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A <br /> AT <br /> COAST 1624 Grove Street (425)347-8998 <br /> CO <br /> STRUCTURAL <br /> Suite D2 wcse.net <br /> ENGINEERING,INC. Marysville,WA 98270 <br /> Two Story Shear Wall Design <br /> Shear Wall Grid Location: Grid Line : 4 <br /> Misc. Info: <br /> Overturning Moment(OTM) <br /> H upper + OTM = 29.5 k-ft <br /> "' Resisting Moment(RM) Aspect Ratio Check(2w/h)= 5.75 <br /> V m H total W Above = 0.8 kips <br /> W Middle= 0.6 kips <br /> W Wall = 2.3 kips <br /> H lower RM = 42.8 k-ft <br /> v. Uplift Force @ end of Shear Wall(T) : <br /> Iy ' T = N/A kips <br /> T L tC <br /> Wind or Seismic Critical : W Shear Wall Base Shear(Vb) : 104 plf <br /> V t : 1/2(4.61)/46 = 0.050 klf Internal/External(I/E) : E <br /> V m : 1/2(5)/46 = 0.054 klf Nailing Designation : SW1 <br /> H upper= 9.0 ft H lower= 8.0 ft H total= 17.0 ft <br /> L = 23.0 ft Holdown Force(T) : N/A kips <br /> Trib. Length Upper(A) : 4 ft Lower(M) : 4 ft Holdown Designation : <br /> Dead Load Above(w above) : 15 psf Lower(w lower) : 10 psf <br /> Reliability-Redundancy Factor: <br /> Seismic Base Shear: <br /> Roof Diaphragm: 4.81 kips 2nd Floor Walls: 4.81 kips 54% <br /> . 2nd Floor Diaph: 4.12 kips 1st Floor Walls: 8.93 kips 100% <br /> Note: Seismic force-resisting system shall consist of at least two bays of seismic force resisting <br /> perimeter framing on each side of the structure in each orthogonal direction at each story resisting <br /> more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated <br /> as the length of shear wall divided by the story height or two times the length of shear wall divided <br /> by the story height for light-framed construction. <br /> Shear Wall Bays in X-Direction Shear Wall Bays in Y- Direction <br /> 2nd Floor Side 1: 6.81 Side 2: 6.37 Side 1: 7.50 Side 2: 9.99 <br /> 1st Floor Side 1: 6.50 Side 2: 2.63 Side 1: 9.00 Side 2: 9.99 <br /> Project: W4371 Sheet No: 34 9/5/2017 <br />