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12004 Calculations Reduced
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1 PJSmith 24/01/12 PJS 25/01/122345
DATE
Building Regulations Part A: 2010BS EN 1990: 2002 Basis of structural designBS EN 1991-1: Actions on structuresBS EN 1993-1-1: 2005 Design of steel structuresBS 5628-1:2005 Structural use of unreinforced masonry
Imposed Load = 1.5 kN/m2
Roof imposed Load = 0.6 kN/m2
Other relevant information
CLIENT PROJECT TITLE
Mr E Harvey 63 Baytree Road, Weston-super-Mare, BS22 8HNSUBJECT SHEET No
Structural Steelwork for Proposed Extension 1 of
ISSUE TOTALSHEETS AUTHOR DATE CHECKED BY
STRUCTURALCALCULATIONS
12004DOCUMENT No
DATE COMMENTS
SUPERSEDES DOC No
Relevant Building Regulations and Design Codes
Intended use of structureDomestic/Residential
Material data
Fire Resistance Requirements
General Loading Conditions
Wind Loading Conditions
Exposure Conditions
Subsoil Conditions
Foundation Type
Steel grade S275; Assumed masonry compressive strength 7.3 N/mm2
Not applicable
1 hour
From BS EN 1991-1: Actions on structure and relevant National Annex
Not Applicable
Internal environment
Not applicable
PJSPeter Smith B Eng (Hons) C Eng
FICE FIStructETel: 07557 787 351
Copyright of the design belongs to and remains the property of
PJStructures Ltd and may not be reproduced or distributed in any way
or for any purposes without their written consent.
PJStructures Ltd, 11 Wainwright Close, Weston-super-Mare, BS22 7QS
Specim
en
5 kN/mN/m22
oad = 0.6 kN/m= 0.6 kN 2
ons on structures on struct
enme
Sp
(extra
cct)ct)masonrysonry
)t)ct)
(
33
33
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Introduction
The client wishes to extend the ground floor at the rear of the property. A single
storey extension is proposed comprising pitched timber trusses spanning onto
cavity walls.
These calculations are for the following structural elements:
a) The structural steelwork to enable the wall between the existing
kitchen and dining room to be removed.
b) The structural steelwork to enable the rear elevation of the property
to be opened up to create an link into the new extension
c) The lintel above the new double glazed sliding doors.
Further details are shown on the following Planning Application drawings:
SD-11/025/01 Existing Plans
SD-11/025/02 Existing ElevationsStuart Davidson Surveyors Ltd
SD-11/025/03 Proposed Plans
SD-11/025/04 Proposed Elevations
CALCULATIONSREFERENCE
1200463 Baytree Road, Weston-super-Mare, BS22 8HN
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
Specim
en p to cre
above the new dve the ne
s are shown on re shown
025/01 Ex01
SD-11/025/02SD-11/025/02
11/02511/0
(extra
ct)ements:men
he wall between wall betwe
e removed.emoved
k to enable the rk to enable
te an linte an l
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152 x 89 x 16 UKB S275 with 6mm plate for outer leaf
63 Baytree Road, Weston-super-Mare, BS22 8HN 12004
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
B1
B2
B3
B4
Ref
127 x 76 x 13 UKB S275
Section
305 x 102 x 23 UKB S275
152 x 89 x 16 UKB S275
Catnic CX50/100 or
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
New Kitchen
New Dining Room
30002300
Cle
arsp
an 1
900
Clear span 4300
Clear span 4000
B2
B3
B1
Note : The internal and external walls to be removed are load bearing. All work is to be undertaken in accordance with good building practice. For further information refer to BRE Good Building Guide 20 "Removal of Loadbearing walls.
