB203x133x25 UKC152x152x23
7879 5891 4478 4873 3046 3693 3539 4188 6400 3037 4778 4524 3564 1328
0.07 m³ 0.05 m³ 0.03 m³ 0.04 m³ 0.01 m³ 0.01 m³ 0.02 m³ 0.02 m³ 0.03 m³ 0.01 m³ 0.03 m³ 0.01 m³ 0.01 m³ 0.00 m³ 0.34 m³
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
End Level Offset
Commen ts
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
B2.04 / UKB203x133x25 B1.01 / UKC203x203x71
First Floor
B1.03 / UKC203x203x60
2690
U K C 15
2x
15
2x
44
B1.00 / UKC254x254x73
1 NC-31
Ground Floor 0 Foundation -600
1
Proposed Structural Section S1 1 : 50
7
6
5
4
3
2
1 Roof 9033
1
2
ST-DR-P1-XX-21
ST-DR-P1-XX-21
Loft 5400 B2.03 / UKB203x133x25
B1.06 / UKC203x203x46
B1.01 / UKC203x203x71
B1.00 / UKC254x254x73
B1.11 / UKB254x146x31
First Floor
0x
8
2690
C SH 4 S 80
x8
B1.03 / UKC203x203x60
B1.07 / UKC203x203x46
8 6 C HS S 0x 80
Ground Floor
x8
0 Foundation -600
2
Proposed Steel Column Schedule
Proposed Structural Section S2 1 : 50
Base Base Level Offset Foundation 0
Loft
0
Ground Floor Ground Floor First Floor First Floor Loft First Floor Roof
Loft
0
Roof
Foundation 0
7
6
5
4
3
2
1
Foundation 0 Foundation 0
1
2
ST-DR-P1-XX-21
ST-DR-P1-XX-21
Top Level
Foundation 0 Foundation 0
Top Mark Offset
Column Location Mark
Type
0
300 x 450mm
0
300 x 450mm
Type Comments
Length
Volume
C(1127)-7 600
W
Comments
0.08 m³
C1
-200
C3
-250
C(1194)-7 600 (559) UKC152x152x44 B-2 3090 Roof UKC152x152x44 D-2 3040 9033
0.08 m³
C4 C6
0 0
SHS 80x80x8 SHS 80x80x8
A-3 C-4
6000 3290
Steel 50-355 Steel 50-355
0.01 m³ 0.01 m³
0.0175 0.0175
C7
-800
SHS 60x60x5
D(-34)-3
2833
Steel 50-355
0.00 m³
C8
-800
SHS 60x60x5
D(-34)-4( 2833 41)
Steel 50-355
0.00 m³
0.0081 3 0.0081 3
Steel 43-275
0.02 m³
0.044
Steel 43-275
0.02 m³
0.044
Grand total: 8
0.22 m³ Loft 5400
B2.03 / UKB203x133x25
B1.00 / UKC254x254x73
B1.11 / UKB254x146x31
Client : First Floor
2690 Project : B1.07 / UKC203x203x46
B1.04 / UKB203x102x23
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing :
Ground Floor 0 2 Foundation
Proposed Structural Sections
Scale : 1 : 50
Status : Planning
Date :
Dwg No : ST-DR-P1-XX-20
12/27/20
Rev :
D E S I G N L A B S L O N D O N
ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING -600 T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com NC-31
3
Proposed Structural Section S3 1 : 50
© THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
3
AB
C
ST-DR-P1-XX-20
2
1
ST-DR-P1-XX-20
ST-DR-P1-XX-20
D
B3.01 / UKC152x152x23
6 8 C HS S 0x 60 x5
B2.03 / UKB203x133x25
Loft 5400
B2.04 / UKB203x133x25
B1.07 / UKC203x203x46
B1.05 / UKB203x133x25
B1.03 / UKC203x203x60
B1.04 / UKB203x102x23
First Floor 2690
C SH 6 S 80
x8
0x
8
B1.06 / UKC203x203x46
Ground Floor 0 Foundation -600
Proposed Structural Section S4
1
1 : 50
3
AB
ST-DR-P1-XX-20
C
2
1
ST-DR-P1-XX-20
ST-DR-P1-XX-20
D
Loft 5400 B2.02 / UKC203x203x46
B2.01 / UKB203x133x25
B1.02 / UKC203x203x46
First Floor 2690
0.07 m³ 0.05 m³ 0.03 m³ 0.04 m³ 0.01 m³ 0.01 m³ 0.02 m³ 0.02 m³ 0.03 m³ 0.01 m³ 0.03 m³ 0.01 m³ 0.01 m³ 0.00 m³ 0.34 m³
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
4 x4 x1 C U 3 K C 15 2
0 0 0 0 0 0 0 0 -150 1 0 0 0 3000
4
7879 5891 4478 4873 3046 3693 3539 4188 6400 3037 4778 4524 3564 1328
Commen ts
x4
UKC254x254x73 UKC203x203x71 UKC203x203x46 UKC203x203x60 UKB203x102x23 UKB203x133x25 UKC203x203x46 UKC203x203x46 UKB254x146x31 UKB203x133x25 UKC203x203x46 UKB203x133x25 UKB203x133x25 UKC152x152x23
B1.01 / UKC203x203x71
Ground Floor
52
First Floor B1.00 First Floor B1.01 First Floor B1.02 First Floor B1.03 First Floor B1.04 First Floor B1.05 First Floor B1.06 First Floor B1.07 First Floor B1.11 Loft B2.01 Loft B2.02 Loft B2.03 Loft B2.04 Loft B3.01 Grand total: 14
Cut Length
Type
B1.00 / UKC254x254x73
x1
Mark
End Level Offset
0 Foundation
C U 1 K C 15 2
Reference Level
Start Level Volume Offset
52
Proposed Steel Beam Schedule
2
-600
Proposed Structural Section S5 1 : 50 Client :
Proposed Steel Column Schedule Base Base Level Offset Foundation 0
Top Level
Loft
0
Ground Floor Ground Floor First Floor First Floor Loft First Floor Roof
Loft
0
Roof
Foundation 0 Foundation 0 Foundation 0 Foundation 0 Foundation 0
Grand total: 8
Top Mark Offset
Type
0
300 x 450mm
0
300 x 450mm
Column Location Mark
Length
Project :
Type Comments
C(1127)-7 600
Volume
W
0.08 m³
C1
-200
C(1194)-7 600 (559) UKC152x152x44 B-2 3090
0.08 m³
C3
-250
UKC152x152x44 D-2
3040
Steel 43-275
0.02 m³
0.044
C4 C6
0 0
SHS 80x80x8 SHS 80x80x8
A-3 C-4
6000 3290
Steel 50-355 Steel 50-355
0.01 m³ 0.01 m³
0.0175 0.0175
C7
-800
SHS 60x60x5
D(-34)-3
2833
Steel 50-355
0.00 m³
C8
-800
SHS 60x60x5
D(-34)-4( 2833 41)
Steel 50-355
0.00 m³
0.0081 3 0.0081 3
Steel 43-275
0.02 m³
0.044
0.22 m³
Comments
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing :
Proposed Structural Sections
Scale : 1 : 50
Status : Planning
Date :
Dwg No : ST-DR-P1-XX-21
12/27/20
Rev :
