1 
 

 

  

  

  

  

  

  

  

  

  

  

  

  

 جامعة الوطنية النجاح

 و تكنولوجيا كلية الهندسة

 المعلومات

An - Najah  National University 

Faculty of Engineering and  

Information Technology 

  

Graduation Project  Report  I I  

  

  

Design of Sahab building at Palestine -Nablus 

Prepared By   

Ashraf Abu-Aziza _ 11821466 

Aqeel Hassoun _ 11820499 

Mohammad Zaiter_ 11820097 

Under supervision of:  Dr.  Mohammad Samaaneh 

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

  Spring 2022-2023   

  



 
 

2 
 

ACKNOWLEDGEMENT: 
 

In the name of God, the Most Merciful, who provided us with strength and 

patience in order to accomplish this project, and if it were not for the grace of God, 

this project would not have been completed. Praise be to God always. We also 

send words of love, thanks, and appreciation to our supervisor Dr. Mohammad 

Samaaneh, who was like our father, sharing information with us, and his constant 

support for us at any time and under any circumstances, and his help for us to 

complete this project, thank you from the heart. We also send words of love, 

compassion, and gratitude to our parents who stayed up for nights and prayed for 

us until we got to where we are now, so thank you, and may God bless you with 

health and wellness. We also thank Artpic Architects & Engineers Company that 

provided the architectural plans for this project, so you all have the credit for us, 

thank you from the heart. 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



 
 

3 
 

DEDICATION: 
 

This report was written by students at the Civil Engineering Department in the 

faculty of Engineering at 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 student(s). 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. 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 



 
 

4 
 

Table of Contents 
 

ACKNOWLEDGEMENT: ........................................................................................................................ 2 

DEDICATION: ........................................................................................................................................... 3 

Table of Contents ........................................................................................................................................ 4 

List of Figures: ............................................................................................................................................ 6 

List of Tables: .............................................................................................................................................. 7 

ABSTRACT: ............................................................................................................................................... 9 

1 Chapter1: INTRODUCTION .......................................................................................................... 10 

1.1 Purposes of the chapter ............................................................................................................ 10 

1.2 Project description .................................................................................................................... 10 

1.3 Analysis and design principle................................................................................................... 12 

1.4 Geotechnical investigation ........................................................................................................ 12 

1.5 Codes and standards: ............................................................................................................... 12 

1.6 Materials: ................................................................................................................................... 13 

1.6.1 Structural elements ........................................................................................................... 13 

1.6.1.1 Concrete ......................................................................................................................... 13 

1.6.1.2 Reinforcing steel:........................................................................................................... 15 

1.6.2 Non-structural elements: .................................................................................................. 15 

1.7 Seismicity of the Site and Structure: ....................................................................................... 17 

1.7.1 Seismicity of the site: ......................................................................................................... 17 

1.7.2 Seismicity of the Structure: .............................................................................................. 21 

1.7.2.1 Risk category ................................................................................................................. 21 

1.7.2.2 Seismic design category: ............................................................................................... 23 

1.8 Load ............................................................................................................................................ 24 

1.8.1 Gravity load: ...................................................................................................................... 25 

1.8.1.1 Dead load ....................................................................................................................... 25 

1.8.1.2 Superimposed dead ....................................................................................................... 25 

1.8.1.3 Live load ......................................................................................................................... 31 

1.8.2 Lateral load ........................................................................................................................ 31 

1.9 Load combinations: .................................................................................................................. 31 

1.9.1 Service load combinations: ............................................................................................... 32 

1.9.2 Ultimate load combinations: ............................................................................................ 33 



 
 

5 
 

2 CHAPTER 2: PRELIMINARY DESIGN: ..................................................................................... 34 

2.1 General: ..................................................................................................................................... 34 

2.2 Preliminary thickness of slab : .................................................................................................. 34 

2.2.1 Preliminary slab thickness for the Ground floor: .......................................................... 35 

2.2.2 Preliminary slab thickness of first to fourth floor: ........................................................ 36 

2.2.3 Preliminary slab thickness from fifth to ninth floors: ................................................... 37 

2.3 Preliminary slab thickness and widths For Beams: ............................................................... 38 

2.4 Preliminary dimensions of Column: ....................................................................................... 40 

3 Chapter 3: THREE-DIMENSIONAL ANALYSES ...................................................................... 42 

3.1 General: ..................................................................................................................................... 42 

3.2 Structural modeling of the building: ....................................................................................... 42 

3.3 Evaluation of preliminary design: ........................................................................................... 56 

3.4 Verification of structural analysis: .......................................................................................... 56 

3.4.1 Compatibility of the structure: ........................................................................................ 56 

3.4.2 Equilibrium of the structure: ........................................................................................... 58 

3.4.3 Verification of internal forces: ......................................................................................... 61 

4 Chapter 4 ........................................................................................................................................... 68 

4.1 General ....................................................................................................................................... 68 

4.2 Modeling: ................................................................................................................................... 68 

4.2.1 Response Spectrum Definition: ........................................................................................ 69 

4.3 Design checks: ........................................................................................................................... 74 

4.3.1 General: ............................................................................................................................. 74 

4.3.2 Base shear check: .............................................................................................................. 74 

4.3.3 drift check: ......................................................................................................................... 79 

4.3.4 P-delta check: .................................................................................................................... 81 

4.3.5 Structural irregularity ......................................................................................................... 85 

4.3.6 check deflection.................................................................................................................. 85 

5 .Design verification ............................................................................................................................. 87 

5.1 Beam design verification ............................................................................................................ 87 

5.2 Column design verification ........................................................................................................ 88 

6 .Design of structural element ............................................................................................................ 90 

6.1 Design of slab ............................................................................................................................. 90 

6.2 Design of beams ......................................................................................................................... 94 



 
 

6 
 

6.3 Design of columns ...................................................................................................................... 99 

6.4 Design For shearwall ................................................................................................................ 105 

6.5 Design of staircase .................................................................................................................... 107 

6.REFRENCES ....................................................................................................................................... 112 

 

 

 

 

 

 

List of Figures: 
 

Figure 1.1  Sahab building ----------------------------------------------------------------------------------------- 11 
Figure 1.2 Sahab Building ----------------------------------------------------------------------------------------- 11 
Figure 1.3 Palestine seismic hazard map ------------------------------------------------------------------------ 18 
Figure 1.4 acceleration parameters maps ----------------------------------------------------------------------- 19 
Figure 1.5 Slab cross-section -------------------------------------------------------------------------------------- 25 
Figure 1.6 Partition cross-section -------------------------------------------------------------------------------- 26 
Figure 1.7 Perimeter wall ------------------------------------------------------------------------------------------ 29 
Figure 3.1 model of the structure in ETABS. ------------------------------------------------------------------ 42 
Figure 3.2 Material properties for all Slabs, beam, columns and walls concrete ------------------------ 44 
Figure 3.3Figure:  Section properties for Beam 320*300mm ----------------------------------------------- 45 
Figure 3.4 Section properties for Beam 320*600mm --------------------------------------------------------- 46 
Figure 3.5 Section properties for Beam 320*800mm --------------------------------------------------------- 46 
Figure 3.6 Section properties for Beam 320*1000mm -------------------------------------------------------- 47 
Figure 3.7 Section and Modifiers for columns 800*300 ------------------------------------------------------ 48 
Figure 3.8 Section and Modifiers for columns 950*300 ------------------------------------------------------ 48 
Figure 3.9 Section and Modifiers for columns 1000*300----------------------------------------------------- 49 
Figure 3.10 Section properties for one-way ribbed slab 320mm ------------------------------------------- 50 
Figure 3.11 Section properties for two-way ribbed slab 320mm ------------------------------------------- 50 
Figure 3.12 Section properties for wall 200mm ---------------------------------------------------------------- 51 
Figure 3.13 Section properties for wall 300mm ---------------------------------------------------------------- 52 
Figure 3.14 Load patterns ----------------------------------------------------------------------------------------- 53 
Figure 3.15 Load combination ------------------------------------------------------------------------------------ 53 
Figure 3.16 Concrete frame design preferences for ACI 318-14 ------------------------------------------- 54 
Figure 3.17 Concrete frame design overwrites for ACI 318-14 --------------------------------------------- 55 
Figure 3.18  Supports of the structure --------------------------------------------------------------------------- 55 
Figure 3.19 Compatibility of the structure --------------------------------------------------------------------- 57 
Figure 3.20 The first value of negative moment using ETABS software ---------------------------------- 62 

https://d.docs.live.net/89b217a96e074be4/Desktop/مشروع_تخرج1.docx#_Toc124939234


 
 

7 
 

Figure 3.21 The second value of negative moment using ETABS software ------------------------------ 63 
Figure 3.22  The value of positive moment using ETABS software ---------------------------------------- 64 
Figure 3.23 negative moment in the span using ETABS software------------------------------------------ 65 
Figure 3.24 negative moment in the span using ETABS software------------------------------------------ 66 
Figure 3.25 of positive moment in the span using ETABS software --------------------------------------- 67 
Figure 4.1 Response Spectrum Definition from ETABS ----------------------------------------------------- 70 
Figure 4.2 Load case in X direction ------------------------------------------------------------------------------ 71 
Figure 4.3 Load Case in Y direction ----------------------------------------------------------------------------- 72 
Figure 4.4 Mass Source definition -------------------------------------------------------------------------------- 73 
Figure 4.5 Diaphragms definitions ------------------------------------------------------------------------------- 73 

Figure 4.6 Cross section for slab (X-direction)--------------------------------------------------------------------------92 

Figure 4.7 Top view of slab Reinforcement ----------------------------------------------------------------------------94 

Figure 4.8 Reinforcement for beams -------------------------------------------------------------------------------------96 

Figure 4.9 Cross section For beam3 --------------------------------------------------------------------------------------97 

Figure 4.10 longitudinal section-------------------------------------------------------------------------------------------98 

Figure 4.11 Cross section For Beam2-------------------------------------------------------------------------------------98 

Figure 4.12 Cross section for beam1--------------------------------------------------------------------------------------99 

Figure 4.13 Cross section for beam5 -------------------------------------------------------------------------------------99 

Figure 4.14 Cross section in column------------------------------------------------------------------------------------101 

