Page 1
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©
Page 2
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 7 150 200 1.237 1.3852 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 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
2 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
3 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
4 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
5 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
6 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
7 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291
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 0.85 5 4 0.600 0.787 1.020 1.337 ###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)
Page 3
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Slabs
* Project :
225
3600
Sec.Ult. Moment Breadth Depth
C1 JAs Used
Rft. /m Notesb (cm) d (cm) As
1 6.87 100 16 2.896 0.732 16.29 2.40 16.29 15 f 12 safe
2 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
3 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
4 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
5 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
6 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
7 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
8 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
9 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
10 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
11 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
12 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
13 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
14 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
15 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
16 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
17 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
18 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
19 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
20 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
21 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
22 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
23 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
24 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
25 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
26 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
27 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
28 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
29 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
30 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
31 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
32 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Asmin
Mu (m.t) (cm2) (cm2)
Page 4
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
33 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
34 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe
Page 5
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 m ###
Marginal beams: 1)Yes 2)No 1 ###
Column dim.: Long direction 55 cm Short direc. 55 cm
Slab thickness: 18 cm ###
Live load: 100 Walls load: 0
1
Long direction 4.76 7.14Column strip 4.76 3.967
Long direction 3.17 2.38Field strip 3.17 2.38
Short direction 2.97 4.46Column strip 2.97 2.475
Short direction 1.98 1.49Field strip 1.98 1.485
Sec.Ult. Moment Breadth Depth
C1 JAs Used
Rft. /m Notesb (cm) d (cm) As
1 3.50 200 18 6.454 0.826 3.27 5.40 5.40 2 f 16 safe
2 4.76 200 18 5.534 0.826 4.45 5.40 5.40 3 f 16 safe
3 3.97 200 18 6.063 0.826 3.71 5.40 5.40 2 f 16 safe
4 7.14 200 18 4.519 0.819 6.72 5.40 6.72 4 f 16 safe
5 3.17 200 18 6.778 0.826 2.96 5.40 5.40 3 f 12 safe
6 3.17 200 18 6.778 0.826 2.96 5.40 5.40 3 f 12 safe
7 2.38 200 18 7.827 0.826 2.22 5.40 5.40 2 f 12 safe
8 2.38 200 18 7.827 0.826 2.22 5.40 5.40 2 f 12 safe
9 2.97 300 18 8.581 0.826 1.85 8.10 8.10 2 f 12 safe
10 2.97 300 18 8.581 0.826 1.85 8.10 8.10 2 f 12 safe
11 2.48 300 18 9.400 0.826 1.54 8.10 8.10 2 f 12 safe
12 4.46 300 18 7.006 0.826 2.77 8.10 8.10 3 f 12 safe
13 1.98 300 18 10.509 0.826 1.23 8.10 8.10 2 f 12 safe
14 1.98 300 18 10.509 0.826 1.23 8.10 8.10 2 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
Page 6
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
15 1.49 300 18 12.135 0.826 0.92 8.10 8.10 1 f 12 safe
16 1.49 300 18 12.135 0.826 0.92 8.10 8.10 1 f 12 safe
Page 7
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Beams
* Project : HL AND VL BEAMS OF ARCH SLABHAMED HAMED
250
3600
Sec.Ult. Moment Breadth Comp.fl. Depth
C1 JUsed
Rft.b (cm) B (cm) d (cm) As As
1 6.87 100 100 16 3.052 0.749 15.93 4.89 15.93 8 f
2 6.87 100 100 16 3.052 0.749 15.93 4.89 15.93 8 f
3 5 25 125 55 13.750 0.826 3.06 4.07 4.07 4 f
4 7.7 25 25 55 4.955 0.826 4.71 4.20 4.71 3 f
5 5.5 25 25 55 5.863 0.826 3.36 4.20 4.20 3 f
6 7.7 25 25 55 4.955 0.826 4.71 4.20 4.71 3 f
7 10.91 25 25 55 4.163 0.810 6.81 4.20 6.81 4 f