D E S I G N L A B S L O N D O N ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com © THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
2
Structural Isometrics 1
Client : Project :
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing :
Structural 3Ds
Scale : Date :
1
Structural Isometrics 2
Status : Planning 12/27/20
Rev :
Dwg No : ST-DR-P1-XX-30
D E S I G N L A B S L O N D O N ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com © THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
B3.01 / UKC152x152x23
B2.02 / UKC203x203x46
6 8 C HS S
B2.01 / UKB203x133x25
0x 60 x5
6 7 C HS S
0x 60 x5 / 25 .04 3x B2 3x13 0 B2 UK
3
/ 25 .03 3x B2 3x13 0 B2 UK
Structures -Loft Floor Isometrics
B1.11 / UKB254x146x31
B1.00 / UKC254x254x73
52 3 1 C KC U
B1.01 / UKC203x203x71
x1 52 x4 4
0x
8
B1.03 / UKC203x203x60
C SH 4 S 80
x8
UK B1 C2 .02 03 x2 / 03 x4 6
52 1 1 C KC U x1
UK B1 B2 .05 03 x1 / 33 x2 5
x4
8 6 C HS S
52 4
0x 80 x8 B1.06 / UKC203x203x46
2
Structures -1st to Loft Floor Isometrics B1.07 / UKC203x203x46
/ 23 .04 2x B1 3x10 0 B2 UK
52 3 1 C KC U x1 52 x4 4
52 1 1 C KC U x1 52 x4 4 1000x1000x1000
1000x1000x1000
8 6 C HS S 0x 80 x8 Client : Project :
C SH 4 S 80
x8
0x
8
1000x1000x1000
Ahmad and Faiza 56 Moat Drive, Harrow HA1
Drawing :
Structural Isometrics
Scale :
1000x1000x1000
Date :
Status : Planning 12/17/20
Rev :
Dwg No : ST-DR-P1-XX-31
D E S I G N L A B S L O N D O N
1
Structures -Grnd -1st Floor Isometrics
ARCHITECTURE / INTERIOR / MANAGEMENT / PLANNING T: 07870661614 / 07888831314 E: info@designlabslondon.com W: www.designlabslondon.com © THIS DRAWING IS THE COPYRIGHT OF DESIGNLABS LONDON LTD. It shall not be in any way used or reproduced or construct without their prior written consent. All dimensions are to be checked on site by client or contractor prior to commencing any work. Work only to figured dimensions. Any discrepancies are to be reported to the DLL in writing and DLL shall not take responsiblity for site failing to inform discrepancies.
Job
31 Church Ave, Pinner HA5 5JB
Report
Structural calculation (rev01)
Section
Job Number Made by
Description
1. general notes 2. Load take down 3. calculations
INF116
Date
SKC
Checked
Page reference 2-3 4-7 8-23
Reference drawings Source Architect
Ref. No. / date -.03.2018
Description / title floor plan
03/2018
Job No- INF116 31 Church Ave, Pinner HA5 5JB
Structural Calculation for proposed work Unless specifically mentioned, no visit has been made to verify the information provided or the assumptions made. Any discrepancies should be referred to the structural engineer. All dimensions for construction are to be checked on site prior to manufacture/construction. The calculations are based upon the assumption that the woks will be carried out by a competent building contractor in accordance with the Building Regulations; relevant British Standards and to traditionally accepted standard and methods of building construction. The suitability of proposed and/or existing walls and foundations to sustain any new loadings should be verified on site and agreement reached with the Building Control Officer. All works to be carried out in accordance with the CDM regulations with the appointment of a CDM co-ordinator and preparation of pre-tender health & safety plans with risk assessments etc. GENERAL CONSTRUCTION NOTES: 1.
Copyright Reserved.
2.
All working dimensions to be checked on site. Do not scale from drawings.
3.
Any discrepancies between drawings and specifications to be notified to Engineer foe decision.
4.
This drawing is to be read in conjunction with all other Engineers and Architects drawings, details and specifications.
5.
New foundations in all circumstances to be subject to inspection and to suit sub-soil condition, 500mm below any root penetration in clay soils and in accordance with NHBC guidelines.
6.
Works appertaining to the relevant plans should not be carried out until the drawings and calculations have been approved by the Local Authority or approved inspector. Any works commenced before such approval has been obtained are undertaken solely at the builders/owners risk.
7.
Pad stones to be in situ/precast concrete or engineering brick as specified (do not use cut down pre-stressed concrete lintels). Min 100mm bearings. Take overall beam length from site dims.
8.
The Contractor is responsible for stability of the building during the works and must provide sufficient temporary vertical and lateral supports to prevent any damage.
9.
All services are to be checked and confirmed on site prior to any work commence.
10. The Contractor shall provide method statements, detailing temporary works and sequence of work for approval prior to commencing the work. 11. All lintels to have 150mm min. bearing UNO. MASONRY NOTES: 1.
Motor mix 1:3 cement and sand.
2.
Load bearing blocks to be 10.4N/mm2 dense blocks.
3.
