Analysis and Design of Reinforced Concrete Building using Different Software Programs

Analysis and Design of Reinforced Concrete Building using Different Software Programs

Authors:

Eng. Zubeida Tajelsir Abdallah Elsheikh And Dr. Majdi Elgaili Mukhtar Ahmed

Department of civil engineering, alzaiem alazhari university kafori Block 7, khartoum north, sudan

1. ABSTRACT:

   The research dealt with how to analyze a multi-story building consisting of a ground floor and 5 floors using manual analysis and programs. Etabs and Excel programs were used to compare with the manual design.

   The manual method used for the analysis is the moments distribution with excel program.

   A structural analysis of wind loads for a building consisting of 6 floors was carried out using manual and computer methods. The results were compared and it was found that the results are close.

   The slabs, columns, beams, and foundations were analyzed manually, and the structural design of the structural elements was made and compared with the program design, and it was found that the results are close.

   Key word:

   Analysis, Design, moment distribution (Excel program) and portal frame.

   Objective:

   To analysis and design a multi-story RC building. Manual analysis is done with the aid of Excel software.

   Analysis and design is done with the aid of Etabs & SAFE software. And compare the design with Robot software.

   The design is done with the aid of revit software.

   To gain design knowledge on various structural elements like beam, column, slab, and foundation .etc.

   INTRODUCTION:

   Now a days due to overpopulation and high cost of land, multi-storied building is more essential for metropolitan city. Multi-storied Residential building is the perfect solution for living of high populated area. A multi-storied building, which possess multiple floor above the ground level, which aim to increase the floor area of building in shortest built up area.

   Structure analysis is a subject which involves designing, planning to build up a perfect building. Basically each project are different with their design criteria such as incoming load, soil properties, dynamic load, built up area etc. Here we provided the details to complete a residential apartment theoretically.

   We firstly collected some required data to measure the soil specific such as moisture content, bearing capacity of soil, types of soil etc. We provided the perfect parameter in beam, slab, column and footing with the consideration of incoming load to avoid shear and bending collapse. In

   Accordance with limit state method of collapse in BS 0.0035

   We built G+5 building which deal with strength and stability of structure under maximum design load Flexure, compression, shear and torsion.

   1. METHODOLOGY:

   Design of concrete member

   Planning and drawing

   Analysis in ETABS

   &SAFE and Robot

   DATA COLLECTION

   Detailing of residential building

   WORK PROGRESS

   BASIC DATA

   1. Type of building Residential building.

   2. Type of structure multi story rigid jointed framed iii. No. of story 6 (G+5)

1. Floor to floor height 3 m.

2. External walls 250 mm including plaster

3. Internal walls 150 mm including plaster.

4. Bearing capacity of soil 200 KN/m2

5. Height of plinth 0.5 m.

NOTE:-Others required data assume using NBC(national building code) for planning and (BS8110) & (ACI 318-14)for concrete design work.

Table 2-1 Table 2-5

Table 2-2

Table 2-3

Table 2-4

Table 2-6

Name	Design Type	Element Type	Material	Total Thickness mm
SLAB 18	Slab	Shell-Thin	Fcu25	180
Slab 20C,	Slab	Shell-Thin	Fcu25	200

Table 2-7

B.S CODE:

3. OUT PUT ANALYSIS:

Figure 3-1 Robot modeling

Figure 3-2: Deform shape

COLUMN RESULT

Fcu=30N/mm2

Table 3-1: Loads & moment

MEMBER		ETABS			ROBOT
		F	My	Mz	F	My	Mz
C1	Short col&Gr	2176	-6.4	0.13	2104	.79	7.16
	1st & 2nd	1623	2.6	0.45	1564	-1.2	6.16
	3rd & 4th &5th	805	1.45	-0.24	774	-4.56	3.3
C2	Short col&Gr	1283	0.8	-3.6	1000	9.1	-3.9
	1st & 2nd	913	-2.2	36.3	836	23	-0.43
	3rd & 4th &5th	683	17	-30	496	20.3	0.25
C3	Short col&Gr	714	-4.3	-3.2	451	-2.7	1.4
	1st & 2nd	509	10.8	18.3	364	9.4	9.98
	3rd & 4th &5th	252	8.1	16.3	213	-8.6	-7.5

