An-Najah National University
Engineering & IT Faculty
Civil Engineering Department
Structural Design of the Faculty of Allied Medical
Sciences in Arab American University –Jenin
By:
Ra’fat Abo Morad
Yazan Abo Tahnat
(11107047)
(11106029)
Under supervision of : Dr.Suhaib Salawdeh
1
 Outline:

Introduction.

Gravity and Lateral loads.

3D modeling using SAP.

Design of Slab.

Design of Beams.

Design of Columns and Shear walls.

Design of Footings and Ground Beams.
2
3
The Faculty of Allied Medical Sciences
4
• Location : Zababdeh – Jenin
• 4 Floors: Basement , 1st ,2nd , and
3rd floors.
• Floor area : 1713 m²
• Total Area : 6852 m²
5
• Floors consists:
 Offices.
 Lecture’s halls.
 Laboratory.
 Meeting rooms.
 Mechanical and
Electrical rooms.
6
Codes
• ACI 318-11 (American Concrete Institute)
•
IBC-2012 (International Building Code)
• UBC-97 (Uniform Building Code)
• ASCE-2010 (American Society of Civil Engineers).
• Israeli Standards SI 413
• Jordanian National Building Code.
7
8
9
Block 1:
Block 2:
Floor
live load
(KN/m^2)
super imposed dead load
(KN/m^2)
Basement
5
5
Ground
5
5
First
5
5
Second
1
0.5
Staircase
1
2.5
Floor
live load
(KN/m^2)
super imposed dead load
(KN/m^2)
Basement
2.5
7
Ground
2.5
7
First
2.5
7
Second
1
0.5
The perimeter walls have a superimposed load equal to 5.5 kN/m².
10
11
• Moment resisting
frame system
( Intermediate
Reinforced
Concrete Moment
Frames)

Center of mass:
12

𝑋′ =
0.25∗11019.4∗16.532 + (81784.57∗19.05)
0.25∗11019.4+81583.32
= 19.01 𝑚.

𝑌′ =
0.25∗11019.4∗16.613 + (81583.32∗15.84)
0.25∗11019.4+81583.32
= 15.86 𝑚.