8 7.89 25 25 55 4.895 0.826 4.82 4.20 4.82 3 f
9 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
10 17.95 25 25 55 3.245 0.765 11.85 4.20 11.85 6 f
11 19.55 25 25 55 3.110 0.754 13.10 4.20 13.10 7 f
12 13.6 25 25 65 4.406 0.817 7.12 4.97 7.12 4 f
13 14.1 25 25 65 4.328 0.815 7.40 4.97 7.40 4 f
14 3 25 25 65 9.382 0.826 1.55 2.44 2.44 2 f
15 10.58 25 25 65 4.996 0.826 5.47 4.97 5.47 3 f
16 8.83 25 25 65 5.469 0.826 4.57 4.97 4.97 3 f
17 10.58 25 25 65 4.996 0.826 5.47 4.97 5.47 3 f
18 15.01 25 25 65 4.194 0.811 7.91 4.97 7.91 4 f
19 10.84 25 25 65 4.936 0.826 5.61 4.97 5.61 3 f
20 4 25 25 65 8.125 0.826 2.07 2.75 2.75 2 f
21 24.68 25 25 65 3.271 0.767 13.75 4.97 13.75 7 f
22 26.88 25 25 65 3.134 0.756 15.19 4.97 15.19 8 f
23 12 25 25 65 4.691 0.823 6.23 4.97 6.23 4 f
24 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4 f
25 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4 f
26 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4 f
27 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4 f
28 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4 f
29 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
30 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
31 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
32 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Asmin
Mu (m.t) (cm2)
Page 8
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
33 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
34 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5 f
Page 9
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
HL AND VL BEAMS OF ARCH SLAB
Rft. Notes
16 safe
16 safe
13 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
16 safe
Page 10
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
16 safe
16 safe
Page 11
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Sec. under M,N
* Project :
225
3600
Sec.Ult. Moment Normal Breadth Depth Thick
ecc. C1 JUsed
Rft.b (cm) d (cm) t (cm) As
1 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
2 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
3 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
4 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
5 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
6 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
7 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
8 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
9 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
10 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
11 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
12 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
13 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
14 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
15 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
16 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
17 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
18 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
19 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
20 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
21 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
22 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
23 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
24 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
25 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
26 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
27 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
28 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
29 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
30 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
31 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
32 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Asmin
Mu (m.t) Nu (t) (cm2)
Page 12
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
33 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
34 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16
Page 13
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Check shear in beams
* Project :
225
9.186
2400
Sec.Ult. Shear Breadth Depth As no. of
Stirrups Notesb (cm) d (cm) S bran.
1 15 25 65 9.23 0.056 2 6 f 8 safe
2 15 25 65 9.23 0.056 2 6 f 8 safe
3 15 25 65 9.23 0.056 2 6 f 8 safe
4 15 25 65 9.23 0.056 2 6 f 8 safe
5 15 25 65 9.23 0.056 2 6 f 8 safe
6 15 25 65 9.23 0.056 2 6 f 8 safe
7 15 25 65 9.23 0.056 2 6 f 8 safe
8 15 25 65 9.23 0.056 2 6 f 8 safe
9 15 25 65 9.23 0.056 2 6 f 8 safe
10 15 25 65 9.23 0.056 2 6 f 8 safe
11 15 25 65 9.23 0.056 2 6 f 8 safe
12 15 25 65 9.23 0.056 2 6 f 8 safe
13 15 25 65 9.23 0.056 2 6 f 8 safe
14 15 25 65 9.23 0.056 2 6 f 8 safe
15 15 25 65 9.23 0.056 2 6 f 8 safe
16 15 25 65 9.23 0.056 2 6 f 8 safe
17 15 25 65 9.23 0.056 2 6 f 8 safe
18 15 25 65 9.23 0.056 2 6 f 8 safe
19 15 25 65 9.23 0.056 2 6 f 8 safe
20 15 25 65 9.23 0.056 2 6 f 8 safe
21 15 25 65 9.23 0.056 2 6 f 8 safe
