Using the Ultimate Limit Design Method
Ver. 5.6
byEng. Mahmoud M. El-Kateb
Structural Engineering Dept.Faculty of Engineering - Ain Shams University
* Calculation of coefficients* Design of slabs* Design of flat slabs* Design of beams* Design of sections under M,N* Check shear in beams* Design for torsion* Design of rectangular columns* Design of circular columns* Design of isolated footings* Design of isolated footings under moment* Design of combined footings* Design of strap footings* Design of retaining walls* Deflection of cantilevers* Deflection of simples
Reinforced Concrete Design©
Concrete design according to the Egyptian code 1995.
By: Eng. Mahmoud El-Kateb
* Calculation of Coeffecients
* Project :
Hollow Slabs:
AreaWeb breadth Spacing Thick Slab th F.C L.L One way Two way
b (cm) e (cm) t (cm)1 12 40 32 7 250 200 1.377 1.5252 12 40 27 7 150 200 1.129 1.2503 12 40 30 5 150 200 1.169 1.3184 12 40 32 7 150 200 1.237 1.3855 12 40 32 7 150 200 1.237 1.385
Slabs:
AreaLong span Short span Code of practice Marcus Grashoff
Span (m) contin. Span (m) contin. a b a b a b
1 5.6 1 4.9 1 0.421 0.268 0.504 0.296 0.630 0.370
2 9.8 1 6.8 1 0.571 0.169 0.649 0.151 0.812 0.188
3 8.8 1 5.8 1 0.609 0.152 0.673 0.127 0.841 0.159
4 6.7 1 5.9 1 0.418 0.271 0.500 0.300 0.624 0.376
5 9.3 1 6.8 1 0.534 0.187 0.622 0.178 0.778 0.222
6 8.8 1 7.75 1 0.418 0.271 0.500 0.300 0.624 0.376
7 7.8 1 6.7 1 0.432 0.258 0.518 0.282 0.647 0.353
8 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
9 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
10 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
Beams:
AreaLoad on Long Short Load coeff. Load distribution for
span (m) span (m) shear moment shear (t/m`) moment (t/m`)1 1.055 4 2.5 0.688 0.870 0.907 1.147 ###2 0.85 5 4 0.600 0.787 1.020 1.337 ###3 0.85 5 4 0.600 0.787 1.020 1.337 ###4 0.85 5 4 0.600 0.787 1.020 1.337 ###5 0.85 5 4 0.600 0.787 1.020 1.337 ###6 0.85 5 4 0.600 0.787 1.020 1.337 ###7 0.85 5 4 0.600 0.787 1.020 1.337 ###8 0.85 5 4 0.600 0.787 1.020 1.337 ###9 0.85 5 4 0.600 0.787 1.020 1.337 ###
10 0.85 5 4 0.600 0.787 1.020 1.337 ###
ts (cm) (kg/m2) (kg/m2) Wu (t/m`) Wu (t/m2)
slab (t/m2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Slabs
* Project :
300
3600 2.162
Sec.Ult. Moment Breadth Depth Used
Rft. /m Notesb (cm) d (cm) As 10 12
1 12.2 100 33 12.43 7 f 16 safe 8.5326396 10.8696 7.551008
2 2.95 100 13.5 7.46 7 f 12 safe 10.608696
3 4.25 100 15.5 9.42 5 f 16 safe
4 2.42 100 16 5.01 5 f 12 safe
5 2 100 12 5.63 5 f 12 safe
6 2 100 12 5.63 5 f 12 safe 23.25
7 2 100 12 5.63 5 f 12 safe
8 2 100 12 5.63 5 f 12 safe
9 2 100 12 5.63 5 f 12 safe
10 2 100 12 5.63 5 f 12 safe
11 2 100 12 5.63 5 f 12 safe
12 2 100 12 5.63 5 f 12 safe
13 2 100 12 5.63 5 f 12 safe
14 2 100 12 5.63 5 f 12 safe
15 2 100 12 5.63 5 f 12 safe
16 2 100 12 5.63 5 f 12 safe
17 2 100 12 5.63 5 f 12 safe
18 2 100 12 5.63 5 f 12 safe
19 2 100 12 5.63 5 f 12 safe
20 2 100 12 5.63 5 f 12 safe
21 2 100 12 5.63 5 f 12 safe
22 2 100 12 5.63 5 f 12 safe
23 2 100 12 5.63 5 f 12 safe
24 2 100 12 5.63 5 f 12 safe
25 2 100 12 5.63 5 f 12 safe
26 2 100 12 5.63 5 f 12 safe
27 2 100 12 5.63 5 f 12 safe
28 2 100 12 5.63 5 f 12 safe
29 2 100 12 5.63 5 f 12 safe
30 2 100 12 5.63 5 f 12 safe
31 2 100 12 5.63 5 f 12 safe
32 2 100 12 5.63 5 f 12 safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Mu (m.t)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
33 2 100 12 5.63 5 f 12 safe
34 2 100 12 5.63 5 f 12 safe
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
16 18 22
4.26632 3.359307 2.245431
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Flat Slab
* Project :
225
3600
Module: Long direction 6 m Short direc. 4.5 m ###
Marginal beams: 1)Yes 2)No 1 ###
