Nigel Sharpe & Associates - Arthur Architects · Nigel Sharpe & Associates 404 RIPPLE ROAD BARKING...
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Transcript of Nigel Sharpe & Associates - Arthur Architects · Nigel Sharpe & Associates 404 RIPPLE ROAD BARKING...
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 1
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Project started 04/02/2010 Site address: 27 Blackmores Grove, Teddington Job: Loft Conversion & Single Storey Rear Extension Client: Mr Peter Scott Job number: KB27BM
ITEMS:
1: Beam: K1 Span: 0.746 m. Reactions: R1: 0.46 kN R2: 0.46 kN Use 2no 47 x 150 C16
2: Beam: K2 Span: 0.746 m. Reactions: R1: 0.54 kN R2: 0.54 kN Use 2no 47 x 150 C16
3: Beam: R1 Span: 2.483 m. Reactions: R1: 1.29 kN R2: 1.26 kN Use 2no 47 x 150 C16
4: Beam: R2 Span: 2.483 m. Reactions: R1: 3.66 kN R2: 3.58 kN Use 2no 47 x 150 C16 + 10 x 125 flitch plate
5: Beam: R3 Span: 2.483 m. Reactions: R1: 3.66 kN R2: 3.58 kN Use 2no 47 x 150 C16 + 10 x 125 flitch plate
6: Beam: R4
Span: 2.483 m. Reactions: R1: 1.29 kN R2: 1.26 kN Use 50 x 150 C16
7: Beam: N1 Span: 2.455 m. Reactions: R1: 1.23 kN R2: 1.23 kN Use 47 x 150 C16
8: Beam: PR COM1 Span: 2.483 m. Reactions: R1: 1.03 kN R2: 1.03 kN Use 50 x 150 C16
9: Beam: PR COM2 Span: 2.084 m. Reactions: R1: 0.86 kN R2: 0.86 kN Use 50 x 150 C16
10: Beam: F1 Span: 1.02 m. Reactions: R1: 0.73 kN R2: 1.04 kN Use 50 x 150 C16
11: Beam: F1 COM Span: 2.427 m. Reactions: R1: 1.25 kN R2: 1.25 kN Use 50 x 150 C16
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 2
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
12: Beam: M1 Span: 0.34 m. Reactions: R1: 0.21 kN R2: 0.21 kN Use 2no 47 x 150 C16
13: Beam: M2 Span: 0.34 m. Reactions: R1: 0.73 kN R2: 0.73 kN Use 2no 47 x 150 C16
14: Beam: F2 Span: 2.427 m. Reactions: R1: 2.98 kN R2: 2.70 kN Use 2no 47 x 175 C16
15: Beam: F2 COM
Span: 2.677 m. Reactions: R1: 2.55 kN R2: 1.66 kN Use 50 x 175 C16
16: Beam: F3 Span: 2.677 m. Reactions: R1: 4.59 kN R2: 3.69 kN Use 2no 47 x 175 C16 + 5 x 150 flitch plate
17: Beam: F3 COM Span: 2.677 m. Reactions: R1: 2.77 kN R2: 1.86 kN Use 75 x 175 C16
18: Beam: P3 Span: 1.709 m. Reactions: R1: 0.81 kN R2: 0.81 kN Use 50 x 150 C16
19: Beam: P2 Span: 2.4 m. Reactions: R1: 1.81 kN R2: 1.81 kN Use 50 x 175 C16
20: Beam: P1 Span: 2.595 m. Reactions: R1: 1.79 kN R2: 1.84 kN Use 2no 50 x 150 C16
21 Timber post/stud: Loft post Use 100 x 100 C16
22: Beam: H1
Span: 3.048 m. Reactions: R1: 1.76 kN R2: 1.76 kN Use 2no 50 x 175 C16
23:
Beam: chimney support steel
Span: 2.674 m.
Reactions (unfactored/factored): R1: 12.59/20.06 kN R2: 5.41/8.58 kN Use 152 x 152 x 30 UC S275
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 3
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
24:
Beam: T1
Span: 4.234 m.
Reactions (unfactored/factored): R1: 14.78/23.65 kN R2: 13.91/22.25 kN
Use 152 x 152 x 37 UC S275
Bearing R1:
Connection cleat to brick work support laterally
Bearing R2: 350 x 100 x 175h mm padstone
Encase beam to provide half-hour fire resistance as per specification
25:
Beam: T2
Span: 4.616 m.
Reactions (unfactored/factored): R1: 41.26/65.94 kN R2: 20.63/33.00 kN
Use 203 x 203 x 46 UC S275 Bearing R1: 950 x 100 x 475h mm padstone
Bearing R2: 500 x 100 x 250h mm padstone
Encase beam to provide half-hour fire resistance as per specification
26:
Beam: T3 Span: 4.616 m.
Reactions (unfactored/factored): R1: 17.69/28.31 kN R2: 16.51/26.42 kN Use 152 x 152 x 37 UC S275
Bearing R1: 450 x 100 x 225h mm padstone
Bearing R2: 400 x 100 x 200h mm padstone Encase beam to provide half-hour fire resistance as per specification
27:
Beam: T4
Span: 4.616 m.
Reactions (unfactored/factored): R1: 27.65/44.17 kN R2: 18.27/29.23 kN
Use 152 x 152 x 37 UC S275
Bearing R1: 650 x 100 x 325h mm padstone
Bearing R2: 450 x 100 x 225h mm padstone
Encase beam to provide half-hour fire resistance as per specification
28:
Beam: T5
Span: 2.505 m.
Reactions (unfactored/factored): R1: 21.53/34.45 kN R2: 21.53/34.45 kN
Use 203 x 203 x 46 UC S275
Bearing R1: 250 x 200 x 125h mm padstone
Bearing R2:
Direct Bearing on T6
Encase beam to provide half-hour fire resistance as per specification
29:
Beam: T6
Span: 3.669 m. Reactions (unfactored/factored): R1: 34.52/55.23 kN R2: 30.88/49.40 kN
Use 203 x 203 x 46 UC S275
Bearing R1: 400 x 200 x 200h mm padstone
Bearing R2: 650 x 200 x 325h mm padstone
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 4
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: K1 Span: 0.746 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.06 0.06 UTRoof 1.7X0.741/2 0 L 0.23 0.23 UTRoof light 1.4x0.655/2 0 L 0.17 0.17
0.46 0.46
Total load: 0.92 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.086 kNm at 0.37 m. from R1
Maximum S.F. = 0.462 kN at R1
Total deflection = 0.005 x 108/EI at 0.37 m. from R1 (E in N/mm2, I in cm4)
2 1 S.F. kN
B.M. kNm
1 0
0
-1
0.46 0.46 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 5.2 kg/m approx
z = 352.5 cm3 I = 2,644 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.086 x 1000/352.5 = 0.24 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 0.462 x 1000 x 3/2 x 94 x 150 = 0.05 N/mm2 OK
Deflection
Bending deflection = 0.005 x 108/6,612 x 2,644 = 0.03 mm
Mid-span shear deflection = 1.2 x 0.086 x 106/((E/16) x 94 x 150) = 0.02 mm
Total deflection = 0.03 + 0.02 = 0.05 mm (0.0001 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 5
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: K2 Span: 0.746 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.06 0.06 UTRoof 1.7X0.987/2 0 L 0.31 0.31 UTRoof light 1.4x0.655/2 0 L 0.17 0.17
0.54 0.54
Total load: 1.08 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.101 kNm at 0.37 m. from R1
Maximum S.F. = 0.540 kN at R1
Total deflection = 0.006 x 108/EI at 0.37 m. from R1 (E in N/mm2, I in cm4)
2 1 S.F. kN
B.M. kNm
1 0
0
-1
0.54 0.54 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 5.2 kg/m approx
z = 352.5 cm3 I = 2,644 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.101 x 1000/352.5 = 0.29 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 0.540 x 1000 x 3/2 x 94 x 150 = 0.06 N/mm2 OK
Deflection
Bending deflection = 0.006 x 108/6,612 x 2,644 = 0.03 mm
Mid-span shear deflection = 1.2 x 0.101 x 106/((E/16) x 94 x 150) = 0.02 mm
Total deflection = 0.03 + 0.02 = 0.05 mm (0.0001 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 6
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: R1 Span: 2.483 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.19 0.19 RTPitched roof 1.7x0.8/2 0 0.741 0.43 0.08 RTPitched roof 1.7x0.8/2 1.49 L 0.14 0.54 PTReact B/F 0.46 [B/F] 0.741 0.32 0.14 PTReact B/F 0.54 [B/F] 1.49 0.22 0.32
1.29 1.26
Total load: 2.55 kN
Load types: U:UDL R:Part UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 0.845 kNm at 1.49 m. from R1
Maximum S.F. = 1.29 kN at R1
Total deflection = 0.536 x 108/EI at 1.24 m. from R1 (E in N/mm2, I in cm4)
1 2 S.F. kN 0.46 0.54
B.M. kNm
1
0
1 2
-1
0
-2 1 2
1.29 1.26 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 5.2 kg/m approx
z = 352.5 cm3 I = 2,644 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.845 x 1000/352.5 = 2.40 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.29 x 1000 x 3/2 x 94 x 150 = 0.14 N/mm2 OK
Deflection
Bending deflection = 0.536 x 108/6,612 x 2,644 = 3.07 mm
Mid-span shear deflection = 1.2 x 0.816 x 106/((E/16) x 94 x 150) = 0.17 mm
Total deflection = 3.07 + 0.17 = 3.23 mm (0.0013 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 7
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: R2 Span: 2.483 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.19 0.19 UTFlat roof lead 2.0X0.8/2 0 L 0.99 0.99 UTDormer cheek 1.1x1.60/2 0 L 1.09 1.09 UTPitched roof 1.7x0.8/2 0 L 0.84 0.84 PTReact B/F 0.46 [B/F] 0.741 0.32 0.14 PTReact B/F 0.54 [B/F] 1.49 0.22 0.32
3.66 3.58
Total load: 7.23 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 2.37 kNm at 1.27 m. from R1
Maximum S.F. = 3.66 kN at R1
Total deflection = 1.52 x 108/EI at 1.24 m. from R1 (E in N/mm2, I in cm4)
3 4 0.46 0.54 S.F. kN
B.M. kNm
2 2
0
1 2 1
-2
0
-4 1 2
3.66 3.58 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 + 10 x 125 flitch plate 15.0 kg/m approx
z = 352.5 cm3 I = 2,644 cm4 Flitch plate z = 26.0 cm3 I = 163 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
Loading 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. See TRADA guidance document GD9, 2008, for more information.
