Under supervision of:
 Dr.Ibrahim Arman.

Prepared by:
     Rania Fawzi Daraghmeh.
Layth Ibrahim Obeid.
      Du'a Mohammad Hotaree.

Spring 2022.
STRUCTURAL ANALYSIS AND DESIGN OF JERUSALEM TWIN TOWERS
GRADUATION PROJECT-2
AN-NAJAH NATIONAL UNIVERSITY 
Faculty of Engineering
DEPARTMENT OF CIVIL ENGINEERING





CONSTRAINS
The complexity of the project plans. 

Modeling the structure was not easy.
Various and continuous changes of levels and structural elements of each story.
Different zones were taken in the computation of loads due to the multiple usages for each story.
Run time was consuming, it takes more than 3 hours.







Project Outline

CHAPTER 1
Introduction. 
CHAPTER 2

CHAPTER 3


CHAPTER 4
Preliminary Design.

Three Dimensional Modeling.
 

Structural Design.


CHAPTER 1: INTRODUCTION.
OUTLINE
PROJECT PLANS AND SITE LOCATION
FLOORS HEIGHTS, AREAS AND USAGES
CODES AND STANDARDS
SOFTWARE PROGRAMS
MATERIALS
GEOTECHNICAL INVESTIGATIONS
LOADS 
(GRAVITY AND LATERAL LOADS)
LOAD COMBINATIONS








CH1:INTRODUCTION
+783m AMSL of the north.
Location: Jerusalem city –Palestine.
Elevation of the site.
+777m AMSL of the south.
SITE LOCATION




CH1:INTRODUCTION
NORTHERN FACADE






CH1:INTRODUCTION

FLOORS USAGE





	Floor NO.	Area of each tower 	Total area
	Height 
m
	-3	-	2704.4	4.3
	-2	-	2704.4	3
	-1	-	2704.4	4.4
	1 (Ground floor)	-	2704.4	3.85
	2	-	2349	3.15
	3	-	2107.7	3.15
	4 - 17	595.5	1191	3.15
	18	595.5	1191	3.3
	19, 20	595.5	1191	3.5
	21	595.5	1191	2.95
	22 (Roof)	595.5	1191	2.5

CH1:INTRODUCTION
FLOORS AREAS AND HEIGHTS




CH1:INTRODUCTION
PROJECT PLAN OF FLOOR - 02




CH1:INTRODUCTION

SECTION VIEW





CH1:INTRODUCTION
PROJECT PLAN OF FLOOR 04:


ASCE 7-10 
                
IBC 2018 
ACI 318-14
ASTM 2016 
CODES AND STANDARDS:
LOADS COMPUTATIONS 
                
LOADS COMPUTATIONS 
                
ANALYSIS AND DESIGN          
MATERIALS SPECIFICATIONS
JORDANIAN CODE FOR LOADS – 2006
ONLY FOR SNOW LOAD
CH1:INTRODUCTION




ETABS 2016
AUTOCAD 2019
MICROSOFT OFFICE 2020
1
2
3
CH1:INTRODUCTION
SOFTWARE PROGRAMS:


ANALYSIS AND DESIGN THE MODEL
DRAWING PROGRAM.
PREPARING REPORTS & TABLES


	Structural element	Concrete Type	fcʹ (MPa)
	Walls, columns and footings	B500	40
	Beams, slabs and stairs	B400	32

	Yield strength (Fy)	420 MPa
	Ultimate strength (fu)	620 MPa
	Steel grade	60
	Modulus of elasticity (Es)	200 GPa

CONCRETE


A. STRUCTURAL ELEMENTS MATERIALS:
REINFORCEMENT STEEL
CH1:INTRODUCTION
MATERIALS




	Material	Unit weight γ (Kn/m^3)
	Masonry stone	26.5
	Cement Mortar & Plaster	23
	Partition blocks	15
	Filling material aggregate	18
	Glass	25
	Aluminum	26
	Porcelain tiles	24
	Marble tiles	27

B. NON-STRUCTURAL ELEMENTS MATERIALS:
CH1:INTRODUCTION
MATERIALS







CH1:INTRODUCTION
SOIL INVESTIGATION
The characterization of soil is Marl soil with equal levels of strength and density of limestone.
The soil is reported to be "TYPE C"  .
The foundation of the tower will be made using mat foundation.
The bearing capacity equals 500KN/m .
2
K coefficient = 0.35 up to a depth of 3m ,and k=0.15 below that depth. 

Surcharge load=20KN/m .
2









CH1:INTRODUCTION
ASSUMPTIONS
Different elements will be represented as lines and areas in the program.
The structure is analyzed and designed for the critical load cases
The foundation of the tower will be mat foundation.
The supports to the model are fixed.
The wind and rains  loads will not be the dominant load case as the seismic forces are larger.





