Graduation Project Report II  

 

 

Structural Design of Residential Complex in Nablus 
City-Palestine 

 

By 

Ahmed Ghannam – 12010730 

Batool Kharraz –12028990 

Habeeb Ghassan – 12010877 

Mohammad Salem – 12010340 

 

Under supervision of:   

M.Sc. Ibrahim Arman  

 

Submitted in partial fulfillment of the requirements for 
Bachelor degree in Civil Engineering 

Fall / Spring  2025 

 

 



 

DEDICATION 

We humbly dedicate this scientific work to our beloved homeland, Palestine, a symbol of 

resilience and hope. In every page of this project, we hold the dream that freedom, peace and 

security will soon grace our land, and that a future filled with unity and prosperity awaits.  

To our dearest parents, whose unwavering love, sacrifices, and endless support have been the 

pillars of our strength. This achievement would not have been possible without your guidance 

and belief in us. We are eternally grateful. 

To our brothers, sisters, and friends, your motivation, tireless encouragement, and moral 

support have carried us through this journey. You have stood by us in both success and 

challenge, and for that, we extend our deepest thanks and appreciation. This success belongs 

to all of us. 

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ACKNOWLEDGMENT 

In the name of Allah, the Most Gracious and the Most Merciful. 

 Alhamdulillah, all praises are due to Allah for granting us the strength, patience, and 

knowledge to successfully complete this graduation project. 

We express our deepest appreciation to our supervisor, M.Sc. Ibrahim Arman, for his 

continuous guidance, constructive feedback, and unwavering support throughout every stage 

of this project. His valuable insights and dedication were instrumental in shaping the quality 

and direction of our work. 

Our heartfelt thanks go to our families for their endless encouragement, prayers, and 

emotional support, which sustained us throughout our academic journey. 

We also sincerely thank ACE – Al Ain Consulting Engineers LLC and Hijjawi 

Construction Labs for their cooperation and for providing valuable technical insights and 

resources that greatly contributed to the practical development of this project. 

Gratitude is extended to the Civil Engineering Department at An-Najah National 

University for creating a professional academic environment and providing the necessary 

tools and support to carry out this work. 

Finally, we offer special thanks to our colleagues and fellow students for their collaboration, 

encouragement, and shared effort during this challenging and rewarding experience. 

May Allah bless and reward all who contributed to the success of this project. 

 

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DISCLAIMER 

This report was written by students at the Civil Engineering Department, Faculty of 

Engineering, An-Najah National University. It has not been altered or corrected, other than 

editorial corrections, as a result of assessment and it may contain language as well as content 

errors. The views expressed in it together with any outcomes and recommendations are solely 

those of the students. An-Najah National University accepts no responsibility or liability for 

the consequences of this report being used for a purpose other than the purpose for which it 

was commissioned. 

 

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TABLE OF CONTENTS 

DEDICATION........................................................................................................................... 2 
ACKNOWLEDGMENT............................................................................................................ 3 
DISCLAIMER...........................................................................................................................4 
TABLE OF CONTENTS...........................................................................................................5 
LIST OF FIGURES.................................................................................................................11 
LIST OF TABLES.................................................................................................................. 18 
Abstract.................................................................................................................................20 
GRAVITY LOAD DESIGN......................................................................................................21 
CHAPTER 1: INTRODUCTION............................................................................................. 22 

1.1 General......................................................................................................................... 22 
1.2 Project description........................................................................................................22 

1.2.1 Project elevation..................................................................................................23 
1.2.2 Floor details.........................................................................................................24 
1.2.3 Wall Specifications..............................................................................................25 
1.2.4 Main plans........................................................................................................... 25 

1.3  Analysis and design principles....................................................................................25 
1.4 Codes and standards..................................................................................................... 25 
1.5 Materials.......................................................................................................................26 

1.5.1 Materials of structural element............................................................................26 
1.5.2 Materials of non-structural elements...................................................................27 

1.6 Loads............................................................................................................................ 29 
1.6.1 Gravity loads....................................................................................................... 29 
1.6.2 Snow load............................................................................................................30 
1.6.3 Lateral loads........................................................................................................ 32 

1.7 Load combinations....................................................................................................... 32 
1.7.1 Symbols...............................................................................................................32 
1.7.2 Basic load combinations for strength design.......................................................33 
1.7.3 Basic load combinations for allowable stress design.......................................... 33 
1.7.4 Basic combinations with seismic load effects....................................................33 

1.8 Geotechnical investigation........................................................................................... 34 
CHAPTER 2: PRELIMINARY DIMENSIONS........................................................................ 37 

2.1 General......................................................................................................................... 37 
2.2 Lateral and gravity forces resisting systems.................................................................37 
2.3 Slabs structural systems............................................................................................... 37 
2.4 Preliminary slab thickness and loads........................................................................... 37 
2.5 Preliminary dimensions of beams: continuous beams and frames...............................38 
2.6 Preliminary dimensions of columns: tributary area computations...............................39 
2.7 Preliminary dimensions of walls.................................................................................. 41 

CHAPTER 3: THREE-DIMENSIONAL ANALYSIS AND DESIGN........................................42 
3.1 General......................................................................................................................... 42 

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3.2 Structural modeling of the building............................................................................. 42 
3.2.1 Units.................................................................................................................... 42 
3.2.2 Gridlines.............................................................................................................. 42 
3.2.3 Materials..............................................................................................................44 
3.2.4 Frame properties..................................................................................................46 
3.2.5 Section modifiers.................................................................................................48 
3.2.6 Load patterns....................................................................................................... 51 
3.2.7 Load combinations.............................................................................................. 51 
3.2.8 Loads assignments...............................................................................................52 
3.2.9 Springs.................................................................................................................54 
3.2.10 Supports.............................................................................................................55 
3.2.11 Codes................................................................................................................. 56 

3.3 Evaluation of the preliminary design........................................................................... 56 
3.3.1 Evaluation of the structural members..................................................................56 
3.3.2 Developed dimensions........................................................................................ 57 

3.4 Verification of structural analysis.................................................................................58 
3.4.1 Compatibility of the structure............................................................................. 58 
3.4.2 Gravity loads....................................................................................................... 59 

3.4.2.1 Check equilibrium for dead loads.............................................................. 60 
3.4.2.2 Check equilibrium for superimposed......................................................... 61 
3.4.2.3 Check equilibrium for live loads................................................................62 
3.4.2.4 Check equilibrium for snow loads............................................................. 62 

3.4.3 Soil loads............................................................................................................. 63 
3.4.4 Verification of internal forces..............................................................................63 

3.4.4.1 Beams......................................................................................................... 64 
3.4.4.2 Columns..................................................................................................... 67 

3.5 Deflection computations.............................................................................................. 69 
3.6 Verification of structural design................................................................................... 70 

3.6.1 Beams.................................................................................................................. 71 
3.6.1.1 Flexural design........................................................................................... 71 
3.6.1.2 Shear design............................................................................................... 73 
3.6.1.3 Torsion design............................................................................................ 76 

3.6.2 Columns.............................................................................................................. 81 
3.6.3 Footings...............................................................................................................84 

3.7 Design of slabs............................................................................................................. 86 
3.7.1 Design slab for shear........................................................................................... 86 
3.7.2 Design slab for flexure........................................................................................ 90 
3.7.3 Specifications for bars and stirrups distribution..................................................93 

3.8 Design of beams........................................................................................................... 94 
3.8.1 Longitudinal reinforcement................................................................................ 96 
3.8.2 Transverse reinforcement..................................................................................96 

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3.8.3 Samples for beams forces and design results from the software.........................97 
3.8.4 Specifications for bars and stirrups distribution—Code provisions....................98 

3.8.4.1 Durability—Concrete cover.......................................................................98 
3.8.4.2 Bar Spacing.............................................................................................. 98 
3.8.4.3 Development Lengths and Splicing..........................................................99 

3.9 Design of columns:.....................................................................................................100 
3.9.1 Design of all columns........................................................................................100 
3.9.2 Samples for columns forces and design results from the software................... 102 
3.9.3 Specifications for bars and ties distribution...................................................... 103 

3.10 Design of walls.........................................................................................................104 
3.11 Design of footings.................................................................................................... 112 

3.11.1 Ground floor foundations................................................................................ 112 
3.11.1.1 Preliminary thickness............................................................................. 112 
3.11.1.2 Flexure design of footings...................................................................... 114 
3.11.1.3 Punching check.......................................................................................116 
3.11.1.4 Design summary..................................................................................... 117 

3.11.2 Basement floor foundations (Mat)...................................................................118 
3.11.2.1 Check the stress under the mat............................................................... 118 
3.11.2.2 Check shear of the mat........................................................................... 119 
3.11.2.3  Flexural design of mat........................................................................... 120 

3.12 Design of tie beams.................................................................................................. 121 
3.12.1 Dimensions and reinforcement........................................................................121 

3.13 Design of stairs.........................................................................................................124 
3.13.1 Considerations and criteria..............................................................................124 
3.13.2 Calculation of dead load in stair case..............................................................125 
3.13.3 Analysis and design calculations.....................................................................129 
3.13.4 Bars details...................................................................................................... 130 