EIsteel = 205,000 x 163 x 104 = 334 x 109 Nmm2
Calculate K8A (modified K8 as per TRADA GD9)
Using Emean, EItimber = 8,800 x 2,644 x 104 = 233 x 109 Nmm2
Timber carries 233/(233+334) = 0.411 of total load (in worst case)
K8A = 1.04 (EIsteel >= 0.2EItotal and EIsteel <= 0.8EItotal)
Calculate effect of bolt holes
M16 bolts, centres offset 50 mm from beam centre line: assume 17 mm holes To allow for holes factor bending stresses by 1.308 (timber) and 1.613 (steel) N.B. Bolts are less than 4D from edge of timber members (25mm) - further check necessary N.B. Bolts are less than 2D from edge of flitch plate (12mm) - further check necessary
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8A = 5.3 x 1.00 x 1.079 x 1.04 = 5.95 N/mm2
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 8
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Applied bending stress, sm,a = 0.411 x 2.37 x 1.308 x 1000/352.5 = 3.62 N/mm2 OK
Shear
Permissible shear stress, tadm = 0.67 x 1.04 = 0.70 N/mm2
Applied shear stress, ta = 0.411 x 3.656 x 1000 x 3/(2 x 94 x 150) = 0.16 N/mm2 OK
Deflection:
Using Emin x K9 (2 members) Timber EI = 5,800 x 1.14 x 2,644 x 104 = 175 x 109 Nmm2
Timber carries 175/(175+334) = 0.344 of total load (average case)
Bending deflection = 0.344 x 1.52 x 108/(6,611 x 2,644) = 2.99 mm
Mid-span shear deflection = 0.344 x 1.2 x 2.37 x 106/(E/16) x 94 x 150 = 0.17 mm
Total deflection = 2.99 + 0.17 = 3.16 mm (0.0013 L) OK
Creep:
Note that this calculation simplifies the Annex K calculation by taking all live loads as the leading live load rather than just the primary one if more than one
Service class 1 (dry) assumed: kdef = 0.6 y2 = 0.3 (domestic)
Loads are assumed to be 25.0% dead; 75.0% live
Efin = Einst x (Defldead + Defllive)/(Defldead (1+ kdef) + Defllive (1 + y2.kdef)) = Einst x 0.778
Emin,fin = 5,800 x 1.14 x 0.778 = 5,146 N/mm2
Timber Emin,fin I = 5,146 x 2,644 x 104 = 136 x 109 Nmm2
Long term/instantaneous deflection = (175 + 334) / (136 + 334) = 1.08
Final deflection = 3.16 x 1.08 = 3.42 mm (0.0012 L) OK
Check flitch plate:
Using Emin,fin for timber, flitch plate carries 334/(136 + 334) = 0.710 of total load
Per TRADA GD9 factor load by 1.10 to allow for slip and shear deflection in plate
Flitch plate fbc = 0.710 x 2.37 x 1.10 x 1.613 x 1000/26.0 = 114.9 N/mm2 OK Bolting:
Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plate
Load capacity per bolt in double shear = 6.93kN (BS5268 eq. G.7 - limiting value)
(G.7: 6.93kN; G.8: 40.0kN; G.9: 7.21kN; G.10: 10.2kN)
Fd=1350; My,d=196,608Nmm; pk=310kg/m3; K90=1.59; fh,0,d=9.895; fh,1,d=6.223; B and Ka taken as 1.0
Bearings: R1 (3.66kN): Required number of bolts = 0.685 x 3.66/6.93 = 0.36 i.e. 1 bolt min. R2 (3.58kN): Required number of bolts = 0.685 x 3.58/6.93 = 0.35 i.e. 1 bolt min.
For load transference a minimum of 1 bolt is also required across the span
Recommended bolting pattern across span: Bolts at max 375 mm max c/s, alternately set 50mm above and below centre line of beam with an additional centred bolt at each significant point load position.
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 9
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: R3 Span: 2.483 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.19 0.19 UTFlat roof lead 2.0X0.8/2 0 L 0.99 0.99 UTDormer cheek 1.1x1.60/2 0 L 1.09 1.09 UTPitched roof 1.7x0.8/2 0 L 0.84 0.84 PTReact B/F 0.46 [B/F] 0.741 0.32 0.14 PTReact B/F 0.54 [B/F] 1.49 0.22 0.32
3.66 3.58
Total load: 7.23 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 2.37 kNm at 1.27 m. from R1
Maximum S.F. = 3.66 kN at R1
Total deflection = 1.52 x 108/EI at 1.24 m. from R1 (E in N/mm2, I in cm4)
3 4 0.46 0.54 S.F. kN
B.M. kNm
2 2
0
1 2 1
-2
0
-4 1 2
3.66 3.58 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 + 10 x 125 flitch plate 15.0 kg/m approx
z = 352.5 cm3 I = 2,644 cm4 Flitch plate z = 26.0 cm3 I = 163 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
Loading 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. See TRADA guidance document GD9, 2008, for more information.
EIsteel = 205,000 x 163 x 104 = 334 x 109 Nmm2
Calculate K8A (modified K8 as per TRADA GD9)
Using Emean, EItimber = 8,800 x 2,644 x 104 = 233 x 109 Nmm2
Timber carries 233/(233+334) = 0.411 of total load (in worst case)
K8A = 1.04 (EIsteel >= 0.2EItotal and EIsteel <= 0.8EItotal)
Calculate effect of bolt holes
M16 bolts, centres offset 50 mm from beam centre line: assume 17 mm holes To allow for holes factor bending stresses by 1.308 (timber) and 1.613 (steel) N.B. Bolts are less than 4D from edge of timber members (25mm) - further check necessary N.B. Bolts are less than 2D from edge of flitch plate (12mm) - further check necessary
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8A = 5.3 x 1.00 x 1.079 x 1.04 = 5.95 N/mm2
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 10
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Applied bending stress, sm,a = 0.411 x 2.37 x 1.308 x 1000/352.5 = 3.62 N/mm2 OK
Shear
Permissible shear stress, tadm = 0.67 x 1.04 = 0.70 N/mm2
Applied shear stress, ta = 0.411 x 3.656 x 1000 x 3/(2 x 94 x 150) = 0.16 N/mm2 OK
Deflection:
Using Emin x K9 (2 members) Timber EI = 5,800 x 1.14 x 2,644 x 104 = 175 x 109 Nmm2
Timber carries 175/(175+334) = 0.344 of total load (average case)
Bending deflection = 0.344 x 1.52 x 108/(6,611 x 2,644) = 2.99 mm
Mid-span shear deflection = 0.344 x 1.2 x 2.37 x 106/(E/16) x 94 x 150 = 0.17 mm
Total deflection = 2.99 + 0.17 = 3.16 mm (0.0013 L) OK
Creep:
Note that this calculation simplifies the Annex K calculation by taking all live loads as the leading live load rather than just the primary one if more than one
Service class 1 (dry) assumed: kdef = 0.6 y2 = 0.3 (domestic)
Loads are assumed to be 25.0% dead; 75.0% live
Efin = Einst x (Defldead + Defllive)/(Defldead (1+ kdef) + Defllive (1 + y2.kdef)) = Einst x 0.778
Emin,fin = 5,800 x 1.14 x 0.778 = 5,146 N/mm2
Timber Emin,fin I = 5,146 x 2,644 x 104 = 136 x 109 Nmm2
Long term/instantaneous deflection = (175 + 334) / (136 + 334) = 1.08
Final deflection = 3.16 x 1.08 = 3.42 mm (0.0012 L) OK
Check flitch plate:
Using Emin,fin for timber, flitch plate carries 334/(136 + 334) = 0.710 of total load
Per TRADA GD9 factor load by 1.10 to allow for slip and shear deflection in plate
Flitch plate fbc = 0.710 x 2.37 x 1.10 x 1.613 x 1000/26.0 = 114.9 N/mm2 OK Bolting:
Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plate
Load capacity per bolt in double shear = 6.93kN (BS5268 eq. G.7 - limiting value)
(G.7: 6.93kN; G.8: 40.0kN; G.9: 7.21kN; G.10: 10.2kN)
Fd=1350; My,d=196,608Nmm; pk=310kg/m3; K90=1.59; fh,0,d=9.895; fh,1,d=6.223; B and Ka taken as 1.0
Bearings: R1 (3.66kN): Required number of bolts = 0.685 x 3.66/6.93 = 0.36 i.e. 1 bolt min. R2 (3.58kN): Required number of bolts = 0.685 x 3.58/6.93 = 0.35 i.e. 1 bolt min.