LOADS
CH1:INTRODUCTION






	Live Load (KN/)	Occupancy
	5	Lobbies
	3	Apartments
	5	Balconies
	3	Garage (Passenger vehicle only)
	5	Ramp
	6	Storage Rooms (light)
	5	Gardens
	15	Trash room
	12	Generator
	5	Roof
	5	Stairs

A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
1.Dead load: self weigh of the struture
2.Live loads: According to  ASCE7-16 code.






A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
3.Super imposed loads on slabs:
S            = 5.52 KN/m . 

DL partition






A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
3.Super imposed loads on slabs:
S            = 5.52 KN/m . 

DL partition





A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
3. Super imposed dead loads on slabs.






	Material	Masonry stone	Aluminum	Glass	Block	Plain concrete
	Unit weight (KN/m3)	26.5	26	25	15	23
	Thickness (cm)	5	0.2	0.4	10	5

A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
3. Super imposed dead loads on exterior walls.




	Structure Elevation AMSL (h) in meters	Site Snow Load (S_0) (KN/m2)
	h < 250 m	0
	250 < h < 500	(h-250)/800
	500 < h < 1500	(h-400)/320


A.GRAVITY LOADS:
CH1:INTRODUCTION
LOADS
4. Snow load:




B. Temperature load:
CH1:INTRODUCTION
LOADS

Temperature load has been used rather than using of expansion joint.

Temperature load equals to 15 °C due to the average change of the temperature during the day.




C. LATERAL load:
CH1:INTRODUCTION
LOADS
1.Earthquake load:

From maps:
Spectral response acceleration: 
=  0.38g ,  = 0.1g.
Site coefficient:
 =1.7,   =1.2.
Spectral acceleration:
 = ×  =0.456.
 = ×  =0.17. 




C. LATERAL load:
CH1:INTRODUCTION
LOADS
1.Earthquake load:

The design spectral acceleration parameters:

=𝑆_𝑀𝑆=0.456.

= =0.17.





C. LATERAL load:
CH1:INTRODUCTION
LOADS
1.Earthquake load:

 Risk category (III).                                       (ASCE 7-16).

 Importance factor () = 1.25.                       (ASCE 7-16).

 Seismic design category (SDC) → C.          (ASCE 7-16).

 Redundancy factor (ρ) = 1.0.                        (ASCE 7-16).





C. LATERAL load:
CH1:INTRODUCTION
LOADS
1.Earthquake load:
 Seismic forces resisting system:

 Bearing wall system-ordinary reinforced concrete shear wall.

 Response modification coefficient (R) = 4.

 Over-strength factor () = 2.5.

 Deflection amplification factor () = 4.





C. LATERAL load:
CH1:INTRODUCTION
LOADS
1.Earthquake load:
 






C. LATERAL load:
CH1:INTRODUCTION
LOADS
2. Soil load:

The soil report has specified the following points: 
 K = 0.35 up to depth 3m.
K = 0.15 below 3m.
Surcharge load = 20 KN/.
𝛾 = 20 KN/. 
Soil lateral pressure: P = 𝛾 × 𝐻 × 
 Soil seismic load: ∆𝑃 = 0.4 ×   × 𝛾 × 𝐻𝑏
  = = 0.456.
 = 2.5 = 0.182.





C. LATERAL load:
CH1:INTRODUCTION
LOADS
2. Soil load:





=
+



Load
Combination:
Service load combinations:
1. D + F + H + 0.75T.
2. D + L + F + H + 0.75T.
3. D +  + F + H + 0.75T.
4. D + S + F + H + 0.75T.
5. 1.0 D + 0.7 + 0.7  + F + H + 0.75T.
6. 1.0 D + 0.525  + 0.525 + 0.75 L + F + H + 0.75T.
7. 0.6 D – 0.7  + 0.7  + 0.6F + 0.75T.



Load
Combination:
Strength design combination. 
1. 1.4 D + 1.4 F + 1.6H + T.
2. 1.2 D + 1.6 L + 0.5 +1.2 F + 1.6H + T.
3. 1.2 D + 1.6 L + 0.5 S  +1.2 F + 1.6H + T.
4. 1.2 D + 1.6 + L + 1.2F + 1.6H + T.
5. 1.2 D + 1.6 S + L +1.2 F + 1.6H + T.
6. 1.2 D + + + L + 0.2S + 1.2F + 1.6H + T.
7. 0.9 D –+ + 0.9F + 1.6H + T.


CHAPTER 2: Preliminary Design.
Slab structural system.
Preliminary slab thickness.
Preliminary dimensions of columns and walls.





CH2:Preliminary Design.
Slab preliminary design:
Slab type is flat slab.





