2. 2
B
Table of Content
Objective 3
Problem 3
Step by Step 9
1. Start Model with Template 9
2. Define Material Properties 11
3. Define Member Sections 12
4. Draw the Members 17
5. Define Load Cases and Assign Loads 30
6. Define Mass Source 39
7. Define the Design Codes 39
8. Assign Rigid Diaphragm and Mesh the Frame 41
9. Add Load Combinations 42
10. Set Analysis Options 44
11. Run Analysis 45
12. Run Concrete Frame Design and View the Results 48
13. Run Shear Wall Design and View the Results 48
3.
Objec
Prob
ctive
blem
3D View
To demon
analysis a
force proce
Carry out
shown in
procedure.
3
nstrate and
nd design
edure.
analysis,
following d
practice s
of 10 story
and desig
details usin
step-by-ste
y RC build
n of 10 st
ng UBC-97
ep on the m
ding by sta
ory RC bu
7 static late
modeling,
atic lateral
uilding as
eral force
6.
Bea
Bea
Materia
Section P
Memb
am - B1 (wid
am - B2 (wid
Column
Column
Sla
Shear
al Properties
Properties
ber
dth x heigh
dth x heigh
- C1
- C2
b
wall
6
s for Concr
t)
t)
rete (Unit in
Dime
30 x
40 x
40 x
50 x
Thicknes
Thicknes
kg and cm)
ension
60 cm
80 cm
40 cm
50 cm
ss = 15 cm
ss = 20 cm
)
7. 7
story Height Data
Story Height
Typical Story 3.00 m
Static Load Cases
Load
Name
Load Type Details
Value
DEAD
Dead Load
Self Weight of Structural Members
Calculate automatically using Self
Weight Multiplier in ETABS
-
Uniform Load on Slabs:
(Finishing + Partition Load)
0.20 t/m2
LIVE
Reducible
Live Load
Uniform Load on Slabs:
(Use Tributary Area: UBC97)
0.25 t/m2
Wind Load Cases (UBC97)
Parameter
Load Case
WINDX WINDY
Wind Direction X Y
Wind Speed 70 mph
Exposure Type B (Suburban area)
Importance Factor 1 (Building normal importance)
8. 8
tatic Lateral Force Parameters (UBC-97)
Parameter Values Remark
Seismic Zone 2A
Seismic Zone Factor 0.15 Table 16-I (UBC-97)
Soil Profile Type SD
Overstrength Factor 6.5
Dual Systems
Concrete Shear Walls
with Concrete IMRF
Table 16-N (UBC-97)
Importance Factor 1 Table 16-K (UBC-97)
Ct 0.02
Section 1630.2.2
(UBC-97)
Eccentricity Ratio 0.05
Section 1630.6
(UBC-97)
Static Lateral Force Case
Load Case Name
Direction and
Eccentricity
% Eccentricity
EQX X Dir + Eccen. Y 0.05
EQNX X Dir - Eccen. Y 0.05
EQY Y Dir + Eccen. X 0.05
EQNY Y Dir - Eccen. X 0.05
9.
Step
Step 1-
Start up
the bott
using te
Note
prefe
in the
this d
defau
You
butto
In so
file fr
certa
certa
spec
all m
prefe
Click
by Step
1. S
-1: Select W
p screen of E
tom-right of s
emplate
e: Click t
erences will
e same direc
directory the
ults.
should crea
on.
ome cases y
rom which th
ain client or
ain way that
ific .edb file
models for th
erences.
the No butto
Start Mode
Working Unit
ETABS, selec
screen and c
he Default
be initialized
ctory as you
n the definit
ate your De
you may wan
he definition
project may
t is different
set up for th
he client or
on if you just
9
el with Tem
t and Start N
ct working un
click on New
t.edb butto
d (get their i
r ETABS.ex
ions and pre
efault.edb fil
nt to click th
ns and prefe
y require ce
t from your
his client or
project. Th
t want to use
mplate
New Model u
nit to be “ton
w Model butto
n. This me
nitial values
xe file. If the
eferences ar
e such that
e Choose.ed
erences are
ertain things
typical offic
project whic
is will allow
the built-in E
using Templ
n-m” at drop-d
on to start
eans that
) from the D
Default.edb
re initialized
t you most
db button an
to be initiali
s in your mo
ce standards
ch could then
w setting of t
ETABS defa
late
down menu
new model
the definitio
Default.edb f
file does no
using ETAB
commonly
nd specify a
ized. For ex
odel to be d
s. You could
n be used to
the repeate
ults.
on
ons and
ile that is
ot exist in
BS built-in
click this
a different
xample, a
done in a
d have a
o initialize
dly used
10.