For load transference a minimum of 1 bolt is also required across the span
Recommended bolting pattern across span: Bolts at max 375 mm max c/s, alternately set 50mm above and below centre line of beam with an additional centred bolt at each significant point load position.
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 11
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: R4 Span: 2.483 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.19 0.19 RTPitched roof 1.7x0.8/2 0 0.741 0.43 0.08 RTPitched roof 1.7x0.8/2 1.49 L 0.14 0.54 PTReact B/F 0.46 [B/F] 0.741 0.32 0.14 PTReact B/F 0.54 [B/F] 1.49 0.22 0.32
1.29 1.26
Total load: 2.55 kN
Load types: U:UDL R:Part UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 0.845 kNm at 1.49 m. from R1
Maximum S.F. = 1.29 kN at R1
Total deflection = 0.536 x 108/EI at 1.24 m. from R1 (E in N/mm2, I in cm4)
1 2 S.F. kN 0.46 0.54
B.M. kNm
1
0
1 2
-1
0
-2 1 2
1.29 1.26 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.845 x 1000/187.5 = 4.51 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.29 x 1000 x 3/2 x 50 x 150 = 0.26 N/mm2 OK
Deflection
Bending deflection = 0.536 x 108/6,612 x 1,406 = 5.76 mm
Mid-span shear deflection = 1.2 x 0.816 x 106/((E/16) x 50 x 150) = 0.32 mm
Total deflection = 5.76 + 0.32 = 6.08 mm (0.0024 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 12
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: N1 Span: 2.455 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.2 0 L 0.25 0.25 UT Lead roof 2.0x0.8/2 0 L 0.98 0.98
1.23 1.23
Total load: 2.45 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.753 kNm at 1.23 m. from R1
Maximum S.F. = 1.23 kN at R1
Total deflection = 0.473 x 108/EI at 1.23 m. from R1 (E in N/mm2, I in cm4)
2 S.F. kN
B.M. kNm 1
1
0
1 2
-1
0
-2 1 2
1.23 1.23 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 47 x 150 C16 2.6 kg/m approx
z = 176.3 cm3 I = 1,322 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.753 x 1000/176.3 = 4.27 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.23 x 1000 x 3/2 x 47 x 150 = 0.26 N/mm2 OK
Deflection
Bending deflection = 0.473 x 108/8,800 x 1,322 = 4.07 mm
Mid-span shear deflection = 1.2 x 0.753 x 106/((E/16) x 47 x 150) = 0.23 mm
Total deflection = 4.07 + 0.23 = 4.30 mm (0.0018 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 13
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: PR COM1 Span: 2.483 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.19 0.19 UT Roof 1.7X0.8/2 0 L 0.84 0.84
1.03 1.03
Total load: 2.06 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.640 kNm at 1.24 m. from R1
Maximum S.F. = 1.03 kN at R1
Total deflection = 0.411 x 108/EI at 1.24 m. from R1 (E in N/mm2, I in cm4)
1 2 S.F. kN
B.M. kNm
1
0
1 2
-1
0
-2 1 2
1.03 1.03 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.640 x 1000/187.5 = 3.41 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.03 x 1000 x 3/2 x 50 x 150 = 0.21 N/mm2 OK
Deflection
Bending deflection = 0.411 x 108/8,800 x 1,406 = 3.32 mm
Mid-span shear deflection = 1.2 x 0.640 x 106/((E/16) x 50 x 150) = 0.19 mm
Total deflection = 3.32 + 0.19 = 3.51 mm (0.0014 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 14
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: PR COM2 Span: 2.084 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.16 0.16 UT Roof 1.7X0.4 0 L 0.71 0.71
0.86 0.86
Total load: 1.73 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.451 kNm at 1.04 m. from R1
Maximum S.F. = 0.865 kN at R1
Total deflection = 0.204 x 108/EI at 1.04 m. from R1 (E in N/mm2, I in cm4)
1 1 S.F. kN
B.M. kNm
0
1 2
0
-1 1 2
0.86 0.86 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.451 x 1000/187.5 = 2.40 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 0.865 x 1000 x 3/2 x 50 x 150 = 0.17 N/mm2 OK
Deflection
Bending deflection = 0.204 x 108/8,800 x 1,406 = 1.65 mm
Mid-span shear deflection = 1.2 x 0.451 x 106/((E/16) x 50 x 150) = 0.13 mm
Total deflection = 1.65 + 0.13 = 1.78 mm (0.0009 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 15
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F1 Span: 1.02 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.08 0.08 UTFloor 2.2X0.886/2 0 L 0.50 0.50 RTStair 2.0X1.216/2 0.510 L 0.16 0.47
0.73 1.04
Total load: 1.77 kN
Load types: U:UDL R:Part UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.230 kNm at 0.58 m. from R1
Maximum S.F. = -1.04 kN at R2
Total deflection = 0.024 x 108/EI at 0.53 m. from R1 (E in N/mm2, I in cm4)
3 1 S.F. kN
B.M. kNm
2 0
1
1 -1
0
-2 1
0.73 1.04 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.230 x 1000/187.5 = 1.23 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.04 x 1000 x 3/2 x 50 x 150 = 0.21 N/mm2 OK
Deflection
Bending deflection = 0.024 x 108/6,612 x 1,406 = 0.26 mm
Mid-span shear deflection = 1.2 x 0.225 x 106/((E/16) x 50 x 150) = 0.09 mm
Total deflection = 0.26 + 0.09 = 0.35 mm (0.0003 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 16
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F1 COM Span: 2.427 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.18 0.18 UT Floor 2.2X0.8/2 0 L 1.07 1.07
1.25 1.25
Total load: 2.50 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.758 kNm at 1.21 m. from R1
Maximum S.F. = 1.25 kN at R1
Total deflection = 0.465 x 108/EI at 1.21 m. from R1 (E in N/mm2, I in cm4)
2 2 S.F. kN
B.M. kNm
1
1 0
1 2
-1
0
-2 1 2
1.25 1.25 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.758 x 1000/187.5 = 4.04 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.25 x 1000 x 3/2 x 50 x 150 = 0.25 N/mm2 OK
Deflection
Bending deflection = 0.465 x 108/8,800 x 1,406 = 3.76 mm
Mid-span shear deflection = 1.2 x 0.758 x 106/((E/16) x 50 x 150) = 0.22 mm
Total deflection = 3.76 + 0.22 = 3.98 mm (0.0016 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 17
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: M1 Span: 0.34 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.03 0.03 UT Partition 0.6X1.8 0 L 0.18 0.18
0.21 0.21
Total load: 0.42 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.018 kNm at 0.17 m. from R1
Maximum S.F. = 0.209 kN at R1
Total deflection = 0.000 x 108/EI at 0.17 m. from R1 (E in N/mm2, I in cm4)
2 1 S.F. kN
B.M. kNm
1 0
0
-1
0.21 0.21 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 5.2 kg/m approx
z = 352.5 cm3 I = 2,644 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.018 x 1000/352.5 = 0.05 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 0.209 x 1000 x 3/2 x 94 x 150 = 0.02 N/mm2 OK
Deflection
Bending deflection = 0.000 x 108/6,612 x 2,644 = 0.00 mm
Mid-span shear deflection = 1.2 x 0.018 x 106/((E/16) x 94 x 150) = 0.00 mm
Total deflection = 0.00 + 0.00 = 0.00 mm (0.0000 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 18
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: M2 Span: 0.34 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.03 0.03 UTPitched roof 1.7x3.645/2 0 L 0.53 0.53 UTPartition 0.6X1.7 0 L 0.17 0.17
0.73 0.73