36



CH2:Preliminary Design.
Floor -02:





37



CH2:Preliminary Design.
Floor 04:





38


CH2:Preliminary Design.
Slab preliminary design:

	Floor	 Level (m)	Preliminary slab depth (mm)
	-2	-7.40	350mm
		-8.40	450mm
	Under-ramp	-7.40	1000mm
	-1	-5.25	450mm
	 	-4.40	350mm
	01( GF)	-2.5	300mm
	 	-1.4	300mm
	 	0.00	300mm
	02	+2.80	350mm
	 	+3.70	350mm
	03	+5.85	350mm
	 	+6.85	350mm
	04 - 21	+10.0 to +70	350mm 




39


CH2:Preliminary Design.
Walls and columns preliminary dimensions:

	Structural element	Preliminary dimensions
	Walls	Thickness = 300mm
	Circular columns	R = 400mm
	Square columns	700*700




40

CHAPTER 3: Three – Dimensional Analysis and Design.
Structural modeling of the building.
Verification of the structural analysis.
Deflection computations.

Slab shear check.
Structural irregularity.
Effect of P-delta.


Structural Modeling.




Section modifiers for flexure and torsion:
 Slab modifiers = 0.25.
 Beams modifiers = 0.35.
 Wall modifiers = 0.7.
 Columns modifiers = 0.7.
 Ramp and stairs modifiers = 0.001.



Load Definition:




Load Definition:


 Parameters of seismic forces in X and Y direction.
 The values of SS, S1 and site class coefficient were changed in both directions until the values of SDS and SD1 reached the previously calculated values.


Load Definition:

Functions:
  Response Spectrum function was defined in ETABS software based on ASCE 7-10 code.




Masses:

The total seismic load (w) includes: 100% from dead loads and superimposed dead loads, in addition to 25% from live loads.



Pier and spandrel labeling:

Walls must be assigned to pier or spandrel label before obtaining either output forces or design.
Piers will report the forces and preform the design at the top and bottom of each object for each story.
Spandrel label on the other hand output the forces and the design ate the left and right ends of the object.





Verification of structural analysis: 
1.
Compatibility check:






Verification of structural analysis: 
2.  Equilibrium check: 
	Load 	Manual value (KN)	Etabs value (KN)	Difference %
	Dead 	669,965.15	674,199.8542	0.63
	Live 	128,650.78	128,695.9069	0.04
	Snow	1055.73	1039.2415	1.56
	Super imposed (stone)	37,041.20	37,122.901	0.22
	Super imposed (slab)	159,380.3	159,417.9765	0.02




50



Verification of structural analysis: 











1st  -ve moment =-3.384KN.m.            +ve moment= +2.64KN.m.  
(-29.93,10.23,25.90)                              (-27.70,10.23,25.90)






3. 
Stress – strain check 



51



Verification of structural analysis: 














3. 
Stress – strain check 





52




4. 
Stress – strain check

Verification of structural analysis: 






4. 
Deflection check:

Verification of structural analysis: 







Verification of structural analysis: 
5. 
Slab shear check:





55




Verification of structural analysis: 
6.
 Punching shear check :





56




Verification of structural analysis: 
6.
 Punching shear check :




57

Upper portion : 
Two staged – Analysis and Design: 
1.
2.
Lower portion : 




Verification of structural analysis: 
Principles of running the analysis:
A.
Mass participation ratio in each direction at least 90%.
This condition was fulfilled in the upper portion.
Note: In the lower portion the equivalent static method was implemented. 
	Case	Mode	Period	UX	UY	Sum UX	Sum UY
			sec				
	Modal	34	0.065	0	3.84E-06	0.9234	0.9118


B.
Scaling of forces:
If equivalent statict base shear value (V) is larger than response spectrum base shear value(Vt) , the forces shall be multiplied by 
𝑉/𝑉𝑡 .



Verification of structural analysis: 
Principles of running the analysis:
C.


Period check for the lower portion:
D.






Verification of structural analysis: 
7. 
Drift check: 





61




Verification of structural analysis: 
8. 
P – Delta effect:




62




Verification of structural analysis: 
9.
 Horizontal structural irregularities: 




63




Verification of structural analysis: 
10. Vertical structural irregularities: 




64

Verification of structural analysis: 
Seismic force (Base Shear):
A.
Upper portion:
Weight of structure = 287692.6 KN.








65

Verification of structural analysis: 
Seismic force (Base Shear):
B.
Lower portion:
Weight of structure = 819906.1KN.








66

Verification of structural analysis: 
Seismic force (Base Shear):
A.
Base shear results for the upper portion:



	Base shear	Manual (KN)	Etabs (KN)	% Difference
	Vx	14528.2	14528.031	0.001182
	Vy	23298.28	23294.463	0.016367

A.
Base shear results for the lower portion:
	Base shear	Manual (KN)	Etabs (KN)	% Difference
	Vx	116153.641	111954.205	3.61
	Vy	116836.6228	112715.709	3.52



Base shear
Manual (KN)
Etabs (KN)
% Difference
Vx
14528.2
14528.031
0.001182
Vy
23298.28
23294.463
0.016367

67

Verification of structural analysis: 
Seismic force distribution for the upper portion X- direction:








68


Structural Design.