3.14 Design of water tank................................................................................................ 131 
3.14.1 Considerations and criteria..............................................................................131 
3.14.2 Sd  factor......................................................................................................... 132 
3.14.3 Wall selection and design................................................................................ 134 
3.14.4 Design of water tank walls.............................................................................. 145 
3.14.5 Design of water tank base............................................................................... 145 

3.14.5.1 Flexure design........................................................................................ 146 
3.14.5.2 Design for tension.................................................................................. 147 
3.14.5.3 Final reinforcement and bars details...................................................... 149 

PART II.................................................................................................................................150 
SEISMIC REDESIGN...........................................................................................................150 
CHAPTER 4: SEISMIC CONSIDERATIONS.......................................................................151 

4.1 General.....................................................................................................................151 
4.2 Understanding earthquake effects on structural performance................................. 151 

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4.3 Introduction to seismic design..................................................................................155 
4.3.1 Concepts and definitions................................................................................. 155 
4.3.2 Seismic design codes......................................................................................156 
4.3.3 Performance objectives...................................................................................156 
4.3.4 Methodology of seismic design....................................................................... 157 
4.3.5 Key seismic design parameters...................................................................... 157 

4.4 Seismic design parameters: Concepts.....................................................................158 
4.4.1 Spectral accelerations..................................................................................... 158 
4.4.2 Long-period Transition Period......................................................................... 159 
4.4.3 Site classification.............................................................................................159 
4.4.4 Additional parameters and interdependence of seismic factors......................160 

4.5 Seismic design parameters: Determination and adaptation.....................................163 
4.5.1 Ss , S1, and TL................................................................................................163 
4.5.2 Site classification and coefficients...................................................................165 

4.5.2.1 Site classification.................................................................................... 165 
4.5.2.2 Site coefficients...................................................................................... 166 

4.5.3 Risk category and importance factor...............................................................167 
4.5.3.1 Risk category..........................................................................................167 
4.5.3.1 Importance Factor (Ie)............................................................................ 169 

4.5.4 Seismic Design Category (SDC)..................................................................... 170 
4.6 Seismic-Force-Resisting System and design factors and coefficients..................... 172 

4.6.1 Seismic-Force-Resisting System.................................................................... 172 
4.6.2 Seismic design factors and coefficients...........................................................173 

4.7 Seismic analysis methods: Comparison and selection............................................ 173 
CHAPTER 5: SEISMIC MODELING, ANALYSIS, AND CHECKS......................................178 

5.1 General.....................................................................................................................178 
5.2 Modeling strategy and assumptions.........................................................................178 

5.2.1 Model framework and geometry......................................................................179 
5.2.2 Seismic parameters and load case definitions................................................ 179 
5.2.3 Load combinations and software automation..................................................180 
5.2.4 Code-Based modeling assumptions................................................................180 
5.2.5 Secondary model for irregularity and drift checks........................................... 181 
5.3 Seismic load definitions......................................................................................181 

5.4 Base shear check and scaling..................................................................................189 
5.4.1 Modal mass participation check...................................................................... 189 
5.4.2 Base shear...................................................................................................... 191 
5.4.3 Scaling.............................................................................................................196 

5.5 Participation check................................................................................................... 198 
5.5.1 Implementation and results............................................................................. 198 
5.5.2 Modifications................................................................................................... 199 
5.5.3 Final result.......................................................................................................201 

5.6 Check irregularities...................................................................................................203 
5.6.1 Horizontal structural irregularity.......................................................................204 

5.6.1.1 Type 1.a: Torsional irregularity................................................................205 

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5.6.1.2 Type 1.b Extreme Torsional Irregularity.................................................. 207 
5.6.1.3 Type 2: Reentrant Corner Irregularity..................................................... 208 
5.6.1.4 Type 3: Diaphragm Discontinuity Irregularity..........................................208 
5.6.1.5 Type 4: Out-of-Plane Offset Irregularity..................................................209 
5.6.1.6 Type 5: Non Parallel System Irregularity................................................ 209 

5.6.2  Forces and stiffness (Vertical irregularity)...................................................... 210 
5.6.2.1 Type 1: Stiffness - Soft story...................................................................210 
5.6.2.2 Type 2: Weight (Mass) Irregularity..........................................................212 
5.6.2.3 Type 3: Vertical Geometric Irregularity................................................... 214 
5.6.2.4 Type 4: In-Plane Discontinuity in Vertical Lateral Force-Resisting Element 
Irregularity...........................................................................................................214 
5.6.2.5 Type 5: Discontinuity in Lateral Strength-Extreme Weak Story Irregularity..
214 

5.7 P-delta...................................................................................................................... 214 
5.8 Check story drift....................................................................................................... 218 

CHAPTER 6: STRUCTURAL DESIGN FOR SEISMIC LOADS......................................... 220 
6.1 General.....................................................................................................................220 
6.2 Seismic design approach......................................................................................... 220 

6.2.1 Seismic design philosophy (Conceptual Basis)...............................................221 
6.2.1.1 Code concepts and guidance.................................................................221 
6.2.1.2 Summary................................................................................................ 222 

6.2.2  Application in this project (Seismic design approach in practice)...................222 
6.3 Evaluation of gravity design response to seismic loading........................................225 

6.3.1 Structural layout and resisting system.............................................................226 
6.3.2 Software-Based evaluation of structural design.............................................. 227 

6.3.2.1 General...................................................................................................227 
6.3.2.2 Evaluation strategy................................................................................. 228 
6.3.3.3 Frames (Beams and Columns)...............................................................228 
6.3.3.4 Shear walls............................................................................................. 233 
6.3.3.5 Slabs.......................................................................................................233 
6.3.3.6 Footings..................................................................................................234 

6.3.3.6.1 Assessment of soil pressure in footings........................................ 235 
6.3.3.6.2 Shear check...................................................................................236 
6.3.3.6.3 Punching operation........................................................................237 
6.3.3.6.4 Flexural reinforcement...................................................................237 

6.3.3.7 Tie beams...............................................................................................238 
6.4 Structural modifications............................................................................................ 239 

6.4.1 Frame members.............................................................................................. 239 
6.4.2 Shear walls......................................................................................................240 
6.4.3 Slabs............................................................................................................... 243 
6.4.4 Footings...........................................................................................................244 
6.4.5 Tie beams........................................................................................................244 

6.5 Software design vs. Code requirements.................................................................. 244 
6.5.1 Beams............................................................................................................. 245 

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6.5.1.1 Singly vs. Doubly reinforced sections.....................................................245 
6.5.1.2 Design shear force check (Ve)............................................................... 246 

6.5.2 Columns.......................................................................................................... 249 
6.5.2.1 Axial force and biaxial moment design for Pu, Mu2, and Mu3............... 249 
6.5.2.2 Check for Vp...........................................................................................251 

6.5.3 Walls................................................................................................................252 
6.5.3.1 Checks for walls..................................................................................... 253 

6.5.3.1.1 shear check................................................................................... 253 
6.5.3.1.2 Check for boundary elements........................................................255 

6.6 ACI provisions for detailing considering seismic effects...........................................255 
6.6.1 Beams............................................................................................................. 256 
6.6.2 Columns.......................................................................................................... 257 

6.6.2.1 Longitudinal reinforcement requirements............................................... 257 
6.6.2.2 Transverse reinforcement requirements.................................................260 

6.6.2.2.1 Zones of transverse reinforcement densification (ℓo).................... 260 
6.6.2.2.2 Spacings of transverse reinforcement........................................... 261 
6.6.2.2.3 Minimum transverse reinforcement ratio evaluation......................263 

6.6.3 Walls................................................................................................................267 
6.7 Final design with specified detailing requirements...................................................268 

6.7.1 Frame members design.................................................................................. 269 
6.7.1.1 beams design......................................................................................... 269 
6.7.1.2 columns design.......................................................................................269 

6.7.1.2.1 flexural design............................................................................... 269 
6.7.1.2.2 Transverse reinforcement..............................................................271 

6.7.2 Structural walls design.................................................................................... 274 
6.7.3 Slabs design....................................................................................................280 
6.7.4 Footings design............................................................................................... 280 
6.7.5 Tie beams design............................................................................................ 283 

References..................................................................................................................... 293 
APPENDIX...........................................................................................................................294 

A  Architectural Drawings............................................................................................... 294 
B  Structural Drawings....................................................................................................294 
C  ETABS Design Results for Combined Gravity and Seismic Forces.......................... 295 
D  Key Excerpts from ASCE 7-16.................................................................................. 301 
E  Supplementary Code and Reference Excerpts..........................................................305 

 

 

