Wire Mesh Jacketting

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Wire mesh Jacketting

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C1-1.8-25-250Capacity (for 1.8mm dia. @ 25mm c/c with 250 grade steel)

DescriptionSymbolValueUnitRemarksFor350mm wallAssume ParametersDiameter of wire/rebar, bar1.8mmSpacingS25mmYield stress of wire/rebar, yield250MpaAllowable tensile stress of wire/mesht, allow, wire125MpaArea of wire/meshAst104.33mm2Allowable tensile strength of wire/meshT, allowable16.302KN(Shear Strength)Allowable compressive stress of brick masonryc, allow, masonry0.3MpaIS1905

Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x108.68mmWall ThicknessD350mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh430mmCoverc20mmEffective Depth of sectiond=D1-c410mmHence, Lever armz = d-x/3373.77mmMoment of Resistance per mMr = T*z6.09KN-m(MR)

For 350 mm wall , wall area per m stripAst, wall350000mm2Allowable tensile stress in 350 mm wallt, allowable wall0.047Mpa(Tensile Stress allowable)

For230mm wallAssume ParametersDiameter of wire/rebar, bar1.8mmSpacingS25mmYield stress of wire/rebar, yield250MpaAllowable tensile stress of wire/mesht, allow, wire125MpaArea of wire/meshAst104.33mm2Allowable tensile strength of wire/meshT, allowable16.30KN(Shear Strength)Allowable compressive stress of masonryc, allow, masonry0.3MpaIS1905

Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x108.68mmWall ThicknessD230mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh310mmCoverc20mmEffective Depth of sectiond=D1-c290mmHence, Lever armz = d-x/3253.77mmMoment of Resistance per mMr = T*z4.14KN-m(MR)

For 230 mm wall , wall area per m stripAst, wall230000mm2Allowable tensile stress in 230 mm wallt, allowable wall0.071Mpa(Tensile Stress allowable)

C2-2.2-50-415Capacity (for 2.2mm dia. @ 50mm c/c with 415 grade steel)

DescriptionSymbolValueUnitRemarksFor350mm wallAssume ParametersDiameter of wire/rebar, bar2.2mmSpacingS50mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst79.83mm2Allowable tensile strength of wire/meshT, allowable20.705KN(Shear Strength)Allowable compressive stress of brick masonryc, allow, masonry0.3MpaIS1905

Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x138.04mmWall ThicknessD350mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh430mmCoverc20mmEffective Depth of sectiond=D1-c410mmHence, Lever armz = d-x/3363.99mmMoment of Resistance per mMr = T*z7.54KN-m(MR)

For 350 mm wall , wall area per m stripAst, wall350000mm2Allowable tensile stress in 350 mm wallt, allowable wall0.059Mpa(Tensile Stress allowable)

For230mm wallAssume ParametersDiameter of wire/rebar, bar2.2mmSpacingS50mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst79.83mm2Allowable tensile strength of wire/meshT, allowable20.705KN(Shear Strength)Allowable compressive stress of masonryc, allow, masonry0.3MpaIS1905Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x138.04mmWall ThicknessD230mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh310mmCoverc20mmEffective Depth of sectiond=D1-c290mmHence, Lever armz = d-x/3243.99mmMoment of Resistance per mMr = T*z5.05KN-m(MR)

For 230 mm wall , wall area per m stripAst, wall230000mm2Allowable tensile stress in 230 mm wallt, allowable wall0.090Mpa(Tensile Stress allowable)

C3-3-50-415Capacity (for 3mm dia. @ 50mm c/c with 415 grade steel)

DescriptionSymbolValueUnitRemarksFor350mm wallAssume ParametersDiameter of wire/rebar, bar3mmSpacingS50mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst148.44mm2Allowable tensile strength of wire/meshT, allowable38.502KN(Shear Strength)Allowable compressive stress of brick masonryc, allow, masonry0.3MpaIS1905

Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x256.68mmWall ThicknessD350mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh430mmCoverc20mmEffective Depth of sectiond=D1-c410mmHence, Lever armz = d-x/3324.44mmMoment of Resistance per mMr = T*z12.49KN-m(MR)

