C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 5Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 1 to support flank wall Span: 3.400 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T Roof 2.0*4.0/2 0 L 6.80 6.80U T 1b wall 5.0*2.8 0 L 23.80 23.80U T Floor 2.0*4.6/2 0 L 7.82 7.82U T o.w. 0.5 0 L 0.85 0.85

Total: 39.27 39.27Load types: U:UDL (positions in m. from R1) T: Total

Maximum B.M. = 33.38 kNm at 1.70 m. from R1Maximum S.F. = 39.27 kN at R1Total deflection = 40.20 x 1e8/EI at 1.70 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 2No 203 x 102 x 23 UBD=203.2 mm B=101.8 mm t=5.4 mm T=9.3 mm Ix=2,110 cm

4 ry=2.36 cm Zx=207 cm3

LE/ry = 3.40x100/2.36 = 144 D/T = 21.8Permissible bending stress, pbc = 100.8 N/mm

2 (Table 3a)Actual bending stress, fbc = 33.38 x 1000/2 x 207.0 = 80.6 N/mm

2 OKMaximum shear in web, fs = 39.27 x 1000/(2 x 5.4 x 203.2) = 17.9 N/mm

2 OKCheck unstiffened web capacity with load of 39.27/2 = 19.64 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 33.2 kN; C2 = 1.13 kN/mm

Buckling: pc = 140N/mm2 (Table 17a); C1 = 76.6 kN; C2 = 0.754 kN/mm

Unstiffened web bearing capacity, Pw = 33.2kN: no minimum stiff bearing length requiredTotal deflection = 40.2 x 1e8/2 x 205,000 x 2,110 = 4.6 mm (0.0014 L) OK (L/360=9.44mm)Bearing details (bearing plate sizing to BS5950:2000)203x102x23 UB stiff bearing length, b1 = t + 1.6r + 2T = 36.2 mm; O/A b1 taken as 138.0 mmFactor reactions by 1.55 (user selected value)Local design strength of masonry (factored) = 0.700 N/mm2 (user entered value)R1 (39.27kN unfactored): 11 mm m.s. bearing plate size 387 x 225 mmFactored stress under plate = 1.55 x 39.27 x 1000/387 x 225 = 0.70 N/mm2Required plate thickness = (3x0.70x125x125/275) = 10.9 mmFactored bending stress in plate = 0.70x125x(125/2)/(11x11/6) = 268.7 N/mm2 (py=275N/mm

2)R2 (39.27kN unfactored): 11 mm m.s. bearing plate size 387 x 225 mmFactored stress under plate = 1.55 x 39.27 x 1000/387 x 225 = 0.70 N/mm2Required plate thickness = (3x0.70x125x125/275) = 10.9 mmFactored bending stress in plate = 0.70x125x(125/2)/(11x11/6) = 268.7 N/mm2 (py=275N/mm

2)

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 6Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 1a to support ridge Span: 3.000 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T tiled roof 2.0*4.8/2 0 L 7.20 7.20U T o.w. 0.5 0 L 0.75 0.75

Total: 7.95 7.95Load types: U:UDL (positions in m. from R1) T: Total

Maximum B.M. = 5.96 kNm at 1.50 m. from R1Maximum S.F. = 7.95 kN at R1Total deflection = 5.591 x 1e8/EI at 1.50 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 127 x 76 x 13 UBD=127.0 mm B=76.0 mm t=4.0 mm T=7.6 mm Ix=473 cm

4 ry=1.84 cm Zx=75.0 cm3

LE/ry = 3.00x100/1.84 = 163 D/T = 16.7Permissible bending stress, pbc = 104.5 N/mm

2 (Table 3a)Actual bending stress, fbc = 5.963 x 1000/75.0 = 79.5 N/mm

2 OKMaximum shear in web, fs = 7.950 x 1000/(4.0 x 127.0) = 15.6 N/mm

2 OKCheck unstiffened web capacity with load of 7.950 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 22.1 kN; C2 = 0.840 kN/mm

