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TABLES REFERENCED IN BEAM DESIGN SPREADSHEET
<br />2018 NDS Table 4A
<br />fb fv E
<br />Select Str 1,500 180 1,900,000
<br />No.1&Better 1,200 180 1,800,000
<br />No.1 1,000 180 1,700,000
<br />No.2 900 180 1,600,000
<br />No.3 525 180 1,400,000
<br />Stud 700 180 1,400,000
<br />2018 NDS Table 4D
<br />fb fv E
<br />Dense Str 1,900 170 1,700,000
<br />Select Str 1,600 170 1,600,000
<br />Dense No. 1 1,550 170 1,700,000
<br />No.1 1,350 170 1,600,000
<br />Dense No. 2 1,000 170 1,400,000
<br />No.2 875 170 1,300,000
<br />Other Material
<br />Prllm2.0E 2,900 290 2,000,000
<br />Mcrlm1.8E 2,600 285 1,800,000
<br />Mcrlm1.9E 2,600 285 1,900,000
<br />Steel Fy=36 ksi 23,760 14400 29,000,000
<br />Steel Fy=46 ksi 30,360 18400 29,000,000
<br />Steel Fy=50 ksi 33,000 20000 29,000,000
<br />1. FOR DOUGLAS FIR-LARCH USE 19% MAX. MOISTURE CONTENT
<br />LOAD SYMBOLS AND NOTATION
<br />D = Dead Load E = Earthquake Load
<br />Lr = Roof Live Load W = Wind Load
<br />L = Floor Live Load
<br />ASCE7-16 2.4 LOAD COMBINATION - ALLOWABLE STRESS DESIGN
<br />1. D
<br />2. D + Lr Load Duration = 1.25
<br />3. D + L Max. (Dead + Live)
<br />4. D + 0.75 (Lr + L) Load Duration = 1.25
<br />5.(1.0 + 0.14SDS)D + 0.7E
<br />6.(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)
<br />7.(0.6 − 0.14SDS)D + 0.7E
<br />ASCE7-16 12.4.3.2
<br />TABLE 1604.3 (2022 CBC) DEFLECTION LIMITS
<br />Roof Members L D + L
<br />Supporting Plaster Ceiling l / 360 l / 240
<br />Supporting Nonplaster Ceiling l / 240 l / 180
<br />Not Supporting Ceiling l / 180 l / 120
<br />Floor Members l / 360 l / 240
<br />Max. (Dead + Live + Lateral)
<br />Allowable Stress Increase = 1.2
<br /> = 2.5 For Flexible Diaphragm
<br />WWPA
<br />Design Values for Visually Graded (2"-4")
<br />Design Values for Visually Graded (5" & Larger)
<br />Douglas Fir-Larch 1
<br />WWPA
<br />Douglas Fir-Larch 1
<br />35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in Beam Design
<br />Page 13
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<br />#H1/23/2025
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