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GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Spanx = 7200 mmSpany = 7200 mmlx = 400 mmly = 400 mmlx1 = 250 mmly1 = 250 mmex = lx1 / 2 = 125 mmey = ly 1 / 2 = 125 mmLx = Spanx - lx = 6800 mmLy = Spany - ly = 6800 mmLxi = Spanx - lx / 2 = 7000 mmLyi = Spany - ly / 2 = 7000 mm
h = 250 mm
FLAT SLAB DESIGN TO BS8110:PART 1:1997
Slab geometrySpan of slab in x-direction;Span of slab in y-direction;Column dimension in x-direction;Column dimension in y-direction;External column dimension in x-direction; External column dimension in y-direction; Edge dimension in x-direction;Edge dimension in y-direction;Effective span of internal bay in x direction; Effective span of internal bay in y direction; Effective span of end bay in x direction; Effective span of end bay in y direction;Slab details
Depth of slab;
2
SAGGING MOMENTS
End bay A-B
Effective span;
Depth of reinforcement;
Midspan moment;
Support moment;
Design reinforcementLever arm;
Area of reinforcement designed; Minimum
area of reinforcement required; Area of
reinforcement required;
Provide 20 dia bars @ 150 centres
Area of reinforcement provided;
Check deflection
Design service stress;
Modification factor;
Allowable span to depth ratio;
Actual span to depth ratio;
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Characteristic strength of concrete;
Characteristic strength of reinforcement;
Characteristic strength of shear reinforcement;
Material safety factor;
Cover to bottom reinforcement;
Cover to top reinforcement;
Loading details
Characteristic dead load;
Characteristic imposed load;
Dead load factor;
Imposed load factor;
Total ultimate load;
Moment redistribution ratio;
Ratio of support moments to span moments;
DESIGN SLAB IN THE X-DIRECTION
fcu = 35 N/mm2 fy =
500 N/mm2 fyv =
500 N/mm2 Ym =
1.15 c = 20 mm c'
= 20 mm
Gk = 7.000 kN/m2
Qk = 5.000 kN/m2
Yg = 1.4 Yq = 1.6
Nult = (Gk x yg) + (Qk x yq) = 17.800 kN/m2 Pb =
1.0 i = 1.0
L = 7000 mmd = 200 mmm = (Nult x L2) / (2 x (1 + V(1 + i))2) = 74.823
kNm/m m' = i x m = 74.823 kNm/m
K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176 K = m / (d2 x fcu) = 0.053
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d = 187.3 mm As_des = m / (z x fy / Ym) = 919 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 919 mm2/m
As_prov = n x D2 / (4 x s) = 2094 mm2/mPASS - Span reinforcement is OK
fs = 2 x fy x As_ req / (3 x As_ prov x Pb) = 146 N/mm2 ki = min(0.55+(477N/mm2-fs)/(120x(0.9N/mm2+(m/d2))),2)
= 1.545 0.9 x 26 x ki = 36.151 L / d = 35.000
3
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal bay B-C
Effective span;
Depth of reinforcement;
Midspan moment;
Support moment;
Design reinforcement
Lever arm;
Area of reinforcement designed; Minimum
area of reinforcement required; Area of
reinforcement required;
Provide 16 dia bars @ 200 centres
Area of reinforcement provided;
Check deflection
Design service stress;
Modification factor;
Allowable span to depth ratio;
Actual span to depth ratio;
PASS - Span to depth ratio is OK
L = 6800 mm d = 202 mmm = (Nult x L2) / (2 x (V(1 + i) + V(1 + i))2) = 51.442
kNm/m m' = i x m = 51.442 kNm/m
K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176 K = m / (d2
x fcu) = 0.036
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d = 191.9 mm As_des = m / (z x fy / ym) = 617 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 617 mm2/m
As_prov = n x D2 / (4 x s) = 1005 mm2/mPASS - Span reinforcement is OK
fs = 2 x fy x As_req / (3 x As_prov x Pb) = 204 N/mm2 ki = min(0.55+(477N/mm2-fs)/(120x(0.9N/mm2+(m/d2))),2) = 1.601 0.9 x 26 x ki = 37.469 L / d = 33.663
PASS - Span to depth ratio is OK
HOGGING MOMENTS - INTERNAL STRIP Penultimate column B3
Consider the reinforcement concentrated in half width strip over the support
Depth of reinforcement; d' = 200 mmSupport moment; m' = 2 x i x m = 149.646 kNm/mLever arm; K = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.107
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 172.5 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 1996 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1996 mm2/mProvide 20 dia bars @ 150 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 2094 mm2/m
PASS - Support reinforcement is OK
4
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal column C3
Consider the reinforcement concentrated in half width strip over the supportDepth of reinforcement; d' = 200 mmSupport moment; m' = 2 x i x m = 102.884 kNm/mLever arm; K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.073
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 182.1 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 1300 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1300 mm2/mProvide 20 dia bars @ 200 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 1571 mm2/m
PASS - Support reinforcement is OK
HOGGING MOMENTS - EXTERNAL STRIP
Penultimate column B1, B2
