Mechanical Building redesign

Sec 1

Basic information's:

1-Loads:L.L Roof= 0.3 Ton/m2

Stair= 0.5Ton/m2

S.I.D.L (Additional dead load ) =0.25 Ton/m2

γ concrete=2.5 Ton/m3

γ Block=1.25 Ton/m3

2-Design information's: Design code= ACI 05 Fy=4200 Kg/cm2

Fc=240 Kg/cm2

Wu=1.2D.L+1.6L.L

The building divided into two units, left ( axises 1-7 & A-F ) and right ( axises 7'-12' & A-f ).Every beam has his primary name, for the left unit names began from " A1" to "A 107" , and for the right unit names began from " D 1" to " D 115".

Sec 2

Design Engineer: Eng.Ali Abuzant Eng. Ahmad Anwer Project Manager:

Left Side Unit (axises 1-7 & A-F) Analysis and design:

Parapet block wall weight with 0.8 m height and 0.2 width = 1.25*0.2*0.8= 0.2 ton/m runBlock wall weight with 2.9 m height and 0.4 width =1.25*0.4*2.9=1.45 t/m run

Slab, one way solid slab in x-axis direction:Use 15 cm thickness for all panels except panel between axises 1&2 and D&E, where it's thickness is 20 cm. Weight of 15 cm thick. Slab= 0.15*2.5=0.375 ton/m2

Weight of 20 cm thick. Slab= 0.2*2.5=0.50 ton/m2

Beams:Use main beams with 70 cm depth and 40 cm width.Use secondary beams with 70 cm depth and 30 cm widthWeight of (0.7x0.4) beams= 0.7x0.4x2.5=0.70 ton/m runWeight of (0.7x0.3) beams= 0.7x0.3x2.5=0.525 ton/m run

The loads where distributed by tributary area method to the carrying beams.


Sec 2.1

Analysis and design of beams (A11 + A31 + A55 + A79 + A98 ) along axis 5,crossing axis A&F.

Bending Design:

Take beam A11

1* -ve left moment =13.26 ton.m

Mn= =13.26/0.9=14.73ton.m

Where: Ø= 0.9

< ρmin(0.00333)

As= 0.00333*30*67=6.69 cm2


Use 4#16mm (left –ve steel)

2* -ve right moment =25.4 ton.m

Mn=25.4/0.9=28.22ton.m

0.005892> ρmin(0.00333)

As= 0.005892*30*67=11.84 cm2

Use 4#20mm (right –ve steel)

3* +ve moment =6.5 ton.m

Mn=6.5/0.9=7.22ton.m

0.001438< ρmin(0.00333)

As= 0.00333*30*67=6.69 cm2

Use 4#16mm (+ve steel)

Take beam A31

1* -ve right moment =36 ton.m

Mn=36/0.9=40 ton.m

0.008607> ρmin(0.00333)

As= 0.008607*30*67=17.3 cm2



Mn=12.53/0.9=13.92 ton.m


0.002812< ρmin(0.00333)

As= 0.00333*30*67=6.69 cm2


And so on in the same way for all beams.

Shear Design:

Take the maximum shear in these beams which equal 25.12 ton

Vn=25.12/0.75=33.5 ton


Vn=Vc+VsVc=0.53 (fc)0.5 bwdVc=0.53*(240)0.5 *30*67/1000=16.5 ton

If Vs=33.5-16.5=17 ton <0.66(240)0.530*67/1000=20.6 ton continue…

Take Vu at distance d from the face of support and it's equal=21 ton

Check if Vu>ФVc21(>0.75*16.5=12.73 ton ,)Shear reinforcement shall be provided.

Vn=21/0.75=28 tonVn=Vc+Vs== Vs=28-16.5=11.5 ton

Use stirrup diameter 10 mm

S= (67x4200x(2xΠx12/4))/(11.5*1000)=38.5 cm

Check s maxIf vs<or=1.1 (fc)0.5*bw*d

11.5(<1.1x2400.5x30x67/1000=34.25) Then use s max =d/2<or=60 cm

=35<60 UseS=15cm<(35) at edges & s=20cm<(35) at the middle of the span.


The following table presents the loads on carrying beams. (ton,m)


Beam Beam length(m)

Beam section(m)

Beam own weight(t/m)

Wall load (t/m)

Total dead(t/m)

Live load (t/m)

