1034 W Camden Pl - Plan - Laserfiche WebLink

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CASTILLO ENGINEERING, INC.Project CAMDEN 1147 E. Market Street Long Beach, CA 90805 Engr.Date:Job No.24-462 Sheet Tag Beam 5 L = 5.25 ft Member= 4x10 A = 32.38 in^2 S = 49.9 in^3 No. of members= 1 I = 230.8 in^4 CD= 1.25 E = 1,600,000 psi CF= 1.20 Va = 3.885 kips CV= 1.00 Ma = 3.743 k-ft Cr= 1.00 Total Load L/n= 180 Live Load L/n= 240 L= 5.25 ft 1.26 1.26 Uniform load (W1) D L Trib w1,1 (15 +20) x 12.6 = 188.7 + 251.6 Roof w1,2 (10 +0) x 4 = 40 + 0 Wall w1,3 (15 +40) x 0 = 0 + 0 Floor w1,4 (15 +60) x 0 = 0 + 0 Balcony / Deck w1,5 (5 +20) x 0 = 0 + 0 Ceiling W1 = 228.7 + 251.6 =0.480 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 (+) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft) P1 = 0 + 0 =0.00 kips 0 5.25 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 (+) x 0 x 0 = 0 + 0 X3 (ft) X4 (ft) P2 = 0 + 0 =0.00 kips 0 5.25 Shear R1= 1.261 kips R2= -1.261 kips Stress Ratio Vmax= 1.26 kips Vallow.=4.86 x 1 = 4.8563 kips OK .26 Flexure M= 1.655 k-ft Mallow.=5.62 x 1 = 5.615 k-ft OK .29 Deflection D =D w1 + Dw2 + D p1 +Dp2 D (D+L)= 0.022 + 0.000 + 0.000 + 0.000 = 0.02 = L < L OK deflection:.06 2834 180 0.022 + 0 D (L Only)= 0.012 + 0 + 0 +0 = 0.01 = L L OK deflection:.04 5411 240 USE:1- 4X10 shear: 7/22/24 12:00 AM B6 0 0 0 0 flexure: 0 USE 6x10 27