Column dim.: Long direction 55 cm Short direc. 55 cm
Slab thickness: 20 cm ###
Live load: 300 Walls load: 200
1.67
Long direction 8.94 13.41Column strip 8.94 7.453
Long direction 5.96 4.47Field strip 5.96 4.472
Short direction 6.42 9.63Column strip 6.42 5.35
Short direction 4.28 3.21Field strip 4.28 3.21
Sec.Ult. Moment Breadth Depth
C1 JAs Used
Rft. /m Notesb (cm) d (cm) As
1 8.94 225 18 4.283 0.813 7.54 6.08 7.54 4 f 16 safe
2 8.94 225 18 4.283 0.813 7.54 6.08 7.54 4 f 16 safe
3 7.45 225 18 4.691 0.823 6.21 6.08 6.21 4 f 16 safe
4 13.41 225 18 3.497 0.781 11.77 6.08 11.77 6 f 16 safe
5 5.96 225 18 5.245 0.826 4.95 6.08 6.08 5 f 12 safe
6 5.96 225 18 5.245 0.826 4.95 6.08 6.08 5 f 12 safe
7 4.47 225 18 6.057 0.826 3.71 6.08 6.08 4 f 12 safe
8 4.47 225 18 6.057 0.826 3.71 6.08 6.08 4 f 12 safe
9 6.42 300 18 5.837 0.826 4.00 8.10 8.10 4 f 12 safe
10 6.42 300 18 5.837 0.826 4.00 8.10 8.10 4 f 12 safe
11 5.35 300 18 6.394 0.826 3.33 8.10 8.10 3 f 12 safe
12 9.63 300 18 4.766 0.825 6.01 8.10 8.10 6 f 12 safe
13 4.28 300 18 7.149 0.826 2.67 8.10 8.10 3 f 12 safe
14 4.28 300 18 7.149 0.826 2.67 8.10 8.10 3 f 12 safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
kg/m2 kg/m2
Slab load Wsu = t/m2
Asmin
Mu (m.t) (cm2) (cm2)
1
23
4
5
67
8
9
1011
12
13
1415
16
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
15 3.21 300 18 8.254 0.826 2.00 8.10 8.10 2 f 12 safe
16 3.21 300 18 8.254 0.826 2.00 8.10 8.10 2 f 12 safe
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Beams
* Project :1.09 1 0.95
0.7935 1.667 0.6175
250 0.1258 1.17402
3600 17.15 19.722 10.141
Sec.Ult. Moment Breadth Comp.fl. Depth
C1 JUsed
Rft. Notesb (cm) B (cm) d (cm) As
1 49.01 25 214 85 8.881 0.826 6.49 19.39 6 f 22 safe
2 11.4 12 50 65 6.806 0.826 2.38 5.90 3 f 16 safe
3 7 12 12 65 4.255 0.812 2.38 3.68 2 f 16 safe
4 5 25 50 55 8.696 0.826 4.07 4.07 2 f 22 safe
5 5 25 25 65 7.267 0.826 3.44 3.44 2 f 18 safe
6 8.04 12 50 65 8.105 0.826 2.38 4.16 1 f 25 safe
7 15 25 50 55 5.021 0.826 4.20 9.17 5 f 16 safe
8 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
9 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
10 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
11 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
12 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
13 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
14 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
15 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
16 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
17 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
18 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
19 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
20 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
21 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
22 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
23 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
24 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
25 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
26 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
27 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
28 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
29 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
30 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
31 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
32 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Asmin
Mu (m.t) (cm2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
33 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
34 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe
0.8467 1.53 5.152
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
1.020.51
1.530638
Concrete design using the ultimate limit design method.