Ultimate load(t/m)

depth widthA14 5.2 0.7 0.4 0.7 0.2 0.9 0 1.08A35 7.3 0.7 0.3 0.525 0 1.775 0.6 3.09A59 8.6 0.7 0.3 0.525 0 1.76 0.5930 3.06A83 7.3 0.7 0.3 0.525 0 1.766 0.5958 3.07A107 5.2 0.7 0.4 0.7 0.2 0.9 0 1.08A34 7.3 0.7 0.3 0.525 0 2.710 1.049 4.93A58 8.6 0.7 0.3 0.525 0 2.683 1.036 4.87A82 7.3 0.7 0.3 0.525 0 2.710 1.049 4.93A13 5.2 0.7 0.4 0.7 0.2 2.398 0.719 4.03A33 7.3 0.7 0.3 0.525 0 2.947 1.16 4.40A57 8.6 0.7 0.3 0.525 0 2.923 1.15 5.35A81 7.3 0.7 0.3 0.525 0 2.947 1.163 5.40A100 5.2 0.7 0.4 0.7 0.2 2.378 0.709 3.99A12 5.2 0.7 0.3 0.525 0 3.217 1.292 5.93A32 7.3 0.7 0.3 0.525 0 3.282 1.323 6.06A56 8.6 0.7 0.3 0.525 0 3.206 1.287 5.91A80 7.3 0.7 0.3 0.525 0 3.292 1.328 6.08A99 5.2 0.7 0.3 0.525 0 3.205 1.2865 5.90A11 5.2 0.7 0.3 0.525 0 3.190 1.281 5.89A31 7.3 0.7 0.3 0.525 0 3.110 1.241 5.72A55 8.6 0.7 0.3 0.525 0 3.173 1.271 5.84A79 7.3 0.7 0.3 0.525 0 3.110 1.241 5.72A98 5.2 0.7 0.3 0.525 0 3.190 1.281 5.89A10 5.2 0.7 0.3 0.525 0 3.183 1.276 5.86A30 7.3 0.7 0.3 0.525 0 3.127 1.249 5.75A54 8.6 0.7 0.3 0.525 0 3.15 1.260 5.80A78 7.3 0.7 0.3 0.525 0 3.151 1.260 5.80A97 5.2 0.7 0.3 0.525 0 3.150 1.260 5.80A9 5.2 0.7 0.3 0.525 0 3.190 1.279 5.87A29 7.3 0.7 0.3 0.525 0 3.131 1.251 5.76A53 8.6 0.7 0.3 0.525 0 3.158 1.264 5.81A76 7.3 0.7 0.3 0.525 0 3.158 1.264 5.81A96 5.2 0.7 0.3 0.525 0 3.157 1.263 5.81A8 5.2 0.7 0.3 0.525 0 3.208 1.287 5.91A28 7.3 0.7 0.3 0.525 0 3.136 1.253 5.77A52 8.6 0.7 0.3 0.525 0 3.166 1.267 5.83

Beam Beam length Beam section(m)

Beam own Wall load Total dead Live load Ultimate load


(m) weight(t/m) (t/m) (t/m) (t/m) (t/m)depth width

A75 7.3 0.7 0.3 0.525 0 3.165 1.267 5.83A95 5.2 0.7 0.3 0.525 0 3.166 1.268 5.83A7 5.2 0.7 0.4 0.7 0.2 2.402 0.721 4.04A27 7.3 0.7 0.3 0.525 1.45 4.030 0.986 6.41A51 8.6 0.7 0.3 0.525 1.45 4.032 0.987 6.41A74 7.3 0.7 0.3 0.525 1.45 4.139 1.038 6.63A94 5.2 0.7 0.4 0.7 0.2 2.378 0.710 3.99A26 7.3 0.7 0.3 0.525 0 1.296 0.370 2.15A50 8.6 0.7 0.3 0.525 0 1.579 0.506 2.70A73 7.3 0.7 0.3 0.525 0 3.385 1.144 5.89A25 6.2 0.7 0.4 0.7 1.45 2.150 0 2.58A72 6.2 0.7 0.4 0.7 1.45 3.930 0.855 6.08

The following table presents the moments and shear reinforcement and final beam notations:

Beam

Bending moment Ton. Meter

Steel Results

Final beam

notation

Bending Reinforcement Shear Reinforcement

Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve

Right -Ve Edge Middle

A14 2.43 1.2 2.43 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A35 13.72 6.77 19 4#16 4#16 5#16 1#10mm/15cm 1#10mm/20cm B23A59 19 9.52 19 5#16 4#16 5#16 1#10mm/15cm 1#10mm/20cm B21A83 19 6.77 13.72 5#16 4#16 4#16 1#10mm/15cm 1#10mm/20cm B23AA107 2.43 1.2 2.43 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A34 22 10.8 30.4 4#20 4#16 5#20 1#10mm/15cm 1#10mm/20cm B24A58 30.4 15.2 30.4 5#20 4#16 5#20 1#10mm/15cm 1#10mm/20cm B25A82 30.4 10.8 22 5#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B24AA13 9.08 4.43 9.08 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12