Consider one and a half bays of negative moment being resisted over the edge and penultimate column Width of span; B = 7200 mmEdge distance; e = 125 mmDepth of reinforcement; d' = 200 mmSupport moment; m' = m x i x(e + B + B / 2) / ((0.5 x B) + (0.2 x B) + e) = 158.265
kNm/mLever arm; K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.113
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 170.5 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 2134 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 2134 mm2/mProvide 20 dia bars @ 125 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 2513 mm2/m
PASS - Support reinforcement is OK
Internal column C1, C2
Consider one and a half bays of negative moment being resisted over the edge and penultimate column Width of span; B = 7200 mmEdge distance; e = 125 mmDepth of reinforcement; d' = 200 mmSupport moment; m' = m x i x(e + B + B / 2) / ((0.5 x B) + (0.2 x B) + e) = 108.810
5
kNm/m
6
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Lever arm;
Area of reinforcement required;
Minimum area of reinforcement required;
Area of reinforcement required;
Provide 20 dia bars @ 200 centres
Area of reinforcement provided;
Corner column A1
Depth of reinforcement;
Total load on column;
Area of column head;
Support moment;Lever arm;
Area of reinforcement required;
Minimum area of reinforcement required;
Area of reinforcement required;
Provide 16 dia bars @ 150 centres
Area of reinforcement provided;
Edge column A2, A3
Depth of reinforcement;
Total load on column;
Area of column head;
Support moment;
Lever arm;
Area of reinforcement required;
Minimum area of reinforcement required;
Area of reinforcement required;
Provide 16 dia bars @ 175 centres
Area of reinforcement provided;
K = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176 K = m' / (d'2 x fcu) = 0.078
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 180.9
mmAs_des = m' / (z x fy / ym) = 1383 mm2/mAs_min = 0.0013 x h = 325 mm2/mAs_req = max(As_des, As_min) = 1383 mm2/m
As_prov = n x D2 / (4 x s) = 1571 mm2/m
PASS - Support reinforcement is OK
d' = 206 mmS = ((Spanx / 2) + ex) x ((Spany / 2) + ey) x Nult = 247 kN A = lx x lyi = 0.100 m2
m' = S x (1 - (Nult x A / S)1/3) / 2 = 99.639 kNm/m K = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176 K = m' / (d'2 x fcu) = 0.067
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 189.3 mm As_des = m' / (z x fy / ym) = 1211 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 1211 mm2/m
As_prov = n x D2 / (4 x s) = 1340 mm2/mPASS - Support reinforcement is OK
d' = 202 mmS = Spanx x (Spany / 2 + ey) x Nult = 477 kN A = lxt
x ly = 0.100 m2
m' = S x (1 - (Nult x A / S)1/3) / 5.14 = 78.476
kNm/m K' = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2
= 0.176 K = m' / (d'2 x fcu) = 0.055
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 188.8 mm As_des = m' / (z x fy / ym) = 956 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 956 mm2/m
As_ prov = n x D2 / (4 x s) = 1149 mm2/m
7
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
L = 7000 mm
d = 220 mm
m = (Nuit x L2) / (2 x (1 + V(1 + i))2) = 74.823 kNm/m m' = i x
m = 74.823 kNm/m
K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176 K = m / (d2 x
fcu) = 0.044
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d = 208.6 mm
As_des = m / (z x fy / ym) = 825 mm2/m As_min = 0.0013 x h =
325 mm2/m As_req = max(As_des, As_min) = 825 mm2/m
As_prov = n x D2 / (4 x s) = 1571 mm2/m
PASS - Span reinforcement is OK
fs = 2 x fy x As_req / (3 x As_prov x Pb) = 175 N/mm k1 =
min(0.55+(477N/mm2-fs)/(120x(0.9N/mm2+(m/d2))),2) = 1.579 0.9 x 26
x k = 36.942 L / d = 31.818
PASS - Span to depth ratio is OK
L = 6800 mm
PASS - Support reinforcement is OK
Between columns 1-2, 2-3
Around the perimeter between the column heads provide a minimum of 50% of the required end span bottom reinforcement.Area of reinforcement required; As_req = Asx1 / 2 = 1047 mm2/mProvide 16 dia bars @ 150 centres - 'U' bars with 1600 mm long legsArea of reinforcement provided; As prov n x D2 / (4 x s) = 1340 mm2/m
PASS - Edge reinforcement is OK
Distribution reinforcement Provide 12 dia bars @ 300 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 377 mm2/m
DESIGN SLAB IN THE Y-DIRECTION
SAGGING MOMENTS
End bay 1-2
Effective span;Depth of reinforcement;Midspan moment;Support moment;Design reinforcementLever arm;
Area of reinforcement designed; Minimum area of reinforcement required; Area of reinforcement required;Provide 20 dia bars @ 200 centresArea of reinforcement provided;
Check deflectionDesign service stress;Modification factor;Allowable span to depth ratio;Actual span to depth ratio;
Internal bay 2-3Effective span;
8
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Depth of reinforcement;
Midspan moment;
Support moment;
Design reinforcement
Lever arm;
Area of reinforcement designed; Minimum
area of reinforcement required; Area of
reinforcement required;
Provide 16 dia bars @ 200 centres
Area of reinforcement provided;
Check deflection
Design service stress;
Modification factor;
Allowable span to depth ratio;
Actual span to depth ratio;
d = 222 mmm = (Nutt x L2) / (2 x (V(1 + i) + V(1 + i))2) = 51.442 kNm/m m' = i x m = 51.442 kNm/m