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LIST OF FIGURES 

Figure 1.1: Site location and area.............................................................................................25 
Figure 1.2: Site elevation......................................................................................................... 25 
Figure 1.3: Table 3-5, Jordanian Code for Loads and Forces (2006).......................................33 
Figure 1.4: Risk Category of Buildings and Other Structures for Flood, Wind, Tornado, Snow, 
Earthquake, and Ice Loads (ASCE 7-16 Table 1.5-1)..............................................................33 
Figure 1.5: Minimum snow loads for Low-Slope roofs (ASCE 7-16 Table 7.3-4)................. 34 
Figure 1.6: Nearby site location and coordinates.....................................................................37 
Figure 1.7: Angle of internal friction for the three samples.....................................................38 
Figure 1.8: Bearing capacity calculation..................................................................................38 
Figure 2.1: Minimum thickness of two way slab..................................................................... 40 
Figure 2.2: Typical floor plan...................................................................................................40 
Figure 2.3: Minimum depth of beam....................................................................................... 41 
Figure 2.4: Gridlines and interior columns locations...............................................................43 
Figure 2.5: Minimum thickness h and wall type.(ACI 318-19 Table 11.3.1.1)....................... 43 
Figure 3.1: Consistent unit....................................................................................................... 44 
Figure 3.2: Grid lines in X and Y axes.....................................................................................46 
Figure 3.3: Concrete material property.................................................................................... 47 
Figure 3.4: Rebar material property......................................................................................... 47 
Figure 3.5: Beam frame section properties.............................................................................. 48 
Figure 3.6: Column 300*500 frame section properties............................................................49 
Figure 3.7: Slab section properties...........................................................................................49 
Figure 3.8: Wall section properties...........................................................................................50 
Figure 3.9: Beam section modifiers......................................................................................... 51 
Figure 3.10: Column section modifiers....................................................................................51 
Figure 3.11: Slab section modifiers..........................................................................................52 
Figure 3.12: Wall section modifiers......................................................................................... 52 
Figure 3.13: Load patterns....................................................................................................... 53 
Figure 3.14: Load combinations...............................................................................................54 
Figure 3.15: Assigned load at basement slab........................................................................... 55 
Figure 3.16: Assigned load at ground floor..............................................................................55 
Figure 3.17: Assigned load at typical floors............................................................................ 56 
Figure 3.18: Assigned load at Roof floor.................................................................................56 
Figure 3.19: Area spring property data.................................................................................... 57 
Figure 3.20: Assigned joint as fixed support............................................................................57 
Figure 3.21: Selected codes for modeling................................................................................58 
Figure 3.22: Basement over-stressed columns......................................................................... 59 
Figure 3.23: Ground Floor over stressed columns................................................................... 59 
Figure 3.24: Compatibility checks........................................................................................... 61 
Figure 3.25: Gravity loads from ETABS..................................................................................62 

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Figure 3.26: Bending moment M3-3 in beams at the ground floor..........................................68 
Figure 3.27: Bending moment M3-3 in beams at typical floors.............................................. 68 
Figure 3.28 Shear 2-2 values in beams at the ground floor......................................................69 
Figure 3.29: Shear 2-2 values in beams at typical floors......................................................... 69 
Figure 3.30: Axial load in story 5 from ETABS...................................................................... 70 
Figure 3.31: Panel with largest deflection................................................................................71 
Figure 3.32: Flexural area of steel in beams............................................................................ 74 
Figure 3.33: Maximum bending moment value in column-supported beams..........................75 
Figure 3.34: Shear forces in column-supported beams............................................................ 77 
Figure 3.35: Shear reinforcement in critical beams supported by columns............................. 77 
Figure 3.37 : Torsion values in column-supported beams........................................................79 
Figure 3.38 : Maximum torsion value for column-supported beams.......................................80 
Figure 3.39: Torsion values in beams.......................................................................................80 
Figure 3.40: Torsion design value in a wall-supported beam along C grid-line...................... 81 
Figure 3.41: Total rebar percentage for column N11 ground floor.......................................... 84 
Figure 3.42: Total longitude bars (area) for column N11 ground floor....................................84 
Figure 3.43: Axial load for column N11 ground floor............................................................. 85 
Figure 3.44: M22 for column N11 ground floor...................................................................... 85 
Figure 3.45: Moment-Axial force interaction diagram for γ= 0.9........................................... 86 
Figure 3.46: Shear reinforcement for column N11 ground floor............................................. 86 
Figure 3.47: Flexure design from ETABS................................................................................87 
Figure 3.48: Max value V23 in story8..................................................................................... 90 
Figure 3.49: Max value V13 in story8..................................................................................... 90 
Figure 3.50: Max value V23 in other stories............................................................................91 
Figure 3.51: Max value V13 in other stories............................................................................91 
Figure 3.52: Shear reinforcement areas....................................................................................92 
Figure 3.53: Direction 1 Top reinforcement.............................................................................93 
Figure 3.54: Direction 1 Bottom reinforcement.......................................................................93 
Figure 3.55: Direction 1 Top reinforcement.............................................................................94 
Figure 3.56: Direction 1 Bottom reinforcement.......................................................................94 
Figure 3.57: Extra moment reinforcement-1............................................................................95 
Figure 3.58: Extra moment reinforcement-2............................................................................95 
Figure 3.59: Maximum and minimum reinforcement demand for Torsion (Among All Beams)
97 
Figure 3.60: Data sheet for beam........................................................................................... 100 
Figure 3.61: Schematic of ACI 318-19 beam detailing requirements, Option 1....................101 
Figure 3.62: Schematic of ACI 318-19 beam detailing requirements, Option 2....................102 
Figure 3.63: Schematic of ACI 318-19 beam detailing requirements, Option 3....................102 
Figure 3.64: Data sheet for column........................................................................................105 
Figure 3.65: Pier labels dialog box in ETABS....................................................................... 106 
Figure 3.66: Spandrel labels dialog box in ETABS............................................................... 107 

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Figure 3.67: Shear wall design preferences dialog box in ETABS........................................ 107 
Figure 3.68: Wall pier design overwrites dialog box in ETABS............................................108 
Figure 3.69: Design load combination -wall Design dialog box in ETABS.......................... 108 
Figure 3.70: Display shear wall design results dialog box-longitudinal reinforcement in wall 
in ETABS............................................................................................................................... 109 
Figure 3.71: Data sheets for the vertical segments in the wall 200 in story 4 in ETABS...... 110 
Figure 3.72: Wall pier design overwrites dialog box in ETABS............................................ 111 
Figure 3.73: Data sheets for the horizontal segments in the wall 300 in story 4 in ETABS.. 112 
Figure 3.74: Data sheets for the horizontal  segments in the wall 200 in story 4 in ETABS. 113 
Figure 3.75: Footing numbering.............................................................................................115 
Figure 3.76: Top rebar reinforcing direction 1....................................................................... 116 
Figure 3.77: Bottom rebar reinforcing direction 1................................................................. 116 
Figure 3.78: Top rebar reinforcing direction 2....................................................................... 117 
Figure 3.79: Bottom rebar reinforcing direction 2................................................................. 117 
Figure 3.80: Punching operation from ETABS...................................................................... 118 
Figure 3.81: Mat foundation layout........................................................................................120 
Figure 3.82: Stress under the mat foundation from ETABS.................................................. 121 
Figure 3.83: Shear values (V13) in the mat foundation (basement)...................................... 122 
Figure 3.84: Shear values (V23) in the mat foundation (basement)...................................... 122 
Figure 3.85: Flexural reinforcement of mat foundation in direction 1; X-direction.............. 123 
Figure 3.86: Flexural reinforcement of mat foundation in direction 2; Y-direction...............123 
Figure 3.87: Design of tie beams from ETABS..................................................................... 124 
Figure 3.87a: Design of tie beams from ETABS (Total)........................................................125 
Figure 3.87b: Design of tie beams from ETABS (Flexural).................................................. 125 
Figure 3.87c: Design of tie beams from ETABS (Torsional).................................................126 
Figure 3.88: Detailed and elevation staircase_1.....................................................................128 
Figure 3.89: Detailed and elevation staircase_2.....................................................................129 
Figure 3.90: Dimensions of staircase in the ground floor...................................................... 130 
Figure 3.91: Dimensions of staircase in typical floors...........................................................130 
Figure 3.92: Dimensions of staircase in the first floor...........................................................131 
Figure 3.93: Minimum shrinkage and temperature reinforcement in environmental structures..
134 
Figure 3.94: Water tank wall to be designed.......................................................................... 136 
Figure 3.95: Moment contour map (m11) for the selected wall.............................................137 
Figure 3.96: Moment values (m11) in edges (Corners and sides)..........................................137 
Figure 3.97: Moment values (m11) near the column............................................................. 138 
Figure 3.98: Moment values (m11) at distance 30 cm from edges (At face of support)........138 
Figure 3.99: Moment values (m11) in central regions........................................................... 138 
Figure 3.100: Moment contour map (m22) for the selected wall...........................................139 
Figure 3.101: Moment values (m22) in edges (Corners and sides)....................................... 139 
Figure 3.102: Moment values (m22) at distance 30 cm from edges (At face of support)..... 140 

