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07120087 - CalcsSTRL TURAL, CALCULATIONS SIC for IL *3 RAFII RESIDENCE 'BYRNE AVENUE CUPERTINO, CA Prepared For: Moe Khadem v, ,,.VPunt.ain View Avenue, #11 ount4ih,View, CA 94040 Prepared By: ;.,Spil.iotis Engineering Services '6306 Central Avenue .-Ne\k, rnia g—. 92007 SES Job No. 092207 Rc:qIFW ACCEPTANCE 14AY 15 2008 OOREAII vuffps NORTH AMERICA, INC. I 1.. / f - TABLE OF CONTENTS FOR: RAM RESIDENCE 10484 BYRNE AVENUE CUPERTINO, CA Loading Table Upper Roof Framing Design i Lower Roof Framing Design Upper Floor Framing Design Lower Floor Framing Foundation Design Lateral Analysis LTI U RF I -URFA % LRF I UFF I -UFF 18 LFFI_L3 FI LI -L6 M . -.' . . . I . . /I rl�r=tl. � p_�r,T I��I�'iS�lhd.(i Lt( G�lL1r� `2, o 1�t - I� • o @� o 7 L C�w ' }fin )ue - J 12 b�1 a Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 90.30 #/ft LL @ Right 92.20 #/ft End Loc 12.000 ft Beam Design. OK Span= 12.00ft. Beam Width = 1.500in z Depth = 9.25in, Ends are Pin -Pin _location - Rafii Residence Title: Job # • Dsgnr: Date: 2:19PM, 29 JUL 07 0.200 in. Description 0.000 in @ Right Scope: tlr Maximum Moment @ Center 1.7 k,(1 Req 580000 V. 580, 1 -Dec -2003 t'--.`� .General Timber Beam Page .� (c)1983-7003 ENE RCALC Engneenng Software - q 0.00 in3 1,203.13 psi Description typicafhip 0.00 k -ft 2.1 k -ft General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ift _ . _ ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever it ... .Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fv: Allowable 118:75 psi Fb Base Allow 875.0 psi -0.00 k -ft Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.36.k Bearing Length Req'd E 1,600.0 ksi 0.00 k -ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 90.30 #/ft LL @ Right 92.20 #/ft End Loc 12.000 ft Beam Design. OK Deflection Span= 12.00ft. Beam Width = 1.500in z Depth = 9.25in, Ends are Pin -Pin _location - 6.240 ft ... Length/Deli 1.080.2 Camber ( using 1.5'D.L. Max Stress Ratio 6.766 : 1 0.200 in. @ Left 0.000 in @ Right 0.000 in Sxx Req'd Maximum Moment @ Center 1.7 k,(1 Maximum Shear 1.5 0.9 k q 0.00 in3 1,203.13 psi Allowable' 0.00 k -ft 2.1 k -ft 1,203.13 psi Allowable @Left Support 1.6 k Design Shear Max. Positive Moment .1,69 k -ft at 6.912 ft Shear @ Left 0.36 k Fv: Allowable 118:75 psi Max. Negative Moment -0.00 k -ft at 12.000 it @ Right 0.73 k 0.36.k Bearing Length Req'd Max @ Left Support 0.00 k -ft 0.73 k Bearing Length Req'd Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.200in Max. M allow .2.14 Reactions... @ Right 0.000in ro 945.74 psi fv 64.25 psi Left DL 0.18 k Max 0.36 k Fb 1,203.13 psi Fv 118.75 psi Right DL 0.36 k Max 0.73 k Deflections Deflection -6.133 in _location - 6.240 ft ... Length/Deli 1.080.2 Camber ( using 1.5'D.L. Dell I... @ Center 0.200 in. @ Left 0.000 in @ Right 0.000 in Stress Calcs -0.269 in Deflection 6.240 ft ...Length/Deft 53445 Right Cantilever... 0,0 Deflection Cf 1.100 Rb ...Length/Deft 0.000 in 0.000 in 0,0 0.0 0.000 in 0.000 in 0,0 0.0 Bending Analysis Ck 31.019 Le 0.000 ft Sxx 21.391 in3 Area 13.875 int Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 169 k -fl 16.81 in3 1,203.13 psi @ Left Support 0.00 kraft q 0.00 in3 1,203.13 psi @ Right Support 0.00 k -ft 0.00 in3 1,203.13 psi Shear Analysis @Left Support @ Right Support Design Shear 0:54 k 0.89 k Area Required r; 4.554 int 7.507 in2 Fv: Allowable 118:75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.36.k Bearing Length Req'd 0.389 in Max. Right Reaction 0.73 k Bearing Length Req'd 0.779 in , 6 �I,�,r � ��s) C�1- Vis. � �, � J ��_ � fil - I �. u' Lim MIA, yAi,t, r �l -.2 �jlsI too.. IA � t�n -TT V-1 = 41D 1 I/ - I I t" -- -Pt;li , t �, , Rafii Residence Title : Dsgnr: Description Scope: Job # Date: March 31. 2008 Rev. 580000 _ _ Page -,t' vcr 5 a. o, 1_dec-2003 General Timber Beam Description HIP General Information Span= 4.75ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Code Ref: 1997 NDS. 2003 IBC, 2003 NFPA 5000. Base allowables are user definetl Section Name 2x8 ---- Center Span 4.75 ft ...Lu 0.00 ft Beam Width 1.500 in Left Cantilever i ft _ ... In 0.00 ft Beam Depth 7.250 in Right Cantilever fl . _ _ _ .Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, N0.2 03 k Allowable Fla Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 2.185 ft Shear. E 1,600.0 ksi Trapezoidal Loads __ ` � #1 DL @ Left 77.00 #/ft LL @ Left 82.10 #/IIT Start Loc ^ 0.000 ft DL @ Right 26.50 #/ft LL @ Right 28.30 #/ft End Loc 4.750 ft Beam Design OK Center Span... Deaa Load Span= 4.75ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Len ��a•. �uvu ---- Deflection -0.008 in Max Stress Ratio 0.239 : 1 0-000 in 0.000 in ...Location 2.337 ft 2.337 ft ...Length/Den Maximum Moment 0.0 0.3 k -ft Maximum Shear 1.5 03 k Allowable 0.31 k 1.4 k -ft 0.000 in Allowable @ Center 0.012 in 1.3 k ._Length/Deft Max. Positive Moment 0.30 k -ft at 2.185 ft Shear. @ Left 0.30 k @ Right 0.000 in Max. Negative Moment 0.00 k -ft at 0.000 ft i Stress Cities @ Right 0.21 k 0.227 in Max @ Left Support 0.00 k -ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -fl Ck 31.019 Le 0.000 ft Sxx @ Center 0.012in Cf 1200 Rb 0.000 Cl 0.000 @ Right 0.000in Max. M allow 1.44Reactions... fb 277.25 psi fv 28.33 psi Left DL 0.14 k Max 0.30 k Fb 1.312.50 psi Fv 118.75 psi Right DL 0.10 k Max 0.21 k Deflections Center Span... Deaa Load i oral Loan Len ��a•. �uvu ---- Deflection -0.008 in -0.016 in Defection 0-000 in 0.000 in ...Location 2.337 ft 2.337 ft ...Length/Den 0,0 0.0 ...Length/Def 7,326.2 3,544.93 Right Cantilever... @ Right Support Camber I using 1.5' D.L. Deft ) ... 