K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176 K = m / (d2
x fcu) = 0.030
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d = 210.9 mm As_des = m / (z x fy / ym) = 561 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 561 mm /m
As_prov = n x D2 / (4 x s) = 1005 mm2/mPASS - Span reinforcement is OK
fs = 2 x fy x As_ req / (3 x As_ prov x Pb) = 186 N/mm2 ki = min(0.55+(477N/mm2-fs)/(120x(0.9N/mm2+(m/d2))),2) = 1.798 0.9 x 26 x ki = 42.062 L / d = 30.631
PASS - Span to depth ratio is OK
HOGGING MOMENTS - INTERNAL STRIP
Penultimate column C2
Consider the reinforcement concentrated in half width strip over the supportDepth of reinforcement; d' = 220 mmSupport moment; m' = 2 x i x m = 149.646 kNm/mLever arm; K = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.088
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 195.7 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 1758 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1758 mm2/mProvide 20 dia bars @ 150 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 2094 mm2/m
PASS - Support reinforcement is OKInternal column C3
Consider the reinforcement concentrated in half width strip over the support Depth of reinforcement; d' = 220 mm
9
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Support moment; m' = 2 x i x m = 102.884 kNm/mLever arm; K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.061
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 204.0 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 1160 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1160 mm2/mProvide 20 dia bars @ 200 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 1571 mm2/m
PASS - Support reinforcement is OK
HOGGING MOMENTS - EXTERNAL STRIP
Penultimate column A2, B2
Consider one and a half bays of negative moment being resisted over the edge and penultimate column Width of span; B = 7200 mmEdge distance; e = 125 mmDepth of reinforcement; d' = 220 mmSupport moment; m' = m x i x(e + B + B / 2) / ((0.5 x B) + (0.2 x B) + e) = 158.265
kNm/mLever arm; K = 0.402 x (pb - 0.4) - 0.18 x (pb - 0.4)2 = 0.176
K = m' / (d'2 x fcu) = 0.093
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 194.1 mm Area of reinforcement required; As_des
= m' / (z x fy / ym) = 1875 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1875 mm2/mProvide 20 dia bars @ 150 centresArea of reinforcement provided; As_prov = n x D2 / (4 x s) = 2094 mm2/m
PASS - Support reinforcement is OK
Internal column A3, B3
Consider one and a half bays of negative moment being resisted over the edge and penultimate column Width of span; B = 7200 mmEdge distance; e = 125 mmDepth of reinforcement; d' = 220 mmSupport moment; m' = m x i x(e + B + B / 2) / ((0.5 x B) + (0.2 x B) + e) = 108.810
kNm/mLever arm; K' = 0.402 x (Pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176
10
K = m' / (d'2 x fcu) = 0.064
11
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Edge column B1, C1
Depth of reinforcement;
Total load on column;
Area of column head;
Support moment;
Lever arm;
Area of reinforcement required;
Minimum area of reinforcement required;
Area of reinforcement required;
Provide 16 dia bars @ 175 centres
Area of reinforcement provided;
Corner column A1
Design shear transferred to column;
Design effective shear transferred to column;
Area of tension steel in x-direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement;
Compression reinforcement is not required
z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 203.0 mm Area of reinforcement required; As_des = m' / (z x fy / ym) = 1233 mm2/mMinimum area of reinforcement required; As_min = 0.0013 x h = 325 mm2/mArea of reinforcement required; As_req = max(As_des, As_min) = 1233 mm2/mProvide 20 dia bars @ 200 centresArea of reinforcement provided; As prov n x D2 / (4 x s) = 1571 mm2/m
PASS - Support reinforcement is OK
d' = 222 mmS = (Spanx / 2 + ex) x Spany x Nuit = 477 kN A = lyi x lx = 0.100 m2
m' = S x (1 - (Nutt x A / S)1/3) / 5.14 = 78.476 kNm/m K' = 0.402 x (pb - 0.4) - 0.18 x (Pb - 0.4)2 = 0.176 K = m' / (d'2 x fcu) = 0.045
Compression reinforcement is not required z = min((0.5 + V(0.25 - (K / 0.9))), 0.95) x d' = 210.1 mm As_des = m' / (z x fy / ym) = 859 mm2/m As_min = 0.0013 x h = 325 mm2/m As_req = max(As_des, As_min) = 859 mm2/m
As_ prov = n x D2 / (4 x s) = 1149 mm2/mPASS - Support reinforcement is OK
Between columns A-B, B-C
Around the perimeter between the column heads provide a minimum of 50% of the required end span bottom reinforcement.Area of reinforcement required; As_req = Asy1 / 2 = 785 mm2/mProvide 16 dia bars @ 200 centres - 'U' bars with 1600 mm long legsArea of reinforcement provided; As_prov = n x D2 / (4 x s) = 1005 mm2/m
PASS - Edge reinforcement is OK
PUNCHING SHEAR
Vt = ((0.45 x Spanx) + ex) x ((0.45 x Spany) + ey) x Nut = 202
kNVeff = 1.25 x Vt = 252 kNAsx_ten = Ascorner = 1340 mm /m
Asy_ten = Ascorner = 1340 mm /m
uc = lx 1 + ly = 650 mmd = h - c - ^p = 214 mm
12