Figure 4.15 General longitudinal section in column ----------------------------------------------------------------102 

Figure 4.16 Cross section in column-------------------------------------------------------------------------------------104 

Figure 4.17 Cross section in column ------------------------------------------------------------------------------------104 

Figure 4.18 Reinforcement for staircase -------------------------------------------------------------------------------112 

 

 

 

  

 

 

List of Tables: 
 

Table 1-1 The height, finish ground level, and area for each floor of the building --------------------- 10 
Table 1-2  Material used in design and their specific gravity according to Jordanian code ---------- 17 

https://d.docs.live.net/89b217a96e074be4/Desktop/مشروع_تخرج1.docx#_Toc124939260


 
 

8 
 

Table 1-3 Site Coefficient, Fa ------------------------------------------------------------------------------------- 20 
Table 1-4 Site Coefficient, Fv ------------------------------------------------------------------------------------- 20 
Table 1-5 Risk category of building and other structures (ASCE 7-16 ----------------------------------- 22 
Table 1-6 Importance Factors of Buildings and Other Structures (ASCE 7-16 Table 1.5-2) --------- 23 
Table 1-7 Seismic Design Category Based on Short Period Response Acceleration Parameter ------ 23 
Table 1-8 Seismic Design Category Based on 1-S Period Response Acceleration Parameter --------- 24 
Table 1-9  Slab superimposed dead load ------------------------------------------------------------------------ 28 
Table 2-1 Minimum depth of non-prestressed beams (ACI 318-14 Table 9.3.1.1) ---------------------- 34 
Table 2-2 Preliminary slab thickness for the Ground floor: ------------------------------------------------ 35 
Table 2-3 Preliminary slab thickness of first to fourth floor: ----------------------------------------------- 36 
Table 2-4 Preliminary slab thickness from fifth to ninth floors: ------------------------------------------- 37 
Table 2-5 Ultimate loads for each slab -------------------------------------------------------------------------- 38 
Table 2-6 widths For Beams --------------------------------------------------------------------------------------- 38 
Table 2-7 Preliminary dimensions of Column ----------------------------------------------------------------- 41 
Table 3-1 Final beams dimension -------------------------------------------------------------------------------- 56 
Table 3-2 Final columns dimension ------------------------------------------------------------------------------ 56 
Table 3-3 Slabs areas and loads ---------------------------------------------------------------------------------- 58 
Table 3-4 Total load on different slabs -------------------------------------------------------------------------- 59 
Table 3-5 Table: Total weight of walls -------------------------------------------------------------------------- 60 
Table 3-6 Total weight of beams ---------------------------------------------------------------------------------- 60 
Table 3-7  Equilibrium check for gravity loads ---------------------------------------------------------------- 61 
Table 4-1 Response Spectrum Modeling parameters --------------------------------------------------------- 68 
Table 4-2 Modal Participating Mass Ratios as obtained from ETABS ----------------------------------- 69 
Table 4-3 Base shear results for response spectrum from as obtained from ETABS: ------------------ 74 
Table 4-4 The value of 𝐂𝐭 an x according to ASCE 7-10 ----------------------------------------------------- 76 

Table 4-5 the value of 𝑪𝒖 according to ASCE 7-10 ----------------------------------------------------------- 76 
Table 4-6 Allowable Story Drift adopted from ASCE7-10 -------------------------------------------------- 80 
Table 4-7 Drift calculation ----------------------------------------------------------------------------------------- 80 
Table 4-8 Value of Total Unfactored vertical design load. -------------------------------------------------- 82 
Table 4-9 stiff values in x direction ------------------------------------------------------------------------------ 82 
Table 4-10 Stiff values in y direction ---------------------------------------------------------------------------- 83 
Table 4-11 the values of theta for all stories in x direction -------------------------------------------------- 84 
Table 4-12 the values of theta for all stories in y direction -------------------------------------------------- 84 
  



 
 

9 
 

ABSTRACT: 
 

       Reinforced concrete structures are one of the most popular structural systems 

used in Palestine. This project is about the structural design of a new residential 

building in the city of Nablus (Sahab building). 

 

      This building consists of nine floors with total area of 4065  m2. This project will 

be divided into two parts. The first part intends to prepare the basic information 

required to facilitate efficient modeling and structural design and analysis of the 

building under static loads. The design of concrete elements is controlled by ACI 

318-14 code. The second phase will be redesign of building considering gravity as 

well as seismic loads. This design will be based on ASCE 7-10 / IBC codes. 

Structural elements such as footings, stairs, columns, beams, slabs and shear walls 

will be completed and finalized in part two. 

 

       To make a mathematical model that represents the reality, 3-D structural model 

will be made using ETABS 2019 program. The analysis is verified using conceptual 

hand calculation for sample output from the program. Detailed design of all 

structural elements for gravity and seismic loads will be done and drawn using 

AutoCAD program in Project 2. 

 

 

 

 

 

 

 



 
 

10 
 

1 Chapter1: INTRODUCTION 
 

1.1 Purposes of the chapter 
 

This chapter will discuss the project as a whole, first section will give a general 

description of the project, which includes the name, location, total area, and the 

number of floors. After that, it Indicates for each floor the contents, the 

approximate area, and the total height. also, it shows architectural plans and 

sections for the structure. The second section is the analysis and design principles, 

which is going to show designed methods such as the Working Stress Method, 

Ultimate Load Method, and Limit State Method. The software that will be used for 

design and analysis is ETABS. The third section will describe the soil type, the 

allowable bearing capacity, and site class. The fourth one will define codes and 

standards that will be utilized in this project. after that, a description will be given 

for materials that make up the building such as the structural elements mainly 

reinforcing bar, concrete. In addition to the non-structural components, such as 

plastering, tiles, and bricks. The most important properties that will be specified for 

concrete are the unit weight, modulus of elasticity, poisons ratio, and concrete 

compressive strength. For reinforcing bars, the properties that will be determined 

are yield strength. Finally, loads of both types: Dead loads, seismic loads, and live 

loads will be defined and set. besides, the load combinations from the code will be 

mentioned. 

 

1.2 Project description 
  

Table 1-1 The height, finish ground level, and area for each floor of the building 

Level Height (m) Area (𝑚2) Use 

Ground floor 3.4 451   main entrance & 

Parking  

(First – fourth) 

floor 

3. 435 apartments 

(Fifth- nineth) 

floor  

3 422 apartments 



 
 

11 
 

 

 

 

Figure 1.1  Sahab building  

 

 

 

 

 

 

 

 

 

 

 
 

Figure 1.2 Sahab Building 



 
 

12 
 

1.3 Analysis and design principle 
 

 Many methods can be used for the design process such as Working Stress Method, 

which is called an Allowable stress method (ASM) is within its range of elastic 

limit. Limit State Method used for Limit Stress with two factors is used for Yield 

Stress and Partial Safety Factor. Ultimate Load Method This method is also called 

‘plastic design. And Ultimate Load Method will be used in this project, they will 

be used as a design method of the building structural elements. For the analysis and 

design process, ETABS software programs will be used. 

 

1.4 Geotechnical investigation 
 The soil information and the nature of the site are obtained after investigations of 

the soil, to determine if a structure can be built on it that is considered safe and 

economical. After conducting the tests, the nature of the area was determined as 

being semi-flat for this project, and it was recognized that the permissible bearing 

capacity of the soil is 166 KN/m2, which means that the soil is defined as Moist 

clay and Sand clay mixture. 

 

1.5 Codes and standards: 
There are many codes in the world that can be used, but choosing the most 

appropriate one considering different variables and each has its own characteristics 

and standards, materials information will be obtained from Jordanian Code for 

loads and forces for structural and nonstructural components - used in the building 

in terms of the characteristics of concrete such as its unit weight .Also, the 

American Society of Civil Engineers (ASCE 7-16) has been relied on as a source 

of information and a reference in the same time associated with wind, and gravity 

loads, in addition to the American Concrete Institute (ACI 318-14) code will be 

utilized for design columns, beams, slabs, and walls, in addition, to obtain the 

yield, compressive strength and modulus of elasticity for concrete material, 

American Society for Testing Materials (ASTM) also will be used for materials 

sections and specifications, yield ultimate strength for reinforcing bars. Also, we 

use International Building Code (IBC- 2012) for seismic loads. 



 
 

13 
 

1.6 Materials: 
 

Materials are the basis for setting up a structural element that is comprised together 

to accomplish such buildings, two types of materials will be explained down 

below. 

 

1.6.1 Structural elements  

 

Concrete and steel are playing a huge role as a fundamental material in building for 

a long time, concrete is a brittle material and has high resistance for compression 

forces on the other side it is a weak material in the tension zone, steel considers as 

ductile material and has an almost similar level of resistance in both tension and 

compression. 

 

1.6.1.1 Concrete 
 

 There are different properties for concrete to look for such as compressive 

strength, unit weight, modulus of elasticity, modulus of rupture, concrete tensile 

capacity, and poisons ratio. In this project, the ACI 318-14 code will be used to 

obtain information on these properties. 

 

• Concrete compressive strength (𝑓𝑐 ′): - 

 

 The limitation values are determined according to ACI 318-14 code (Table 

19.2.1.1). As the normal weight concrete will be used, there is no limitation on the 

maximum value, but the minimum value is equal to 21 MPa. So, the value of 

compressive strength that will be used is 28 MPa, which is equal to 350 kg/cm2 as 

known in the domestic markets and already used in the field. 

 

 

 



 
 

14 
 

 

• Modulus of elasticity (𝐸𝑐): -  

 

Which is the measurement of a material's elasticity and it quantifies a material's 

resistance to non-permanent, or elastic, deformation.  

Calculated as the following equation: 

 𝐸𝑐 = 4700√𝑓𝑐 ′ (in 𝑀𝑃𝑎)  

𝐸𝑐 = 4700√𝑓𝑐 ′ = 4700 × √28 = 24870.06 𝑀𝑃a. 

 

 

• Unit weight (𝛾): 

 

 It’s primarily affected by the unit weight of the aggregate, which varies by 

geographical location and increases with concrete compressive strength, also 

according to the Jordanian code (Table 1-3), the unit weight for plain concrete that 

will be used is 23 KN/m3 and 25 KN/m3 for reinforced concrete. 

