ceg 883 design sheet1

7/31/2019 CEG 883 Design Sheet1

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DESIGNED BY 119052016

PAGE NO 1

JOB REF : CEG 883 DATE 2012

REF OUTPUT

DURABILITY AND FIRE RESISTANCE

T.3.3 min cover for mild exposure = 20 mm cover= 20mm

T.3.4 1hour fire resistance = 20mm cover

Characteristic strength of concrete = 25 N/mm2

Characteristic strength of steel = 460 N/mm2

LOADING

300 mm h = 300 mm

d=300-16/2-20 = 272 d=272

Self weight of slab topping = 0.43x0.10x24=1.03 kN/m per 430mm width 1.03kN/m

Self weight of slab Rib = 0.10x0.20x24=0.45 kN/m per 430mm width 0.48kN/m

Total = 1.51 kN/m per 430mm width 1.51kN/m

Total/m2 = 1.51/0.43 = 3.51 KN/m2 3.51kN/m2

Self weight of Hollow Pot = 0.85 KN/m2

Finishes = 1.20 KN/m2

Partition allowance = 1.00 KN/m2

Total dead load gk = 6.56 KN/m2 gk=6.56kN/m2

Imposed load qk = 5.00 5.00 KN/m2 qk=5.0kN/m2

T.2.1 Design load n = 1.4(6.56) + 1.6(5) = 17.18 KN/m2 n=17.18kN/m2

Design load/ metre run per rib = 17.18 x 0.43 =7.39 KN/m 7.39kN/m2

Moment Mmax= wl2/8 = 7.39 x 4.7252/8 = 20.62kNm M=20.62kNm

Design Shear V = wl/2 = 7.39x4.725/2 = 17.45kN V=17.45kN

K = M/(bd2fcu) = 0.026, Z ={0.5 + (0.25-K/0.9)^1 2} = 0.95d

AS = M/0.95f yZ = 179mm

2

PROVIDE 2Y12 btm (224mm2) for Ribs 2Y12

PROVIDE BS MESH A142 top throught the Floor Slab Area

SHEAR

V = wl/2 = 17.45kN

Shear Stress v =V/bd = 0.64N/mm2 0.8(fcu)^1 2 = 4N/mm2

T.3.7 100%AS/bd = 0.19N/mm2

T.3.8 vc = 0.39N/mm20.5c< v < vc+0.4.

PROVIDE R6mm @ 200mmc\c as nominal links and 2Y8mm for top R6@200 & 2Y8

hanger Bars

DEFLECTION

T.3.9 Basic Span/ Eff. Depth ratio = 20.8

M/bd2 = 0.65, fs =2fyASrq/3ASprv = 245N/mm2

M.F = 0.55 + {(477-fs)/120(0.9+M/bd2)} = 1.80<2.0

Allowable Span/Eff. Depth ratio = 20.8 x 1.8 = 37.4

Actual Span/Eff. Depth ratio =l/d= 4725/272 = 17.4

17.4 < 37.4 Deflection is Satisfied

CALCULATION SHEET

CALCULATION

SLAB DESIGN

Slab Thickness =

mailto:R6@200%20&%202Y8

mailto:R6@200%20&%202Y8



BEAM DESIGNS

Beam Height --------- 550mm Cover to Reinforcement--25mm

Beam Width---------- 225mm Diameter of Main Bars----20mm

Height of Flange---- 100mm Diameter of links----------10mm

Fcu-------------------- 25N/mm2, Assummed Height of Walls-----------3000mm

FY-------------------- 460N/mm

2

225mm Hollow Blocks Unit Weight ----------- 2.87kN/m2

Wall Finishes- both sides ---------------------- 0.60kN/m2

Effective Depth d = 550 -20/2 - 25 - 10 = 505mm

LOADING

Beam Self Weight ---0.225 x (0.55-0.100) x 24 x 1.4 = 3.402 KN/m

Wall Loads and Finishes ---2.87 x 3 x 1.4 x 0.6 = 7.23kN/m

M ain Loads from Slab---- 17.18 x 4.725/2 = 40.59kN/m

Loads on Beams parallel to Slab span/metre---=17.18kN/m

for Beams A(1-6) and D(1-6)

self weight ----------------------- 3.4 kN/m

walls and finishes--------------------- 7.23 kN/m

load from slab-------------------------- 17.18 kN/m

27.81 kN/m

for Beams B(1-6) and C(1-6)

self weight ----------------------- 3.4 kN/m



27.81 kN/m

for Beams 1(A-B) and 1(C-D)

self weight ----------------------- 3.4 kN/m



27.81 kN/m

Please refer to Analysis sheets for the Bending Moments, Shear Forces and

Deflection Diagrams



One way slab Span = 1.8 m

KN/m

1.8 m

M = 0.1 x x 1.82 KNm

qua.

qua.

Cl. 3.



DESIGNED B

PAGE NO

JOB REF : CEG 883 DATE

REF

Beam A(1-6) and D(1-6)

T.3.5 Using Table 3.5 of BS 8110 to estimate the Moments and Shears since both theLoads and the Spans are Uniform

For Support Moments,

M1 = M6 = 0.0kNm,

M2 = M5 = -0.11FL(at first interior supports)

F=Design Load n x Span = 17.18 x 4.725 = 81.18 KN

M2= M5 = -0.11FL = -0.11 X81.18 X 4.725 =-42.19 kNm

the Negatve sign indicates that it is a hogging Moment

M3 =M4=-0.08FL( at interior Supports)=-0.08x81.18x4.725=-30.69 kNm

T.3.5 For Span Moments,

M1-2=M5-6 = 0.09FL(Near middle of end spans)=0.09x81.18.4.725=34.52kNm

M2-3=M4-5 = 0.07FL(at middle of interior spans)=0.07x81.18x4.725=26.85kNm

T.3.5 For Support Shears,

V1 = V6 = 0.45F(at outer support) = 0.45 x 81.18 = 36.53kN

V2 = V5 = 0.6F(at first interior support) = 0.6 x 81.18 =48.71kN

V3 = V4 = 0.55F(at interior support) = 0.55 x 81.18 =45.01kN

Beam A(1-6) and D(1-6)