For 350 mm wall , wall area per m stripAst, wall350000mm2Allowable tensile stress in 350 mm wallt, allowable wall0.110Mpa(Tensile Stress allowable)

For230mm wallAssume ParametersDiameter of wire/rebar, bar3mmSpacingS50mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst148.44mm2Allowable tensile strength of wire/meshT, allowable38.502KN(Shear Strength)Allowable compressive stress of masonryc, allow, masonry0.3MpaIS1905Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x256.68mmWall ThicknessD230mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh310mmCoverc20mmEffective Depth of sectiond=D1-c290mmHence, Lever armz = d-x/3204.44mmMoment of Resistance per mMr = T*z7.87KN-m(MR)

For 230 mm wall , wall area per m stripAst, wall230000mm2Allowable tensile stress in 230 mm wallt, allowable wall0.167Mpa(Tensile Stress allowable)

C4-4.75-150-415Capacity (for 4.75mm dia. @ 150mm c/c with 415 grade steel)

DescriptionSymbolValueUnitRemarksFor350mm wallAssume ParametersDiameter of wire/rebar, bar4.75mmSpacingS150mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst135.86mm2Allowable tensile strength of wire/meshT, allowable35.238KN(Shear Strength)Allowable compressive stress of brick masonryc, allow, masonry0.3MpaIS1905

Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x234.92mmWall ThicknessD350mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh430mmCoverc20mmEffective Depth of sectiond=D1-c410mmHence, Lever armz = d-x/3331.69mmMoment of Resistance per mMr = T*z11.69KN-m(MR)

For 350 mm wall , wall area per m stripAst, wall350000mm2Allowable tensile stress in 350 mm wallt, allowable wall0.101Mpa(Tensile Stress allowable)

For230mm wallAssume ParametersDiameter of wire/rebar, bar4.75mmSpacingS150mmYield stress of wire/rebar, yield415MpaAllowable tensile stress of wire/mesht, allow, wire207.5MpaArea of wire/meshAst135.86mm2Allowable tensile strength of wire/meshT, allowable35.238KN(Shear Strength)Allowable compressive stress of masonryc, allow, masonry0.3MpaIS1905Neutral Axis for triangular distribution of Compressive stressFor equilibrium, T=Cor, T= *0.3 * X *1000So, x234.92mmWall ThicknessD230mmJacket Thicknessdj, mesh40mmOverall Depth of sectionD1=D+2*dj, mesh310mmCoverc20mmEffective Depth of sectiond=D1-c290mmHence, Lever armz = d-x/3211.69mmMoment of Resistance per mMr = T*z7.46KN-m(MR)

For 230 mm wall , wall area per m stripAst, wall230000mm2Allowable tensile stress in 230 mm wallt, allowable wall0.153Mpa(Tensile Stress allowable)

Capacity TableCAPACITY TABLE OF WIRE MESH

OPTIONSMoment of resistance, MrTensile StrengthShear StrengthRemarksKN-m(N/mm2 per face)(KN/m strip/face)

Wall Thickness350230350230350230

OPTION-1Capacity (for 1.8mm dia. @ 25mm c/c with 250 grade steel)6.0934.1370.0470.07116.30216.302

OPTION-2Capacity (for 2.2mm dia. @ 50mm c/c with 415 grade steel)7.5375.0520.0590.09020.70520.705

OPTION-3Capacity (for 3mm dia. @ 50mm c/c with 415 grade steel)12.4927.8710.1100.16738.50238.502490.8738521234314.159265359201.06192982971472.6215563702942.4777960769603.1857894892Option 4 ( 4.75mm dia. @ 150mm c/c with 415 grade steel)11.6887.4600.1010.15335.23835.238869.435766881

Wall 1XWALL 1X(In plane loading)StressS22 (Mpa)S11 (Mpa)(Near Opening)0.5800.745(Corner)0.4300.430

Wall thickness350mmLength of tensile stress zone350mm

Total Demand0.580MpaT, Demand71.050KNSPLINT, Capacity0.110Mpa Using Option 3T, Capacity for both layers per m strip77.003KN/m