 

 

• Poisson's ratio: 

 

 Measures the normal deformation to an applied force, and for the concrete, the 

poisons ratio is equal to 0.2. 

 

 

 

 

 



 
 

15 
 

1.6.1.2 Reinforcing steel: 

 

• Yield strength (𝑓𝑦) 

 18 Represent steel strength, the yield strength is equal to 420 MPa according to 

ASTM A615, and according to ACI 318-14 code (Table 20.2.2.4a). 

 

 

 

• Modulus of elasticity (𝐸𝑝) 

 The common ranges are between 197 and 200 GPa which are commonly used. So, 

the modulus of elasticity of 200 GPa will be chosen. 

 

 

1.6.2 Non-structural elements:  

 

Non-structural elements are those elements within a building that are not 

considered to be part of either the primary or secondary structural systems. 

Examples of non-structural elements include components such as mechanical and 

electrical plants, windows, plastering, doors, tiles, masonry walls, and other non-

load bearing elements. 

 

• Plastering 

The concrete mortar will be at 2cm thickness and unit weight equal to 23 kN/m3. 

 

• Tiles 

 There are many types of tiles such as ceramic, stone, metal, marble and granite, 

the marble type will be used to cover floors with 3cm thickness and unit weight 

equal to 27 KN/𝑚3 . 



 
 

16 
 

 

• Blocks 

 Hollow blocks will be utilized in the project, 20 cm blocks will be used on the 

outer wall (perimeter), and Blocks 10 cm will be used in the internal partitions, 

And the unit weight for them shown in the (Table: 1-2) according to Jordanian 

code. 

 

• Fill material 

 It consists mainly of sand and the different size of aggregate. And the thickness of 

the fill material is considered to be near 10 cm with a unit weight of almost 20 

KN/𝑚3  . 

 

 

• Masonry Stone 

The main purpose of using the stones in building construction for beauty aspect 

and Insulation purposes, there is different types of stone in the domestic markets 

like mofajer (bomber), msemsem, tabzh and matabba, in this project mofajer and 

tabzh will be used, the unit weight depends on the classes of the stones, A = 2.56, 

class B = 2.45 -2.56, class C = 2.16 -2.45. in addition to the Absorption must not 

exceed 3% absorption for Class A and no more than 4.2% for Class B and not 

more than 7.5% of Class C, and all these properties depend on the location that the 

stone extracted from. 

 

 

 

 

 

 

 



 
 

17 
 

The specific gravity of used material shown in Table 1-2: 

 

Table 1-2  Material used in design and their specific gravity according to 

Jordanian code 

Material name γ 

Tiles 27kN/m3 

Mortar 23kN/m3 

filling material 20kN/m3 

Plastering 23kN/m3 

concrete block wall – 200 mm thick 13.5kN/m3 

concrete block wall – 150 mm thick 14kN/m3 

concrete block wall – 100 mm thick 14.5kN/m3 

Stone 27kN/m3 

false ceiling 0.25kN/m3 

Glass 1.5kN/m3 

Solar cells 0.16kN/m3 

 

 

 

 

1.7 Seismicity of the Site and Structure: 
 

This section will discuss the main parameters that determine the effect of 

earthquake on the building and the proper structural system according to these 

parameters: 

 

1.7.1 Seismicity of the site: 

 Seismicity of the site can be determined using several parameters, the major one is 

peak ground acceleration which expressed by Z factor. The Z factor gives the 

hazard associated with earthquake in different regions. Figure 1- 3 show the 

Palestine seismic hazard map with 10% probability of exceedance in 50 years. 



 
 

18 
 

 

Figure 1.3 Palestine seismic hazard map 

 

 

Nablus region, where our building will be built, is classified as zone 2B with 

Z=0.2. 

ASCE 7-10 use the parameters 𝑆𝑠 and 𝑆1 to establish the loading criteria for 

seismic design. 

These parameters are risk targeted. To evaluate these parameters, there are two 

methods as the following: 

1. Empirical formulas have been developed to calculate 𝑺𝒔 and 𝑺𝟏 based 

on Z factor. 

 



 
 

19 
 

𝑺𝒔 = 2.5 x Z ………. (1-1) 

 

𝑺𝟏 = 1.25 x Z ……… (1-2) 

 

 

 

2. Acceleration Parameters Maps: 

 These maps provide the value of 𝑆𝑠 and 𝑆1, there are many sources for these maps 

like USGS web site, SEI web site, and Israel maps, these maps are available with 

2%,5% and 10% probability of exceedance within 50 years. Figure 1- 4   shows the 

Israel acceleration parameters 𝑆𝑠 , 𝑆1 maps for 2% probability of exceedance. 

 

Figure 1.4 acceleration parameters maps 

 

 

In this Project, the acceleration parameters are taken form the maps  



 
 

20 
 

we take 𝑆𝑠 = 0.6 and 𝑆1 = 0.14 

 

 

Soil may have a disastrous effect on the building by amplifying the peak ground 

acceleration. Site-specific soil parameters are used to account for the soil. ASCE 7-

10 gives the values of the amplifying factor 𝐹𝑎 and 𝐹𝑣 as function of site class and 

𝑆𝑠 , 𝑆1 as illustrated in Table 1.3 and Table 1-4: 

 

Table 1-3 Site Coefficient, Fa 

 

Table 1-4 Site Coefficient, Fv 

 

 

For site class D, 𝐹𝑎 = 1.2 and  𝐹𝑣 = 1.65 

Then, the amplified accelerations, 𝑆𝑚𝑠 and 𝑆𝑚1, are: 

𝑆𝑚𝑠= 𝐹𝑎x 𝑆𝑆 = 1.2 x 0.6 = 0.72 



 
 

21 
 

𝑆𝑚1= 𝐹𝑣x 𝑆1= 1.65 x 0  .14  = 0.231 

Design Earthquake spectral response acceleration parameter at short period 0.2s 

(𝑆𝐷𝑆), and at 1s (𝑆𝐷1), shall be determined from the following equation: 

𝑆𝐷𝑆= 
2

3
 x 𝑆𝑚𝑠 = 

2

3
 x 0.72 = 0.48 

𝑆𝐷1= 
2

3
 x 𝑆𝑚1 = 

2

3
 x 0.231= 0.154 

 

 

 

1.7.2 Seismicity of the Structure: 

 

The structure response to earthquake is governed by the ductility of the responding 

system. The design earthquake is established based on the following concept: 

• Risk category 

• Seismic design category 

 

 

1.7.2.1 Risk category 

 A categorization of buildings and other structures for determination of flood, 

wind, snow, ice, and earthquake loads based on the risk associated with 

unacceptable performance. So, the risk category for this structure is II as shown in 

Table 1-5 (ASCE 7-16 Table 1.5-1). 



 
 

22 
 

Table 1-5 Risk category of building and other structures (ASCE 7-16  

Table 1.5-1) 

 

 

 

 

ASCE 7-10 assign importance factor (𝐼𝑒) for seismic design of 1.00 for risk 

category II as shown in table 1-6: 



 
 

23 
 

Table 1-6 Importance Factors of Buildings and Other Structures (ASCE 7-16 

Table 1.5-2) 

 

 

1.7.2.2 Seismic design category: 
 

Seismic design category also associated with the risk of the structure and used in 

evaluating the analytical procedure of seismic analysis and the permitted seismic 

force-resisting system. 

 

Table 1-7 Seismic Design Category Based on Short Period Response 

Acceleration Parameter 

 



 
 

24 
 

Table 1-8 Seismic Design Category Based on 1-S Period Response Acceleration 

Parameter 

 

According to the previous tables the Seismic Design Category is C. 

 

1.8 Load 
 

In any building design, loads are a primary consideration since they determine the 

type and severity of hazards or external forces a building must resist to provide 

acceptable efficiency over the useful life of the structure. The predicted loads depend 

on the planned usage of a building, size, type, and shape. 

 In this section, a set of loads is identified and listed as gravity loads, lateral loads, 

in addition to temperature load. All loads are evaluated either using specifications of 

ASCE (7-16) Minimum Design Loads for Buildings and Other Structures or using 

Jordanian code. 

 

 

 



 
 

25 
 

 

1.8.1 Gravity load: 

 

Gravity loads are all vertical forces that act on a structure. The weight of the 

structure, human occupancy, floor coverings, furniture, machine, and snow are all 

types of loads that need to have a complete load path to the ground. So, detailed 

information about each one will be discussed. 

 

1.8.1.1 Dead load 

 

 They are the permanent forces resulting from the gravitational forces they are 

constant in magnitude, position, and do not change with the increase in the structures' 

age. And it is due to the self-weight of structural members. The analysis program 

will consider the weight of the slabs, beams, columns and other structural members 

after specifying the cross-sections of members and identifying materials properties 

that are used in their construction. 

 

1.8.1.2 Superimposed dead 
 

 load Superimposed dead load is the weight of the non-structural and semi-

permanent members. And it includes tiles, fill materials, mortar, bricks, claddings, 

finishes, plastering, and other material. The weight of these materials is calculated 

according to the information from the Jordanian code. 

 

Figure 1.5 Slab cross-section 

 



 
 

26 
 

WSD = Wtile + Wmortar + Wfiller 

 = 27 × 0.03 + 23 × 0.02 + 20 × 0.07 = 2.67 𝑘𝑁/𝑚2 

 

 

- Partition walls dead load: - 

 

Partition walls are the walls, which use to divide the apartment into a certain 

number of rooms. They consist of blocks and plaster. A Partition’s cross-section 

shown in Figure 1-5. 