Buckling: pc = 149N/mm2 (Table 17a); C1 = 37.8 kN; C2 = 0.596 kN/mm

Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredTotal deflection = 5.59 x 1e8/205,000 x 473 = 5.8 mm (0.0019 L) OK (L/360=8.33mm)

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 7Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 1a to support ridge Span: 3.000 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T tiled roof 2.0*4.8/2 0 L 7.20 7.20U T o.w. 0.5 0 L 0.75 0.75

Total: 7.95 7.95Load types: U:UDL (positions in m. from R1) T: Total

Maximum B.M. = 5.96 kNm at 1.50 m. from R1Maximum S.F. = 7.95 kN at R1Total deflection = 5.591 x 1e8/EI at 1.50 m. from R1 (E in N/mm2, I in cm4)Timber beam calculation to BS5268 Part 2 2002 using C16 timberUse 50 x 147 C16 + 20 x 122 flitch platez = 180.1 cm3 I = 1324 cm4 Flitch plate z = 49.6 cm3 I = 303 cm4

Timber grade: C16 2 members acting together: K8 = 1.1K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.082 K8 (load sharing factor) = 1.1Loading will be carried by the timber members and flitch plate in proportion to their EI values. Checks are made using the mean and minimum E-values for timber to produce worst case stresses on timber and steel members respectively.Flitch plate EI = 205000 x 303 = 620 x 1e9 Nmm2

Check timber members:Using Emean Timber EI = 8800 x 1324 = 116 x 1e9 Nmm

2

Timber carries 116/(116+620) = 0.158 of total load (in worst case)Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.082 x 1.1 = 6.31 N/mm

2

Applied bending stress, sm,a = 0.158 x 5.963 x 1000/180.1 = 5.23 N/mm2 OK

Permissible shear stress, tadm = 0.67 x 1.1 = 0.74 N/mm2

Applied shear stress, ta = 0.158 x 7.950 x 1000 x 3/(2 x 50 x 147) = 0.26 N/mm2 OK

Grade compression stress perpendicular to grain = 2.20 N/mm2

Minimum bearing lengths: R1: 7.95 x 1000/(2.20 x 50) = 73mm(subject to adequate support under bearing) R2: 7.95 x 1000/2.20 x 50) = 73mmCheck flitch plate:Using Emin Timber EI = 5800 x 1324 = 77 x 1e9 Nmm

2

Flitch plate carries 620/(77+620) = 0.890 of total load (in worst case)Flitch plate fbc = 0.890 x 5.96 x 1000/49.6 = 106.95 N/mm

2 OKDeflection:Using Emin x K9 (2 members) Timber EI = 6611 x 1324 = 87 x 1e9 Nmm

2

Timber carries 87/(87+620) = 0.124 of total load (average case)Bending deflection = 0.124 x 5.591 x 1e8/6611 x 1324 = 7.90 mmMid-span shear deflection = 0.124 x 1.2 x 5.96 x 1e6/(E/16) x 50 x 147 = 0.29 mmTotal deflection = 7.90 + 0.29 = 8.19 mm (0.0027 L) OKBolting:Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plateLoad capacity per bolt in double shear = 3.69kN (BS5268 eq. G.7 - limiting value)(Fd = 1350; My,d = 196608N-mm; pk = 310kg/m

3; K90 = 1.59; fh,1,d = 6.223)

Bearings: R1 (7.95kN): Required number of bolts = 0.890 x 7.95/3.69 = 1.92 i.e. 2 bolts min.R2 (7.95kN): Required number of bolts = 0.890 x 7.95/3.69 = 1.92 i.e. 2 bolts min.