So, SPLINT width950mm(Vertical strip)But in ETABS Stress Contour, concerned width350mmHence, Using Option 3, mesh jacketing from outside and 950mm strip from inside

Option 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used20nos.Total Ast141.37mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used3nos.Hence, outer mesh jacketing with Option 3 and 3-8mm dia. rebar in inner band with 350mm SPLINT

Using S11 Stress, Demand0.745MpaBand from SAP graphics400.000mmT, Demand104.300KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/mSo, BAND width1400mm(Vertical strip)But in ETABS Stress Contour, concerned width400mmHence, using Option 3, mesh jacketing from outside and 1400mm strip from inside

Option 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used29nos.Total Ast204.99mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used5nos.Hence, outer mesh jacketing with Option 3 and 5-8mm dia. rebar in inner band with 400mm BAND

(Out of plane loading)Using Moment M11Moment in wall corner3.5KN-m/m(0.7DLEQX)Span1.1m(at corner)Average moment3.74KN-mFor 2 nos. of band, moment per band1.87KN-m

Moment capacity7.87KN-mUsing Option 3, Required strip width250mm

Using Moment M22Moment, demand5KN-m/m(0.7DLEQY)Span3mAverage moment7.5Moment capacity7.87KN-mUsing Option 3, Required strip width1000mm(3-8mm dia., 400)(only for top storey)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1448KN(Sum of F1)Length of wall14.99mThickness of wall350mmShear Stress0.085MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.070Mpa Shear Strength per layer38.50KN/m(From capacity table)Using Option 3,

Due to double layer77.003KN/mTotal resisting shear force1154.281KNResisting shear stress distributed in wall0.110MpaOK

Caln 2XWALL 2X(In plane loading)StressS22 (Mpa)S11 (Mpa)(Near Opening)0.820.750(Corner)0.450.550

Wall thickness350mmLength of tensile stress zone700mm(S22 corner)

Total Demand0.820MpaT, Demand200.900KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width2650mm(Vertical strip)But in SAP graphics, concerned width350mmHence, using Option 3, mesh jacketing from outside and 2650mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used54nos.Total Ast381.70mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used8nos.Hence, outer mesh jacketing with Option 3 and 7-8mm dia. rebar in inner band with 450mm SPLINT

Using S11 Stress, Demand0.750MpaBand from SAP graphics400.000mmT, Demand105.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width1400mm(Vertical strip)But in SAP graphics, concerned width350mmHence, using Option 3, mesh jacketing from outside and 1400mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used29nos.Total Ast204.99mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used5nos.Hence, outer mesh jacketing with Option 3 and 4-8mm dia. rebar in inner band with 400mm BAND

(Out of plane loading)Using Moment M11Moment in wall corner7KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment3.09KN-mFor 2 nos. of band, moment per band1.545KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width200mm

Using Moment M22Moment, demand14KN-m/m(0.7DLEQY)Span1.1m(horizontal)Average moment7.7Using Option 3, Moment capacity7.87KN-mRequired strip width1000mm(Using Option 3)(only for top storey)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1604KN(Sum of F1)Length of wall14.99mThickness of wall350mmShear Stress0.115MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.100MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force1154.281KNResisting shear stress distributed in wall0.110MpaOK

Caln 3XWALL 3X(In plane loading)StressS22 (Mpa)S11 (Mpa)(Near Opening)0.10.150

Wall thickness350mmLength of tensile stress zone700mm

Total Demand0.100MpaT, Demand24.500KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width350mmBut in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 350mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used8nos.Total Ast56.55mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used2nos.Hence, outer mesh jacketing and inner splint width of 300 using Option 3

Using S11 Stress, Demand0.150MpaBand from SAP graphics400.000mmT, Demand21.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width300mm(Vertical strip)But in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 300mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used7nos.Total Ast49.48mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used1nos.Hence, outer mesh jacketing and inner band width of 300 using Option 3

(Out of plane loading)(No moments are significant)Using Moment M11Moment in wall corner0.1KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment1.02KN-mFor 2 nos. of band, moment per band0.51KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width100mm

Using Moment M22Moment, demand0.25KN-m/m(0.7DLEQY)Span1.1m(horizontal)Average moment0.1375Using Option 3, Moment capacity7.87KN-mRequired strip width50mm(Using Option 3)(only for top storey)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X123KN(Sum of F1)Length of wall3.86mThickness of wall350mmShear Stress0.017MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.002MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force297.233KNResisting shear stress distributed in wall0.110MpaOK

1YWALL 1Y(In plane loading)StressS22 (Mpa)S11 (Mpa)(Near Opening)0.430.500

Wall thickness350mmLength of tensile stress zone700mm

Total Demand0.430MpaT, Demand105.350KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width1400mmBut in SAP graphics, concerned width350mmHence, using Option 3, mesh jacketing from outside and 1400mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used29nos.Total Ast204.99mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used5nos.Hence, outer mesh jacketing with Option 3 and 4-8mm dia. rebar in inner band with 350mm SPLINT

Using S11 Stress, Demand0.500MpaBand from SAP graphics400.000mmT, Demand70.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width950mm(Vertical strip)But in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 950mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used20nos.Total Ast141.37mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used3nos.Hence, outer mesh jacketing with Option 3 and 3-8mm dia. rebar in inner band with 300mm BAND

(Out of plane loading)(No moments are significant)Using Moment M11Moment in wall corner4.2KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment2.25KN-mFor 2 nos. of band, moment per band1.125KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width150mm

Using Moment M22Moment, demand1.1KN-m/m(0.7DLEQX)Span1.1m(horizontal)Average moment0.605Using Option 3, Moment capacity7.87KN-mRequired strip width100mm(Using Option 3)(only for top storey)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1148KN(Sum of F1)Length of wall8.71mThickness of wall350mmShear Stress0.049MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.034MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force670.699KNResisting shear stress distributed in wall0.110MpaOK

2YWALL 2Y(In plane loading)StressS22 (Mpa)S11 (Mpa)(Near Opening)0.230.150

Wall thickness350mmLength of tensile stress zone700mm

Total Demand0.230MpaT, Demand56.350KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width750mmBut in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 750mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used16nos.Total Ast113.10mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used3nos.Hence, outer mesh jacketing with Option 3 and 3-8mm dia. rebar in inner band with 500mm SPLINT

Using S11 Stress, Demand0.150MpaBand from SAP graphics400.000mmT, Demand21.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width300mm(Vertical strip)But in SAP graphics, concerned width350mmHence, using Option 3, mesh jacketing from outside and 300mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used7nos.Total Ast49.48mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used1nos.Hence, outer mesh jacketing and inner band with 350 mm width using Option 3

(Out of plane loading)(No moments are significant)Using Moment M11Moment in wall corner1.75KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment1.515KN-mFor 2 nos. of band, moment per band0.7575KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width100mm

Using Moment M22Moment, demand2.8KN-m/m(0.7DLEQX)Span1.1m(horizontal)Average moment1.54Using Option 3, Moment capacity7.87KN-mRequired strip width200mm(Using Option 3)(only for top storey)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X128KN(Sum of F1)Length of wall3.53mThickness of wall350mmShear Stress0.023MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.008MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force271.822KNResisting shear stress distributed in wall0.110MpaOK

3YWALL 3Y(In plane loading)S22 (Mpa)S11 (Mpa)Stress0.60.420

Wall thickness350mmLength of tensile stress zone400mm

Total Demand0.600MpaT, Demand84.000KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width1100mmBut in SAP graphics, concerned width400mmHence, using Option 3, mesh jacketing from outside and 1100mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used23nos.Total Ast162.58mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used4nos.Hence, outer mesh jacketing with Option 3 and 3-8mm dia. rebar in inner band with 400mm SPLINT

Using S11 Stress, Demand0.420MpaBand from SAP graphics400.000mmT, Demand58.800KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width800mmBut in SAP graphics, concerned width400mmHence, using Option 3, mesh jacketing from outside and 800mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used17nos.Total Ast120.17mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used3nos.Hence, outer mesh jacketing with Option 3 and 3-8mm dia. rebar in inner band with 400mm BAND