 

Figure 1.6 Partition cross-section 



 
 

27 
 

For block 20: -  

WSD = W Plaster + W Block = 2 × 23 × 0.02 + 0.2 × 13.5 = 3.62 𝑘𝑁/𝑚2 

 

For block 10: - 

 WSD = W Plaster + W Block = 2 × 23 × 0.02 + 0.1 × 14.5 = 2.37 𝑘𝑁/𝑚2 

 

For block 15: -  

WSD = W Plaster + W Block = 2 × 23 × 0.02 + 0.15 × 14 = 3.02 𝑘𝑁/𝑚2 

 

 

Example:  

Total force for ground floor = W𝑆𝐷 × 𝐿𝑒𝑛𝑔ℎ𝑡 × 𝐻𝑒𝑖𝑔ℎ𝑡  

= (3.02 × 20 × 3.35) + (2.37×30×3.35) = 440.5 𝐤𝐍 

Weight = Total force / Area  

= 440.5/451 = 0.98 𝐤𝐍/𝐦𝟐 

Total force from first floor to sixth floor = W𝑆𝐷 × 𝐿𝑒𝑛𝑔ℎ𝑡 × 𝐻𝑒𝑖𝑔ℎ𝑡  

= (3.02 × 30 × 3.05) + (2.37×75×3.05) = 818.5 𝐤𝐍 

Weight = Total force / Area  

= 818.5 /554 = 1.48 𝐤𝐍/𝐦𝟐 

Total force for Roof = W𝑆𝐷 × 𝐿𝑒𝑛𝑔ℎ𝑡 × 𝐻𝑒𝑖𝑔ℎ𝑡 

= (3.02 × 25 × 2.5) + (2.37×65×2.5) = 573.9   

Weight = Total force / Area  

= 573.9 /369.5 = 1.55 𝐤𝐍/𝐦𝟐 

 



 
 

28 
 

Table 1-9  Slab superimposed dead load 

Floor Slab Materials Weight 

(𝐤𝐍/𝑚2  ) 

Summation 

(𝐤𝐍/𝑚2  ) 

Ground floor Tiles, mortar 

and fill 

 

Internal 

partitions 

 2.67  

 

 

0.98 

3.65 

First floor  Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Second floor Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Third floor Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Fourth floor Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Fifth floor Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Sixth floor Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 



 
 

29 
 

Seventh  Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

 

Eighth  

Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

Nineth  Tiles, mortar 

and fill 

 

Internal 

partitions 

2.67 

 

 

1.48 

4.15 

 

 

- Stone walls 

They are the building's exterior walls where, in addition to providing additional 

protection for the building from weather conditions, they are used to provide an 

aesthetic view. A Perimeter wall shown in Figure 1-6. 

 

Figure 1.7 Perimeter wall 



 
 

30 
 

WSD = Wstone + Wconcrete + Wblock + Wplaster  

= 0.05 𝑥 27 + 0.05𝑥 23 + 0.2 𝑥 13.5 + 0.02 × 23 = 5.66 KN/m2 

 

The value of superimposed dead load that will be taken is equal to 5.66 

𝑘𝑁/𝑚2. 

 

-Staircase: 

 

• The superimposed dead load for the staircase will be determined, as the riser 

is 0.17 m and the going is 0.27 m. Then: 

 

SD = weight of reinforced concrete, tiles, plastering, concrete and fill material 

= ((0.5 × 0.3 × 0.176 × 25)/ √ (0.3^2 + 0.176^2)) + (0.03 × 27) + (0.02 × 23) + 

(0.05 × 20) = 4.17 𝑘𝑁/𝑚2 

The value of superimposed dead load for the stair that will be taken is 4.17 𝑘𝑁/𝑚2. 

 

• The superimposed dead load for the stand slab will be determined, s the 

riser is 0.45 m and the going is 0.9m. Then: 

 

𝑆𝐷 = 𝑤𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑟𝑒𝑖𝑛𝑓𝑜𝑟𝑐𝑒𝑑 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒 (𝑠𝑡𝑒𝑝𝑠)  

= (0.5 × 0.3 ×1.5 × 25) / √ (0.3^2 + 1.5^2) = 4.9 𝑘𝑁/𝑚2 

The value of superimposed dead load for the stair that will be taken is 4.9 𝑘𝑁/𝑚2. 

 

 

 

 



 
 

31 
 

1.8.1.3 Live load 

 

 Loads that do, or can, change over time, such as people walking around a building 

(occupancy) or movable objects such as furniture. They vary according to usage 

and capacity. However, design codes can provide equivalent loads for various 

structures. These loads will be taken according to the ASCE 7-16 Table 1-4, which 

are empirical and conservative based on experience and accepted practice. 

 

 

 

Occupancy or Use Uniform load 

Residential  1.92 KN/m2 

Parking  6 KN/m2 

 

 

1.8.2 Lateral load  

Seismic forces are distributed based on the stiffness of the structural elements. The 

total base shear is calculated based on the beak ground acceleration (section 1-7) 

and the effective mass of the structure. For comparison and convenience reason, 

the dynamic analysis is discussed in earthquake section    

 

 

1.9 Load combinations: 
 

Load combinations are an important aspect of design. These load combinations are 

produced when more than one load type is operating on the chassis. 

 In this section, there are two basic types of load combinations to consider during 

the design process which are service load and ultimate load. Some combinations 

must also be considered according to special conditions and specifications related 

to earthquake loads and directions. Therefore, ASCE 7-16 code will be used to 

obtain the appropriate loading combinations and when they can be used. 



 
 

32 
 

1.9.1 Service load combinations: 
 

Without Earthquake: 

 

The design process will be done according to the following combinations: 

• D+SD + L 

 • D+ SD 

 

With Earthquake: 

 

1. 1D + 1SD 

2. 1D + 1SD + 1L 

3. 1.109 D + 0.91EQx+0.273EQy 

4. 1.109D + 0.91EQy+0.273EQx 

5. 1.081D+ 0.75L+ 0.683EQx +0.205 EQy 

6. 1.081D+ 0.75L+ 0.683EQy +0.205 EQx 

7. 0.492D + 0.91EQx+0.273EQy 

8. 0.492D + 0.91EQy+0.273EQx         

 

 

 

 

 

 

 



 
 

33 
 

1.9.2 Ultimate load combinations: 
 

 Without Earthquake: 

Structures and components shall be designed so that their design strength equals or 

exceeds the effects of the factored loads in the following combinations: 

 

• 1.4D +1.4SD 

• 1.2D+1.2SD + 1.6L 

With Earthquake: 

 

1. 1.4 D + 1.4 SD 

2. 1.2D + 1.2SD + 1.6L 

3. 1.355D+1.0L+1.3EQx + 0.39EQy  

4. 1.355D+1.0L+1.3EQy + 0.39EQx 

5.  0.745D+ 1.3 EQx +0.39 EQy 

6. 0.745D+ 1.3 EQy +0.39 Eqx 

 

 

 

 

 

 

 

 

 



 
 

34 
 

2 CHAPTER 2: PRELIMINARY DESIGN: 
 

2.1 General: 
 

In this section the preliminary dimensions of the main elements of the structure 

(column, slab, wall and beam) will be determined, the dimensions will be 

determined so that these elements will fulfill the serviceability requirement. 

   

2.2 Preliminary thickness of slab : 
 

Our project consists of a residential building that contains long span sections and 

short span sections, so we used one-way ribbed slabs and two-way ribbed slabs. 

 

Table 2-1 Minimum depth of non-prestressed beams (ACI 318-14 Table 9.3.1.1) 

 

 

 

 

 

 

 

 



 
 

35 
 

 

2.2.1 Preliminary slab thickness for the Ground floor: 

 

Table 2-2 Preliminary slab thickness for the Ground floor: 

Panel 

number 
Length(m) Factor Thickness(mm) 

1 2.83 21 134.761905 

2 3.32 21 158.095238 

3 3.28 21 156.190476 

4 2.26 18.5 122.162162 

5 2.89 18.5 156.216216 

6 3.04 18.5 164.324324 

7 3.87 21 184.285714 

8 4.04 18.5 218.378378 

9 5.3 18.5 286.486486 

10 4.08 18.5 220.540541 

11 3.36 21 160 

12 2.99 21 142.380952 

13 3.21 21 152.857143 

14 1.2 8 150 

15 1.47 8 183.75 

16 1.23 8 153.75 

 

 

 

 

 

 

 



 
 

36 
 

 

2.2.2 Preliminary slab thickness of first to fourth floor: 
 

Table 2-3 Preliminary slab thickness of first to fourth floor: 

Panel 

number 
Length(m) Factor Thickness(mm) 

1 2.83 21 134.7619 

2 3.32 21 158.0952 

3 3.28 21 156.1905 

4 2.26 18.5 122.1622 

5 3.87 21 184.2857 

6 4.04 18.5 218.3784 

7 5.3 18.5 286.4 

8 4.08 18.5 220.5405 

9 3.36 21 160 

10 2.99 21 142.381 

11 3.21 21 152.8571 

12 1.2 8 150 

13 1.47 8 183.75 

14 1.23 8 153.75 
 

 

 

 

 

 



 
 

37 
 

2.2.3 Preliminary slab thickness from fifth to ninth floors: 
 

 

Table 2-4 Preliminary slab thickness from fifth to ninth floors: 

Panel 

number 
Length(m) Factor Thickness(mm) 

1 2.83 21 134.7619 

2 3.32 21 158.0952 

3 3.28 21 156.1905 

4 2.26 18.5 122.1622 

5 3.87 21 184.2857 

6 4.04 18.5 218.3784 

7 5.3 18.5 286.4 

8 4.08 18.5 220.5405 

9 3.36 21 160 

10 2.99 21 142.381 

11 3.21 21 152.8571 

12 1.2 8 150 

13 1.47 8 183.75 

14 1.23 8 153.75 
 

→ the minimum thickness slab of the = 286.4 mm. take thickness 320mm. 

The final used thickness for slabs will be 320 mm. 

