Slideshare uses cookies to improve functionality and performance, and to provide you with relevant advertising. If you continue browsing the site, you agree to the use of cookies on this website. See our User Agreement and Privacy Policy.

Slideshare uses cookies to improve functionality and performance, and to provide you with relevant advertising. If you continue browsing the site, you agree to the use of cookies on this website. See our Privacy Policy and User Agreement for details.

Like this presentation? Why not share!

- Intro to Confined Masonry by EERI 6875 views
- Analysis of Confined Masonry part 2 by EERI 2025 views
- The Confined Masonry Initiative by Global Risk Forum... 1387 views
- Masonry Construction Around the World by EERI 1683 views
- Numerical Modelling of Masonry Infi... by openseesdays 3912 views
- Earthquake Resistant Masonry Buildi... by Ashu Singh 158 views

No Downloads

Total views

2,012

On SlideShare

0

From Embeds

0

Number of Embeds

422

Shares

0

Downloads

159

Comments

0

Likes

1

No embeds

No notes for slide

- 1. Short Course on Seismic Design of Reinforced and Confined Masonry Buildings February 17-21, 2014, IIT Gandhinagar, India
- 2. Acknowledgments Kiran Rangwani, IIT Gandhinagar, India EERI Confined Masonry Network – authors of the confined masonry guide: Roberto Meli and others
- 3. Topics Part 1: Simplified Method (Svetlana Brzev) Part 2: Wide Column Model (J.J. Perez Gavilan)
- 4. The Simplified Method (SM) Based on an idealized distribution of lateral seismic forces in regular shear wall structures with rigid diaphragms. Shear strength of all walls at any floor level is required to exceed the seismic demand (applied shear force due to earthquake ground shaking)
- 5. Assumptions 1.It is assumed that all walls at each floor level fail simultaneously. 2.The walls have shear-dominant behaviour (the effect of bending is ignored). 3.The method assumes rigid diaphragm behaviour. 4.The method ignores torsional effects.
- 6. Theoretical Background The goal: Shear strength of all walls at any floor level (VR ) should exceed the seismic shear force demand (Vx) at the same level
- 7. Seismic Shear Force Demand Interstorey shear force Vx ix QV
- 8. Seismic Force Distribution to Individual Walls Wall shear demand Vjx
- 9. Seismic Force Distribution to Individual Walls xN j jx jx xjxjx V k k DkV 1 j jAEj jx H AFG k N j jAEj jAE xjx AF AF VV j 1
- 10. Wall resistance VRj Storey Shear Resistance Seismic load Ap Aw Wall cross-section Aj
- 11. Storey Shear Resistance 1AEF when 33.1 L H 2 33.1 H L FAE when 33.1 L H AEjsRj FAfV
- 12. Wall Density Index (d) One of the key indicators of seismic resistance p w A A d Seismic load Ap Aw
- 13. Wall Density Index Derivations Goal: resistance greater than demand ws N j jsR AfAfV 1 ThB WAV pT nwAW s h f wnA d BR VV
- 14. Wall Density Index – India Allowable shear stress (N/mm2) Floor weight (kN/m2) Number of storeys Seismic Zone III IV V 0.3 6.0 1 1.6 2.4 3.6 2 3.2 4.8 7.2 3 4.8 7.2 10.8 0.4 1 1.2 1.8 2.7 2 2.4 3.6 5.4 3 3.6 5.4 8.1 0.5 1 1.0 1.5 2.2 2 2.0 2.9 4.4 3 2.9 4.4 6.5 0.3 8.0 1 2.2 3.2 4.8 2 4.3 6.4 9.6 3 6.5 9.6 14.4 0.4 1 1.6 2.4 3.6 2 3.2 4.8 7.2 3 4.8 7.2 10.8 0.5 1 1.3 2.0 2.9 2 2.6 3.9 5.8 3 3.9 5.8 8.7
- 15. Assumptions 1. 𝑅=2.5 for confined masonry (currently not addressed by IS 1893) 2. 𝑆𝑎 𝑔 = 2.5 assuming the fundamental period range from 0.1 to 0.4 sec 3. Importance factor 𝐼=1 assuming regular importance 4. Allowable masonry shear stress (fs): from 0.3 to 0.5 N/mm2 5. Floor weight (w) – two values: 6.0 kN/m2 (light-weight floor structure) and 8.0 kN/m2 (heavy-weight floor structure e.g. RC slab).
- 16. Further Reading Attached writeup (document) on the Simplified Method Seismic Design Guide for Low-Rise Confined Masonry Buildings, EERI, 2011 www.confinedmasonry.org

No public clipboards found for this slide

×
### Save the most important slides with Clipping

Clipping is a handy way to collect and organize the most important slides from a presentation. You can keep your great finds in clipboards organized around topics.

Be the first to comment