Provide movement joints in unbroken lengths of blockwork @ 6m cts, 3m from corners unless minor cracking from shrinkage is acceptable.
4.
Wall ties to be built at least 50mm into the leaf. In general wall areas, provide maximum horizontal spacing of 900mm and maximum vertical spacing of 450mm and at wall openings and movement joints, horizontally within 225mm and 300mm maximum vertically.
TIMBER NOTES: 1.
Lateral restraining straps to be provided to connect floor joist, ceiling joist and roof rafters to external wall in accordance with NHBC requirements. Provide M305 Bat straps or similar approved, should be spaced at max 1.6m c/c. The straps should span over full depth noggins or the joist depends on the direction.
2.
Hardened nails 4mm in diameter x 75mm long or No 12 wood screws x 50mm long into plugs should be used for holding down straps. Provide min 4 connection at each end.
3.
Timber joists, rafters should not be weakened by excessive notching or drilling.
4.
Timber to be stored and handled according to NHBC requirements.
5.
Mid span full depth noggins min 38mm wide to be provide to all timber floor, stud walls, roof rafters and restrained by restrain strap at either the top or bottom of joists.
6.
Notches in timbers should be avoided, if unavoidable for services to pass through, Notches may only be made in oist depth. Timber should be protected from any heat source.
TO EXISTING NOTES: 1.
Condition of existing masonry to be inspected and reported back to engineer where forming pad stones at bearing points especially for old brick / block work, partial rebuilding of piers is often required.
2.
Provide 25mm dry pack between new steels and underside of existing masonry.
3.
Temporary needle propping to be inspected by Engineer prior to removal of masonry forming new opening. Minimum requirements at 1m C/C set 500mm each side of wall onto solid base.
4.
To avoid differential settlement, use 20mm dia dowal bars to connect existing foundation (minimum four per connection, two top and two bottom)
5.
Temporary propping of roof may be required where existing rafters / roof structure is removed during the course of the works for roof extensions, breaking through for dormers etc.
6.
New openings in existing masonry to be formed with a disc cutter (other methods may weaken old brickwork).
7.
All excavations below 1.2m depth to be adequately temporarily supported.
8.
All excavations and other works to be in accordance with the relevant Health & Safety Acts.
9.
Connection between new and existing wall to be stainless steel wall starter plugged and screwed to existing wall at 500 C/C and built into the new brick/block wall with ties at 225 C/C.
HEALTH AND SAFETY 1.
Current legislation relating to health and safety, including the Health and Safety at Work etc. Act and the Construction (Design & Management) Regulations should be followed by the contractor.
2.
Stability strategy should be in place before any work commence for permanent and temporary works for the property and any adjoining structures.
3.
The maximum design loads for all structural elements should not be exceeded during construction and long term.
4.
The location and identification of all services, including buried services should be identified before any work comments.
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 4 03/18
Structural and Civil Engineering Consulting
Figure : steel layout Section size (S355) CHS 168.3x10 UB 203x133x30 UB 254x146x31 UC 203x203x46 UC 254x254x89
Figure 2 : section size
21,22 10, 13, 14,15, 18 11 19 12, 16, 20
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
Structural and Civil Engineering Consulting
INF116 5 03/18
Figure 3 : GEO reaction force (1.0 DL + 1.3 LL) Worst column load = 167kN = 167kN / (1.3m x1.3m) < 100kN/m2 bearing Therefore, Use 1.3mx1.3m pad column. Depth is subject to B.C BS 5950 End bearing / Pad stone to steel 12,19,20 remaining PS01 PS02
95 kN 30 kN Use 700x15x200 S275 Steel plate as pad stone Use 300x10x100 S275 Steel plate as pad stone
PS01 PS02
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 6 03/18
Structural and Civil Engineering Consulting
Figure 4 : steel support EN1991 Beam 20 Span: 5450mm Design Loadings: Dead Loads: Wall : Flat roof Ceiling
0.5m x 3.5 kN/m² 5.2m / 2 x 0.75 kN/m² 5.2m / 2 x 0.25 kN/m²
1.75kN/m 1.95kN/m 0.65kN/m
Imposed Loads: Flat roof Ceiling
5.2m / 2 x 0.75 kN/m² 5.2m / 2 x 0.25 kN/m²
1.95kN/m 0.65kN/m
See pages 8 for beam design and analysis
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 7 03/18
Structural and Civil Engineering Consulting
EN1991 Beam 19,16,12 Span: -mm Design Loadings: Dead Loads: Wall : Roof Ceiling Floor
3.0m x 3.5 kN/m² 7.9m / 2 x 1.27 kN/m² 7.9m / 2 x 0.25 kN/m² 7.9m / 2 x 0.5 kN/m²
10.5kN/m 5.0kN/m 1.0kN/m 2.0kN/m
Imposed Loads: Roof Ceiling Floor
7.9m / 2 x 0.5 kN/m² 7.9m / 2 x 0.25 kN/m² 7.9m / 2 x 1.5 kN/m²
2.0kN/m 1.0kN/m 6.0kN/m
See pages 8 for beam design and analysis EN1991 Beam 11,12,13,14,15,18 Span: -mm Design Loadings: Dead Loads: Wall Floor
3.0m x 2.0 5.6m / 2 x 0.5 kN/m²
6.0kN/m 1.4kN/m
Imposed Loads: Floor
5.6m / 2 x 1.5 kN/m²
4.2kN/m
See pages 8 for beam design and analysis EN1991 Beam 10 Span: 4250mm Design Loadings: Dead Loads: Roof Ceiling
4.2m / 2 x 1.27 kN/m² 4.2m / 2 x 0.25 kN/m²
2.7kN/m 0.55kN/m
Imposed Loads: Roof Ceiling
4.2m / 2 x 0.5 kN/m² 4.2m / 2 x 0.25 kN/m²
1.1kN/m 0.5kN/m
See pages 8 for beam design and analysis
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 4 03/18
Structural and Civil Engineering Consulting
Figure : steel layout Section size (S355) CHS 168.3x10 UB 203x133x30 UB 254x146x31 UC 203x203x46 UC 254x254x89
Figure 2 : section size
21,22 10, 13, 14,15, 18 11 19 12, 16, 20
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
Structural and Civil Engineering Consulting
INF116 5 03/18
Figure 3 : GEO reaction force (1.0 DL + 1.3 LL) Worst column load = 167kN = 167kN / (1.3m x1.3m) < 100kN/m2 bearing Therefore, Use 1.3mx1.3m pad column. Depth is subject to B.C BS 5950 End bearing / Pad stone to steel 12,19,20 remaining PS01 PS02
95 kN 30 kN Use 700x15x200 S275 Steel plate as pad stone Use 300x10x100 S275 Steel plate as pad stone
PS01 PS02
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 6 03/18
Structural and Civil Engineering Consulting
Figure 4 : steel support EN1991 Beam 20 Span: 5450mm Design Loadings: Dead Loads: Wall : Flat roof Ceiling
0.5m x 3.5 kN/m² 5.2m / 2 x 0.75 kN/m² 5.2m / 2 x 0.25 kN/m²
1.75kN/m 1.95kN/m 0.65kN/m
Imposed Loads: Flat roof Ceiling
5.2m / 2 x 0.75 kN/m² 5.2m / 2 x 0.25 kN/m²
1.95kN/m 0.65kN/m
See pages 8 for beam design and analysis
DE SIG N C AL C ULATI O NS JOB.