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Vt = ((0.45 x Spanx) + ex) x (1.05 x Spany) x Nuit = 453 kN Veff =
1.4 x Vt = 634 kN
Asx_ten = Asx_edge = 1148 mm /m
Maximum allowable shear stress; Vmax = min(0.8 x V(fcu), 5) = 4.733 N/mm2
Design shear stress at column perimeter; v0 = Veff / (u x d) = 1.811 N/mm2
PASS - Maximum concrete shear stress not exceeded at column perimeter
Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 x(kx x ky) x k x d) = 1292 mmArea of tension steel at shear perimeter; As_ten = (ky x(px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 1731 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.707 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.911 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 119 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x(kxx ky) x k x d) = 1613 mmArea of tension steel at shear perimeter;As_ten = (ky x(px+ (kx x k x d)) x Asy_ten) + (kx x(py+ (ky xk xd)) x
Asx_ten
)
As_ten = 2161 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.707 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.730 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 16 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 x(kxx ky) x k x d) = 1934 mmArea of tension steel at shear perimeter;As_ten = (ky x(px+ (kx x k x d)) x Asy_ten) + (kx x(py+ (ky xk xd)) x
Asx_ten
)
As_ten = 2592 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.707 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.609 N/mm2
v < vc no shear reinforcement required
Penultimate edge column A2
Design shear transferred to column;Design effective shear transferred to
13
column; Area of tension steel in x-direction;
14
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Area of tension steel in y-direction; Column
perimeter;
Average effective depth of reinforcement;
Maximum allowable shear stress;
Design shear stress at column perimeter;
As_ ten: 3588 mm
Asy_ten = Asy1e = 2094
mm2/m uc = (2 x lx1)+ ly = 900 mm d = h - c - = 214 mm
VMAX = min(0.8 x V(fCU), 5) = 4.733 N/mm2 VO = VEFF / (uC x d) = 3.292 N/mm2 PASS - Maximum concrete shear stress not
exceeded at column perimeter Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2x (kxx ky) x k x d) = 2184 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) xA
sx_ten)
Design concrete shear stress;Vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.757 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.356 N/mm2
1.6 x vc < v <= 2 x vc
Shear reinforcement required at perimeter; Asv_req = 5 x ((0.7 x v) - Vc) x u x d / (0.95 x fyv) = 947
mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky)x k x d) = 2826 mmArea of tension steel at shear perimeter; As_ten = (kyx (px + (kx x
k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) xA
sx_ten)
As_ten = 4628 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.756 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.048 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 372 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 3468 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x
k x d)) x Asy_ten) + (kx x (py + (ky x k x
d)) xA
sx_ten)
As_ten = 5669 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.756 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.854 N/mm2
15
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 154 mm2
16
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal edge column A3
Design shear transferred to column;
Design effective shear transferred to column;
Area of tension steel in x-direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement;
Maximum allowable shear stress;
Design shear stress at column perimeter;
Shear reinforcement at a perimeter of 3.75d - (803 mm)Length of shear perimeter; u = Uc + (2 x (kx x ky) x k x d) = 4110 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x
d)) x
Asx_ten
)
As_ten = 6710 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.755 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.721 N/mm2
v < vc no shear reinforcement required
Vt = ((0.45 x Spanx) + ex) x Spany x Nult = 431 kNVeff = 1.4 x Vt = 604 kNAsx_ten = Asx_edge = 1148 mm /m
Asy_ten = Asye = 1570 mm2/m
uc = (2 x lx1)+ ly = 900 mmd = h - c - ^p = 214 mmVmax = min(0.8 x V(fcu), 5) = 4.733 N/mm2
VO = VEFF / (uC X d) = 3.135 N/mm2 PASS - Maximum concrete shear stress not exceeded at column perimeter Shear
reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 2184 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x
d)) xA
sx_ten)
As ten = 2989 mm2
Design concrete shear stress;Vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.712 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.292 N/mm2
1.6 x vc < v <= 2 x vc
Shear reinforcement required at perimeter; Asv_req = 5 x ((0.7 x v) - vc) x u x d / (0.95 x fyv) = 945
mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) xk x d) = 2826 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
As_ten = 3862 mm2
17
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.712 N/mm2
18
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Penultimate edge column B1
