Job No. Sheet No. Rev.

Job Title

XX

BS8110

Material Properties

Characteristic strength of concrete, fcu / fc' (fcu ≤ 60N/mm2; HSC N/A) 40 32 N/mm

2 OK

Yield strength of longitudinal steel, fy 460 N/mm2

Yield strength of shear link steel, fyv 460 N/mm2

Type of concrete and density, rc 24 kN/m3

Slab Parameters

Shorter span (defined as in x), lx (number affects slab lx moments, shear, deflection criteria; edge beam lx moments, shear, effective width, section support conditions)8.200 m

Longer span (defined as in y), ly (number affects slab ly moments, shear, deflection criteria; edge beam ly moments, shear, effective width, section support conditions)11.000 m OK

Slab support conditions (affects moments, shear, deflection criteria)

Panel (affects moments, shear, supports for edge beam)

Overall slab depth, hslab (l/27 s/s; l/36 cont; l/7-l/10 cant) 250 mm

Cover to all reinforcement, cover (usually MAX(25, f) internal; 40 external) 25 mm

Effective depth to sagging steel in x, dx,s = hslab - cover - fsy - fsx/2 199 mm

Effective depth to CS sagging steel in y, dy,s,c = hslab + ddp - cover - fsy/2 467 mm

Effective depth to MS sagging steel in y, dy,s,m = hslab - cover - fsy/2 217 mm

Effective depth to CS hogging steel in x, dx,h,c = hslab + ddp - cover - flink - fhy - fhx/2 439 mm

Effective depth to MS hogging steel in x, dx,h,m = hslab - cover - flink - fhy - fhx/2 189 mm

Effective depth to CS hogging steel in y, dy,h,c = hslab +ddp - cover - flink - fhy/2 455 mm

Effective depth to MS hogging steel in y, dy,h,m = hslab - cover - flink - fhy/2 205 mm

Note that the column strip reinforcement diameters have been assumed for the effective depth calcs,

this effectively enforcing the simplicity of common planes of reinforcement for each of the layers.

Note that d dp only incorporated in the above column strip hogging effective depth calcs if w dp >= l x /3.

Note that d dp only incorporated in the above column strip sagging effective depth calcs if w dp >= l x /3 and banded.

MS CS

Sagging steel reinforcement diameter in x, fsx 12 20 mm

Sagging steel reinforcement pitch for resistance in x, psx 150 150 mm

Sagging steel area provided in x, As,prov,x,s = (p.fsx2/4)/psx 754 2094 mm

2/m

Sagging steel reinforcement diameter in y, fsy 16 16 mm

Sagging steel reinforcement pitch for resistance in y, psy 150 150 mm

Sagging steel area provided in y, As,prov,y,s = (p.fsy2/4)/psy 1340 1340 mm

2/m

Hogging steel reinforcement diameter in x, fhx 10 16 mm

Hogging steel reinforcement pitch for resistance in x, phx 150 150 mm

Hogging steel area provided in x, As,prov,x,h = (p.fhx2/4)/phx 524 1340 mm

2/m

Hogging steel reinforcement diameter in y, fhy 12 16 mm

Hogging steel reinforcement pitch for resistance in y, phy 150 150 mm

Hogging steel area provided in y, As,prov,y,h = (p.fhy2/4)/phy 754 1340 mm

2/m

Shear link diameter, flink 12 mm

Pitch of links for first / second shear perimeters 200 200 mm

Number of links for first / second shear perimeters, nl,2/3143 197 105 105

Area provided by all links for first / second shear perimeters, Asv,prov,2/3 = nl,2/3.p.flink2/416173 22280 11875 11875 mm

2

Pitch of links for third / fourth shear perimeters 300 300 mm

Number of links for third / fourth shear perimeters, nl,4/5125 152 42 42

Area provided by all links for third / fourth shear perimeters, Asv,prov,4/5 = nl,4/5.p.flink2/414137 17191 4750 4750 mm

2

Slab Drop and Slab Band and Column Head Concepts Note

Note slab drops (valid only if w dp ≥ l x /3) enhance the punching shear capacity and the column strip

hogging moment capacity in x and y enabling thinner slabs beyond the drops.

Slab bands differ from slab drops in the sense that the column strip sagging moment capacity in y

(but not in x) is also enhanced on top of the benefits of slab drops.

Column heads enhance punching shear capacity only.

Member Design - RC Flat Slab 23/10/2017

Engineering Calculation Sheet

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Job No. Sheet No. Rev.

Job Title

XX

BS8110

Slab Loading (Plan Loading)

(Internal elev load must be checked on effective widths [span/(5 or 7.14)] within slab depth)

Live load, LL 2.50 kPa

Superimposed dead load, SDLplan 1.50 kPa

Dead load of slab, DL = hslab.rc + [wdp2 or wdp.ly]/(lx.ly).ddp.rc 8.05 kPa

ULS slab loading, wULS,slab (a.k.a. n) = 1.4(DL+SDLplan)+1.6LL 18.67 17.37 kPa NOT OK

Edge Loading (Elevation Loading)

Superimposed dead load on edge beam spanning in x direction, SDLelev,x 0.00 kN/m

Superimposed dead load on edge beam spanning in y direction, SDLelev,y 0.00 kN/m

Column Parameters

Section type

Depth, h (rectangular) or diameter, D (circular) 600 mm

Width, b (rectangular) or N/A (circular) 1500 mm

Limitations of Moment Transfer Into Edge Column

Width of edge column strip for moment transfer, be,a 1500 mm

Slab Drop and Slab Band Parameters

Slab drop depth, ddp (excluding slab depth hslab) 250 mm

Slab drop width, wdp (usually >= lx/3 when employed) 2.800 m OK

Note that the self weight of the slab drop is accounted in the design of the slab.

Column Head Parameters

Column head effective depth (rectangular), lh,h = MIN (lh0,h, lhmax,h) or effective diameter (circular), lh,D = MIN (lh0,D, lhmax,D)600 mm

Column head effective width (rectangular), lh,b = MIN (lh0,b, lhmax,b) or N/A (circular) 1500 mm

Column head dimension beyond column face, lhface 0 mm

Column head depth, dh 0 mm

Column head actual depth (rectangular), lh0,h = h + (1 or 2).lhface or actual diameter (circular), lh0,D = D + (1 or 2).lhface600 mm

Column head actual width (rectangular), lh0,b = b + (1 or 2).lhface or N/A (circular)1500 mm

Column head maximum depth (rectangular), lhmax,h = h + 2.(dh-40) or maximum diameter (circular), lhmax,D = D + 2.(dh-40)520 mm

Column head maximum width (rectangular), lhmax,b = b + 2.(dh-40) or N/A (circular)1420 mm

Note that the self weight of the column head is to be accounted in the design of the column, not the slab.

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

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Job No. Sheet No. Rev.

Job Title

XX

BS8110

Parameters of Edge Beam Spanning in x Direction

Downstand edge beam ?

(obtains relevant values from the two sections below)

Width (no downstand), beff,x or web width (with downstand), bw,edge,x 574 mm

Dead load on edge beam downstand, DLedge,x 0.00 kN/m

Sag moment edge beam, Msag,edge,x 16 kNm

Hog moment edge beam, Mhog,edge,x 27 kNm

Shear edge beam, Vedge,x 22 kN

Span (for effective width and deflection calcs) = lx 8.200 m

Available beam spacing (effective width calcs) = ly/2 5.500 m

Sag section type Rect - continuous

Hog section type Rect - continuous

Overall depth, hedge,x 250 mm

Effective width, beff,x = span/10 if single span, span/14.29 if multi-span 574 mm

Dead load excluding downstand, wedge,DL,x = (beff,x or bw,edge,x + beff,x).hslab.rc 3.44 kN/m

With Downstand Depth

Downstand depth of edge beam (excluding slab), hd,edge,x 200 mm

Width of edge beam, bw,edge,x 300 mm

Dead load on edge beam downstand, DLedge,x = hd,edge,xbw,edge,xrc 1.44 kN/m

Sag section type L - continuous

Hog section type Rect - continuous

Overall depth, hedge,x (downstand + slab) 450 mm

Without Downstand Depth

Downstand depth of edge beam (excluding slab), hd,edge,x = 0.0 0 mm

Width of edge beam, bw,edge,x = 0.0 0 mm

Dead load on edge beam downstand, DLedge,x = 0.0 0.00 kN/m

Sag section type Rect - continuous

Hog section type Rect - continuous

Overall depth, hedge,x (slab) 250 mm

For sagging: tension steel diameter, ft,sag and number 5

For sagging: compression steel diameter, fc,sag and number 5

For sagging: add cover to compression steel, coveradd,c,sag = fhy 16 mm

For hogging: tension steel diameter, ft,hog and number 5

For hogging: add cover to tensile steel, coveradd,t,hog = coveradd,c,sag 16 mm

For hogging: compression steel diameter, fc,hog and number 5

Link diameter flink, number and pitch 2 200 mm

For sagging: number of layers of tensile steel, nlayers,tens,sag 1 layer(s)

For sagging: number of layers of compression steel, nlayers,comp,sag 1 layer(s)

Ratio bb=1.2 (sagging) or 0.8 (hogging) unless single span or continuous elastic1.0 1.0

For hogging: number of layers of tensile steel, nlayers,tens,hog 1 layer(s)

For hogging: number of layers of compression steel, nlayers,comp,hog 1 layer(s)

Member Design - RC Flat Slab 23/10/2017

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Job Title

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BS8110

Parameters of Edge Beam Spanning in y Direction

Downstand edge beam ?

(obtains relevant values from the two sections below)

Width (no downstand), beff.y or web width (with downstand), bw,edge,y 770 mm

Dead load on edge beam downstand, DLedge,y 0.00 kN/m

Sag moment edge beam, Msag,edge,y 39 kNm

Hog moment edge beam, Mhog,edge,y 65 kNm

Shear edge beam, Vedge,y 39 kN

Span (for effective width and deflection calcs) = ly 11.000 m

Available beam spacing (effective width calcs) = lx/2 4.100 m

Sag section type Rect - continuous

Hog section type Rect - continuous

Overall depth, hedge,y 250 mm

Effective width, beff,y = span/10 if single span, span/14.29 if multi-span 770 mm

Dead load excluding downstand, wedge,DL,y = (beff,y or bw,edge,y + beff,y).hslab.rc 4.62 kN/m

With Downstand Depth

Downstand depth of edge beam (excluding slab), hd,edge,y 200 mm

Width of edge beam, bw,edge,y 300 mm

Dead load on edge beam downstand, DLedge,y = hd,edge,ybw,edge,yrc 1.44 kN/m

Sag section type L - continuous

Hog section type Rect - continuous

Overall depth, hedge,y (downstand + slab) 450 mm

Without Downstand Depth

Downstand depth of edge beam (excluding slab), hd,edge,y = 0.0 0 mm

Width of edge beam, bw,edge,y = 0.0 0 mm

Dead load on edge beam downstand, DLedge,y = 0.0 0.00 kN/m

Sag section type Rect - continuous

Hog section type Rect - continuous

Overall depth, hedge,y (slab) 250 mm

For sagging: tension steel diameter, ft,sag and number 6

For sagging: compression steel diameter, fc,sag and number 6

For hogging: tension steel diameter, ft,hog and number 6

For hogging: compression steel diameter, fc,hog and number 6

Link diameter flink, number and pitch 2 200 mm

For sagging: number of layers of tensile steel, nlayers,tens,sag 1 layer(s)

For sagging: number of layers of compression steel, nlayers,comp,sag 1 layer(s)

Ratio bb=1.2 (sagging) or 0.8 (hogging) unless single span or continuous elastic1.0 1.0

For hogging: number of layers of tensile steel, nlayers,tens,hog 1 layer(s)

For hogging: number of layers of compression steel, nlayers,comp,hog 1 layer(s)

Member Design - RC Flat Slab

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

23/10/2017

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BS8110

Utilisation Summary (Slab)

Item UT Remark

Msag,lx,m 67% OK

Msag,lx,c 64% OK

Mhog,lx,m 94% OK

Mhog,lx,c 110% NOT OK

Msag,ly,m 79% OK

Msag,ly,c 48% OK

Mhog,ly,m 138% NOT OK

Mhog,ly,c 135% NOT OK

% Min sag reinforcement lx,m utilisation 43% OK

% Min sag reinforcement lx,c utilisation 16% OK

% Min hog reinforcement lx,m utilisation 62% OK

% Min hog reinforcement lx,c utilisation 48% OK

% Min sag reinforcement ly,m utilisation 24% OK

% Min sag reinforcement ly,c utilisation 48% OK

% Min hog reinforcement ly,m utilisation 43% OK

% Min hog reinforcement ly,c utilisation 48% OK

Limitations of moment transfer into edge column 20% OK

Punching shear at column face 19% 25% 25% OK

Punching shear at first shear perimeter82% 46% 82% OK

Punching shear at second shear perimeter61% 34% 61% OK

Punching shear at third shear perimeter48% 23% 48% OK

Punching shear at fourth shear perimeter37% 18% 37% OK

Deflection requirements 132% NOT OK

Total utilisation continuous slab 138% NOT OK

Detailing requirements

Utilisation Summary (Beam)

Automatic design

Item UT Detailing Remark

Edge beam x sagging N/A N/A N/A

Edge beam x hogging N/A N/A N/A

Edge beam y sagging N/A N/A N/A

Edge beam y hogging N/A N/A N/A

Overall Utilisation Summary

Overall utilisation 138%

Overall detailing requirements OK

% Column strip sag reinforcement in x and y 0.84 0.27 %

% Column strip hog reinforcement x and y 0.27 0.27 %

% Middle strip sag reinforcement in x and y 0.30 0.54 %

% Middle strip hog reinforcement x and y 0.21 0.30 %

Estimated steel reinforcement quantity (130 - 220kg/m3) 149 kg/m

3

[ 7.850 . (A s,prov,x,s +A s,prov,y,s +A s,prov,x,h +A s,prov,x,h ) / h slab ]; No curtailment; No laps; Links ignored; Average col and mid strips;

Estimated steel reinforcement quantity (130 - 220kg/m3) 209 kg/m

3 IStructE

[ 11.0 . (A s,prov,x,s +A s,prov,y,s +A s,prov,x,h +A s,prov,x,h ) / h slab ]; Curtailment; Laps; Links ignored; Average col and mid strips;

[Note that steel quantity in kg/m3 can be obtained from 110.0 x % rebar];

Material cost: concrete, c 180 units/m3 steel, s 4500 units/tonne

Reinforced concrete material cost = [c+(est. rebar quant).s].hslab 280 units/m2

OK

Engineering Calculation Sheet

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Member Design - RC Flat Slab

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

23/10/2017Made by Date Chd.

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Member/Location

All Beams

EBeamx Sag

EBeamx Hog

EBeamy Sag

EBeamy Hog

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Plan Layout

Multi-Span lx Multi-Span ly Floor Plate

Longer Span, ly

11.0m

Shorter Span, lx

8.2m

Interior

Edge for Span in x Direction

Edge for Span in y Direction

Corner

Construction Type Support Conditions

Continuous (Simple or Cont End) Continuous

Number of spans in l x Multi-span

Number of spans in l y Multi-span

Single-Span lx Multi-Span ly Floor Plate

Longer Span, ly

11.0m

Shorter Span, lx

8.2m

Interior N/A

Edge for Span in x Direction

Edge for Span in y Direction N/A

Corner

Construction Type Support Conditions

Continuous (Simple or Cont End) Continuous

Number of spans in l x Single-span

Number of spans in l y Multi-span

[ 7.850 . (A s,prov,x,s +A s,prov,y,s +A s,prov,x,h +A s,prov,x,h ) / h slab ]; No curtailment; No laps; Links ignored; Average col and mid strips;

[ 11.0 . (A s,prov,x,s +A s,prov,y,s +A s,prov,x,h +A s,prov,x,h ) / h slab ]; Curtailment; Laps; Links ignored; Average col and mid strips;

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els

Member Design - RC Flat Slab 23/10/2017

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Engineering Calculation Sheet

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Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsmMade by Date Chd.

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Member/Location

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Multi-Span lx Single-Span ly Floor Plate

Longer Span, ly

11.0m

Shorter Span, lx

8.2m

Interior N/A

Edge for Span in x Direction N/A

Edge for Span in y Direction

Corner

Construction Type Support Conditions

Continuous (Simple or Cont End) Continuous

Number of spans in l x Multi-span

Number of spans in l y Single-span

Single-Span lx Single-Span ly Floor Plate

Longer Span, ly

11.0m

Shorter Span, lx

8.2m

Interior N/A

Edge for Span in x Direction N/A

Edge for Span in y Direction N/A

Corner

Construction Type Support Conditions

Continuous (Simple or Cont End) Continuous

Number of spans in l x Single-span

Number of spans in l y Single-span

Note that simple or continuous end slab support conditions refer to the end supports of multi-span

continuous slabs and not single-span slabs, where the end connection is continuous.

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Engineering Calculation Sheet

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23/10/2017

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

Member Design - RC Flat Slab Made by Date Chd.

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Job No. Sheet No. Rev.

Job Title

XX

BS8110

Assumptions and Limitations

1 Moment effects for slabs may be calculated based on redistributed effects or elastic effects.

2 Moment effects for beams may be calculated based on redistributed effects or elastic effects.

Detailing Instructions

Detailing Steel Positions

Note that the main slab reinforcement in x is assumed to be interior to main slab reinforcement in y;

Note that the main edge beam in x reinforcement is assumed to be interior to main slab reinforcement in y;

Note that the main edge beam in y reinforcement is assumed to be at same level as main slab reinforcement in y;

Note the same cover to all reinforcement used for the slab is used for the beam;

Note that where relevant, the additional cover has been added to only the top surface of the edge beam,

in effect assuming that there is a downstand edge beam.

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Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

Member Design - RC Flat Slab 23/10/2017Made by Date Chd.

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Member/Location

Note consideration should be given to the fact that although detailing rules allow the reduction of hogging steel from 100% to 50% beyond 0.15L, punching shear requirements may dictate as the % of tensile steel may have to be maintained at 100% until 0.3L or further to provide the required shear strength over all the shear perimeters checked. This indeed is the assumption herewith;

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Structural Analysis Slab

Design ULS total load for one panel, F = n.lx.ly 1567 kN

Note that the main edge beam in y reinforcement is assumed to be at same level as main slab reinforcement in y;

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Note allowance has been made in this tableNote elastic moment effects. #PL

0.080Fl 0.080Fl

- 0.125Fl - 0.083Fl 0.050Fl#PL

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Shorter Span, lx

Width of column strip, w1,lx = IF (wdp<lx/3, lx/2, wdp) 2.800 m

Width of middle strip, w2,lx = ly - w1,lx 8.200 m

Sag moment for s/s case = 0.125F.lx (single span) 1606 kNm

Hog moment for s/s case = 803 kNm

0.0625F.lx (single span continuous - simple or continuous end)

Shear for s/s case = 0.5F (single span) 783 kN

Column moment for s/s case = 0.04Flx (single span) 514 kNm

Moment 0 1028 514 1028 1606 642 1066 kNm

Shear 627 N/A 721 N/A 940 N/A 783 kN

Col Mnt 514 N/A N/A N/A 283 N/A 283 kNm

Note that for edge panels, the shear force has been calculated for the less critical outer support

instead of the first interior support because the SDL will be more critical here due to the external cladding.

Note that l above refers to l x .

Sag moment, Msag,lx 642 kNm

Hog moment, Mhog,lx 1066 kNm

Shear, Vlx 783 kN

Column moment, Mcol,lx 283 kNm

Sag moment mid strip, Msag,lx,m=0.45w2,lx/(ly-lx/2).Msag,lx 343 kNm

Sag moment col strip, Msag,lx,c=[1-0.45w2,lx/(ly-lx/2)].Msag,lx 299 kNm

Hog moment mid strip, Mhog,lx,m=0.25w2,lx/(ly-lx/2).Mhog,lx 317 kNm

Hog moment col strip, Mhog,lx,c=[1-0.25w2,lx/(ly-lx/2)].Mhog,lx 749 kNm

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

At outer

support

Middle of

interior

spans

Interior

supports

Interior

jXXX 10

Simple End Continuous End

Near

middle of

end span

At outer

support

Near

middle of

end span

At first

interior

support

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table

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Longer Span, ly

Width of column strip, w1,ly = IF (wdp<lx/3, lx/2, wdp) 2.800 m

Width of middle strip, w2,ly = lx - w1,ly 5.400 m

Sag moment for s/s case = 0.125F.ly (single span) 2154 kNm

Hog moment for s/s case = 1077 kNm

0.0625F.ly (single span continuous - simple or continuous end)

Shear for s/s case = 0.5F (single span) 783 kN

Column moment for s/s case = 0.04Fly (single span) 689 kNm

Moment 0 1379 689 1379 2154 862 1430 kNm

Shear 627 N/A 721 N/A 940 N/A 783 kN

Col Mnt 689 N/A N/A N/A 379 N/A 379 kNm

Note that for edge panels, the shear force has been calculated for the less critical outer support

instead of the first interior support because the SDL will be more critical here due to the external cladding.