Table 3-2: COLUMN DESIGN

6T16mm As=1206mm^2

6 120/

MEMBER		ETABS	ROBOT	MANUAL
C1	Short col&Gr (30*60)cm	6T16mm As=1206mm^2 6 120/	6T16mm As=1206mm^2 6 150/
	1st & 2nd (30*55)cm	6T16mm As=1206mm^2 6 120	6T16mm As=1206mm^2 6 120	4T16mm As=804mm^2 6 150/
	3rd & 4th &5th (45*25)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 150/
C2	Short col&Gr (30*50)cm	6T16mm As=1206mm^2 6 120/	6T16mm As=1206mm^2 6 120/	6T16mm As=1206mm^2 6 150/
	1st & 2nd (30*45)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 150/
	3rd & 4th &5th (40*25)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 150/
C3	Short col&Gr 1st & 2nd (40*25)cm	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 150/
	3rd & 4th (40*20)cm	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 150/

Table 3-3: Beam Design

D.L=13.4KN/m fcu=25N/mm2

section	ETABS			ROBOT			MANUAL
B(20*40) cm	Load	My	Fz	Load	My	Fz	Load	My	Fz
	13.4 KN/m	50 KN.m	73KN	13.4 KN/ m	31.9 KN.m	+37 -37 KN	13.4 KN/m
B(20*50) cm	Load	My	Fz	Load	My	Fz	Load	My	Fz
	13.4 KN/m	+18.4 -28.3 KN.m	-45.1	13.4 KN/ m	-27.4 +16.5 KN.m	+51 -45.3 KN	13.4 KN/m	12.3 KN.M	32.3 KN

Table 3-4: Beam design at X direction: At mid span

section	ETABS		ROBOT		MANUAL
	mom	design	mom	design	mom	design
B2(20*40)cm	0	Assembly rein 2T16 As=402mm2 R6@160mm c/c	31.9	2T16 As=402mm2 R6@160mm c/c		2T16 As=402mm2 R6@160mm c/c
B1(20*50)cm	+18.4	2T16 As=402mm2 R6@160mm c/c	+18.6	2T16 As=402mm2 R6@160mm c/c	12.3	2T16 As=402mm2 R6@160mm c/c

At interior support

section	ETABS		ROBOT		MANUAL
	mom	design	mom	design	mom	design
B2(20*40)cm	-56.6	2T16 As=402mm2 R6@160mm c/c	3.3	2T16 As=402mm2 R6@160mm c/c		2T16 As=402mm2 R6@160mm c/c
B1(20*50)cm	-26	2T16 As=402mm2 R6@160mm c/c	-24.9	2T16 As=402mm2 R6@160mm c/c	-10.6	2T16 As=402mm2 R6@160mm c/c

Maximum shear (concrete and stirrups):

section	ETABS		ROBOT		MANUAL
	shear	design	shear	design	shear	design
B2(20*40)cm	+72	R6@160mm c/c	-34.9	R6@160mm c/c
B1(20*50)cm	+43.3	R6@160mm c/c	-44	R6@160mm c/c	34.8

Table 3-5: Beam design at Y direction: At mid span positive:

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	+35	2 16 As=402mm2	+45	2 16 As=402mm2

At interior support negative

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-42	2 16 As=402mm2	-35	2 16 As=402mm2

At support:

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-42.4	2 16 As=402mm2	-31.8	2 16 As=402mm2

Maximum shear (concrete and stirrups):

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	+74.8	6@160mm c/c	-68	6@160mm c/c

SLAB DESIGN:

Table 3-6: Positive moment bottom:

member	ETABS & SAFE		ROBOT		MANUAL
	Moment	design	Moment	design	Moment	design
Roof slab(Y)	7	T10@300mmc /c	7	T10mm@300 mmc/c	13.6	3T12mm@300mmc /c
Floor slab(X)	28	T12mm@200 mmc/c	33	T12mm@200 mmc/c	72.4	4T12mm@200mmc /c
Floor slab(Y)	33	T12mm@200 mmc/c	28.2	T12mm@200 mmc/c	86.4	3T12mm@300mmc /c