Total load: 1.45 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.062 kNm at 0.17 m. from R1
Maximum S.F. = 0.726 kN at R1
Total deflection = 0.001 x 108/EI at 0.17 m. from R1 (E in N/mm2, I in cm4)
5 1 S.F. kN
B.M. kNm
4
3
0 2
1
0
-1
0.73 0.73 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 150 C16 5.2 kg/m approx
z = 352.5 cm3 I = 2,644 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 0.062 x 1000/352.5 = 0.17 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 0.726 x 1000 x 3/2 x 94 x 150 = 0.08 N/mm2 OK
Deflection
Bending deflection = 0.001 x 108/6,612 x 2,644 = 0.00 mm
Mid-span shear deflection = 1.2 x 0.062 x 106/((E/16) x 94 x 150) = 0.01 mm
Total deflection = 0.00 + 0.01 = 0.02 mm (0.0000 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 19
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F2 Span: 2.427 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.18 0.18 UT Floor 2.2X0.4/2 0 L 0.53 0.53 UT Partition 0.6X2.2 0 L 1.60 1.60 PT React B/F 1.04 [B/F] 0.886 0.66 0.38
2.98 2.70
Total load: 5.67 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 1.90 kNm at 1.01 m. from R1
Maximum S.F. = 2.98 kN at R1
Total deflection = 1.14 x 108/EI at 1.19 m. from R1 (E in N/mm2, I in cm4)
3 S.F. kN 1.04
B.M. kNm 2 2
1
0 1
1 2 -1
-2
0
-3 1 2
2.98 2.70 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 175 C16 6.1 kg/m approx
z = 479.8 cm3 I = 4,198 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.061 x 1.1 = 6.19 N/mm2
Applied bending stress, sm,a = 1.90 x 1000/479.8 = 3.97 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 2.98 x 1000 x 3/2 x 94 x 175 = 0.27 N/mm2 OK
Deflection
Bending deflection = 1.14 x 108/6,612 x 4,198 = 4.11 mm
Mid-span shear deflection = 1.2 x 1.87 x 106/((E/16) x 94 x 175) = 0.33 mm
Total deflection = 4.11 + 0.33 = 4.44 mm (0.0018 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 20
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F2 COM Span: 2.677 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.20 0.20 UT Floor 2.2X0.8/2 0 L 1.18 1.18 PT React B/F 0.73 [B/F] 0.519 0.58 0.14 PT React B/F 0.73 [B/F] 0.519 0.58 0.14
2.55 1.66
Total load: 4.21 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 1.34 kNm at 1.07 m. from R1
Maximum S.F. = 2.55 kN at R1
Total deflection = 1.01 x 108/EI at 1.29 m. from R1 (E in N/mm2, I in cm4)
2 3 S.F. kN
B.M. kNm
2
1.45
1 1
0
1 2
-1
0
-2 1 2
2.55 1.66 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 175 C16 3.2 kg/m approx
z = 255.2 cm3 I = 2,233 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.061 x 1.1 = 6.19 N/mm2
Applied bending stress, sm,a = 1.34 x 1000/255.2 = 5.24 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 2.55 x 1000 x 3/2 x 50 x 175 = 0.44 N/mm2 OK
Deflection
Bending deflection = 1.01 x 108/8,800 x 2,233 = 5.14 mm
Mid-span shear deflection = 1.2 x 1.30 x 106/((E/16) x 50 x 175) = 0.32 mm
Total deflection = 5.14 + 0.32 = 5.47 mm (0.0020 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 21
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F3 Span: 2.677 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.20 0.20 UT Floor 2.2X0.8/2 0 L 1.18 1.18 UT Partition 0.6X2.4 0 L 1.93 1.93 PT React B/F 0.21 [B/F] 1.252 0.11 0.10 PT React B/F 0.73 [B/F] 0.519 0.58 0.14 PT React B/F 0.73 [B/F] 0.519 0.58 0.14
4.59 3.69
Total load: 8.27 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 2.74 kNm at 1.25 m. from R1
Maximum S.F. = 4.59 kN at R1
Total deflection = 2.06 x 108/EI at 1.32 m. from R1 (E in N/mm2, I in cm4)
3 S.F. kN 1.45 0.21
4 B.M. kNm
2 2
0 1
1 2
-2
0
-4 1 2
4.59 3.69 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 47 x 175 C16 + 5 x 150 flitch plate 12.0 kg/m approx
z = 479.8 cm3 I = 4,198 cm4 Flitch plate z = 18.8 cm3 I = 141 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.1
Loading 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. See TRADA guidance document GD9, 2008, for more information.
EIsteel = 205,000 x 141 x 104 = 288 x 109 Nmm2
Calculate K8A (modified K8 as per TRADA GD9)
Using Emean, EItimber = 8,800 x 4,198 x 104 = 369 x 109 Nmm2
Timber carries 369/(369+288) = 0.562 of total load (in worst case)
K8A = 1.04 (EIsteel >= 0.2EItotal and EIsteel <= 0.8EItotal)
Calculate effect of bolt holes
M16 bolts, centres offset 50 mm from beam centre line: assume 17 mm holes To allow for holes factor bending stresses by 1.186 (timber) and 1.308 (steel) N.B. Bolts are less than 4D from edge of timber members (37mm) - further check necessary N.B. Bolts are less than 2D from edge of flitch plate (25mm) - further check necessary
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8A = 5.3 x 1.00 x 1.061 x 1.04 = 5.85 N/mm2
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 22
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Applied bending stress, sm,a = 0.562 x 2.74 x 1.186 x 1000/479.8 = 3.81 N/mm2 OK
Shear
Permissible shear stress, tadm = 0.67 x 1.04 = 0.70 N/mm2
Applied shear stress, ta = 0.562 x 4.587 x 1000 x 3/(2 x 94 x 175) = 0.23 N/mm2 OK
Deflection:
Using Emin x K9 (2 members) Timber EI = 5,800 x 1.14 x 4,198 x 104 = 278 x 109 Nmm2
Timber carries 278/(278+288) = 0.491 of total load (average case)
Bending deflection = 0.491 x 2.06 x 108/(6,611 x 4,198) = 3.63 mm
Mid-span shear deflection = 0.491 x 1.2 x 2.72 x 106/(E/16) x 94 x 175 = 0.24 mm
Total deflection = 3.63 + 0.24 = 3.87 mm (0.0014 L) OK
Creep:
Note that this calculation simplifies the Annex K calculation by taking all live loads as the leading live load rather than just the primary one if more than one
Service class 1 (dry) assumed: kdef = 0.6 y2 = 0.3 (domestic)
Loads are assumed to be 25.0% dead; 75.0% live
Efin = Einst x (Defldead + Defllive)/(Defldead (1+ kdef) + Defllive (1 + y2.kdef)) = Einst x 0.778
Emin,fin = 5,800 x 1.14 x 0.778 = 5,146 N/mm2
Timber Emin,fin I = 5,146 x 4,198 x 104 = 216 x 109 Nmm2
Long term/instantaneous deflection = (278 + 288) / (216 + 288) = 1.12
Final deflection = 3.87 x 1.12 = 4.34 mm (0.0013 L) OK
Check flitch plate:
Using Emin,fin for timber, flitch plate carries 288/(216 + 288) = 0.572 of total load
Per TRADA GD9 factor load by 1.10 to allow for slip and shear deflection in plate
Flitch plate fbc = 0.572 x 2.74 x 1.10 x 1.308 x 1000/18.8 = 120.3 N/mm2 OK Bolting:
Use M16 4.6 bolts. Bolt numbers are calculated assuming worst case load on flitch plate
Load capacity per bolt in double shear = 6.93kN (BS5268 eq. G.7 - limiting value)
(G.7: 6.93kN; G.8: 20.0kN; G.9: 7.21kN; G.10: 10.2kN)
Fd=1350; My,d=196,608Nmm; pk=310kg/m3; K90=1.59; fh,0,d=9.895; fh,1,d=6.223; B and Ka taken as 1.0
Bearings: R1 (4.59kN): Required number of bolts = 0.542 x 4.59/6.93 = 0.36 i.e. 1 bolt min. R2 (3.69kN): Required number of bolts = 0.542 x 3.69/6.93 = 0.29 i.e. 1 bolt min.
For load transference a minimum of 1 bolt is also required across the span
Recommended bolting pattern across span: Bolts at max 437 mm max c/s, alternately set 50mm above and below centre line of beam with an additional centred bolt at each significant point load position.
