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PROJECT <br />CLIENT <br />LOCATION <br />ITEM <br />McGuff TI <br />KPRS Inc <br />Santa Ana, CA <br />Transformer <br />S24-0254 <br />SHEET # <br />ENGINEER <br />DATE <br />JOB # <br />3/12/2025 <br />C. Landis <br />Concrete Wall Capacity Check <br />H =33 ft Height of concrete wall <br />twall =9.5 in Thickness of concrete wall <br />DLconc =150 pcf Weight of concrete <br />W wall =118.75 psf Self weight of concrete wall <br />tw =3 ft Width of wall being analyzed (Includes 3' of wall that transformer attaches to and 1' on each side) <br />wwall =356 plf Distributed weight of wall (W p *t w ) <br />SDS =1.052 Short period spectral acceleration <br />Ie =1 Importance factor <br />Fp =149.9 plf Out-of-plane wall seismic demand <br />Mmax,E =20406 lb-ft Flexural demand in wall from seismic demands (W p *H 2 /8) <br />Mmax,transformer =1691 lb-ft Flexural demand on wall from new transformer demands <br />Mmax,N =22097 lb-ft Worst case flexural demand in wall (Assume transformer moment acts at midspan) <br />Section Capacity <br />fy =60 ksi Yield strength <br />f'c =3 ksi Concrete strength <br />b = 36 in Width of section <br />dsection =9.5 in Depth of section <br />Dbar =0.75 in Diameter of bar <br />nbar =4.0 Number of bars in section <br />As =1.77 in 2 Area of reinforcing steel <br />crebar =4.75 in Concrete cover <br />d = 4.75 in Distance to reinforcing <br />a = 1.15 in Depth of compression block <br />c = 1.36 in Depth of neutral axis <br />εt =0.007 Strain in tensile reinforcment <br />Tension Controlled <br />Φ = 0.90 Moment capacity factor <br />Φ = 0.75 Shear capacity factor <br />ΦMn =33180 lb-ft Flexural capacity <br />O.K. <br /> BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH