All Sheets Concrete

Using the Ultimate Limit Design Method

byEng.MO. Azima

Structural Engineering Dept.Faculty of Engineering - Azhar University

* Calculation of coefficients* Design of slabs* Design of flat slabs* Check Punching* Design of beams* Design Compression Steel* Design of sections under M,N* 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. MO.Azima

* Calculation of Coeffecients

Yc= 1.5 Ys=

check shear

Fy Fcu Ec

2400 kg/cm2 180 kg/cm2 25.49 kg/cm2 187829.7 kg/cm2 24.1 kg/cm2 8.2 kg/cm2





400 kg/cm2 38.00 kg/cm2 280000.0 kg/cm2 35.9 kg/cm2 12.2 kg/cm2





Hollow Slabs:

AreaWeb breadth Spacing Thick Slab th F.C

b (cm) e (cm) t (cm)1 12 40 32 7 1502 12 40 27 7 1503 12 40 30 5 1504 12 40 32 7 1505 12 40 32 7 150

Slabs:

Fctr= 1.9ÖFcu qumax= 2.2e(Fcu/Yc)

q cu= 0.75Ö(Fcu/Yc)

ts (cm) (kg/m2)


By: Eng. MO.Azima

AreaLong span Short span Code of practice

Span (m) contin. Span (m) contin. a

1 6 1 2 1 1.350

2 5 1 4 1 0.475

3 5 1 4 1 0.475

4 5 1 4 1 0.475

5 5 1 4 1 0.475

6 5 1 4 1 0.475

7 5 1 4 1 0.475

8 5 1 4 1 0.475

9 5 1 4 1 0.475

10 5 1 4 1 0.475

Beams:

AreaLoad on Long Short Load coeff.

span (m) span (m) shear moment1 0.85 5 4 0.600 0.7872 0.85 5 4 0.600 0.7873 0.85 5 4 0.600 0.7874 0.85 5 4 0.600 0.7875 0.85 5 4 0.600 0.7876 0.85 5 4 0.600 0.7877 0.85 5 4 0.600 0.7878 0.85 5 4 0.600 0.7879 0.85 5 4 0.600 0.787

10 0.85 5 4 0.600 0.787

c1 j

c/d c1 j

0.125 4.854 0.8260.1375 4.64 0.821

0.15 4.455 0.8170.1625 4.291 0.8130.175 4.146 0.808

0.1875 4.016 0.8040.2 3.899 0.8

0.2125 3.793 0.7950.225 3.697 0.791

0.2375 3.608 0.7860.25 3.526 0.782

0.2625 3.451 0.7780.275 3.81 0.773

slab (t/m2)


By: Eng. MO.Azima

1.15

check tension

2.1 kg/cm2

2.2 kg/cm2

2.5 kg/cm2

2.7 kg/cm2

2.9 kg/cm2

3.1 kg/cm2

3.3 kg/cm2

3.5 kg/cm2

3.6 kg/cm2

3.8 kg/cm2

L.L One way Two way

200 1.237 1.385 25 104200 1.129 1.250 20 104200 1.169 1.318 25 104200 1.237 1.385 25 104200 1.237 1.385 25 104

q tu= 0.19Ö(Fcu/Yc)

(kg/m2) Wu (t/m`) Wu (t/m2)


By: Eng. MO.Azima

Code of practice Marcus Grashoff

b a b a b

0.039 0.790 0.010 0.988 0.012 3

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

0.224 0.568 0.232 0.709 0.291 1.25

Load distribution for

shear (t/m`) moment (t/m`)1.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.251.020 1.337 1.25

Concrete design using the ultimate limit design method.

By: Eng. MO.Azima

Check Punching according to ECP

* Project :

fcu= 25 MpaRegular Irregular

العمود Q pu d Type perim. perim act. α1 41 ton 400 mm 400 mm 170 mm Interior 2280 mm 2280 mm 4

2 17 ton 300 mm 300 mm 145 mm Edge(b) 1190 mm 1190 mm 3

300 mm 600 mm 140 mm Interior 2360 mm 2360 mm 4

51 ton 400 mm 400 mm 200 mm Interior 2400 mm 2400 mm 4

20 ton 400 mm 400 mm 220 mm Edge(b) 1640 mm 1640 mm 3









InteriorEdge(a)Edge(b) Edge(b) Corner

Corner Edge(a)

Interior

a Smaller B Bigger


By: Eng. MO.Azima

qp qcp Check

1.22 kg/cm2 1.29 kg/cm2 safe














By: Eng. MO.Azima

* Design of Beams

* Project :

0.0125

250 9.68

3600 28.4019

2400 0.194 kg/cm2

T sec

Sec.Ult. Moment Breadth Comp.fl. width

C1 Check C1 JAs

Rft.b (cm) B (cm) t (cm)