 

 



 
 

38 
 

Table 2-5 Ultimate loads for each slab 

Floor slab Own weight 

concrete 

(KN/m^2) 

Rib weight 

(KN/m^2) 

Superimposed 

dead (KN/m^2)  

Live load 

(KN/m^2) 

Ultimate load 

(Wu) 

KN/m^2 

1-9floor 

One way  

3.6 2.15 4.15 1.92 14.9 

1-9 floor 

two way 

4.83 1.52 4.15 1.92 15.7 

 

 

2.3 Preliminary slab thickness and widths For Beams: 
 

Thickness: 

We use a hidden beams so the thickness = 320mm 

 

Widths: 

We use this equation to find width of beams:  

 

 

Table 2-6 widths For Beams 

 Length Mu Area b(mm) b(cm)  

 1.65 5.07 0.9 14 1.4  

 1.72 5.51 0.91 16 1.6  

 1.59 4.71 1.81 27 2.7  

 1.57 4.59 2.15 31 3.1  

 1.61 4.83 2.21 33 3.3  

 1.61 4.83 2.22 33 3.3  

 2.88 15.45 0.73 35 3.5  

 2.39 10.64 1.08 36 3.6  

 2.63 12.88 0.9 36 3.6  



 
 

39 
 

 1.6 4.77 2.7 40 4.0  

 3.52 23.08 0.65 47 4.7  

 3.47 22.43 0.72 50 5.0  

 2.53 11.92 1.53 57 5.7  

 2.6 12.59 1.74 68 6.8  

 3.53 23.21 0.95 69 6.9  

 2.1 8.21 2.87 74 7.4  

 3.6 24.14 0.99 75 7.5  

 5 46.56 0.58 84 8.4  

 3.09 17.78 2.7 150 15.0 

b1=30 

cm 

 

 

5.02 46.94 2.07 303 30.3 

 

  
3.6 24.14 4.08 307 30.7  

4.21 33.01 3.11 320 32.0  
4.5 37.72 2.8 329 32.9  

3.64 24.68 4.38 337 33.7  

3.72 25.77 4.22 339 33.9 

b2=60 

cm 

4.65 40.27 2.8 352 35.2  
3.5 22.82 5.3 377 37.7  

3.55 23.47 5.35 392 39.2  
4.47 37.21 3.42 397 39.7  
4.13 31.77 4.35 431 43.1  
5.01 46.75 3.11 454 45.4  
4.31 34.60 4.54 490 49.0  
5.15 49.40 3.75 578 57.8  

 

5.42 54.71 3.78 645 64.5  
5.4 54.31 4.24 718 71.8  

5.4 54.31 4.24 718 71.8 

b3=80 

cm 

4.96 45.82 5.06 723 72.3  

 

 

6.13 69.99 3.71 810 81.0  
5.54 57.16 4.78 853 85.3  
5.91 65.05 4.27 867 86.7 b4=100cm 

5.56 57.58 5.07 911 91.1  

 



 
 

40 
 

2.4 Preliminary dimensions of Column:  

 

Pu = #floors× ultimate load ×A = (1*19.98*22.9) + (5 *14.9 * 22.9) + 

(1*15*22.9) = 2507.1 KN  

For beams Pu =#floors× ultimate load ×A = 1*(2.98*0.5*0.25*25) + 

(1.66*0.27*0.135*25) + (2.76*0.4*0.2*25) + (1.21*0.2*0.1*25) = 16.98 KN  

5*8.61*0.32*0.65*25=223.86 KN 

∑Pu= 2507.1 + 16.98+ 223.86 +1.2(0.85*0.3*25*21.4) = 2911.65KN 

Find the dimensions: 

Assume ρ = 0.01 

so As= 0.01Ag 

Ac= (Ag – 0.01 Ag) = 0.99 Ag 

∅Pn = ∅ λ (0.85 fc’ AC + fy AS) 

2911.65 ×103 = 0.6×0.8× ((0.85×28×0.99×Ag) + (0.01×420Ag) 

So, Ag = 219×103mm2  

We assume the dimension of the column equal to 0.85*0.3 

Take 0.95*0.3 



 
 

41 
 

Pu = #floors× ultimate load ×A = (1*19.98*22.9) + (5 *14.9 * 22.9) + (1*15*22.9) 

= 2507.1 KN  

For beams Pu =#floors× ultimate load ×A = 1*(2.75*0.4*0.2*25) + 

(1.5*0.27*0.135*25) + (1.86*0.27*0.135*25) + (1.6*0.27*0.135*25) = 10.02 KN  

5*7.71*0.32*0.65*25=200.46KN 

∑Pu= 2507.1 + 10.02+ 200.46+1.2(0.7*0.3*25*21.4) = 2852.4KN 

 

Find the dimensions: 

Assume ρ = 0.01 

so As = 0.01Ag 

Ac= (Ag – 0.01 Ag) = 0.99 Ag 

∅Pn = ∅ λ (0.85 fc’ AC + fy AS) 

2852.4 ×103 = 0.6×0.8× ((0.85×28×0.99×Ag) + (0.01×420Ag) 

So, Ag = 214×10^3 mm2 

 

We assume the dimension of the column equal to 0.75*0.3 

 

Take 0.8*0.3. 

 

 

Table 2-7 Preliminary dimensions of Column 

Group Number Dimension (m) 

1 1,2,3,4,5,12,13,14,15,16, 

18,19,22,24,25,26 

0.8*0.3 

2 7,10,11 0.95*0.3 

3 6,8,9,17,20,21 1*0.3 

 



 
 

42 
 

3 Chapter 3: THREE-DIMENSIONAL ANALYSES 
 

 

3.1 General: 
 

 This chapter will demonstrate the definition of materials and sections in the first 

part, and then defining load patterns and combination, which will be used in Etabs. 

and counted in the analysis process. In the second part verification checks will take 

place starting with the main check (compatibility check) to make sure every 

element connected and the building is a rigid body. Then stress-strain check to 

ensure loads and dimensions as decided and verifying the inputs in the software. 

Then internal check comparing manual calculations to sap results to make certain 

We are on the right track, ending these checks with the deflection one considering 

structural and non-structural elements. 

 

3.2 Structural modeling of the building: 

 

Figure 3.1 model of the structure in ETABS. 



 
 

43 
 

• Units: 

 The main units are Celsius degree (℃) for temperature load, (kilo newton (KN) 

for internal forces, millimeter (mm) for displacements, (KN.m) for internal 

moments, meter (m) for lengths, (𝑚𝑚2) for area of steel, (KN/m) for line uniform 

loads and (KN/m2) for area uniform load. 

 

 

• Gridlines: 

 

 Gridlines did not used in the ETABS software model. The structural elements in 

ETABS software were imported from AutoCAD. 

 

 

• Materials: 

 Concrete B350 (28MPa) was used for all slabs, beams, columns and walls with 

properties as shown in Figure 3-2. 

 

 

Name Type E(Mpa) v . γ (KN/𝑚3) Design 

Strengths 

Concrete 28MPa Concrete 24870.06 0.2 25 𝑓𝐶
′ = 28𝑀𝑝𝑎 

 



 
 

44 
 

 

Figure 3.2 Material properties for all Slabs, beam, columns and walls concrete 

 

 

 



 
 

45 
 

 

 

• Beam’s properties: - 

 Different sections and groups of beams were defined in ETABS software as 

mentioned in section 2.3, with bending modifiers equal to 0.35 according to 

ACI318-14 code. 

 

 

Figure 3.3Figure:  Section properties for Beam 320*300mm 

 



 
 

46 
 

  

Figure 3.4 Section properties for Beam 320*600mm 

 

  

Figure 3.5 Section properties for Beam 320*800mm 

 



 
 

47 
 

 

Figure 3.6 Section properties for Beam 320*1000mm 

 

 

 

 

• Column’s properties: - 

 Section of columns were defined in ETABS software as mentioned in section 2.5, 

with bending modifiers equal to 0.7 according to ACI 318-14 code as shown in 

Figures: - 



 
 

48 
 

  

Figure 3.7 Section and Modifiers for columns 800*300 

 

 

Figure 3.8 Section and Modifiers for columns 950*300 

 



 
 

49 
 

 

Figure 3.9 Section and Modifiers for columns 1000*300 

 

 

 

• Slab’s properties: 

One-way ribbed slab and two-way ribbed slab with thickness 320 mm were 

defined in ETABS software with bending modifiers equal to 0.35 according to ACI 

318-14 code, as shown in Figure 3-10, 3-11. 



 
 

50 
 

  

Figure 3.10 Section properties for one-way ribbed slab 320mm 

 

Figure 3.11 Section properties for two-way ribbed slab 320mm 

 

 



 
 

51 
 

• Wall properties:  

 

Walls around squash hall with thickness 300mm and other walls with thickness 

200mm in ETABS software with bending and membrane modifiers equal to 0.7 

according to ACI 318- 14code, as shown in figures below. 

 

 

  

Figure 3.12 Section properties for wall 200mm 



 
 

52 
 

 

Figure 3.13 Section properties for wall 300mm 

 

 

 

 

• Load definition: - 

 

 Load Patterns were identified for all types of loads affecting on the structure 

which is dead load (D), Superimposed dead load (SD), Live load (L), as shown in 

Figure 3-14: 



 
 

53 
 

 

Figure 3.14 Load patterns 

 

• Load combination: 

 

 

Figure 3.15 Load combination 

• Design specifications: - 

 

The design code selected in ETABS software is ACI 318-14code, and other 

specifications for  



 
 

54 
 

design as shown in Figure 3-16. Also, the framing type for all structural elements 

was  

defined as sway ordinary, as shown in Figure 3-17. 

 

 

Figure 3.16 Concrete frame design preferences for ACI 318-14 

 



 
 

55 
 

 

Figure 3.17 Concrete frame design overwrites for ACI 318-14 

 

 

 

• Supports: -  

 

 The supports restraints were assumed to be fixed supports as shown in Figure 3-

18: 

 

Figure 3.18  Supports of the structure 

 



 
 

56 
 

3.3 Evaluation of preliminary design: 
 

In the 3D models, the preliminary dimensions were generally suitable. The final 

sections for all beams were shown in Table 3-1: 

 

Table 3-1 Final beams dimension 

 Final section 

 Beam 320×300 mm 

Ribbed Slab Beam 320×600 mm 

 Beam 320×800 mm 

 Beam 320×1000 mm 

 

 

Also, the new dimensions for columns are shown in Table 3-2. 

 

Table 3-2 Final columns dimension 

  

 Column 800*300 

All Floors Column 950*300 

 Column 1000*300 

 

 

 

3.4 Verification of structural analysis: 
 

3.4.1 Compatibility of the structure: 

To achieve a compatible structure, all structural elements were drawn center to 

center. The meshing for all slabs was performed automatically by ETABS 

software, as a result, the structure was moving as one unit and all structural 

elements were attached together very well. 