* Design of Sec. under M,N
* Project :
250
3600
Sec.Ult. Moment Normal Breadth Depth Thick
ecc. C1 JUsed
Rft.b (cm) d (cm) t (cm) As
1 49.01 3.21 35 87.5 90 Big 3.750 0.794 9.36 20.07 5 f 25
2 28.91 3.21 35 87.5 90 Big 4.932 0.826 9.36 11.61 3 f 25
3 28.91 43.9 35 57.5 60 Big 4.145 0.809 6.15 24.08 5 f 25
4 25.52 59.68 35 57.5 60 Big 5.636 0.826 6.15 24.39 5 f 25
5 19.1 62.06 35 57.5 60 Big ### 0.826 6.15 21.01 5 f 25
) ابراهيم ) مختار الطلمبات مبني
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Asmin
Mu (m.t) Nu (t) (cm2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Check shear in beams
* Project :
250
9.682 50
2400
Sec.Ult. Shear Breadth Depth As no. of
Stirrups Notesb (cm) d (cm) S bran.
1 14.75 25 55 10.73 0.071 2 8 f 8 safe
2 13.45 12 65 17.24 0.071 2 8 f 8 safe
3 22.4 25 65 13.78 0.107 2 7 f 10 safe
4 15 25 65 9.23 0.053 2 6 f 8 safe
5 15 25 65 9.23 0.053 2 6 f 8 safe
6 15 25 65 9.23 0.053 2 6 f 8 safe
7 107 80 90 14.86 0.384 2 10 f 16 safe
8 15 25 65 9.23 0.053 2 6 f 8 safe
9 15 25 65 9.23 0.053 2 6 f 8 safe
10 15 25 65 9.23 0.053 2 6 f 8 safe
11 15 25 65 9.23 0.053 2 6 f 8 safe
12 15 25 65 9.23 0.053 2 6 f 8 safe
13 15 25 65 9.23 0.053 2 6 f 8 safe
14 15 25 65 9.23 0.053 2 6 f 8 safe
15 15 25 65 9.23 0.053 2 6 f 8 safe
16 15 25 65 9.23 0.053 2 6 f 8 safe
17 15 25 65 9.23 0.053 2 6 f 8 safe
18 15 25 65 9.23 0.053 2 6 f 8 safe
19 15 25 65 9.23 0.053 2 6 f 8 safe
20 15 25 65 9.23 0.053 2 6 f 8 safe
21 15 25 65 9.23 0.053 2 6 f 8 safe
22 15 25 65 9.23 0.053 2 6 f 8 safe
23 15 25 65 9.23 0.053 2 6 f 8 safe
24 15 25 65 9.23 0.053 2 6 f 8 safe
25 15 25 65 9.23 0.053 2 6 f 8 safe
26 15 25 65 9.23 0.053 2 6 f 8 safe
27 15 25 65 9.23 0.053 2 6 f 8 safe
28 15 25 65 9.23 0.053 2 6 f 8 safe
29 15 25 65 9.23 0.053 2 6 f 8 safe
30 15 25 65 9.23 0.053 2 6 f 8 safe
31 15 25 65 9.23 0.053 2 6 f 8 safe
Concrete Fcu = kg/cm2
Concrete qall = kg/cm2
Stirrups Fy = kg/cm2
qu
Qu (ton) (kg/cm2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
32 15 25 65 9.23 0.053 2 6 f 8 safe
33 15 25 65 9.23 0.053 2 6 f 8 safe
Concrete Design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design for Torsion
* Project :
225
9.186
2400
3600
Ult. torsional moment Sec. dim. Ult. shear force
Sec. b (cm) t (cm)
1 3 30 70 12
Due to shear Notes ###
6.15 safe ######
Due to torsion Notes ###
14.29 safe
Calculation of stirrups:
Due to shear no. f Notes6.2 8 ###
Due to torsion no. f Notes ###5.3 10 ###
Horizontal Rft. no. f7 10 ###
Concrete Fcu = kg/cm2
Concrete qall = kg/cm2
Stirrups Fy = kg/cm2
Horizontal bars Fy = kg/cm2
Mu (m.t) Qu (ton)
qsu
kg/cm2
qtu
kg/cm2
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Rectangular Columns
* Project :
250
3600
Col.Ult. Load desired dim of column As
Reinforcement %m b (cm) t (cm)
1 35 25 8.75 4 f 18
1 87.73 1.3 35 25 11.37 5 f 18
. 1.6 35 25 14.00 6 f 18
1 25 80 20.00 10 f 16
2 200 1.3 25 75 24.38 13 f 16
1.6 25 70 28.00 12 f 18
1 25 50 12.50 7 f 16
3 120 1.3 25 45 14.63 8 f 16
1.6 25 45 18.00 8 f 18
1 25 60 15.00 8 f 16
4 150 1.3 25 55 17.88 9 f 16
1.6 25 55 22.00 9 f 18
1 30 60 18.00 9 f 16
5 180 1.3 30 55 21.45 11 f 16
1.6 30 55 26.40 11 f 18
1 30 70 21.00 11 f 16
6 210 1.3 30 65 25.35 13 f 16
1.6 30 60 28.80 12 f 18
1 30 80 24.00 12 f 16
7 240 1.3 30 75 29.25 15 f 16
1.6 30 70 33.60 14 f 18