𝑋 ′′ = 17.90 𝑚

𝑌 ′′ = 15.65 𝑚

Eccentricity: ex = 1.11 m.
, ey = 0.21 m.
13
SDS=2/3*SMS
R
SMS= Fa * Ss
System
Ss= 2.5 *Z
Z→ site
class(B)→ soil
type
Fa→
site class(B), Ss
I
Risk category
(III)
Use of
Buildings and
Structures
Response spectrum
14
• A response spectrum is a plot of the maximum response
amplitude (displacement, velocity, or acceleration) versus
the modal period
Seismic design factors
R= Modification factor
Cd= Deflection Amplification Factor
15
16
Block 2
Code
Value of base shear
(Hand Calc.)(kN)
IBC-2012& Israeli code
6473.74
UBC-97
6005.76
IBC-2012& ASCE-website
13805.44
Load combinations
U = 1.4D
U = 1.2D + 1.6L + 0.5(Lr or S or R)
U = 1.2D + 1.6(Lr or S or R) + (1.0L or 0.5W)
U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R)
U = 1.2D + 1.0E + 1.0L + 0.2S
U = 0.9D + 1.0W
U = 0.9D + 1.0E
17
18
Modifiers for each element
Element
Modifier
Column
0.7
Beam
0.35
Slab
0.35
Shear wall
0.7
19
20
21
22
Strength
check
Shear &
torsion
Rebar
percentage
No red
elements
No
problems
All is okay
Compatibility of structural model
23
Equilibrium
24
Load type
Hand results kN
SAP results kN
Difference %
Dead
53098
52275.99
1.57
SD
29337.56
29260.97
0.26
Live
11014.5
11019.4
0.045
Stress Strain relationship
(internal equilibrium)
Slab moments
3.86+3.91
+
2
2.62 = 6.51 KN. m
wu L2 7 ∗ 2.82
=
= 6.86 KN. m
8
8
The difference percentage is 5.1 %,
which is less than 10%, OK.
25
Beams moments
𝑀𝑆𝐴𝑃 =
M=
273.5385 + 257.5757
+ 161.1287 = 426.73 𝐾𝑁. 𝑚
2
wu L2
8
=
22.4∗12.82
8
= 458.7 KN. m
The difference percentage is 6.97%,
which is less than 10%, OK.
26
27
Lateral loads check
Seismic load, IBC
Direction
Hand calculation base
Sap base shear (kN)
shear(kN)
X
6473.74
7024
Y
6473.74
7024
Period and modal participation ratio
28
29
Structural period( hand calculation)
𝑇 = 2𝜋
2
𝑛
𝑖=1 𝑓𝑖 Δ𝑖
𝑔 𝑛
𝑖=1 𝑓𝑖 Δ𝑖
Floor
30
ASCE, Equation 15.4-6
Area (𝒎𝟐) Mass (ton)
Δ (𝒎)
Δ𝟐 (𝒎𝟐)
Force (
Force* Δ 𝒌 Mass*Δ𝟐 𝒕𝒐
𝒌𝑵)
𝑵.𝒎
𝒏.𝒎𝟐
Basement
946
2325
0.0001397
1.9488E-6
946
0.13206
4.11E-05
Ground
946
2325
0.0003317
1.1002E-7
946
0.313788
2.21E-04
First
946
2325
0.0005087
2.591 E-7
946
0.451514
4.77E-04
Second
946
1658.26
0.0006495
4.212E-7
946
0.5566644
5.11E-04
𝑇𝑥=0.182 Sec
0.182−0.179∗100%
𝐸𝑟𝑟𝑜𝑟 % =
= 1.648 %
0.182
31
• Solid slab.
• Thickness = 17 cm.
• Shear on slab:
 Max Vu = 46.27 kN
 ∅Vc = 86 kN
 86 >46.27, so, shear is OK
32
• Steel reinforcement:
 Using a uniform steel mesh with 4Ø12/ 1m (Top and
Bottom) for all floors and roof.
 𝛷𝑀𝑛 = 𝛷 𝐴𝑠𝑓𝑦(𝑑)
−6
50+7.98
 Φ𝑀𝑛 = (0.9)(113 ∗ 4)(420)(170 −
)(10 )
2
= 24 𝑘𝑁. 𝑚/𝑚 (Negative and possitive)
• When the moment exceeds 24 kN.m/m , use 8Ø12/
1m (Top and Bottom)
33
• My : All moment less than 24 kN.m/m
34
• Mx : double the mesh in 3 spans
35
36
37
 All
beams are drop beams.
 Beams
1.
2.
3.
4.
5.
in structure classified to:
Beam 1-A (B1-A) : (600/600).
Beam 1-B (B1-B) : (600/600).
Beam 2 (B2) : (800/600).
Beam 3 (B3) : (600/500).
Beam 4 (B4) : (1250/200).
38
39


ACI318-11 Code requirements:
The value of moment and shear
40
computed by taking twice the
earthquake load in the load
combinations.

The first hoop shall be located not more than 50 mm from the face of a supporting
member.
d
4

S1 = min

𝑆2 =
𝑑
2
.
8 db
24ds
300 mm
• Equations:
For flexure
ρ=
0.85fc′
2.61 Mu
1− 1−
fy
bd2 fc′
As = ρbd
For shear and torsion
Vc =
ρmin
fc′ bd
=
At
Tu
=
S
2A° Fyt
A° = 0.85Aoh
Vu
bd
Vs
fyt d
Av+T
S
0.35
+
2
+
Al =
0.062 fc′
min
Vu
bd
Av+T
Av+T
S
= max
2
Tu Ph
1.7A2oh
2
≤ ∅
5
6
fc′
A2cp
1
1
′
𝑇𝑡ℎ = ∅Tcr =
λ∅ fc
4
12
Pcp
Av+t
Av
At
=
+2
S
S
S
S=
A2cp
1
1
∅Tcr =
λ∅ fc′
4
12
Pcp
𝑇𝑡ℎ =
Vu
= Vc + Vs
∅
Av
S
1.4 0.25 fc′
= max
,
fy
fy
1
λ
6
41
b
fy
b
fy
Al,min =
Tu Ph
1.7A2oh
≤ ∅
5
6
fc′
fyt
At
Ph
S
fy
5 fc′
A −
12fy cp
At
S
2
fyt
At
Ph
S
fy
= 0.175
min
b
fyt
42
Beam ID
Dimension(h/d)
B1-A
(600/600)
B1-B
600/600
B2
B3
B4
(800/600)
(600/500)
(1250/200)
Longitudinal Steel
Top
Mid
Bottom
Top
Mid
Bottom
Top
Mid
Bottom
Top
Mid
Bottom
Top
Mid
Bottom
5Ø25
4Ø22
5Ø25
3Ø22
2Ø16
3Ø22
5Ø32
6Ø22
3Ø32
3Ø22
4Ø16
3Ø22
3Ø22
8Ø16
3Ø22
transverse steel
until 2h(S1)
transverse
steel (S2)
9Ø10/m
5Ø10/m
9Ø10/m
5Ø10/m
8Ø10/m
6Ø10/m
9Ø10/m
5Ø10/m
6Ø12/m
6Ø12/m
43