Note that l above refers to l y .

Sag moment, Msag,ly 862 kNm

Hog moment, Mhog,ly 1430 kNm

Shear, Vly 783 kN

Column moment, Mcol,ly 379 kNm

Sag moment mid strip, Msag,ly,m=0.45w2,ly/(lx/2).Msag,ly 511 kNm

Sag moment col strip, Msag,ly,c=[1-0.45w2,ly/(lx/2)].Msag,ly 351 kNm

Hog moment mid strip, Mhog,ly,m=0.25w2,ly/(lx/2).Mhog,ly 471 kNm

Hog moment col strip, Mhog,ly,c=[1-0.25w2,ly/(lx/2)].Mhog,ly 959 kNm

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

Middle of

interior

spans

At first

interior

support

Interior

Member Design - RC Flat Slab 23/10/2017

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Interior

supports

Simple End Continuous End

Near

middle of

end span

At outer

support

Near

middle of

end span

At outer

support

Made by Date Chd.

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Member/Location

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Structural Analysis Edge Beam Spanning in x Direction

Slab UDL on edge beam, wedge,x = assumed 1.4 x wedge,DL,x 5 kN/m

ULS beam, wULS,edge,x = wedge,x+1.4SDLelev,edge,x+1.4DLedge,x 5 kN/m

Interior or End Beam ? Interior Beam

Note that the coefficients above are appropriate to the interior or edge panel as follows.

Sag x Hog x Shear x

Interior Edge Beam 0.050 0.083 0.550

End Edge Beam 0.080 0.125 0.600

Single Span Edge Beam 0.125 0.063 0.500

Note that the beams are always continuous (unless single span) since monolithic with columns,

and the slab is also always continuous (unless single span) in flat slabs.

Sag moment edge beam, Msag,edge,x = coeff.(wULS,edge,x . lx)lx 16 kNm

Hog moment edge beam, Mhog,edge,x = coeff.(wULS,edge,x . lx)lx 27 kNm

Shear edge beam, Vedge,x = coeff.(wULS,edge,x . lx) 22 kN

Structural Analysis Edge Beam Spanning in y Direction

Slab UDL on edge beam, wedge,y = assumed 1.4 x wedge,DL,y 6 kN/m

ULS beam, wULS,edge,y = wedge,y+1.4SDLelev,edge,y+1.4DLedge,y 6 kN/m

Interior or End Beam ? Interior Beam

Note that the coefficients above are appropriate to the interior or edge panel as follows.

Sag y Hog y Shear y

Interior Edge Beam 0.050 0.083 0.550

End Edge Beam 0.080 0.125 0.600

Single Span Edge Beam 0.125 0.063 0.500

Note that the beams are always continuous (unless single span) since monolithic with columns,

and the slab is also always continuous (unless single span) in flat slabs.

Sag moment edge beam, Msag,edge,y = coeff.(wULS,edge,y . ly)ly 39 kNm

Hog moment edge beam, Mhog,edge,y = coeff.(wULS,edge,y . ly)ly 65 kNm

Shear edge beam, Vedge,y = coeff.(wULS,edge,y . ly) 39 kN

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Engineering Calculation Sheet

Consulting Engineers

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

Member Design - RC Flat Slab 23/10/2017

Note allowance has been made in this table for 20% moment redistribution;

Note elastic moment effects. #PL pattern loading factor 1.2;

0.08Fl 0.05Fl#PL - 0.125Fl

- 0.083Fl

Made by Date Chd.

Drg.

Member/Location

Note allowance has been made in this table for 20% moment redistribution;

Note elastic moment effects. #PL pattern loading factor 1.2;

0.08Fl 0.05Fl#PL - 0.125Fl

- 0.083Fl

Job No. Sheet No. Rev.

Job Title

XX

BS8110

Slab Moment Design

Sag moment, Msag,lx,m 343 kNm 42 kNm/m

Sag moment, Msag,lx,c 299 kNm 107 kNm/m

Hog moment, Mhog,lx,m 317 kNm 39 kNm/m

Hog moment, Mhog,lx,c 749 kNm 268 kNm/m

Sag moment, Msag,ly,m 511 kNm 95 kNm/m

Sag moment, Msag,ly,c 351 kNm 125 kNm/m

Hog moment, Mhog,ly,m 471 kNm 87 kNm/m

Hog moment, Mhog,ly,c 959 kNm 343 kNm/m

Ensure singly reinforced

Limit K' (sagging span x) 0.156 Limit K' (sagging span y) 0.156

Limit K' (hogging span x) 0.156 Limit K' (hogging span y) 0.156

b d K z As/b As,prov UT

Msag,lx,m 8200 199 0.026 189 507 754 67% OK

Msag,lx,c 2800 199 0.067 183 1336 2094 64% OK

Mhog,lx,m 8200 189 0.027 180 492 524 94% OK

Mhog,lx,c 2800 439 0.035 417 1469 1340 110% NOT OK

Msag,ly,m 5400 217 0.050 204 1060 1340 79% OK

Msag,ly,c 2800 467 0.014 444 647 1340 48% OK

Mhog,ly,m 5400 205 0.052 192 1037 754 138% NOT OK

Mhog,ly,c 2800 455 0.041 432 1814 1340 135% NOT OK

Note unless single span or continuous elastic whereby b b = 1.00 and K' = 0.156, K' calculated

with b b = 1.20 (sagging) or 0.80 (hogging), however K' for b b ≥ 0.90 truncated at 0.156.

If K > K', then UT = 999%. Note that A s /b and A s,prov above are in units of mm2/m. Note that b is taken

as the relevant middle or columns widths. Note that A s,prov is specified for both the middle and column strips.

