Analysis and Design of High-Rise Reinforced Concrete
Building with Basement under Seismic Load
Soe Thu Phay, Dr. Kyaw Moe Aung
Department of Civil Engineering
Mandalay Technological University
Abstract- This paper presents dynamic analysis and design
of earthquake resistant reinforced concrete building in
Mandalay area. Structural analysis is done by ETABS
software using response spectrum analysis. Special moment
resisting frame (SMRF) is considered for the proposed
fifteen storeyed building in seismic zone 4. Dead load, live
load, wind load and earthquake load are considered based
on UBC- 97. Concrete strength of all structural members are
3000 psi and reinforcing yield strength of 50000 psi are used
for rebar. All structural members are designed according to
ACI (318-99) Code. Slab thickness is considered 5in for all
slabs. The overall height of the building is 172ft and it is
rectangular shaped. Basement wall is subjected the lateral
soil pressure. Rankine Earth Pressure Theory is considered
for basement wall to calculate the lateral soil pressure. Steel
schedules for designed members such as column, beam,
slab, stair and basement wall are summarized in this
study. Design results are checked for safety, P-Δ effect, story
drift, torsional irregularity, sliding and overturning.
Keywords- dynamic analysis, lateral soil pressure, basement
wall, steel schedules
I. INTRODUCTION
Nowaday, there are many congestion of transit vehicles
at road and many place. Parking space and bus stop is not
enough to stop the vehicles. Therefore, basements are
considered at high-rise buildings. High-rise buildings are
also constructed to provide the business and private living
activities with the increased urbanization of the city.
High-rise buildings are constructed with basement to get
additional space in the buildings for various purposes
such as warehouse storage or underground car parks. With
increasing height, the extra ordinary forces of natures
(wind, earthquake, fire and blast), tend more and more
dominated the structural system. Myanmar is situated in
inherent major earthquake hazards and therefore,
earthquake load is being considered in the design
structure stability as a vital effect in this study.
In high-rise building, it is important to ensure
earthquake stiffness to resist lateral forces induced by
wind or seismic effects. The high-rise building structure is
a vertical cantilever so that elements of structure are;
horizontal load of wind and earthquake resistance highrise building.
II.OBJECTIVE OF THE STUDY
The objectives of the study are as follows;
1. To analyze and design of high-rise reinforced concrete
building with basement under seismic load.
2. To know the behaviour of the basement effect.
3. To get the detail design of the structural members such
as column, beam, slab, stair and basement wall.
III. PREPARATION FOR ANALYSIS AND DESIGN
A. Site Location and Structural System
The location of proposed building is in Mandalay area.
The type of occupancy is residential building. Longer
direction in X is 138ft and the shorter direction in Y is
100ft in this building. The overall height of the structure
is 172ft. The value of response modification factor, R is
8.5. Typical floor plan and 3D view of proposed building
are shown in Figure 1 and Figure 2.
Figure 1. Typical Floor Plan
1. To resist axial loading by gravity and
2. To resist transverse loading by wind or earthquake
It is considered high seismic hazard because Mandalay
located near Sagaing fault situated in the seismic zone 4
by UBC-97.The main duty of structural engineer is to
design the structures safely, economically and efficiently.
Analysis and design of seismic resistance building
depends on analysis and complicated design processes.
The building must resist vertical load of gravity and
Figure 2. 3D View of Proposed Building
B. Material Properties
The strength of the structure depends on the strength of
the materials from which it is made. So, it is used as the
following data to design the proposed structure.
Weight per unit volume of concrete : 150pcf
Modulus of elasticity
: 3.122x106psi
Poisson’s ratio
: 0.2
Coefficient of thermal expansion
:5.5x106in/in /° F
Reinforcing yield stress, fy
: 50000psi
Shear Reinforcement yield stress, fy : 50000psi
Concrete cylinder strength, fc’
: 3000psi
(5) 1.05DL+1.275LL+1.275WY
(6) 1.05DL+1.275LL-1.275WY
(7) 0.9DL+1.3WX
(8) 0.9DL-1.3WX
(9) 0.9DL+1.3WY
(10) 0.9DL-1.3WY
(11) 1.33DL+1.275LL+1.4025SPEC X
(12) 1.33DL+1.275LL+1.4025SPEC Y
(13) 1.33DL+1.275LL+1.4025SPEC Y
(14) 1.33DL+1.43SPEC X
IV. DESIGN RESULTS FOR STRUCTURE
The proposed building is designed by using ETABS
software, ACI (318-99) and based on UBC-97. The
The applied loads are dead loads, live loads, earthquake
design result are as follow:
load and wind load. Dead load consists of the weight of
A. Design Results for Beams and Column
all materials and fixed equipment incorporated into the
The whole structure consists of 2520 beams. The beam
building. Earthquake excitation and wind excitation are
sizes are 10"x12", 10"x14", 10"x16, 12"x16" and
calculated according to UBC-97.To obtain the safe design,
12"x18". According to ACI code, reinforcements are
maximum portable values must be established before the
provided not to be less than the minimum required steel
design process can proceed.
area and not to exceed the maximum steel area.