1 5 12 100 40 7.826 safe 0.826 4.80 1.28 3 f 16

1 10 25 100 40 5.534 safe 0.826 9.61 2.67 5 f 16

1 8 12 100 50 7.955 safe 0.826 5.98 1.65 3 f 16

1 16 25 100 50 5.625 safe 0.826 11.96 3.44 6 f 16

1 7 12 100 60 10.394 safe 0.826 4.28 2.02 3 f 16

1 18 25 100 60 6.482 safe 0.826 11.01 4.20 6 f 16

R sec1 4.7 12 12 40 2.796 safe 0.720 5.18 1.28 3 f 16

1 9.9 25 25 40 2.781 safe 0.717 10.95 2.67 6 f 16

1 7.5 12 12 50 2.846 safe 0.726 6.38 1.65 4 f 16

1 15.5 25 25 50 2.858 safe 0.727 13.15 3.44 7 f 16

1 7 12 12 60 3.601 safe 0.787 4.49 2.02 3 f 16

1 16 25 25 60 3.438 safe 0.778 10.39 4.20 6 f 16

M max = kg/cm2

Concrete Fcu = kg/cm2 qcu = kg/cm2

Steel Fy = kg/cm2 qu max = kg/cm2

Steel Fystr = kg/cm2 R max =

Asmin

Mu (m.t) (cm2) (cm2)


By: Eng. MO.Azima

Vertical Stirrups Bent Bars

check s n a nb n s11 26.19 safe 8.19 2 13 f 8 45 1 2 2 20

24 27.43 safe 10.01 2 10 f 10 45 1 2 2 20

15 27.78 safe 8.76 2 12 f 8 45 1 2 2 20

31 27.56 safe 9.95 2 11 f 10 45 1 2 2 20

18 27.27 safe 8.96 2 12 f 8 45 1 2 2 20

39 28.36 safe 6.15 2 17 f 8 45 1 2 2 20

11 26.19 safe 9.41 2 11 f 8 45 1 2 2 20

24 27.43 safe 10.01 2 10 f 10 45 1 2 2 20

15 27.78 safe 8.76 2 12 f 8 45 1 2 2 20

31 27.56 safe 9.95 2 11 ff 10 45 1 2 2 20

18 27.27 safe 8.96 2 12 f 8 45 1 2 2 20

39 28.36 safe 6.15 2 17 ff 8 45 1 2 2 20

qu=Qu/(b*d)

qsu=qu - .5*qcu

qsub=qsu - qsus

Qu tonequ Vertical

Stirrups. Rft. /m

sina+cosa or

sina(kg/cm2)


By: Eng. MO.Azima

Bent Bars

f Rft.

8 8.74 12.61 1.69 1 f 16

8 4.19 18.39 5.14 3 f 16

8 8.74 14.2 2.45 2 f 16

8 4.19 18.52 6.66 4 f 16

8 8.74 13.69 2.89 2 f 16

8 4.19 19.33 8.49 5 f 16

8 8.74 12.61 1.69 1 f 16

8 4.19 18.39 5.14 3 f 16

8 8.74 14.2 2.45 2 f 16

8 4.19 18.52 6.66 4 f 16

8 8.74 13.69 2.89 2 f 16 Axe 3

8 4.19 19.33 8.49 5 f 16

qsus qsub Asb (cm2)(kg/cm2)(kg/cm2)

Axe , ب هـ

Axe , ج د

Axe , ب هـ

Axe , ج د


By: Eng. MO.Azima

* Design Compression Steel

* Project : Dr F

250 kg/cm2 0.194 kg/cm23600 kg/cm2 0.0125 kg/cm2

secUlt. Load Breadth Width chek

chekmoment moment

Mu (m.ton) B (cm) T (cm)

1 8 12 40 2.143 4.75 3.25

1 16.5 25 40 2.154 9.90 6.60

1 13.4 12 50 2.129 7.86 5.54

1 28.1 25 50 2.122 16.37 11.73

1 20.3 12 60 2.114 11.74 8.56

Concrete Fcu = Rmax =Steel Fy = M max =

c1 Mmax (t.m) ∆m (t.m)

use compressi

on steel

use compressi

on steel

use compressi

on steel

use compressi

on steel

use compressi

on steel


By: Eng. MO.Azima

Dr F

compressionReinforcement

2 f 163.46safe

4 f 167.03safe

3 f 164.43safe

5 f 169.37safe

3 f 165.47

As/(cm2)

D4

[email protected]

Concrete Design using the ultimate limit design method.