% Min sag reinforcement lx,m (>= 0.0024bh G250; >= 0.0013bh G460) 0.30 %

% Min sag reinforcement lx,m utilisation 43% OK

% Min sag reinforcement lx,c (>= 0.0024bh G250; >= 0.0013bh G460) 0.84 %

% Min sag reinforcement lx,c utilisation 16% OK

% Min hog reinforcement lx,m (>= 0.0024bh G250; >= 0.0013bh G460) 0.21 %

% Min hog reinforcement lx,m utilisation 62% OK

% Min hog reinforcement lx,c (>= 0.0024b(h+ddp) G250; >= 0.0013b(h+ddp) G460)0.27 %

% Min hog reinforcement lx,c utilisation 48% OK

% Min sag reinforcement ly,m (>= 0.0024bh G250; >= 0.0013bh G460) 0.54 %

% Min sag reinforcement ly,m utilisation 24% OK

% Min sag reinforcement ly,c (>= 0.0024b(h+ddp) G250; >= 0.0013b(h+ddp) G460) 0.27 %

% Min sag reinforcement ly,c utilisation 48% OK

% Min hog reinforcement ly,m (>= 0.0024bh G250; >= 0.0013bh G460) 0.30 %

% Min hog reinforcement ly,m utilisation 43% OK

% Min hog reinforcement ly,c (>= 0.0024b(h+ddp) G250; >= 0.0013b(h+ddp) G460)0.27 %

% Min hog reinforcement ly,c utilisation 48% OK

Note that d dp only incorporated in column strip hogging above if w dp >= l x /3.

Note that d dp only incorporated in column strip sagging above if w dp >= l x /3 and banded.

23/10/2017

M (kNm) M/b (kNm/m)

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Member Design - RC Flat Slab

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jXXX

z <=0.95d

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XX

BS8110

Limitations of Moment Transfer Into Edge Column

Maximum design moment that can be transferred to column by column strip

1734 kNm

where

Width of strip, be,a 1500 mm

Adopted width of strip, be = MIN (be,a, w1,lx, w1,ly) 1500 mm

Effective depth for top steel in col strip, d = MIN (dx,h,c, dy,h,c) 439 mm

Bending moment to transfer into column at edges, Mt,act = 0.04F.MAX(lx,ly) 689 kNm

Ensure moment transfer Mt,max >= 0.5Mt,act 1734 >= 345 kNm

Moment transfer utilisation 1-(Mt,max-(0.5Mt,act))/Mt,max 20% OK

Need to increase end span sag moment ? MAX(0, (Mt,act - Mt,max)/2) 0 kNm

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

23/10/2017Member Design - RC Flat Slab

jXXX 14

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XX

BS8110

Punching Shear (BS8110)

ULS design punching shear into column, Vt 1567 kN

Note V t = F (internal), F/2+SDL elev,x/y .l x/y (edge), F/4+(SDL elev,x .l x +SDL elev,y .l y )/2 (corner).

Area of column section, Ac1 = lh,b.lh,h (rectangular) or plh,D2/4 (circular) 900000 mm

2

Average effective depth of both rebar layers, d = (dx,h,c + dy,h,c)/2 - {0, ddp} 447 mm

Note conservatively that d dp should not be incorporated above when incorporated within d x,h,c and

d y,h,c to cater for the reduced effective depth at shear perimeters beyond the slab drop widths.

Area of tensile steel reinforcement provided, As,prov,x,h,c 1340 mm2/m

Area of tensile steel reinforcement provided, As,prov,y,h,c 1340 mm2/m

Average area of tensile steel reinforcement provided, As,prov,h,c 1340 mm2/m

rw = 100As,prov,h,c/bd 0.30 %

nc = (0.79/1.25)(rwfcu/25)1/3

(400/d)1/4

; rw<3; fcu<40; (400/d)1/4

>0.67 0.48 N/mm2

Column Face Perimeter

Shear force at column face, V1 = Vt - n.Ac1 1551 kN

Effective shear force, Veff,1 = (1.15 internal, 1.40 edge column) . V1 1784 kN

Column face perimeter, u1 4200 mm

Internal column: 2.(l h,b +l h,h ) 4200 p .l h,D N/A mm

Edge column: 2l h,b +l h,h or 2l h,h +l h,b 3600 3/4( p .l h,D ) N/A mm

Corner column: (l h,b +l h,h ) 2100 p .l h,D /2 N/A mm

Shear stress at column face perimeter, n1 = Veff,1 / u1d (< 0.8fcu0.5

& 5N/mm2) 0.95 N/mm

2

Ultimate shear stress utilisation 19% OK

jXXX 15

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BS8110

First Shear Perimeter @1.50d 671 1 @0.00d 0 mm

Shear force 1.5d from column face, V2 = Vt - n.(Ac2 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1471 kN

Internal column: (l h,b +3d).(l h,h +3d) 5.51 (l h,D +3d)2 N/A m

2

Edge column:(l h,b +1.5d).(l h,h +3d) or (l h,h +1.5d).(l h,b +3d) 4.21(l h,D +1.5d).(l h,D +3d) N/A m2

Corner column: (l h,b +1.5d).(l h,h +1.5d) 2.76 (l h,D +1.5d)2 N/A m

2

Effective shear force, Veff,2 = (1.15 internal, 1.40 edge column) . V2 1691 kN

Column first perimeter, u2 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 9564 mm

Internal column: 2.(l h,b +l h,h )+12d 9564 4l h,D +12d N/A mm

Edge column: 2l h,b +l h,h +6d or 2l h,h +l h,b +6d 6282 3l h,D +6d N/A mm

Corner column: (l h,b +l h,h )+3d 3441 2l h,D +3d N/A mm

Shear stress at column first perimeter, n2 = Veff,2 / u2d 0.40 N/mm2

(Shear capacity enhancement by calculating v d at 1.5d from support and comparing against

unenhanced v c as clause 3.7.7.6 BS8110 employed instead of calculating v d at support and

comparing against enhanced v c within 1.5d of the support as clause 3.7.7.4 BS8110;)

Case n2 < nc VALID

No links required.

Case nc < n2 < 1.6nc N/A

N/A >= N/A mm2

Note >

Case 1.6nc < n2 < 2.0nc N/A

N/A >= N/A mm2

Note >

Case n2 > 2.0nc N/A

First shear perimeter shear utilisation 82% OK

Member Design - Reinforced Concrete Flat Slab BS8110, ACI318 v2017.01.xlsm

16

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BS8110

Second Shear Perimeter @2.25d 1006 2 @0.75d 335 mm

Shear force 2.25d from column face, V3 = Vt - n.(Ac3 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1407 kN

Internal column: (l h,b +4.5d).(l h,h +4.5d) 9.17 (l h,D +4.5d)2 N/A m

2

Edge column:(l h,b +2.25d).(l h,h +4.5d) or (l h,h +2.25d).(l h,b +4.5d) 6.54(l h,D +2.25d).(l h,D +4.5d) N/A m2

Corner column: (l h,b +2.25d).(l h,h +2.25d) 4.02 (l h,D +2.25d)2 N/A m

2

Effective shear force, Veff,3 = (1.15 internal, 1.40 edge column) . V3 1618 kN

Column second perimeter, u3 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 12246 mm

Internal column: 2.(l h,b +l h,h )+18d 12246 4l h,D +18d N/A mm

Edge column: 2l h,b +l h,h +9d or 2l h,h +l h,b +9d 7623 3l h,D +9d N/A mm

Corner column: (l h,b +l h,h )+4.5d 4112 2l h,D +4.5d N/A mm

Shear stress at column second perimeter, n3 = Veff,3 / u3d 0.30 N/mm2

Case n3 < nc VALID

No links required.