Step 1
Specify
Only” o
Step 1-3
The grid
File >>
-2: Specify
y grid dimen
option to add
3: Save the M
d system has
Save, and s
Grid and St
sion and sto
d the structur
Model
s been creat
save the file.
10
tory Dimens
ory dimensio
ral objects lat
ed as param
sion
n as shown
ter.
meters specifi
in figure bel
ed from prev
ow. Select “
vious steps. G
“Grid
Go to
11.
Step 2-
Chang
Materia
Note: You m
Step 2-
Specify
2. D
-1: Change W
e working u
al” button to a
may select “N
-2: Specify t
y material pro
Define Mat
Working Un
unit to “kg-c
add the new
N-mm” or “K
the Material
operties of co
11
terial Prop
nit
m” and go t
concrete ma
Kip-in” or wha
Properties
oncrete (fc’ =
erties
to Define >
aterial.
atever unit to
= 240 ksc) as
>> Material.
o input mate
s shown in th
. Click “Add
rial propertie
he figure belo
New
es.
ow.
12.
Step 3-
Go to D
drop-do
3. D
-1: Define Fr
Define >> F
own menu. E
Define Mem
rame Sectio
Frame Sect
Enter beam s
12
mber Secti
on for Beam
tions and se
section prope
ions
(30 cm x 60
elect on “Ad
erties for B1
0 cm)
dd Rectangu
as shown in
ular” from se
figure below
econd
w.
13.
Step 3-
Select
propert
-2: Define Fr
on “Add Re
ties for B2 as
rame Sectio
ectangular” f
s shown in fig
13
on for Beam
from second
gure below.
(40 cm x 80
d drop-down
0 cm)
n menu. Enter beam se
ection
14.
Step 3-
Select
propert
-3: Define Fr
on “Add Re
ties for C1 as
rame Sectio
ectangular” f
s shown in fig
14
on for Colum
from second
gure below.
mn (40 cm x
drop-down
40 cm)
menu. Ente
er column se
ection
15.
Step 3-
Select
propert
-4: Define Fr
on “Add Re
ties for C2 as
rame Sectio
ectangular” f
s shown in fig
15
on for Colum
from second
gure below.
mn (50 cm x
drop-down
50 cm)
menu. Ente
er column se
ection
16.
Step 3-
Go to
drop-do
Step 3-
Select
shown
-5: Define A
Define >> W
own menu. E
-6: Define A
on “Add Ne
in figure belo
Area Section
Wall/Slab/D
Enter slab se
Area Section
ew Wall” from
ow.
16
for Slab (15
Deck Sectio
ction propert
for Wall (20
m drop-down
5 cm thk.)
ons and sele
ties as show
0 cm thk.)
n menu. Ent
ect on “Add
wn in figure be
ter wall sect
d New Slab”
elow.
tion properti
” from
es as
17.
Step 4-
Activat
and
Step 4-2
Click on
Window
4. D
-1: Change V
e left window
d select “STO
: Draw Colu
n button,
w the grid int
Draw the M
View to Plan
w by clicking
ORY1”. Chan
umns at Stor
select the p
ersections fr
17
Members
n View and C
g on left wind
nge working
ry 1
property of c
rom Grid A4
Change Wo
dow area, cl
unit to “Ton-
column in “P
to H1.
orking Unit t
ick on Set P
m”
Properties of
o “Ton-m”
Plan View bu
Object” dial
utton
ogue.
18.
Step 4-
Click on
Window
-3: Draw Be
n button
w the grid int
ams at Stor
n, select the
ersections fr
18
ry 1
property of
rom Grid A4
beam in “P
to H1.
Properties of Object” dialogue.
19.