For load transference a minimum of 4 bolts are also required across the span

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 8Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 2 to support rear wall Span: 4.200 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T Roof 2.0*2.7 0 L 11.34 11.34U T 1b wall 5.0*2.8 0 L 29.40 29.40U T o.w. 0.5 0 L 1.05 1.05P T React B/F 39.27 [B/F] 1.9 21.50 17.77P T React B/F 7.95 [B/F] 2.1 3.98 3.98

Total: 67.27 63.53Load types: U:UDL P:PL (positions in m. from R1) T: Total

Maximum B.M. = 91.89 kNm at 1.90 m. from R1Maximum S.F. = 67.27 kN at R1Total deflection = 152.7 x 1e8/EI at 2.06 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 203 x 203 x 71 UCD=215.8 mm B=206.4 mm t=10.0 mm T=17.3 mm Ix=7,620 cm

4 ry=5.30 cm Zx=706 cm3

LE/ry = 4.20x100/5.30 = 79 D/T = 12.5Permissible bending stress, pbc = 165.6 N/mm

2 (Table 3a)Actual bending stress, fbc = 91.89 x 1000/706.0 = 130.2 N/mm

2 OKMaximum shear in web, fs = 67.27 x 1000/(10.0 x 215.8) = 31.2 N/mm

2 OKCheck unstiffened web capacities with loads of 67.27 kN and 63.53 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 100 kN; C2 = 2.10 kN/mm

Buckling: pc = 155N/mm2 (Table 17a); C1 = 167 kN; C2 = 1.55 kN/mm

R1: Unstiffened web bearing capacity, Pw = 100kN: no minimum stiff bearing length requiredR2: Unstiffened web bearing capacity, Pw = 100kN: no minimum stiff bearing length requiredTotal deflection = 153 x 1e8/205,000 x 7,620 = 9.8 mm (0.0023 L) OK (L/360=11.7mm)Bearing details (bearing plate sizing to BS5950:2000)203x203x71 UC stiff bearing length, b1 = t + 1.6r + 2T = 60.9 mmFactor reactions by 1.55 (user selected value)Local design strength of masonry (factored) = 0.700 N/mm2 (user entered value)R1 (67.27kN unfactored): 27 mm m.s. bearing plate size 663 x 225 mmFactored stress under plate = 1.55 x 67.27 x 1000/663 x 225 = 0.70 N/mm2Required plate thickness = (3x0.70x301x301/275) = 26.3 mmFactored bending stress in plate = 0.70x301x(301/2)/(27x27/6) = 260.7 N/mm2 (py=275N/mm

2)R2 (63.53kN unfactored): 25 mm m.s. bearing plate size 626 x 225 mmFactored stress under plate = 1.55 x 63.53 x 1000/626 x 225 = 0.70 N/mm2Required plate thickness = (3x0.70x283x283/275) = 24.7 mmFactored bending stress in plate = 0.70x283x(283/2)/(25x25/6) = 267.9 N/mm2 (py=275N/mm

2)

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 9Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 3 to support tiled / flat roof Span: 3.500 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T flat roof 1.5*1.7/2 0 L 2.23 2.23U T tiled roof 2.0*1.2/2 0 L 2.10 2.10

Total: 4.33 4.33Load types: U:UDL (positions in m. from R1) T: Total

Maximum B.M. = 3.79 kNm at 1.75 m. from R1Maximum S.F. = 4.33 kN at R1Total deflection = 4.837 x 1e8/EI at 1.75 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 127 x 76 x 13 UBD=127.0 mm B=76.0 mm t=4.0 mm T=7.6 mm Ix=473 cm

4 ry=1.84 cm Zx=75.0 cm3

LE/ry = 3.50x100/1.84 = 190 D/T = 16.7Permissible bending stress, pbc = 92.8 N/mm

2 (Table 3a)Actual bending stress, fbc = 3.790 x 1000/75.0 = 50.5 N/mm

2 OKMaximum shear in web, fs = 4.331 x 1000/(4.0 x 127.0) = 8.5 N/mm

2 OKCheck unstiffened web capacity with load of 4.331 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 22.1 kN; C2 = 0.840 kN/mm

