Design Considerations for Earthquake Forces - Simplified Design of Reinforced Concrete Buildings - page 313

Design for Shear :

V u at distance d from column face = 106.1 - w u (1.42) = 97.0 kips

where

w u = 1.2(3.9) + 1.6(1.1) = 6.4 klf

( φ V c + φ V s ) max = 0.48 b w d = 0.48(36)17 = 293.8 kips > 97.0 kips O.K.

φ V c = 0.095 b w d = 0.095(36)17 = 58.1 kips

φ V c /2 = 29.1 kips

Length over which stirrups are required = (106.1 - 29.1)/6.4 = 12.0 ft

φ V s (required) = 97.0 - 58.1 = 38.9 kips

Try No. 4 U-stirrups

From Fig. 3-4, use No. 4 @ 8 in. over the entire length where stirrups are required.

References

11.1 International Code Council, International Building Code , 2009

11.2 American Society of Civil Engineers, ASCE Standard Minimum Design Loads for Buildings and other

Structures , ASCE 7-05, 2005

11.3 S.K. Ghosh, and Qiang Shen, Seismic and Wind Design of Concrete Buildings ( PCA LT276),

June 2008

11.4 ACI, Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary (ACI 318R-02) ,

American Concrete Institute, 2002.

11.5 David A. Fanella, and Javeed A. Munshi, Design of Low-Rise Concrete Buildings for Earthquake Forces ,

EB004, Portland Cement Association, 1998

11.6 David A. Fanella, Seismic Detailing of Concrete Buildings , SP382, Portland Cement Association, 2007