DESIGN CALCULATIONS - Peak · PDF fileDESIGN CALCULATIONS ... Designer’s risks have been considered during the preparation of the structural design and where possible risks

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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

http://www.aspingroup.com/

PROJECT No./CALCREF: AC3234 /CALC/01 SHEET 2

PROJECT:

MOORLAND CENTRE, EDALE

DESIGN CALCULATION SHEET

ELEMENT: CALC BY: CO CHECKED: CSS

STEEL BEAM DESIGNS




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:




STEEL BEAM DESIGNS




B

C


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:




STEEL BEAM DESIGNS




B

C


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:




STEEL BEAM DESIGNS




B

C


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:




STEEL BEAM DESIGNS




B

C


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)


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:




STEEL BEAM DESIGNS




B

C


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)


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)


Therefore OK

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DESIGN CALCULATIONS - Peak · PDF fileDESIGN CALCULATIONS ... Designer’s risks have been considered during the preparation of the structural design and where possible risks