Step 4-
Click o
Window
-4: Draw Sla
n button
w the grid int
abs at Story
n, select the
ersections fr
19
1
e property o
rom Grid A4
f slab in “Pr
to H1.
roperties of Object” dialogue.
20.
Step 4-
Click on
-5: Set Build
n button, s
ding View O
set the buildin
20
Options
ng as shown
n in the figure
e below.
21.
Step 4-
Select
Section
-6: Assign th
the beams
n, and assign
he Beam Se
along Y-di
n “B40x80” s
21
ection (B2)
rection. Go
section as sh
o to Assign
hown in the fi
>> Frame
igure below.
/Line >> Frame
22.
Step 4-
Click on
beams
Step 4-
Select
Proper
below.
-10: Draw th
n butto
connecting t
-11: Change
the beams c
rty Modifie
he Beams Co
on and selec
the columns
e the Stiffne
connecting t
rs, and cha
22
onnecting to
t “B40x80” in
and the wall
ss Modifiers
to the wall. G
ange the tor
o the Wall
n “Properties
ls.
s
Go to Assig
rsional stiffn
s of Object” d
gn >> Frame
ness as sho
dialogue. dra
e/Line >> F
own in the f
aw the
Frame
figure
23.
Step 4-
Select t
intersec
Step 4-
Select the flo
-12: Mesh th
the floor betw
ction with wa
-13: Delete t
oor inside th
he Floor bet
ween the core
all segments
the Floor ins
e core walls
23
tween the Co
e walls. Go to
as shown in
side the Cor
and delete t
ore Walls
o Edit >> Me
the figure b
re Walls
hem as show
sh Areas, me
elow.
wn in the figu
esh the floor
ure below
at the
24.
Select t
STORY
the members
Y 2 to STORY
s by window
Y 10 in “Stor
24
ing and go to
ry” tab and re
o Edit >> Re
eplicate as s
eplicate. Sele
hown in the f
ect from
figure below.
25.
Step 4-
Click on
the figu
Repea
-18: Delete t
n button,
ure below.
at the above
the Member
select “STO
e step for ST
25
rs
ORY 5”. Sele
TORY 6, 7 a
ct and delete
and 8.
e the members as show
wn in
26.
Click on
the figu
Repeat
n button,
ure below.
t the above s
select “STO
step for STO
26
ORY 9”. Sele
RY 10.
ct and delete
e the members as show
wn in
27.
Step 4-
Click on
figure b
-19: Assign
n and se
below.
the Column
elect “1” and
27
ns
d click “OK”. Select the columns as
s shown in the
28.
Go to A
“OK”.
Repeat
Assign >> F
t the above s
Frame Line >
steps to assig
28
>> Frame S
gn the colum
Section, and
mns in Elevat
select C50x
ions 2, 3 and
x50 and click
d 4.
k
29.
Step 4-
Click on
below.
Go to A
shown
-20: Assign
n button,
Select the po
Assign >> Jo
in the figure
the Suppor
select “BAS
oints by wind
oint/Point >>
below.
29
rts
E” and chan
dowing as sh
> Restraints
nge to plan v
hown in the f
(Supports)
view as show
figure below.
, and restrain
wn in the figu
ned all DOFs
ure
s as
30.
Step 5-
Go to D
Load as
Add “SD
5. Defin
-1: Define Lo
Define >> S
s shown in th
DL” Load as
ne Load C
oad Cases
Static Load
he figure belo
Superimpos
30
ases and A
d Cases, mo
ow.
sed Dead Lo
Assign Loa
odify the “LI
ad as shown
ads
IVE” Load a
n in the figure
as Reducible
e below.
e Live
31.
Add “W
Modify
WX” Load as W
the “WX” Lo
Wind Load a
ad as shown
31
as shown in t
n in the figure
the figure be
e below.
low.
32.
Add “W
Modify
WY” Load as W
the “WY” Lo
Wind Load a
ad as shown
32
as shown in t
n in the figure
the figure be
e below.
low.
33.
Add “EQ
Modify
QX” Load as
the “EQX” L
s Quake Load
oad as show
33
d as shown i
wn in the figu
in the figure
re below.
below.
34.