 
 

57 
 

 

 

 

 

Figure 3.19 Compatibility of the structure 

 

 

 

 

 

 

 



 
 

58 
 

 

 

3.4.2 Equilibrium of the structure: 

 

• Slabs: 

 Loads on slabs were computed by multiplying the area of each slab by the load per 

meter square on each one. The area and loads for each slab were shown in Table 3-

3. 

Table 3-3 Slabs areas and loads 

Slabs Area 

(m2) 

One-

way 

Area 

(m2) 

two-

way 

Own 

weight  

(KN/m2) 

One-

way 

Own 

weight  

(KN/m2) 

two-way 

Live 

load 

(KN/m2) 

GF 277.11 176.2 3.6 4.83 1.92 

F1 265.39 169.91 3.6 4.83 1.92 

F2 265.39 169.91 3.6 4.83 1.92 

F3 265.39 169.91 3.6 4.83 1.92 

F4 265.39 169.91 3.6 4.83 1.92 

F5 251.3 170.65 3.6 4.83 1.92 

F6 251.3 170.65 3.6 4.83 1.92 

F7 251.3 170.65 3.6 4.83 1.92 

F8 251.3 170.65 3.6 4.83 1.92 
   

 

 

 

 

 



 
 

59 
 

Table 3-4 Total load on different slabs 

Slabs Own weight  

Total (KN) 

 

Live load 

(KN/m2) 

GF 1848.642 870.35 

F1 1776.07 835.776 

F2 1776.07 835.776 

F3 1776.07 835.776 

F4 1776.07 835.776 

F5 1728.92 810.14 

F6 1728.92 810.14 

F7 1728.92 810.14 

F8 1728.92 810.14 
 

The total weight of slabs = 15868.6 KN 

The total live load = 7454 KN 

 

• Columns: 

 

 

Weight of columns = 

(3x0.95x0.3x27.4x25) = 585.68 KN 

(7x1x0.3x27.4x25) = 1438.5 KN 

(15x0.8x0.3x27.4x25) = 2466 KN 

(0.8x0.3x15.4x25) = 92.4 

The Total weight of columns = 4582.58 KN 

 

 

 



 
 

60 
 

• Shear wall: 

 

Two type of walls was used in the structure and the own weight for each one of 

them was computed by multiplying the weight per one meter square of wall by the 

total area of the wall. 

 

Table 3-5 Table: Total weight of walls 

Wall thickness Wall area (m2) Wall weight (𝑘𝑁) 

300mm thickness 636.228 4771.71 

200mm thickness 310.168 1550.84 

 Total 6322.55 
 

 

• Beams: 

 

 Different sections of beams were used in the structure, and the own weight for 

each of them was computed by multiplying the weight per one meter of beam by 

the total length of beams considering the weight modifiers for each beam as 

follows: 

Table 3-6 Total weight of beams 

 Total length (m) Total own weight (𝑘𝑁) 

Beam 320×300 mm 1546.86 3712.5 

Beam 320×600 mm 646.96 3105.4 

Beam 320×800 mm 306.12 1959.17 

Beam 320×1000 mm 61.29 498.32 

 Total dead load 9275 

 

Total Dead Load = 15868.6 + 4582.58 + 6322.5 + 9275 

                              = 36048.68 KN 

 

 Live Load = 7454 KN 



 
 

61 
 

 

 

The difference percentage in the dead loads and live loads were acceptable as 

shown in Table 3-7. However, the difference percentage in the dead loads equal to 

0.75%, because ETABS software calculates the own weight for all beams as clear 

span while the manual calculations for all beams were computed as center to 

center. 

Table 3-7  Equilibrium check for gravity loads 

Load Manual 

calculations 

ETABS 

calculations 

Difference 

percentage 

Dead load 36048.68 35575.083 

 
1.33% 

Live load 7454 7405.6915 

 
0.64% 

 

 

 

 

 

3.4.3 Verification of internal forces: 
 

 The stress strain check was made for one span in frame within the slab, one beam 

and one column. The values of moment for the selected span in the frame were 

obtained using ETABS software. 

 

The first value of negative moment in the beam using ETABS software was shown 

in Figure 3-20. 



 
 

62 
 

  

Figure 3.20 The first value of negative moment using ETABS software 

 

 

 

 

 

 

 

 



 
 

63 
 

The second value of negative moment in the beam using ETABS software was 

shown in Figure 3-21 

 

 

 

 

 

 

 

 

 

Figure 3.21 The second value of negative moment using ETABS software 



 
 

64 
 

The value of positive moment in the beam using ETABS software was shown in 

Figure 3-22. 

 

 

Figure 3.22  The value of positive moment using ETABS software 

 

 

 

 



 
 

65 
 

 

Moment from Etabs software= (3.305+4.515)/2 +4.852=8.76 KN.m 

Moment from manual calculation= 

(3.8/2 + 3.9/2) * 1.92 = 7.392  

M= WL^2/8 = (7.392*3.12^2)/8= 8.99 KN.m 

Error= 8.99-8.76/8.99 =2.6 % 

 

From Load combination 

The value of negative moment in the span using ETABS software was shown in 

Figure 3-23. 

 

 

Figure 3.23 negative moment in the span using ETABS software 

 

 

 



 
 

66 
 

The value of negative moment in the span using ETABS software was shown in 

Figure 3-24. 

 

 

Figure 3.24 negative moment in the span using ETABS software 

 

 

 

 

 

 

 

 

The value of positive moment in the span using ETABS software was shown in 

Figure 3-25. 

 



 
 

67 
 

 

Figure 3.25 of positive moment in the span using ETABS software 

 

Form manual: 

14.9*3.6^2/8 =24.138 KN.m 

From ETABS: 

(14.75+15.4) / 2 +10.2= 25.27 KN.m 

Error = 24.138-25.27/24.138= 4.7%. 

 

 

 

 

 

 

 

 



 
 

68 
 

4 Chapter 4 
 

4.1  General  
 This chapter is devoted for seismic analysis of the structure. The requirements of 

strength, stability and serviceability are checked along with ASCE 7-10 code. The 

seismicity of the site and structure and the seismic force-resisting system 

previously discussed in section 1.7. 

4.2 Modeling: 
 

Design factors for Special reinforced concrete system of special shear walls of 

resisting 100% of the seismic force were discussed in section 1-7 and they are 

repeated here in Table 4-1 for convenience. 

 

Table 4-1 Response Spectrum Modeling parameters 

Response Modification Factor R 4 

Overstrength Factor Ω0 2 

Deflection Amplification Factor  𝐶𝑑 5 

Importance Factor  𝐼𝑒 1 

 

Non-symmetrical structure (where center of rigidity does not coincide with center 

of mass) requires dynamic analysis procedure based on modal analysis, effective 

masses and response spectrum accelerations. Table 4-2 below shows the modal 

participating mass ratios for the first 3 modes. Note that, the first mode is a 

twisting mode.  



 
 

69 
 

Table 4-2 Modal Participating Mass Ratios as obtained from ETABS 

 

 

4.2.1 Response Spectrum Definition: 

 

Response spectrum are established based on the parameters disused in section 1.7 

as shown: 



 
 

70 
 

 

Figure 4.1 Response Spectrum Definition from ETABS 

 

Two load cases are defined as shown in Figure 4-2 and Figure 4-3. Case one 

includes the response spectrum function applied in X direction and case two 

includes response spectrum function applied in Y direction.  

CQC method is implemented in combining the resulting modes. Note that, scale 

factor is used to account for (R) and (I) and it is equal to: 

 Scale factor = (g * 1)/R …………. (4-1)  

Where g is the gravity acceleration (mm / (s ^ 2)); 

 Scale factor = (9810 * 1) /4 = 2451.75 

 5 % of damping is generally assumed for vibration of concrete structures, also, 5% 

of diaphragm eccentricity is initially assumed in both directions. This eccentricity 

shall be amplified in some cases of rotational irregularity. 

 



 
 

71 
 

 

Figure 4.2 Load case in X direction 



 
 

72 
 

 

Figure 4.3 Load Case in Y direction 

 

Mass source include the masses used in model analysis and they include Dead 

load, Superimposed dead load and 25% of the Live load. 

 



 
 

73 
 

 

 

Figure 4.4 Mass Source definition 

Concrete slabs are often semi-rigid and are defined as semi-rigid diaphragm 

 

 

Figure 4.5 Diaphragms definitions 

 

 



 
 

74 
 

 

4.3 Design checks: 
 

4.3.1 General: 
 

 Several design checks are required to insure strength, stability and serviceability 

of the structure. These checks are base shear check, P-delta check, and drift check. 

These checks are evaluated in the following sections. 

 

4.3.2   Base shear check:  
 

Table 4-3 shows the base shear computed using response spectrum. 

  

Table 4-3 Base shear results for response spectrum from as obtained from ETABS: 

Response spectrum 𝐹𝑥 𝐹𝑦 

E𝐷𝑥 2837.899 3409.58 

EQ𝑥 2847.54 3382.65 

 

Computation of base shear manually: 

V= 𝐶𝑠 x W 
  

Where 𝐶𝑠 = Seismic Response Coefficient. 

            W= Effective seismic weight of the structure to include in base shear 

calculation 

 

 

 

 

 



 
 

75 
 

𝐶𝑠  is computed according to the following equations: 

 

𝐶𝑠  =
𝑆𝐷𝑠

𝑅

𝐼

 

 

𝐶𝑠 𝑚𝑎𝑥  =
𝑆𝐷1

𝑇(
𝑅

𝐼
)
 

 

𝐶𝑠 𝑚𝑖𝑛 =0.044𝑆𝐷𝑠 I 

 

Where: 

 SDs, SD1 =The design Spectral response acceleration parameters in the short 

period and 1sec. period and they were calculated in section 1.7.  

R = The Response Modification Factor. 

I = The Importance Factor. 

T = The Fundamental Period of the structure. 

ASCE 7-10 requires that the calculated fundamental period of the structure not to 

be greater than the product of approximate period (𝑇a) and upper limit coefficient 

Cu. 