Rev. ITEM.
31 Church Ave, Pinner HA5 5JB 01 Structural Calculations
JOB NO. SHEET NO. DATE.
INF116 7 03/18
Structural and Civil Engineering Consulting
EN1991 Beam 19,16,12 Span: -mm Design Loadings: Dead Loads: Wall : Roof Ceiling Floor
3.0m x 3.5 kN/m² 7.9m / 2 x 1.27 kN/m² 7.9m / 2 x 0.25 kN/m² 7.9m / 2 x 0.5 kN/m²
10.5kN/m 5.0kN/m 1.0kN/m 2.0kN/m
Imposed Loads: Roof Ceiling Floor
7.9m / 2 x 0.5 kN/m² 7.9m / 2 x 0.25 kN/m² 7.9m / 2 x 1.5 kN/m²
2.0kN/m 1.0kN/m 6.0kN/m
See pages 8 for beam design and analysis EN1991 Beam 11,12,13,14,15,18 Span: -mm Design Loadings: Dead Loads: Wall Floor
3.0m x 2.0 5.6m / 2 x 0.5 kN/m²
6.0kN/m 1.4kN/m
Imposed Loads: Floor
5.6m / 2 x 1.5 kN/m²
4.2kN/m
See pages 8 for beam design and analysis EN1991 Beam 10 Span: 4250mm Design Loadings: Dead Loads: Roof Ceiling
4.2m / 2 x 1.27 kN/m² 4.2m / 2 x 0.25 kN/m²
2.7kN/m 0.55kN/m
Imposed Loads: Roof Ceiling
4.2m / 2 x 0.5 kN/m² 4.2m / 2 x 0.25 kN/m²
1.1kN/m 0.5kN/m
See pages 8 for beam design and analysis
TO EC DESIGN CODES structural calculations for padstones Beam End Reaction = 95.00 Factored Load at End of Beam
kN (factored) Variable Load Safety Factor = 1.5 Permanent Load Safety Factor = 1.35
Characteristic strength of masonry = Width of beam end bearing = Length of beam end bearing =
Bearing Factor =
203 100
2.6 mm mm
N/mm² ( Brickwork usually = 4.5 N/mm² ) ( 3.6N Blockwork usually = 2.6 N/mm²) ( A Engineering Brick = 13.2 N/mm² ) ( B Engineering Brick = 10.5 N/mm² ) ( Weak Brickwork = approx 2.8 N/mm² ) ( 7.3N Blockwork usually = 4.2 N/mm² ) (10.4N Blockwork usually = 5.4 N/mm² )
1.25
Results Maximum Bearing Stress = Actual Bearing Stress =
1.08 N/mm² 4.68 N/mm²
Padstone Required Padstone Results Characteristic strength of Padstone = 275.0 N/mm² ( A Engineering Brick = 13.2 N/mm² ) ( B Engineering Brick = 10.5 N/mm² ) Width of Padstone = 200 mm ( Concrete C15 = 15 N/mm² ) Length of Padstone = 700 mm ( Concrete C30 = 30 N/mm² ) ( Concrete C40 = 40 N/mm² ) ( Steel Plate = 275 N/mm² ) Allowable padstone stress = 114.58 N/mm² Stress under beam end bearing = 4.68 N/mm² Therefore Padstone Stress OK Allowable masonry stress = 1.08 N/mm² Stress under padstone = 0.68 N/mm² Therefore Masonry Stress OK
TO EC DESIGN CODES structural calculations for padstones Beam End Reaction = 30.00 Factored Load at End of Beam
kN (factored) Variable Load Safety Factor = 1.5 Permanent Load Safety Factor = 1.35
Characteristic strength of masonry = Width of beam end bearing = Length of beam end bearing =
Bearing Factor =
203 100
2.6 mm mm
N/mm² ( Brickwork usually = 4.5 N/mm² ) ( 3.6N Blockwork usually = 2.6 N/mm²) ( A Engineering Brick = 13.2 N/mm² ) ( B Engineering Brick = 10.5 N/mm² ) ( Weak Brickwork = approx 2.8 N/mm² ) ( 7.3N Blockwork usually = 4.2 N/mm² ) (10.4N Blockwork usually = 5.4 N/mm² )
1.25
Results Maximum Bearing Stress = Actual Bearing Stress =
1.08 N/mm² 1.48 N/mm²
Padstone Required Padstone Results Characteristic strength of Padstone = 275.0 N/mm² ( A Engineering Brick = 13.2 N/mm² ) ( B Engineering Brick = 10.5 N/mm² ) Width of Padstone = 100 mm ( Concrete C15 = 15 N/mm² ) Length of Padstone = 300 mm ( Concrete C30 = 30 N/mm² ) ( Concrete C40 = 40 N/mm² ) ( Steel Plate = 275 N/mm² ) Allowable padstone stress = 114.58 N/mm² Stress under beam end bearing = 1.48 N/mm² Therefore Padstone Stress OK Allowable masonry stress = 1.08 N/mm² Stress under padstone = 1.00 N/mm² Therefore Masonry Stress OK
8
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 10 Beam_10 POINT: 2 COORDINATE: x = 0.50 L = 2.11 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----------MATERIAL: S275 ( S275 ) fy = 275.00 MPa ---------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: UB 203x133x30 h=207 mm gM0=1.00 gM1=1.00 b=134 mm Ay=2717 mm2 Az=1456 mm2 Ax=3820 mm2 tw=6 mm Iy=28960000 mm4 Iz=3850000 mm4 Ix=103000 mm4 tf=10 mm Wply=313000 mm3 Wplz=88000 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: My,Ed = 15.81 kN*m My,pl,Rd = 86.08 kN*m My,c,Rd = 86.08 kN*m Mb,Rd = 52.53 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 63.01 kN*m Curve,LT - b XLT = 0.60 Lcr,upp=4.22 m Lam_LT = 1.17 fi,LT = 1.14 XLT,mod = 0.61 ---------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS: About y axis:
About z axis:
----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: My,Ed/My,c,Rd = 0.18 < 1.00 (6.2.5.(1)) Global stability check of member: My,Ed/Mb,Rd = 0.30 < 1.00 (6.3.2.1.(1)) ------------------------------------------------------------------------------------------------------------------ ---------------------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 21 mm Governing Load Case: 1 DL1 uz = 4 mm < uz max = L/200.00 = 21 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
9
Section OK !!!
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 11 Beam_11 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S355 ( S355 ) fy = 355.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UB 254x146x31 h=251 mm gM0=1.00 gM1=1.00 b=146 mm Ay=2656 mm2 Az=1639 mm2 Ax=3970 mm2 tw=6 mm Iy=44130000 mm4 Iz=4480000 mm4 Ix=85500 mm4 tf=9 mm Wply=395000 mm3 Wplz=94200 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: N,Ed = 2.19 kN My,Ed = -6.57 kN*m Nc,Rd = 1409.35 kN My,Ed,max = -6.57 kN*m Nb,Rd = 1409.35 kN My,c,Rd = 140.22 kN*m Vz,Ed = 212.36 kN My,V,Rd = 138.19 kN*m Vz,c,Rd = 336.01 kN Mb,Rd = 134.82 kN*m Class of section = 1 ------------------------------------------------------------------------------------------------------ ---------------------------------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 454.85 kN*m Curve,LT - b XLT = 0.94 Lcr,low=1.36 m Lam_LT = 0.56 fi,LT = 0.64 XLT,mod = 0.96 ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis:
About z axis: kyy = 1.00 kzy = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) My,Ed/My,V,Rd = 0.05 < 1.00 (6.2.8) Vz,Ed/Vz,c,Rd = 0.63 < 1.00 (6.2.6.(1)) Global stability check of member: My,Ed,max/Mb,Rd = 0.05 < 1.00 (6.3.2.1.(1)) N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed,max/(XLT*My,Rk/gM1) = 0.05 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed,max/(XLT*My,Rk/gM1) = 0.05 < 1.00 (6.3.3.(4)) ---------------------------------------------------------------------------------------------------------- -----------------------------LIMIT DISPLACEMENTS Deflections
10 uy = 0 mm < uy max = L/200.00 = 7 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 1 mm < uz max = L/200.00 = 7 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 12 Beam_12 POINT: 1 COORDINATE: x = 0.78 L = 3.62 m ---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ----------------------------------------------------------------------------------------------------- ----------------------------------MATERIAL: S355 ( S355 ) fy = 345.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UC 254x254x89 h=260 mm gM0=1.00 gM1=1.00 b=256 mm Ay=9237 mm2 Az=3050 mm2 Ax=11300 mm2 tw=10 mm Iy=142700000 mm4 Iz=48570000 mm4 Ix=1020000 mm4 tf=17 mm Wply=1224000 mm3 Wplz=575000 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: N,Ed = 0.00 kN My,Ed = 210.15 kN*m Mz,Ed = 0.32 kN*m Vy,Ed = 0.32 kN Nc,Rd = 3898.50 kN My,Ed,max = 211.84 kN*m Mz,Ed,max = 0.32 kN*m Vy,c,Rd = 1839.86 kN Nb,Rd = 3898.50 kN My,c,Rd = 422.28 kN*m Mz,c,Rd = 198.38 kN*m Vz,Ed = -184.23 kN MN,y,Rd = 422.28 kN*m MN,z,Rd = 198.38 kN*m Vz,c,Rd = 607.44 kN Mb,Rd = 356.61 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 668.40 kN*m Curve,LT - b XLT = 0.82 Lcr,upp=4.65 m Lam_LT = 0.79 fi,LT = 0.80 XLT,mod = 0.84 ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis:
About z axis: kyy = 1.00 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.25 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1))
11 Vz,Ed/Vz,c,Rd = 0.30 < 1.00 (6.2.6.(1)) Global stability check of member: My,Ed,max/Mb,Rd = 0.59 < 1.00 (6.3.2.1.(1)) N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed,max/(XLT*My,Rk/gM1) + kyz*Mz,Ed,max/(Mz,Rk/gM1) = 0.60 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed,max/(XLT*My,Rk/gM1) + kzz*Mz,Ed,max/(Mz,Rk/gM1) = 0.60 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 23 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 11 mm < uz max = L/200.00 = 23 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ------------------------------------------------------------------------------------------------------------------------------------- ---
Section OK !!!