Case nc < n3 < 1.6nc N/A

N/A >= N/A mm2

Note >

Case 1.6nc < n3 < 2.0nc N/A

N/A >= N/A mm2

Note >

Case n3 > 2.0nc N/A

Second shear perimeter shear utilisation 61% OK

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17jXXX

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BS8110

Third Shear Perimeter @3.00d 1341 3 @1.50d 671 mm

Shear force 3.0d from column face, V4 = Vt - n.(Ac4 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1328 kN

Internal column: (l h,b +6d).(l h,h +6d) 13.73 (l h,D +6d)2 N/A m

2

Edge column:(l h,b +3d).(l h,h +6d) or (l h,h +3d).(l h,b +6d) 9.32(l h,D +3d).(l h,D +6d) N/A m2

Corner column: (l h,b +3d).(l h,h +3d) 5.51 (l h,D +3d)2 N/A m

2

Effective shear force, Veff,4 = (1.15 internal, 1.40 edge column) . V4 1527 kN

Column third perimeter, u4 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 14928 mm

Internal column: 2.(l h,b +l h,h )+24d 14928 4l h,D +24d N/A mm

Edge column: 2l h,b +l h,h +12d or 2l h,h +l h,b +12d 8964 3l h,D +12d N/A mm

Corner column: (l h,b +l h,h )+6d 4782 2l h,D +6d N/A mm

Shear stress at column third perimeter, n4 = Veff,4 / u4d 0.23 N/mm2

Case n4 < nc VALID

No links required.

Case nc < n4 < 1.6nc N/A

N/A >= N/A mm2

Note >

Case 1.6nc < n4 < 2.0nc N/A

N/A >= N/A mm2

Note >

Case n4 > 2.0nc N/A

Third shear perimeter shear utilisation 48% OK

jXXX

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23/10/2017

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BS8110

Fourth Shear Perimeter @3.75d 1676 4 @2.25d 1006 mm

Shear force 3.75d from column face, V5 = Vt - n.(Ac5 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1234 kN

Internal column: (l h,b +7.5d).(l h,h +7.5d) 19.18 (l h,D +7.5d)2 N/A m

2

Edge column:(l h,b +3.75d).(l h,h +7.5d) or (l h,h +3.75d).(l h,b +7.5d) 12.55(l h,D +3.75d).(l h,D +7.5d) N/A m2

Corner column: (l h,b +3.75d).(l h,h +3.75d) 7.23 (l h,D +3.75d)2 N/A m

2

Effective shear force, Veff,5 = (1.15 internal, 1.40 edge column) . V5 1419 kN

Column fourth perimeter, u5 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 17610 mm

Internal column: 2.(l h,b +l h,h )+30d 17610 4l h,D +30d N/A mm

Edge column: 2l h,b +l h,h +15d or 2l h,h +l h,b +15d 10305 3l h,D +15d N/A mm

Corner column: (l h,b +l h,h )+7.5d 5453 2l h,D +7.5d N/A mm

Shear stress at column fourth perimeter, n5 = Veff,5 / u5d 0.18 N/mm2

Case n5 < nc VALID

No links required.

Case nc < n5 < 1.6nc N/A

N/A >= N/A mm2

Note >

Case 1.6nc < n5 < 2.0nc N/A

N/A >= N/A mm2

Note >

Case n5 > 2.0nc N/A

Fourth shear perimeter shear utilisation 37% OK

19

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BS8110

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Member Design - RC Flat Slab

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BS8110

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BS8110

Member Design - RC Flat Slab 23/10/2017

Engineering Calculation Sheet

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XX

ACI318

Punching Shear (ACI318)

ULS design punching shear into column, Vt 1405 kN

Note V t = F (internal), F/2+SDL elev,x/y .l x/y (edge), F/4+(SDL elev,x .l x +SDL elev,y .l y )/2 (corner).

Area of column section, Ac1 = lh,b.lh,h (rectangular) or plh,D2/4 (circular) 900000 mm

2

Average effective depth of both rebar layers, d = (dx,h,c + dy,h,c)/2 - {0, ddp} 447 mm

Note conservatively that d dp should not be incorporated above when incorporated within d x,h,c and

d y,h,c to cater for the reduced effective depth at shear perimeters beyond the slab drop widths.

fnc,2 | fnc,3 | fnc,4 | fnc,5 = [MIN(a-c)] 1.29 1.29 1.23 1.10 N/mm2

Strength reduction factor for shear, f = 0.75 0.75

[(a)] f v c = 1.39 N/mm2

[(b)] f v c = 1.29 N/mm2

[(c)] f v c,2 = 1.75 N/mm2

[(c)] f v c,3 = 1.48 N/mm2

[(c)] f v c,4 = 1.23 N/mm2

[(c)] f v c,5 = 1.10 N/mm2

where l = {1.00 NWC, 0.75 LWC}

where b = MAX (h,b) / MIN (h,b) 2.5

where as = {40 interior, 30 edge, 20 corner} column 40

where b0 = {u2 | u3 | u4 | u5} 5988 7991 11790 15581 mm

Column Face Perimeter

Shear force at column face, V1 = Vt - n.Ac1 1389 kN

Effective shear force, Veff,1 = (1.15 internal, 1.40 edge column) . V1 1597 kN

Column face perimeter, u1 4200 mm

Internal column: 2.(l h,b +l h,h ) 4200 p .l h,D N/A mm

Edge column: 2l h,b +l h,h or 2l h,h +l h,b 3600 3/4( p .l h,D ) N/A mm

Corner column: (l h,b +l h,h ) 2100 p .l h,D /2 N/A mm

Shear stress at column face perimeter, n1 = Veff,1 / u1d (< f(0.14l+0.66)fc') where f=0.75 and l = {1.00 NWC, 0.75 LWC}0.85 N/mm2

Ultimate shear stress utilisation 25% OK

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ACI318

First Shear Perimeter @0.50d 224 1 @2.50d 1118 mm

Shear force 0.5d from column face, V2 = Vt - n.(Ac2 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1373 kN Note

Internal column: (l h,b +d).(l h,h +d) 2.04 (l h,D +d)2 N/A m

2

Edge column:(l h,b +0.5d).(l h,h +d) or (l h,h +0.5d).(l h,b +d) 1.80(l h,D +0.5d).(l h,D +d) N/A m2

Corner column: (l h,b +0.5d).(l h,h +0.5d) 1.42 (l h,D +0.5d)2 N/A m

2

Effective shear force, Veff,2 = (1.15 internal, 1.40 edge column) . V2 1579 kN BS8110

Column first perimeter, u2 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 5988 mm

Internal column: 2.(l h,b +l h,h )+4d 5988 4l h,D +4d N/A mm

Edge column: 2l h,b +l h,h +2d or 2l h,h +l h,b +2d 4494 3l h,D +2d N/A mm

Corner column: (l h,b +l h,h )+d 2547 2l h,D +d N/A mm

Shear stress at column first perimeter, n2 = Veff,2 / u2d 0.59 N/mm2

Case n2 < fnc,2 VALID

No links required.

