final year thesis presentation

1. FINAL YEAR PROJECT
PRESENTATION
Analysis and Design of 15 Storey Office and Commercial
Building using ETABS
Supervised By
PROF. DR. BASHIR AHMED MEMON
(Dean Faculty of Engineering)
BY
ABDUL MALIK MEMON (12CE04)
(Group leader)
ABDUL MUJEEB SOLANGI (12CE48)
(Asstt: Group leader)
ASFAND YAR ALI MEMON (12CE17)
ADNAN AAKASH QURESHI (12CE14)
MASROOR ALAM KHAN (12CE75)
ABDUL SAMAD SHAIKH (12CE103)

2. Project Brief: • 3-D View of Modeled Building
• The structure under consideration
is a 15 story Office and
Commercial building covering an
area of 26536 sq.ft.
• This structure lies in zone 2B of
Seismic category and average wind
speed is taken as 70mph.
• Codes followed are UBC97, ACI-
318-02 and ASCE 7-02.
It is comprised of:
i. Retail floors (Ground+ 1-6”)
ii. Hall floors (Basement and 1st
floor )
iii. Parking floors (3rd-5th floors)
iv. Office floors (2nd and 6th-13th
floor)

3. ETABS
• ETABS is a sophisticated, yet easy to
use, special purpose analysis and
design program developed
specifically for building systems.
• ETABS features an intuitive and
powerful graphical interface coupled
with unmatched modeling, analytical,
and design procedures, all integrated
using a common database.
• Although quick and easy for simple
structures, ETABS can also handle the
largest and most complex building
models.
• ETABS mainly offers following types
of analysis:
i. Linear
ii. Nonlinear
iii. Pushover Analysis
iv. P∆ Effect Analysis

4. Modeling
Geometric Modeling:
Following sections were defined:
• BM 8X36
• BM 12X24
• CR 12X24
• CR 18X48
• CR 18X36
• CR 18X39
• CS 27X27
• CS 30X30
Material Modeling
• C3000 (beam and slab)
• C4000 (column and shear wall)
• Modulus of Elasticity =
57000(√fc’)

5. Diaphragm Modeling
• Rigid Diaphragm
• Semi-Rigid Diaphragm
Seismic Weight Modeling
Structural loads in accordance with
UBC97 1630.1.1 are incorporated
as following types:
• Structural Dead load:
i. Self-weight
• Structural super dead load:
i. Finishes
ii. Wall loads
iii. Partition

6. Frequency Modeling
• Ritz Vector
• Ritz Load Vectors
i. Acceleration X
ii. Acceleration Y
Inelastic Characteristics Modeling
MOMENT OF INERTIA:
BEAMS 0.35IG
COLUMNS 0.70 IG
WALL – UNCRACKED 0.70 IG
– CRACKED
0.35 IG
FLAT PLATES AND FLAT SLAB
0.25 IG

7. Load Case – Live Loads
According to UBC97 table 16-A Live
load for different components are:
• Stairs = 100 psf
• Shops = 100 psf
• Ramp = 100 psf
• Community Halls = 100 psf
• Parking area = 100 psf
• Offices = 50 psf
• Roof = 20 psf
Basic Load Combinations:
1.4D
1.2D + 1.6L + 0.5 (Lr or S)
1.2D + 1.6 (Lr or S) + (f1L or 0.8W)
1.2D + 1.3W + f1L + 0.5 (Lr or S) (
1.2D + 1.0E + (f1L + f2S)
0.9D + (1.0E or 1.3W)

8. Serviceability Analysis
Service Load combo:
• Live Load
• Dead Load
Deflection of floor systems:
𝛌 =
𝛏
𝟏 + 𝟓𝟎𝛒′
Where
𝛒′= reinforcement ration for non-
prestressedcompression steel
reinforcement.
𝛏 = time dependent factor
Table 9.5(b) Maximum permissible
computed deflection according to ACI
318-11:
Roof or floor construction supporting
nonstructural elements not likely to be
damaged by large deflection= l/240

9. Analysis Results
Long time Defection
Deflection downward, ∆ = 0.124”
Time dependent multiplier, Tu = 2.5
(as prescribed by ACI Committee 4352-7)
Long time deflection = Tu x ∆ =0.31”
Allowable long time deflection = l/240
(as mentioned in ACI 318-8 table 9.5b)
Therefore l/240 = 247.5/240=1.03”

10. Storey Drift
Lateral displacement of one level relative to the level above or below is called as Storey Drift.
Code Provisions:
∆M = 0.7 R∆S
∆M ≤ 0.025 times the story height for structures having a fundamental period of less than 0.7 second.
∆M ≤ 0.020 times the story height for structures having a fundamental period of greater than 0.7 second.
Story Load X Y DriftX DriftY ΔS/Hallowable
14TH+155-6'' EQX 1403 110 0.001203 0.005
14TH+155-6'' EQX 325 1298 0.000223 0.005
14TH+155-6'' EQY 1643 0 0.000078 0.005
14TH+155-6'' EQY 1403 1312 0.001282 0.005
13TH+144-6'' EQX 2477 110 0.001328 0.005
13TH+144-6'' EQX 460 1111 0.000259 0.005
13TH+144-6'' EQY 2319.5 0 0.000039 0.005
13TH+144-6'' EQY 1403 1312 0.001309 0.005
Where:
ΔS/Hallowable = 0.2/0.7*R
R is over strength factor =5.5 (UBC97 Table 16-N item 3.3

11. Column Design Results
• Following are the columns design results for a single section, other sections are mentioned in
book
COLUMN 18X48
Storey
Height Dimensions Rebar Longitudinal given AS Required As Transverse Reinforcement
Ft b.in d.in % Rein sq.in sq.in middle Lo
Ground+1'-6" 12 18 X 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
1st+12'-6" 11 18 X 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
2nd+23'-6" 11 18 X 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
Parking+34'-6" 11 18 X 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
Parking+45'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
Parking+56'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
6th+67'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
7th+78'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
8th+89'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
-9th+100'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
10th+111'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
11th+122'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
12th+133'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
13th+144'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c
14th+155'-6" 11 18 x 48 1 12-#8 9.36 8.64 #3-8"c/c #3-4"c/c

12. Beam Design Results

13. Area of Reinforcement
Positive moment =946.76k.in
• ⍴ = 0.85fc′/fy (1 − 1 − 4Mu/1.7∅fc′bd2
)
⍴ = (0.85x3/60) (1- 1 − 4x946.76/1.7x0.9x3x8x33.842)
⍴ = 0.00194
• As = ⍴bd = 0.00194 x 8x33.84 = 0.530in2
Negative moment =-1893.50k.in
⍴ = (0.85x3/60) (1- 1 − 4x1893.5/1.7x0.9x3x8x33.842)
⍴ = 0.0039
As = 0.0039 x 8 x 33.84 = 1.088in2

