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DESIGN CALCULATIONS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 2
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
NOTES
1. Ensure a copy of these calculations and supporting drawings and details are forwarded to Building Control and
the Builder in advance of the works commencing.
2. It is recommended that full approval is obtained from Building Control for the structural proposals prior to ordering
materials.
3. No site survey has been undertaken to determine the condition and detail of the as built construction. The
contractor shall notify the Engineer should there be any information contained within these calculations and
details that are unclear or conflicts with the existing construction.
4. The condition of supporting stonework walls to be verified on site before ordering materials. Any discrepancies
are to be reported to the Engineer.
5. The structural design and enclosed calculations are based on the drawings and information provided by the
Client.
6. All dimensions shown in these calculations are for design purposes only and are to be checked on site prior to
ordering materials.
7. Where necessary existing foundations to be exposed and inspected by the Building Inspector.
CDM REGULATIONS
Designer’s risks have been considered during the preparation of the structural design and where possible risks
have been designed out. Where residual risks remain these are highlighted on the supporting drawings and details.
Temporary works and propping of the existing structure is the responsibility of the Contractor, who shall consider
the existing building loads and ensure stability is maintained at all times. The Contractor is to be suitably
experienced and competent in this type of work.
Installation of steel beams and heavy materials shall use mechanical handling (manual handling regulations).
The contractor is to have a coordinated construction plan and method statement for non-traditional works.
The contractor is to inform the designer should there be any changes to the construction that may impact on the
design and CDM regulations.
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 3
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
STRUCTURAL SUMMARY
PART GROUND FLOOR PLAN - SHOWING STRUCTURE OVER (N.T.S.)
S4
S2
S3
S1
(200)
(200)
(125)
(125)
(125)
(100)
(125)
(125)
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 4
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
KEY
S1 3No. 203x203x46UC’s
S2 152x89x16UB if required to support any existing roof purlins. Provide shoes at beam ends to
provide 125x100mm level bearings. Shoes to be fabricated from 10mm plate with 6mm
continuous fillet welds.
S3 152x89x16UB if required to support any existing roof purlins. Provide shoes at beam ends to
provide 125x100mm level bearings. Shoes to be fabricated from 10mm plate with 6mm
continuous fillet welds.
S4 150x75x18PFC. Beam ends to be strapped down to masonry using proprietary 27.5x5.0mm
straps with minimum 1200mm vertical leg. Horizontal leg of strap to be connected to the beam
with 3no. No. 12 tec screws and vertical leg plugged and screwed to the wall using 10no. No. 12
x 50mm wood screws.
(xxx) Minimum bearing (mm).
PS1 Padstone from 665x327x225dp class ‘A’ engineering brick in designation (ii) mortar.
NOTES
1. All steelwork to be minimum grade S275 u.n.o.
2. Blockwork walls to be constructed using minimum strength 3.6N/mm2 blocks in designation (iii) mortar
u.n.o.
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 5
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
LOADING
Existing Roofs kN/m2 (sls) kN/m2 (uls)
Dead
Tiles 0.55/cos30* 0.64
Battens / felt 0.05/cos30* 0.06
Rafters etc. 0.15/cos30* 0.17
Ceiling joists etc. 0.15
Ceiling / insulation 0.20
1.22 1.71
Imposed
Roof 0.60*
Ceiling 0.25
0.85 1.36
TOTAL 2.1 3.1
*NOTE – for higher roof slopes, increased dead loading is balanced by reduced snow loading.
Proposed Zinc Standing Seam Roof kN/m2 (sls) kN/m2 (uls)
Dead
Claddig 0.15/cos10 0.15
Battens etc. 0.05/cos10 0.05
Rafters etc. 0.15/cos10 0.15
Ceiling / insulation 0.25/cos10 0.25
0.60 0.84
Imposed
Roof 0.60 0.96
TOTAL 1.2 1.8
First floors kN/m2 (sls) kN/m2 (uls)
Dead
Boards 0.15
Joists etc. 0.15
Ceiling 0.20
0.50 0.70
Imposed
Live 1.50
Partitions 0.50
2.00 3.20
TOTAL 2.5 3.9
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 6
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
Walls
Dead
Internal 600mm 0.6x24(stonework) + 2x0.2(plaster) 14.8 20.7
BEAM DESIGNS
BEAM S1
w = 4.6x2.1(roof) + 3.0x14.8(wall) + 4.0x2.5(floor) + 1.5(Swt) = 66kN/m (sls)
= 4.6x3.1(roof) + 3.0x20.7(wall) + 4.0x3.9(floor) + 2.1(Swt) = 94kN/m (uls)
Therefore Mx = 94x4.42/8 = 227kNm (uls)
LE = 1.2x4.4 + 2x0.2 = 5.7m
Ireqd = 5x66x44003x360/(384x205x107) = 12856cm4
Therefore:
Provide 3No. 203x203x46UC’s
Mb(LE = 6.0m) = 3x88.7 = 266kNm, I = 3x4570 = 13710cm4, therefore OK
End reactions = 94x4.4/2 = 207kN (uls)
Therefore stress on padstone = 207x103/(3x203x200) = 1.7N/mm2 (uls)
Permissible = 12.0/3.1 = 3.9N/mm2
Therefore OK
Stress under padstone = 207x103 /(665x327) = 0.95N/mm2 (uls)
Permissible = 3.5/3.5 = 1.0N/mm2
Therefore OK
BEAMS S2 & S3
Consider beams support a single central purlin:
Therefore W = 1.2x2.5x2.1(roof) + 0.3(Swt) = 6.6kN (sls)
= 1.2x2.5x3.1(roof) + 0.4(Swt) = 9.7kN (uls)
Therefore Mx = 9.7x2.6(on plan)/4 = 6.3kNm (uls)
LE = 1.2x2.9(on slope) + 2x0.15 = 3.8m
Ireqd = 6.6x26002x360/(48x205x104) = 163cm4
PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 7
PROJECT:
MOORLAND CENTRE, EDALE
DESIGN CALCULATION SHEET
ELEMENT: CALC BY: CO CHECKED: CSS
STEEL BEAM DESIGNS
REV DESCRIPTION DATE
0 FIRST ISSUE 14/01/16
A BEAM S4 AMENDED TO SUIT EAVES DETAIL 20/01/16
B
C
Unit 3 Royal Scot Road Pride Park Derby DE24 8AJ
Therefore:
Provide 152x89x16UB
Mb(LE = 4.0m) = 13.5kNm, I = 834cm4, therefore OK
End reactions = 9.7x2/3(say) = 6.5kN (uls)
Therefore stress under beam = 6.5x103 /(125x89) = 0.6N/mm2 (uls)
Permissible = 3.5/3.5 = 1.0N/mm2
Therefore OK
BEAM S4
w = 1.2x1.2(roof) + 0.3(Swt) = 1.7kN/m (sls)
= 1.2x1.8(roof) + 0.4(Swt) = 2.6kN/m (uls)
Therefore Mx = 2.6x4.22/8 = 5.7kNm (uls)
LE = 1.2x4.2 + 2x0.15 = 5.3m
Limit deflection to span/500 due to glazing under
Therefore Ireqd = 5x1.7x42003x500/(384x205x107) = 400cm4
Therefore:
Provide 150x75x18PFC
M b(LE = 6.0m) = 13.8kNm, I = 861cm4, therefore OK
End reactions = 2.6x4.2/2 = 5.5kN (uls)
Therefore maximum stress under beam = 5.5x103 /(75x100) = 0.7N/mm2 (uls)
Permissible = 3.5/3.5 = 1.0N/mm2
Therefore OK