Minimum100mm
bearing on mortar bed
Minimum 200mm bearing on concrete
padstone min 215mm long and
215mm deep (Grade C20). This assumes masonry has a
unit compressive strength of 7.3
N/mm2
Minimum100mm
bearing on mortar bed
B4
Specim
en
1
f
SSpeSp
enenmmmeememeB3
(ext
(ex(extra
ct)
ect)ct)
w Kitche
xttractrac
1900
(e(eB (ext
3 of 33
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Specim
en nneneenememeen
cicimememememmm
SSSSSSSSpemmm
nene(ex(((ex
tract)
extt))t)t)t)ccctcttctctctctct)ct)t)ct)ct)ct)t)t)))ccccctctactctctct)ct)ct)ct)ct)ctct)ct)tt)t)))))
xtr((extratrarararaaaaaattrtrrrrrr
(ex(extrxxt
4 of 33
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Roof pitch = approx. 40 degrees
REFERENCE CALCULATIONS
63 Baytree Road, Weston-super-Mare, BS22 8HN 12004
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
3000
2400
7800
300
5 of 33
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DEAD LOADS
1) Roof
Slates, timber battens & felt = kN/m2
= kN/m2
Timber rafters = kN/m2
2) Loft
Timber boards/plywood = kN/m2
Timber joists and insulation = kN/m2 = kN/m2
Ceiling and services = kN/m2
3) First floor
Timber floorboards = kN/m2
Timber joists = kN/m2 = kN/m2
Ceiling and services = kN/m2
4) External wall
100 mm thick blockwork and render = kN/m2
100mm thick blockwork and plaster = kN/m2
5) Roof Load at eaves level
DL = x
= kN/m
CALCULATIONSREFERENCE
0.50
0.75 5
3.75
0.750.55
0.20
0.15
0.20
0.15
0.50
0.15
0.15
0.20
2.0
2.0
63 Baytree Road, Weston-super-Mare, BS22 8HN 12004
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
3000
appr
ox
40 deg pitch
3900
StructuralEngineers
Pocket Book -Fiona Cobb
Pages 34 - 37
Specim
en
=
and servicesservices
4) External w) External w
(extra
ct)kN/mN/m22
kN/mkN/m22
kN
.20
0.150.1
ct
6 of 33
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IMPOSED LOADSqk Qk
1) Roof kN/m2 kN
2) Loft ceiling space kN/m2 kN
3) First Floor kN/m2 kN
0.90
2.00
2.00
CALCULATIONSREFERENCE
0.60
1.50
1.50
63 Baytree Road, Weston-super-Mare, BS22 8HN 12004
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
National Annex to BS EN 1991-
1-1:2002Tables NA.2, NA.3 & NA.7
Specim
en (e
xtrac
t)2.0000
7 of 33
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SNOW LOAD
a) persistent/transient design situation
Eqn. 5.2 s = 1 Ce Ct sk
Where Ce = (exposure coefficient)pg 88
Ct = (thermal coefficient)
Fig 5.1 sk = kN/m2 (snow load)
Fig 5.2 1 = (snow load shape factor)
Therefore s = x x x
= kN/m2
b) Exceptional snow drift load (accidental action)
s = 1 sk
Fig 5.4 Where 1 =
Therefore s = x
= kN/m2
By inspection imposed load will be more onerous
REFERENCE
1.2
0.40
0.32
1.20 0.40
0.48
CALCULATIONS
1.00
1.00
0.40
0.8
0.80 1.001.00
63 Baytree Road, Weston-super-Mare, BS22 8HN 12004
Structural Steelwork for Proposed Extension
PJSmith 24/01/2012 PJS 25/01/2012
PJSPJStructures Ltd
11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
Calcs for
Calcs by Calcs date Checked by Checked date
Job no.
Page no.