(1)Gravity Loads
In this study, square column are used. The whole
Data for dead loads;
structure consists of 1320 columns. The columns sizes
Unit weight of concrete
= 150 pcf
are12"x12", 14"x14", 16"x16", 18"x18", 20"x 20", 22"x22",
4.5in thick brick wall weight = 55 psf
24"x24", 26"x26", 28"x28" and 30"x30".Design principles
9in thick brick wall weight = 100 psf
are based on ACI (318-99). It is also manually checked
Superimposed dead load
= 25 psf
whether the ratio of longitudinal steel area to gross crossWeight of elevator
= 2tons
sectional area be within the ranges from 0.01 to 0.06.
Data for live loads;
Live load on floor
= 40psf
B. Design Result of Slabs and stairs
Live load on stair-case
=100psf
Only gravity load is considered in slab design. Design
Live load on roof
= 20psf
principles are based on ACI 318-99. There are seven
(2)Wind Loads
types of slab according to span length. Slab thickness is 5
Exposure type
= Type B
inches for the all slab. No.3 bars are used for
Basic wind velocity
= 80mph
reinforcement.
Overall height
= 172ft
There are two type of stairs in the building. The stair-1
Method used
= Normal Force Method
is 10 ft and stair -2 is 12 ft height. The waist thickness is
Windward coefficient
= 0.8
5 inches for all stairs and #3 bars are used. Longitutinal
Leeward coefficient
= 0.5
steel spacing is between 5in and 6in. Distribution steel
Important factor
=1
spacing is 10in.
(3)Earthquake Loads
Seismic zone
=4
C. Design Result of Basement wall
Soil type
= SD
The basement wall is designed with the lateral earth
Seismic zone factor
= 0.4
pressure and surcharge pressure, ω=250 psf. Unit weight
Seismic coefficient,
Ca = 0.44
of soil is 120pcf and angle of internal friction, Ø=35• are
Cv = 0.64
considered and lateral soil pressure on the wall is
I =1
calculated based on Rankine Earth Pressure Theory as
Ct = 0.03
shown in Figure 3.
R = 8.5
Structural system
= SMRF
Seismic source type
=A
1
Pa  Ca  h ω2
Near-source factor,
Na = 1
2
Nv = 1
C. Load Considering
h
h
D. Load Combination
Design codes are considered according to ACI (31899) and UBC-97, the following load combinations is
considered for dynamic analysis.
(1) 1.4DL
(2) 1.4DL+1.7LL
(3) 1.05DL+1.275LL+1.275WX
(4) 1.05DL+1.275LL-1.275WX
hω
3
Ca ωe h ω
Figure 3. Lateral soil pressure on the basement wall
Basement wall is considered as cantilever frame.
Thickness of basement wall is 10''. There are No.4 bars
for all steel.
Longitudinal reinforcing bar and shear reinforcing for
structural elements such as beams, columns, slabs, stairs
and basement walls are shown in table 1, table 2 , table
3,table 4 and table 5.