STEEL DESIGN -------------------------------------------------------------------------------------------------- -------------------------------------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 13 Beam_13 POINT: 2 COORDINATE: x = 0.50 L = 1.77 m ---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ----------------------------------------------------------------------------------------------------- ----------------------------------MATERIAL: S275 ( S275 ) fy = 275.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UB 203x133x30 h=207 mm gM0=1.00 gM1=1.00 b=134 mm Ay=2717 mm2 Az=1456 mm2 Ax=3820 mm2 tw=6 mm Iy=28960000 mm4 Iz=3850000 mm4 Ix=103000 mm4 tf=10 mm Wply=313000 mm3 Wplz=88000 mm3 ------------------------------------------------------------------------------------------------------------------------------------ ---INTERNAL FORCES AND CAPACITIES: N,Ed = 0.00 kN My,Ed = 26.01 kN*m Nc,Rd = 1050.50 kN My,Ed,max = 26.01 kN*m Nb,Rd = 1050.50 kN My,c,Rd = 86.08 kN*m MN,y,Rd = 86.08 kN*m Mb,Rd = 59.10 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 78.09 kN*m Curve,LT - b XLT = 0.67 Lcr,upp=3.53 m Lam_LT = 1.05 fi,LT = 1.02 XLT,mod = 0.69 ----------------------------------------------------------------------------------------------------------------------------- -----------
12 BUCKLING PARAMETERS: About y axis:
About z axis: kyy = 1.00 kzy = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) My,Ed/My,c,Rd = 0.30 < 1.00 (6.2.5.(1)) Global stability check of member: My,Ed,max/Mb,Rd = 0.44 < 1.00 (6.3.2.1.(1)) N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed,max/(XLT*My,Rk/gM1) = 0.44 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed,max/(XLT*My,Rk/gM1) = 0.44 < 1.00 (6.3.3.(4)) -------------------------------------------------------------------------------------------------- -------------------------------------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 18 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 4 mm < uz max = L/200.00 = 18 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 14 Beam_14 POINT: 2 COORDINATE: x = 0.50 L = 1.75 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S275 ( S275 ) fy = 275.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UB 203x133x30 h=207 mm gM0=1.00 gM1=1.00 b=134 mm Ay=2717 mm2 Az=1456 mm2 Ax=3820 mm2 tw=6 mm Iy=28960000 mm4 Iz=3850000 mm4 Ix=103000 mm4 tf=10 mm Wply=313000 mm3 Wplz=88000 mm3 --------------------------------------------------------------------------------------------------------------------- ------------------INTERNAL FORCES AND CAPACITIES: My,Ed = 25.46 kN*m My,pl,Rd = 86.08 kN*m My,c,Rd = 86.08 kN*m Mb,Rd = 59.49 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------------------
13
LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 79.16 kN*m Curve,LT - b XLT = 0.67 Lcr,upp=3.49 m Lam_LT = 1.04 fi,LT = 1.02 XLT,mod = 0.69 ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis:
About z axis:
----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: My,Ed/My,c,Rd = 0.30 < 1.00 (6.2.5.(1)) Global stability check of member: My,Ed/Mb,Rd = 0.43 < 1.00 (6.3.2.1.(1)) ----------------------------------------------------------------------------------------------------------------------------- ----------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 17 mm Governing Load Case: 1 DL1 uz = 4 mm < uz max = L/200.00 = 17 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ------------------------------------------------------------------------------------------ ---------------------------------------------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 15 Beam_15 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m ---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ----------------------------------------------------------------------------------------------------- ----------------------------------MATERIAL: S275 ( S275 ) fy = 275.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UB 203x133x30 h=207 mm gM0=1.00 gM1=1.00 b=134 mm Ay=2717 mm2 Az=1456 mm2 Ax=3820 mm2 tw=6 mm Iy=28960000 mm4 Iz=3850000 mm4 Ix=103000 mm4 tf=10 mm Wply=313000 mm3 Wplz=88000 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: Vz,Ed = 8.57 kN Vz,c,Rd = 231.25 kN Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------------------
14
LATERAL BUCKLING PARAMETERS: ---------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS: About y axis:
About z axis:
----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: Vz,Ed/Vz,c,Rd = 0.04 < 1.00 (6.2.6.(1)) ----------------------------------------------------------------------------------------------------------------------------- ----------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 5 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 0 mm < uz max = L/200.00 = 5 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 16 Beam_16 POINT: 3 COORDINATE: x = 0.38 L = 1.97 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S355 ( S355 ) fy = 345.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UC 254x254x89 h=260 mm gM0=1.00 gM1=1.00 b=256 mm Ay=9237 mm2 Az=3050 mm2 Ax=11300 mm2 tw=10 mm Iy=142700000 mm4 Iz=48570000 mm4 Ix=1020000 mm4 tf=17 mm Wply=1224000 mm3 Wplz=575000 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: N,Ed = -0.00 kN My,Ed = 229.57 kN*m Mz,Ed = -0.00 kN*m Vy,Ed = 0.00 kN Nt,Rd = 3898.50 kN My,pl,Rd = 422.28 kN*m Mz,pl,Rd = 198.38 kN*m Vy,T,Rd = 1834.51 kN My,c,Rd = 422.28 kN*m Mz,c,Rd = 198.38 kN*m Vz,Ed = 77.73 kN MN,y,Rd = 422.28 kN*m MN,z,Rd = 198.38 kN*m Vz,T,Rd = 606.39 kN Mb,Rd = 342.57 kN*m Tt,Ed = 0.09 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- -----------
15
LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 581.47 kN*m Curve,LT - b XLT = 0.79 Lcr,upp=5.20 m Lam_LT = 0.85 fi,LT = 0.85 XLT,mod = 0.81 ---------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS: About y axis:
About z axis:
----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.30 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,T,Rd = 0.00 < 1.00 (6.2.6-7) Vz,Ed/Vz,T,Rd = 0.13 < 1.00 (6.2.6-7) Tau,ty,Ed/(fy/(sqrt(3)*gM0)) = 0.01 < 1.00 (6.2.6) Tau,tz,Ed/(fy/(sqrt(3)*gM0)) = 0.00 < 1.00 (6.2.6) Global stability check of member: My,Ed/Mb,Rd = 0.67 < 1.00 (6.3.2.1.(1)) ---------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 26 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 15 mm < uz max = L/200.00 = 26 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ------------------------------------------------------------------------------------------ ---------------------------------------------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 18 Beam_18 POINT: 3 COORDINATE: x = 0.30 L = 1.07 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S275 ( S275 ) fy = 275.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UB 203x133x30 h=207 mm gM0=1.00 gM1=1.00 b=134 mm Ay=2717 mm2 Az=1456 mm2 Ax=3820 mm2 tw=6 mm Iy=28960000 mm4 Iz=3850000 mm4 Ix=103000 mm4 tf=10 mm Wply=313000 mm3 Wplz=88000 mm3 ----------------------------------------------------------------------------------------------------------------------------- -----------