Case fnc,2 < n2 < f0.17lfc'+fNL N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,2 ≥ Asv,nom,2 N/A >= N/A mm2

where Asv,nom,2 > MAX{0.062fc'.u2d/fyv,0.35.u2d/fyv}

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case f0.17lfc'+fNL < n2 < f0.5fc' N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,2 ≥ Asv,2 N/A >= N/A mm2

where Asv,2 > (n2-fnc,2).u2d/(ffyv)

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case n2 > f0.5fc' N/A

First shear perimeter shear utilisation 46% OK

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ACI318

Second Shear Perimeter @1.50d 671 2 @3.50d 1565 mm

Shear force 1.5d from column face, V3 = Vt - n.(Ac3 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1346 kN Note

Internal column: (l h,b +2.12d).(l h,h +2.12d) 3.79 (l h,D +2.12d)2 N/A m

2

Edge column:(l h,b +1.06d).(l h,h +2.12d) or (l h,h +1.06d).(l h,b +2.12d) 3.05(l h,D +1.06d).(l h,D +2.12d) N/A m2

Corner column: (l h,b +1.06d).(l h,h +1.06d) 2.12 (l h,D +1.06d)2 N/A m

2

Effective shear force, Veff,3 = (1.15 internal, 1.40 edge column) . V3 1547 kN BS8110

Column second perimeter, u3 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 7991 mm

Internal column: 2.(l h,b +l h,h )+8.48d 7991 4l h,D +8.48d N/A mm

Edge column: 2l h,b +l h,h +4.24d or 2l h,h +l h,b +4.24d 5495 3l h,D +4.24d N/A mm

Corner column: (l h,b +l h,h )+2.12d 3048 2l h,D +2.12d N/A mm

Shear stress at column second perimeter, n3 = Veff,3 / u3d 0.43 N/mm2

Case n3 < fnc,3 VALID

No links required.

Case fnc,3 < n3 < f0.17lfc'+fNL N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,3 ≥ Asv,nom,3 N/A >= N/A mm2

where Asv,nom,3 > MAX{0.062fc'.u3d/fyv,0.35.u3d/fyv}

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case f0.17lfc'+fNL < n3 < f0.5fc' N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,3 ≥ Asv,3 N/A >= N/A mm2

where Asv,3 > (n3-fnc,3).u3d/(ffyv)

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case n3 > f0.5fc' N/A

Second shear perimeter shear utilisation 34% OK

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Engineering Calculation Sheet

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ACI318

Third Shear Perimeter @3.00d 1341 3 @5.00d 2235 mm

Shear force 3.0d from column face, V4 = Vt - n.(Ac4 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1273 kN Note

Internal column: (l h,b +4.24d).(l h,h +4.24d) 8.47 (l h,D +4.24d)2 N/A m

2

Edge column:(l h,b +2.12d).(l h,h +4.24d) or (l h,h +2.12d).(l h,b +4.24d) 6.11(l h,D +2.12d).(l h,D +4.24d) N/A m2

Corner column: (l h,b +2.12d).(l h,h +2.12d) 3.79 (l h,D +2.12d)2 N/A m

2

Effective shear force, Veff,4 = (1.15 internal, 1.40 edge column) . V4 1464 kN BS8110

Column third perimeter, u4 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 11790 mm

Internal column: 2.(l h,b +l h,h )+16.97d 11790 4l h,D +16.97d N/A mm

Edge column: 2l h,b +l h,h +8.49d or 2l h,h +l h,b +8.49d 7395 3l h,D +8.49d N/A mm

Corner column: (l h,b +l h,h )+4.24d 3995 2l h,D +4.24d N/A mm

Shear stress at column third perimeter, n4 = Veff,4 / u4d 0.28 N/mm2

Case n4 < fnc,4 VALID

No links required.

Case fnc,4 < n4 < f0.17lfc'+fNL N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,4 ≥ Asv,nom,4 N/A >= N/A mm2

where Asv,nom,4 > MAX{0.062fc'.u4d/fyv,0.35.u4d/fyv}

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case f0.17lfc'+fNL < n4 < f0.5fc' N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,4 ≥ Asv,4 N/A >= N/A mm2

where Asv,4 > (n4-fnc,4).u4d/(ffyv)

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case n4 > f0.5fc' N/A

Third shear perimeter shear utilisation 23% OK

Rectangular Circular

Rectangular Circular

Member Design - RC Flat Slab 23/10/2017

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ACI318

Fourth Shear Perimeter @4.50d 2012 4 @6.50d 2906 mm

Shear force 4.5d from column face, V5 = Vt - n.(Ac5 ≤ {lx.ly,lx/2.ly,lx.ly/2,lx/2.ly/2}) 1172 kN Note

Internal column: (l h,b +6.36d).(l h,h +6.36d) 14.95 (l h,D +6.36d)2 N/A m

2

Edge column:(l h,b +3.18d).(l h,h +6.36d) or (l h,h +3.18d).(l h,b +6.36d) 10.06(l h,D +3.18d).(l h,D +6.36d) N/A m2

Corner column: (l h,b +3.18d).(l h,h +3.18d) 5.91 (l h,D +3.18d)2 N/A m

2

Effective shear force, Veff,5 = (1.15 internal, 1.40 edge column) . V5 1347 kN BS8110

Column fourth perimeter, u5 ≤ {2lx+2ly,lx+ly,lx+ly,lx/2+ly/2} 15581 mm

Internal column: 2.(l h,b +l h,h )+25.46d 15581 4l h,D +25.46d N/A mm

Edge column: 2l h,b +l h,h +12.73d or 2l h,h +l h,b +12.73d 9290 3l h,D +12.73d N/A mm

Corner column: (l h,b +l h,h )+6.36d 4943 2l h,D +6.36d N/A mm

Shear stress at column fourth perimeter, n5 = Veff,5 / u5d 0.19 N/mm2

Case n5 < fnc,5 VALID

No links required.