Buckling: pc = 149N/mm2 (Table 17a); C1 = 37.8 kN; C2 = 0.596 kN/mm

Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredTotal deflection = 4.84 x 1e8/205,000 x 473 = 5.0 mm (0.0014 L) OK (L/360=9.72mm)

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 10Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 3 to support tiled / flat roof Span: 3.500 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T flat roof 1.5*1.7/2 0 L 2.23 2.23U T tiled roof 2.0*1.2/2 0 L 2.10 2.10

Total: 4.33 4.33Load types: U:UDL (positions in m. from R1) T: Total

Maximum B.M. = 3.79 kNm at 1.75 m. from R1Maximum S.F. = 4.33 kN at R1Total deflection = 4.837 x 1e8/EI at 1.75 m. from R1 (E in N/mm2, I in cm4)Timber beam calculation to BS5268 Part 2 2002 using C16 timberUse 50 x 147 C16 + 20 x 122 flitch platez = 180.1 cm3 I = 1324 cm4 Flitch plate z = 49.6 cm3 I = 303 cm4

Timber grade: C16 2 members acting together: K8 = 1.1K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.082 K8 (load sharing factor) = 1.1Loading will be carried by the timber members and flitch plate in proportion to their EI values. Checks are made using the mean and minimum E-values for timber to produce worst case stresses on timber and steel members respectively.Flitch plate EI = 205000 x 303 = 620 x 1e9 Nmm2

Check timber members:Using Emean Timber EI = 8800 x 1324 = 116 x 1e9 Nmm

2

Timber carries 116/(116+620) = 0.158 of total load (in worst case)Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.082 x 1.1 = 6.31 N/mm

2

Applied bending stress, sm,a = 0.158 x 3.790 x 1000/180.1 = 3.33 N/mm2 OK

Permissible shear stress, tadm = 0.67 x 1.1 = 0.74 N/mm2

Applied shear stress, ta = 0.158 x 4.331 x 1000 x 3/(2 x 50 x 147) = 0.14 N/mm2 OK

Check flitch plate:Using Emin Timber EI = 5800 x 1324 = 77 x 1e9 Nmm

2

Flitch plate carries 620/(77+620) = 0.890 of total load (in worst case)Flitch plate fbc = 0.890 x 3.79 x 1000/49.6 = 67.98 N/mm

2 OKDeflection:Using Emin x K9 (2 members) Timber EI = 6611 x 1324 = 87 x 1e9 Nmm

2

Timber carries 87/(87+620) = 0.124 of total load (average case)Bending deflection = 0.124 x 4.837 x 1e8/6611 x 1324 = 6.83 mmMid-span shear deflection = 0.124 x 1.2 x 3.79 x 1e6/(E/16) x 50 x 147 = 0.19 mmTotal deflection = 6.83 + 0.19 = 7.02 mm (0.0020 L) OKBolting:Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plateLoad capacity per bolt in double shear = 3.69kN (BS5268 eq. G.7 - limiting value)(Fd = 1350; My,d = 196608N-mm; pk = 310kg/m

3; K90 = 1.59; fh,1,d = 6.223)

Bearings: R1 (4.33kN): Required number of bolts = 0.890 x 4.33/3.69 = 1.05 i.e. 2 bolts min.R2 (4.33kN): Required number of bolts = 0.890 x 4.33/3.69 = 1.05 i.e. 2 bolts min.

For load transference a minimum of 3 bolts are also required across the spanTo ensure structural integrity consider providing bolts spaced at 600mm max c/s, bolt centres alternately min. 65mm from top and bottom of beam

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 11Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 4 to support b3 Span: 2.900 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T tiled roof 2.0*4.0/2 0 L 5.80 5.80P T React B/F 4.33 [B/F] 1.1 2.69 1.64

Total: 8.49 7.44Load types: U:UDL P:PL (positions in m. from R1) T: Total

Maximum B.M. = 6.92 kNm at 1.10 m. from R1Maximum S.F. = 8.49 kN at R1Total deflection = 5.712 x 1e8/EI at 1.42 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 127 x 76 x 13 UBD=127.0 mm B=76.0 mm t=4.0 mm T=7.6 mm Ix=473 cm

