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�'"°'`� - 1-13-U <br /> • ,��"�'����� <br /> � � \..'`-'..�� � � I:SSprn <br /> �� i crf 1 <br /> Cti Bram'u1hJ.0 i� <br /> kmf3camFn�ic 4.1 t_I SJ <br /> 4latcnals l�c�tv�x iS4- <br /> Member Data <br /> Description: Member Type: Beam AppGcation: Fioor <br /> � � �� �� Top Lateral Bracing: Continuous <br /> ?�'�''� Bottom Lateral Bracing: None <br /> Standard Load: Moisture Condition: Dry Building Code: lBCIIRC <br /> live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total <br /> Dead Load: 10 PLF Deck Connection: Nailed Msmber Weight: 14.6 PLF <br /> Filename: Beam1 <br /> �ther Loads <br /> Type Trib. Other Qead <br /> (Description) Side Begin End Width Start End Start End Category <br /> Additionai Uniform(PSF) Front 0' 0.00" 30' 6.00" 7' O.pO" 40 20 live <br /> Additionai Uniform(PSF) Front 0' 0.00" 12' 1.25" 7' 0.00" 20 Q live <br /> Additionai Uniform(PLF) Front 12' 1.25" 30' 6.00" 0 SO �ive <br /> Addibonal Uniform(PLF} Top 12' 1.25" 30' 6.00" 0 100 Live <br /> Addibonal Uniform(PSF) Top 12' 1.25" 30' 6.00" 4' 6.00" 35 20 Snow <br /> Point(L6S) Front 12' 4.00" 2639 2555 Snow <br /> Point LBS Front 30' 6.00" 2262 2190 Snow <br /> 9 12 272 9 0 0 � 9 3 4 <br /> , � �, <br /> sosa <br /> Bearings and Reactions <br /> input Min Gravity Gravity <br /> Location Type Material Length Required Reaction Upiift <br /> 1 0' 0.000" Wall SP End-Grain(625psi) 5.50Q" 1.500" 3094# -- <br /> 2 12' 2.750" Wall SP End-Grain(625psi) 7.250" 3.673" 12052# -- <br /> 3 21' 2.750" Wali SP End-Grain(625psi) 5.500" 2.419" 7937# -- <br /> 4 30' 6.000" Wall SP End-Grain 625 si 5.500" 2.069" 6790# -- <br /> Maximum Load Case Reactions <br /> Uiea brepNN�p poin�Ioaea(o�ii�e ioads)to canyi�g mrmtwrs <br /> live Snow Dead <br /> 1 2345# -0Sq 748# > <br /> 2 5296# 3400# 5530# <br /> 3 3452# �699# 4074# <br /> 4 1372# 2870# 3608# <br /> Design spans <br /> 11'10.125" 9' 0.000' 8'10.625" <br /> Product: AFP Treated Beam 5 1/4 X 9 1/2 1 ply PASSES DESIGN CHECKS <br /> Design assumes continuous lateral bracing along the top chord. <br /> Design assumes no lateral bracing along the bottom chord. <br /> Allowable Stress Design <br /> Actual Aliowable Capacity Location Loading <br /> Positive Moment 7646.'# 15794.'# 48% 5.12' Odd Spans D+L <br /> Nega6ve Moment 8635.`J# 15794.`# 54% 12.23' Adjacent 1 D+L <br /> Negative Unbrcd 8635.'# t5705.`# 54% 12.23' Adjacent 1 D+L <br /> Shear 3933.# 9975.# 39% 11.64' Adjacent 1 D+L <br /> Max.Reaction 12052.# 23789.# 50% 12.23' Adjacent 1 D+0.75(L+S) <br /> Tl.Deflec6on 0.2679" d.5922" 1/530 5.72' Odd Spans D+L <br /> LL Deflection 0.2155" 0.3948" l/659 5.72' Odd S ans L <br /> Control: Negative Unbrcd <br /> OOLs: Live=100% Snow=115°o Roof=125`o Wind=lfi0°/ <br /> An n��1�ct names a�e haCema�ks of�neu respective mmers <br /> � � Copr�ghtiG)2076byS+mpaonStmng�TaCorn{.anyi�x.qlL.HiGHTSqESERVEU. <br /> "Pas c,ng„;�P�,,,,1.,.:wn����m,mom0er,Boor�aet,beam or qudet srawn on mis draw�ng meets applawWa da4ign entona toi loads,loadirg CorMinons,arw SPens LstW on tMs sheet. <br /> Tlre tlesi n us�t�resview«f b o ualificM desl neror dusl n iutasswiul as i uired px a val.This tleai n assumes roduet installalion oceortli lo the manul�cturer's s ecfiestionx. <br />