Case fnc,5 < n5 < f0.17lfc'+fNL N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,5 ≥ Asv,nom,5 N/A >= N/A mm2

where Asv,nom,5 > MAX{0.062fc'.u5d/fyv,0.35.u5d/fyv}

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case f0.17lfc'+fNL < n5 < f0.5fc' N/A

fNL = fMAX{0.062fc',0.35} 0.26 N/mm2

Asv,prov,5 ≥ Asv,5 N/A >= N/A mm2

where Asv,5 > (n5-fnc,5).u5d/(ffyv)

where f=0.75, l = {1.00 NWC, 0.75 LWC} and fyv limited to 420MPa

Case n5 > f0.5fc' N/A

Fourth shear perimeter shear utilisation 18% OK

Rectangular Circular

Rectangular Circular

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BS8110

Detailing Requirements

All detailing requirements met ? OK

Max column strip sagging steel reinforcement pitch in x (<3dx,s, <750mm) 150 mm OK

Max column strip sagging steel reinforcement pitch in y (<3dy,s,c, <750mm) 150 mm OK

Max column strip hogging steel reinforcement pitch in x (<3dx,h,c, <750mm) 150 mm OK

Max column strip hogging steel reinforcement pitch in y (<3dy,h,c, <750mm) 150 mm OK

Max middle strip sagging steel reinforcement pitch in x (<3dx,s, <750mm) 150 mm OK

Max middle strip sagging steel reinforcement pitch in y (<3dy,s,m, <750mm) 150 mm OK

Max middle strip hogging steel reinforcement pitch in x (<3dx,h,m, <750mm) 150 mm OK

Max middle strip hogging steel reinforcement pitch in y (<3dy,h,m, <750mm) 150 mm OK

Max column strip sagging steel reinforcement pitch in x 150 mm OK

Max column strip sagging steel reinforcement pitch in y 150 mm OK

Max column strip hogging steel reinforcement pitch in x 150 mm OK

Max column strip hogging steel reinforcement pitch in y 150 mm OK

Max middle strip sagging steel reinforcement pitch in x 150 mm OK

Max middle strip sagging steel reinforcement pitch in y 150 mm OK

Max middle strip hogging steel reinforcement pitch in x 150 mm OK

Max middle strip hogging steel reinforcement pitch in y 150 mm OK

Note that d dp only incorporated in column strip hogging above if w dp >= l x /3.

Note that d dp only incorporated in column strip sagging above if w dp >= l x /3 and banded.

Min column strip sagging steel reinforcement pitch in x (>75mm+fsx,col, >100mm+fsx,col if T40)150 mm OK

Min column strip sagging steel reinforcement pitch in y (>75mm+fsy,col, >100mm+fsy,col if T40)150 mm OK

Min column strip hogging steel reinforcement pitch in x (>75mm+fhx,col, >100mm+fhx,col if T40)150 mm OK

Min column strip hogging steel reinforcement pitch in y (>75mm+fhy,col, >100mm+fhy,col if T40)150 mm OK

Min middle strip sagging steel reinforcement pitch in x (>75mm+fsx,mid, >100mm+fsx,mid if T40)150 mm OK

Min middle strip sagging steel reinforcement pitch in y (>75mm+fsy,mid, >100mm+fsy,mid if T40)150 mm OK

Min middle strip hogging steel reinforcement pitch in x (>75mm+fhx,mid, >100mm+fhx,mid if T40)150 mm OK

Min middle strip hogging steel reinforcement pitch in y (>75mm+fhy,mid, >100mm+fhy,mid if T40)150 mm OK

Note an allowance has been made for laps in the min pitch by increasing the criteria by the bar diameter.

% Max column strip sag reinforcement in x (<= 0.04bh) 0.84 % OK

% Max column strip sag reinforcement in y (<= 0.04b(h+ddp)) 0.27 % OK

% Max column strip hog reinforcement x (<= 0.04b(h+ddp)) 0.27 % OK

% Max column strip hog reinforcement y (<= 0.04b(h+ddp)) 0.27 % OK

% Max middle strip sag reinforcement in x (<= 0.04bh) 0.30 % OK

% Max middle strip sag reinforcement in y (<= 0.04bh) 0.54 % OK

% Max middle strip hog reinforcement x (<= 0.04bh) 0.21 % OK

% Max middle strip hog reinforcement y (<= 0.04bh) 0.30 % OK

Note that d dp only incorporated in column strip hogging above if w dp >= l x /3.

Note that d dp only incorporated in column strip sagging above if w dp >= l x /3 and banded.

Sagging steel reinforcement diameter in x, fsx,col (>=10mm) 20 mm OK

Sagging steel reinforcement diameter in y, fsy,col (>=10mm) 16 mm OK

Hogging steel reinforcement diameter in x, fhx,col (>=10mm) 16 mm OK

Hogging steel reinforcement diameter in y, fhy,col (>=10mm) 16 mm OK

Sagging steel reinforcement diameter in x, fsx,mid (>=10mm) 12 mm OK

Sagging steel reinforcement diameter in y, fsy,mid (>=10mm) 16 mm OK

Hogging steel reinforcement diameter in x, fhx,mid (>=10mm) 10 mm OK

Hogging steel reinforcement diameter in y, fhy,mid (>=10mm) 12 mm OK

Member Design - RC Flat Slab 23/10/2017

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BS8110

Deflection Criteria

Span in x

Span, x 8.200 m

Span, x / effective depth, dx,s ratio 41.2

Basic span / effective depth ratio criteria (20 single span; 23 edge; 26 cont) 26.0

Multiplier C1,span more or less than 10m 1.00

Multiplier C1,flat slab 1.00 cl.3.7.8 BS8110

Modification factor for tension C2

mx/b = MAX (Msag,lx,m/w2,lx, Msag,lx,c/w1,lx) Col Strip Governs 106.7 kNm/m

mx/bdx,s2 2.69 N/mm

2

(bb=1.2 unless single span or continuous elastic) 196 N/mm2

Modification 1.20

Modified span / effective depth ratio criteria 31.3

Deflection utilisation 132% NOT OK

Span in y

Span, y 11.000 m

Span, y / effective depth, dy,s,c/m ratio 23.6

Basic span / effective depth ratio criteria (20 single span; 23 edge; 26 cont) 26.0

Multiplier C1,span more or less than 10m 1.00

Multiplier C1,flat slab 0.90 cl.3.7.8 BS8110

Modification factor for tension C2

my/b = MAX (Msag,ly,m/w2,ly, Msag,ly,c/w1,ly) Col Strip Governs 125.3 kNm/m

my/bdy,s,c/m2 0.57 N/mm

2

(bb=1.2 unless single span or continuous elastic) 148 N/mm2

Modification 2.00

Modified span / effective depth ratio criteria 46.8

Deflection utilisation 50% OK

Utilisation in x and y

Deflection utilisation 132% NOT OK

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BS8110

Scheme Design: Flat Slab

cl.3.7.8 BS8110

cl.3.7.8 BS8110

Scheme Design: Flat Slab With Drops

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BS8110

Scheme Design: Flat Slab With Column Heads

Scheme Design: Flat Slab With Edge Beams

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BS8110

Beam Section Input Description

Edge Beam

Depth Width Sag Section

No downstand slab b eff Rect - continuous

With downstand slab + downstand b w L - continuous

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BS8110

Typical Initial Span / Effective Depth Ratios

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BS8110

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BS8110

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