A33 24 11.83 33 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5A57 33 16.5 33 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A81 33 11.83 24 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6A100 9.08 4.43 9.08 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A12 13.36 6.52 27 4#16 4#16 5#20 1#10mm/15cm 1#10mm/20cm B22A32 27 13.3 36.43 5#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B10A56 36.43 18.21 36.43 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A80 36.43 13.3 27 6#20 4#16 5#20 1#10mm/15cm 1#10mm/20cm B11A99 27 6.5 13.13 5#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B26A11 13.26 6.5 25.4 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2A31 25.4 12.53 36 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5A55 36 18 36 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A79 36 12.53 25.4 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6A98 25.4 6.5 13.26 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3A10 13.2 6.44 25.6 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2A30 25.6 12.62 35.75 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5A54 35.75 17.87 35.75 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A78 35.75 12.71 25.76 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6A97 25.76 6.37 13.07 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3A9 13.23 6.46 25.6 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2A29 25.6 12.62 35.9 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5A53 35.9 17.94 35.9 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A76 35.9 12.75 25.9 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6A96 25.9 6.4 13.11 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3A8 13.32 6.5 25.63 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2A28 25.63 12.64 35.94 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5A52 35.94 18 35.94 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7

Beam


Steel Results

Final beam

notation


Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve


A75 35.94 12.77 25.9 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6A95 25.9 6.41 13.14 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3A7 9.24 4.5 9.24 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A27 29.4 14.5 39.6 5#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B10A51 39.6 19.8 39.6 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7A74 39.6 14.5 29.4 6#20 4#16 5#20 1#10mm/15cm 1#10mm/20cm B11A94 9.24 4.5 9.24 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A26 9.6 4.71 9.55 4#16 4#16 4#16 1#10mm/15cm 1#10mm/20cm B1A50 9.55 8.1 26.2 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2


A73 26.2 13 26.2 4#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B4A25 5.87 2.86 5.87 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12A72 13.8 6.7 13.8 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12

Sec 2.2

Analysis and design of beams (A62+A63+A64+A65+A66+A67+A68+A69+A70+A71) along axis D, crossing axis 1&7.


Bending design:

Take beam A64+A65

1* -ve left and right moments =54 ton.m

Mn= =54/0.9=60ton.m

00.009817> ρmin(0.00333)

As= 0.009817*40*67=23.31 cm2

Use 6#25mm (left & right –ve steel)2* +ve moment =51.44 ton.m

Mn=51.44/0.9=57.16ton.m

0.009296> ρmin (0.00333)

As= 0.009296*40*67=24.9 cm2


Take beam A70+A71

1* -ve left moment =56 ton.m


Mn= =56/0.9=62.22ton.m

0.010229> ρmin (0.00333)

As= 0.010229*40*67=27.41 cm2

Use 6#25mm (left & right –ve steel)

2* -ve right moment =37 ton.m

Mn= =37/0.9=41.11 ton.m

0.006479> ρmin (0.00333)

As= 0.006479*40*67=17.36 cm2



Mn=35.3/0.9=39.22ton.m

0.00616> ρmin (0.00333)

As= 0.00616*40*67=16.51 cm2




Shear design:


Vn=27.4/0.75=36.53 ton

Vn=Vc+VsVc=0.53 (fc)0.5 bwdVc=0.53*(240)0.5 *40*67/1000=22 ton

If Vs=36.53-22=14.53 ton <0.66(240)0.540*67/1000=27.4 ton continue…

Take Vu at distance d from the face of support and it's equal=26.8 ton

Check if Vu>ФVc26.8(>0.75*22=16.5 ton ,)Shear reinforcement shall be provided.

Vn=26.8/0.75=35.73 tonVn=Vc+Vs== Vs=35.73-22=13.73 ton


S= (67x4200x(2xΠx12/4))/(13.73*1000)=32.2 cm


13.73(<1.1x2400.5x40x67/1000=45.67)


Then use s max =d/2<or=60 cm=35<60

UseS=20cm<(35) at edges & at the middle of the span.


The following table presents the loads on beams which carry point loads. (ton,m)

Beam Beam length

(m)

Beam section(m)


Wall load (t/m)

Ultimate dead load

(t/m)

Ultimate Concentrated load on the middle of the beam

(Ton)depth width

A(1+2) 8.45 0.7 0.4 0.7 0.2 1.08 15.4A(3+4) 8.4 0.7 0.4 0.7 0.2 1.08 15.3A(5+6) 8.55 0.7 0.4 0.7 0.2 1.08 15.42

A(17+18) 8.45 0.7 0.4 0.7 0 0.84 36.42A(19+20) 8.4 0.7 0.4 0.7 0 0.84 36.24A(21+22) 8.55 0.7 0.4 0.7 0 0.84 37.51A(23+24) 6.9 0.7 0.4 0.7 0.2 1.08 18

A(39) 2.65 0.7 0.4 0.7 0 0.84 0A(40+41) 8.45 0.7 0.4 0.7 0 0.84 46.12A(41.2+42) 8.4 0.7 0.4 0.7 0 0.84 45.92A(43+44) 8.55 0.7 0.4 0.7 0 0.84 47.51A(45+46) 6.9 0.7 0.4 0.7 0 0.84 39