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Figure 3.103: Moment values (m22) in central regions......................................................... 140 
Figure 3.104: Shear contour map (V13) for the selected wall............................................... 141 
Figure 3.105: Shear values (V13) in edges (Corners and sides)............................................ 141 
Figure 3.106: Shear values (V13) at distance d= 230mm from face of support.................... 142 
Figure 3.107: Shear values (V13) in central regions..............................................................142 
Figure 3.108: Shear contour map (V23) for the selected wall............................................... 143 
Figure 3.109: Shear values (V23) in edges (Corners and sides)............................................ 143 
Figure 3.110: Shear values (V23) at distance d=230mm from face of support..................... 144 
Figure 3.111: Shear values (V23) in central regions.............................................................. 144 
Figure 3.112: Tension contour map f11..................................................................................145 
Figure 3.113: Maximum tension force f11.............................................................................145 
Figure 3.114: Tension contour map f22................................................................................. 146 
Figure 3.115: Maximum tension force f22.............................................................................146 
Figure 3.116: Water tank base................................................................................................ 148 
Figure 3.117: M11 value at the edge of the water tank.......................................................... 148 
Figure 3.118: M11 values at the center of the water tank...................................................... 149 
Figure 3.119: Maximum tension force f22 near the edge of the wall.................................... 150 
Figure 3.120: Maximum tension force f22 in the middle...................................................... 150 
Figure 4.1: Ground motion-structural behaviour interaction................................................. 154 
Figure 4.2: Induced internal stresses due to lateral loading................................................... 155 
Figure 4.3: Induced lateral shear forces in seismic events..................................................... 155 
Figure 4.4:  Site classification based on Table 20.3-1 in ASCE 7-16.................................... 161 
Figure 4.5:  Dependency Diagram of Seismic Design Parameters........................................ 163 
Figure 4.6: Palestine seismic map.......................................................................................... 166 
Figure 4.7: Short-period site coefficient (Fa) per ASCE 7-16............................................... 168 
Figure 4.8: Long-period site coefficient (Fv) per ASCE 7-16............................................... 169 
Figure 4.9: Risk category of buildings. (ASCE 7-16, Table 1.5-1)........................................170 
Figure 4.10: Importance factor by risk category (ASCE 7-16, Table 1.5-2)..........................172 
Figure 4.11: Seismic design category based on short period response acceleration parameter...
173 
Figure 4.12: Seismic design category based on 1-s period response acceleration parameter173 
Figure 4.13: The selected Seismic Force-Resisting System (ASCE 7-16, Table 12.2-1)...... 174 
Figure 5.1: Defined load patterns for gravity and seismic in X and Y directions (ETABS)..183 
Figure 5.2: Defined load pattern, seismic load in X-direction in ETABS..............................184 
Figure 5.3: Defined load pattern, seismic load in Y-direction in ETABS.............................. 184 
Figure 5.4: Mass source data in ETABS................................................................................ 185 
Figure 5.5: Response spectrum ASCE 7-16 function definition in ETABS.......................... 185 
Figure 5.6: Definition of modal ritz in X-direction................................................................186 
Figure 5.7: Definition of modal ritz in Y-direction................................................................ 186 
Figure 5.8: Load case data-definition of EDX load case in ETABS......................................187 
Figure 5.9: Load case data-definition of EDY load case in ETABS......................................187 

14 



 

Figure 5.10: 30% of lateral load EY in EX............................................................................ 188 
Figure 5.11: 30% of lateral load EX in EY............................................................................ 188 
Figure 5.12: Adjusted concrete frame design preferences..................................................... 189 
Figure 5.13: Lateral load combination................................................................................... 190 
Figure 5.14: Diaphragms definitions......................................................................................190 
Figure 5.15: Diaphragms applied for each story.................................................................... 191 
Figure 5.16: Modal participating mass ratios in the X-direction for the building structure...192 
Figure 5.17: Modal participating mass ratios in the Y-direction for the building structure...193 
Figure 5.18: Total dead, superimposed, and live loads in the building..................................194 
Figure 5.19: Base reactions from static load cases EX and EY (Obtained from ETABS).....197 
Figure 5.20: Static vs. dynamic base shear by software analysis...........................................198 
Figure 5.21: Scale factor adjustment in the dynamic load case in X..................................... 199 
Figure 5.22: Scale factor adjustment in the dynamic load case in Y..................................... 199 
Figure 5.23: Base shear resisted by all structural elements under the EY seismic load case.200 
Figure 5.24: Base shear resisted by walls under the EY seismic load case........................... 200 
Figure 5.25: Base shear resisted by all structural elements under the EX seismic load case.201 
Figure 5.26: Base shear resisted by walls under the EX seismic load case........................... 201 
Figure 5.27: Assignment of column releases in ETABS........................................................202 
Figure 5.28: Assignments of a random column showing releases......................................... 202 
Figure 5.29: Screenshot showing column releases along a random gridline......................... 203 
Figure 5.30: Base shear resisted by all structural elements under the EY seismic load case.203 
Figure 5.31: Base shear resisted by walls under the EY seismic load case........................... 204 
Figure 5.32: Base shear resisted by all structural elements under the EX seismic load case.204 
Figure 5.31: Base shear resisted by walls under the EX seismic load case........................... 204 
Figure 5.32: Adjusted EX for irregularity check....................................................................205 
Figure 5.33: Adjusted EY for irregularity check....................................................................206 
Figure 5.34: Horizontal irregularities (ASCE 7-16, Table 12.3-1)........................................ 207 
Figure 5.35: Diaphragm Max. Over Avg Drift X-direction................................................... 208 
Figure 5.36: Diaphragm Max. Over Avg Drift Y-direction....................................................208 
Figure 5.37: Story Max. Over Avg Displacement X-direction.............................................. 209 
Figure 5.38: Story Max. Over Avg Displacement Y-direction...............................................209 
Figure 5.39: Building layout dimensions............................................................................... 210 
Figure 5.40: Building openings.............................................................................................. 211 
Figure 5.41: Vertical irregularities (ASCE 7-16, Table 12.3-2)............................................. 212 
Figure 5.42: Story stiffness X-direction................................................................................. 213 
Figure 5.43: Story stiffness Y-direction................................................................................. 213 
Figure 5.44: Stiffness irregularity check in X-direction.........................................................213 
Figure 5.45: Stiffness irregularity check in Y-direction......................................................... 214 
Figure 5.46: Permitted analytical procedures (ASCE 7-16, Table 12.6-1)............................ 214 
Figure 5.47: load combination for P-delta check in X direction............................................ 218 
Figure 5.48: load combination for P-delta check in Y direction............................................ 218 

15 



 

Figure 5.49: Screenshot of ETABS output table showing story forces in  X-direction......... 219 
Figure 5.50: Screenshot of ETABS output table showing story forces in Y-direction...........219 
Figure 5.51: Screenshot of ETABS output table showing diaphragms center of mass 
displacements in X-direction..................................................................................................219 
Figure 5.52: Screenshot of ETABS output table showing diaphragms center of mass 
displacements in Y-direction.................................................................................................. 220 
Figure 5.53: Screenshot of EXCEL output table showing P-delta calculations in X-direction...
220 
Figure 5.54: Screenshot of EXCEL output table showing P-delta calculations in Y-direction....
220 
Figure 5.55: Screenshot of EXCEL output table showing story drift calculations in 
X-direction............................................................................................................................. 221 
Figure 5.56: Screenshot of EXCEL output table showing story drift calculations in 
Y-direction..............................................................................................................................221 
Figure 5.57: Allowable story drifts (ASCE 7-16, Table 12.12-1)..........................................221 
Figure 6.1: Design output of columns along grid-line 4 (Screenshot from ETABS).............232 
Figure 6.2: Design output of columns along grid-line 11 (Screenshot from ETABS)........... 232 
Figure 6.3: Design output of columns along grid-line 13 (Screenshot from ETABS)...........233 
Figure 6.4: Longitudinal Reinforcement in column-supported beams (ETABS Output)...... 234 
Figure 6.5: Enhanced reinforcement at story 8...................................................................... 235 
Figure 6.6: Enhanced reinforcement at story 7...................................................................... 236 
Figure 6.7: Contour map of  soil pressure in footings for the determinant load combination 
(ETABS Output).....................................................................................................................237 
Figure 6.8: Contour map of soil pressure in basement (ETABS Output)...............................238 
Figure 6.9: Contour map of shear force V13 in footings for the ENVELOPE load 
combination............................................................................................................................238 
Figure 6.10: Contour map of shear force V23 in footings for the ENVELOPE load 
combination............................................................................................................................239 
Figure 6.11: Punching shear values under seismic loading....................................................239 
Figure 6.12: Total longitude reinforcement............................................................................240 
Figure 6.13: Total flexural longitude reinforcement.............................................................. 240 
Figure 6.14: Total torsional longitude reinforcement.............................................................241 
Figure 6.15: Plan view of ground floor, preliminary adjustment of walls distribution..........243 
Figure 6.16: Wall naming layout at the basement level......................................................... 244 
Figure 6.17: Wall naming layout at the ground floor level.................................................... 244 
Figure 6.18: Wall naming layout at typical floors..................................................................245 
Figure 6.19: Enhanced reinforcement at story 8.................................................................... 245 
Figure 6.20: Enhanced reinforcement at story 7.................................................................... 246 
Figure 6.21: Rebar percentage in all beams........................................................................... 248 
Figure 6.22: Design shear force............................................................................................. 250 
Figure 6.23: Column N11 details........................................................................................... 251 
Figure 6.24: Values of axial load, Mu2 and Mu3 for column C3.......................................... 252 