Beams sections: (On Face of Joints)
44
• Frames longitudinal sections:
45
46
47

Two columns in the project:
48
1. C1: (450x450), 22 columns.
2. C2: (550x550), 36 columns.

Design methodology:-

The design based on taking the critical edge, intermediate, and
corner columns of C1 and C2.

Drawing the interaction diagram for C1 and C2.

Using SAP to get the axial force and moments on each column.

Choosing the proper steel ratio.

Determining the spacing between hoops.

ACI318-11 code requirements:

The value of moment and shear computed by taking 3 times the earthquake
load in the load combinations.

Hoops Equations (ACI318-11):
least column dimension
2


Sο = min
8db
24ds
300 mm
least column dimension
16db
S1 = min
48ds
clear height of column/6
 Lο = max maximum column dimension
450 mm
49
50
51
Colum ID
Zone
Dimensions (m)
Pu (kN)
Mu (kN.m)
Vu(kN)
C8
A
0.45 x 0.45
1860
138
84
C11
A
0.45 x 0.45
2038
95
43
C19
A
0.45 x 0.45
2407
11
24
C39
B
0.55 x 0.55
3092
328
325
C55
B
0.55 x 0.55
3554
151
57
C58
B
0.55 x 0.55
3688
60.5
65
3500
52
3000
2500
C11
C19
2000
C8
ΦFU
1500
1000
500
0
-500
-1000
0
50
100
150
ΦMD
200
250
300
The distribution of (M,P) point for checked 450mm-square columns on C1 interaction diagram
5000
53
4000
C58
C39
C55
3000
ΦFU
2000
1000
0
-1000
-2000
0
100
200
300
ΦMD
400
500
600
The distribution of (M,P) point for checked 550mm-square columns on C2 interaction diagram

Using a steel ratio of 1% is safe and economical for all columns.

The longitudinal steel is:

8 ∅ 18 for C1 (450 x 450).

12 ∅ 18 for C2 (550 x 550).


54
Hoops:
For All columns: provide 8 Ø10/m at a distance of 0.7 m from the top
and bottom joints of columns, and 5 Ø10/m on mid of column.

Start with hoops at a distance of 5 cm from the face of supports.

Provide a lap splice length = 0.7 m.

The splicing of bars is made on the middle of columns.
55
Hoops in column (∅10/m)
56
57

Design of shear wall 6 :
58

Minimum reinforcement in shear walls according to ACI318-11

Minimum ratio of vertical reinforcement area area, ρ, shall be:


0.0012 for deformed bars not larger than 16mm in diameter with Fy not
less than 420 MPa.
Minimum ratio of horizontal reinforcement area, ρ, shall be:


59
0.002 for deformed bars not larger than 16mm in diameter with Fy not
less than 420 MPa.
Vertical and horizontal reinforcement shall not be spaced farther apart
than three times the wall thickness, nor farther apart than 450 mm.

Equations:


Compressive strength:∅𝑃𝑛 =
𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 𝑏 ≥
ℎ
25
𝐿
25
100𝑚𝑚
𝑀𝑢𝑦

𝐴𝑠 = ∅𝑓

Vc =

Vu
∅
= Vc + Vs

Av
S
=

𝑉𝑠,𝑚𝑎𝑥 = 4𝑉𝑐
𝑦 (𝑑−𝑑
1
λ
6
′)
fc′ bd
Vs
fyt d
0.55∅𝑓𝑐′ 𝐴𝑔
1−
𝑘𝑙𝑐 2
32ℎ
60

Length of SW6 = 6.4 m.

Thickness of SW6 = 0.35 m
 350 𝑚𝑚
≥
61
(assumed previously)
ℎ
4160
=
= 166.4𝑚𝑚
25
25
𝐿
6400
=
= 256 𝑚𝑚
25
25
…. The thickness is accepted
100𝑚𝑚
• Using SAP :
SW ID
Pu (kN)
Mux (kN.m)
Muy (kN.m)
Vu (kN)
SW6
7718
20150
147
2810

Use total cover = 40 mm.

