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2017-1446 Parrett deck replacement calculation example.pdfFile = 1:\BUILDI-2\ENERCA-1\20606D-l.EC6 Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Lic. #: KW-06090199 - Plan Check Version Licensed User: City of Edmonds, Building Departmen Description Deck joist support beam CODE REFERENCES F Calculatits FPer`�D 2015, 1 BC 15, CBC�/201�,'�SO�M 0 e Load com ination e IBC201� nati n� Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination JBC 2015 Fb - Compr 900 psi Ebend-xx 1600ksi Fe - PHI 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fe - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.055) L(O.33) 4x12 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load -. D-= 0.010, L = 0.060 ksf, Tributary Width = 5.50 ft i F - _:::� [17 E] DESIGN SUMMARY [_�� [] Maximum bending Stress Ratio 1 11.437-1 11.��aximum Shear St I re8s-Rati6 7� L Lo.491 : 1 Section used for this span 4x1 2 Section used for this span 4x12 flo : Actual 967.46psi fv : Actual 68.61 psi FB: Allowable 673.20psi Fv: Allowable 139.68 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5.500ft Location of maximum on span 10.077 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.173 in Ratio= 762 ­360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.207 in Ratio= 638 ­240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 F ' (� mq4lR AA Fnn�MA2(�n Maximum Forces & Stresses for Load Combinations LF_L� LJ L \\�� \-J LJ Load Combination Segment Length +D+H Length = 11.0 ft +D+L+H Length = 11.0 ft +D+Lr+H Length = 11.0 ft +D+S+H Length = ffffft_--� +D+0.750Lr+0.750L+k Length = 111.0 ft +D+0.750L+G-.750S+H Max Stress Ratios Moment Values Shear Values Span # M V C d C FN C 1 C � C M C I C L M fb Fib V fv 0.00 0.00 0.00 1 0.258 0.088 0.90 1.100 0.80 1.00 0.85 1.00 1.00 0.96 156.19 605.88 0.29 11.08 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 1 1.437 0.491 1.00 1.100 0.80 1.00 0.85 1.00 1.00 5.95 967.46 673.20 1.80 68.61 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 11 0.186 0.063 1.25 1.100 0.80 1.00 0.85 1.00 1.00 0.96 156.19 841.50 0.29 11.08 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 1 0.202 0.0 0. 3�1 100 .100 0.80 0.80 .1 �_0_8V 1.00 - - 1 00-'\ I �00 1 0.85 1.00',, 0.85/�Fi.00 0.85,' 11.00 1 00 1 1.0000 6 17-4.18 �7" 41 -a.- 0.29-- - �1. �2 11.08 0.00 14.23 .1 0-.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 Fv 0.00 125.71 0.00 139.68 0.00 174.60 0.00 160.63 0.00 174.60 0.00 File = 1:\BUILDI-2\ENERCA-1\20606D-l.EC6 Nood Beam ENERCALC, INC. 1983-2017, Build:6.17.4.30, Ver:6.17.4.30 Lic. #: KW-06090199 - Plan Check Version Licensed User: City of Edmonds, Building Departmen Description Deck joist support beam Load CombinEtiori-) Ratios Moment Values Shear Values Segment Letio m .n��) ;V 77& V C , h, C (C�� ff \CA M fb -t'b fv F'v Length = 11 -.0t L-A L--1 0.338 '-"5' L1-00L-J �-.80--"1.00-- -'0.85J A0 AN 4.70- 764-.64 L--J1.42-J 54.23 160.63 +D+0.60W+H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.145 0.050 1.60 1.100 0.80 1.00 0.85 1.00 1.00 0.96 156.19 1077.12 0.29 11.08 223.49 +0+0.70E+H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.145 0.050 1.60 1.100 0.80 1.00 0.85 1.00 1.00 0.96 156.19 1077.12 0.29 11.08 223.49 +D+0.75OLr+0.750L+0.450W+H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.710 0.243 1.60 1.100 0.80 1.00 0.85 1.00 1.00 4.70 764.64 1077.12 1.42 54.23 223.49 +D+0.750L+0.750S+0.450W+H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.710 0.243 1.60 1.100 0.80 1.00 0.85 1.00 1.00 4.70 764.64 1077.12 1.42 54.23 223.49 +D+0.750L+0.750S+0.5250E+H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.710 0.243 1.60 1.100 0.80 1.00 0.85 1.00 1.00 4.70 764.64 1077.12 1.42 54.23 223.49 +0.60D+0.60W+0.60H 1.100 0.80 1.00 0.85 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft - 1 +0.60D+0.70E+0.60H F 0.087 0.030 1.60 �Apq 0.80 (-�A80 1.00 A 00 8 1.0�, 11.0 0 93.71 1077.12 0 , 17 0 1 00 6.65 0.00 223.49 0.00 Length = 11.0 ft 1 0.087 0.030 �11�� �00 0.8 8 1'. ok @;�Vlq �0 0.17 6.65 223.49 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L+H 1 0.2066 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+().75 Lr 750�+H +D+( L+��5'108 L7�:D + 4 rc� D+( t �-, H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only Support 1 Support 2 2.164 2.164 0.210 0.210 0.349 0.349 2.164 2.164 0.349 0.349 0.349 0.349 t,,71 1, I'll 1,711-1-� 4 7p- El 01 � 49� �349 0.349 __�7 0.349 1.711 1.711 1.711 1.711 1.711 1.711 0.210 0.210 0.210 0.210 0.349 0.349 1.815 1.815 H Only [P T �, WO (@ 10 g A @� zf� � � @W(@ �0 F-1