Figure 4. Typical Beam Layout Plan of Proposed Building
TABLE I
SAMPLE BEAM STEEL SCHEDULE (LONGITUDINAL
REINFORCING BAR)
Bea
m
Additional Rebar
Size
(inxin)
Story
Level
B1
10x12
GL to
RF
B2
10x14
GL to
RF
B3a
10x16
5F to
RF
B3b
12x16
5F to
4F
B4a
10x16
5F to
RF
B4b
12x16
GL to
4F
B5a
10x16
11F to
RF
B5b
10x18
6F to
10F
B5c
12x16
GL to
5F
B6a
12x16
11F to
RF
B6b
10x18
6F to
10F
B6c
12x16
GL to
5F
B7a
10x16
11F to
RF
B7b
10x18
6F to
10F
B7c
12x16
GL to
5F
B8a
10x16
12 to
RF
B8b
12x16
9F to
11F
B8c
14x18
GL to
8F
B9a
12x16
12 to
RF
B9b
12x16
9F to
11F
B9c
14x18
GL to
8F
Layer
Throughtout bar
Span/3
from
Continu
eous
(Left)
Span/3
from
Continu
eous
(Right)
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
Top
Bottom
3#5
2#5
3#6
2#6
3#6
2#6
4#6
3#6
3#6
2#6
4#6
3#6
3#6
3#6
3#7
3#7
4#7
4#7
4#6
3#6
4#7
3#7
4#7
3#7
4#6
3#6
4#7
3#7
4#7
3#7
4#7
2#7
4#7
3#7
4#7
3#7
4#7
2#7
4#7
3#7
4#7
3#7
2#4
2#4
2#5
2#5
2#6
2#6
1#6
1#6
2#6
2#6
2#5
2#5
2#5
2#5
2#6
2#6
2#6
2#6
2#5
2#5
2#6
2#6
2#6
2#7
2#6
2#6
2#6
2#6
2#7
2#7
2#6
2#6
2#7
2#7
2#7
2#7
2#6
2#6
2#7
2#7
2#7
2#7
TABLE II
SAMPLE BEAM STEEL SCHEDULE (SHEAR REINFORCINGBAR)
Size
(in x in)
Bea
m
Left and Right End
Distance
Bar no. And
from end
Spacing
surface(in)
24
#3@4 in c/c
28
#3@4 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
32
#3@3 in c/c
26
#3@3 in c/c
32
#3@3 in c/c
32
#3@4 in c/c
36
#3@4 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
36
#3@3 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
32
#3@4 in c/c
36
#3@4 in c/c
Mid- span
Bar no. And
Spacing
B1
B2
B3a
B3b
B4a
B4b
B5a
B5b
B5c
B6a
B6b
B6c
B7a
B7b
B7c
B8a
B8b
B8c
10x12
10x14
10x16
12x16
10x16
12x16
10x16
10x18
12x16
10x16
10x18
12x16
10x16
10x18
12x16
10x16
12x16
14x18
#3@6in c/c
#3@5.5in c/c
#3@6in c/c
#3@5 in c/c
#3@8in c/c
#3@7 in c/c
#3@4.5 in c/c
#3@4in c/c
#3@4in c/c
#3@8in c/c
#3@6.5 in c/c
#3@5.5in c/c
#3@6 in c/c
#3@5.5 in c/c
#3@5in c/c
#3@6in c/c
#3@5in c/c
#3@4.5 in c/c
B9a
B9b
10x16
12x16
32
32
#3@3 in c/c
#3@3 in c/c
#3@5.5in c/c
#3@5 in c/c
B9c
14x18
36
#3@3 in c/c
#3@5 in c/c
Figure 5. Steel schedule for typical beam for B2
Figure 6. Steel schedule for typical beam for B3a
Figure 7: Typical Column Layout Plan of Proposed Building
TABLE III
COLUMN STEEL SCHEDULE FOR PROPOSED BUILDING
Tie spacing
Colu
Size
Within
lo
Remaining
Level
Steel
mn
(in xin)
Distance
Portion
C1
BFto2F
3Fto5F
6Fto8F
9Fto11F
12to13F
14toRF
24x24
22x22
20x20
18x18
16x16
14x14
12#8
12#7
8#7
8#6
8#6
4#6
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
C2
BFto2F
3Fto5F
6Fto8F
9Fto11F
12to13F
14toRF
28x28
26x26
24x24
22x22
20x20
18x18
12#9
12#8
12#8
12#7
8#7
8#6
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
C3
BFto1F
3Fto4F
5Fto7F
8Fto9F
10to11F
12to13F
14toRF
30x30
28x28
26x26
24x24
22x22
20x20
18x18
16#8
12#8
12#8
12#7
12#7
8#7
8#6
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
C4
BFto2F
3Fto5F
6Fto8F
9Fto11F
13toRF
22x22
20x20
18x18
16x16
14x14
12#8
8#7
8#6
6#6
4#6
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@4"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
#3@6"c/c
Type
BF to 2F
3F to 5F
6F to 8F
BF to 2F
3F to 5F
6F to 8F
Figure 10: Typical Slab Layout Plan of Proposed Building
TABLE IV
SLAB STEEL SCHEDULE FOR PROPOSED BUILDING
C1
Type
Shorter Direction
C1
Figure 8. Steel schedule of typical column for C1
Type
BF to 2F
3F to 5F
Longer Direction
Figure 11. Sample Steel Schedule of Slab -1 (Two Way)
6F to 8F
C2
Shorter Direction
Type
BF to 2F
3F to 5F
6F to 8F
C2
Figure 9. Steel schedule of typical column for C2
Longer Direction
Figure 12. Sample Steel Schedule of Slab -7 (One Way)
TABLE V
STAIR STEEL SCHEDULE FOR PROPOSED BUILDING
Na
me
Stai
r
Story
Heig
ht
Rise
(in)
12'
6
9.8
5
12
10'
6
9.8
5
10
Thread
(in)
Waist
(in)
No
of
step
Reinforcing bar
distribution
Longitut
Distribut
inal
ion Steel
Steel
#3@5.5"
#3@10"
c/c
c/c
#3@5"
#3@10"
c/c
c/c
Figure 13. Steel schedule of Stair for12ft Height Storey
Figure 14. Steel Schedule of Stair for10ft Height Storey
Wall
BW
TABLE VI
DESIGN RESULT FOR BASEMENT WALL
Level
Thickness
Horizontal
Vertical
Steel
Steel
Base to
10"
#4@10"c/c
#4@10"c/c
Ground
Figure 15. Steel Schedule of Basement Wall Plan
V. STABILITY CHECK
Sliding, overturning moment, storey drift, P-∆ effect and
torsional irregularity are checked for structural stability of the
proposed buildings.