0.31 k Deflection 0.000 in 0,000 in @ Center 0.012 in 2.231 in2 ._Length/Deft 0,0 00 @ Left 0.000 in Bearing @ Supports @ Right 0.000 in Max, Left Reaction 0.30 k Bearing Length Req'd 0.315 in i Stress Cities 0.21 It Bearing Length Req'd 0.227 in ti L_ Bending Analysis Ck 31.019 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1200 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fin @ Center 0.30 k -ft 2.78 in3 1,312.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,312.50 psi @ Right Support 0.00 01 0.00 in3 1,312.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.31 k 0.26 k Area Required 2.594 in2 2.231 in2 Fv; Allowable 118.75 psi 118.75 psi Bearing @ Supports Max, Left Reaction 0.30 k Bearing Length Req'd 0.315 in Max. Right Reaction 0.21 It Bearing Length Req'd 0.227 in n Rafii Residence Title : ,lob # Dsgnr: Data: March 31,2008 Description Scope: \ Rev 580000 Page �erSao, oe=-zeeJ General Timber Beam Page /r� (d198J 2003 EN.0 LC Engineenng S&Were 4 Description jOP'V-2 General Information - Code Ref1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined 1 Section Name 2x8 0.265 : 1 Center Span 7.00 fl . - ...Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever fl .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 59.40 #/ft End Loc 1,500 fl -Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fe Allow 625.0 psi End Loc 5.500 ft E 1,600.0 ksi Trapezoidal Loads 0.265 : 1 Total Load _ ueao Loaa T #1 DL @ Left 66.30 #/ft ° LL @Left 70.70 #/ft Start Loc 0-000 it DL @ Right 55.70 #/ft LL @ Right 59.40 #/ft End Loc 1,500 fl #2 DL @ Left 55.70 #/ft LL @ Left 59.40 #/ft Start Loc 1.500 ft DL @ Right #/ft LL @ Right #/ft End Loc 5.500 ft Beam Design OK Span= 7.00ft. Beam Width = 1.500inx Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.265 : 1 Total Load Lett Cantilever... ueao Loaa 101@1 Loaa Maximum Moment -0.020 in 0.4 k -ft Maximum Shear' 1.5 0.3 k Allowable 3.276ft 1.4 k -ft ...Length/Deft Allowable 0.0 1.3 k Max. Positive Moment 0.38 k -ft at 2.688 ft Shear: @ Left 0.31 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 0.11 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.030in Max, Mallow 1.44@ Reactions... Right 0000in 1b 346.98 psi fv 31.50 psi Left DL 0.15 k Max 0.31 k Fb 1,312.50 psi Fv 118.75 psi Right DL 0,05 k Max 0.11 k Deflections Center Span... Dead Load Total Load Lett Cantilever... ueao Loaa 101@1 Loaa Deflection -0.020 in -0.042 in Deflection 0.000 in 0 000 in .Location 3.276ft 3.276 ft ...Length/Deft 0,0 0.0 ..Length/De8 4,178.7 2,022.20 Right Cantilever... 0.17 k Camber ( using 1.5' D.L. Dell I ... 1.425 in2 Deflection 0.000 in 0.000 in @ Center 0.030 in Bearing @ Supports ...Length/Dell 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.327 in Max. Right Reaction. 0-11 k @ Right 0.000 in Stress Calcis Bending Analysis , Ck 31.019 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000. Cl 0.000 Max Moment Sxx Read Allowable to @ Center 0.38 k -ft 3.47 in3 1.312.50 psi @ Left Support 0.00 k -ft 0.00 in3 1.312,50 psi @ Right Support' 0.00 k -fl 0.00 in3 1.312.50 psi Shear Analysls @Left Support @ Right Support Design Shear 0.34 k 0.17 k Area Required 2.885 in2 1.425 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.31 k Bearing Length Req'd 0.327 in Max. Right Reaction. 0-11 k Bearing Length Req'd 0.120 in Rafii Residence Title : .lob # Dsgnr: Date: March 31, 2008 Description Scope: ver5e:o 1 -Dec -2003 - :General Timber Beam Page of (c)1993-2003 ENERCALC Engineering Software _ Description Ridge R-2, General Information 64.00 #/ft Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 9 Section Name .2x8 0,000 It Center Span 3.50 It _ . _ Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft _ ...Lu 0,00 ft Beam Depth 7250 in Right Cantilever it ... _Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 End Loc 3.500 It SummaryIl Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95,0 psi Beam End Fixity Pin -Pin - Fc Allow 625.0 psi 0,211 : 1 Bearing @ Supports E 1,600.0 ksi #1 DL @ Left 64.00 #/ft ILL @ Left 64.00 #/ft Start Loc 0,000 It DL @ Right 78.80 #/ft LL @ Right 84.10 #/ft End Loc 1.750 It #2 DL @ Left 78.80 #/ft CL @ Left 84.10 #/fl Start Loc 1.750 It DL @ Right 78.80 #/it LL @ Right 84.10 #/ft End Loc 3.500 It SummaryIl Right Cantilever... Beam Design OK Span= 3.50ft. Beam Width = 1,500in x Depth = 7.25in, Ends are Pin -Pin Deflection 0.000 in Max Stress Ratio @ Center 0,211 : 1 Bearing @ Supports .