(Out of plane loading)Using Moment M11Moment in wall corner1KN-m/m(0.7DLEQX)Span1m(vertical)Average moment2.15KN-mFor 2 nos. of band, moment per band1.075KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width200mm

Using Moment M22Moment, demand4.6KN-m/m(0.7DLEQX)Span1m(horizontal)Average moment2.3Using Option 3, Moment capacity7.87KN-mRequired strip width300mm(Using Option 3)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1277KN(Sum of F1)Length of wall3.78mThickness of wall350mmShear Stress0.209MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.194MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force291.073KNResisting shear stress distributed in wall0.110MpaCheck

4YWALL 4Y(In plane loading)S22 (Mpa)S11 (Mpa)Stress0.951.200

Wall thickness350mmLength of tensile stress zone400mm

Total Demand0.950MpaT, Demand133.000KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width1750mmBut in SAP graphics, concerned width400mmHence, using Option 3, mesh jacketing from outside and 1750mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used36nos.Total Ast254.47mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used6nos.Hence, outer mesh jacketing with Option 3 and 5-8mm dia. rebar in inner band with 400mm SPLINT

Using S11 Stress, Demand1.200MpaBand from SAP graphics400.000mmT, Demand168.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width2200mmBut in SAP graphics, concerned width400mmHence, using Option 3, mesh jacketing from outside and 2200mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used45nos.Total Ast318.09mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used7nos.Hence, outer mesh jacketing with Option 3 and 6-8mm dia. rebar in inner band with 400mm BAND

(Out of plane loading)Using Moment M11Moment in wall corner1.6KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment1.47KN-mFor 2 nos. of band, moment per band0.735KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width100mm

Using Moment M22Moment, demand8.5KN-m/m(0.7DLEQX)Span0.5m(horizontal)Average moment2.125Using Option 3, Moment capacity7.87KN-mRequired strip width300mm(Using Option 3)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1280KN(Sum of F1)Length of wall3.78mThickness of wall350mmShear Stress0.212MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.197MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

Due to double layer77.003KN/mTotal resisting shear force291.073KNResisting shear stress distributed in wall0.110MpaCheck

5YWALL 5Y(In plane loading)S22 (Mpa)S11 (Mpa)Stress0.250.200

Wall thickness350mmLength of tensile stress zone400mm

Total Demand0.250MpaT, Demand35.000KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width500mmBut in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 500mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used11nos.Total Ast77.75mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used2nos.Hence, outer mesh jacketing with Option 3 and 2-8mm dia. rebar in inner band with 300mm SPLINT

Using S11 Stress, Demand0.200MpaBand from SAP graphics400.000mmT, Demand28.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width400mmBut in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 400mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used9nos.Total Ast63.62mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used2nos.Hence, outer mesh jacketing with Option 3 and 2-8mm dia. rebar in inner band with 300mm BAND

(Out of plane loading)Using Moment M11(No moments are significant)Moment in wall corner1.6KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment1.47KN-mFor 2 nos. of band, moment per band0.735KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width100mm

Using Moment M22Moment, demand8.5KN-m/m(0.7DLEQX)Span0.5m(horizontal)Average moment2.125Using Option 3, Moment capacity7.87KN-mRequired strip width300mm(Using Option 3)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X161KN(Sum of F1)Length of wall3.53mThickness of wall350mmShear Stress0.049MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.034MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

With Band of 6-8mm dia rebarDue to double layer77.003KN/mTotal resisting shear force271.822KNResisting shear stress distributed in wall0.110MpaOK

6YWALL 6Y(In plane loading)S22 (Mpa)S11 (Mpa)Stress0.30.700

Wall thickness350mmLength of tensile stress zone400mm

Total Demand0.300MpaT, Demand42.000KNSPLINT, Capacity (Using Option 3)0.110MpaT, Capacity for both layers per m strip77.003KN/m