22 15 25 65 9.23 0.056 2 6 f 8 safe
23 15 25 65 9.23 0.056 2 6 f 8 safe
24 15 25 65 9.23 0.056 2 6 f 8 safe
25 15 25 65 9.23 0.056 2 6 f 8 safe
26 15 25 65 9.23 0.056 2 6 f 8 safe
27 15 25 65 9.23 0.056 2 6 f 8 safe
28 15 25 65 9.23 0.056 2 6 f 8 safe
29 15 25 65 9.23 0.056 2 6 f 8 safe
30 15 25 65 9.23 0.056 2 6 f 8 safe
31 15 25 65 9.23 0.056 2 6 f 8 safe
Concrete Fcu = kg/cm2
Concrete qall = kg/cm2
Stirrups Fy = kg/cm2
qu
Qu (ton) (kg/cm2)
Page 14
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
32 15 25 65 9.23 0.056 2 6 f 8 safe
33 15 25 65 9.23 0.056 2 6 f 8 safe
Page 15
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
Page 16
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Rectangular Columns
* Project :
225
3600
Col.Ult. Load desired dim of column As
Reinforcement %m b (cm) t (cm)
1 25 50 12.50 7 f 16
1 130 1.3 25 55 17.88 9 f 16
1.6 25 50 20.00 8 f 18
1 25 85 21.25 11 f 16
2 200 1.3 25 80 26.00 13 f 16
1.6 25 75 30.00 12 f 18
1 25 55 13.75 7 f 16
3 120 1.3 25 50 16.25 9 f 16
1.6 25 45 18.00 8 f 18
1 25 65 16.25 9 f 16
4 150 1.3 25 60 19.50 10 f 16
1.6 25 55 22.00 9 f 18
1 30 65 19.50 10 f 16
5 180 1.3 30 60 23.40 12 f 16
1.6 30 55 26.40 11 f 18
1 30 75 22.50 12 f 16
6 210 1.3 30 70 27.30 14 f 16
1.6 30 65 31.20 13 f 18
1 30 85 25.50 13 f 16
7 240 1.3 30 80 31.20 16 f 16
1.6 30 75 36.00 15 f 18
1 30 100 30.00 15 f 16
8 270 1.3 30 90 35.10 18 f 16
1.6 30 85 40.80 17 f 18
1 30 110 33.00 17 f 16
9 300 1.3 30 100 39.00 20 f 16
1.6 30 95 45.60 18 f 18
1 30 120 36.00 18 f 16
10 330 1.3 30 110 42.90 22 f 16
1.6 30 105 50.40 20 f 18
1 30 130 39.00 20 f 16
11 360 1.3 30 120 46.80 24 f 16
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Nu (ton) (cm2)
Page 17
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
1.6 30 110 52.80 21 f 18
Page 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)
Page 19
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
1.6 70 61.54 25 f 18
Page 20
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Isolated footings
* Project :
225
3600
1.50
Column working load column dim. extension
foot b (cm) t (cm) of P.C (cm)F1 100 25 50 40
Dims. of P.C : B (cm) L (cm)250 275 ###
###Dims. of R.C : B (cm) L (cm) t (cm)
170 195 60
Notes3.784 safe ###
Notes5.550 safe ###
###
Calculation of Rft. : As /m ###
7.27 8.25###
Long Rft. : no. f total no.5 16 /m 10 ###
Short Rft. : no. f total no.5 16 /m 11 ###
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
Page 21
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
Page 22
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)
Page 23
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Strap footings
* Project :
225
3600
2400
1.50
Column working load column dim. (cm) extension
Col trans. long. of P.C (cm)exter. 71 50 25 0inter. 124 80 25 40
Distance from c.g to c.g: 4.14 m
Take eccentricity = 1.2 m
Dims. of P.C : B (cm) L (cm)external footing 255 265internal footing 255 250
Dims. of R.C : B (cm) L (cm) t (cm)external footing 175 225 60internal footing 175 170 60
Longitudinal direction:
Dim. Of strap beam : b (cm) t (cm)50 90
Rft. Of strap beam : no. fTop Rft. 7 22
Bottom Rft. 5 16
Stirrups : no. f5 10 4 branches
Transverse direction:
Bottom Rft. : no. f total no.external footing 5 16 /m 13
Concrete Fcu = kg/cm2
Steel Fy = kg/cm2
Stirrups Fy = kg/cm2
Bearing capacity qall = kg/cm2
Nw (ton)
Page 24
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
internal footing 5 16 /m 10
Page 25
Concrete design using the ultimate limit design method.
By: Eng. Mahmoud El-Kateb
* Design of Retaining Walls
* Project :
225
3600
1.00 0.25 ###
1.80 0.2 t/m'force
Cohesion of soil C = 0.00 ###
22 degree ###
0.3
3.5
0
3.3
0
###
###
0.40 1.55 0.70 ###
###
0.60###
0.30 ###2.50 ###2.90 ###
######
Factor of safety against sliding = 1.74
Factor of safety against overturning = 3.07
Max. stress on soil = 0.62 Safe stress No tension on soil ###
Min. stress on soil = 0.42 Safe stress No tension on soil ###
Calculation of Rft. :###
C1 J ###For wall 5.34 4.52 0.819 8.23 3.30 8 f 12For Base 11.73 7.62 0.826 7.17 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
Page 26
Concrete design according to the Egyptian code1995.
By: Eng. Mahmoud El-Kateb
* Deflection of Cantilevers
* Project :
225
3600
###Breadth Depth Thickness Span
Sec. Properties of sec: b (cm) d (cm) t (cm) L (m) ###
1 25 65 70 2.4######
Top Rft.: no. f area ###
5 18 12.72###
Bottom Rft.: no. f area
5 18 12.72 ###
Working loads: ###2.50 1.50 ###
Initial deflection: 0.15 cm ###
After long term: 0.23 cm
Allowable value: 0.53 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
Page 27
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 25 65 70 6
######
Top Rft.: no. f area ###
4 12 4.52###
Bottom Rft.: no. f area
5 16 10.05 ###
Working loads: ###1.50 1.00 2.00 1.50 ###
Initial deflection: 0.85 cm ###
After long term: 1.57 cm
Allowable value: 2.40 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