1 30 90 27.00 14 f 16
8 270 1.3 30 85 33.15 17 f 16
1.6 30 80 38.40 16 f 18
1 30 100 30.00 15 f 16
9 300 1.3 30 95 37.05 19 f 16
1.6 30 90 43.20 17 f 18
1 30 110 33.00 17 f 16
10 330 1.3 30 105 40.95 21 f 16
1.6 30 95 45.60 18 f 18
1 30 120 36.00 18 f 16
11 360 1.3 30 110 42.90 22 f 16
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Nu (ton) (cm2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
1.6 30 105 50.40 20 f 18
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Circular Columns
* Project :
225
3600
Col.Ult. Load desired Diamter As
Reinforcement %m D (cm)
1 40 12.56 7 f 16
1 100 1.3 35 12.50 7 f 16
1.6 35 15.39 7 f 18
1 40 12.56 7 f 16
2 120 1.3 40 16.33 9 f 16
1.6 40 20.10 8 f 18
1 45 15.90 8 f 16
3 150 1.3 45 20.67 11 f 16
1.6 45 25.43 11 f 18
1 50 19.63 10 f 16
4 180 1.3 50 25.51 13 f 16
1.6 50 31.40 13 f 18
1 55 23.75 12 f 16
5 210 1.3 55 30.87 16 f 16
1.6 50 31.40 13 f 18
1 60 28.26 15 f 16
6 240 1.3 55 30.87 16 f 16
1.6 55 37.99 15 f 18
1 60 28.26 15 f 16
7 270 1.3 60 36.74 19 f 16
1.6 60 45.22 18 f 18
1 65 33.17 17 f 16
8 300 1.3 65 43.12 22 f 16
1.6 60 45.22 18 f 18
1 70 38.47 20 f 16
9 330 1.3 65 43.12 22 f 16
1.6 65 53.07 21 f 18
1 70 38.47 20 f 16
10 360 1.3 70 50.00 25 f 16
1.6 65 53.07 21 f 18
1 75 44.16 22 f 16
11 390 1.3 70 50.00 25 f 16
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Nu (ton) (cm2)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
1.6 70 61.54 25 f 18
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Isolated footings
* Project :
250
3600
2.50
Column working load column dim. extension
foot b (cm) t (cm) of P.C (cm)F1 126.666666666667 30 70 40
Dims. of P.C : B (cm) L (cm)210 250 ###
###Dims. of R.C : B (cm) L (cm) t (cm)
130 170 60
Notes3.673 safe ###
Notes4.364 safe ###
###
Calculation of Rft. : As /m ###
6.57 8.25###
Long Rft. : no. f total no.5 16 /m 8 ###
Short Rft. : no. f total no.5 16 /m 10 ###
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Bearing capacity qall = kg/cm2
Nw (ton)
Shear stress )kg/cm2(
Punching stress )kg/cm2(
Asmin
cm2
Concrete design using the ultimate limit design method
By: Eng. Mahmoud El-Kateb
* Design of Isolated footings under moment
* Project :
225
3600
1.50
Column working load Moment column dim. extension
foot b (cm) t (cm) of P.C (cm)F1 100 10 25 50 20
###
Dims. of P.C : B (cm) L (cm)250 275 60
Choose dim of P.C 250 275 ######
Dims. of R.C : B (cm) L (cm) t (cm)210 235 60
1.77 Safe case )2( ###
1.14 No tension ###
Notes4.317 safe ###
###
Notes ###6.148 safe ###
###
Calculation of Rft. : As /m ###
9.18 8.25 ######
Long Rft. : no. f total no.5 16 /m 12 ###
Short Rft. : no. f total no.5 16 /m 13 ###
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Bearing capacity qall = kg/cm2
Nw (ton) Mw (m.t)
Lmin (cm)
Max. Stree )kg/cm2( =
Min. Stress )kg/cm2( =
Shear stress )kg/cm2(
Punching stress )kg/cm2(
Asmin
cm2
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Combined footings
* Project :
225
3600
1.50
Column working load column dim. (cm) extension
Col trans. long. of P.C (cm)exter. 60 25 50 25inter. 84 25 70 25
Distance from c.g to c.g: 2.15 m ######
Resultant of 2 loads is at: 1.25 m from external column###
Dims. of P.C : B (cm) L (cm)minimum 275 355chosen 230 420
Dims. of R.C : B (cm) L (cm) t (cm) ###180 370 60 ###