4 ry=1.84 cm Zx=75.0 cm3

LE/ry = 2.90x100/1.84 = 158 D/T = 16.7Permissible bending stress, pbc = 107.0 N/mm

2 (Table 3a)Actual bending stress, fbc = 6.917 x 1000/75.0 = 92.2 N/mm

2 OKMaximum shear in web, fs = 8.488 x 1000/(4.0 x 127.0) = 16.7 N/mm

2 OKCheck unstiffened web capacities with loads of 8.488 kN and 7.443 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 22.1 kN; C2 = 0.840 kN/mm

Buckling: pc = 149N/mm2 (Table 17a); C1 = 37.8 kN; C2 = 0.596 kN/mm

R1: Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredR2: Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredTotal deflection = 5.71 x 1e8/205,000 x 473 = 5.9 mm (0.0020 L) OK (L/360=8.06mm)

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 12Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 4 to support b3 Span: 2.900 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T tiled roof 2.0*4.0/2 0 L 5.80 5.80P T React B/F 4.33 [B/F] 1.1 2.69 1.64

Total: 8.49 7.44Load types: U:UDL P:PL (positions in m. from R1) T: Total

Maximum B.M. = 6.92 kNm at 1.10 m. from R1Maximum S.F. = 8.49 kN at R1Total deflection = 5.712 x 1e8/EI at 1.42 m. from R1 (E in N/mm2, I in cm4)Timber beam calculation to BS5268 Part 2 2002 using C16 timberUse 50 x 147 C16 + 20 x 122 flitch platez = 180.1 cm3 I = 1324 cm4 Flitch plate z = 49.6 cm3 I = 303 cm4

Timber grade: C16 2 members acting together: K8 = 1.1K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.082 K8 (load sharing factor) = 1.1Loading will be carried by the timber members and flitch plate in proportion to their EI values. Checks are made using the mean and minimum E-values for timber to produce worst case stresses on timber and steel members respectively.Flitch plate EI = 205000 x 303 = 620 x 1e9 Nmm2

Check timber members:Using Emean Timber EI = 8800 x 1324 = 116 x 1e9 Nmm

2

Timber carries 116/(116+620) = 0.158 of total load (in worst case)Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.082 x 1.1 = 6.31 N/mm

2

Applied bending stress, sm,a = 0.158 x 6.917 x 1000/180.1 = 6.07 N/mm2 OK

Permissible shear stress, tadm = 0.67 x 1.1 = 0.74 N/mm2

Applied shear stress, ta = 0.158 x 8.488 x 1000 x 3/(2 x 50 x 147) = 0.27 N/mm2 OK

Grade compression stress perpendicular to grain = 2.20 N/mm2

Minimum bearing lengths: R1: 8.49 x 1000/(2.20 x 50) = 78mm(subject to adequate support under bearing) R2: 7.44 x 1000/2.20 x 50) = 68mmCheck flitch plate:Using Emin Timber EI = 5800 x 1324 = 77 x 1e9 Nmm

2

Flitch plate carries 620/(77+620) = 0.890 of total load (in worst case)Flitch plate fbc = 0.890 x 6.92 x 1000/49.6 = 124.07 N/mm

2 OKDeflection:Using Emin x K9 (2 members) Timber EI = 6611 x 1324 = 87 x 1e9 Nmm

2

Timber carries 87/(87+620) = 0.124 of total load (average case)Bending deflection = 0.124 x 5.712 x 1e8/6611 x 1324 = 8.07 mmMid-span shear deflection = 0.124 x 1.2 x 6.59 x 1e6/(E/16) x 50 x 147 = 0.32 mmTotal deflection = 8.07 + 0.32 = 8.39 mm (0.0029 L) OKBolting:Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plateLoad capacity per bolt in double shear = 3.69kN (BS5268 eq. G.7 - limiting value)(Fd = 1350; My,d = 196608N-mm; pk = 310kg/m

3; K90 = 1.59; fh,1,d = 6.223)

Bearings: R1 (8.49kN): Required number of bolts = 0.890 x 8.49/3.69 = 2.05 i.e. 3 bolts min.R2 (7.44kN): Required number of bolts = 0.890 x 7.44/3.69 = 1.80 i.e. 2 bolts min.