 The approximate period (Ta) is found using the following equation: 

Ta = Ct x hn
𝑥
 

 

Where: 

hn= Structural height (m) 

Ct, 𝑥= Parameters specified in Table 4-4 

 

 



 
 

76 
 

Table 4-4 The value of 𝐶𝑡 an x according to ASCE 7-10 

 

Therefore  

Ta = 0.0488 x 27.4.75 

                                                       = 0.5844 sec. 

Table 4-5 shows the values of the period upper limit coefficient 𝐶𝑢 

𝐶𝑢 𝑇𝑎 = 1.6 x 0.5844 = 0.935 sec. 

 

Table 4-5 the value of 𝐶𝑢 according to ASCE 7-10 

 

 



 
 

77 
 

𝐶𝑠 now could be found as follows: 

𝐶𝑠  =
0.6293

4

1

=0.157 

 

And 

 

𝐶𝑠 𝑚𝑎𝑥  =
0.2669

0.847(4/1)
= 0.0787 

 

𝐶𝑠 𝑚𝑖𝑛 =0.044 x 0.464 x 1 = 0.0204 

 

𝐶𝑠 > 𝐶𝑠𝑚𝑎𝑥 and 𝐶𝑠𝑚𝑖𝑛  

The effective weight W is calculated as follows: 

W=  𝐷𝑙+ 𝑆𝐷𝑙 +0.25 𝐿𝑙  

The dead load for effective weight includes the total Dead load plus the 

Superimposed dead load plus 25% of the live load. 

W= 37697.3+ 21062.412 +0.25 (7381.05) = 60604.97 KN 

Vx = 0.0482*60604.5=2921.13KN 

Vy= 0.0579*60604.5=3509KN 

From ETABS Fx due to EQX =2847.54 

Difference percentage=2847.54-2921.13/2921.13=2.5 then <5% ok 

From ETABS Fy due to EQy =3409.58KN 

Difference percentage=3382.65-3509/3509=3.6 then <5% ok 

Check base shear from response spectrum method 

From ETABS Fx due to EDX =2837.899KN 

Difference percentage=2837.899-2921.13/2921.13=2.85 then <5% ok 

From ETABS FY due to EDY =3409.58 KN 

 Difference percentage=3409.58-3509/3509=2.83 then <5% ok 



 
 

78 
 

To determine the system of load resistance, a horizontal load must be inserted in a certain 

amount on all floors, after which the reactions to the walls will be read and the percentage of it 

will compute and compare with the following: 

 

To find the resisting system, applied a lateral force in X and Y direction and determine the 

portion of the force that resisted by the shear wall.  

For X-direction : 

Total Reaction=2238.1488 

 

For wall Reaction= 1817.76 



 
 

79 
 

 

 

Percentage of load resisting by walls = (1817.76/2238) × 100% = 81.5%, so the system is Shear 

Wall Resisting System in the X direction 

And we find the same calculators for Y-direction.  

 

 

4.3.3 drift check: 
 

Story drift is concerned with the structure serviceability. The design story drift (Δ) 

shall be computed as the difference of the deflections at the center of mass at the 

top and bottom of the story under consideration Table 4-6 shows the allowable 

story drift according to ASCE 7-10. The allowable limit of drift is equal to     

0.02ℎ𝑠𝑥 where ℎ𝑠𝑥 is the story height below level x. 

 



 
 

80 
 

Table 4-6 Allowable Story Drift adopted from ASCE7-10 

 

 

The maximum elastic drift for each story in each direction are obtained from 

ETABS farther deformations expected due to inelastic response of the structure. 

So, the elastic values are multiplied by factor equal to 𝐶𝑑 / l were term previously 

explained. 

 Table 4-7 shows the calculated drift along with the allowable drift All drifts are 

within the allowable limit. 

 

Table 4-7 Drift calculation 

 



 
 

81 
 

 

 

All values are less than 0.02 so all values are accepted.  

 

 

 

 

4.3.4 P-delta check: 
 

P-delta is concerned with stability of the structure, P-delta effect may be ignored if 

the stability index (Ɵ) is less than 0.1 as defined in ASCE7-10. 

The stability index (Ɵ) is equal to:  

 

Ɵ= P x Stiffens  

 

 

 

Where: 

Ɵ = The stability index. 

P = Total Unfactored vertical design load. 

𝛥= Design Story Drift. 

V = Seismic Shear Force.  



 
 

82 
 

𝐶𝑑= deflection amplification factor. 

 

We take the value of P from Etabs as shown in table 4-8: 

Table 4-8 Value of Total Unfactored vertical design load. 

 

 

Stiff values are shown in table 4-9 for Stiff in x direction and table 4-10 for 

Stiff in y direction: 

 

Table 4-9 stiff values in x direction 

 



 
 

83 
 

 

Table 4-10 Stiff values in y direction 

 

 

Table of 4-11 shows the values of theta for all stories in x direction: 

 



 
 

84 
 

Table 4-11 the values of theta for all stories in x direction 

 

 

 

 

Table of 4-12 shows the values of theta for all stories in y direction: 

 

Table 4-12 the values of theta for all stories in y direction 

 

 

All theta values are less than 0.1  

So, according to ASCE7-10, P-Delta effect could be ignored.  



 
 

85 
 

4.3.5 Structural irregularity 

 

For Horizontal  Structural Irregularities 

 

Torsional Irregularity Not Exist  
Extreme Torsional Irregularity Not Exist  
Reentrant Corner Irregularity Not Exist  
Diaphragm Discontinuity Irregularity Not Exist  
Out-of-Plane Offset Irregularity Not Exist  
Nonparallel System Irregularity Not Exist  

 

For Vertical Structural Irregularities 

Stiffness-Soft Story Irregularity Not Exist  
Stiffness-Extreme Soft Story Irregularity Not Exist  
Weight (Mass) Irregularity Not Exist  
Vertical Geometric Irregularity Not Exist  
In-Plane Discontinuity in Vertical Lateral Force-
Resisting Element Irregularity 

Not Exist  

Discontinuity in Lateral Strength–Weak Story 
Irregularity 

Not Exist  

Discontinuity in Lateral Strength–Extreme Weak 
Story Irregularity 

Not Exist  

 

4.3.6  check deflection 

long term deflections for slab systems This check is done in order to ensure that the deflection of 

structural elements is not affecting the partitions, since excessive deflection will make cracks in 

partitions. Allowable deflection according to ACI 318-14: 

 



 
 

86 
 

Long term deflection combination: 2D+2SD+1.5 L  

The figure 4-13 below shows the contour line for deflection in slab 

 

 

In X direction: 

 long term deflection allowable deflection =L/240 = (6.305/240) *1000=26.27 mm . 

long-term deflections for slab systems at the middle = 15.12 mm 

long-term deflections for slab systems at the right side = 3.11 mm 

long-term deflections for slab systems at the left side = 10.9 mm 

Relative long-term deflection = 15.12 – 3.11+10.9/2 = 8.17< 26.27 it is ok 

In Y direction: 

long term deflection allowable deflection =L/240 = (6.17/240) *1000=25.7 mm . 

long-term deflections for slab systems at the middle = 15.12 mm 

long-term deflections for slab systems at the top = 15.17 mm 

long-term deflections for slab systems at the bottom = 13.5 mm 



 
 

87 
 

Relative long-term deflection = 15.12– 15.17+13.5/2 = 0.78 < 25.7 it is ok 

 

5 .Design verification 
 

5.1 Beam design verification 
Use the following beam for check,This beam has a length of 4.3m and the dimensions for the 

cross section are 800 mm in width and 300 mm in depth (d=240 mm). 

 

The area of steel for this beam due to the ultimate negative moment = 1011 mm2 . 

 Mu = 84.28 KN.m 

 

ρ =0.0051 

As = ρ b d = 0.0051× 800 × 240 = 979.2 mm2  

. As min= ρ min × b × d = 0.00333 × 800 × 240 = 640 mm2 .  

As >As min ,its ok. 

𝜌 max.singly = 0.01806  

As, max = 0.01806*800*240 = 3476.5 mm2 Ok 

 Difference percentage between the longitudinal reinforcement from the manual and from 

ETABS 

Difference percentage = 𝑨𝒔 𝒇𝒓𝒐𝒎 𝒎𝒂𝒏𝒖𝒂𝒍−𝑨𝒔 𝒇𝒓𝒐𝒎 𝑬𝑻𝑨𝑩𝑺 /𝑨𝒔 𝒇𝒓𝒐𝒎 𝑬𝑻𝑨𝑩𝑺 * 100% = 

3.2% 

Shear Design Verification: 



 
 

88 
 

 

Vu = 77.654 kN 

Vc =1/6 *√28 *bw*d = 1/6 *√28 *800*240/ 1000 = 169.32 kN 

Ø Vc=0.75*169.32= 127 KN 

ØVc > Vu then no need for shear reinforcement, use Av/s min 

𝐴𝑣/𝑆_𝑚𝑖𝑛 = max of (0.062 √𝑓𝑐∗𝑏𝑤 / , 0.35∗𝑏𝑤 /𝑓𝑦)  

(0.062 √𝑓𝑐∗𝑏𝑤 /𝑓 = 625 mm^2/m 

, 0.35∗𝑏𝑤 /𝑓𝑦= 666.67 mm^2/m 

5.2 Column design verification 
Use the following column for check, which is located in the third floor. This column has a length 

of 3 m and the dimensions for the cross section are 1050mm and 300 mm. 

 

 

Pu = 1957.7 kN 

Mu,2 = 79.8 kN.m 

Mu,3 = 55.2 kN.m 

 

interaction diagram between ØPn and ØMn,2, to check the column capacity for them. 



 
 

89 
 

 

 

interaction diagram between ØPn and ØMn,3, to check the column capacity for them 

 

 

Bressler’s Reciprocal load method shall be applied to check the column section for the biaxial 

moments 

 

Where: ØPn: Axial load capacity for Mu,3 and Mu,2.  



 
 

90 
 

ØPn,3: Axial load capacity for Mu,3.  

ØPn,2: Axial load capacity for Mu,2. 

 ØPn, o: Axial load capacity without moment. 