I Struct E Manual for the design of
building structures to Eurocode 1 and Basis of Structural
Design
Specim
en =
w drift load (accidft load (a
sk
ere 1 =
ThereforeTheref
0 (extra
ct)mal coefficial coeffic
(snow loa(snow
(snow loa(snow
kN22
8080 xx
8 of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B1Start page no./Revision
14
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/12
STEEL BEAM ANALYSIS & DESIGN (EN1993-1-1:2005)
In accordance with EN1993-1-1:2005 incorporating Corrigenda February 2006 and April 2009 and the UK national annex
TEDDS calculation version 3.0.03
Load Envelope - Combination 1
0.0
19.777
mm 20001A B
Bending Moment Envelope
0.0
9.888
kNm
mm 20001A B
9.9
Shear Force Envelope
0.0
19.777
-19.777
kN
mm 20001A B
19.8
-19.8
Support conditionsSupport A Vertically restrained
Rotationally freeSupport B Vertically restrained
Rotationally free
Applied loadingBeam loads Permanent self weight of beam 1
Permanent full UDL 8.3 kN/mVariable full UDL 5.6 kN/m
Load combinationsLoad combination 1 Support A Permanent 1.35
Variable 1.50
Span 1 Permanent 1.35
Variable 1.50
Se
mmm SpAA
ecim
en nn
imSh
ececi
e
(extra
ct)))
(extratr
(20002000
tr(e9.99
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B1Start page no./Revision
15
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/12
Support B Permanent 1.35
Variable 1.50
Analysis resultsMaximum moment; Mmax = 9.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 19.8 kN; Vmin = -19.8 kNDeflection; max = 1.2 mm; min = 0 mmMaximum reaction at support A; RA_max = 19.8 kN; RA_min = 19.8 kNUnfactored permanent load reaction at support A; RA_Permanent = 8.4 kNUnfactored variable load reaction at support A; RA_Variable = 5.6 kNMaximum reaction at support B; RB_max = 19.8 kN; RB_min = 19.8 kNUnfactored permanent load reaction at support B; RB_Permanent = 8.4 kNUnfactored variable load reaction at support B; RB_Variable = 5.6 kN
Section detailsSection type; UKB 127x76x13 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 7.6 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
76
4127
7.6
7.6
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Lateral restraintSpan 1 has lateral restraint at supports only
Effective length factorsEffective length factor in major axis; Ky = 1.000Effective length factor in minor axis; Kz = 1.000Effective length factor for torsion; KLT.A = 1.000
Specim
en
enencim
127
m
7
(extra
ct) Advance)vance)
7.66 mmmmmm2
N/mmN/mm22
000000 N/mmN/mm2
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B1Start page no./Revision
16
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/12
Classification of cross sections - Section 5.5 = [235 N/mm2 / fy] = 0.92
Internal compression parts subject to bending - Table 5.2 (sheet 1 of 3)Width of section; c = d = 96.6 mm
c / tw = 26.1 <= 72 ; Class 1
Outstand flanges - Table 5.2 (sheet 2 of 3)Width of section; c = (b - tw - 2 r) / 2 = 28.4 mm
c / tf = 4.0 <= 9 ; Class 1Section is class 1
Check shear - Section 6.2.6Height of web; hw = h - 2 tf = 111.8 mm
Shear area factor; = 1.000hw / tw < 72 /
Shear buckling resistance can be ignoredDesign shear force; VEd = max(abs(Vmax), abs(Vmin)) = 19.8 kNShear area - cl 6.2.6(3); Av = max(A - 2 b tf + (tw + 2 r) tf, hw tw) = 643 mm2
Design shear resistance - cl 6.2.6(2); Vc,Rd = Vpl,Rd = Av (fy / [3]) / M0 = 102 kNPASS - Design shear resistance exceeds design shear force