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 23
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: F3 COM Span: 2.677 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.20 0.20 UT Floor 2.2X0.8/2 0 L 1.18 1.18 PT React B/F 0.21 [B/F] 1.252 0.11 0.10 PT React B/F 0.21 [B/F] 1.252 0.11 0.10 PT React B/F 0.73 [B/F] 0.519 0.58 0.14 PT React B/F 0.73 [B/F] 0.519 0.58 0.14
2.77 1.86
Total load: 4.63 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 1.60 kNm at 1.25 m. from R1
Maximum S.F. = 2.77 kN at R1
Total deflection = 1.18 x 108/EI at 1.29 m. from R1 (E in N/mm2, I in cm4)
2 3 S.F. kN
B.M. kNm
2
1.45 0.42
1 1
0
1 2
-1
0
-2 1 2
2.77 1.86 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 75 x 175 C16 4.9 kg/m approx
z = 382.8 cm3 I = 3,350 cm4
Timber grade: C16 Load sharing system: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.1
E = 8,800 N/mm2 (Emean)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.061 x 1.1 = 6.19 N/mm2
Applied bending stress, sm,a = 1.60 x 1000/382.8 = 4.18 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 2.77 x 1000 x 3/2 x 75 x 175 = 0.32 N/mm2 OK
Deflection
Bending deflection = 1.18 x 108/8,800 x 3,350 = 3.99 mm
Mid-span shear deflection = 1.2 x 1.56 x 106/((E/16) x 75 x 175) = 0.26 mm
Total deflection = 3.99 + 0.26 = 4.25 mm (0.0016 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 24
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: P3 Span: 1.709 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.13 0.13 UTDouble glazed Roof 1.0X0.8 0 L 0.68 0.68
0.81 0.81
Total load: 1.62 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 0.347 kNm at 0.85 m. from R1
Maximum S.F. = 0.812 kN at R1
Total deflection = 0.106 x 108/EI at 0.85 m. from R1 (E in N/mm2, I in cm4)
1 S.F. kN
1 B.M. kNm
0
1
0
-1 1
0.81 0.81 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 150 C16 2.8 kg/m approx
z = 187.5 cm3 I = 1,406 cm4
Timber grade: C16 Single member: No load sharing
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.0
E = 5,800 N/mm2 (Emin)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.0 = 5.72 N/mm2
Applied bending stress, sm,a = 0.347 x 1000/187.5 = 1.85 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.0 = 0.67 N/mm2
Applied shear stress, ta = 0.812 x 1000 x 3/2 x 50 x 150 = 0.16 N/mm2 OK
Deflection
Bending deflection = 0.106 x 108/5,800 x 1,406 = 1.29 mm
Mid-span shear deflection = 1.2 x 0.347 x 106/((E/16) x 50 x 150) = 0.15 mm
Total deflection = 1.29 + 0.15 = 1.45 mm (0.0008 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 25
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: P2 Span: 2.4 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.18 0.18 UTRoof 1.7X0.819/2 0 L 0.84 0.84 UTRoof 1.7X0.775/2 0 L 0.79 0.79
1.81 1.81
Total load: 3.61 kN
Load types: U:UDL T: Total (positions in m. from R1)
Maximum B.M. = 1.08 kNm at 1.20 m. from R1
Maximum S.F. = 1.81 kN at R1
Total deflection = 0.650 x 108/EI at 1.20 m. from R1 (E in N/mm2, I in cm4)
2 2 S.F. kN
B.M. kNm
1
1 0
1 2
-1
0 -2 1 2
1.81 1.81 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 50 x 175 C16 3.2 kg/m approx
z = 255.2 cm3 I = 2,233 cm4
Timber grade: C16 Single member: No load sharing
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.0
E = 5,800 N/mm2 (Emin)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.061 x 1.0 = 5.62 N/mm2
Applied bending stress, sm,a = 1.08 x 1000/255.2 = 4.25 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.0 = 0.67 N/mm2
Applied shear stress, ta = 1.81 x 1000 x 3/2 x 50 x 175 = 0.31 N/mm2 OK
Deflection
Bending deflection = 0.650 x 108/5,800 x 2,233 = 5.02 mm
Mid-span shear deflection = 1.2 x 1.08 x 106/((E/16) x 50 x 175) = 0.41 mm
Total deflection = 5.02 + 0.41 = 5.43 mm (0.0023 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 26
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: P1 Span: 2.595 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UT o.w. 0.15 0 L 0.19 0.19 PT React B/F 0.81 [B/F] 0.86 0.54 0.27 PT React B/F 0.81 [B/F] 0.86 0.54 0.27 PT React B/F 0.81 [B/F] 1.773 0.26 0.55 PT React B/F 0.81 [B/F] 1.773 0.26 0.55
1.79 1.84
Total load: 3.64 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 1.49 kNm at 1.14 m. from R1
Maximum S.F. = -1.84 kN at R2
Total deflection = 1.08 x 108/EI at 1.30 m. from R1 (E in N/mm2, I in cm4)
1 2 S.F. kN
B.M. kNm
1
0
1 2 1.62 1.62
-1
0
-2 1 2
1.79 1.84 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 50 x 150 C16 5.6 kg/m approx
z = 375.0 cm3 I = 2,813 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.079 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.079 x 1.1 = 6.29 N/mm2
Applied bending stress, sm,a = 1.49 x 1000/375.0 = 3.98 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.84 x 1000 x 3/2 x 100 x 150 = 0.18 N/mm2 OK
Deflection
Bending deflection = 1.08 x 108/6,612 x 2,813 = 5.79 mm
Mid-span shear deflection = 1.2 x 1.49 x 106/((E/16) x 100 x 150) = 0.29 mm
Total deflection = 5.79 + 0.29 = 6.08 mm (0.0023 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 27
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Calculations for timber post/stud to BS5268 Part 2: 2002 using C16 timber
Location: Loft post
Pos Load Total kN
A T1 Reaction 15.00 Total load 15.00
Member length = 2.4m. Effective lengths: LEx = 1.0L = 2.4 m. LEy = 1.0L = 2.4 m.
Use: 100 x 100 C16
Cross sectional area = 10,000 mm2 Zxx = 166.7 cm3
K3 (loading duration factor) = 1.00 K8 (load sharing factor) = 1.0
Slenderness is critical about the yy axis ryy = 100/12 = 28.9 mm
Slenderness ratio, lyy = 2.4 x 1000/28.9 = 83.1
Grade permissible compressive stress, sc,g = 6.8 N/mm2
Compressive stress used to determine K12, sc,g.K3 = 6.8 x 1.00 = 6.80 N/mm2
E value used to determine K12 = 5,800 N/mm2 (Emin)
K12 (compression modification factor) = 0.489
Permissible compressive stress, sc,adm = 6.80 x 0.489 = 3.33 N/mm2
Applied compressive stress, sc,a = 15.00 x 1000/10,000 = 1.50 N/mm2 OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 28
KB27BM: job number Client copy
4.56j 440665 Printed 24 Jun 2010
Beam: H1 Span: 3.048 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UTo.w. 0.15 0 L 0.23 0.23 UTEnclosure 0.7x0.576 0 L 0.61 0.61 PTBeam: P1 : R2 1.84 [B/F] 1.524 0.92 0.92
1.76 1.76
Total load: 3.53 kN
Load types: U:UDL P:PL T: Total (positions in m. from R1)
Maximum B.M. = 2.04 kNm at 1.52 m. from R1
Maximum S.F. = 1.76 kN at R1
Total deflection = 1.71 x 108/EI at 1.52 m. from R1 (E in N/mm2, I in cm4)
1 3 S.F. kN
B.M. kNm
2
1.84
1
0
1 2 3
-1
0
-2 1 2 3
1.76 1.76 Beam loading Shear force and bending moment
Timber beam calculation to BS5268 Part 2: 2002 using C16 timber
Use 2no 50 x 175 C16 6.5 kg/m approx
z = 510.4 cm3 I = 4,466 cm4
Timber grade: C16 2 members acting together: K8 = 1.1
K3 (loading duration factor) = 1.00 K7 (depth factor) = 1.061 K8 (load sharing factor) = 1.1
E = 5,800 x 1.14 = 6,612 N/mm2 (Emin.K9)
Bending
Permissible bending stress, sm,adm = sm,g.K3.K7.K8 = 5.3 x 1.00 x 1.061 x 1.1 = 6.19 N/mm2
Applied bending stress, sm,a = 2.04 x 1000/510.4 = 4.00 N/mm2 OK
Shear
Permissible shear stress, tadm,// = tg,//.K3.K8 = 0.67 x 1.00 x 1.1 = 0.74 N/mm2
Applied shear stress, ta = 1.76 x 1000 x 3/2 x 100 x 175 = 0.15 N/mm2 OK