By: Eng. Mo.Azima

* Design of Circular Columns

* Project : Dr Fatma Mahmoud Ali

250 kg/cm2

3600 kg/cm2

Col.Ult. Load desired AC Req Dia Req Diamter As

Reinforcement %m D (cm) D (cm)

0.8 964.46 35 40 10.05 6 f 16

1 103 1 922.77 34 35 9.62 5 f 161.2 884.55 34 35 11.54 6 f 16

0.8 1666.73 46 50 15.70 8 f 16

2 178 1 1594.70 45 50 19.63 10 f 161.2 1528.63 44 45 19.08 10 f 16

0.8 0.00 0 0 0.00 1 f 16

3 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

4 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

5 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

6 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

7 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

8 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

9 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

0.8 0.00 0 0 0.00 1 f 16

10 0 1 0.00 0 0 0.00 1 f 161.2 0.00 0 0 0.00 1 f 16

1 0.00 0 0 0.00 1 f 16

11 0 1.3 0.00 0 0 0.00 1 f 16

Concrete Fcu =

Steel Fy =

Nu (ton) (cm2) (cm2)

C4

[email protected]

Concrete Design using the ultimate limit design method.

By: Eng. Mo.Azima

1.6 0.00 0 0 0.00 1 f 16

Concrete Design Using The Ultimate Limit Design Method.

By: Eng. MO.Azima

250 kg/cm2 NO of Floor = 12

3600 kg/cm2

Col.Ult. Load desired dim of column AC As

Reinforcement2--3

Reinforcement %m b (cm) t (cm) b t

1 2500.65

25100 2500.0 16.25 8 f 16

25 75 101 90 2250.0 22.50 12 f 161.2 85 2125.0 25.50 12 f 16

2 2520.8

2595 2375.0 19.00 16 f 12

25 75 101 90 2250.0 22.50 12 f 161.2 90 2250.0 27.00 14 f 16

3 3350.8

25125 3125.0 25.00 22 f 12

25 100 121 120 3000.0 30.00 14 f 161.2 115 2875.0 34.50 18 f 16

4 3350.8

25125 3125.0 25.00 22 f 12

25 100 121 120 3000.0 30.00 14 f 161.2 115 2875.0 34.50 18 f 16

* Design of Rectangular short Columns

* Project : كامل\ على ياسر م

Fcu =

Fy =

Nu (ton) (cm2) (cm2)

F4

[email protected]


By: Eng. MO.Azima

Reinforcement4--5

Reinforcement6--7

Reinforcement8--9

Reinforcementb t b t b t

f 16 25 60 8 f 16 20 55 6 f 16 20 40 4

f 16 25 60 8 f 16 20 60 6 f 16 20 40 4

f 16 25 80 10 f 16 20 75 8 f 16 20 50 4

f 16 25 80 10 f 16 20 75 8 f 16 20 50 4


By: Eng. MO.Azima

Reinforcement10--11

Reinforcementb t

f 16 20 20 2 f 16

f 16 20 20 2 f 16

f 16 20 25 2 f 16

f 16 20 25 2 f 16


By: Eng. MO Azima

* Design of Isolated footings

* Project :

250 kg/cm2

3600 kg/cm2

1.50 kg/cm2

Column working load column dim. extension

foot b (cm) t (cm) of P.C (cm)

F1 30 30 40 10

Dims. of P.C : B (cm) L (cm) t (cm)

20000 140 150 1021000

Dims. of R.C : B (cm) L (cm) t (cm)

15600 120 130 40

2.89 31

Notes

2.28 safe 6.46

Notes

3.17 safe 12.91

Long Rft. : Mu ton.m/B c1 j

3 3.60 10.10 0.826

Short Rft. : Mu ton.m/L c1 j

3 3.90 10.10 0.826

Calculation of Rft. : (long) As (cm) /m'

2.90 5.25

Calculation of Rft. : (short) As (cm) /m'

2.88 2.90 5.25

Long Rft. : no. f total no.

4.64437 12 /m 6

Fcu =

Fy =

Bearing capacity qall =

Nw (ton)

q bearing :qu(kg/cm2)= Q punch applied (ton)=

Shear stress (kg/cm2) qscu (kg/cm2)

Punching stress (kg/cm2) qpcu (kg/cm2)

Asmin cm2

Asmin cm2


By: Eng. MO Azima

Short Rft. : no. f total no.

4.64437 12 /m 7


By: Eng. MO.Azima

* Design of Combined footings

* Project :

250 kg/cm2 6.45

3600 kg/cm2

1.50 kg/cm2

25cm

Column working load column dim. (cm) extension

Col trans. long. of P.C (cm)

biger 443 45 120 45

small 190 25 90 45

Distance from c.g to c.g: 2.83 m

Resultant of 2 loads is at: 0.85 m from big column

Dims. of P.C : B (cm) L (cm) t (cm)Area req = 42.20 m2 538.61 783.499 50

Area chosen = 26.95 m2 385 700Dims. of R.C : B (cm) L (cm) t (cm)

295 610 100BIG COLUMN

5.28 11.3

Notes

Longitudinal direction: 7.80 safeSMALL COLUMN

Notes 10.05

6.47 unsafe Notes

Top Rft. : 3.06 safec1 j

9.29 0.826 As (cm2) /m'

9.45 13.95no. f total no.

6.942 16 /m 21

Bottom Rft R. :

c1 j As (cm2) /m'

4.20 0.811 47.06 28.42

Fcu = qscu = (kg/cm2)

Fy =

Bearing capacity qall =

Nw (ton)

q bearing :qu(kg/cm2)= qpcu =(kg/cm2)

Punching stress (kg/cm2)

Shear stress (kg/cm2) qpcu =(kg/cm2)

Punching stress (kg/cm2)

Asmin cm2

Asmin cm2


By: Eng. MO.Azima

no. f total no.

9.591 25 /m 29

Bottom Rft L. :

c1 j As (cm2) /m'

8.65 0.826 10.91 14.18no. f total no.

7.058 16 /m 21

Transverse direction:

Bottom Rft L. : As (cm2) /m'

Mu = (ton.m/L) 293.29894 17.41 22.64c1 j no. f total no.

4.76 0.825 5.958 22 /m 18

Asmin cm2

Asmin cm2


By: Eng. MO.Azima

90 cm 120 cm

45cm

190 t 2.83 443 t

m

190 t 443 t

total no.

1556.56 kg/cm/340cm

24.90 t 65.99 t


By: Eng. MO.Azima

total no.

119.75 t 177.45 t

199 cm 327 cm

16 cm 114 cm

total no. 122 77.12 m.t

cm

89.01 m.t 376.88 m.t

total no. MOMENT@ZEROO SHER= -87.2339126


By: Eng. MO.Azima

* Design of Retaining Walls

* Project :

250

3600

2.00 0.70 ###

2.00 1.14 t/m' force

Cohesion of soil C = 0.00 ###

30 degree ###

0.3

6.6

0

6.6

0

###

###

0.00 0.80 3.50 ###

###

0.60 ###

0.10 ###5.00 ###5.00 ###

######

Factor of safety against sliding = 2.26

Factor of safety against overturning = 3.85

Max. stress on soil = 2.03 Unsafe stress No tension on soil ###

Min. stress on soil = 0.78 Safe stress No tension on soil ###

Calculation of Rft. :###

C1 J ###

For wall 54.30 4.55 0.820 27.45 10.05 8 f 22For Base 9.27 9.03 0.826 5.67 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


By: Eng. MO.Azima

األعـمـال م بنـود عـــددوحـدةبياناألبعـاد

عـرضطـول

الحفر 1 ــــــــــ11598.20ااعمال211.601.50701.201.10

2211.601.50701.201.10

1283.600.25السمالت

4813.580.30103.580.25

5سعد سامى ــــــــــــ12046.55سقف

1467.000.25130.440.12

6

ــــــــــ215.50ـــــــــ703.62

ــــــــــ1283.60السمالتاالعمده 910.501.40رقاب

الردم 7 1775.201.80ااعمال

8

أ ــــــــــــ1130.50حج ـــــــــــــ1130.50ح

ـــــــــــــ112.30ـــــــــــــ112.30

9

أ ــــــــــــ2141.30ح

ج ـــــــــــــ2141.30ح

ـــــــــــــ213.30ـــــــــــــ213.30

ــــــــــــ1011948.00

12ط ــــــــــــ12913.30م

13أبواب

4.00ـــــــــــــــ1

3.00ـــــــــــــ12.00ـــــــــــــــ20شبابيك

1833.0 m2

النطرون وادي امات مصنع لكميات "With internal column Prestressed"دراسة

3م اعمالالخرسانةالعادية للقواعد

3م1ق3م2ق

اعمالالخرسانةالمسلحةللقواعد

3م1ق3م2ق

3م اعمالالخرسانةالمسلحةلالعمدة

3م1ع3م2ع

اعمالالخرسانةالمسلحةللسقف

2م3م60*25كمر3م60*12كمر

العزل اعمالللرطوبه

2م1ق2م2ق

2م2م3م

أعمالبلوك المباني

اسمنتى

2م2م

2م1ح2م25ح

أعمالالمحاره

2م

2م

2م1ح2م25ح اعمال

خرسانةاالرضيات

2م

العزل اعمالالفواصل

أعمالاالبواب

2م

2م2م

المنشا = مساحة

م/ 390.1 2جنيه

All Sheets Concrete

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