14. Project = Plot # TSR-44
Slab Title = S-1 1 ForceLength
System of Unit = kip - ft Major kip ft #
Minor lb in
Slab length in Long Direction = Ly = 23.50 ft
Slab Length in Short Direction = Lx = 17.00 ft S-1
b = Ly/Lx b = 1.3824 7 in thk.
Short to Long span ratio = Lx/Ly = 0.72
Slab Action = Two way
Continuity Condition =
Concrete Strength fc' = 3000 lb/in^2
Steel Strength fy = 60000 lb/in^2
Slab thickness required tR = 6.4036 in
Slab thickness provided t = 7 in
Unit weight of Concrete g c= 0.15 kip/ft^3
Finishes / Fill weight + partition 0.03 kip/ft^2
Dead load wD = 0.1175 kip/ft^2
Live load wL = 0.08 kip/ft^2
1.4 x wD = 0.1645 kip/ft^2
1.7 x wL = 0.136 kip/ft^2
1.4 x wD + 1.7 x wL = 0.3005 kip/ft^2
Designer's Safety Margin SM = 5%
Clear Cover (bott.) = 1 in
Clear Cover (top.) = 1 in
Temp. & Shrink. r/f = 0.0018*Ag = 0.1512 in^2/ft
Ο M +ve (short) = ( 0.0291 x 0.165 + 0.0471 x 0.136 ) x17^2 = kip-ft/ft
d = 5.8 in ; As(reqd) = 0.126 in^2/ft ; Use # 3 @ 8 in c/c
0.15 8 8 ( 0.166 in^2/f t )
Ο M +ve (Long) = ( 0.0079 x 0.165 + 0.0129 x 0.136 ) x23.5^2 = kip-ft/ft
d = 5.4 in ; As(reqd) = 0.070 in^2/ft ; Use # 3 @ 8 in c/c
0.15 8 8 ( 0.166 in^2/f t )
Ο M -ve (short) = ( 0.0717 x 0.301 ) x17^2 = kip-ft/ft
d = 5.8 in ; As(reqd) = 0.251 in^2/in ; Use # 4 @ 8 in c/c
0.26 8 8 ( 0.295 in^2/f t )
Ο M -ve (Long) = ( 0.0193 x 0.301 ) x23.5^2 = kip-ft/ft
d = 5.8 in ; As(reqd) = 0.125 in^2/ft ; Use # 3 @ 8 in c/c
0.15 8 8 ( 0.166 in^2/f t )
Design Summary of S-1
Short Direction Bottom # 3 @ 8 in c/c ( 0.166 in^2/f t ) 0.0018 Ag governs
Long Direction Bottom # 3 @ 8 in c/c ( 0.166 in^2/f t ) 0.0018 Ag governs
Short Direction Top # 4 @ 8 in c/c ( 0.295 in^2/f t )
Long Direction Top # 3 @ 8 in c/c ( 0.166 in^2/f t ) 0.0018 Ag governs
3.20
3.23
1.69
6.23
17ft
23.5 ft
Slab Design by ACI Coeffecients
All Edges Continious

15. Shear wall Design
Results
Results are obtained from ETABS
analysis and reinforcement is
calculated by the following formula.
For Flexural Reinforcement:
(flexural reinforcement ratio X 12 X
thickness) / 2 = in2/ft
Spacing: 12 / {(in2/ft)/area of one bar}
For Shear Reinforcement: ETABS
result = in2/ft

16. FLEXURAL REINFORCEMENT Transverse Reinforcement
Story Pier
Lbl
Stn Loc Thick-
ness
Req:
Ratio(%)
Curr:
Ratio
%
Area / ft Spa-cing Reinfo-rcement Shear Av Spacing Reinfo-rcement
14TH+155-6'' P1 Top 18 0.25 0.69 0.74 7.72 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.75 #6-8"c/c 0.54 4.89 #3-5"c/c
13TH+144-6'' P1 Top 18 0.25 0.69 0.74 7.77 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.79 #6-8"c/c 0.54 4.89 #3-5"c/c
12TH+133'-6'' P1 Top 18 0.25 0.69 0.74 7.82 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.84 #6-8"c/c 0.54 4.89 #3-5"c/c
11TH+122'-6'' P1 Top 18 0.25 0.69 0.74 7.87 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.89 #6-8"c/c 0.54 4.89 #3-5"c/c
10TH+111'-6'' P1 Top 18 0.25 0.69 0.74 7.91 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.94 #6-8"c/c 0.54 4.89 #3-5"c/c
9TH+100'-6'' P1 Top 18 0.25 0.69 0.74 7.96 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 7.98 #6-8"c/c 0.54 4.89 #3-5"c/c
8TH+89-6'' P1 Top 18 0.25 0.69 0.74 8.01 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 8.03 #6-8"c/c 0.54 4.89 #3-5"c/c
7TH+78'-6'' P1 Top 18 0.25 0.69 0.74 8.05 #6-8"c/c 0.54 4.89 #3-5"c/c
Bot 18 0.25 0.69 0.74 8.08 #6-8"c/c 0.54 4.89 #3-5"c/c
Following are the results of shear wall design in our thesis project:

17. CONCLUSION
In this work ETABS is used to analyze 15 Storey office and commercial building
situated at Autobahn road, Hyderabad, Sindh. This structure is 1-basement +
Ground + 13 floors covering a net area of approximately 26536 sq-ft. The
structure is modeled, analyzed and designed using ETABS. The result shows that
if construction is based on the results of the software, can lead to economy of the
construction without compromising with the durability and serviceability of the
structure