16 



 

Figure 6.25: Column details of Mpr and Vp.......................................................................... 254 
Figure 6.26: Wall W1 layout.................................................................................................. 255 
Figure 6.27: Shear design from ETABS.................................................................................255 
Figure 6.28: Axial load and moment used for the boundary..................................................257 
Figure 6.29: Transverse moment reinforcement for columns................................................ 266 
Figure 6.30 : Axial force Pu in column 1200*400 at the ground floor.................................. 267 
Figure 6.31: Transverse reinforcement spacing for boundaries (ACI 318-19, Table 
18.10.6.5(b))...........................................................................................................................270 
Figure 6.32: Wall naming layout at the basement level......................................................... 277 
Figure 6.33: Wall naming layout at the ground floor level.................................................... 277 
Figure 6.34: Wall naming layout at typical floors..................................................................277 
Figure 6.35: Top rebar of footings direction 1....................................................................... 283 
Figure 6.36: Bottom rebar of footings direction 1................................................................. 283 
Figure 6.37: Top rebar of footings direction 2....................................................................... 284 
Figure 6.38: Bottom rebar of footings direction 2................................................................. 284 
Figure 6.39: Ground beams naming layout............................................................................285 

 

17 



 

LIST OF TABLES 

Table 1.1: Floor details.......................................................................................................24 
Table 1.2: Reinforcing steel properties...............................................................................27 
Table 1.3: Concrete properties............................................................................................27 
Table 1.4:  Materials of non-structural elements................................................................28 
Table 1.5: Superimposed Dead Load................................................................................. 29 
Table 1.6: Live Load.......................................................................................................... 30 
Table 2.1: Preliminary dimensions of the interior columns............................................... 40 
Table 3.1: Grid lines ordinates........................................................................................... 43 
Table 3.2: Stories elevations...............................................................................................43 
Table 3.3: Adjusted columns dimensions...........................................................................58 
Table 3.4: Adjusted slab thickness..................................................................................... 58 
Table 3.5: Calculated dead loads........................................................................................60 
Table 3.6: Calculated superimposed dead loads.................................................................61 
Table 3.7: Calculated live loads......................................................................................... 62 
Table 3.8: Calculated snow load.........................................................................................62 
Table 3.9: Force taken into consideration.......................................................................... 63 
Table 3.10: Axial loads in story5 (Second floor)............................................................... 68 
Table 3.11: Deflection from point 1 to 9............................................................................ 69 
Table 3.12: Average deflection...........................................................................................70 
Table 3.13: Value of Vu (Maximum shear)........................................................................ 87 
Table 3.14: Shear reinforcement........................................................................................ 89 
Table 3.15: Slab reinforcement.......................................................................................... 90 
Table 3.16: Column details...............................................................................................101 
Table 3.17: Wall longitudinal reinforcement....................................................................109 
Table 3.18: Wall horizontal reinforcement....................................................................... 111 
Table 3.19: Thickness of footings.................................................................................... 112 
Table 3.20: Areas of footings........................................................................................... 113 
Table 3.21: Footing reinforcement................................................................................... 115 
Table 3.22: Flexure design for footings............................................................................117 
Table 3.23: Staircase loads............................................................................................... 125 
Table 3.24: Reinforcement for walls of the water tank.................................................... 145 
Table 4.1: Factors affecting seismic forces...................................................................... 154 
Table 4.2: Summary of seismic design parameters.......................................................... 162 
Table 4.3: Seismic factors................................................................................................ 165 
Table 4.4: Comparison of seismic analysis methods........................................................176 
Table 5.1: Summary of parameters relevant to Cs calculations....................................... 192 
Table 5.2: masses of each story........................................................................................ 213 
Table 6.1: Dimensional changes of columns....................................................................240 
Table 6.2: Changes in steel ratio in columns....................................................................240 

18 



 

Table 6.3: Wall modifications...........................................................................................241 
Table 6.4: Column expected depth to undergo flexural yielding..................................... 261 
Table 6.5: 6db of the smallest longitudinal bar for each column..................................... 262 
Table 6.6: Value of So for columns.................................................................................. 262 
Table 6.7: transverse reinforcement spacing and length.................................................. 263 
Table 6.8: Values of equation (a) for all column sections................................................ 265 
Table 6.9: Value of Ash/sbc for columns across the structure..........................................266 
Table 6.10: value of minimum Transverse reinforcement  across the section................. 267 
Table 6.11: Column flexural design................................................................................. 270 
Table 6.12: Transverse length ℓo of each column in story 3............................................271 
Table 6.13: Transverse length ℓo of each column in all stories expect story 3................ 271 
Table 6.14: Spacing between each bar of transverse reinforcement................................ 271 
Table 6.15: Minimum Transverse Reinforcement for each column.................................272 
Table 6.16: Transverse reinforcement design...................................................................273 
Table 6.17: Distribution of transverse bars within ℓo...................................................... 273 
Table 6.18: Distribution of transverse bars outside ℓo..................................................... 274 
Table 6.19: Walls piers reinforcement across structure....................................................276 
Table 6.20: Walls piers reinforcement across structure....................................................277 
Table 6.21: Walls piers reinforcement across structure....................................................278 
Table 6.22: Boundary walls reinforcement...................................................................... 279 
Table 6.23: Spandrel reinforcement................................................................................. 280 
Table 6.24: Footings area of steel in each direction......................................................... 282 
Table 6.25: Ground beams reinforcement........................................................................ 283 

 

19 



 

Abstract 

This report presents the structural design of a six-story reinforced concrete residential 

building located in Nablus, Palestine, developed in two successive phases: a 

gravity-load-only design followed by a full seismic redesign. Although the study was not 

initiated as a comparison between gravity-only and seismic design methodologies, the 

dual-phase development offers an opportunity to reflect on key observations, particularly 

regarding the influence of early design decisions on later seismic performance. 

The structure, with a footprint of approximately 30 × 20 meters and moderate spans not 

exceeding 6 meters, was modeled using ETABS. Gravity design considered typical floor 

loads of 4 kN/m² superimposed dead and 3 kN/m² live, with 12 kN/m² live loads at the roof 

and ground floors, in addition to lateral earth and water pressures reaching up to 10 kN/m² in 

the basement. The structural system comprised solid two-way slabs at all levels, reinforced 

concrete columns (ranging from 120×40 cm at lower stories to 30×30 cm at upper ones), and 

20 cm thick perimeter boundary walls — all contributing to vertical load resistance and 

transferring loads to isolated and strip footings. Basement retaining walls, 30 cm thick, were 

designed to withstand lateral soil and water loads. All elements were designed according to 

ACI 318-19, using load combinations and parameters from ASCE 7-16. 

In the second phase, a full seismic assessment and design were conducted using the same 

model, modified to incorporate seismic definitions and structural refinements based on 

engineering judgment. The lateral force-resisting system was classified as a bearing wall 

system consisting of special reinforced concrete shear walls. Seismic analysis was carried out 

using both equivalent static and response spectrum procedures. Checks for irregularities, 

story drift, and P-Delta effects (found negligible) were conducted, followed by seismic design 

of structural members in compliance with ACI 318-19 Chapter 18. The final design reflected 

the combined demands of gravity and seismic actions. 

While not intended as a comparative study, the project highlighted how certain early 

gravity-based decisions — particularly the adoption of solid slabs and perimeter reinforced 

concrete walls — may later contribute positively to seismic performance. These boundary 

walls, though often overlooked in gravity-only designs, offered notable lateral resistance 

without interfering with spatial or architectural functionality. Such findings are especially 

relevant to low- to mid-rise residential buildings common in Palestinian urban settings. 
20 



 

PART I 
GRAVITY 

LOAD DESIGN 

21 



 

CHAPTER 1: INTRODUCTION 

1.1 General 

This project is concerned with the analysis and design of a multi-storied concrete-framed 

building intended for residential accommodation for An-Najah National University students, 

situated near the new university campus. This reinforced concrete structure is designed to 

resist both gravity and seismic loads simultaneously. However, the project is divided into two 

parts: the first part, covered in Chapters 1, 2, and 3, focuses solely on gravity loads, while the 

second part, presented in Chapters 4, 5, and 6, builds upon the initial design to address 

seismic considerations, making any necessary modifications. This approach allows for a 

comparison between standard designs and seismic designs, highlighting the differences and 

adaptations required for each. 

The chapter at hand introduces the general aspects of the project, providing a concise 

overview that includes the building’s location, site elevation, and a description of its layout, 

along with the specific functions assigned to each floor. 

The chapter then details the materials employed in both structural and non-structural 

elements, accompanied by their key characteristics relevant to the design, including 

mechanical properties, unit weights, and other essential parameters. 

With regard to the design, the chapter specifies the fundamental information necessary for the 

design process. This includes the key design principles, the use of three-dimensional 

modeling and the selected software, in addition to modeling of supports, partitions, and tie 

beams. The discussion further covers the application of the design methods, each suited to its 

respective purpose. Additionally, relevant codes and standards for structural design are 

reviewed. The types of loads considered—along with their type and magnitude—are outlined, 

followed by an enumeration of the load combinations employed in the design process. 