A(47) 6.9 0.5 0.2 0.25 0.725 1.17 0A(48) 2.25 0.5 0.2 0.25 0.725 1.17 0A(60) 4.2 0.5 0.2 0.25 0.725 1.17 0A(61) 2.25 0.5 0.2 0.25 0.725 1.17 0A(62) 4 0.7 0.4 0.7 0.725 1.71 0A(63) 2.65 0.7 0.4 0.7 0.725 1.71 0

A(64+65) 8.45 0.7 0.4 0.7 0 0.84 46.33A(66+67) 8.4 0.7 0.4 0.7 0 0.84 46.1A(68+69) 8.55 0.7 0.4 0.7 0 0.84 47.57


A(70+71) 6.9 0.7 0.4 0.7 0 0.84 39A(84) 4 0.7 0.4 0.7 0.2 1.08 0A(85) 2.65 0.7 0.4 0.7 0.2 1.08 0

A(86+87) 8.45 0.7 0.4 0.7 0 0.84 36.45A(88+89) 8.4 0.7 0.4 0.7 0 0.84 36.23A(90+91) 8.55 0.7 0.4 0.7 0 0.84 37.52A(92+93) 6.9 0.7 0.4 0.7 0.2 1.08 18

A(101+102) 8.45 0.7 0.4 0.7 0.2 1.08 15.15A(103+104) 8.4 0.7 0.4 0.7 0.2 1.08 15.1A(105+106) 8.55 0.7 0.4 0.7 0.2 1.08 15.36

A(38) 3.8 0.6 0.2 0.3 0.725 1.23 0A(15) 4.4 0.7 0.4 0.7 0 0.84 0


Beam


Steel Results

Final beam

notation


Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve


A(1+2) 22.71 19.5 22.7 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15A(3+4) 22.7 19.4 23.1 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AA(5+6) 23.1 19.8 23.1 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15A

A(17+18) 43.5 41 43.5 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18A(19+20) 43.5 40.53 44 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AA(21+22) 44 41.6 44.2 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AA(23+24) 44.2 17.7 19.81 5#25 5#16 5#16 1#10mm/20cm 1#10mm/20cm B27

A(39) 0.5 0.25 53.6 5#16 5#16 6#25 1#10mm/20cm 1#10mm/20cm B28A(40+41) 53.6 51.21 53.72 6#25 6#25 6#25 1#10mm/20cm 1#10mm/20cm B19AA(41.2+42) 53.72 50.7 53.16 6#25 5#25 6#25 1#10mm/20cm 1#10mm/20cm B30A(43+44) 53.16 53.33 55.9 6#25 6#25 6#25 1#10mm/20cm 1#10mm/20cm B19AA(45+46) 55.9 35.3 37 6#25 6#20 6#20 1#10mm/20cm 1#10mm/20cm B29

A(47) 1.72 0.83 1.72 2#16 2#16 2#16 1#10mm/20cm 1#10mm/20cm B33A(48) 1.72 0.22 0.5 2#16 2#16 2#16 1#10mm/20cm 1#10mm/20cm B33AA(60) 1.72 0.83 1.72 2#16 2#16 2#16 1#10mm/20cm 1#10mm/20cm B33A(61) 1.72 0.22 0.5 2#16 2#16 2#16 1#10mm/20cm 1#10mm/20cm B33AA(62) 2.3 1.14 2.3 5#16 5#16 5#16 1#10mm/20cm 1#10mm/20cm B12AA(63) 2.3 0.5 54 5#16 5#16 6#25 1#10mm/20cm 1#10mm/20cm B28A

A(64+65) 54 51.44 54 6#25 6#25 6#25 1#10mm/20cm 1#10mm/20cm B19AA(66+67) 54 50.9 55.8 6#25 5#25 6#25 1#10mm/20cm 1#10mm/20cm B30A(68+69) 55.8 53.4 56 6#25 6#25 6#25 1#10mm/20cm 1#10mm/20cm B19A


A(70+71) 56 35.3 37 6#25 6#20 6#20 1#10mm/20cm 1#10mm/20cm B29A(84) 1.44 0.72 1.44 5#16 5#16 5#16 2#8mm/15cm 2#8mm/15cm B12A(85) 1.44 0.32 43.5 5#16 5#16 5#25 2#8mm/15cm 2#8mm/15cm B31

A(86+87) 43.5 41 43.5 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17AA(88+89) 43.5 41 45.3 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17AA(90+91) 45.3 42.7 45.3 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17AA(92+93) 45.3 17.7 19.9 5#25 5#16 5#16 2#8mm/15cm 2#8mm/15cm B32

A(101+102) 22.71 19.5 22.7 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15A(103+104) 22.7 19.4 23.1 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AA(105+106) 23.1 19.8 23.1 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15A