Deflection
Bending deflection = 1.71 x 108/6,612 x 4,466 = 5.78 mm
Mid-span shear deflection = 1.2 x 2.05 x 106/((E/16) x 100 x 175) = 0.34 mm
Total deflection = 5.78 + 0.34 = 6.12 mm (0.0020 L) <=0.003L OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 29
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: chimney support steel Span: 2.674 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
UD o.w. 0.3 0 L 0.40 0.40 RL Chimney 4.7x2.683 0 0.849 9.01 1.70 VL Chimney 4.7x1.784 0.849 3.6x0.1 2.333 3.18 3.31
Unfactored reactions (kN) Total: 12.59 5.41 Dead: 0.40 0.40 Live: 12.19 5.01
Total load: 18.00/28.63 kN Unfactored/Factored Factored reactions: 20.06 8.58
Load types: U:UDL R:Part UDL V:Variable load D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 9.86 kNm at 1.05 m. from R1
Maximum S.F. (factored) = 20.1 kN at R1
Live load deflection = 4.24 x 108/EI at 1.27 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 4.44 x 108/EI at 1.27 m. from R1
S.F. kN 15
B.M. kNm 20
10 10
0 5
1 2
-10 0
1 2
0.40 (D) 0.40 (D) Beam loading Shear force and bending moment 12.19 (L) 5.01 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 152 x 152 x 30 UC S275
D=157.6 mm B=152.9 mm t=6.5 mm T=9.4 mm Ix=1,750 cm4 ry=3.83 cm Sx=248 cm3
Section classification: T = 9.4mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 76.4/9.4 = 8.13 (<=9e: Class 1 plastic)
Web: d/t = 123.6/6.5 = 19.0 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 6.5 x 157.6/1000 = 169 kN (>=20.1) OK
Maximum moment = 9.855 kNm at 1.05 m. from R1
Moment capacity, Mc = py.Sx = 275 x 248/1000 = 68.20 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 3.52m Slenderness, l (LE/ry) = 3.52 x 100/3.83 = 92.01 Buckling parameter (u) = 0.849 Slenderness factor (v) = 0.784 (x = 16.0; l/x = 5.75)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 61.21
Bending strength, pb = 210.2 N/mm2
Maximum moment within segment, Mx = 9.855 kNm
Equivalent uniform moment factor, mLT = 0.895 (M2=8.81, M3=9.38, M4=5.56) Equivalent uniform moment = 0.895 x 9.855 = 8.816 kNm
Buckling resistance moment, Mb = pb.Sx = 210.2 x 248/1000 = 52.13 kNm OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 30
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Check unstiffened web capacities with loads of 20.06 kN and 8.577 kN
C1 = 60.8 kN; C2 = 1.79 kN/mm; C4 = 382; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 60.8kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 60.8kN: no minimum stiff bearing length required
LL deflection = 4.245 x 1e8/205,000 x 1750 = 1.2 mm (L/2260) OK TL deflection = 4.444 x 1e8/205,000 x 1750 = 1.2 mm (L/2159)
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 31
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T1 Span: 4.234 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.37 0 L 0.78 0.78 ULPitched roof 1.7X2.084/2 0 L 3.75 3.75 RLFlat roof lead 2.0x2.483/2 1.254 3.330 2.36 2.79 RLPitched roof 1.7x2.493/2 0 1.254 2.26 0.39 RLPitched roof 1.7x2.493/2 3.330 L 0.20 1.71 PLReact B/F 1.29 [B/F] 0.00 1.29 0.00 PLReact B/F 3.66 [B/F] 0.858 2.92 0.74 PLReact B/F 3.66 [B/F] 2.978 1.08 2.57 PLReact B/F 1.29 [B/F] 3.827 0.12 1.17
Unfactored reactions (kN) Total: 14.78 13.91 Dead: 0.00 0.00
Live: 14.78 13.91
Total load: 28.69/45.90 kN Unfactored/Factored Factored reactions: 23.65 22.25
Load types: U:UDL R:Part UDL P:PL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 22.9 kNm at 2.23 m. from R1
Maximum S.F. (factored) = 23.6 kN at R1
Live load deflection = 27.3 x 108/EI at 2.12 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 27.3 x 108/EI at 2.12 m. from R1
30 S.F. kN
B.M. kNm 20
3.66 (L)1.29 (L) 1.29 (L)3.66 (L)
10
4 0
1 2 3 4 -10 2
-20
0
-30 1 2 3 4
0.00 (D) 0.00 (D) Beam loading Shear force and bending moment 14.78 (L) 13.91 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 152 x 152 x 37 UC S275
D=161.8 mm B=154.4 mm t=8.0 mm T=11.5 mm Ix=2,210 cm4 ry=3.87 cm Sx=309 cm3
Section classification: T = 11.5mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 77.2/11.5 = 6.71 (<=9e: Class 1 plastic)
Web: d/t = 123.6/8.0 = 15.4 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 8.0 x 161.8/1000 = 214 kN (>=23.6) OK
Maximum moment = 22.88 kNm at 2.23 m. from R1
Moment capacity, Mc = py.Sx = 275 x 309/1000 = 84.97 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 5.40m Slenderness, l (LE/ry) = 5.40 x 100/3.87 = 139.6 Buckling parameter (u) = 0.849 Slenderness factor (v) = 0.626 (x = 13.3; l/x = 10.5)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 74.22
Bending strength, pb = 178.3 N/mm2
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 32
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Maximum moment within segment, Mx = 22.88 kNm
Equivalent uniform moment factor, mLT = 0.937 (M2=17.9, M3=22.8, M4=18.4) Equivalent uniform moment = 0.937 x 22.88 = 21.43 kNm
Buckling resistance moment, Mb = pb.Sx = 178.3 x 309/1000 = 55.08 kNm OK
Check unstiffened web capacities with loads of 23.65 kN and 22.25 kN
C1 = 84.0 kN; C2 = 2.20 kN/mm; C4 = 712; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 27.33 x 1e8/205,000 x 2210 = 6.0 mm (L/702) OK TL deflection = 27.33 x 1e8/205,000 x 2210 = 6.0 mm (L/702)
Bearing details
152x152x37 UC stiff bearing length, b1 = t + 1.6r + 2T = 43.2 mm
R1: User-entered
Factored reaction = 0.00 x 1.4 + 14.78 x 1.6 = 23.65 kN
Connection cleat to brick work support laterally
R2: 350 x 100 x 175h mm padstone (minimum padstone height if unreinforced: 154 mm)
Factored reaction = 0.00 x 1.4 + 13.91 x 1.6 = 22.25 kN
Local design strength of masonry (factored) = 0.700 N/mm2 (User-ented value)
Factored stress under padstone = 22.25 x 1000/350 x 100 = 0.64 N/mm2
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 33
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T2 Span: 4.616 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.46 0 L 1.06 1.06 ULFloor 2.2x2.677/2 0 L 6.80 6.80 ULFloor 2.2x2.427/2 0 L 6.16 6.16 PLReact B/F 2.98 [B/F] 1.147 2.24 0.74 PLReact B/F 3.48 [B/F] 1.581 2.29 1.19 PLRidge post 14.8 1.147 11.12 3.68 PDBm: chimney support : R1 0.40 [B/F] 0.366 0.37 0.03 PLBm: chimney support : R1 12.19 [B/F] 0.366 11.22 0.97
Unfactored reactions (kN) Total: 41.26 20.63 Dead: 0.37 0.03 Live: 40.89 20.60
Total load: 61.89/98.94 kN Unfactored/Factored Factored reactions: 65.94 33.00
Load types: U:UDL P:PL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 55.4 kNm at 1.58 m. from R1
Maximum S.F. (factored) = 65.9 kN at R1
Live load deflection = 73.2 x 108/EI at 2.15 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 73.4 x 108/EI at 2.15 m. from R1
80 S.F. kN 0.40 (D)
B.M. kNm 12.19 (L) 17.78 (L) 3.48 (L) 60
6 40
4 20
0 2
1 2 3 4 -20
0 -40 1 2 3 4
0.37 (D) 0.03 (D) Beam loading Shear force and bending moment 40.89 (L) 20.60 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 203 x 203 x 46 UC S275
D=203.2 mm B=203.6 mm t=7.2 mm T=11.0 mm Ix=4,570 cm4 ry=5.13 cm Sx=497 cm3
Section classification: T = 11.0mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 101.8/11.0 = 9.25 (<=10e: Class 2 compact)
Web: d/t = 160.8/7.2 = 22.3 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 7.2 x 203.2/1000 = 241 kN (>=65.9) OK