Table 3-7: Negative moment top

td>

Moment

member	SAFE		ROBOT		MANUAL
	design	Moment	design	Moment	design
Roof slab(Y)	16	T10@300mmc/c	12.7	Middle strip T10@300mmc/c Col strip T10@200mmc/c	13.6	Middle strip T16@500mmc/c Col strip T16@500mmc/c
Floor slab(X)	80	Middle strip T16@300mmc/c Col strip	72.7	Middle strip T16@300mmc/c	106.7	Col strip 5T16mm@200mmc/c
						Middle strip 2T16@500mmc/c
				Col strip T16@100mmc/c
		T16@100mmc/c
Floor slab(Y)	116	Middle strip T16@300mmc/c	77.2	Middle strip T16@300mmc/c	98.7	Col strip 5T16mm@200mmc/c
		Col strip T16@100mmc/c		Col strip T16@100mmc/c		Middle strip 2T16@500mmc/c

Figure 3-3 Check of punching shear: Robot

ETABS:

Figure 3-4: chech of punching shear

• I added on ETABS modeling three beams to the slab to check the punching shear

Stair Design:

L.L=3KN/m2 D.L=3.7KN/m2

Table 3-8: Design of stair

ETABS& SAFE			ROBOT			MANUAL
Mx	bottom	Top At support	Mx	bottom	Top	Mx	X direction	Y direc
-21	4T10@25 0mmc/c	4T12@250 mmc/c	-15.2	4T10@250 mmc/c	4T10@ 250mm c/c	-10.4	4T10@250 mmc/c	4T10@250 mmc/c

Foundation design:

Design of footings: Fy=460N/mm2 T16mm Q=h =20*1.4=28KN/m2 K=120*(200-28)=20640KN/m2 K=20.60MPa

Thickness=680mm

p=200KN/m2 fc=25N/mm2 K=120*q

Figure 3-5: Ultimate load in footings

Figure 3-6 check of punching shear

Figure 3-7 Check of soil pressure:

Robot:

Fy=460N/mm2 T16mm p=200KN/m2 fc=25N/mm2 K=120*q Q=h =20*1.4=28KN/m2

K=120*(200-28)=20640KN/m2 K=20.60MPa

Thickness=600mm

Figure 3-8: Ultimate load in footings

FOUNDATION DESIGN:

Table 3-9: Positive moment top:

member	ETABS & SAFE		ROBOT
	Moment	design	Moment	design
Floor slab(X)	353	T16mm@200mmc/c	250	T16mm@170mm c/c
Floor slab(Y)	420	T16mm@300mmc/c	19.7	T16mm@240mm c/c

Table 3-10: Negative moment bottom:

member	SAFE		ROBOT
	Moment	design	Moment	design
Floor slab(X)	-165	Middle strip T16@200mmc/c Col strip T16@90mmc/c	-602.6	Middle strip T16@120mmc/c Col strip T16@90mmc/c
Floor slab(Y)	-114.8	Middle strip T16@200mmc/c Col strip T16@90mmc/c	-576	Middle strip T16@120mmc/c Col strip T16@90mmc/c

Figure 3-9 check of punching shear

Figure 3-10 Check of soil pressure:

ACI CODE:

Figure 3-11: Deform shape in Robot

Figure 3-12 Deform shape in ETABS

Table 3-11: Column design:

member		ETABS	ROBOT
C1	Short col&Gr (30*60)cm	6T16mm As=1206mm^2 6 120/	6T16mm As=1206mm^2 6 120/
	1st & 2nd (30*55)cm	6T16mm As=1206mm^2 6 120	6T16mm As=1206mm^2 6 120
	3rd & 4th &5th (45*25)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120
C2	Short col&Gr (30*50)cm	6T16mm As=1206mm^2 6 120/	6T16mm As=1206mm^2 6 120/
	1st & 2nd (30*45)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120
	3rd & 4th &5th (40*25)cm	4T16mm As=804mm^2 6 120	4T16mm As=804mm^2 6 120
C3	Short col&Gr 1st & 2nd (40*25)cm	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 100
	3rd & 4th (40*20)cm	4T16mm As=804mm^2 6 100	4T16mm As=804mm^2 6 100

Table 3-12: Beam design at X direction:

At mid span positive

section	ETABS		ROBOT
	mom	design	mom	design
B(20*40)cm	+19.3	2 16 As=402mm2	27	2 16 As=402mm2
B(20*50)cm	+14	2 16 As=402mm2	+11	2 16 As=402mm2

:

At interior support negative

section	ETABS		ROBOT
	mom	design	mom	design
B2(20*40)cm	-7.8	2 16 As=402mm2	3	2 16 As=402mm2
B1(20*50)cm	-22	2 16 As=402mm2	-14	2 16 As=402mm2

Maximum shear (concrete and stirrups):

section	ETABS	ROBOT
	shear	Dist of stirrups	shear	Dist of stirrups
B2(20*40)cm	-32	6@160mm c/c	-29	6@160mm c/c
B1(20*50)cm	-33	6@160mm c/c	-38.8	6@160mm c/c

At support:

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-23	2 16 As=402mm2	-12	2 16 As=402mm2

Table 3-13: Beam design at Y direction: At mid span positive:

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	+29	2 16 As=402mm2	+39	2 16 As=402mm2

At interior support negative

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-27	2 16 As=402mm2	-30	2 16 As=402mm2

At support:

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-38.3	2 16 As=402mm2	-27	2 16 As=402mm2

Maximum shear (concrete and stirrups):

section	ETABS		ROBOT
	mom	design	mom	design
B1(20*50)cm	-52	6@160mm c/c	-58.7	6@160mm c/c

SLAB DESIGN:

Fy=420N/mm2 fc=20N/mm2 h=250mm

Table 3-14: Positive moment

Bottom:

member	ETABS & SAFE		ROBOT
	Moment	design	Moment	design
Roof slab(Y)	7	6@200mmc/c	6	56
Floor slab(X)	26	10mm@150m mc/c	22	610
Floor slab(Y)	29.8	10mm@150m mc/c	20	610

Table 3-15: Negative moment top

member	SAFE		ROBOT
	Moment	design	Moment	design
Roof slab(Y)	20.4	Middle strip 6@250mmc/c Col strip 6@100mmc/c	27	Middle strip 6@200mmc/c Col strip 6@100mmc/c
Floor slab(X)	75	Middle strip 16@400mmc/c Col strip 16@100mmc/c	111	Middle strip 316 Col strip 6 16
Floor slab(Y)	103	Middle strip 16@400mmc/c Col strip 16@100mmc/c	86	Middle strip 316 Col strip 6 16

ROBOT

• For economy slab I must minimize the thickness of slab to 22cm

Figure 3-1: Check of punching shear:

ETABS:

Figure 3-14: Check of punching shear:

Stair Design:

L.L=4.79KN/m2 D.L=3.7KN/m2 Fy=420N/mm2 h=0.18m

Table 3-16: stair design

ETABS			ROBOT
Mx	bottom	Top	Mx	bottom	Top	Mx	bottom	Top
-18	4 10	4 10 at support	-16	4 10	4 10 at support	-10.4	4 10	4 10 at support

Design of footings:

Fy=280N/mm2 Ø=16mm p=200KN/m2 fc=25N/mm2 K=120*q

Q=h =20*1.4=28KN/m2 K=120*(200-28)=20640KN/m2 K=20.60MPa

Figure 3-15: Ultimate load in footings in robot

Figure 3-16: Ultimate load in footing in ETABS

Table 3-17: design of footings with ROBOT program

ROBOT
Type	L	B	H	bottom		top
				X direction	Y direction	X direction	Y direction
F1	1.5	1.5	0.5	7Ø16@250mm	7Ø16@250mm
F2	5.5	2.7	0.6	20Ø16@100mm	34Ø16@150m m
F3	2.2	2.2	0.5	10Ø16@200mm	10Ø16@200m m
F4	3.7	1.9	0.5	20Ø16@100mm	24Ø16@150m m
F5	3.1	3.1	0.5	33Ø16@90mm	25Ø16@120m m
F6	2.7	6	0.7	20Ø16@130mm	39Ø16@150m m	17Ø16@300 mm	14Ø16@200mm
F7	5.7	2.9	0.7	38Ø16@150mm	22Ø16@130m m	`
F8	2.7	1.6	0.5	13Ø16@200mm	10Ø16@160m m
F9	5.5	2.8	0.6	26Ø16@100mm	34Ø16@160m m
F10	7.8	2.9	0.5	Ø16@100mm	Ø16@100mm	Ø16@220mm	Ø16@220mm
F11	7.4	2.7	0.5	Ø16@100mm	Ø16@100mm	Ø16@220mm	Ø16@220mm
F12	8	2.8	0.5	Ø16@100mm	Ø16@100mm	Ø16@220mm/p>	Ø16@220mm

Figure 3-17: Check of punching shear for F10

Figure 3-18: Check of punching shear for F11

Figure 3-19: Check of punching shear for F12

CHEACK WITH SAFE PROGRAM:

Figure 3-20: Check of soil pressure:

• F(A-8) , F(C-8)& F(E-8) I have increase their dimensions because the soil pressure was not exceeded.