############
Longitudinal direction: ######
Top Rft. : no. f total no. ###5 16 /m 11 ###
Bottom Rft. : no. f total no. ###5 16 /m 11 ###
###Transverse direction: ###
###Top Rft. : no. f total no. ###
5 12 /m 20 ######
Bottom Rft. : no. f total no. ###4 16 /m 16 ###
######
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Bearing capacity qall = kg/cm2
Nw (ton)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Strap footings
* Project :
250
3600
2400
1.00
Column working load column dim. (cm) extension
Col trans. long. of P.C (cm)exter. 78.75 60 20 50inter. 101.18 60 20 100
Distance from c.g to c.g: 3.8 m
Take eccentricity = 1.65 m
Dims. of P.C : B (cm) L (cm)external footing 400 350internal footing 400 105
Dims. of R.C : B (cm) L (cm) t (cm)external footing 200 200 60internal footing 200 -95 60
Longitudinal direction: #NUM!
Dim. Of strap beam : b (cm) t (cm)50 90
Rft. Of strap beam : no. fTop Rft. #NUM! 22
Bottom Rft. #NUM! 16
Stirrups : no. f14 10 4 branches
Transverse direction:
Bottom Rft. : no. f total no.external footing 5 16 /m 12
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Stirrups Fy = kg/cm2
Bearing capacity qall = kg/cm2
Nw (ton)
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
internal footing #NUM! 16 /m #NUM!
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Retaining Walls
* Project :
250
3600
1.50 0.35 ###
2.00 0.2 t/m'force
Cohesion of soil C = 2.00 ###
22 degree ###
0.3
3.0
0
3.0
0
###
###
0.40 1.45 0.70 ###
###
0.60###
0.60 ###2.50 ###2.90 ###
######
Factor of safety against sliding = 21.82
Factor of safety against overturning = 3.23
Max. stress on soil = 0.76 Safe stress No tension on soil ###
Min. stress on soil = 0.45 Safe stress No tension on soil ###
Calculation of Rft. :###
C1 J ###For wall 4.46 7.58 0.826 4.68 4.80 5 f 12For Base 12.33 7.83 0.826 7.54 8.25 5 f 16
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Bearing capacity qall = kg/cm2
Soil density g = ton/m3
kg/cm2
Angle of friction d =
Coeff. of earth pressure Ka =
kg/cm2
kg/cm2
Mu (m.t) As (cm2) As min
R.C
P.C
Concrete design according to the Egyptian code1995.
By: Eng. Mahmoud El-Kateb
* Deflection of Cantilevers
* Project :
300
3600
###Breadth Depth Thickness Span
Sec. Properties of sec: b (cm) d (cm) t (cm) L (m) ###
1 100 30 35 3######
Top Rft.: no. f area ###
8 16 16.08###
Bottom Rft.: no. f area
8 16 16.08 ###
Working loads: ###1.20 0.88 0.40 ###
###
Initial deflection: 0.44 cm ###
After long term: 0.57 cm
Allowable value: 0.67 cm ###
Notes: Safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
cm2
cm2
PDL (t) PLL (t) WDL (t/m) WLL (t/m)
Span
WDL+ WLL
PDL+ PLL
Concrete design according to the Egyptian code 1995.
By: Eng. Mahmoud El-Kateb
* Deflection of Simples
* Project :
225
3600
###Breadth Depth Thickness Span
Sec. Properties of sec: b (cm) d (cm) t (cm) L (m) ###1 100 8 10 1
######
Top Rft.: no. f area ###
0 12 0.00###
Bottom Rft.: no. f area
5 10 3.93 ###
Working loads: ###0.00 0.00 0.45 0.20 ###
###
Initial deflection: 0.00 cm ###
After long term: 0.01 cm
Allowable value: 0.40 cm ###
Notes: Safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
cm2
cm2
PDL (t) PLL (t) WDL (t/m) WLL (t/m)
Span/2Span/2
WDL+ WLL
PDL+ PLL
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