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1. Design Loading, Design Parameters and Tributary Beam Loading for a local Concrete Building in Erbil (Case Study) Erbil Polytechnic University Erbil Technical College Civil Engineering Department 2024-2025 5th Semester Prepared by : Huner Ismail Momen Hasan Banaz Ismail Eman Mofaq Lara Kosrat Asuda Bakhtiyar Supervised by: Dr. Sarkawt Asaad Mr. Didar Arif

2. Table of Content : Introduction: Design Loading In Structural Design (Type Of Load): Case Study Building Description: Design Parameters: Beams Profile Analysis: Example: Frame Analysis: Conclusion: References:

3. Introduction : The following seminar aims at providing the analysis of a concrete-framed residential building in Erbil. It assesses the design and actual dimensions, calculates the loads (gravity, wind, earthquake), and describes the structure’s reaction to these loads. The study complies with the Iraqi Codes 301 and 303 and employs design software for frame analysis.

4. Design Loading In Structural Design( Type Of Load) the total load on a building is divided into several categories. These loads are factored in during the design to ensure safety, stability and comfort which are the following: 1-Dead Load. 2-Live Load. 3-Enviromental Load. 4-Construction Load.

5. The selected building is a mid-rise residential structure in Slava City, five stories tall, with the following dimensions: Height: 21 m. Width: 20 m. Length: 32 m. Roof Type: Flat. Design parameter: Concrete Compressive Strength ( f′c ): 35 MPa. Steel Yield Strength ( fy ): 420 MPa. Soil Bearing Capacity: 150 kN /m² . Case Study Building Description:

6. Case Study Building Description

7. Beams Profile Analysis: : the measurement and evaluation of the spatial distribution of intensity within a beam of particles or radiation

8. Finding moment of inertia ignoring steel rebars for both b2 and b3 beams: I=bh3/12 = 40*403/12= 213333cm4 2.13333 * 109mm4 Calculating Modulus of Elasticity: E= 4700*sqrt(fc’) = 4700*sqrt(35)= 27805 MPa Calculating K coefficient (Stiffness Factor): K= (EI/L)= 2.13333*109*27805/L = (5.932*1013)/L[mm] Beams Profile Analysis:

9. Loadings: 1-Gravity Loads : Dead loads: Density=24kN/m3, Slab Thickness= 0.2m Wconcrete =24*0.2=4.8kN/m^2 Super imposed Dead Load: Tiles weight (8mm)= 200*10-3 kN /m2 Cement Mortar = 21 kN /m3, Mortar Thickness= 0.1m WMortar =21*0.1=2.1 kN /m2 Gypsum Boards (75mm)= 360*10-3 kN /m2 from table 2-1/1 and 2-1/2 301 Wsuperimposed =200*10-3 + 2.1 + 360*10-3 = 2.66 kN /m^2 Total Dead Load= 4.8+2.66=7.46 kN /m2 • Live loads: o For Retails and Stores (as per Iraqi Code 301): o Soft goods storage= 6 kN /m2 from table 2-2/1 301

10. Wind Loads • Computation using wind design speed and pressure coefficients from Iraqi Code 301. Design Wind Speed: Vs = V*S1*S2*S3 V= 38 m/s S1= 1 (Flat Terrain) S2=0.72 (Urban Terrain low-rise building) S3= 1 (Period of exposure for 50 years with probability level 0.63) Vs= 38*1*0.72*1=28.8 m/s Dynamic Wind Pressure: q=0.613*Vs2 q= 0.613*28.82 = 508 N/m2 = 0.508 kN /m2 Wind Force on Walls: Windward Wall: Cp=0.8 FWindward =q*A*Cp=0.508*(21*32)*0.8=273 kN Leeward Wall: Cp=-0.5 Fleeward =0.508*(21*32)*-0.5= -170.7 kN Total Lateral Force: FTotal =273-170.7= 102.3 kN Distribution Load Per Floor: Lateral force per floor = FTotal /Number of stories = 102.3/5= 20.46kN

11. Earthquake Loads: Site Class: Soil bearing capacity =150 kN /m2 and since that’s the only information we have on the soil we have assumed medium stiff soil so our site class is D Spectral Accelerations for Erbil SS=1.4 S1=0.7 Total Weight of building assumed (mid-rise building) is equal to about 40,000 kN Response Modification Factor R=5 (reinforced concrete structure). Importance Factor I=1.0 (ordinary structure from Table 3-1/3 301) Period of vibration (T)= 0.5 seconds (Assumed) Fa=1 and Fv =1.5 (From table 1-3/1 301) Adjusting Spectral Accelerations for site class: SMS=Fa*SS SM1= Fv *S1 Base Shear: V= CS*W V=0.07 * 40000 = 2800 kN

12. Snow Loads Snow loads are ignored in Erbil due to its mild climate as per Iraqi Code 301 SMS=1*1.4=1.4 SM1=1.5*0.7=1.05 Design Spectral Accelerations: SDS= 2/3 * SMS SD1= 2/3 * SM1 SDS= 2/3 * 1.4 = 0.93 SD1= 2/3 * 1.05 = 0.7 Seismic Response Coefficient: CS=min(SDS/(R/I), (SD1*T)/(R/I)) CS=min(0.93/5, (0.32*0.5)/5) CS=min(0.186, 0.07)

13. Frame Analysis: : Beams Used In the First Floor

14. First floor and the tributary area loading face-to-face ONE-WAY Loads can be one-way i.e. the load are distributed in one direction) L/B>2 L:long side B:short side TWO- WAYOr loads can be distributed two-way (i.e. the loads are distributed in two directions ) L/B < = 2 L:long side B:short side

15. Analysis for beam B using SW FEA 2D Frame Mobile Phone App (Methods): First method: Full Frame Second Method: All columns only Third Method: Side Columns Remover Forth Method: Pin Support

16. First method: Full Frame

17. First method: Shear Force Diagram :

18. First method: Bending Moment Diagram

19. Second Method: All Columns Only

20. Second Method: Shear Force Diagram

21. Second Method: Bending Moment Diagram

22. Third Method: Side Columns Removed

23. Shear Force Diagram :

24. Bending Moment Diagram:

25. Fourth Method: Pin Supports

26. Shear Force Diagram :

27. Bending Moment Diagram :

28. Conclusion: This project involved the determination of the design loading and tributary beam loading of a local concrete building in Erbil based on the Iraqi Codes 301 and 303. The study also showed that by comparing different frame analysis methods, it is evident that structural simplifications such as removing columns or using pinned supports have a large impact on internal forces and moments but tension and compression zones are relatively similar. These results show that simple models are useful for initial assessment while stressing the importance of precise approaches in sensitive fields. The findings are useful for enhancing the design of reinforced concrete buildings under actual load conditions.

29. References: 1- Iraqi Code of Load and Force Requirements for Buildings and Structures 301, 2017. 2- Earthquake Resistant Buildings Blog, Iraqi Construction Blog 303, 2017. 3- Dr. Sarkawt A. Hasan, Structural Analysis Lectures 2024-2025.