Figure 3-21: Check of punching shear

Table 3-18: design of footings with SAFE program

SAFE
Type	L	B	H	bottom		top
				X direction	Y direction	X direction	Y direction
F1	1.5	1.5	0.5	Ø16@250mm	Ø16@250mm
F2	5.5	2.7	0.6	Ø16@120mm	34Ø16@150mm
F3	2.2	2.2	0.5	Ø16@150mm	Ø16@150mm
F4	3.7	1.9	0.5	Ø16@100mm	Ø16@150mm
F5	3.1	3.1	0.5	Ø16@90mm	Ø16@80mm
F6	2.7	6	0.7	Ø16@130mm	Ø16@150mm
F7	5.7	2.9	0.7	Ø16@150mm	Ø16@130mm	`
F8	2.7	1.6	0.5	Ø16@200mm	Ø16@150mm
F9	5.5	2.8	0.6	Ø16@100mm	Ø16@100mm
F10	7.8	2.9	0.5	Ø16@120mm	Ø16@100mm	Ø16@250mm	Ø16@250mm
F11	7.4	2.7	0.5	Ø16@100mm	Ø16@100mm	Ø16@250mm	Ø16@250mm
F12	8	2.8	0.5	Ø16@100mm	Ø16@100mm	Ø16@250mm	Ø16@250mm

0.60

0.55

0.45

0.45

Details:

c2

c2

c2

c2

c2

c3

c2

c1

A

B

c1

c1

c1

c1

c1

c1

c1

c2

C

c1

c1

c1

c1

c1

c1

c1

c2

D

c1

c1

c1

c1

c1

c1

c1

c2

E

c2

c2

c2

c2

c2

c2

c2

c3

F

G

1

2

3

4

5

6

7

8

0.30

0.30

0.25

0.25

C1

at top 13? 6mm@

at top 13? 6mm@

at top 13? 6mm@ at top 13? 6mm@ main Rein 4? 16 170mm main Rein 4? 16 170mm

main Rein 6? 16 170mm main Rein 4? 16 170mm bottom Stirrup 6? 6 bottom Stirrup 6? 6

bottom Stirrup 6? 6 bottom Stirrup 6? 6 @90mm @90mm @ 90mm @ 90mm

C2 0.30 0.30 0.20

at top 13? 6mm@ at top 13? 8mm@

at top 13? 6mm@

at top 13? 6mm@

170mm main Rein 4? 16 170mm main Rein 4? 16 170mm

main Rein 4? 16 170mm

main Rein 6? 16 bottom Stirrup 6? 6

bottom Stirrup 6? 6 bottom Stirrup 6? 6 bottom Stirrup 6? 6

@90mm

@ 90mm @90mm @90mm

0.25 0.20 0.20

C2

at top 13? 6mm@ at top 13? 6mm@ at top 13? 6mm@ main Rein 4? 16 170mm main Rein 4? 16 170mm main Rein 4? 16 170mm

bottom Stirrup 6? 6 bottom Stirrup 6? 6 bottom Stirrup 6? 6

@ 90mm @90mm @90mm

0.50

0.40

0.45

0.40

0.40

0.40

0.40

Figure 3-22 columns

4

4

section B 1

?

2? 16

8@250

section 4-4

2? 16

1 3 2

1 3 2

1 3 2

1

3

2

1

3

2

1 3

2

1

3

2

1 3 2 T16

1 3 2

1 3 2

1

3

2

1

3

2

1 3

2

1

3

2

0.20

2? 16

4? 16 4? 16

? 8@ ? 8@ ? 8@

150 mm 150 mm 150 mm

2? 16 4? 16 2? 16

sect 1-1 sect 2-2 sect 3-3

0.50

Figure 3-23: Beams

Top

bottom

? 16@100mm c/c

2.43 1.30

4.00 3.00 3.05 2.40 2.85 3.45 3.75

A B

C

D

E

16T @ 300mm (T )E.W. T 12@ 200mm (B )E.W.

F

G

16T @ 500mm (T )E.W. T 12@ 200mm (B )E.W.

1

2

3

4 5

6

7

8

1.30 2.45

? 16@300mm c/c

? 16@500mm c/c

A

B

C

? 16@200mm

D

E

F

G

1

2

3

4

5

6

7

8

? 16@200mm

Figure 3-24: Slab details

? 16@100mm

? 16@100mm

? 16@ 100mm

? 16@100mm

? 16@300mm

? 16@100mm

? 16@300mm

? 16@100mm

? 16@ 300mm

L1/4

L2/4

L1/4

L2/4

L1/4 L2/4

? 16@300mm

5.L1 L2/4

L1/4 L2/4

L1/4 L2/4

L1/4 L2/4

L1/4

? 12@200mm

? 12@200mm

? 12@200mm

4.00

3.00

3.05

2.40

2.85

3.45

3.75

section 1-1

? 16@ 300

? 16@ 500

? 16@300

? 16@500

? 16@300

? 16@300

? 16@300

? 16@500

? 16@300

? 12@ 200

? 12@ 200

section 2-2

Figure 3-25: section of slab

T 12@ 250mm

T 10@ 250mm

T 10@ 200mm

stair seaction

Figure 3-26: stairs

8T @ 230mm

8T @ 120mm

16T @ 250mm

16T @ 250mm

D

depend on site

H

50?

single footing

b

? 16@250mm

D

d

B

? 16@250mm

PLAN FOR SINGLE FOOTING

Figure 3-27: Isolate footing:

@ 100 mm

? 16@ 250

100mm

T @ 100 mm

? 16@ 120

SECTION F 10

? 16@ 100mm

? 16@ 100mm

L

B

Figure 3-28: Continues footing:

? 16@ 250 L ? 16@ 160

SECTION F 9

? 16@250

? 16@250

H

PLAN F 9

Figure 3-29: Combined footing:

L

h

Figure 3-30: raft foundation

4. CONCLUSIONS:

1. After analyzing the G+5 story building structure, concluded that structure is safe in loading like dead load, live load and wind load.

2. Member dimensions (Beam, Column and Slab) are assigns by calculating the load type and its quantity applied on it. AutoCAD plan gives detailed information of the structure members length, height, size and numbers etc.

3. ETABS & ROBOT has the capability to calculate the reinforcement needed for any concrete section. SAFE program used to check the foundation design. The program contains a number of parameters which are designed as per.

4. The next paper the analysis will be done using deformed shape by using software programs.

5. The ETABS program extracts high values, while the robot extracts low values. In my personal opinion, the robot produces more accurate values. The program uses the Finite method and works on analyzing all the elements, even the foundations, while ETABS designs most of the elements, and the design of the foundation and slab is verified using the SAFE program.

6. The difference in torque values is somewhat large, especially in beams, but as for the design, the design is almost uniform.

   5. REFERENCES:

   1. British standard BS8110: Part 1:1997 Code of practice for design and construction. British

      Standard Institution: London.

   2. D Polette and J MLanders, 1997Consrtuction Systems, London, Goodheart-Wilcox Co.

   3. T.J.MancGinley and B.S.Choo, 1990 Reinforced Concrete Design Theory and Examples,2nd

      edition, London, SPON Publishers.

   4. Eugene JO and Andrew SD, 1999 Reinforced and Prestressed Concrete Design the Complete

Process, 2Tld edition, London Longman Publishers.

5,Moseley WH and Bungy JH, 1999 Reinforced Concrete Design, 5th edition, London, Macmillan Publishers.

1. Building Code Requirements for structural Concrete (ACI318-08) and Commentary (ACI 318-14), American Concrete Institute, P.O. Box 9094, Farmington Hills, Michigan.

2. Arthur H. Nilson, David Darwin, Charls W. Dolan, Design of concrete structures, 13th

   edition.

3. Arthur H. Nilson, George Winter, Design of concrete structures, 10th edition.

4. D. Fanella, I. Alsamsam, The Design of Concrete Floor Systems, PCA Professional

   Development Series, 2005.

5. McGregor, J.G. Reinforced Concrete Mechanics and Design, Prentice Hal, New Jersey, 1997.