Design shear transferred to column;
Design effective shear transferred to column;
Area of tension steel in x-direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement;
Maximum allowable shear stress;
Design shear stress at column perimeter;
Nominal design shear stress at perimeter; v = Ver / (u x d) = 0.998 N/mm2
Vc < v <= 1.6 x Vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 365 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 x(kx x ky) xk x d) = 3468 mmArea of tension steel at shear perimeter;As_ten = (ky x(px + (kx xk x d)) x Asy_ten) + (kx x(py+ (ky xk xd)) x
Asx_ten
)
As_ten = 4734 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.712 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.814 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 159 mm2
Shear reinforcement at a perimeter of 3.75d - (803 mm)Length of shear perimeter; u = uc + (2 x(kx x ky) xk x d) = 4110 mmArea of tension steel at shear perimeter;As_ten = (ky x(px + (kx xk x d)) x Asy_ten) + (kx x(py+ (ky xk xd)) x
Asx_ten)As_ ten = 5607 mm2
Design concrete shear stress;vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.711 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.686 N/mm2
v < vc no shear reinforcement required
Vt = (1.05 x Spanx) x ((0.45 x Spany) + ey) x Nuit = 453 kN Veff = 1.4 x Vt = 634 kNAsx ten = Asx1e = 2513 mm /mAsy_ten = Asy_edge = 1148 mm /m
uc = lx + (2 x ly1) = 900 mmd = h - c - = 214 mmvmax = min(0.8 x V(fcu), 5) = 4.733 N/mm2
v0 = VEFF / (uC X d) = 3.292 N/mm PASS - Maximum concrete shear stress not exceeded at column perimeter Shear
reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 2184 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x
d)) x
Asx_ten
)
As ten = 4066 mm2
19
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Design concrete shear stress;Vc=(min(fcu,40)/25)1/3x0.79xmm(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.789 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u x d) = 1.356 N/mm2
1.6 x Vc < v <= 2 x Vc
Shear reinforcement required at perimeter; Asv_req = 5 x ((0.7 x v) - vc) x u x d / (0.95 x fyv) = 789
mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 2826 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x
Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
As ten — 5241 mm
Design concrete shear stress;vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.788 N/mm2
Nominal design shear stress at perimeter; v — Vf / (u x d) — 1.048 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req — (v - vc) x u x d / (0.95 x fyv) — 331 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 3468 mmArea of tension steel at shear perimeter; As_ten — (ky x (px+ (kx x k x d)) x
Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
As_ten — 6416 mm2
Design concrete shear stress;vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.788 N/mm2
Nominal design shear stress at perimeter; v — Vf / (u x d) — 0.854 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req — (v - vc) x u x d / (0.95 x fyv) — 104 mm2
Shear reinforcement at a perimeter of 3.75d - (803 mm)Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 4110 mmArea of tension steel at shear perimeter; As_ten — (ky x (px + (kx x k x d)) x
Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
As_ten — 7592 mm2
Design concrete shear stress;vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.787 N/mm2
Nominal design shear stress at perimeter; v — Vf / (u x d) — 0.721 N/mm2
20
v < vc no shear reinforcement required
21
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Penultimate central column B2
Design shear transferred to column;
Design effective shear transferred to column; Area of tension steel in x-
direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement; Maximum allowable shear
stress;
Design shear stress at column perimeter;
As_ten
: 9601 mm2
Vt = (1.05 x Spanx) x (1.05 x Spany) x Nult = 1017 kN Veff = 1.15 x Vt =
1170 kN
Asx ten = Asx1e = 2513 mm /m
Asy_ten = Asyte = 2094 mm /m uc = 2 x (lx + ly) = 1600 mm d = h - c - =
214 mm
VMAX = MIN(0.8 x V(FCU), 5) = 4.733 N/MM2 VO = VEFF / (UC x D) = 3.417 N/MM2 PASS -
Maximum concrete shear stress not exceeded at column
perimeter Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 4168 mm
Area of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
Design concrete shear stress;
Vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.847 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.312 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 872 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 5452 mm
Area of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 12559 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.847 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.003 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 382 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 6736 mm
Area of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 15516 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
22
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997
Job Ref.