Item
Safety Factor Value
Limitation
Remark
1.5
Satisfied
X-Direction
Y-Direction
Sliding
12.41
9.16
>
Overturning
Moment
4.97
4.9
>
Story drift
2.01
1.59
<
2.4
Torsional
Irregularity
1
1
<
1.2
Satisfied
1.5
Satisfied
Satisfied
VI. CONCLUSIONS
In this paper, analysis and design of fifteen-storeyed
reinforced concrete building with basement is carried out
by ETABS software using the response spectrum analysis.
The structural system is special moment resisting frame
(SMRF) and the design is considered for residential
building in Mandalay area. The overall height is 172ft.
Load consideration is based on UBC-97 and structural
elements are designed according to ACI (318-99). The
proposed building is designed with concrete cylinder
strength of fc' = 3000psi and reinforcing steel of fy =
50000psi. Among various design members for beams and
columns, steel schedules are summarized only for floor
beam B2 (10"x14") and B3a (10"x16") and column C1
and C2 in this study. Support conditions for this proposed
building is considered as fixed type. For the design of
reinforced concrete beams, an appropriate steel ratio
between ρmin and ρmax is used. The main reinforcement for
column and beam is used larger than #5 bars. The
transverse reinforcement for column and beam is also
used #3 bars. Stirrup spacing is considered between 3in
to 6in for column and beam. There are seven type of slab
in the proposed building according to span length. 5in
slab thickness is used for all slabs. There are two type of
stair in the proposed building. The main reinforcement
steel of stair is #3 bar. In the design of Basement, lateral
soil pressure acting on the basement wall. Active pressure
is subjected 1/3 of the base and it is considered by using
Rankine Earth Pressure Theory. The main reinforcement
and the transverse reinforcement for Basement wall is
used #4 bars and stirrup spacing is 10in spacing. By
providing the basement wall, required steel area is
increased at the column base and story drift is decreased
at the base of the building. Finally, all the structural
stabilities are carried out for the proposed building and
safety factor are also within allowable limit.
ACKNOWLEDGEMENT
Figure16. Steel Schedule for 3D view of Basement Wall
The author would like to express his gratitude to Dr.
Myint Thein, Rector, Mandalay Technological University,
for his directions and managements.
The author also wishes to record the greatest and
special thanks and owe in gratitude to his supervisor, Dr.
Kyaw Moe Aung, Associate Professor and Head,
Department
of
Civil
Engineering,
Mandalay
Technological University, for his careful guidance,
advices and invaluable encouragement.
The author specially thanks to his teachers from Civil
Engineering Department for their supports and
encouragements to attain his destination. Finally, the
author specially thanks to all his teachers and his family.
REFERENCES
[1] Arthur H. Nilson. “Design of Concrete Structures”. 12th edition.
[2] American Building Code Requirement for Structural Concrete
(318- 99) , Concrete Institute, Farmington Hills; M1.(1999).
[3] Uniform Building Code, 1997, Volume 2. Structural Engineering
Design Provision (19997).
[4]. Lindeburg, M.R. 2001. Seismic Design of Building Structure. 8th
Edition.Belmont: Professional publication, Inc.
[5]. American Concrete Institute. “Building Code Requirements for
Structural Concrete (ACI 318-99)”.
[6] “ETABS version (9.7.1)”, Computer & Structures Inc.
[7] Nilson A.H. and Darwin, D. Design of Concrete steuctures, 12 th
Edition. Singapore: McGrow-Hill Companies, Inc(1997).
[8] U Nyi Hla Nge: Reinforced concrete Design, 1 st Edition, Win Toe
Aung Offest, Yangon, (2010).