Finally, the geotechnical investigation and its integration into the overall design approach are 

addressed to develop a design that aligns with the site's specific conditions. 

1.2 Project description 

The building is located near An-Najah University, specifically in the northern sector of the 

new university campus (32°13'45"N 35°13'35"E). Figure 1.1 shows the location of the 

22 



 

project. The structure consists of multiple levels, including a basement, a ground floor, five 

upper floors, a roof, and a top roof. 

The design reflects careful consideration of both functionality and aesthetic appeal, aiming to 

offer a high-quality living environment that complements the surrounding campus 

infrastructure. 

The total built-up area of the project encompasses 13,067.61 m² as shown in Figure 1.1, 

while the site area covers 2,142.66 m². This allocation ensures optimal use of the available 

land, allowing for a well-balanced design that meets both functional and spatial requirements. 

 
Figure 1.1: Site location and area 

1.2.1 Project elevation 

The elevation of the project site is 550m above sea level as shown in Figure 1.2 adapted 

from Google Earth. This elevation data provides a crucial understanding of the site’s 

topography and will play a key role in the overall design and structural considerations of the 

building. 

 
Figure 1.2: Site elevation 

 

23 



 

1.2.2 Floor details 

Each floor features a unique description with varying areas, as detailed in Table 1.1. All floor 

areas are calculated approximately, the elevation of each floor is specified, along with a 

description of its intended use. 

Table 1.1: Floor details 
Floors Area (m2) Level (m)  Description 

Basement  123 -3.35 
Fire fighting water tank, Domestic water tank, Pump room,    

Staircase-02, Lift 1, Lift 2.  

Ground floor 463 0.6 

Generator room, Disabled toilet, TEL. Room, CCTV Room,   

LV Room, Guard Room, Transformer RM, H.V Room, 

Staircase-01, Garbage Room, Entrance lobby, lift lobby, 

corridor, Staircase-02, pump room access, retail-01, retail-02, 

lift-01, lift-02, garbage room,  Reception desk, FHR,W.M 

cabinet. 

Typical floors 

Floor (1 to 5) 
567 

5 

8.55 

12.1 

15.65 

19.2 

Lift-01, Lift-02, Staircase-01, Staircase-02, Corridor,     

Telephone room, Electric room, garbage room,Bedroom (#5), 

Master bedroom(#4), living room (#4), balcony (#4), kitchen 

(#4), bathroom (#12), FHR, store (#1). 

Floors Area (m2) Level (m)  Description 

Roof  567 22.75 

Lift-01, Lift-02, Staircase-01, Staircase-02, Tele room, 

Garbage room, GSM room, Chiller-01, Chiller-02, Ladder, 

Water tank, LPG tank, Electric room, MCC room,  

Chilled water pump room     

Top roof 185 26.2 
 

 

24 



 

1.2.3 Wall Specifications 

The exterior walls of the building are composed of  layers arranged from outside to inside as 

follows: 50 mm stone, 50 mm concrete, a steel mesh, 200 mm reinforced concrete,  30 mm 

foam, 100mm block wall, and 20mm plastering layer.This design enhances durability and 

structural integrity, ensuring durability and structural integrity around the structure. For the 

interior walls, 10 mm concrete blocks are used, with an additional 20 mm layer of plaster 

applied to each side, providing smooth finishes and improved insulation. 

1.2.4 Main plans  

The main plans of the project can be viewed in Appendix A. All  plans and other drawings 

are included in appendices. 

1.3  Analysis and design principles 

The supports in the structure were considered as fixed supports to represent the foundations. 

External walls were included in the modeling as reinforced concrete bearing walls, while 

internal partitions were not modeled but their weight was incorporated into the calculation of 

superimposed dead loads. Additionally, tie beams between the foundations were adopted and 

designed using the ultimate design method. Computer applications (SAP 2000 & ETABS) 

were employed for structural modeling, where slabs and walls were represented as area 

elements and beams and columns as line elements. 

1.4 Codes and standards 

Codes give specific requirements for materials, structural analysis, reinforcement details, etc. 

These requirements work as a limitation for structural design to guarantee various aspects 

such as integrity of structure, avoiding sudden collapse, and other contexts. In general, many 

codes are used in design; however, the American Concrete Institute (ACI) code has long been 

a leader and widespread in many regions of the world, same was for Palestine. This code and 

other codes and standards illustrated below: 

● ACI 318-19, (American Concrete Institute). 

● ACI 350-20, (American Concrete Institute). 

25 



 

● ASCE 7-16, (American Society of Civil Engineers): Minimum Design Loads 

for Buildings and Other Structures. 

● ASTM, (American Society for Testing and Materials). 

● Jordanian Code for Loads and Forces 2006. 

The analysis and design of reinforced concrete sections (structural elements) is based on ACI 

318-19 code. ASCE 7-16 is used for determination of loads such as live load, lateral load 

(soil, hydrostatic pressure, and seismic load later on); however, snow load, specifically, is 

based on the Jordanian Code rather than ASCE 7-16 for more realistic condition and result as 

it is a local code. Load combinations are also connected with ASCE 7-16. For materials 

specifications, ASTM governs concrete materials and reinforcing steel characteristics in 

detail. 

1.5 Materials 

Materials of structural and non-structural elements included in this project are discussed 

below. 

1.5.1 Materials of structural element 

All structural members are made of reinforced concrete due to its ability to resist both tension 

and compression forces that would be applied simultaneously on a section. Reinforced 

concrete consists of: 

● Reinforcing steel: grade-60 steel, ASTM A615 and ASTM A706. Table 1.2 shows 

reinforcing steel properties. 

● Concrete: normal weight concrete (cement in mixture: Type 1 portland cement). Table 

1.3 shows concrete properties. 

26 



 

Table 1.2: Reinforcing steel properties 
Reinforcing steel bar Value 

Steel grade   Grade 60  

Yield strength, fy 420 MPa  

Modulus of elasticity, Es 200 Gpa   

Ultimate strength, fu 620 MPa  

Table 1.3: Concrete properties 
Concrete  Value   

Unit weight , γc 25 KN/m3  

Poisson's  ratio , ν 0.2  

Compressive strength, fc 28 

Modulus of elasticity, Ec   4700(√fc) = 24870 MPa 

Modulus of rupture, fr  0.62(√fc) = 3.28 MPa 

1.5.2 Materials of non-structural elements 

In any structure, some parts of it aren’t structurally valuable but essential for many reasons 

related to architecture and utilization. These parts usually have an ignorable weight and create 

loads that should be taken into consideration for design. Table 1.4 illustrates materials of 

non-structural elements with their purpose and expected loads. 

 

 

 

 

27 



 

Table 1.4:  Materials of non-structural elements 
Material Description Thickness / Notes Unit Weight (KN/m3 )1 

Tile in general  
Durable material for floors and walls, 

moisture-resistant and versatile in 

design. 

 10 mm thick / Ceramic tiles 26 

Fill under tiles Crushed stone sand (fine aggregate) 120 mm thick 18 

Cement mortar  Mixture of cement, sand, and water 

used to bind bricks, tiles, and blocks. 

 thickness: 20 mm under tiles 

and 10 mm between blocks 
23 

Granite tiles Natural stone valued for its elegance 

and durability.. 

30 mm / used for stairs tiling 

works 
26 

Steel handrail Handrail is erected along stair length 

for safety 
900 mm height  0.36 KN/m 

Masonry stone  
Used in construction and landscaping, 

valued for their aesthetic appeal and 

versatility in enhancing design 

50 mm/ Matabeh (composition: 

limestone, crystalline). covers 

the outer face of the exterior 

wall 

26 

Concrete blocks 

A mix of Portland cement, aggregates, 

and water, used for interior partitions 

for sound insulation and for thermal 

insulation in exterior walls. 

100 mm for interior walls 15 

Plastering layer 
Mix of water, sand, and cement or 

gypsum used to create a smooth finish 

on walls and ceilings 

20 mm each side 23 

Gypsum Soft mineral used for plastering and 

drywall 
 13.7 

Aluminum  Lightweight, corrosion-resistant metal 

for windows, doors, and cladding 
 27 

Compacted fill Compressed soil or aggregate providing 

a stable base for construction 
 18 

Bitumen Rolls Flexible sheets for waterproofing roofs 

and foundations. 
4 mm 0.35 

 Concrete screed 
Flat layer of concrete applied to floors, 

providing a smooth and level surface 

for flooring materials. 

1% sloping  23 

Spray foam 
Used between the external wall and the 

internal concrete block wall beside in 

order to enhance thermal insulation. 

30 mm 0.3 

1 The unit weights of nonstructural materials were adapted based on the minimum values specified in ASCE 
7-16, Table C3.1-1, ensuring consistency with code-prescribed loading assumptions. 
 

28 



 

1.6 Loads 

1.6.1 Gravity loads 

● Dead load: self weight of structural elements. 

● Superimposed dead load: (SD) KN/m2, values of superimposed dead load are 

mentioned in Table 1.5. 

● Live load: The weight of people, furniture and moving equipment, which can vary 

over time. Values of live load are mentioned in Table 1.6. 