Section
Civil & Geotechnical Engineering Sheet no./rev. 1Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal central column B3Design shear transferred to column;
Design effective shear transferred to column
Area of tension steel in x-direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement;
Maximum allowable shear stress;Design shear stress at column perimeter;
As_ ten: 7636 mm
Vc = 0.847 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.812 N/mm2
v < Vc no shear reinforcement required
Vt = (1.05 x Spanx) x Spany x Nuit = 969 kNVeff = 1.15 x Vt = 1114 kNAsx_ten = Asxii = 2094 mm2/m
Asy ten — Asye — 1570 mm /muc — 2 x (lx + ly) — 1600 mmd — h - c - — 214 mmvmax — min(0.8 x V(fcu), 5) — 4.733 N/mm2
vO — VEFF / (uC X d) — 3.254 N/mm PASS - Maximum concrete shear
stress not exceeded at column perimeter Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 4168 mmArea of tension steel at shear perimeter; As_ten — (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
Design concrete shear stress;vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.785 N/mm2
Nominal design shear stress at perimeter; v — Veff / (u x d) — 1.249 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req — (v - vc) x u x d / (0.95 x fyv) — 872 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 5452 mmArea of tension steel at shear perimeter; As_ten — (ky x (px + (kx x
k x d)) x Asy_ten) + (kx x (py + (ky x k x
d)) x
Asx_ten
)
As_ten — 9988 mm2
Design concrete shear stress;vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.785 N/mm2
Nominal design shear stress at perimeter; v — Veff / (u x d) — 0.955 N/mm2
vc < v <= 1.6 x vc
Shear reinforcement required at perimeter; Asv_req — (v - vc) x u x d / (0.95 x fyv) — 418 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 6736 mm
23
Area of tension steel at shear perimeter; As_ten — (ky x (px+ (kx xk x d)) x
Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten
)
24
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting
Company for Structural
Engineering, Soil
Mechanics, Rock
Mechanics, Foundation
Engineering & Retaining
Structures.Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal edge column C1
Design shear transferred to column;
Design effective shear transferred to column Area of tension steel in x-
direction;
Area of tension steel in y-direction;
Column perimeter;(Library item: Flat slab shear map C1)
Maximum allowable shear stress;d = h - c - = 214 mm
As_ten = 12340 mm2
Design concrete shear stress;
Vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.785 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.773 N/mm2
v < Vc no shear reinforcement required
Vt = Spanx x ((0.45 x Spany) + ey) x Nult = 431
kN Veff = 1.4 x Vt = 604 kN Asx_ten = Asxe = 1570
mm2/m Asy_ten = Asy_edge = 1148 mm /m uc = lx +
(2 x ly1) = 900 mm Average effective depth of
reinforcement;
vmax = min(0.8 x V(fcu), 5) = 4.733 N/mm2
Design shear stress at column perimeter; vo = Veff / (uc x d) =
3.135 N/mm2
PASS - Maximum concrete shear stress not exceeded at column perimeter
Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 2184 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As ten = 2989 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.712 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 1.292 N/mm2
1.6 x vc < v <= 2 x vcShear reinforcement required at perimeter; Asv_req = 5 x ((0.7 x v) - vc) x u x d / (0.95 x fyv) = 945 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 2826 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 3862 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.712 N/mm2
Nominal design shear stress at perimeter; v = Veff / (u x d) = 0.998 N/mm2
vc < v <= 1.6 x vcShear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 365 mm2
25
Shear reinforcement at a perimeter of 3.00d - (642 mm)
26
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting
Company for Structural
Engineering, Soil
Mechanics, Rock
Mechanics, Foundation
Engineering & Retaining
Structures.Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
VO — VEFF / (UC X D) — 3.254 N/MM PASS - Maximum concrete shear stress
