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CASTILLO ENGINEERING, INC.Project 2118 W DEHL LN 1147 E. Market Street Long Beach, CA 90805 Engr.Date:Job No.25-185 Sheet Tag Beam 5 L = 4.00 ft Member= 4x6 = 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 Loa L/n= 180 Live Load L/n= 240 L= 4 ft 0.52 0.52 Uniform load (W1) D L Trib w1,1 (15 + 20) x 6.58 = 98.7 + 131.6 Roof w1,2 (16 + 0) x 2 = 32 + 0 Wall w1,3 (15 + 40) x 0 = 0 + 0 Floor w1,4 (15 + 60) x 0 = 0 + 0 Balcony / Deck w1,5 (5 + 0)0 = 0 + 0 Ceiling Joist W1 = 130.7 + 131.6 =0.262 klf 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 2 = 0 + 0 w2,4 (0 + 0) x 0 = 0 + 0 w2,5 (0 + 0) x 4 = 0 + 0 W2 = 0 + 0 =0.000 klf Point Load (P1) D L Trib.1 Trib.2 TAG: p1,1 ( + ) x 0.00 x 0.00 = 0 + 0 0 p1,2 ( + ) x 0 x 0 = 0 + 0 0 p1,3 ( + ) x 0 x 0 = 0 + 0 0 p1,4 ( + ) x 0 x 0 = 0 + 0 p1,5 ( + )0 0 = 0 + 0 X1 (ft) X2 (ft) P1 = 0 + 0 =0.00 kips 0 4 Point Load (P2) D L Trib.1 Trib.2 TAG: p2,1 (+ )x 0 x 0 = 0 + 0 0 p2,2 (+ )x 0 x 0 = 0 + 0 0 p2,4 (+) x 0 x 0 = 0 + 0 0 p2,4 (+) x 0 x 0 = 0 + 0 p2,5 (+)0 0 = 0 + 0 X3 (ft) X4 (ft) P2 = 0 + 0 =0.00 kips 0 4 Shea R1= 0.525 kips R2= -0.525 kips Stress Ratio Vmax= 0.52 kips allow.=2.89 x 1 = 2.8875 kips OK .18 Flexure M= 0.525 k-ft Mallow.=2.15 x 1 = 2.1506 k-ft OK .24 Deflection D =D w1 + Dw2 + D p1 + Dp2 D (D+L)= 0.019 + 0.000 + 0.000 + 0.000 = 0.02 = L < L OK deflection:.07 2467 180 0.019 + 0 D (L Only)= 0.01 + 0 + 0 +0 = 0.01 = L L OK deflection:.05 4917 240 USE:1- 4X6 shear: 2/7/25 12:00 AM H1 0 0 0 0 flexure: 0 14