Add “EQ
Modify
QNX” Load a
the “EQNX”
as Quake Lo
Load as sho
34
oad as shown
own in the fig
n in the figure
gure below.
e below.
35.
Add “EQ
Modify
QY” Load as
the “EQY” L
s Quake Load
oad as show
35
d as shown i
wn in the figu
in the figure
re below.
below.
36.
Add “EQ
Modify
QNY” Load a
the “EQY” L
as Quake Lo
oad as show
36
oad as shown
wn in the figu
n in the figure
re below.
e below.
37.
Step 5
Go to
conside
E = ρ
Em = Ω
E = th
f
v
Eh = th
S
S
Ev = th
e
t
a
I
Ω0 = th
f
ρ = R
ρ = 2
= 2
5-2: Define S
Define >> S
er in special
ρ Eh + Ev (30
Ω0 Eh (30-2)
he earthqua
from the com
vertical com
he earthqua
Section 163
Section 163
he load effe
earthquake
to the dead
as zero for A
n this case
he seismic f
for structura
Reliability/R
2 - 20 / (rmax
2 - 6.1 / (rma
Special Seis
Special Se
seismic desi
0-1)
)
ake load on
mbination o
mponent Ev
ake load du
30.2 or the d
32
ect resulting
ground mot
load effect,
Allowable S
Ca = 0.22,
force ampli
al overstreng
edundancy
x x sqrt(AB))
ax x sqrt(AB)
37
mic Load E
eismic Load
gn as shown
an elemen
of the horizo
e to the bas
design later
g from the v
tion and is e
D, for Stren
Stress Desig
0.5 Ca I = 0
fication fact
gth, as set f
Factor as g
) (30-3)
)) (For SI
ffects
d Effects, a
n in the figure
nt of the stru
ontal compo
se shear, V
ral force, Fp
ertical com
equal to an
ngth Design
gn
0.5 x 0.22 x
tor that is re
forth in Sec
given by the
and enter th
e below.
ucture resul
onent, Eh, a
V, as set fort
, as set fort
ponent of th
addition of
n, and may
x 1 = 0.11
equired to a
ction 1630.3
e following f
he paramete
ting
nd the
th in
h in
he
0.5 Ca ID
be taken
account
3.1
formula
ers to
38.
Step 5-
Go to S
Go to A
shown
Click o
Uniform
-3: Assign th
Select >> by
Assign >> Sh
in the figure
n to res
m, and assig
he Loads
y Area Objec
hell/Area Lo
below.
elect the flo
gn “SDL” Loa
38
ct Type, sele
oads >> Uni
oor areas. G
ad of 0.2 t/m2
ect “Floor” as
form, and as
Go to Assig
2
as shown in
s shown in th
ssign Live Lo
gn >> Shell
n the figure b
he figure belo
oad of 0.25 t/
l/Area Load
below.
ow.
/m2
as
ds >>
39.
Step 6-
Go to D
below.
7
Step 7-
Go to O
Code
6. Defi
-1: Define M
Define >> M
7. Define th
-1: Define D
Options >>
ne Mass S
Mass Source
ass Source,
he Design
esign Code
Preference
39
Source
e
and add the
Codes
e for Concre
es >> Conc
e mass from
te Frame De
crete Frame
m loads as sh
esign
e Design, ch
hown in the
hange the D
figure
Design
40.
Step 7-
Define
n, chan
-2:
e Design Co
nge the Desig
ode for Shea
gn Code
40
ar Wall Desig
gnGo to Opt
tions >> Pre
eferences >>
> Shear Wall Desig
41.
Step 8-
Go to S
Go to A
Step 8-
Click on but
as shown in
8. A
-1: Assign R
Select >> by
Assign >> S
-2: Mesh the
tton and go t
the figure be
Assign Rig
Rigid Diaphr
y Area Objec
hell/Area >>
e Frame
o Assign >>
elow
41
gid Diaphra
ragm
ct Type, and
> Diaphragm
> Frame/Line
agm and M
select “Floo
ms, select “D
e >> Automa
Mesh the Fr
or”.
1” and click
atic Frame S
rame
“OK”.
Subdivide, s
select the se
econd option
42.
Step 9-
Go to D
shown
Click on
Overwr
below.
9. A
-1: Add Loa
Define >> Ad
in the figure
n button a
rites, change
Add Load C
d Combinat
dd Default D
below.
and go to De
e Element Ty
42
Combinati
tions
Design Com
esign >> Co
ype to Sway
ions
mbos, and ad
ncrete Fram
Intermediate
dd the defaul
me Design >
e as shown i
lt combinatio
> View/Revi
in the figure
ons as
ise
43.
Step 9-
Go to D
Seismic
-2: Special S
Define >> S
c Design Dat
Seismic Dat
Special Seis
ta as shown
43
ta
smic Load E
in the figure
Effects, and
below.
d select no t
to include Sp
pecial
44.
Step 10
Go to A
shown
10.
0-1: Set Ana
Analyze >>
in the figure
Set Analys
alysis Optio
> Set Analy
below.
44
sis Options
ns
ysis Option
s
ns, and set the Dynami
ic Paramete
ers as
45.
Step 11
Go to A
analysis
ETABS
Step 12
Go to D
11. Ru
1-1: Run An
Analyze >>
s.
S will display
12. Run Co
2-1: Run Co
Design >> C
n Analysis
nalysis
Run Analy
deformed sh
oncrete Fra
oncrete Fram
oncrete Fra
45
s
ysis or click
hape of mode
ame Desig
me Design
ame Design
k on Run An
el when anal
n and View
>> Start Des
nalysis butto
lysis complet
w the Resu
sign/Check
on to
te.
lts
Structure.
start
46.
Step 12
Click o
figure.
Activat
working
Design
2-2: View th
n button,
e the left win
g unit to “kg
n Info, select
e Results
and set up
ndow and C
g-cm”. Go to
t design outp
46
the building
lick on
o Design >>
put as shown
g view optio
button, sele
> Concrete
n in the follow
ns as show
ect “STORY
e Frame De
wing figure.
n in the follo
Y 1”. Chang
sign >> Dis
owing
e the
splay
48.
Step 13
Go to D
13.
3-1: Run Sh
Design >> S
Run Shear
ear Wall De
hear Wall D
48
r Wall Desi
esign
esign >> Sta
ign and Vie
art Design/C
ew the Res
Check Struc
sults
cture.
49.
Step 13
Click o
figure.
3-2: View th
n button,
e Results
and set up
49
the building
g view options as shown in the follo
owing
50.
Activate
Zoom b
pier to v
e the left win
button to
view the des
ndow, click o
o zoom eleva
sign details.
50
on button
ation view at
n and select
t shear wall l
“H1”. Click
location. Rig
on Rubber B
ght click on t
Band
he
51.
Go to D
shown
Design >> Sh
in the followi
hear Wall De
ing figure.
51
esign >> Dis
splay Design Info, selec
ct design outp
put as
52. 52
14. Check Story Drift
P-∆ Effects
In general, P-∆ effects need not be considered when the stability coefficient (θ)
defined as the ratio of secondary moments to primary moments, is less than or equal
to 0.1. The stability coefficient (θ) for a given story can be computed from the
following equation:
θ = Px ∆ / (Vx hsx)
Px = total unfactored gravity load at and above level x ∆
= seismic story drift
Vx = seismic shear force between levels x and x-1
hsx = story height below level x
From ETABS,
∆ / hsx is extracted from diaphragm drift of ETABS results. Px
is extracted by section cut.
V is extracted from story shear.
Compute θ and if θ < 1, P-∆ effects needs not be considered.
In Seismic Zones 3 and 4, P-∆ effects need not be considered when the story drift (∆) is
less than or equal to 0.02hsx / R.
Story Drift Limitations
According to 1630.10, story drifts shall be computed using the maximum inelastic
response displacement (∆M), which is an approximation of the displacement that
occurs when the structure is subjected to the design basis ground motion:
∆M = 0.7 R ∆S
∆S is the design level response displacements.
For structures with a fundamental period (T) less than 0.7 seconds, the calculated
story drift using ∆M shall not be exceed 0.025 times the story height. For structures
with T greater than or equal to 0.7 seconds, the story drift shall
not exceed 0.020 times the story height