12004 Calculations Reduced

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

[email protected]

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


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


BS22 7QS

Project

Calcs for


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

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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

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Roof pitch = approx. 40 degrees

REFERENCE CALCULATIONS



PJSmith 24/01/2012 PJS 25/01/2012

PJSPJStructures Ltd


BS22 7QS

Project

Calcs for


Job no.

Page no.

3000

2400

7800

300

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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


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



PJSmith 24/01/2012 PJS 25/01/2012

PJSPJStructures Ltd


BS22 7QS

Project

Calcs for


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

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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


0.60

1.50

1.50



PJSmith 24/01/2012 PJS 25/01/2012

PJSPJStructures Ltd


BS22 7QS

Project

Calcs for


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

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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



PJSmith 24/01/2012 PJS 25/01/2012

PJSPJStructures Ltd


BS22 7QS

Project

Calcs for


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

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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

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PJSCalcs date


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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Project


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PJSCalcs date


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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PJSCalcs date


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)

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PJSCalcs date


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




102.4

6.6

312.

7

10.8

10.8


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

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BS22 7QS

Project


12004

Calcs for


21

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PJSCalcs date


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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PJSCalcs date


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




88.7

4.5

152.

4

7.7

7.7


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

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BS22 7QS

Project


12004

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PJSCalcs date


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)

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BS22 7QS

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12004

Calcs for

Beam B1 bearingStart page no./Revision

31

Calcs by

PJSCalcs date


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

)

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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

Specim

en

eneneennnnnnmemeBBmmmmmn

eccececcctteccme

peccecim

e

peciiimimimimim

(extra

ct)

(ext

(extxtall

(e(e(e(e

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PJSCalcs date


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


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


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

en Type 3

bearear = rr 2.002.0

ution simn similar to seilar toE

eamm;;

der beambeam;;

essss;;

(extra

ct)/mmm22

eds allowable bellowable be

mmax(0 mm, x0 mm, xedge –

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