A(38) 8.5 4.5 3.7 3#16 2#16 3#16 1#10mm/20cm 1#10mm/20cm B34A(15) 1.36 0.65 1.36 5#16 5#16 5#16 1#10mm/20cm 1#10mm/20cm B12

Initial Beams layout:


Final beams layout:


Sec 2.3Analysis and design of one way solid slab for one meter strip:

* 2.3.1 Analysis and design of one way solid slab between axes A&B:

Slab thickness for all panels=15 cmTotal dead=SID+OW=0.25+0.15*2.5=0.625 t/m'Wu=1.2x0.625+1.6x0.3=1.23 t/m'


Take maximum moment =1.62 ton.m

Mn= =1.62/0.9=1.8 ton.m

0.003422> ρmin (0.00333)

As= 0.003422*100*12=4.1 cm2

Use 6#10mm/m T&B

* 2.3.2 Analysis and design of one way solid slab between axes E&D:

There are two thicknesses here 15cm and 20 cm.

Wu1=1.2(0.25+0.2x2.5) + 1.6(0.3) =1.38 t/m'Wu2=1.2(0.25+0.15x2.5) +1.6(0.3) =1.23 t/m'

1- For the slab with thickness 20 cm:

Take maximum moment =2.45 ton.mDesign Engineer: Eng.Ali Abuzant Eng. Ahmad Anwer Project Manager:

Mn= =2.45/0.9=2.72 ton.m

0.002555< ρmin(0.00333)

As= 0.00333*100*17=5.7cm2

Use 6#12mm/m T&B

2- For the slab with thickness 15 cm:


Mn= =1.7/0.9=1.89 ton.m

0.003598> ρmin(0.00333)

As= 0.003598*100*17=4.13cm2

Use 6#10mm/m T&B

* 2.3.3 Analysis and design of one way solid slab between axes C&D:

Slab thickness for all panels=15 cmTotal dead=SID+OW=0.25+0.15*2.5=0.625 t/m'Wu=1.2x0.625+1.6x0.25=1.15 t/m'



Mn= =1.71/0.9=1.9 ton.m

0.00362> ρmin(0.00333)

As= 0.00362*100*17=4.344cm2

Use 6#10mm/m T&B

Sec 2.4

Stair Analysis and Design:

L.L=0.5 t/m2 S.I.D=0.25 t/m2

Use 35 cm slab thickness.O.W=0.35x2.5=0.875 t/m2

Total dead=0.875+0.25=1.125 t/m2

Wu=1.2x1.125+1.6x0.5=2.15 t/m2

The loads will transfer from the

two flights to B16 & B34, as in the figure

below:


Take the first flight as a sample calculation:


1-maximum –ve moment=5.6 t.m

Mn= =5.6/0.9=6.22 ton.m

0.001136< ρmin(0.00333)

As= 0.00333*174*32=16.8cm2

Use 9#16mm (T)

2- maximum +ve moment=3.7 t.m

Mn= =3.7/0.9=4.11 ton.m

0.000748< ρmin(0.00333)

As= 0.00333*174*32=16.8cm2

Use 9#16mm (B)Final results to use 9#16mm T&B as in the figure below:


Sec 3

Right Side Unit (axises 7'-12' & A-F) Analysis and design:

Parapet block wall weight with 0.8 m height and 0.2 width = 1.25*0.2*0.8= 0.2 ton/m run

Slab, one way solid slab in x-axis direction:Use 15 cm thickness for all panels except .Weight of 15 cm thick. Slab= 0.15*2.5=0.375 ton/m2

Beams:Use main beams with 70 cm depth and 40 cm width.Use secondary beams with 70 cm depth and 30 cm widthWeight of (0.7x0.4) beams= 0.7x0.4x2.5=0.70 ton/m runWeight of (0.7x0.3) beams= 0.7x0.3x2.5=0.525 ton/m run

The loads where distributed by tributary area method to the carrying beams.


Sec 3.1

Analysis and design of beams (D15 + D36 + D57 + D78 + D99 ) along axis 9,crossing axis A&F.

Bending Design:

Take beam D15



Mn= =13.26/0.9=14.73ton.m

<

ρmin(0.00333)As= 0.00333*30*67=6.69 cm2

Use 4#16mm (left –ve steel)


Mn=26.13/0.9=29.03 ton.m

0.006074> ρmin(0.00333)

As= 0.00674*30*67=12.21 cm2



Mn=6.5/0.9=7.22ton.m

0.001438< ρmin(0.00333)

As= 0.00333*30*67=6.69 cm2


Take beam D36


Mn=36/0.9=40.5ton.m

0.008729> ρmin(0.00333)

As= 0.008729*30*67=17.55 cm2




Mn=12.9/0.9=14.33 ton.m

0.002897< ρmin(0.00333)

As= 0.00333*30*67=6.69 cm2



Shear Design:



Vn=25.44/0.75=33.92 ton

Vn=Vc+VsVc=0.53 (fc)0.5 bwdVc=0.53*(240)0.5 *30*67/1000=16.5 ton

If Vs=33.92-16.5=17.42 ton <0.66(240)0.530*67/1000=20.6 ton continue…


Check if Vu>ФVc21.3(>0.75*16.5=12.73 ton ,)Shear reinforcement shall be provided.