For load transference a minimum of 4 bolts are also required across the span

C and C PLANNING PARTNERSHIP LTD8 ASH ROAD

SHIRLEYCRO 8HU Made by CAP

(O) 0208 777 9999 (M) 07796 777700 Page 13Job number: 00/1 File copySuperBeam 4 425665d 10 WADDINGTON WAY.SBW Printed 6 May 2010 07:41

Beam: 5 over bi fold doors Span: 3.800 m.Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp

U T tiled roof 2.0*1.0 0 L 3.80 3.80U T bkw 4.0*0.5 0 L 3.80 3.80U T o.w. 0.5 0 L 0.95 0.95P T React B/F 8.49 [B/F] 2.9 2.01 6.48

Total: 10.56 15.03Load types: U:UDL P:PL (positions in m. from R1) T: Total

Maximum B.M. = 12.39 kNm at 2.35 m. from R1Maximum S.F. = -15.03 kN at R2Total deflection = 18.63 x 1e8/EI at 1.98 m. from R1 (E in N/mm2, I in cm4)Steel calculation to BS449 Part 2 using Grade 43 (S275) steelSECTION SIZE : 2No 127 x 76 x 13 UBD=127.0 mm B=76.0 mm t=4.0 mm T=7.6 mm Ix=473 cm

4 ry=1.84 cm Zx=75.0 cm3

LE/ry = 3.80x100/1.84 = 207 D/T = 16.7Permissible bending stress, pbc = 88.6 N/mm

2 (Table 3a)Actual bending stress, fbc = 12.39 x 1000/2 x 75.0 = 82.6 N/mm

2 OKMaximum shear in web, fs = 15.03 x 1000/(2 x 4.0 x 127.0) = 14.8 N/mm

2 OKCheck unstiffened web capacities with loads of 10.56/2 = 5.280 kN and 15.03/2 = 7.514 kN

Bearing: pb = 210N/mm2 (Table 9); C1 = 22.1 kN; C2 = 0.840 kN/mm

Buckling: pc = 149N/mm2 (Table 17a); C1 = 37.8 kN; C2 = 0.596 kN/mm

R1: Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredR2: Unstiffened web bearing capacity, Pw = 22.1kN: no minimum stiff bearing length requiredTotal deflection = 18.6 x 1e8/2 x 205,000 x 473 = 9.6 mm (0.0025 L) OK (L/360=10.6mm)Bearing details (bearing plate sizing to BS5950:2000)127x76x13 UB stiff bearing length, b1 = t + 1.6r + 2T = 31.4 mm; O/A b1 taken as 107.4 mmFactor reactions by 1.55 (user selected value)Local design strength of masonry (factored) = 0.700 N/mm2 (user entered value)R1 (10.56kN unfactored): 6 mm m.s. bearing plate size 152 x 200 mmFactored stress under plate = 1.55 x 10.56 x 1000/152 x 200 = 0.54 N/mm2Required plate thickness = (3x0.54x22.3x22.3/275) = 1.71 mmFactored bending stress in plate = 0.54x22.3x(22.3/2)/(6x6/6) = 22.4 N/mm2 (py=275N/mm

2)R2 (15.03kN unfactored): 6 mm m.s. bearing plate size 167 x 200 mmFactored stress under plate = 1.55 x 15.03 x 1000/167 x 200 = 0.70 N/mm2Required plate thickness = (3x0.70x29.8x29.8/275) = 2.60 mmFactored bending stress in plate = 0.70x29.8x(29.8/2)/(6x6/6) = 51.7 N/mm2 (py=275N/mm

2)