Seismic Design of Fatima Al Zahra Mosque By
Seismic Design of Fatima Al Zahra Mosque By: - Khattab Salawdeh - Mohammad Oraib - Mohannad Abdo Under Supervision of: Dr. Abdulrazzaq Tuqan
Seismic Design of Fatima Al Zahra Mosque Outline: - Just a reminder. Models. Checks. Response spectra. Design and detailing. Shear wall design Rapid visual screening. Recommendations. Conclusion. 2
Just a reminder Fatima Al Zahra mosque is an old prominent landmark in Qaffen-Tulkarm city where engineering offices do not design for seismic loads. This mosque, consists of a ground floor and a first floor with a total area of 476 m 2 (238 m 2 for each). Structural elements will be designed as reinforced concrete members according to strength and serviceability criteria as specified in ACI 318, for seismic design IBC 2012 code will be used.
Revit Model • Auto. CAD Drawing Export to Revit • Physical Model • Analytical Model • Verify it. ETABS
Revit Model Exporting to ETABS …
Analytical 3 D model in Revit.
ETABS Model
ETABS Model Checks Compa tibility Equilibr ium Checks - Model Check - Stress. Strain Period
ETABS Model RUN…
ETABS Model Checks Compatibility OK
ETABS Model Checks Equilibrium TABLE: Base Reactions Load Case/Combo FZ: ETABS Manually k. N Dead 8449. 9 8399 Live 2344. 6 2349. 4 2246. 1708 SID 2250 %difference -0. 0061 0. 0021 0. 0017
ETABS Model Checks
ETABS Model Checks Stress – Strain Check Column Check
Seismic Design. Using Response Spectrum Site soil classification and seismic zone factor - Site Classification - - Zone Factor Z=1. 5 -
Seismic Design Determine SDS and SD 1
Seismic Design Risk Category
Seismic Design Category Seismic design category is determined based on: - Risk category - Values of SDS and SD 1. “Seismic Design Category: C”
Seismic Design Importance factor See ASCE 7 -10 Table 1. 5 -2, I = 1. 25
Seismic Design Selection of structural system type Bearing wall system: walls carrying gravity and lateral loads. Building frame system: Frames carrying gravity loads, and shear walls take a lateral loads. Moment resisting frame: Frames walls carrying gravity and lateral loads.
Seismic Design Determine Response modification factor (R) Table 12. 14 -1 ASCE 10 -7
Seismic Design Determine of Base shear using IBC 2012 Define mass source Define Load patterns Seismic, ASCE 10 -7 Code R=5 I = 1. 25 SDS = 0. 375 SD 1 = 0. 1875 - Seismic Loading -
Seismic Design Determine of Base shear using IBC 2012
Seismic Design Response spectrum analysis using ETABS 2015 SS = 3 x 0. 375/2 = 0. 5625 S 1 = 3 x 0. 1875/2 = 0. 2812 SDS = 0. 375 SD 1 = 0. 1875 - Response Spectrum Function Definition -
Seismic Design Define Response in X, and Y directions U 1 = 2451. 66 U 2 = 735. 5 X Scale up factor = 778/612. 26 = 1. 27 - X – Direction -
Seismic Design Check for inelastic response displacement Δm = ∆Etabs *Cd/I < h/200 = 8. 4/200 = 0. 042 m = 42 mm TABLE: Diaphragm Center of Mass Displacements Story Diaphragm Load Case/Combo UX Uxm mm mm Level_3 D 2 RS-X Max 0. 1 0. 36 Level_2 D 1 RS-X Max 0. 04748 0. 17 Story Diaphragm Load Case/Combo UX UY mm 0. 1 0. 04758 Level_3 D 2 RS-Y Max mm 0. 02673 Level_2 D 1 RS-Y Max 0. 01494 Uym mm 0. 36 0. 17
Design and Detailing Single Footing Check DIM Check Shear Reinforcement Check by SAP 2000 -Compatibility -Stress -Moment and reinforcement
Design and Detailing Single Footing - Detailing -
Design and Detailing Walls Footing DIM Reinforcement Check by ETABS -Displacement -Stress -Moment and reinforcement
Design and Detailing Walls Footing
Design and Detailing Column S 0 = 150 mm - ETABS check - Detailing -
Design and Detailing Beam - Detailing -
Design and Detailing Beam
Design and Detailing Dome
Design and Detailing Dome - From own weight- - From SID Load - - From Live load -
Design and Detailing Shear Wall Since Fy = 420 MPa and db < 16 mm: - ρhorizontal = 0. 002 - ρvertical = 0. 0012 Wall-A Wall-B Wall-I Wall-1 Wall-2 Wall-5 IW A-C IW H-I L 10. 6 6. 6 14. 4 12. 7 2. 1 6. 0 4. 6 Moment 420. 00 172. 00 256. 00 456. 00 225. 00 237. 00 300. 00 As, min 3801. 6 2376. 0 5184. 0 4572. 0 756. 0 2160. 0 1654. 4 D (mm) 12 12 14 14 12 12 # of bars 33. 6 21. 0 33. 7 29. 7 6. 7 19. 1 14. 6 use 34 22 34 30 8 20 16 16
Design and Detailing Check for ETABS 25000 20000 15000 10000 5000 0 0 5000 10000 15000 20000 -5000 Shear wall 5 Current forces 25000 30000
Design and Detailing Shear Wall
RVS What is new ? For the mosque 38
What is new? ! An “optional Level 2” Data Collection Form has been added.
What is new? ! The number of seismicity regions has been expanded from three to five. Based on MCER ground motions (rather than the two-thirds of MCE ground motions) Low. Moderately High. Very High. New
What is new? ! Screening buildings with additions is provided.
What is new? ! Geologic hazards. - Liquefaction. - Landslide. - Surface Rupture.
What is new? ! Pounding and adjacency are now considered. Falling hazards from taller adjusting building.
What is new? ! Exterior Falling Hazards.
What is new? ! Vertical and plan irregularities have been updated. Moderate Vertical Irregularities: i. Sloping Site. ii. In-Plane Setback. iii. Split Levels. Sever Vertical Irregularities: i. Weak and/or Soft Story. ii. Out-of-Plane Setback. iii. Short Colum.
What is new? ! A minimum score has been included, F. Smin.
What is new? ! Soil Type CD Rather Than AB.
RVS For Mosque SS = 0. 375 x 1. 5 = 0. 5625 S 1 = 0. 1875 x 1. 5 = 0. 2812
Recommendations: Concrete frame with unreinforced masonrywalls. Falling hazard. F. S = 1. 4 < 2. Detailed Structural Evaluation is required. Not-acceptable.
Recommendations: Concrete shear wall building. F. S = 2. 9 > 2. Acceptable building.
Recommendations: It is preferred to eliminate super dead load, by using false-ceiling (by the way we need false-ceiling for sound isolation). Stone should be fixed with shear walls. Provide a small, and BRACED water tank. Non-structural elements should be fixed and designed. It is preferred to provide Refuge. It is NOT permitted at all to remove any of shear walls. We need to develop our own RVS.
Conclusion { }ﻻ ﺍ { } ﺍ ﺍ ﻭﻭﺍ ﻯ { } ﺍﻟ ﺍﺍ ﺍ Humility Back-Up-System Shear Walls
Questions & Comments
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