16 INTERNAL FORCES AND CAPACITIES: N,Ed = 0.40 kN My,Ed = 28.76 kN*m Nc,Rd = 1050.50 kN My,Ed,max = 31.23 kN*m Nb,Rd = 1050.50 kN My,c,Rd = 86.08 kN*m MN,y,Rd = 86.08 kN*m Mb,Rd = 58.67 kN*m
Vz,Ed = 17.96 kN Vz,c,Rd = 231.25 kN
Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 76.98 kN*m Curve,LT - b XLT = 0.66 Lcr,upp=3.57 m Lam_LT = 1.06 fi,LT = 1.03 XLT,mod = 0.68 ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis:
About z axis: kyy = 1.00 kzy = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) My,Ed/My,c,Rd = 0.33 < 1.00 (6.2.5.(1)) Vz,Ed/Vz,c,Rd = 0.08 < 1.00 (6.2.6.(1)) Global stability check of member: My,Ed,max/Mb,Rd = 0.53 < 1.00 (6.3.2.1.(1)) N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed,max/(XLT*My,Rk/gM1) = 0.53 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed,max/(XLT*My,Rk/gM1) = 0.53 < 1.00 (6.3.3.(4)) ----------------------------------------------------------------------------------------------------------------------------- ----------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 18 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 5 mm < uz max = L/200.00 = 18 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ---------------------------------------------------------------------------------------------------------------------------------------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 19 Beam_19 POINT: 2 COORDINATE: x = 0.50 L = 2.18 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S355 ( S355 ) fy = 355.00 MPa ----------------------------------------------------------------------------------------------------------------------------- -----------
17
SECTION PARAMETERS: UC 203x203x46 h=203 mm gM0=1.00 gM1=1.00 b=204 mm Ay=4712 mm2 Az=1694 mm2 Ax=5870 mm2 tw=7 mm Iy=45680000 mm4 Iz=15480000 mm4 Ix=222000 mm4 tf=11 mm Wply=497000 mm3 Wplz=231000 mm3 ---------------------------------------------------------------------------------------------------------------------------------- -----INTERNAL FORCES AND CAPACITIES: N,Ed = 0.00 kN My,Ed = 92.88 kN*m Mz,Ed = 0.00 kN*m Vy,Ed = -0.00 kN Nc,Rd = 2083.85 kN My,Ed,max = 92.88 kN*m Mz,Ed,max = 0.00 kN*m Vy,c,Rd = 965.82 kN Nb,Rd = 2083.85 kN My,c,Rd = 176.44 kN*m Mz,c,Rd = 82.00 kN*m Vz,Ed = -0.02 kN MN,y,Rd = 176.44 kN*m MN,z,Rd = 82.00 kN*m Vz,c,Rd = 347.28 kN Mb,Rd = 130.71 kN*m Class of section = 2 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 189.15 kN*m Curve,LT - b XLT = 0.72 Lcr,upp=4.37 m Lam_LT = 0.97 fi,LT = 0.95 XLT,mod = 0.74 ---------------------------------------------------------------------------------------------------------------------- -----------------BUCKLING PARAMETERS: About y axis:
About z axis: kyy = 1.00 kzz = 1.00 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.00 < 1.00 (6.2.4.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.28 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Vz,Ed/Vz,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Global stability check of member: My,Ed,max/Mb,Rd = 0.71 < 1.00 (6.3.2.1.(1)) N,Ed/(Xy*N,Rk/gM1) + kyy*My,Ed,max/(XLT*My,Rk/gM1) + kyz*Mz,Ed,max/(Mz,Rk/gM1) = 0.71 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzy*My,Ed,max/(XLT*My,Rk/gM1) + kzz*Mz,Ed,max/(Mz,Rk/gM1) = 0.71 < 1.00 (6.3.3.(4)) ---------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 22 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 14 mm < uz max = L/200.00 = 22 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed -------------------------------------------------------------------------------------------------- --------------------------------------
Section OK !!!
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- -----------
18 CODE GROUP: MEMBER: 20 Beam_20 POINT: 3 COORDINATE: x = 0.57 L = 3.39 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ----------------------------------------------------------------------------------------------------------------------------- ----------MATERIAL: S355 ( S355 ) fy = 345.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: UC 254x254x89 h=260 mm gM0=1.00 gM1=1.00 b=256 mm Ay=9237 mm2 Az=3050 mm2 Ax=11300 mm2 tw=10 mm Iy=142700000 mm4 Iz=48570000 mm4 Ix=1020000 mm4 tf=17 mm Wply=1224000 mm3 Wplz=575000 mm3 ---------------------------------------------------------------------------------------------------------------------- -----------------INTERNAL FORCES AND CAPACITIES: N,Ed = -0.00 kN My,Ed = 274.26 kN*m Mz,Ed = 0.01 kN*m Vy,Ed = -0.00 kN Nt,Rd = 3898.50 kN My,pl,Rd = 422.28 kN*m Mz,pl,Rd = 198.38 kN*m Vy,c,Rd = 1839.86 kN My,c,Rd = 422.28 kN*m Mz,c,Rd = 198.38 kN*m Vz,Ed = 62.41 kN MN,y,Rd = 422.28 kN*m MN,z,Rd = 198.38 kN*m Vz,c,Rd = 607.44 kN Mb,Rd = 324.16 kN*m Class of section = 1 ------------------------------------------------------------------------------------------------------- --------------------------------LATERAL BUCKLING PARAMETERS: z = 1.00 Mcr = 495.18 kN*m Curve,LT - b XLT = 0.75 Lcr,upp=5.95 m Lam_LT = 0.92 fi,LT = 0.91 XLT,mod = 0.77 ---------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS: About y axis:
About z axis:
----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nt,Rd = 0.00 < 1.00 (6.2.3.(1)) (My,Ed/MN,y,Rd)^ 2.00 + (Mz,Ed/MN,z,Rd)^1.00 = 0.42 < 1.00 (6.2.9.1.(6)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Vz,Ed/Vz,c,Rd = 0.10 < 1.00 (6.2.6.(1)) Global stability check of member: My,Ed/Mb,Rd = 0.85 < 1.00 (6.3.2.1.(1)) ----------------------------------------------------------------------------------------------------------------------------- ----------LIMIT DISPLACEMENTS Deflections uy = 0 mm < uy max = L/200.00 = 30 mm Governing Load Case: 4 SLS (1+2)*1.00 uz = 21 mm < uz max = L/200.00 = 30 mm Governing Load Case: 4 SLS (1+2)*1.00
Verified Verified
Displacements Not analyzed ----------------------------------------------------------------------------------------------------------------------------------------
Section OK !!!
