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Job #: 240051 <br />Date : 07/17/2024 <br />Plan : 1 <br />Dong Engineering Inc. <br />NEW MAIN HOUSE & JADU <br />1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 <br />BEAM : 11 - DROP AT GARAGE <br />Loads(Downward+) <br />Beam Weight 30.7 plf from 0 ft to 20.25 ft <br />Floor Primary: (13+40)(4.5) = (DL=58.5PLF; LL=180PLF) form 0 to 3 <br />Floor Primary: (13+40)(6) = (DL=78PLF; LL=240PLF) form 3 to 18.25 <br />Deck Primary: (13+60)(2.5) = (DL=32.5PLF; LLr=150PLF) form 3 to 15.25 <br />Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 18.25 <br />Roof Primary: (15+20)(6.8) = (DL=101.2PLF; LLr=135PLF) form 0 to 3 <br />Deck Primary: (13+60)(3.2) = (DL=42.2PLF; LLr=195PLF) form 0 to 3 <br />Point load @ 3 : Load from beam 1 at Support 1(P1) <br />Point load @ 3 : Load from beam 10A at Support 1(P2) <br />Point load @ 15.25 : Load from beam 6 at Support 2(P3) <br />Point load @ 18.25 : Load from beam 10 at Support 1(P4) <br />Point load @ 18.25 : Load from beam 1 at Support 2(P5) <br />Point load @ 13.25 : Load from beam 10B at Support 1(P6) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up Overstrength <br />1 8769/7689 -171 7689 <br />2 9065/8087 -820 8087 <br />USE 7" x 14" PSL <br /> Design with the seismic load effect with overstrength (Omega = 2.5) <br />Critcal Shear = 13104 LB @18.25' 1.5xV/(F'v x A)= 0.43 <br />F'v = 464, A = 98 <br />Critcal Moment = 37746 LB-FT @10.68' M/(F'b x S)= 0.68 <br />F'b = 2900, S = 228.67 <br /> Critical Deflection for TL = -0.885 INCH @ 10.12 L/240 = 1.012" <br /> Critical Deflection for LL = -0.389 INCH @ 10.12 L/360 = 0.675" <br />1 2 <br />P1P2 P3 P4P5P6 <br />Moment <br />Shear <br />Deflection <br />20.25' <br />BEAM : 12 - FL AT KITCHEN <br />Loads(Downward+) <br />Beam Weight 11.9 plf from 0 ft to 12.5 ft <br />Roof Primary: (15+20)(2.5) = (DL=37.5PLF; LLr=50PLF) form 0 to 12.5 <br />Exterior Wall: (15)(14~11) = (DL=210~165PLF) form 0 to 12.5 <br />Point load @ 2.25 : Load from beam 4 at Support 1(P1) <br />Point load from Panel P1(Right) of Line 1 at @ 3.75(P2*) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up Overstrength <br />1 4439/5490 0 5490 <br />2 2316/3239 0 3239 <br />USE 3 1/2" x 11 7/8" LSL <br /> Design with the seismic load effect with overstrength (Omega = 2.5) <br />Critcal Shear = 4438 LB @0' 1.5xV/(F'v x A)= 0.41 <br />F'v = 388, A = 41.56 <br />Critcal Moment = 18544 LB-FT @3.75' M/(F'b x S)= 0.72 <br />F'b = 3720, S = 82.26 <br /> Critical Deflection for TL = -0.367 INCH @ 6 L/240 = 0.625" <br /> Critical Deflection for LL = -0.129 INCH @ 6 L/360 = 0.417" <br />1 2 <br />P1 P2* <br />Moment <br />Shear <br />Deflection <br />12.5' <br />(DL=618#, LLr=621#) <br />(DL=476#, LLr=317#, W=-2730#, E=-3572#) <br />(DL=965#, LLr=427#, LL=523#) <br />(DL=1463#, LLr=463#, W=-2633#, E=-3445#) <br />(DL=618#, LLr=621#) <br />(DL=179#, LL=327#, <br />W=-2730#, E=-3572#) <br />(DL=1314#, LLr=1802#) <br />Page 29 of 57 <br />1834 W Third St & <br />#2,33/21/2025