Vn=21.3/0.75=28.4 tonVn=Vc+Vs== Vs=28.4-16.5=11.9 ton


S= (67x4200x(2xΠx12/4))/(11.9*1000)=37.2 cm



=35<60 UseS=15cm<(35) at edges & s=20cm<(35) at the middle of the span.



The following table presents the loads on carrying beams. (ton,m)

Beam Beam length(m)

Beam section(m)


Wall load (t/m)

Total dead(t/m)

Live load (t/m)

Ultimate load(t/m)

depth widthD11 5.20 0.7 0.3 0.53 0 1.99 0.70 3.51D32 7.30 0.7 0.3 0.53 0 1.99 0.70 3.50D53 8.60 0.7 0.3 0.53 0 1.99 0.70 3.50D74 7.30 0.7 0.3 0.53 0 1.99 0.70 3.50D95 5.20 0.7 0.3 0.53 0 1.99 0.70 3.51D12 5.20 0.7 0.3 0.53 0 3.18 1.28 5.86D33 7.30 0.7 0.3 0.53 0 3.18 1.28 5.86D54 8.60 0.7 0.3 0.53 0 3.18 1.28 5.86D57 7.30 0.7 0.3 0.53 0 3.18 1.28 5.86D96 5.20 0.7 0.3 0.53 0 3.18 1.28 5.86D13 5.20 0.7 0.3 0.53 0 3.16 1.26 5.81D34 7.30 0.7 0.3 0.53 0 3.16 1.26 5.81D55 8.60 0.7 0.3 0.53 0 3.16 1.26 5.81D76 7.30 0.7 0.3 0.53 0 3.16 1.26 5.81D97 5.20 0.7 0.3 0.53 0 3.16 1.26 5.81D14 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D35 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D56 8.60 0.7 0.3 0.53 0 3.17 1.27 5.83D77 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D98 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D15 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D36 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D57 8.60 0.7 0.3 0.53 0 3.17 1.27 5.83D78 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D99 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D16 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D37 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D58 8.60 0.7 0.3 0.53 0 3.15 1.26 5.80D79 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D100 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D17 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D38 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D59 8.60 0.7 0.3 0.53 0 3.15 1.26 5.80D80 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D101 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80


Beam Beam length(m)

Beam section(m)


Wall load (t/m)

Total dead(t/m)

Live load (t/m)

Ultimate load(t/m)

depth widthD18 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D39 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D60 8.60 0.7 0.3 0.53 0 3.15 1.26 5.80D81 7.30 0.7 0.3 0.53 0 3.15 1.26 5.80D102 5.20 0.7 0.3 0.53 0 3.15 1.26 5.80D19 5.20 0.7 0.3 0.53 0 3.16 1.26 5.81D40 7.30 0.7 0.3 0.53 0 3.16 1.26 5.81D61 8.60 0.7 0.3 0.53 0 3.16 1.26 5.81D82 7.30 0.7 0.3 0.53 0 3.16 1.26 5.81D103 5.20 0.7 0.3 0.53 0 3.16 1.26 5.81D20 5.20 0.7 0.3 0.53 0 3.24 1.30 5.98D41 7.30 0.7 0.3 0.53 0 3.24 1.30 5.97D62 8.60 0.7 0.3 0.53 0 3.24 1.30 5.97D83 7.30 0.7 0.3 0.53 0 3.24 1.30 5.97D104 5.20 0.7 0.3 0.53 0 3.24 1.30 5.98D21 5.20 0.7 0.4 0.70 0.20 2.30 0.67 3.83D42 7.30 0.7 0.4 0.70 0.20 2.30 0.67 3.83D63 8.60 0.7 0.4 0.70 0.20 2.30 0.67 3.83D84 7.30 0.7 0.4 0.70 0.20 2.30 0.67 3.83D105 5.20 0.7 0.4 0.70 0.20 2.30 0.67 3.83


Beam


Steel Results

Final beam

notation


Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve


D11 8.1 3.95 16 4#16 4#16 4#16 1#10mm/15cm 1#10mm/20cm B1D32 16 7.88 22 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2AD53 22 11.08 22 4#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B4D74 22 7.88 16 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D95 16 3.95 8.1 4#16 4#16 4#16 1#10mm/15cm 1#10mm/20cm B1AD12 13.4 6.53 26.4 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B2AD33 26.4 13.03 36.7 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5