19
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 21 Column_21 POINT: 2 COORDINATE: x = 0.50 L = 1.50 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S355 ( S355 ) fy = 355.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: CHS 168.3x10 h=168 mm gM0=1.00 gM1=1.00 Ay=3164 mm2 Az=3164 mm2 Ax=4970 mm2 tw=10 mm Iy=15640000 mm4 Iz=15640000 mm4 Ix=31280000 mm4 Wply=250922 mm3 Wplz=250922 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: N,Ed = 213.13 kN Mz,Ed = -3.28 kN*m Vy,Ed = 2.19 kN Nc,Rd = 1764.35 kN Mz,Ed,max = -6.57 kN*m Vy,c,Rd = 648.49 kN Nb,Rd = 1488.70 kN Mz,c,Rd = 89.08 kN*m MN,z,Rd = 86.63 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------- ----------------LATERAL BUCKLING PARAMETERS: ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis: About z axis: Ly = 3.00 m Lam_y = 0.71 Lz = 3.00 m Lam_z = 0.71 Lcr,y = 3.00 m Xy = 0.84 Lcr,z = 3.00 m Xz = 0.84 Lamy = 53.48 kyz = 0.47 Lamz = 53.48 kzz = 0.79 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.12 < 1.00 (6.2.4.(1)) Mz,Ed/Mz,c,Rd = 0.04 < 1.00 (6.2.5.(1)) Mz,Ed/MN,z,Rd = 0.04 < 1.00 (6.2.9.1.(2)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Global stability check of member: Lambda,y = 53.48 < Lambda,max = 210.00 Lambda,z = 53.48 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyz*Mz,Ed,max/(Mz,Rk/gM1) = 0.18 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzz*Mz,Ed,max/(Mz,Rk/gM1) = 0.20 < 1.00 (6.3.3.(4)) ---------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections Not analyzed
20
Displacements vx = 0 mm < vx max = L/300.00 = 10 mm Verified Governing Load Case: 4 SLS (1+2)*1.00 vy = 0 mm < vy max = L/300.00 = 10 mm Verified Governing Load Case: 4 SLS (1+2)*1.00 ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!
STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------- ----------CODE: BS-EN 1993-1:2005/NA:2008/AC:2009, Eurocode 3: Design of steel structures. ANALYSIS TYPE: Member Verification ----------------------------------------------------------------------------------------------------------------------------- ----------CODE GROUP: MEMBER: 22 Column_22 POINT: 2 COORDINATE: x = 0.50 L = 1.50 m ----------------------------------------------------------------------------------------------------------------------------- ----------LOADS: Governing Load Case: 3 ULS 1*1.35+2*1.50 ---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: S355 ( S355 ) fy = 355.00 MPa ----------------------------------------------------------------------------------------------------------------------------- ----------SECTION PARAMETERS: CHS 168.3x10 h=168 mm gM0=1.00 gM1=1.00 Ay=3164 mm2 Az=3164 mm2 Ax=4970 mm2 tw=10 mm Iy=15640000 mm4 Iz=15640000 mm4 Ix=31280000 mm4 Wply=250922 mm3 Wplz=250922 mm3 ----------------------------------------------------------------------------------------------------------------------------- ----------INTERNAL FORCES AND CAPACITIES: N,Ed = 103.10 kN Mz,Ed = 2.81 kN*m Vy,Ed = -1.87 kN Nc,Rd = 1764.35 kN Mz,Ed,max = 5.62 kN*m Vy,c,Rd = 648.49 kN Nb,Rd = 1488.70 kN Mz,c,Rd = 89.08 kN*m MN,z,Rd = 88.36 kN*m Class of section = 1 ----------------------------------------------------------------------------------------------------------------------------- ----------LATERAL BUCKLING PARAMETERS: ----------------------------------------------------------------------------------------------------------------------------- ----------BUCKLING PARAMETERS: About y axis: About z axis: Ly = 3.00 m Lam_y = 0.71 Lz = 3.00 m Lam_z = 0.71 Lcr,y = 3.00 m Xy = 0.84 Lcr,z = 3.00 m Xz = 0.84 Lamy = 53.48 kyz = 0.47 Lamz = 53.48 kzz = 0.79 ----------------------------------------------------------------------------------------------------------------------------- ----------VERIFICATION FORMULAS: Section strength check: N,Ed/Nc,Rd = 0.06 < 1.00 (6.2.4.(1)) Mz,Ed/Mz,c,Rd = 0.03 < 1.00 (6.2.5.(1)) Mz,Ed/MN,z,Rd = 0.03 < 1.00 (6.2.9.1.(2)) Vy,Ed/Vy,c,Rd = 0.00 < 1.00 (6.2.6.(1)) Global stability check of member:
21 Lambda,y = 53.48 < Lambda,max = 210.00 Lambda,z = 53.48 < Lambda,max = 210.00 STABLE N,Ed/(Xy*N,Rk/gM1) + kyz*Mz,Ed,max/(Mz,Rk/gM1) = 0.10 < 1.00 (6.3.3.(4)) N,Ed/(Xz*N,Rk/gM1) + kzz*Mz,Ed,max/(Mz,Rk/gM1) = 0.12 < 1.00 (6.3.3.(4)) ---------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections Not analyzed Displacements vx = 0 mm < vx max = L/300.00 = 10 mm Verified Governing Load Case: 4 SLS (1+2)*1.00 vy = 0 mm < vy max = L/300.00 = 10 mm Verified Governing Load Case: 4 SLS (1+2)*1.00 ----------------------------------------------------------------------------------------------------------------------------- -----------
Section OK !!!