not exceeded at column perimeter Shear reinforcement at a perimeter of 1.50d - (321 mm)
Internal central column C2
Design shear transferred to column;
Design effective shear transferred to column Area of tension steel in x-
direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement; Maximum allowable shear
stress;
Design shear stress at column perimeter;
Vt — Spanx x (1.05 x Spany) x Nuit — 969 kN
Veff — 1.15 x Vt — 1114 kN
Asx_ten — Asxe — 1570 mm2/m
Asy ten — Asy1i — 2094 mm /m
uc — 2 x (lx + ly) — 1600 mm
d — h - c - ^p — 214 mm
vmax — min(0.8 x V(fcu), 5) — 4.733 N/mm2
Length of shear perimeter;
Area of tension steel at shear perimeter;
Asx_ten)
Design concrete shear stress;
Length of shear perimeter; u = Uc + (2 x (kx x ky) x k x d) = 3468 mm
Area of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As ten — 4734 mm
Design concrete shear stress;
Vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc — 0.712 N/mm2
Nominal design shear stress at perimeter; v — Vf / (u x d) — 0.814 N/mm2
Vc < v <= 1.6 x VcShear reinforcement required at perimeter; Asv_req — (v - Vc) x u x d / (0.95 x fyv) — 159 mm2
Shear reinforcement at a perimeter of 3.75d - (803 mm)Length of shear perimeter; u — uc + (2 x (kx x ky) x k x d) — 4110 mm
Area of tension steel at shear perimeter; As_ten — (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten — 5607 mm2
Design concrete shear stress;
vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc — 0.711 N/mm2
Nominal design shear stress at perimeter; v — Vf / (u x d) — 0.686 N/mm2
v < vc no shear reinforcement required
u — uc + (2 x (kx x ky) x k x d) — 4168 mm
27
2
Nominal design shear stress at perimeter;
vc — 0.785 N/mm v — Veff / (u x d) —
1.249 N/mm2
As_ten — (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
As_ten — 7636 mm2
vc—(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
28
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting
Company for Structural
Engineering, Soil
Mechanics, Rock
Mechanics, Foundation
Engineering & Retaining
Structures.Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Internal column C3
Design shear transferred to column;
Design effective shear transferred to column Area of tension steel in x-
direction;
Area of tension steel in y-direction;
Column perimeter;
Average effective depth of reinforcement; Maximum allowable shear
stress;
Design shear stress at column perimeter;
As_ten
: 6544 mm
Vc < v <= 1.6 X VcShear reinforcement required at perimeter; Asv_req = (v - Vc) X u X d / (0.95 X fyv) = 872 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 X (kx X ky) X k X d) = 5452 mm
Area of tension steel at shear perimeter; As_ten = (ky X (px + (kx X k X d)) X Asy_ten) + (kx X (py + (ky X k X d)) X
Asx_ten)
As_ten = 9988 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.785 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u X d) = 0.955 N/mm2
vc < v <= 1.6 X vcShear reinforcement required at perimeter; Asv_req = (v - vc) X u X d / (0.95 X fyv) = 418 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 X (kx X ky) X k X d) = 6736 mm
Area of tension steel at shear perimeter; As_ten = (ky X (px + (kx X k X d)) X Asy_ten) + (kx X (py + (ky X k X d)) X
Asx_ten)
As_ten = 12340 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.785 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u X d) = 0.773 N/mm2
v < vc no shear reinforcement required
Vt = Spanx X Spany X Nult = 923 kN
Veff = 1.15 X Vt = 1061 kN
Asx_ten = Asxi = 1570 mm2/m
Asy_ten = Asyi = 1570 mm2/m
uc = 2 X (lx + ly) = 1600 mm
d = h - c - ^p = 214 mm
vmax = min(0.8 X V(fcu), 5) = 4.733 N/mm2
VO = VEFF / (UC X D) = 3.099 N/MM PASS - Maximum concrete shear stress
not exceeded at column perimeter Shear reinforcement at a perimeter of 1.50d - (321 mm)
Length of shear perimeter; u = uc + (2 X (kx X ky) X k X d) = 4168 mmArea of tension steel at shear perimeter; As_ten = (ky X (px + (kx X k X d)) X Asy_ten) + (kx X (py + (ky X k X d)) X
Asx_ten)
29
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting
Company for Structural
Engineering, Soil
Mechanics, Rock
Mechanics, Foundation
Engineering & Retaining