● Exterior wall load=8 kN/m2. 

Table 1.5: Superimposed Dead Load 
Number of floor Name  SD (kN/m2)2 

1 Basement 3.5 

2 Ground floor 4 

3 First Floor 3.5 

4 Second Floor 3.5 

5 Third Floor 3.5 

6 Fourth Floor 3.5 

7 Roof 3.5 

2 The superimposed dead load was calculated manually on a per-square-meter basis, using the unit weights listed 
in Table 1.4. 

29 



 

Table 1.6: Live Load 
Building Type Load (kN/m2)3 

Ground Floor (retail commercial units) 5 

Ground Floor ( H.V, L.V, Generators) 12 

Residential (Private rooms and their corridors) 2 

Residential (public rooms and their corridors) 5 

Stairs and Exit ways 5 

Garages 3 

Roof 5 

Roof (side of water tanks and chillers) 12 

Basement (contain pumps rooms and water tanks) 12 

 

Live load values varied across the ground floor, with some areas having values of 5kN/m² 

and others at 12 kN/m². Both values were incorporated into the analysis and design, each 

applied according to its specific area. The roof was divided into two zones: one with a 12 

kN/m² load for the chiller and water tank areas, and the other with a 5 kN/m² load for 

remaining sections. For residential floors, a uniform live load of 3 kN/m² was selected, as 

typical values ranged between 2 kN/m² and 5 kN/m². 

1.6.2 Snow load 

Snow loads were included in the calculations based on the equation shown in Figure 1.3 

from the Jordanian Code for Loads and Forces (2006), which depends on the elevation 

above sea level. 

● H= 550 m above mean sea level. 

● (H-400)/320= (550-400)/320= 0.5 KN\m2 

● Snow load= 0.5 KN/m2 

3 The live load was determined based on the minimum values specified in ASCE 7-16, Table 4.3-1, ensuring 
alignment with code-prescribed occupancy-based loading requirements. 

30 



 

 
Figure 1.3: Table 3-5, Jordanian Code for Loads and Forces (2006) 

According to ASCE 7-16, Standards recommend a minimum value of snow load for 

low-slope roofs depending on risk categories which, in turn, depends on use of structure and 

occupancy. 

Regarding the risk category, Table 1.5-1 in ASCE 7-16 standards, Risk Category of 

Buildings and Other Structures for Flood, Wind, Tornado, Snow, Earthquake, and Ice Loads, 

risk category II is suitable for residential structures as shown in Figure 1.4. And referring to 

Table 7.3-4 (from ASCE 7-16), as shown in Figure 1.5. 

Snow load will be considered as the minimum value (from ASCE 7-16). 

 
Figure 1.4: Risk Category of Buildings and Other Structures for Flood, Wind, Tornado, Snow, 

Earthquake, and Ice Loads (ASCE 7-16 Table 1.5-1) 

 

31 



 

 
Figure 1.5: Minimum snow loads for Low-Slope roofs (ASCE 7-16 Table 7.3-4) 

1.6.3 Lateral loads 

1. Soil load:  

Lateral Load of soil = h * 𝛾soil * k. 

2. water load: 

Lateral Load of water = h * 𝛾w. 

Where: h is the height (distance from water top surface to point of interest) (m). 𝛾soil 

and 𝛾w are the unit weights of soil and water respectively (kN/𝑚³). 

These loads take place on the retaining walls in the basement (soil pressure) and on the 

walls of the water tank (fluid pressure). The topic of seismic load  and wind load will be 

studied and addressed in Graduation Project II. 

1.7 Load combinations 

As mentioned earlier, the Ultimate Design Method was considered for the design, referring to 

the following load combinations sourced from Section 2.3.1 of ASCE 7-16: 

1.7.1 Symbols 

1. D = Dead load 

2. L = Live load 

3. Lr = Roof live load 

4. S = Snow load 

5. R = Rain load 

32 



 

6. W = Wind load 

1.7.2 Basic load combinations for strength design 

The following load combinations are the basic combinations for strength design. They were 

sourced from section 2.3.1, Chapter 2, ASCE 7-16. 

1. 1.4D 

2. 1.2D + 1.6L 

3. 1.2D + 1.6L + 0.5(Lr OR S OR R) 

4. 1.2D + 1.6(Lr OR S OR R) + (L OR 0.5W) 

5. 1.2D + 1.0W + L + 0.5(Lr OR S OR R) 

6. 0.9D + 1.0W  

1.7.3 Basic load combinations for allowable stress design 

The following load combinations are the basic combinations for allowable stress design. 

They were sourced from section 2.4.1, Chapter 2, ASCE 7-16. 

1. D. 

2. D + L. 

3. D + (Lr or 0.7 S or R). 

4. D + 0.75L + 0.75 (Lr or 0.7 S or R). 

5. D + 0.6(W or WT). 

6. D + 0.75L + 0.75 (0.6(W or WT)) + 0.75L + 0.75 (Lr or 0.7 S or R). 

7. 0.6D + 0.6(W or WT). 

1.7.4 Basic combinations with seismic load effects. 

Seismic load combinations were sourced from the same standard, Section 2.3.6, and can be  
summarized as follows: 

1. 1.2D+ Ev + Eh + L+ 0.2S  

2. 0.9D − Ev + Eh 

33 



 

Where Ev and Eh are defined in Section 12.4.2 or 12.14.3.1 of the code: 

Eh = ρQE  (12.4-3) 

Ev = (0.2SDS)D      (12.4-4a) 

Where:  

● QE = effects of horizontal seismic forces from V or Fp (where required by Section 
12.5.3 or 12.5.4, such effects shall result from application of horizontal forces 
simultaneously in two directions at right angles to each other) 

● ρ = redundancy factor, as defined in Section 12.3.4 of ASCE 7-16 
● SDS = design spectral response acceleration parameter at short periods obtained from 

Section 11.4.5 of ASCE 7-16  
● D = effect of dead load 

1.8 Geotechnical investigation 

Geotechnical investigation is the major process for determining soil mechanical properties, 

through which a designer selects the most appropriate type of footings that withstand loads of 

the structure. No soil tests were made for the land of interest, that is, the land that the building 

is established on. However, credibility has been given to geotechnical data that pertains to a 

nearby land, 200 meters far away, Figure 1.6 exhibits the exact location of the site with 

coordinates. Referring to Hijjawi Construction Labs, and after performing a borehole test for 

three soil samples, a geotechnical investigation report for this land was obtained. The main 

characteristic that is required in the design of the foundation phase is the soil allowable 

bearing capacity. The soil internal friction angle (ø) in lateral load calculation for retaining 

walls, in addition to unit weight. All of these characteristics are presented and discussed 

below. Other details are given in the attached file (geotechnical investigation report), 

including a description of test works, assumptions, and recommendations. 

34 



 

 
Figure 1.6: Nearby site location and coordinates 

Calculations of the ultimate bearing capacity are based on Terzaghi equation: 

qult = C NC + 𝛾o DNq + 0.5 𝛾1 B N𝛾                (Terzaghi equation) 

Results of this test are as follows: 

● Soil internal friction angle(ø)=20॰. See Figure 1.7. 

● Allowable bearing capacity=250 kN/m² (factor of safety=3). See Figure 1.8. 

● Unit weight 𝛾S=18 kN/m3. See Figure 1.8. 

The coefficient of the soil lateral pressure (k) is crucial for soil pressure calculations in the 

retaining walls in the basement, it can be determined using the equation below, where the 

wall deflects away from soil and active behavior is considered.  

K  =   1−𝑠𝑖𝑛 Ø
1+𝑠𝑖𝑛 Ø

For angle  equals 20°, K=0.49, where: Ø

 = 0.49 
1−𝑠𝑖𝑛 20
1+𝑠𝑖𝑛 20

K active= 0.49. 

1-sin20= 0.66. 

35 



 

K static= 0.66.  

 
Figure 1.7: Angle of internal friction for the three samples 

 
Figure 1.8: Bearing capacity calculation 

 

36 



 

CHAPTER 2: PRELIMINARY DIMENSIONS 

2.1 General 

This chapter presents the preliminary dimensions of the project structural elements, including 

the slab, beams, columns, and walls. All dimensions were determined according to the 

specifications outlined in ACI 318-19 (American Concrete Institute). These preliminary 

dimensions must be verified and could be adjusted based on further checks in Chapter 3. 

2.2 Lateral and gravity forces resisting systems 

Dimensions and sections were determined assuming the structure is subjected only to gravity 

loads. Lateral load design will be addressed in Part II of the Project. The gravity load 

resisting system is composed of perimeter bearing walls, interior walls at staircases and 

elevators, and few interior columns. 

2.3 Slabs structural systems 

The structural slab for this project is a solid slab, which is commonly used in residential, 

commercial, and social buildings. This type of slab offers enhanced strength, greater 

durability, sound insulation, and improved fire resistance. Furthermore, the solid slab was 

chosen primarily for its ability to withstand seismic forces, making it an ideal choice for 

earthquake resistance. Solid slabs provide better performance in resisting seismic loads 

compared to other types of slabs. So it is better to be used in design. 