Maximum moment = 55.39 kNm at 1.58 m. from R1
Moment capacity, Mc = py.Sx = 275 x 497/1000 = 136.7 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 5.95m Slenderness, l (LE/ry) = 5.95 x 100/5.13 = 115.9 Buckling parameter (u) = 0.846 Slenderness factor (v) = 0.751 (x = 17.7; l/x = 6.55)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 73.64
Bending strength, pb = 179.6 N/mm2
Maximum moment within segment, Mx = 55.39 kNm
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 34
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Equivalent uniform moment factor, mLT = 0.885 (M2=53.6, M3=50.3, M4=31.6) Equivalent uniform moment = 0.885 x 55.39 = 49.00 kNm
Buckling resistance moment, Mb = pb.Sx = 179.6 x 497/1000 = 89.28 kNm OK
Check unstiffened web capacities with loads of 65.94 kN and 33.00 kN
C1 = 84.0 kN; C2 = 1.98 kN/mm; C4 = 399; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 73.19 x 1e8/205,000 x 4570 = 7.8 mm (L/591) OK
TL deflection = 73.39 x 1e8/205,000 x 4570 = 7.8 mm (L/589)
Bearing details
203x203x46 UC stiff bearing length, b1 = t + 1.6r + 2T = 45.5 mm
Local design strength of masonry (factored) = 0.700 N/mm2 (User-entered value)
R1: 950 x 100 x 475h mm padstone (minimum padstone height if unreinforced: 453 mm)
Factored reaction = 0.37 x 1.4 + 40.89 x 1.6 = 65.94 kN
Factored stress under padstone = 65.94 x 1000/950 x 100 = 0.69 N/mm2
R2: 500 x 100 x 250h mm padstone (minimum padstone height if unreinforced: 228 mm)
Factored reaction = 0.03 x 1.4 + 20.60 x 1.6 = 33.00 kN
Factored stress under padstone = 33.00 x 1000/500 x 100 = 0.66 N/mm2
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 35
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T3 Span: 4.616 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.46 0 L 1.06 1.06 ULFloor 2.2x2.677/2 0 L 6.80 6.80 ULRoof 1.7x3.645/2 0 L 7.15 7.15 ULCeiling 0.2x0.935/2 0 L 0.22 0.22 PLReact B/F 3.75 [B/F] 1.581 2.47 1.29
Unfactored reactions (kN) Total: 17.69 16.51 Dead: 0.00 0.00 Live: 17.69 16.51
Total load: 34.20/54.73 kN Unfactored/Factored Factored reactions: 28.31 26.42
Load types: U:UDL P:PL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 33.1 kNm at 2.11 m. from R1
Maximum S.F. (factored) = 28.3 kN at R1
Live load deflection = 45.7 x 108/EI at 2.27 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 45.7 x 108/EI at 2.27 m. from R1
40 S.F. kN
B.M. kNm 3.75 (L)
20
6
0 4 1 2 3 4
2 -20
0
-40 1 2 3 4
0.00 (D) 0.00 (D) Beam loading Shear force and bending moment 17.69 (L) 16.51 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 152 x 152 x 37 UC S275
D=161.8 mm B=154.4 mm t=8.0 mm T=11.5 mm Ix=2,210 cm4 ry=3.87 cm Sx=309 cm3
Section classification: T = 11.5mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 77.2/11.5 = 6.71 (<=9e: Class 1 plastic)
Web: d/t = 123.6/8.0 = 15.4 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 8.0 x 161.8/1000 = 214 kN (>=28.3) OK
Maximum moment = 33.06 kNm at 2.11 m. from R1
Moment capacity, Mc = py.Sx = 275 x 309/1000 = 84.97 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 5.86m Slenderness, l (LE/ry) = 5.86 x 100/3.87 = 151.5 Buckling parameter (u) = 0.849 Slenderness factor (v) = 0.605 (x = 13.3; l/x = 11.4)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 77.75
Bending strength, pb = 170.0 N/mm2
Maximum moment within segment, Mx = 33.06 kNm
Equivalent uniform moment factor, mLT = 0.920 (M2=25.6, M3=32.9, M4=23.5) Equivalent uniform moment = 0.920 x 33.06 = 30.41 kNm
Buckling resistance moment, Mb = pb.Sx = 170.0 x 309/1000 = 52.52 kNm OK
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 36
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Check unstiffened web capacities with loads of 28.31 kN and 26.42 kN
C1 = 84.0 kN; C2 = 2.20 kN/mm; C4 = 712; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 45.67 x 1e8/205,000 x 2210 = 10.1 mm (L/458) OK TL deflection = 45.67 x 1e8/205,000 x 2210 = 10.1 mm (L/458)
Bearing details
152x152x37 UC stiff bearing length, b1 = t + 1.6r + 2T = 43.2 mm
Local design strength of masonry (factored) = 0.700 N/mm2 (User-entered value)
R1: 450 x 100 x 225h mm padstone (minimum padstone height if unreinforced: 204 mm)
Factored reaction = 0.00 x 1.4 + 17.69 x 1.6 = 28.31 kN
Factored stress under padstone = 28.31 x 1000/450 x 100 = 0.63 N/mm2
R2: 400 x 100 x 200h mm padstone (minimum padstone height if unreinforced: 179 mm)
Factored reaction = 0.00 x 1.4 + 16.51 x 1.6 = 26.42 kN
Factored stress under padstone = 26.42 x 1000/400 x 100 = 0.66 N/mm2
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 37
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T4 Span: 4.616 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.46 0 L 1.06 1.06 ULFloor 2.2x2.427/2 0 L 6.16 6.16 ULCeiling 0.2x1.240/2 0 L 0.29 0.29 ULPartition 0.6x1.6 0 L 2.22 2.22 RLPitched Roof 1.7X3.645/2 0 1.366 3.61 0.63 RLDormer face 1.1x2.4 1.366 3.365 2.57 2.70 RLFlat roof lead 2.0X3.645/2 0 1.366 4.24 0.74 RLPitched Roof 1.7X3.645/2 3.365 L 0.53 3.35 PLReact B/F 2.70 [B/F] 1.195 2.00 0.70 PDBm: chimney support : R2 0.40 [B/F] 0.366 0.37 0.03 PLBm: chimney support : R2 5.01 [B/F] 0.366 4.61 0.40
Unfactored reactions (kN) Total: 27.65 18.27 Dead: 0.37 0.03 Live: 27.28 18.24
Total load: 45.92/73.40 kN Unfactored/Factored Factored reactions: 44.17 29.23
Load types: U:UDL R:Part UDL P:PL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 37.1 kNm at 2.03 m. from R1
Maximum S.F. (factored) = 44.2 kN at R1
Live load deflection = 52.1 x 108/EI at 2.23 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 52.3 x 108/EI at 2.23 m. from R1
0.40 (D) 60 S.F. kN 5.01 (L) 2.70 (L)
B.M. kNm
40 10
20
5
0
1 2 3 4
-20 0
1 2 3 4
0.37 (D) 0.03 (D) Beam loading Shear force and bending moment 27.28 (L) 18.24 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 152 x 152 x 37 UC S275
D=161.8 mm B=154.4 mm t=8.0 mm T=11.5 mm Ix=2,210 cm4 ry=3.87 cm Sx=309 cm3
Section classification: T = 11.5mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 77.2/11.5 = 6.71 (<=9e: Class 1 plastic)
Web: d/t = 123.6/8.0 = 15.4 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 8.0 x 161.8/1000 = 214 kN (>=44.2) OK
Maximum moment = 37.11 kNm at 2.03 m. from R1
Moment capacity, Mc = py.Sx = 275 x 309/1000 = 84.97 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 5.86m Slenderness, l (LE/ry) = 5.86 x 100/3.87 = 151.5 Buckling parameter (u) = 0.849 Slenderness factor (v) = 0.605 (x = 13.3; l/x = 11.4)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 77.75
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 38
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Bending strength, pb = 170.0 N/mm2
Maximum moment within segment, Mx = 37.11 kNm
Equivalent uniform moment factor, mLT = 0.931 (M2=32.5, M3=36.7, M4=25.9) Equivalent uniform moment = 0.931 x 37.11 = 34.55 kNm
Buckling resistance moment, Mb = pb.Sx = 170.0 x 309/1000 = 52.52 kNm OK
Check unstiffened web capacities with loads of 44.17 kN and 29.23 kN
C1 = 84.0 kN; C2 = 2.20 kN/mm; C4 = 712; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 52.13 x 1e8/205,000 x 2210 = 11.5 mm (L/401) OK TL deflection = 52.33 x 1e8/205,000 x 2210 = 11.5 mm (L/400)
Bearing details