Vc = 11853 𝑘𝑁
Vu

∅
=
2810
0.75
Vu
∅
62
= 3746 𝑘𝑁
, therefore, use the minimum horizontal steel according to ACI318-11:

Vc >

As,horizontal = 0.002 350 1000 = 700 𝑚𝑚2

Then, for each face of wall, As,horizontal =
700
2
= 350 𝑚𝑚2 → use 1Ø10/250 mm
0.50%
30000
0.75%
1%
63
25000
20000
ØPn
15000
10000
SW6 (20150,7718)
5000
0
-5000
-10000
0
5000
10000
15000
ØMnx
20000
25000
30000
35000



𝐴𝑠,𝑙𝑜𝑛𝑔.1 = 0.75% 6400 350 = 16800 𝑚𝑚2 on the two sides.
𝐴𝑠,𝑙𝑜𝑛𝑔.2 =
𝑀𝑢𝑦
∅𝑓𝑦
(𝑑−𝑑 ′ )
=
147(106 )
0.9 420 (310−40)
64
= 1440 𝑚𝑚2 on each side.
The total longitudinal steel in SW6 for each side =
→ Use 1Ø18/20cm, or 6Ø18mm/1m.
16800
2
+ 1440 = 9840 𝑚𝑚2
65
66

Soil type : Rock.

Allowable Bearing Capacity: 300 kN/m²

Grouping of footings are shown in table below:
Footing ID
Type
Number of footing
dimensions (LxB)
under column/wall
F1
single
5
150 X 150
C2,C10,C13,C14,C56
F2
single
12
200 X 200
F3
single
10
230 X 230
C3, C4, C5, C6, C9, C21, C31, C32, C33, C35, C40,
C51
C7,C8, C18, C20, C25, C30, C41, C48, C57,C58
F4
single
3
250 X 250
C19, C34, C45
F5
wall
2
1010 X150
SW1 , C1, C12, SW2 , C11, C22
F6
wall
1
760 X 200
SW9,C15,C16,C17
F7
wall
1
800 X 180
SW8 ,C43,C46,C49
F8
wall
1
800 X 220
SW6, C44,C47,C50
F9
wall
1
1160 X 250
SW7,C52,C53,C54,C55
F10
wall
1
400 X 250
SW5,C42
F11
Combined
1
400 X 200
C26,C27
F12
Continuous
1
1240 X 300
SW4,C36,C37,C38,C39
F13
Mat
1
1160 X 670
SW3 ,C32,C24,C28,C29
67
Design of Footing F4

68
Maximum load on F4 comes from C19.
Column
ID
Footin
g ID
Column
Dim.
Footing
Dim.
Dead
Load
Live
load
(kN)
C19
F4
0.45 x 0.45
2.5 x 2.5
1335
277
Service
load(k
N)
Ultimate
load(1.2D+1.6L
) (kN)
Ultimate
load(1.4D) (kN)
1612
2045.2
1869
Column ID
Footing ID
Column
Dim.
Footing
Dim.
Dead
Moment(k
N.m)
C19
F4
0.45 x 0.45
2.5 x 2.5
31.8
Live
Service
Moment(k load(kN
N.m)
.m)
4.7
36.5
Ultimate
Moment (kN.m)
45.68
69
Footing ID
Qmax
(kN/m²)
F4
344.7
Mu
(kN.m)
∅Vc
(kN)
Vu
(kN)
∅Vp
(kN)
Vpu
(kN)
181.11
396.86
146.53
1666.8
1626.8
Thicknes
s(m)
As(mm²)
0.65
1170
Bottom Steel
Top steel
6 ∅ 16 / m (15 bars along 2.5 m)
6 ∅ 12 / m (15 bars along 2.5 m)
Cross section in F4
70
71

Ground beams:
72
- GB1 : (650/450).
- GB2 : (650/550).

Design philosophy:
By applying a 2 mm displacement at a joint under a footing that
have the tallest ground beam.
Then, determine the area of steel by using a half of steel ratio
resulting from the moment.
GB ID
Mu
(kN.m)
Vu
(kN)
Top steel
Mid steel
Top steel
Transverse
steel
GB1
982
516
3 ∅ 18
4 ∅ 18
4 ∅ 18
9 ∅ 10 / m
GB2
982
516
3 ∅ 18
4 ∅ 18
3 ∅ 18
9 ∅ 10 / m
73
74