Structures.Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
CURTAILMENT OF REINFORCEMENT
Internal column
Radius of circular yield line; mm
Minimum curtailment length in x-direction; Minimum curtailment
length in y-direction;
Corner column
Radius of yield line;
ly))1/3
Minimum curtailment length in x-direction;
Design concrete shear stress;
Vc=(min(fcu,40)/25)1/3x0.79xmm(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
Vc = 0.746 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u x d) = 1.190 N/mm2
Vc < v <= 1.6 x VcShear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 834 mm2
Shear reinforcement at a perimeter of 2.25d - (482 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 5452 mmArea of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 8560 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.746 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u x d) = 0.910 N/mm2
vc < v <= 1.6 x vcShear reinforcement required at perimeter; Asv_req = (v - vc) x u x d / (0.95 x fyv) = 403 mm2
Shear reinforcement at a perimeter of 3.00d - (642 mm)Length of shear perimeter; u = uc + (2 x (kx x ky) x k x d) = 6736 mm
Area of tension steel at shear perimeter; As_ten = (ky x (px + (kx x k x d)) x Asy_ten) + (kx x (py + (ky x k x d)) x
Asx_ten)
As_ten = 10576 mm2
Design concrete shear stress;
vc=(min(fcu,40)/25)1/3x0.79xmin(100xAs_ten/(uxd),3)1/3xmax(400/d,1)1/4/1.25
vc = 0.746 N/mm2
Nominal design shear stress at perimeter; v = Vf / (u x d) = 0.736 N/mm2
v < vc no shear reinforcement required
r = (lx x ly / n)1/2 x (1.05 x Spanx x 1.05 x Spany / (lx x ly))1/3 = 1601
lint_x = Max(r + 12 x D, 0.25 x Spanx) = 1841 mm lint_y = Max(r + 12 x D,
0.25 x Spany) = 1841 mm
r = (lx1 x ly / n)1/2 x ((0.45 x Spanx + ex) x (0.45 x Spany + ey)/ (lx1 x r = 863 mm
lcorner_x = Max(r + 12 x D, 0.2 x Spanx) = 1440 mm
30
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
Minimum curtailment length in y-direction;
Edge columns
Radius of yield line in x-direction;
ly))1/3
Minimum curtailment length in x-direction; Radius of yield line in y-
direction;
ly1))1/3
Minimum curtailment length in y-direction;
lcorner_y = Max(r + 12 x D, 0.2 x Spany) = 1440 mm
r = (lx1 x ly / n)1/2 x ((0.45 x Spanx + ex) x (1.05 x Spany) / (lx1 x
r = 1130 mm
ledge_x = Max(r + 12 x D, 0.2 x Spanx) = 1440 mm r = (lx x ly1 / n)1/2 x ((0.45 x Spany + ey) x (1.05 x
Spanx) / (lx x
r = 1130 mm
ledge_y = Max(r + 12 x D, 0.2 x Spany) = 1440 mm
31
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
0.5 x Spanx ->|0.2 x Spanx
When the effective span in the x direction, Lx, is greater than the effective span in the y direction, Ly, the reinforcement in the outer layer is assumed to be that in the x direction otherwise it
is assumed to be that in the y direction.
32
GEODOMISI Ltd. - Dr. Costas SachpazisCivil & Geotechnical
Engineering Consulting Company for Structural
Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210
5711263 - Fax. : + 30 210
5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944,
castas@sachpazis.infa
Project: Flat Slab Analysis & Design, In accordance with BS8110:PART 1:1997Job Ref.
Section
Civil & Geotechnical EngineeringSheet no./rev. 1
Calc. by
Dr. C. Sachpazis
Date
18/01/2014
Chk'd by
Date App'd by Date
REINFORCEMENT KEY
a = 20 dia bars @ 150 centres - (2094 mm2/m); b = 16 dia bars @ 200 centres - (1005 mm2/m) c = 20 dia bars @ 200 centres - (1570 mm2/m); d = 16 dia bars @ 200 centres - (1005 mm2/m) e = 20 dia bars @ 125 centres - (2513 mm2/m); f = 20 dia bars @ 200 centres - (1570 mm2/m) g = 20 dia bars @ 150 centres - (2094 mm2/m); h = 20 dia bars @ 200 centres - (1570 mm2/m) j = 20 dia bars @ 150 centres - (2094 mm2/m); k = 20 dia bars @ 200 centres - (1570 mm2/m) l = 20 dia bars @ 150 centres - (2094 mm2/m); m = 20 dia bars @ 200 centres - (1570 mm2/m) n = 16 dia bars @ 150 centres - (1340 mm2/m) p = 16 dia bars @ 175 centres - (1148 mm2/m); q = 16 dia bars @ 150 centres - (1340 mm2/m) r = 16 dia bars @ 175 centres - (1148 mm2/m); s = 16 dia bars @ 200 centres - (1005 mm2/m)
Distribution bars = 12 dia bars @ 300 centres - (377 mm2/m)
Shear reinforcement is required - Refer to output above for details.