152x152x37 UC stiff bearing length, b1 = t + 1.6r + 2T = 43.2 mm
Local design strength of masonry (factored) = 0.700 N/mm2 (User-entered value)
R1: 650 x 100 x 325h mm padstone (minimum padstone height if unreinforced: 304 mm)
Factored reaction = 0.37 x 1.4 + 27.28 x 1.6 = 44.17 kN
Factored stress under padstone = 44.17 x 1000/650 x 100 = 0.68 N/mm2
R2: 450 x 100 x 225h mm padstone (minimum padstone height if unreinforced: 204 mm)
Factored reaction = 0.03 x 1.4 + 18.24 x 1.6 = 29.23 kN
Factored stress under padstone = 29.23 x 1000/450 x 100 = 0.65 N/mm2
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 39
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T5 Span: 2.505 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.86 0 L 1.08 1.08 ULFloor 2.2x2.523/2 0 L 3.48 3.48 ULRoof 1.7X0.4/2 0 L 0.43 0.43 ULCeiling 0.2x2.523/2 0 L 0.32 0.32 UL215mm Wall 4.7x2.61 0 L 15.36 15.36 ULPitched roof 1.7x0.819/2 0 L 0.87 0.87
Unfactored reactions (kN) Total: 21.53 21.53 Dead: 0.00 0.00 Live: 21.53 21.53
Total load: 43.06/68.90 kN Unfactored/Factored Factored reactions: 34.45 34.45
Load types: U:UDL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 21.6 kNm at 1.25 m. from R1
Maximum S.F. (factored) = 34.5 kN at R1
Live load deflection = 8.81 x 108/EI at 1.25 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 8.81 x 108/EI at 1.25 m. from R1
40 S.F. kN
B.M. kNm
20
15
0 10
1 2
5 -20
0
-40 1 2
0.00 (D) 0.00 (D) Beam loading Shear force and bending moment 21.53 (L) 21.53 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 203 x 203 x 46 UC S275
D=203.2 mm B=203.6 mm t=7.2 mm T=11.0 mm Ix=4,570 cm4 ry=5.13 cm Sx=497 cm3
Section classification: T = 11.0mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 101.8/11.0 = 9.25 (<=10e: Class 2 compact)
Web: d/t = 160.8/7.2 = 22.3 (<=80e: Class 1 plastic)
For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 7.2 x 203.2/1000 = 241 kN (>=34.5) OK
Maximum moment = 21.57 kNm at 1.25 m. from R1
Moment capacity, Mc = py.Sx = 275 x 497/1000 = 136.7 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 3.41m Slenderness, l (LE/ry) = 3.41 x 100/5.13 = 66.52 Buckling parameter (u) = 0.846 Slenderness factor (v) = 0.875 (x = 17.7; l/x = 3.76)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 49.24
Bending strength, pb = 239.8 N/mm2
Maximum moment within segment, Mx = 21.57 kNm
Equivalent uniform moment factor, mLT = 0.925 (M2=16.2, M3=21.6, M4=16.2) Equivalent uniform moment = 0.925 x 21.57 = 19.96 kNm
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 40
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Buckling resistance moment, Mb = pb.Sx = 239.8 x 497/1000 = 119.2 kNm OK
Check unstiffened web capacity with load of 34.45 kN
C1 = 84.0 kN; C2 = 1.98 kN/mm; C4 = 399; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 8.813 x 1e8/205,000 x 4570 = 0.9 mm (L/2663) OK TL deflection = 8.813 x 1e8/205,000 x 4570 = 0.9 mm (L/2663)
Bearing details
203x203x46 UC stiff bearing length, b1 = t + 1.6r + 2T = 45.5 mm
R1: 250 x 200 x 125h mm padstone (minimum padstone height if unreinforced: 103 mm)
Factored reaction = 0.00 x 1.4 + 21.53 x 1.6 = 34.45 kN
Local design strength of masonry (factored) = 0.700 N/mm2 (User-ented value)
Factored stress under padstone = 34.45 x 1000/250 x 200 = 0.69 N/mm2
R2: User-entered
Factored reaction = 0.00 x 1.4 + 21.53 x 1.6 = 34.45 kN
Direct Bearing on T6
Encase beam to provide half-hour fire resistance as per specification
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 41
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Beam: T6 Span: 3.669 m.
Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2comp
ULo.w. 0.46 0 L 0.84 0.84 ULCeiling 0.2x0.4/2 0 L 0.07 0.07 ULPitched roof 1.7x0.819/2 0 L 1.28 1.28 RL215mm Wall 4.7x2.61 0 2.523 20.31 10.64 RLFloor 2.2x0.4/2 0 2.523 0.73 0.38 RLRoof 1.7X2.62/2 0 2.523 3.69 1.93 PLReact B/F 21.53 [B/F] 2.523 6.73 14.81 PLReact B/F 1.79 [B/F] 1.883 0.87 0.92
Unfactored reactions (kN) Total: 34.52 30.88 Dead: 0.00 0.00 Live: 34.52 30.88
Total load: 65.39/104.63 kN Unfactored/Factored Factored reactions: 55.23 49.40
Load types: U:UDL R:Part UDL P:PL D: Dead; L: Live (positions in m. from R1)
Maximum B.M. (factored) = 58.5 kNm at 2.03 m. from R1
Maximum S.F. (factored) = 55.2 kN at R1
Live load deflection = 50.3 x 108/EI at 1.87 m. from R1 (E in N/mm2, I in cm4)
Total deflection = 50.3 x 108/EI at 1.87 m. from R1
20 S.F. kN 1.79 (L)21.53 (L) B.M. kNm
50 15
10 0
1 2 3
5
-50
0
1 2 3
0.00 (D) 0.00 (D) Beam loading Shear force and bending moment 34.52 (L) 30.88 (L)
Beam calculation to BS5950-1:2000 using S275 steel
SECTION SIZE : 203 x 203 x 46 UC S275
D=203.2 mm B=203.6 mm t=7.2 mm T=11.0 mm Ix=4,570 cm4 ry=5.13 cm Sx=497 cm3
Section classification: T = 11.0mm py = 275 N/mm2 e = 1 (Table 11) Flange: b/T = 101.8/11.0 = 9.25 (<=10e: Class 2 compact)
Web: d/t = 160.8/7.2 = 22.3 (<=80e: Class 1 plastic) For design purposes section classification is Class 2, compact
Shear capacity = 0.6 py.t.D = 0.6 x 275 x 7.2 x 203.2/1000 = 241 kN (>=55.2) OK
Maximum moment = 58.51 kNm at 2.03 m. from R1
Moment capacity, Mc = py.Sx = 275 x 497/1000 = 136.7 kNm OK
Beam is laterally restrained at supports only: effective length = 1.2L+2D
Effective length (LE) = 4.81m Slenderness, l (LE/ry) = 4.81 x 100/5.13 = 93.75 Buckling parameter (u) = 0.846 Slenderness factor (v) = 0.803 (x = 17.7; l/x = 5.30)
bw = 1.000 (Class 1/2 compact) Equivalent slenderness (lLT) = u.v.l.bw = 63.70
Bending strength, pb = 204.0 N/mm2
Maximum moment within segment, Mx = 58.51 kNm
Nigel Sharpe & Associates
404 RIPPLE ROAD BARKING ESSEX IG11 9RU 07984411708
Site: 27 Blackmores Grove, Teddington Made by SK
Job: Loft Conversion & Single Storey Rear Extension Page 42
KB27BM: job number Client copy
5.40j 532101 Printed 8 Aug 2010
Equivalent uniform moment factor, mLT = 0.911 (M2=39.8, M3=57.9, M4=44.5) Equivalent uniform moment = 0.911 x 58.51 = 53.29 kNm
Buckling resistance moment, Mb = pb.Sx = 204.0 x 497/1000 = 101.4 kNm OK
Check unstiffened web capacities with loads of 55.23 kN and 49.40 kN
C1 = 84.0 kN; C2 = 1.98 kN/mm; C4 = 399; K = min{0.5+(ae/1.4d),1.0}; pyw = 275N/mm2 (for derivation of C factors see Steelwork Design Guide to BS5950-1:2000 6th ed.)
Bearing capacity, Pw = C1+b1C2 (be taken as zero) Buckling capacity, Px = K(C4.Pw)
R1: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
R2: Unstiffened web bearing capacity, Pw = 84.0kN: no minimum stiff bearing length required
LL deflection = 50.26 x 1e8/205,000 x 4570 = 5.4 mm (L/684) OK
TL deflection = 50.26 x 1e8/205,000 x 4570 = 5.4 mm (L/684)
Bearing details
203x203x46 UC stiff bearing length, b1 = t + 1.6r + 2T = 45.5 mm
Local design strength of masonry (factored) = 0.700 N/mm2 (User-entered value)
R1: 400 x 200 x 200h mm padstone (minimum padstone height if unreinforced: 178 mm)
Factored reaction = 0.00 x 1.4 + 34.52 x 1.6 = 55.23 kN
Factored stress under padstone = 55.23 x 1000/400 x 200 = 0.69 N/mm2
R2: 650 x 200 x 325h mm padstone (minimum padstone height if unreinforced: 303 mm)
Factored reaction = 0.00 x 1.4 + 30.88 x 1.6 = 49.40 kN
Factored stress under padstone = 49.40 x 1000/650 x 200 = 0.38 N/mm2
Encase beam to provide half-hour fire resistance as per specification
