2605 W Strawberry Ln #2 - 101118650 - Plan

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CASTILLO ENGINEERING INC.Project 1327 Loma Avenue Long Beach, CA 90804 Engr. Date:Job No.23-10263 Sheet Tag Beam 5 L = 1.17 ft Member= 4x6 A = 19.25 in^2 S = 17.6 in^3 No. of members= 1 I = 48.5 in^4 CD= 1.25 E = 1,600,000 psi CF= 1.30 Va = 2.310 kips CV= 1.00 Ma = 1.323 k-ft Cr= 1.00 Total Load L/n= 180 Live Load L/n= 240 L= 1.17ft 0.27 0.27 Uniform load (W1) D L Trib w1,1 (15 + 20) x 11.67 = 175.05 + 233.4 w1,2 (16 + ) x 3 = 48 + 0 w1,3 ( + ) x 0 = 0 + 0 w1,4 ( + ) x 0 = 0 + 0 w1,5 ( + ) x 0 = 0 + 0 W1 = 223.05 + 233.4 =0.456 kl Triangular load (W2) D L Trib ` w2,1 (0 + 0) x 0 = 0 + 0 w2,2 (0 + 0) x 0 = 0 + 0 w2,3 (0 + 0) x 0 = 0 + 0 w2,4 (0 + 0) x 0 = 0 + 0 w2,5 (0 + 0) x 0 = 0 + 0 W2 = 0 + 0 =0.000 kl Point Load (P1) D L Trib.1 Trib.2 p1,1 ( + ) x 0 x 0 = 0 + 0 p1,2 ( + ) x 0 x 0 = 0 + 0 p1,3 ( + ) x 0 x 0 = 0 + 0 p1,4 ( + ) x 0 x 0 = 0 + 0 p1,5 ( + ) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft) P1 = 0 + 0 =0.00 kips 0 1.17 Point Load (P2) D L Trib.1 Trib.2 p2,1 ( + ) x 0 x 0 = 0 + 0 p2,2 ( + ) x 0 x 0 = 0 + 0 p2,4 ( + ) x 0 x 0 = 0 + 0 p2,4 ( + ) x 0 x 0 = 0 + 0 p2,5 ( + ) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft) P2 = 0 + 0 =0.00 kips 0 1.17 Shear R1= 0.267 kips R2= -0.267 kips Stress Ratio Vmax= 0.27 kips allow.2.89 x 1 = 2.8875 kips OK .09 Flexure M= 0.08 k-ft Mallow.2.15 x 1 = 2.1506 k-ft OK .04 Deflection D =D w1 + Dw2 + D p1 + Dp2 D (D+L)= 0.000 + 0.000 + 0.000 + 0.000 = 0.00 = L < L OK deflection:.00 56643 180 2E-04 + 0 D (L Only)= 1E-04 + 0 + 0 + 0 = 1E-04 = L L OK deflection:.00 110773 240 USE:1- 4X6 H2 flexure: shear: 2/23/24 12:00 AM 2605 W Strawberry Ln #2 - 1011186506/26/2024