FINAL YEAR PROJECT PRESENTATION

Analysis and Design of 15 Storey Office and Commercial Building using ETABS

Supervised ByPROF. 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)

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)

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. Linearii. Nonlineariii. Pushover Analysisiv. P∆ Effect Analysis

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’)

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. Finishesii. Wall loadsiii. Partition

Frequency Modeling

• Ritz Vector• Ritz Load Vectorsi. Acceleration Xii. Acceleration Y

Inelastic Characteristics Modeling

MOMENT OF INERTIA:BEAMS 0.35IG

COLUMNS 0.70 IG

WALL – UNCRACKED0.70 IG

– CRACKED 0.35 IG

FLAT PLATES AND FLAT SLAB0.25 IG

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)

Serviceability Analysis Service Load combo:

• Live Load• Dead Load

Deflection of floor systems:

Where= reinforcement ration for non- prestressedcompression steel reinforcement. = 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

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”

Storey DriftLateral 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

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

Beam Design Results

Area of Reinforcement

Positive moment =946.76k.in

• ) (0.85x3/60) (1- 2)

= 0.00194⍴• As = bd = 0.00194 x 8x33.84 = 0.530in⍴ 2

Negative moment =-1893.50k.in

(0.85x3/60) (1- 2) = 0.0039 ⍴

As = 0.0039 x 8 x 33.84 = 1.088in2

Project = Plot # TSR-44Slab 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 2̂Steel Strength fy = 60000 lb/in 2̂Slab thickness required tR = 6.4036 inSlab thickness provided t = 7 inUnit weight of Concrete gc= 0.15 kip/ft 3̂Finishes / Fill weight + partition 0.03 kip/ft 2̂Dead load wD = 0.1175 kip/ft 2̂Live load wL = 0.08 kip/ft 2̂

1.4 x wD = 0.1645 kip/ft 2̂1.7 x wL = 0.136 kip/ft 2̂

1.4 x wD + 1.7 x wL = 0.3005 kip/ft 2̂

Designer's Safety Margin SM = 5%Clear Cover (bott.) = 1 inClear Cover (top.) = 1 inTemp. & Shrink. r/f = 0.0018*Ag = 0.1512 in 2̂/ft

Ο M +ve (short) = ( 0.0291 x 0.165 + 0.0471 x 0.136 ) x17 2̂ = kip-ft/ftd = 5.8 in ; As(reqd) = 0.126 in 2̂/ft ; Use # 3 @ 8 in c/c0.15 8 8 ( 0.166 in^2/ft )

Ο M +ve (Long) = ( 0.0079 x 0.165 + 0.0129 x 0.136 ) x23.5 2̂ = kip-ft/ftd = 5.4 in ; As(reqd) = 0.070 in 2̂/ft ; Use # 3 @ 8 in c/c0.15 8 8 ( 0.166 in^2/ft )

Ο M -ve (short) = ( 0.0717 x 0.301 ) x17^2 = kip-ft/ftd = 5.8 in ; As(reqd) = 0.251 in 2̂/in ; Use # 4 @ 8 in c/c0.26 8 8 ( 0.295 in^2/ft )

Ο M -ve (Long) = ( 0.0193 x 0.301 ) x23.5 2̂ = kip-ft/ftd = 5.8 in ; As(reqd) = 0.125 in 2̂/ft ; Use # 3 @ 8 in c/c0.15 8 8 ( 0.166 in^2/ft )

Design Summary of S-1

Short Direction Bottom # 3 @ 8 in c/c ( 0.166 in^2/ft ) 0.0018 Ag governsLong Direction Bottom # 3 @ 8 in c/c ( 0.166 in^2/ft ) 0.0018 Ag governsShort Direction Top # 4 @ 8 in c/c ( 0.295 in^2/ft )Long Direction Top # 3 @ 8 in c/c ( 0.166 in^2/ft ) 0.0018 Ag governs

3.20

3.23

1.69

6.23

17 ft 23.5 ft

Slab Design by ACI Coeffecients

All Edges Continious

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

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:

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

Thank you