Check bending moment major (y-y) axis - Section 6.2.5Design bending moment; MEd = max(abs(Ms1_max), abs(Ms1_min)) = 9.9 kNmDesign bending resistance moment - eq 6.13; Mc,Rd = Mpl,Rd = Wpl.y fy / M0 = 23.1 kNm
Slenderness ratio for lateral torsional bucklingCorrection factor - Table 6.6; kc = 0.94
C1 = 1 / kc2 = 1.132Curvature factor; g = [1 - (Iz / Iy)] = 0.939Poissons ratio; = 0.3Shear modulus; G = E / [2 (1 + )] = 80769 N/mm2
Unrestrained length; L = 1.0 Ls1 = 2000 mmElastic critical buckling moment;
Mcr = C1 2 E Iz / (L2 g) [Iw / Iz + L2 G It / ( 2 E Iz)] = 37.4 kNm
Slenderness ratio for lateral torsional buckling; LT = [Wpl.y fy / Mcr] = 0.787Limiting slenderness ratio; LT,0 = 0.4
LT > LT,0 - Lateral torsional buckling cannot be ignored
Design resistance for buckling - Section 6.3.2.1Buckling curve - Table 6.5; bImperfection factor - Table 6.3; LT = 0.34Correction factor for rolled sections; = 0.75LTB reduction determination factor; LT = 0.5 [1 + LT ( LT - LT,0) + LT2] = 0.798LTB reduction factor - eq 6.57; LT = min(1 / [ LT + ( LT2 - LT2)], 1, 1 / LT2) = 0.824Modification factor; f = min(1 - 0.5 (1 - kc) [1 - 2 ( LT - 0.8)2], 1) = 0.970Modified LTB reduction factor - eq 6.58; LT,mod = min( LT / f, 1) = 0.850Design buckling resistance moment - eq 6.55; Mb,Rd = LT,mod Wpl.y fy / M1 = 19.7 kNm
PASS - Design buckling resistance moment exceeds design bending moment
Specim
en .2.5
MEdd = ma = mMMc,Rdc,Rd = M = Mpl,R
cklingingkkc =C
momentmomen ;
(extra
ct)Shear buckShear buax), abs(Vabs(Vminn)) = )) 1
b b t tff + (t + (tf ww + 2 w
Rd = AAvv (f (fyyff / / yy [3])PASS - Design sPASS - Desig
abs(Mbs(M
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B1Start page no./Revision
17
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/12
Check vertical deflection - Section 7.2.1Consider deflection due to variable loadsLimiting deflection;; lim = Ls1 / 360 = 5.6 mm
Maximum deflection span 1; = max(abs( max), abs( min)) = 1.173 mmPASS - Maximum deflection does not exceed deflection limit
Specim
en (e
xtrac
t)
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B2Start page no./Revision
19
Calcs by
PJSCalcs date
24/01/2012Checked by
PJSChecked date
25/01/12
Span 1 Permanent 1.35
Variable 1.50
Support B Permanent 1.35
Variable 1.50
Analysis resultsMaximum moment; Mmax = 87.3 kNm; Mmin = 0 kNmMaximum moment span 1 segment 1; Ms1_seg1_max = 87.2 kNm; Ms1_seg1_min = 0 kNmMaximum moment span 1 segment 2; Ms1_seg2_max = 87.3 kNm; Ms1_seg2_min = 0 kNmMaximum shear; Vmax = 71.5 kN; Vmin = -68.5 kNMaximum shear span 1 segment 1; Vs1_seg1_max = 71.5 kN; Vs1_seg1_min = 0 kNMaximum shear span 1 segment 2; Vs1_seg2_max = 1.4 kN; Vs1_seg2_min = -68.5 kNDeflection segment 3; max = 4 mm; min = 0 mmMaximum reaction at support A; RA_max = 71.5 kN; RA_min = 71.5 kNUnfactored permanent load reaction at support A; RA_Permanent = 28.9 kNUnfactored variable load reaction at support A; RA_Variable = 21.7 kNMaximum reaction at support B; RB_max = 68.5 kN; RB_min = 68.5 kNUnfactored permanent load reaction at support B; RB_Permanent = 27.6 kNUnfactored variable load reaction at support B; RB_Variable = 20.8 kN
Section detailsSection type; UKB 305x102x33 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 10.8 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
102.4
6.6
312.