Support Moments:M2 = M5=42.19kNm,M3 =M4=30.69kNm, Mmax=42.19kNm

K = M/(bfd2fcu) = 0.029, Z ={0.5 + (0.25-K/0.9)^1 2} = 0.95d

AS = M/0.95f yZ = 201mm2

PROVIDE 2Y16 top (402mm2)

Span Moments,M1-2=M5-6=34.52kNm,M2-3=M4-5 = 26.85kNm,Mmax=34.52kNm

K = M/(bd2fcu) = 0.006, Z ={0.5 + (0.25-K/0.9)^1 2} = 0.95d

AS = M/0.95f yZ = 165mm2

PROVIDE 2Y16 btm (402mm2)

SHEAR

V2 = V5 = 48.71kN


T.3.7 100%AS/bd = 0.19N/mm2

T.3.8 vc = 0.20N/mm20.5c< v < vc+0.4.

PROVIDE Minimum shear reinforcement throughout the length of the beam

SV = 0.75d = 304mm

PROVIDE 2 legs of R10mm @ 300mmc\c as links throughtout the span

DEFLECTION



CALCULATION SHEET

CALCULATION

BEAMS DESIGN



M.F = 0.55 + {(477-fs)/120(0.9+M/bd2)} = 3.1>2.0

Allowable Span/Eff. Depth ratio = 20.8 x 2 = 41.6



Beam B(1-6) and C(1-6)

Support Moments: Mmax=65.4kNm bw=225mm

K = M/(bd2fcu) = 0.046, Z ={0.5 + (0.25-K/0.9)^1 2} = 0.89d

AS = M/0.95f yZ = 246mm2


Span Moments,Mmax=48.3kNm bf = 887mm

K = M/(bd2fcu) = 0.009, Z ={0.5 + (0.25-K/0.9)^1/2} = 0.95d

AS = M/0.95f yZ = 165mm2

PROVIDE 2Y16btm (402mm2)

SHEAR

V= 146.1kN


T.3.7 100%AS/bd = 0.35N/mm2

T.3.8 vc = 0.20N/mm2 0.5c< v


SV = 0.75d = 304mm


DEFLECTION



M.F = 0.55 + {(477-fs)/120(0.9+M/bd

2

)} = 2.7>2.0Allowable Span/Eff. Depth ratio = 20.8 x 2 = 41.6



Beam 1(A-B) and 1(C-D)


K = M/(bd2fcu) = 0.017, Z ={0.5 + (0.25-K/0.9)^1/2} = 0.95d

AS = M/0.95f yZ = 107mm2


Span Moments,Mmax=237kNm

K = M/(bd2fcu) = 0.056, Z ={0.5 + (0.25-K/0.9)^1/2} = 0.93d

AS = M/0.95f yZ = 1155mm2

PROVIDE 2Y20btm + 3Y16(1231mm2)

SHEAR

V= 163kN

Shear Stress v =V/bd = 1.43N/mm2 0.8(fcu)^1/2 = 4N/mm2

T.3.7 100%AS/bd =1.08N/mm2



T.3.8 vc = 0.59N/mm2 0.5c< v


SV = 0.95ASVfy/0.4b = 304mm


DEFLECTION

T.3.9 Basic Span/ Eff. Depth ratio =16


M.F = 0.55 + {(477-fs)/120(0.9+M/bd2)} = 2.0

Allowable Span/Eff. Depth ratio = 16 x 2 = 32


12.3 <32 Deflection is Satisfied



119052016

1

2012

OUTPUT

M=42.19kNm

2Y16TOP

2Y16btm

R10@300

mailto:R10@300

mailto:R10@300



use 2.0

M=65.4kNm

3Y16TOP

2Y16btm

R10@300

use 2.0

M=22.5kNm

3Y16TOP

2Y20+3Y16

mailto:R10@300

mailto:R10@300



ESIGNED B

PAGE NO

JOB REF : CEG 883 DATE

REF

Beam 3(A-D), 4(A-D),5(A-D) ,6(A-D) and 2(A-D)


K = M/(bd2fcu) = 0.033, Z ={0.5 + (0.25-K/0.9)^1/2} = 0.95dAS = M/0.95f yZ = 760mm2


Span Moments,Mmax=159.3kNm

K = M/(bd2fcu) = 0.024, Z ={0.5 + (0.25-K/0.9)^1 2} = 0.93d

AS = M/0.95f yZ = 760mm2

PROVIDE 4Y16 btm(804mm2)

SHEAR

V= 177.1kN

Shear Stress v =V/bd = 1.56N/mm

2

0.8(fcu)^

1/2

= 4N/mm

2

T.3.7 100%AS/bd =0.71N/mm2

T.3.8 vc = 0.57N/mm2 0.5c< v


SV = 0.95ASVfy/0.4b = 304mm


DEFLECTION

T.3.9 Basic Span/ Eff. Depth ratio =20.8


M.F = 0.55 + {(477-fs)/120(0.9+M/bd2)} = 1.45

Allowable Span/Eff. Depth ratio = 20.8 1.45 = 30.2


12.3 <30.22 Deflection is Satisfied

CALCULATION SHEET

CALCULATION



119052016

1

2012

OUTPUT

M=146.9kNm

4Y16TOP

4Y16 btm

R10@250

mailto:R10@250

mailto:R10@250

ceg 883 design sheet1

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