CHAPTER 4: Structural Design.
Design of slabs.
Design of columns.
Design of walls. 
Design of footings.
Design of stairs.
Design of ramp.
Design of 
non-structural elements.



Design 
of slabs:








Design 
of slabs:






Design 
of slabs:

Reinforcement in X-Direction of story 16 of the upper portion “left side” 




Design 
of slabs:
Reinforcement in Y-Direction of story 16 of the upper portion “left side” 





Design 
of slabs:
Reinforcement of punching shear in story -1:




Design of Diaphragm:
 Diaphragm:









Design of Diaphragm:
 Diaphragm:








Design of Diaphragm:
 Diaphragm:

Section cuts with 1 meter increments.






Design of Diaphragm:
 Diaphragm:









Design of Diaphragm:
 Diaphragm:

shear check:







80

Design of Collector
Collector elements:
1. Shall be provided that are capable to transfer the seismic forces. 
2. they are affected with tension and compression forces (F11 & F22).


Collector:



81

Design of Collector
Points where maximum values of tension and compression 

Collector:




82

Design of Collector

Collector:





83

Design of Collector

Collector:





84

Design of Walls:







Design of Walls:

Flexural verification:
Bressler’s Reciprocal load method shall be applied to verify the wall section for the biaxial moments.
CSI SAP 2000 was used to obtain the moment – axial interaction diagram (P-M-M).









Design of Walls:







87

P-M3
0	8326.1782999999905	13671.731000000009	17529.902999999998	19994.238000000001	21252.953000000001	23395.945000000018	24703.796999999999	20211.778999999999	14299.538	0	36034.400000000001	36034.400000000001	34194.9	29111.420000000009	23859.34	18319.460000000017	17025.240000000005	15028.08	9866.2999999999902	4759.91	-4939.1567000000014	


Design of Walls:







88

P-M2
0	1428.2447	2409.8474000000001	3052.3577000000023	3359.7903000000001	3347.1235000000001	3622.8825000000002	3649.1843999999987	2675.6320000000001	1399.7909	0	36034.40000000	0001	36034.400000000001	34036.5	28679.5	23115.29	17145.490000000005	15033.26	11956.240000000009	6052.81	210.47489999999999	-4939.1567000000023	


Design of Walls:





Design of Walls:

Flexural verification:









Design of Walls:





Design of Walls:






Design of Spandrel:




Design of Spandrel:



Design of Spandrel:



Design of Spandrel:



Design of Spandrel:



Design of Spandrel:


m



98

Design of Spandrel:





99


Design of Mat Foundation:





Design of Mat Foundation:





101


Design of Mat Foundation:





102





Design of columns:
Column C15 in story3 was chosen to be verified and designed :
Length= 2.15m.
Diameter= 650mm.







Design of columns:
Interaction diagram at 0 degrees.
Mu3 = -55.93 KN.m → ØPn3 = 6480 KN.


P-M
0	174.82410000000004	358.74059999999969	504.55529999999999	585.09119999999996	593.17950000000053	624.39009999999996	598.8288	400.90789999999993	158.60850000000002	0	6480.0959000000003	6480.0959000000003	6480.0959000000003	5382.8311000000003	4133.3828000000003	2782.2759999999998	2200.9895999999999	1464.8202999999999	374.20649999999966	-664.84689999999932	-1227.5387000000001	






Design of columns:
Interaction diagram at 90 degrees.
Mu2 = -53.73 KN.m → ØPn2 = 6480 KN. (positive values are compression).





105





Design of columns:
Column C15 in story3 was chosen to be verified and designed :





106





Design of columns:
Column C15 in story3 was chosen to be verified and designed :





107


Design of Stairs:





Design of Stairs:





Design of Stairs:




Design of Stairs:





111


Design of Stairs:





Design of Ramps:



113

Design of Ramps:




114

Design of Ramps:




115

Design of Ramps:





116

Design of Ramps:





117

Design of Ramps:







118

Design of Ramps:




119

Design of Ramps:






120

Design of Ramps:





121


CHAPTER 2
Design of non-Structural elements:تعدييييييييييل








CHAPTER 2
Design of non-Structural elements:







CHAPTER 2
Design of non-Structural elements:









CHAPTER 2
Design of non-Structural elements:






Steel angle:



CHAPTER 2
Design of non-Structural elements:تعدييييييييييل








CHAPTER 2
Design of non-Structural elements:







CHAPTER 2
Design of non-Structural elements:



Design of partition wall:







CHAPTER 2
Design of non-Structural elements:



Design of partition wall:






Thank you for listening..

Any questions?






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