7
10.8
10.8
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Specim
en S27575
ctural steelsl steelst = max(tt = max f
ffyyfff = =yy 27fu =
(extra
ct)m
RA_minA_m
7.6 kNkN20.88 kN kN
05x102x33 (C5x102x33
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B2Start page no./Revision
21
Calcs by
PJSCalcs date
24/01/2012Checked by
PJSChecked date
25/01/12
LTB reduction factor - eq 6.57; LT = min(1 / [ LT + ( LT2 - LT2)], 1, 1 / LT2) = 0.688Modification factor; f = min(1 - 0.5 (1 - kc) [1 - 2 ( LT - 0.8)2], 1) = 0.940Modified LTB reduction factor - eq 6.58; LT,mod = min( LT / f, 1) = 0.731Design buckling resistance moment - eq 6.55; Mb,Rd = LT,mod Wpl.y fy / M1 = 96.7 kNm
PASS - Design buckling resistance moment exceeds design bending moment
Check vertical deflection - Section 7.2.1Consider deflection due to variable loadsLimiting deflection;; lim = Ls1 / 360 = 12.5 mm
Maximum deflection span 1; = max(abs( max), abs( min)) = 3.959 mmPASS - Maximum deflection does not exceed deflection limit
Specim
en (e
xtrac
t)
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B3Start page no./Revision
23
Calcs by
PJSCalcs date
23/01/2012Checked by
PJSChecked date
25/01/12
Variable 1.50
Analysis resultsMaximum moment; Mmax = 16.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 15.1 kN; Vmin = -15.1 kNDeflection; max = 0 mm; min = 0 mmMaximum reaction at support A; RA_max = 15.1 kN; RA_min = 15.1 kNUnfactored permanent load reaction at support A; RA_Permanent = 11.2 kNMaximum reaction at support B; RB_max = 15.1 kN; RB_min = 15.1 kNUnfactored permanent load reaction at support B; RB_Permanent = 11.2 kN
Section detailsSection type; UKB 152x89x16 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 7.7 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
88.7
4.5
152.
4
7.7
7.7
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Lateral restraintSpan 1 has lateral restraint at supports only
Effective length factorsEffective length factor in major axis; Ky = 1.000Effective length factor in minor axis; Kz = 1.000Effective length factor for torsion; KLT.A = 1.000
Classification of cross sections - Section 5.5 = [235 N/mm2 / fy] = 0.92
Specim
en
cimm
152.
415
2.4
(extra
ct)mm22
(e(e
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B3Start page no./Revision
25
Calcs by
PJSCalcs date
23/01/2012Checked by
PJSChecked date
25/01/12
Maximum deflection span 1; = max(abs( max), abs( min)) = 0 mmPASS - Maximum deflection does not exceed deflection limit
Specim
en (e
xtrac
t)
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B1 bearingStart page no./Revision
31
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/2012
Block ratio; ratio = hunit / lunit = 2.2Ratio between 0.6 and 4.5 - OK
Characteristic compressive strength; fk = 6.40 N/mm2
Loading detailsCharacteristic dead load; Gk = 8 kNCharacteristic imposed load; Qk = 6 kNDesign load on bearing; F = (Gk 1.4) + (Qk 1.6) = 20.6 kN
Masonry bearing typeBearing type; Type 2Bearing safety factor; bear = 1.50
Check design bearing without a spreaderDesign bearing stress; fca = F / (B lb) = 2.708 N/mm2
Allowable bearing stress; fcp = bear fk / m = 2.743 N/mm2
PASS - Allowable bearing stress exceeds design bearing stress
Check design bearing at 0.4 h below the bearing levelSlenderness ratio; hef / tef = 24.00Eccentricity at top of wall; ex = 0.0 mmFrom BS5628:1 Table 7Capacity reduction factor; = 0.61Length of bearing distributed at 0.4 h; ld = 1060 mm
Maximum bearing stress; fca = F / (ld t) = 0.194 N/mm2
Allowable bearing stress; fcp = fk / m = 1.106 N/mm2
PASS - Allowable bearing stress at 0.4 h below bearing level exceeds design bearing stress
Specim