The structural slab is a two-way solid slab, which ensures the structure's durability by 

effectively distributing loads to the supporting beams and columns. The slab's preliminary 

thickness is discussed in Section 2.4. 

2.4 Preliminary slab thickness and loads  

As mentioned in Section 2.3, the slab structural system is a two-way solid slab. The slab 

thickness is determined in Figure 2.1, based on the longest span in a typical floor plan, which 

measures 8.45 meters. 

37 



 

Figure 2.1: Minimum thickness of two way slab4 
Ln= 8.45m. 

Preliminary thickness=8.45/33= 0.25 m, so the preliminary thickness is 250mm. 

2.5 Preliminary dimensions of beams: continuous beams and frames 

Beams were placed along the exterior walls of the building, eliminating the need for interior 

beams. The longest span on a typical floor is shown in Figure 2.2, measuring 8.45 meters. 

The beam depth is determined based on Figure 2.3. 

 

 
Figure 2.2: Typical floor plan 

 

4 Adapted from ACI 318-19, Table 8.3.1.1 – Minimum Thickness of Nonprestressed Two-Way Slabs Without 
Interior Beams. 

38 



 

 
Figure 2.3: Minimum depth of beam5 

Based on the information in the Figure 2.3, minimum depth h is equal to L/18.5. 

h (depth)= L/18.5. 

h (depth)= 8.45/18.5= 0.456 m. Take h (depth)= 0.5 m = 500 mm.  

Beam width b= 300 mm. 

2.6 Preliminary dimensions of columns: tributary area computations 

Exterior columns were used mainly for structural integrity, as beams with a 300 mm width 

are essential for adequate development length, whereas the 200 mm wall thickness alone 

could not support this requirement.Thus, these beams were supported by columns with 

dimensions of 300 mm x 500 mm for enhanced stability and integrity.  Some of these 

columns (in the lower part of each floor) were 500 mm x 500 mm for architectural purposes 

in the ground floor, see Figure 2.4. 

Interior columns were sized using the tributary area method to account for load distribution 

across each floor. Some interior columns were adjusted with a factor to increase their size, 

especially for columns subject to unbalanced moments due to irregular load distribution, 

particularly those on upper floors where axial load decreases, making moments more 

impactful. These columns were designed to reduce in size on higher floors to match the 

reduced load. Table 2.1 illustrates the preliminary dimensions and tributary areas of the 

interior columns across floors, with more details available in the attached Excel sheet for this 

report. Figure 2.4 shows gridlines and interior columns locations. 

 

 

5 Adapted from ACI 318-19, Table 9.3.1.1 – Minimum Depth of Nonprestressed Beams. 

39 



 

Table 2.1: Preliminary dimensions of the interior columns 

40 

Floors Column 
Suggested 

Length(m) 
Suggested Width(m) Tributary Area (m2) 

Fifth Floor 

G7 0.3 0.3 15.5 

N11 0.3 0.3 24 

G11 0.3 0.3 28 

N15 0.3 0.3 28 

N21 0.3 0.3 36 

G23 0.3 0.3 28.5 

G27 0.3 0.3 18 

Fourth  

Third 

second 

Floors 

 

G7 0.3 0.6 15.5 

N11 0.3 0.6 24 

G11 0.3 0.6 28 

N15 0.3 0.6 28 

N21 0.3 0.6 36 

G23 0.3 0.6 28.5 

G27 0.3 0.6 18 

Ground and First 

Floors 

G7 0.3 0.8 15.5 

N11 0.3 0.8 24 

G11 0.3 0.8 28 

N15 0.3 0.8 28 

N21 0.3 0.8 36 

G23 0.3 0.8 28.5 

G27 0.3 0.8 18 

Basement Floor 

N21 0.3 0.8 36 

G23 0.3 0.8 28.5 

G27 0.3 0.8 18 



 

s.  
Figure 2.4: Gridlines and interior columns locations 

2.7 Preliminary dimensions of walls 

Walls in this project will function as bearing walls to handle structural loads. Bearing walls 

are used in the basement, staircase, and elevator areas. The wall thickness (h) will be 

determined based on Figure 2.5. 

 
Figure 2.5: Minimum thickness h and wall type.(ACI 318-19 Table 11.3.1.1)   

According to Figure 2.5, the wall thickness h is determined as 1/25  of the lesser value 

between the unsupported length and unsupported height, so the exterior basement is 

measured to have a thickness of 190mm, (standardization of numbers). Therefore, a thickness 

of 300 mm for the interior walls of the elevator, stairwell, and walls of the basement. The 

perimeter wall of other floors is a bearing wall of 200 mm thickness. 

41 



 

CHAPTER 3: THREE-DIMENSIONAL ANALYSIS AND 

DESIGN  

3.1 General  

This chapter presents the analysis and design process conducted using ETABS software. It 

begins by outlining the modeling procedure, followed by verification of the preliminary 

member dimensions introduced in Chapter 2. Where necessary, adjustments were made based 

on analysis results. Key structural checks were then carried out, leading to the final design of 

all members, which are detailed in this chapter. 

3.2 Structural modeling of the building  

3.2.1 Units 

The units used for designing the structure and interpreting the results from ETABS are 

illustrated in Figure 3.1. These units include meters (m) for length, Kilo Newtons (kN) for 

force, and degrees Celsius (°C) for temperature. 

 
Figure 3.1: Consistent unit 

3.2.2 Gridlines 

The grid lines utilized in the ETABS model were determined based on column spacing, the 

interior walls of the elevator and stairwell, the basement layout, and the exterior walls.    

Table 3.1 presents the distances between a grid line and another in both the X and Y 

directions. The elevations of each story were established from the floor finish level to  the 

next floor finish level between stories. These elevations are detailed in Table 3.2, which 

illustrates the elevation of each level. The grid lines in X and Y axes are shown in Figure 3.2. 

42 



 

Table 3.1: Grid lines ordinates 
Grid ID X ordinate (m) Grid ID X ordinate (m) Grid ID Y ordinate (m) 

A 0 O 23.8234 1 0 

B 1.35 P 24.5 2 0.55 

C 2.65 Q 27.5 3 4.75 

D 5.5 R 29.3 4 5.45 

E 6.899 S 30.65 5 6.6 

F 9.063 T 33.55 6 7.7 

G 10.4 U 34.85 7 7.862 

H 12.401 V 36.2 8 8.75 

I 14.755 W 39.205 9 9 

J 15.95 - - 10 10.75 

K 16.4375 - - 11 11.35 

L 18.1 - - 12 13.101 

M 20.25 - - 13 17 

N 23.15 - - 14 18.1 

Table 3.2: Stories elevations 
Story Elevation (m) 

Story9 (roof) 29.65 

Story8 (5th) 26.2 

Story7 (4th) 22.65 

Story6 (3rd) 19.1 

Story5 (2nd) 15.55 

Story4 (1st) 12 

Story3 (Ground Floor) 8.45 

Story2 (Basement) 4.05 

Story1 1 

Base 0 

 

43 



 

 
Figure 3.2: Grid lines in X and Y axes 

3.2.3 Materials 

The materials used in the design modeling are as following: 

● Concrete material property is shown in Figure 3.3, and the compressive strength used 

is 28 MPa. 

● Rebar steel material property is shown in Figure 3.4, and the yielding strength of the 

tendon is 420 MPa and the Ultimate strength is 620 MPa with a Grade 60. 

44 



 

 
Figure 3.3: Concrete material property 

 
Figure 3.4: Rebar material property 

 

45 



 

3.2.4 Frame properties 

The frame properties for beams and columns in the model include material specifications, 

section shapes, and dimensions. Beam properties are shown in Figure 3.5, while column 

dimensions and their respective frame properties are detailed in Figure 3.6. Columns oriented 

in opposite directions were defined with the same properties for consistency in the model. 

Properties of slabs and walls were also defined in the model. Slab properties are shown in 

Figure 3.7. Wall properties were defined for two thicknesses: 200 mm, as shown in Figure 

3.8. These definitions ensure accurate material behavior and load transfer in the structural 

analysis. 

 
Figure 3.5: Beam frame section properties 

 

46 



 

 
Figure 3.6: Column 300*500 frame section properties 

 
Figure 3.7: Slab section properties 

 

47 



 

 

 
Figure 3.8: Wall section properties 

3.2.5 Section modifiers 

Section modifiers were applied in the ETABS model to adjust the stiffness properties of 

structural elements such as beams, columns, slabs, and walls. These modifiers account for 

material behavior under various loading conditions and ensure realistic simulation results by 

incorporating factors such as cracking, shrinkage, and creep. Applying section modifiers 

allows for more accurate analysis and design of the structural system. 

Modifiers for each section were applied as follows: 

● Beams: Modifier values are shown in Figure 3.9. 

● Columns: Modifier values are shown in Figure 3.10. 

● Slabs: Modifier factors are shown in Figure 3.11. 

● Walls: Modifier details are shown in Figure 3.12. 

These figures highlight the stiffness adjustment factors used in the ETABS model for each 

structural element. 

48 



 

 
Figure 3.9: Beam section modifiers 

  
Figure 3.10: Column section modifiers 

 

 

49 



 

 
Figure 3.11: Slab section modifiers