D54 36.7 18.33 36.7 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D57 36.7 13.03 26.4 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D96 26.4 6.53 13.4 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B2AD13 13.29 6.5 26.2 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D34 26.2 12.93 36.36 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D55 36.36 18.18 36.36 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D76 36.36 12.93 26.2 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D97 26.2 6.5 13.29 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D14 13.26 6.5 26.13 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D35 26.13 12.9 36.46 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D56 36.46 18.23 36.46 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D77 36.46 12.9 26.13 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D98 26.13 6.5 13.26 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D15 13.26 6.5 26.13 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D36 26.13 12.9 36.46 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D57 36.46 18.23 36.46 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D78 36.46 12.9 26.13 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D99 26.13 6.5 13.26 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D16 13.26 6.5 26.14 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D37 26.14 12.9 36.28 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D58 36.28 18.14 36.28 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D79 36.28 12.9 26.14 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D100 26.14 6.5 13.26 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D17 13.29 6.5 26.2 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D38 26.2 12.93 36.36 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D59 36.36 18.18 36.36 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D80 36.36 12.93 26.2 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D101 26.2 6.5 13.29 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3

Beam


Steel Results

Final beam

notation


Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve


D18 13.29 6.5 26.2 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D39 26.2 12.93 36.36 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D60 36.36 18.18 36.36 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D81 36.36 12.93 26.2 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D102 26.2 6.5 13.29 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3


D19 13.29 6.5 26.2 4#16 4#16 4#20 1#10mm/15cm 1#10mm/20cm B5D40 26.2 12.93 36.36 4#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B5D61 36.36 18.18 36.36 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D82 36.36 12.93 26.2 6#20 4#16 4#20 1#10mm/15cm 1#10mm/20cm B6D103 26.2 6.5 13.29 4#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B3D20 13.66 6.66 26.93 4#16 4#16 5#20 1#10mm/15cm 1#10mm/20cm B8D41 26.93 13.29 37.37 5#20 4#16 6#20 1#10mm/15cm 1#10mm/20cm B10D62 37.37 18.69 37.37 6#20 5#16 6#20 1#10mm/15cm 1#10mm/20cm B7D83 37.37 13.29 26.93 6#20 4#16 5#20 1#10mm/15cm 1#10mm/20cm B11D104 26.93 6.66 13.66 5#20 4#16 4#16 1#10mm/15cm 1#10mm/20cm B9D21 8.63 4.21 17 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12D42 17 8.4 23.6 5#16 5#16 6#16 2#8mm/15cm 2#8mm/20cm B13D63 23.6 11.8 23.6 6#16 5#16 6#16 2#8mm/15cm 2#8mm/20cm B25AD84 23.6 8.4 17 6#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B14D105 17 4.21 8.63 5#16 5#16 5#16 2#8mm/15cm 2#8mm/20cm B12

Sec 3.2

Analysis and design of beams (D64+D65+D66+D67+D68+D69+D70+D71+D72+D73) along axis D,crossing axis 12&7'.


Bending design:

Take beam D64+D65

1* -ve left and right moments =55 ton.m

Mn= =55/0.9=61.11ton.m

00.010023> ρmin(0.00333)

As= 0.010023*40*67=26.86 cm2



Mn=52.5/0.9=58.33ton.m

0.009511> ρmin(0.00333)

As= 0.009296*40*67=25.5 cm2



Take beam D70+D71


Mn= =54.12/0.9=60.13ton.m

0.009842> ρmin(0.00333)

As= 0.009842*40*67=26.4 cm2



Mn= =57.5/0.9=63.9 ton.m

0.01054> ρmin(0.00333)

As= 0.01054*40*67=28.25 cm2



Mn=51.65/0.9=57.4ton.m

0.009339> ρmin (0.00333)

As= 0.009339*40*67=25 cm2




Shear design:

Take the maximum shear in these beams which equal 36 ton

Vn=36/0.75=48 ton

Vn=Vc+VsVc=0.53 (fc)0.5 bwdVc=0.53*(240)0.5 *40*67/1000=22 ton

If Vs=48-22=26 ton <0.66(240)0.540*67/1000=27.4 ton continue…


Check if Vu>ФVc35.4(>0.75*22=16.5 ton ,)Shear reinforcement shall be provided.

Vn=35.4/0.75=47.2 tonVn=Vc+Vs== Vs=47.2-22=25.2 ton



S= (67x4200x(2xΠx12/4))/(25.2*1000)=17.6 cm



=35<60 UseS=15cm<(35) at edges & at the middle of the span.