en = 10
fcaaf = F / (l = F / (ldffcpcpfff = = fk
bearing stress aaring stres
(extra
ct)/mmm22
earing stress exg stress ex
61mmmm
)
of 33
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B2 bearingStart page no./Revision
33
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/2012
MASONRY BEARING DESIGN TO BS5628-1:2005TEDDS calculation version 1.0.03
Masonry detailsMasonry type; Aggregate concrete blocks (25% or less formed voids)Compressive strength of unit; punit = 7.3 N/mm2
Mortar designation; iiiLeast horizontal dimension of masonry units; lunit = 100 mmHeight of masonry units; hunit = 215 mmCategory of masonry units; Category IICategory of construction control ; NormalPartial safety factor for material strength; m = 3.5Thickness of load bearing leaf; t = 100 mmEffective thickness of masonry wall; tef = 100 mmHeight of masonry wall; h = 2400 mmEffective height of masonry wall; hef = 2400 mm
B
Beam to span in plane of wall
Spreader
hs
t
lb
ls
Bearing detailsBeam spanning in plane of wallWidth of bearing; B = 100 mmLength of bearing; lb = 200 mm
Compressive strength from Table 2 BS5628:Part 1 - aggregate concrete blocks (25% or less formed voids)Mortar designation; Mortar = "iii"Block compressive strength; punit = 7.3 N/mm2
Characteristic compressive strength (Table 2c); fkc = 3.20 N/mm2
Characteristic compressive strength (Table 2d); fkd = 6.40 N/mm2
Height of solid block; hunit = 215.0 mm ;Least horizontal dimension; lunit = 100.0 mm
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PJStructures Ltd11 Wainwright CloseWeston-super-Mare
BS22 7QS
Project
63 Baytree Road, Weston-super-Mare, BS22 8HNJob no.
12004
Calcs for
Beam B2 bearingStart page no./Revision
34
Calcs by
PJSCalcs date
25/01/2012Checked by
PJSChecked date
26/01/2012
Block ratio; ratio = hunit / lunit = 2.2Ratio between 0.6 and 4.5 - OK
Characteristic compressive strength; fk = 6.40 N/mm2
Loading detailsCharacteristic dead load; Gk = 29 kNCharacteristic imposed load; Qk = 22 kNDesign load on bearing; F = (Gk 1.4) + (Qk 1.6) = 75.2 kN
Masonry bearing typeBearing type; Type 2Bearing safety factor; bear = 1.50
Check design bearing without a spreaderDesign bearing stress; fca = F / (B lb) = 3.759 N/mm2
Allowable bearing stress; fcp = bear fk / m = 2.743 N/mm2
FAIL - Design bearing stress exceeds allowable bearing stress, use a spreader
Spreader detailsLength of spreader; ls = 250 mmDepth of spreader; hs = 215 mmEdge distance; sedge = max(0 mm, xedge – (ls - B) / 2) = 0 mm
Spreader bearing typeBearing type; Type 3Bearing safety factor; bear = 2.00
Check design bearing with a spreaderLoading acts eccentrically - stress distribution similar to semi-infinite beam on elastic foundationModulus of elasticity of masonry wall; Ew = 700 fk = 4.5 kN/mm2
Modulus of elasticity of spreader beam; Eb = 30 kN/mm2
Modulus of wall; k = Ew / h = 1.9 N/mm3
Moment of inertia of spreader beam; Ib = t hs3 / 12 = 82.8 106 mm4
Constant; = (t k / (4 Eb Ib))1/4 = 2.08 10-3 mm-1
Maximum bearing stress; fca = k F / (2 3 Eb Ib) = 3.130 N/mm2
Allowable bearing stress; fcp = bear fk / m = 3.657 N/mm2
PASS - Allowable bearing stress exceeds design bearing stress
Check design bearing at 0.4 h below the bearing levelSlenderness ratio; hef / tef = 24.00Eccentricity at top of wall; ex = 0.0 mmFrom BS5628:1 Table 7Capacity reduction factor; = 0.61Length of bearing distributed at 0.4 h; ld = 1160 mm
Maximum bearing stress; fca = F / (ld t) = 0.648 N/mm2
Allowable bearing stress; fcp = fk / m = 1.106 N/mm2
PASS - Allowable bearing stress at 0.4 h below bearing level exceeds design bearing stress
Specim
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