ØPn,3 = 4500 kN  

ØPn,2 = 4500 kN 

ØPn, o = Ø ƛ (0.85 f’c (Ag-As) + As fy) ØPn,  

 = 0.65*0.8*(0.85*28* (315000– 3150) + 3150*420)  

ØPn,o = 4547.4 kN 

ØPn=4453.6 KN < 1957.7 KN then its ok 

 

 

 

6 .Design of structural element 
This section will include sections, reinforcement and detailing of structural elements. 

6.1 Design of slab 
Check for shear: ∅Vc = ∅ 6 * √𝑓`𝑐 * bw * d 

 ∅Vc = 0.75/6 * √28 * 1000 * 300= 198.4 KN 

Vu in first floor = 106 KN < ∅Vc , then it’s OK 

Vu in (1st-5th) floor = 100 KN < ∅Vc , then it’s OK 

Vu in sixth floor = 121 KN < ∅Vc , then it’s OK 

Vu in (7th-9th) floor = 122KN < ∅Vc , then it’s OK 

∴ No Need for shear reinforcement. 

 

-5000050000



 
 

91 
 

 

This is the big panel, And we take two strip in  (x,y) direction. 

In x-direction(Top Steel) 

ρ = 0.00265 

As=0.00265*550*260=379mm 

Error=379-361/379=4.74%<25% .ok 

Use 2ø16 And we use 2ø14 in Top steel  

 

 



 
 

92 
 

 

 

In Y-direction(Top Steel) 

 



 
 

93 
 

 

ρ = 0.0019 

As=0.0019*550*260=271.7mmmm 

Error=271.7-263/271.7=3.2%<25% .ok 

Use 2 ø 14 

And we use 2ø12 in Top steel  

 

 

Fig4-6:Cross section for slab (X-direction) 



 
 

94 
 

 

 

Fig4-7:Top view of slab Reinforcement 

6.2 Design of beams 
Beams with special moment frames : 

 According to ACI 318-14 There is a set of specifications and conditions that must apply to 

beams in order to be designated as special beams They will all be mentioned in this section . 

Shear Strength 

 

 

H=300 

D=240 

B=800 

As Bottom = 640mm2 . 

As Top1 = 640 mm2 .  



 
 

95 
 

As Top2 =976 mm2 . 

As, min = 0.0033*800*240 = 633.6 mm2 → O.K 

𝜌 max.singly = 0.01806 

 As, max = 0.01806*800*240 = 3467.52 mm2 → O.K. 

❖ Longitudinal Reinforcement: 

Bottom Steel: 

 As = 640mm2 → use 4Ø14 

Top1 Steel:  

As = 640mm → use 4Ø14 

 

Top2 Steel: 

 As = 976 mm2 → use 5Ø16 

 

Shear strength: 

Av/s=0.6667 

Av=3*78.5=335mm 

S=224mm 

S max=min of (d/2, 600)=(240/2,600).Then Smax=120mm 

Use 3 Ø10 each 12   

 

 

 

 

 



 
 

96 
 

 ` 

 

Fig4-8:Reinforcement for beams 



 
 

97 
 

 
 

Fig4-9:Cross section For beam3 

 



 
 

98 
 

 

Fig 4-10:longitudinal section 

 

fig4-11:Cross section For Beam2 

 

 



 
 

99 
 

 

fig4-12:Cross section For Beam1 

 

fig4-13:Cross section For Beam5 

 

6.3 Design of columns 

1-Design of column(400*800) 

2- Design of column(1050*400) 

3-Design of column(950*300) 

 



 
 

100 
 

 

 
 

 

Check slenderness 

M1=12.3 KN.m 

M2=25.7 KN.m 



 
 

101 
 

R=0.3*0.4=0.12 

Lu=3.1m  

K*Lu/r= 25.83 

34+12M1/M2= 39.7<40 Then no slenderness, consider a short column. 

Pu=2601 KN 

ρ From Etabs=0.01 

As=0.01*400*850=3400mm  

▲Use 14ø18 

Transverse reinforcment: 

The spacing between stirrups is as the following  

S < 48ds= 48*10=480 mm 

 < 16dp=16*16=256 mm  

 < least lateral dimension of column=400 mm 

Use 1ø10/250mm. 

 

Fig 4.14: Cross section in column 



 
 

102 
 

 

 

Fig4-15:General longitudinal section in column 

 

2- Design of coulmn(1050*400) 



 
 

103 
 

 

 

As=4200mm  

▲17ø18 



 
 

104 
 

 

Fig 4.16: Cross section in column 

 

3-Design of Column (950*300) : 

As=3580mm 

 ▲18ø16 



 
 

105 
 

 

Fig 4.17: Cross section in column 

 

 

 

6.4 Design For shearwall 

 



 
 

106 
 

 

 

 

 

 

 

 



 
 

107 
 

 

 

 

Area of steel from Etabs =3585 mm2 along the wall. 

                                          = 3585/1=3585 mm2/m→8∅25/m 

 

6.5 Design of staircase 
Stairs are the conventional means of access between floors in buildings. A stair is described as a 

set of steps leading from one floor to another, and a staircase includes the part of the building 

surrounding the stairs. The plan of stairs was taken from the Architectural plans, which was 

shown in Figure below. 



 
 

108 
 

 

 

 

load calculation of flight (as 200mm slab) 

The weight of the stairs which consists of mortar with thickness of 2cm, filling material with 

thickness of 5cm, and tiles (marble) with thickness of 3cm, was computed as follows: 

Weight of staircase = 0.02 ∗ 23 + 0.05 ∗ 17 + 0.03 ∗ 27 = 2.12𝐾𝑁/𝑚2 . 

Stair width = 30cm and height = 15cm, so: 

Wight of concrete triangle of the stair = 0.5∗0.17∗0.3/ 0.345^2 = 0.214𝐾𝑁/𝑚2 . 



 
 

109 
 

Total S.D load on the stair= 2.12 + 0.214 = 2.334 𝐾𝑁/𝑚2 

Dead load of stair slab= 25 ∗ 0.2 = 5 𝐾𝑁/𝑚2 

Wu=1.2𝐷 + 1.6𝐿  

𝑊𝑢 = 1.2 ∗ (5 + 2.334) + 1.6 ∗ 5 = 16.8 𝐾𝑁/𝑚𝑚2. 

 

f’c = 28 MPa 

 fy = 420 MPa  

d=160 mm 

Assume simply supported slab: 

✓ Shear check 

𝑉𝑢 = 𝑤𝑢∗𝐿 2 = 16.8∗2.75/ 2 = 23.3𝐾 

∅ Vc = ∅/ 6 ∗ 𝜆 ∗ √f’c ∗ 𝑏𝑤 ∗ 𝑑= ∅ /6 ∗ 1 ∗ √28 ∗ 1000 ∗ 160=105.8KN > Vu ,OK 

✓ Flexural reinforcement 

Mu = 𝑤𝑢∗𝐿^2 /8 = 16.8∗2.75^2/ 8 = 15.88𝐾𝑁. M 

 



 
 

110 
 

Ρ=0.0017 

As= 𝜌 ∗ 𝑏𝑤 ∗ 𝑑 = 0.0017 ∗ ∗ 1000 ∗ 160 = 272 𝑚𝑚2 /𝑚 

 As shrinkage= .0018 ∗ 𝑏𝑤 ∗ ℎ = .0018 ∗ 1000 ∗ 200 = 360𝑚𝑚2 /𝑚 > 𝐴𝑠,𝐾 

So use As min, use ∅12/250 mm 

 For transverse steel use As min , use ∅12/250 mm  

➢ Load calculation of landing (as a200mm slab): 

 

 

 

 

 

 

Assume that flight transfer the loads to landing. 

 f’c = 28 MPa  

fy = 420 MPa  

d=160mm 



 
 

111 
 

S.D load = 0.02 ∗ 23 + 0.05 ∗ 17 + 0.03 ∗ 27 = 2.12𝐾𝑁/𝑚2 . 

 Dead load of stair slab= 0.25 ∗ 0.2 = 5 𝐾𝑁/𝑚2 ..  

Wu= 1.2𝐷 + 1.6𝐿 + 𝑅𝑒𝑎𝑐𝑡𝑖𝑜𝑛 𝑓𝑟𝑜𝑚 𝑓𝑙𝑖𝑔ℎ𝑡 𝑠𝑙𝑎𝑏.  

= 1.2 ∗ (5 + 2.12) + 1.6 ∗ 5 + 23.3 = 39.844𝑘𝑁/𝑚2 . 

➢ Design of landing (as a200mm slab): 

Assume simply supported slab:  

✓ Shear check: 

𝑉𝑢 = 𝑤𝑢∗𝐿 2 = 39.844∗1.2 /2 = 23.9𝐾N. 

∅ Vc = ∅/ 6 ∗ 𝜆 ∗ √f’c ∗ 𝑏𝑤 ∗ 𝑑= ∅/6 ∗ 1 ∗ √28 ∗ 1000 ∗ 160=105.8KN > Vu ,OK. 

✓ Flexural reinforcement 

Mu = 𝑤𝑢∗𝐿^2/8 = 39.844∗1.2^2/8 = 7.17 𝐾𝑁. 𝑚. 

 

𝜌=0.0008 

As= 𝜌 ∗ 𝑏𝑤 ∗ 𝑑 = 0.0008 ∗ 1000 ∗ 160 = 128𝑚𝑚2 /𝑚 

 As shrinkage= .0018 ∗ 𝑏𝑤 ∗ ℎ = .0018 ∗ 1000 ∗ 200 = 360𝑚𝑚2 /𝑚 > 𝐴𝑠,𝐾 

So, use 1∅12/250 mm 

For top and transverse steel use As min , use ∅12/250 mm. 



 
 

112 
 

 fig4-18: Reinforcement for staircase 

 

6.REFRENCES  
 

• Nilson, Arther H., David Darwin, Charles W. Dolan.” Design of Concrete 

Structure. Fourteenth edition”. New York: McGraw-Hills Companies, Inc., 

2010. 

• ASCE Committee, “American society of Civil Engineers, Minimum Design 

loads for Buildings and other Structures” American Society of Civil 

Engineers, Virginia 20191, 2010. 



 
 

113 
 

• ACI Committee 318 “Building Code Requirements for Structural Concrete 

(ACI 318M-11)” American Concrete Institute, Michigan, 2011. 

• Reinforced concrete (І, ІІ) notes.