So, SPLINT width550mmBut in SAP graphics, concerned width300mmHence, using Option 3, mesh jacketing from outside and 550mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used12nos.Total Ast84.82mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used2nos.Hence, outer mesh jacketing with Option 3 and 2-8mm dia. rebar in inner band with 300mm SPLINT

Using S11 Stress, Demand0.700MpaBand from SAP graphics400.000mmT, Demand98.000KNBAND, Capacity (Using Option 3)0.110KNT, Capacity for both layers per m strip77.003KN/m

So, BAND width1300mmBut in SAP graphics, concerned width400mmHence, using Option 3, mesh jacketing from outside and 1300mm strip from insideOption 3Spacing50mmDiameter3mmUsed Ast7.07mm^2No. of wire used27nos.Total Ast190.85mm^2Converting it into rebar optionUsing diameter of rebar8mmAst50.265mm^2No. of rebar used4nos.Hence, outer mesh jacketing with Option 3 and 4-8mm dia. rebar in inner band with 400mm BAND

(Out of plane loading)Using Moment M11Moment in wall corner4.35KN-m/m(0.7DLEQX)Span0.6m(vertical)Average moment2.295KN-mFor 2 nos. of band, moment per band1.1475KN-m

Using Option 3, Moment capacity7.87KN-mRequired strip width150mm

Using Moment M22Moment, demand8KN-m/m(0.7DLEQX)Span0.5m(horizontal)Average moment2Using Option 3, Moment capacity7.87KN-mRequired strip width300mm(Using Option 3)

For Shear ForceSelect nodes at base of the desired grid wallTotal shear force in wall X1152KN(Sum of F1)Length of wall8.71mThickness of wall350mmShear Stress0.050MpaMinimum shear strength0.015Mpa(Masonry)Remaining should be taken by jacketing0.035MpaUsing Option 3, Shear Strength per layer38.50KN/m(From capacity table)

With Band of 6-8mm dia rebarDue to double layer77.003KN/mTotal resisting shear force670.699KNResisting shear stress distributed in wall0.110MpaOK

DriftInter-storey DriftPermissible drift for Life Safety- Transient0.002 x Storey ht.FEMA 356Top floor height2.4mPermissible drift for top level4.8mmObserved Displacement in SAP2000Combination: (0.7DL-Eqy)Top floorSecond floorDriftRemarksWall 1X4.83.061.74OK5.943.092.85OK6.53.13.4OK6.43.13.3OK5.983.192.79OK4.973.221.75OKCombination: (0.7DL-Eqy)Wall 2X4.823.061.76OK5.943.122.82OK6.523.13.42OK6.43.073.33OK5.923.192.73OK4.973.191.78OKCombination: (DL+LL-Eqy)Wall 1Y5.053.1251.925OKWall 2Y7.273.164.11OKWall 3Y7.4113.174.241OKWall 4Y6.853.213.64OKWall 5Y7.33.234.07OKWall 6Y5.213.2671.943OK

Sheet1Check for the diaphragm action due to connectivity in slab and wallThe shear stress of wall and slab interface = 0.1 N/mm20.1MpaShear strength of the wall = 0.2068 N/mm21XAs earthquake force can be higher than the design level earthquake the interface must be stronger than The wall for full load transfer from diaphragm to wallRemaining shear stress = 0.2068-0.1= 0.1068 N/mm2The bars going through the slab from vertical splint should have capacity to resist this shearShear strength of bar = 0.4fy= 0.4*415= 166 N/mm2No of bars = 6 from inside and 6 from outsideResisting shear force = (6*2*50)*166/1000= 99.6 KNShear resisting capacity = 99.6*1000/ 1273050 = 0.0782 N/mm2< 0.1068 N/mm2, not satisfying the shear transfer from diaphragm to wall.Add 1-8 mm dia extra cut piece bar through diaphragmAdditional bars = 6 nosTotal nos of bars =18 nosResisting shear force = (6*3*50)*166/1000= 149.4 KNShear resisting capacity = 149.4*1000/ 1273050 = 0.117 N/mm2> 0.1068 N/mm2, satisfying the shear transfer from diaphragm to wall.