The following table presents the loads on beams which carry point loads. (ton,m)

Beam Beam length

(m)

Beam section(m)


Wall load (t/m)

Ultimate dead load

(t/m)

Ultimate Concentrated load on the middle of the beam

(Ton)depth width

D(1+2) 8.45 0.7 0.4 0.7 0.2 1.08 15.46D(3+4) 8.4 0.7 0.4 0.7 0.2 1.08 15.3D(5+6) 8.4 0.7 0.4 0.7 0.2 1.08 15.3D(7+8) 8.4 0.7 0.4 0.7 0.2 1.08 15.31D(9+10) 8.69 0.7 0.4 0.7 0.2 1.08 15.77D(22+23) 8.45 0.7 0.4 0.7 0 0.84 37.16D(24+25) 8.4 0.7 0.4 0.7 0 0.84 36.78D(26+27) 8.4 0.7 0.4 0.7 0 0.84 36.78


D(28+29) 8.4 0.7 0.4 0.7 0 0.84 36.81D(30+31) 8.69 0.7 0.4 0.7 0 0.84 37.91D(43+44) 8.45 0.7 0.4 0.7 0 0.84 15.23D(45+46) 8.4 0.7 0.4 0.7 0 0.84 15.07D(47+48) 8.4 0.7 0.4 0.7 0 0.84 15.07D(49+50) 8.4 0.7 0.4 0.7 0 0.84 15.08D(51+52) 8.69 0.7 0.4 0.7 0 0.84 15.54D(64+65) 8.45 0.7 0.4 0.7 0 0.84 15.11D(66+67) 8.4 0.7 0.4 0.7 0 0.84 15.07D(68+69) 8.4 0.7 0.4 0.7 0 0.84 15.08D(70+71) 8.4 0.7 0.4 0.7 0 0.84 15.11D(72+73) 8.69 0.7 0.4 0.7 0 0.84 9.954D(85+86) 8.45 0.7 0.4 0.7 0 0.84 36.32D(87+88) 8.4 0.7 0.4 0.7 0 0.84 36.23D(89+90) 8.4 0.7 0.4 0.7 0 0.84 36.24D(91+92) 8.4 0.7 0.4 0.7 0 0.84 36.32D(93+94) 8.69 0.7 0.4 0.7 0 0.84 23.93D(106+107) 8.45 0.7 0.4 0.7 0.2 1.08 15.46D(108+109) 8.4 0.7 0.4 0.7 0.2 1.08 15.3D(110+111) 8.4 0.7 0.4 0.7 0.2 1.08 15.3D(112+113) 8.4 0.7 0.4 0.7 0.2 1.08 15.31D(114+115) 8.69 0.7 0.4 0.7 0.2 1.08 15.77


Beam


Steel Results

Final beam

notation


Left-Ve

Middle +ve

Right -Ve

Left-Ve

Middle +ve


D(1+2) 22.76 19.54 22.76 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15D(3+4) 22.76 19.25 22.42 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(5+6) 22.42 19.25 22.42 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(7+8) 22.42 19.25 23.93 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(9+10) 23.93 20.53 23.93 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(22+23) 44.25 41.75 44.11 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17


D(24+25) 44.11 41.1 43.59 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(26+27) 43.59 41.1 43.59 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(28+29) 43.59 41.1 45.65 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(30+31) 45.65 43.01 45.65 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17AD(43+44) 55 52.5 55 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19D(45+46) 55 51.74 54.07 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(47+48) 54.07 51.6 54.12 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(49+50) 54.12 51.65 57.5 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(51+52) 57.5 55.01 57.65 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(64+65) 55 52.5 55 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19D(66+67) 55 51.74 54.07 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(68+69) 54.07 51.6 54.12 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(70+71) 54.12 51.65 57.5 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(72+73) 57.5 55.01 57.65 6#25 6#25 6#25 1#10mm/15cm 1#10mm/15cm B19AD(85+86) 44.25 41.75 44.11 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17D(87+88) 44.11 41.1 43.59 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(89+90) 43.59 41.1 43.59 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(91+92) 43.59 41.1 45.65 5#25 4#25 5#25 1#10mm/20cm 1#10mm/20cm B18AD(93+94) 45.65 43.01 45.65 5#25 5#25 5#25 1#10mm/20cm 1#10mm/20cm B17AD(106+107) 22.76 19.54 22.76 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15D(108+109) 22.76 19.25 22.42 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(110+111) 22.42 19.25 22.42 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(112+113) 22.42 19.25 23.93 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15AD(114+115) 23.93 20.53 23.93 6#16 5#16 6#16 2#8mm/15cm 2#8mm/15cm B15A

Initial Beams layout:


Final beams layout:


The following table presents the moments and shear reinforcement and final beam notations for all of the building:


Sec 3.3Analysis and design of one way solid slab for one meter strip:

* 3.3.1 Analysis and design of one way solid slab between axes A&B:

Slab thickness for all panels=15 cm


Total dead=SID+OW=0.25+0.15*2.5=0.625 t/m'Wu=1.2x0.625+1.6x0.3=1.23 t/m'


Mn= =1.66/0.9=1.94 ton.m

0.00351> ρmin(0.00333)

As= 0.00351*100*12=4.21 cm2

Use 6#10mm/m T&B


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