--Length/Dell Maximum Moment 0.0 02 k -h - Maximum Shear' 1.5 03 k Allowable Max. Right Reaction 1.4 k -ft Allowable @ Right 1.3 k Max. Positive Moment 0.24 k -ft at 1.778 ft Shear: @ Left 026 k Max. Negative Moment .0.00 k -ft at 3.500 It @ Right 0.28 k Max @ Left Support 0.00 k -ft'' Camber: @ Left 0.000in Max @ Right Support _0.00 k -ft @ Center 0.005in Max. M allow 1.44Reactions... @ Right 0,000in to 219.73 psi fv 25.09 psi Left DL 0.13 k Max 0.26 k Fb 1,312.50 psi Fv 118.75 psi Right DL 0.14 k Max 0.28 k Deflections Center Span... Dead Load - Total Load Left Cantilever... ueaa Loaa i oral LOBO Deflection -0-003 in -0.007 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.764 ft ...Length/Defl 0.0 0.0 ... Length/Den 12,452.6 6,053.50 Right Cantilever... 0.27 k Camber ( using 1.5' D.L. Defl ).... 2.298 M2 Deflection 0.000 in 0.000 in @ Center 0.005 in Bearing @ Supports .--Length/Dell 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.277 in Max. Right Reaction 0.28 k @ Right 0-000 in Stress Calcs Bending Analysis, Ck 31.019 - Le 0.000 It Sxx 13.141 in3 Area 10.875 m2 Cf 1.200 Rb. 0.000 Cl 0.000 X Max Moment Sxx Rea'd Allowable ♦b - @ Center 0.24 k -ft 2.20 in3 1,312.50 psi @ Left Support 0.00 k -ft 0.00 in3 1 312.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,312.50 psi Shear Analysis @'Left Support @ Right Support Design Shear 0.27 k 0.27 k Area Required 2.261 int 2.298 M2 Fv: Allowable 116.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.26 k Bearing Length Req'd 0.277 in Max. Right Reaction 0.28 k Bearing Length Req'd 0.299 in X Rafii Residence Title : ,lob # Dsgnr: Date: March 31, 2008 Description Scope : J F1 I incenw aoltwaro General Timber Beam Page fir^ Description Ridge R-3 General Information Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000, Base allowables are user defined Section Name 2x8 Span= 7.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Center Span 7.00 if ....Lu 0.00 it Beam Width 1.500 in Left Cantilever 1 it .....Lu 0.00 it Beam Depth 7.250 in Right Cantilever ft .. ..Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.2 80.00 #fit End Loc 5.000 it Fla Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi End Loc 7.000 it E 1,600.0 ksi Trapezoidal Loads Span= 7.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin -0.092 in Deflection 0.000 in 0-000 in ...Location #1 DL @ Left 38.00 #/ft LL @ Left 40.60 #/It Start Loc - 0.000 it DL @ Right 75.00 #/ft LL @ Right 80.00 #fit End Loc 5.000 it #2 DL @ Left 75.00 #/0 LL @ Left 80.00 #/ft Start Loc 5.000 it DL @ Right 75.00 #/ft LL @ Right 60.00 #/ft End Loc 7.000 it Summary Beam Design OK Deflections Deflection Span= 7.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin -0.092 in Deflection 0.000 in 0-000 in ...Location Max Stress Ratio 0.558: 1 0.0 0.0 ...Length/De8 1,8817 910.37 Right Cantilever... Maximum Moment 0.8 k -ft Maximum Shear 1.5 0.6 k 0.000 in Allowable 0.067 in 1.4 k -ft 0.0 Allowable @ Left 1.3 k Max. Positive Moment 0.80 k -ft at 3.724 it Shear: @ Left 0,40 k Stress Calcis Max. Negative Moment -0.00 k -ft at 7.000 it Bending Analysis @ Right 0,50 k Max @ Left Support 0.00 k -ft 0.000 If Sxx 13,141 in3 Area Camber: @ Left 0.000 in 0.000 Max @ Right Support 0.00 k -ft Max Moment @ Center 0.067in Max. M allow 1.44Reactions... 7.33 in3 1,312.50 psi @ Right 0.000 in 0.00 in3 Ib 73220 psi fv 55.98 psi Left DL 0.19 k Max 0.40 k Shear Analysis Fb 1,312.50 psi Fv 118.75 psi Right DL 0.24 k Max 0.50 k Deflections Deflection -0.045 in -0.092 in Deflection 0.000 in 0-000 in ...Location 3.556 If 3556 it ...Length/Dell 0.0 0.0 ...Length/De8 1,8817 910.37 Right Cantilever... Camber ( using 1.5' D.L. Deft I_ Deflection 0.000 in 0.000 in @ Center 0.067 in ...Length/Deft 0.0 0.0 @ Left - 0.000 in @ Right 0.000 in Stress Calcis Bending Analysis Ck 31.019 Le 0.000 If Sxx 13,141 in3 Area 10.875 int Cf 1.200 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fh @ Center 0.80 k -ft 7.33 in3 1,312.50 psi @ Leff Support 0.00 k -ft 0.00 in3 1.312.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,312.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.52 k 0.61 k Area Required 4.397 in2 5.127 int Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction -0.40 k Bearing Length Req'd 0.423 in Max. Right Reaction 0.50 k Bearing Length Req'd 0.530 in Rafii Residence Title: Job # Dsgnr: Date: 1:49PM, 3 APR 08 Description Scope: Ver580.7&V -200] General Timber Beam Page y, (c)19a3-2003 ENERCALC Engineenng Sonwm �. -0:094 in Description Ceiling Bm.CL-1 4.484 It General Information: ' . Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name .4x8 Center Span 9.50 ft _ .. .Lu 6,00 ft Beam Width 3.500 inLeft Cantilever 1t ... _ .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever fl Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, N0.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.250 ' Fv Allow 95,0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600,0 ksi Full Length Uniform;Loads Center DL 30.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads _t Dead Load 130.0 lbs - 380.0 lb, lbs lbs lbs lbs lbs Live Load 130.0 lbs '410.0 lbs lbs lbs lbs lbs lbs ...distance 0.500 11 ' 3:500 It 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Center Span... Span= 9.50ft, Beam Wdth = 3.500in x Depth = 7.251n, Ends are Pin -Pin Deflection -0:094 in ...Location 4.484 It ..length/De0 Max Stress Ratio . 0.595 : 1 @ Center 0.142 in @ Left 0.000 in @ Right ,0.000 in Maximum Moment- 2.1 k -ft Maximum Shear 1.5 0.9 k Allowable � 3.6 k -ft Allowable 3.0 k Max. Positive Moment 2.14 k -ft at 3.496 ft Shear: @ Left 0.89 k Max- Negative Moment 0.00 k -ft at 9.500 ft @ Right 0.45 k Max @ Left Support 0.00 k -ft Camber- @ Left 0-000 in Max @ Right Support 0.00 k -ft @ Center 0.142 in Max. M allow ,3.60Reactions._ @ Right 0.000in fb 838.05 psi fv 36.10 psi Left DL 0.51 k Max 0,89 k Fb 1,408.01 psi Fv 118.75 psi Right DL 0.29 k Max 0.45 k Deflections ii Center Span... Dead Load ' Deflection -0:094 in ...Location 4.484 It ..length/De0 1,206.4 Camber ( using 1.5' D.L. Dell ) ... @ Center 0.142 in @ Left 0.000 in @ Right ,0.000 in + Total Load Left cantilever... -0.163 in Deflection 4.446 ft ...Length/Defl 699.63 Right Cantilever... Deflection ..length/De8 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 10, Rafii Residence Title : Job z Dsgnr; Date: 1:49PM, 3 APR 08 Description Scope: A` Rey. 580000 - Page Ver580, 1 -Doc -2003 General Timber Beam et' (C) 1983 2003 ENE RCALC Enginoenn9 Soireare Description Ceiling Wn. CL -1 Stress Calcs ' Bending Analysis M, V, & D @ Specified Locations Ck 31.019 Le 11.528 ft Sxx 30.661 in3 Area 25.375 int Cf 1.300 Rb 9.050 Cl 0.990 0.0000 in @ Right Cant. Location = Max Moment Sxx Reg' tl Allowable ft, @ Center 2.14 Wt 18.25 in3 1,408.01 psi @ Left Support 0.00 k -R 0.00 in3 1,421.88 psi @ Right Support 0.00 k -ft 0.00 in3 1,421 88 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.65 k Area Required 7.714 int 5,433 int Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.89 k Bearing Length Req'd 0.406 in Max. Right Reaction. 0.45 k Bearing Length Req'd 0.204 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00k -ft 0.89 k 0.0000 in @ Right Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 h 0.00 k -h 0.00 k 0-0000 in ;--cam ,r�, •�x`1�2 mss. j��_4,��' 1� ��,� �` ��1�� u - $E -I 'Q �- ,j �s .. P� 2 �c json Q�,t Q. CO RTL =,2a 24 Rafii Residence Title : Job # Dsgnr: Date: 4:11PM. 29 JUL 07 Description Scope: General Timber Beam Page Air Description CL -2 ACO General Information Span= 9.50ft. Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Code Ref: 1997 NDS. 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center DL Center Span 9,50 It . - ...Lu 9-50 ft Beam Width 3.500 in Left Cantilever if .....Lu 000 fl Beam Depth 7.250 in Right Cantilever fl .....Lu 0-00 it Member Type Sawn Douglas Fir - Larch, No.2 Deflection Allowable 0,000 in Fib Base Allow 875.0 psi Allowable Load Dur. Factor 1.250 Fv Allow 95.0 psi Max. Positive Moment Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Left 0.45 k E 1.600.0 ksi 0-00 k -ft Full Length Uniform'Loads Span= 9.50ft. Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Lon Ganuwver... ueao loaa Center DL 30.00 #/ft LL #/ft Left Cantilever DL #Ift LL #/fl Right Cantilever DL #Ifl LL #/ft Point Loads Live Load 180.0 lbs lbs lbs lbs lbs Itis lbs ...distance 1.500 fl 0.000 It 0.000 It 0.000 ft 0,000 it 0.000 ft 0.00011 Beam Design OK Center Span... Uead Load Span= 9.50ft. Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Lon Ganuwver... ueao loaa i oral l-oaa Deflection -0.045 in -0.060 in Max Stress Ratio 0-213: 1 0.000 in ._Location 4.550 If 4,446 it -..Length/Deft 0.0 0.0 Maximum Moment 1,905,73 0.7 k -fl Maximum Shear 1.5 0.6 k Deflection Allowable 0,000 in 3.6 k -ft Allowable 0.0 3.0 k @ Left 0.000 in Max. Positive Moment 0-66 k -ft at 2.850 ft Shear: @ Left 0.45 k Max. Negative Moment 0-00 k -ft at 9.500 ft @ Right 0.20 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0-00 k -ft @ Center 0.068in Max. M allow 3,57 Reactions... @ Right 0.000in fb 259.20 psi hr 25.33 psi Left DL 0.29 k Max 0 45 k Fb 1.398.83 psi Fv 118.75 psi Right DL 0.17 k Max 0.20 k Deflections 9 Center Span... Uead Load I otal Load Lon Ganuwver... ueao loaa i oral l-oaa Deflection -0.045 in -0.060 in Deflection 0-000 in 0.000 in ._Location 4.550 If 4,446 it -..Length/Deft 0.0 0.0 ...Length/Deft 2,515.7 1,905,73 Right Cantilever... Camber ( using 1.5' D.L. Dell ) ... Deflection 0.000 in 0,000 in @ Center 0.068 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rafii Residence Title: Dsgnr: Description : Scope: Job # Date: 1:53PM, 3 APR O8 vera.ao.,-oe�-zooa General Timber Beam Page Description ''Ceiling Pm. CL -3 - General Information - Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000- Base allowables are user defined :l 9 Section Name 4x8 0.000 in Center Span 9.50 f1 ..Lu 7.00 ft Beam Width 3.500 in Left Cantilever ! ft .....Lu 0.00 ft Beam Depth 7.250 in , Right Cantilever it . _ ..Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 Reactions... to 415.30 psi Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1.600.0 ksi Full Length Uniform Loads (� Center DL 14:00 #Ift LL #III Left Cantilever DL #/ft LL #Ift Right Can:ilever DL #/ft LL #Ift Point Loads ueaa Loaa crv.0 ius lu> m> w> Live Load 270.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 9.50ft. Beam Width = 3.500m x Depth = 7.25m, Ends are Pin -Pin Max Stress Ratio 0.295 : 1 Maximum Moment 1.1 k -n Maximum Shear ` 1.5 Allowable 3.6 k -ft Allowable Max. Positre Moment 1.06 k -ft at 6.992 ft Shear: @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.7 k 3.0 k 0.20 k 0.44k 0.000 in 0.067 in 0.000 in 0.20 k 0.44k 0.000 in Max. Neg wive Moment 0.00 k -ft at 9.500 If 0.000 in Max @ Lee Support 0.00 k -ft 0.0 Camber: Max @ Ri_nl Support 0.00 k -ft Max. M al':w 3.59 Reactions... to 415.30 psi fv, 25.67 psi Left DL 0.13 k Fb 1.405.67 psi Fv 118.75 psi Right DL 0.24 k Deflections Center Span...Dead Load 'Total Load Loft Cantilever... Deflection -0,045 in -0.079 in Deflection _Location 5.130 fl 5.206 ft ...Length/Deft .-.Ler.::h/Defl 2.557.1. 1,449.52 Right Cantilever... Camber ( using 1.5D.L. Defl I ... Deflection @ Cenle: 0.067 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.7 k 3.0 k 0.20 k 0.44k 0.000 in 0.067 in 0.000 in 0.20 k 0.44k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 `o Rafii Residence Title: Dsgnr: Description Scope: Rav: 580000 Ver580, 1 -Dec -1003 General Timber Beam (c)1983-2003 ENERCALC Engineering Sallwaro Description Ceiling Bm. CL -3 Stress Calcs Bending Analysis Ck 31.019 Le 13.147 ft Sxx 30.661 in3. Cf 1.300 Rb 9.665 Cl 0.989 Max Moment Sxx Read @ Center 1,06 k -fl 9.06 in3 @ Left Support 0.00 k -fl 0.00 in3 @ Right Support 0.00 k -ft 0.00 in3 Shear Analysls @'Left Support @ Right Support Design Shear 029 k 0.65 k Area Required 2:434 in2 5.486 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Lett Reaction 0.20 k Bearing Length Req'd Max. Right Reaction 0.44,k Bearing Length Req'd Query Values M, V, & D @ Specified Locations ` Moment @ Center Span Location = 0.00 ft 0.00 k -ft @ Right Cant. Location = 0.00 ft 0.00 k -ft @ Left Cant. Location = 0.00 ft 0.00 k -ft Job # Date: 1:53PM, 3 APR 08 Area 25-375 in2 Allowable to 1.405.67 psi 1,421.88 psi 1,421.88 psi 0.092 in 0.202 in Shear 0 20 k 0.00 k 0.00 k 0.0000 in 0.0000 in 0.0000 in Page lej Rafii Residence Rev: 580000 Ver 5 0 0, t -Dec 2003 (.1199]-200] ENERDFLC Eneinea4nG Salcware. Description Ceiling,Bm. CLA Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:54PM. 3 APR 08 Page Y General Information 0.830 : 1 Code ReC 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 3 Section Name 6x10 _ Center Span 12.00 it .....Lu .4 4.50 ft Beam Width 5.500 in Left Cantilever ; It . _ _ ..Lu 0.00 ft Beam Depth 9.500 in Right Cantilever It . - _Lu 0.00 fl Member Type Sawn Douglas Fir- Larch, No.2 6.2 k Max. Positive Moment - Fb Base Allow 875.0 psi Load our. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625,0 psi @ Right 1.11 k E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 160.0 lbs 750.0 lbs 70.0 Has lbs lbs lbs lbs ...distance 2.250 It 4.000 ft 7.500 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 12.00tt. Beam Width = 5.500in x Depth = 9.5in. Ends are Pin -Pin Max Stress Ratio 0.830 : 1 _ Center Span... Dead Load Maximum Moment Left Cantilever... 6.2 k -ft Maximum Shear' 1.5 2.8 k Allowable 0,000 in 7.5 k -ft ...Location 5,664 ft Allowable 6.2 k Max. Positive Moment 6.24 k -fl at 4.032 ft Shear @ Left 1.88k Max. Negative Moment - 0.00k -ft at 0.000 ft @ Center 0.218 in @ Right 1.11 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber_ @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.218 in Max. M allow 7.52Reactions... @ Right 0.000in fb 905.30 psi fv 52.67 psi Left DL 1.22 k Max 1.88 k Fb 1,090.61 psi Fv 118.75 psi Right DL 0.79 k Max 1.11 k Deflections _ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load._.___ Deflection -0.145 in -0.224 in Deflection 0,000 in 0.000 in ...Location 5,664 ft 5616It...Length/Defl 0.0 0,0 ...Lenglh/Dell 989.8 642.63 Right Cantilever... Camber ( using 1.5D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.218 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rafii Residence Title : Dsgnr: Description Job # Date: 4:54PM, 3 APR 08 Scope: Ro¢ 580000 Ver 580, 1 Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineenng SofMare ,. __ - Description Ceiling Brn. CL -4 Stress Calcs Bending Analysis Ck 31.019 Le '9.266 fl Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb - 5.911 Cl 0.997 • Max Moment Sxx Req'd Allowable fb @ Center 6.24 k -ft 68.67 in3 1,090,61 psi @ Left Support 0-00 k -ft 0.00 in3 1,09375 psi @ Right Support- 0.00 k-ft 0.00 in3 1,093.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.75 k 1.59 k Area Required 23.173, In2 13,431 int Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.88 k Bearing Length Req'd 0.547 in Max. Right Reaction '1.11 k Bearing Length Req'd 0,323 in Query Values M, V, 8 D @ Specified Locatidns' Moment Shear Deflection @ Center Span Location =. - 0.00 ft 0.0ok-ft 1.88 k 0.0000 in @ Right Cant. Location= 0.00 It 0.00 k -ft 0-00 k 0,0000 in @ Left Cant. Location = 0.00 It 0 00 k -ft 0-00 k 0,0000 in Rafii Residence Title : .lob # Dsgnr: Date: 5:16PM. 3 APR 08 - Description: t Scope: Rov Sae000 vgISao.M-oe=?DOG „ ^^ ve w,. General Timber Beam Page .� Description HDR -1 " Max Stress Ratio 0.329 ,: 1 General Information Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Section Name '4x8. Maximum Moment Center Span 6.00 ft .....Lu 0.00 It Beam Wdth 3.500 in Left Cantilever 1 ft .....Lu 0.00 ft Beam Depth ^7.250 in Right Cantilever ft ... .Lu 0.00 ft Member Type Sawn, Douglas Fir - Larch, No.2 lbs Itis Itis Itis Fb Base Allow 875.0 psi Load Dur. Factor 1.250' FvAllow 95.0 psi Beam End Fixity Piri-Pin Fc Allow 625.0 psi - -0.00 k -ft - E 1,600-0 ksi Full Length Uniform Loads Center DL Left Cantilever -DL Right Cantilever DL #Ift LL #/ft #/ft LL #Ift #/ft LL #Ift Span= 6.0011. Beam Width= 3.500in x'Deplh. ,7.25in, Ends are Pin -Pin Max Stress Ratio 0.329 ,: 1 Point Loads Maximum Moment I Dead Load 240.0 lbs - " .590.0 Itis ' lbs lbs lbs lbs Itis Live Load 260.0 Itis 160.0 lbs lbs lbs Itis Itis Itis ...distance 4.000 ft 5.500 It 0.000 It 0.000 It 0.000 It 0-000 ft 0.000 ft Summary Max @ Left Support - -0.00 k -ft Camber: @ Left Beam Design OK Span= 6.0011. Beam Width= 3.500in x'Deplh. ,7.25in, Ends are Pin -Pin Max Stress Ratio 0.329 ,: 1 Maximum Moment 1'.2 k -ft Maximum Shear " 1.5 0.7 k Allowable 3.6 Of Allowable 3.0 k Max. Positive Moment 1,19k -ft at 3.984 It Shear: @ Left 0.44 k Max. Negative Klement 0.00 k -ft at 0.000 ft @ Right 1.23 k Max @ Left Support - -0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.040in @ Right 0.000in Max. M allow' - 3.63 Reactions... fib 467.34 psi 1v 25.94 psi Left DL 0.34 k Max 0.44 k Fb 1,421.88 psi Fv 118.75 psi Right DL 0.91 k Max 1.23 k Deflections Center Span... Dead Load, - Total Load Left Cantilever... Dead Load Total Load Deflection -0.027 in -0.038 in Deflection 0.000 in 0-000 in _-Location 3!192 It 3.216 ft .--Length/Deft 0.0 0.0 ....Length/Den 2,672.9 1,871.33 Right Cantilever... Camber ( using 1.5 ,_D.L. Deft )... Deflection 0.000 in 0.000 in @ Center 0.040 in ...LengthlDefl 0-0 0.0 @ Left 0.000 in @ Right ,0.000 in Rafii Residence Title : Dsgnr: Description Scope: Rev: 580000 Ver 580. 1 Dec -2003 General Timber Beam (c)1983-2003 ENERCALC Engineonng Sorrxaro Description HDR -1 Stress Calcs Job p Date: 5:16PM. 3 APR 08 Page Ck 31.019 Le 0.000 ft Sxx 30.661 in3 Area 25.375 int Cf 1.300 Rb 0.000 CI 0.000 ' Max Moment Sxx Req'd Allowable ib @ Center 1.19 k -ft 10.08 in3 1,421.88 psi @ Left Support 0.00 k -ft 0.00 in3 1,421.88 psi @ Right Support 0.00 k -ft 0.00 in3 1,421,88 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.60 k 0.66 k Area Required 5.017 int 5.543 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.44 k Bearing Length Req'd 0.201 in Max. Right Reaction 1.23 k Bearing Length Req'd 0.563 in Query Values M. V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.44 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00k -ft 0.00 k 0.0000 in Rafii Residence 0.00 k -ft Title : 0.000 fl Job If 0.00 k -fl ...Location Dsgnr: Data: 5:19PM. 3 APR O8 . - 5,306.46 Description _ .3.63 @ Center - lb 356.64 psi Scope 36.53 psi Lj Fb 1,421.88 psi Rev: 590000 er99 e. -eec-203 118.75 psi General Timber Beam Page Id1'1-200] ENERCALC Engineenng SdMii e Description HDR -2 - General Information, � - Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined y Section Name 4x8 Center Span 3,00 it _ ...Lu 0.00 ft Beam Width 3.500 in Left Cantilever i it ...Lu 0.00 ft Beam Depth "7.250 in Right Cantilever fl .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch. Not Fb Base Allow 875.0 psi Load Dur. Factor - 1.250 Fv Allow 95.Opsi Beam End Fixity _ Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 70.00 #/fl LL #/ft Left Cantilever DL, #/fl LL #/ft Right Cantilever DL', #/ft LL #Ifl Point Loads Live LoadV 320.0 Itis , Itis lbs lbs lbs ...distance 1.500 fl 0.000 fl 0.000 ft 0.000 ft 0.000 fl Span= 3.00ft, Beam Width = 3.500in z Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.308 : 1 Maximum Moment;, 0.9 k -n Maximum Shear' 1.E Allowable 3.6 k -ft Allowable Max. Positive Moment 0.91 k -ft at 1.500 fl Shear: Max. Negative Moment ` 0.00 k -ft at 0.000 fl Max @ Left Support 0.00 k -fl ...Location Camber: _ Max @ Right SuppoA 0.00 k -ft 7,149.7 5,306.46 Max. M allow _ .3.63 @ Center Reactions... lb 356.64 psi fv 36.53 psi Left DL 0.50 k Fb 1,421.88 psi Fv 118.75 psi Right OL 0.50 k Deflections Center Span... Dead Load Total Load Deflection -0.005 in -0.007 in ...Location 1.500 fl ' ' 1.500 8 ...Length/Defl 7,149.7 5,306.46 Camber ( using 1.5.1 D.L. Defl ).., @ Center 0.008 in @ Left 0.000 in @ Right, - 0.000 in. Deflection ...LengthlDefl Right Cantilever... Deflection ...LengthlDefl lbs Itis 0.000 ft 0.000 ft @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.9 k 3.0 k 0.66 k, 0.66 k 0.000 in 0.008 in 0.000m 0.66 k 0.66 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0-000 in 0.0 0.0 Rafii Residence TRIO: Job s Dsgnr: Date: 5:19PM. 3 APR Oft Description Scope: RW 580000 Ver59.0.Lbec2003 General Timber Beam Page �� tc11993-2007 ENERCALC Engineering Soewam _ Description HDR -2 Stress Cales ' A Bending Analysis - Ck 311019 Le 0.000 it Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb- 0.000 CI 0.000 • Max Moment Sxx Read Allowable Ib @ Cenler 0.91 k -ft 7.69 in3 1,421.88 psi @ Left Support 0.00 k -ft 0.00 in3 1,421.88 psi @ Right Support 0.00 k -ft 0.00 in3 1,421.88 psi Shear Analysis @ Leg Support @ Right Support Design Shear 0.93 k 0.93 k ' Area Required 7.806 in2 7.806 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.66 k Bearing Length Req'd 0.302 in Max. Right Reaction 0.66 k Bearing Length Req'd 0.302 in Query Values M. V, 8 D @ Specified Locations Momont Shear Deflection @ Center Span Location = 0.00 it 0.00 k -ft 0.66 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in i rAA T5 I' C;P--T% . lie Rafii Residence Title Dsgnr: Description Scope: Job # Date: 2:10PM, 3 APR 08 C� seo.;.oeo.2003 General Timber Beam Fable InI I9a3J003 FNFRCALC Enainsenna Salmare. I Description a Ceiling Bm:.CL=4A K Full Length Uniform Loads 30.0 lbs 2.25011 160.0 lbs 4.000 it Center - DL 50.00 #/it LL #/ft Left Cantilever DL - General Information #/ft Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 #/ft Center Span 14.00 it . _ . _ LU 6.50 it Beam Width 3.500 in - Left Cantilever ! ft .....Lu 0.00 it Beam Depth '9.250 in Right Cantilever it ...Lu 0.00 it Member Type Sawn ;; Douglas Fir - Larch. No.2 1.04 k Max. Negative Moment 0.00 k -ft Flo Base Allow 875.0 psi Load Dur. Factor - , 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin FC Allow 625,0 psi @ Left 0.000 in E 1.600.0 ksi Full Length Uniform Loads 30.0 lbs 2.25011 160.0 lbs 4.000 it Center - DL 50.00 #/it LL #/ft Left Cantilever DL - #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load ...distance 30.0 lbs 2.25011 160.0 lbs 4.000 it 200.0 lbs 7.500 It lbs 0.00011 lbs 0-000 it lbs lbs 0.000 ft 0.000 ft Summary 3.8 k -ft Maximum Shear ` 1.5 1.5 k Allowable 0.0 Beam Design OK Span= 14.0011, Beam Width = 1500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.705: 1 Len cantilever... ueao Loan i mai Loan Deflection -0.261 in Maximum Moment Deflection 3.8 k -ft Maximum Shear ` 1.5 1.5 k Allowable 0.0 5.4 k -ft ...Length/Dell 642.8 Allowable Right Cantilever... 3.8 k Max. Positive Moment 3.79 k -ft at 7.448 it Shear: @ Left 1.04 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Left 0.000 in @ Right 0.75 k Max @ Left Support 0.00 k -ft @ Right .0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 Ot @ Center 0-392 in Max. M allow 5.39Reactions... @ Right O.000in lb 912.30 psi fv 46.66 psi Left DL 0.81 k Max 1.04 k Fb 1,294.77 psi Fv 118.75 psi Right DL 0.59 k Max 0.75 k Deflections Center Span... Dead Load: total Load Len cantilever... ueao Loan i mai Loan Deflection -0.261 in -0-351 in Deflection 0.000 in 0.000 in _.Location 6'832 ft 6.832 It ...LengthlDefl 0.0 0.0 ...Length/Dell 642.8 478.70 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0:392 in Length/Den 0.0 0.0 @ Left 0.000 in @ Right .0.000 in Rafii Residence Description rCeiling Bm..CL4A - Title : Dsgnr: Description Scope: General Timber Beam Job p Date: 2:10PM. 3 APR OS Stress Calcs Bending Analysis Ck 31.019 Le 12.837 ft Sxx 49.911 tn3 Area 32.375 int Cf 1.200 Rb' - 10.787 Cl 0.986 ' Page -it Max Moment Sxx Read Allowable fb @ Center 3:79 k -ft 35.17 in3 1,294.77 psi @ Left Support 0.00 k -ft 0.00 in3 1,312.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,312.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.51 k 1.07 it Area Required 12.722 int 8.969 int Pv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.04 it Bearing Length Req'd 0.477 in Max. Right Reaction 0.75 k Bearing Length Req'd 0-341 in Query Values M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1,04 k 0.0000 in @ Right Cant. Location = 0.00 ft. 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k .0.0000 in Rafii Residence Rev: M0000 Description CL -5 Center Span General Information Leff Cantilever Section Name - 4x12 Right Cantilever Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn 95.0 psi Fc Allow Load Dur. Factor 1.250, _ Beam End Fixity Pin -Pin Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 6:22PM, 29 JUL 07 Page $ .Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 15.00 It _ ....Lu 15.00 It Leff Cantilever 11 .....Lu 0.00 It Right Cantilever It _ ....Lu 0.00 It Douglas Fir - Larch, No.2 Max Stress Ratio Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0. ksi Full Length Uniform Loads Center DIL 20.00 #/ft LL #/ft Left Cantilever DL ' #/ft LL #/ft Right Cantilever DL Will LL #Ift Point Loads Dead Load 565.0 lbs - lbs '" lbs lbs Has lbs lbs Live Load 600.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.500 ft 0.000 fl. 0.000 ft 0.000 ft 0.000 It 0.000 f1 0.000 ft Deflection aummaly Span= 15.0011, Beam Wdth = 3.500in x� Depth = 11.25in. Ends are Pin -Pin ...Location 7.500 ft Beam Design OK ',1,308.2' Camber I using l:5' D.L. Dofl) ... @Center Max Stress Ratio 0.699 : 1 @ Right 0.000 in Maximum Moment 4.9.( -ft Maximum Shear 1.5 1.1 k Allowable 7.1 k -fl Allowable 4.7 k Max. Positive Moment . 4.93 k -ft at 7.500 it Shear: @ Left 0.73 k Max. Negative Moment ', - 0.00 k -ft - at 0.000 It @ Right 0.73 k Max @ Left Support -' 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support- 0.00• 'k -ft. @ Center 0.206 in Max. M allow 7.05' Reacti ons... @ Right 0.000 in It, 801.52 psi Iv '27 22 psi Left DL O.43 k Max 0.73 k Fb 1,146.37'. psi Fv . 118:75 psi Right DL 0.43 k Max 0.73 k Deflections a Deflection --0.138 in ...Location 7.500 ft ...Lenglh/Defl ',1,308.2' Camber I using l:5' D.L. Dofl) ... @Center -. 0.206 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.247 in Deflection 7.500 It ..,Length/Deft 727.83 Right Cantilever... Deflection ...Length/Deft 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rafii Residence Titlo : Job # Dsgnr: Data: 6:22PM. 29 JUL 07 Description Scope: v;r5,W6'''De3?0o0 Page �. 1 General Timber Beam Description CL -5 Stress Calcs Bending Analysis �^-�_,^.-�my Ck 31.019 Le 27.589 it Sxx 73.828 in3 Arga 39.375 02 Cf 1.100 Rb -17.440 - Cl 0.953 Max Moment Sxx Req'd Allowable fb @ Center 4.93 k -ft 51.62 in3 1.146.37 psi @ Left Support 0.00 k -ft 0.00 in3 1.203.13 psi @ Right Support 0.00 k -ft 0.00 in3 1.203.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.07 k 1.07 k Area Required. 9.025 in2 9.025 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.73 k Bearing Length Req'd 0.335 in Max. Right Reaction ..0.73 k Bearing Length Req'd 0.335 in Query Values M. V. 8 D @Specified Locations'''` Moment - Shear Deflection - @ Center Span Location = 0.00 it 0.00 k -ft 0.73 k 0.0000 in @ Right Cant. Location =. 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in c Pdt-� - 2- �2 �n , z D = •13 L _.� �i C�� 2 Rafii Residence Title: Job # Dsgnr: Date: 6:38PM, 29 JUL 07 Description Scope: Cdr --------I---?.__ General Timber Beam Page ;7d Description Trapezoidal Loads #1 DL @Left #:f( LL @ Left #/ft Start Loc 0.000 it DL @ Right 80.00 -#!11 LL @ Right 85.30 #/ft End Loc 10.000 If Beam Design OK Span= 10-0011, Beam. Width = 1:500in x Depth = 7.25in, Ends are Pin -Pin 5.200 It ...Length/Den 0-0 00 General Information 1,014:4 Code Rel: 1997 NDS, 2003 IBC. 2003 NFPA 5000- Base allowables are user defined Section Name 2x8 0.738 :'1 Center Span 10,00 it :. - .Lu 0,00 ft Beam Width - 1.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 7.250 in Right Cantilever it .. -Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.2 Stress Calcs Allowable Fb Base Allow. 875-0 psi Load Dur. Factor ' 1.250 Fv Allow 95-0 psi Beam End Fixity Pin -Pin Fc Allow 6250 psi at 5.760 ft E 1,600.0 ksi Trapezoidal Loads #1 DL @Left #:f( LL @ Left #/ft Start Loc 0.000 it DL @ Right 80.00 -#!11 LL @ Right 85.30 #/ft End Loc 10.000 If Beam Design OK Center Span... . - ."� Dead Load -,Total Load Lett cantilever... ueae Loao i oral Loac Deflection 0.118 in -0.244 in Deflection 0.000 in 0.000 in ...Location Span= 10-0011, Beam. Width = 1:500in x Depth = 7.25in, Ends are Pin -Pin 5.200 It ...Length/Den 0-0 00 ...Length/Den 1,014:4 490.95 Right Cantilever... Max Stress Ratio 0.738 :'1 Deflection 0.000 in 0.000 in @ Center 0.177in ...Length/Deft 0.0 0.0 Maximum Moment :' 0.000 in 1-1 k -ft Maximum Shear' 1.5 0.7 k Stress Calcs Allowable 1.4 k -ft Bending Analysis Allowable 1.3 k Ck 31.019 4e. - 0.000 ft Max. Positive Moment '1.06 k -ft at 5.760 ft Shear: @ Left 0.28k 'Max Moment Sxx Read Max. Negative Moment -0.00 k -ft at 10.000 ft 1,312.50 psi @ Right 0.55 k 0.00 in3 1.312.50 psi Max @ Left Support ' 0.00 k -ft 0.00 in3 1,312.50 psi Camber: @ Left 0.000in Design Shear Max @ Right Support, 0.00 k -ft. Area Required 3.442 in2 @ Center 0.177in Fv: Allowable 11875 psi 118.75 psi Bearing @ Supports @ Right 0.000 in 0.28 k Bearing Length Req'd Max. M allow 1.44 - 0.55 k Reactions... 0.588 in Ib 968.34 psi I• ` fV 62.73 psi Left DL 0.13 k Max 0.28k Fb 1,312.50 psi _ Fv 118.75 psi Right DL 0.27 k Max 0.55 k Deflections Center Span... . - ."� Dead Load -,Total Load Lett cantilever... ueae Loao i oral Loac Deflection 0.118 in -0.244 in Deflection 0.000 in 0.000 in ...Location 5.200 ft 5.200 It ...Length/Den 0-0 00 ...Length/Den 1,014:4 490.95 Right Cantilever... Camber ( using 1',5 • D.L. Deft)... ' Deflection 0.000 in 0.000 in @ Center 0.177in ...Length/Deft 0.0 0.0 @ Left :' 0.000 in @ Right O'.000in Stress Calcs Bending Analysis Ck 31.019 4e. - 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 0.000 'Max Moment Sxx Read Allowable fin @ Center _ 1.06 k -ft 9.69 in3 1,312.50 psi @ Left Support' 0.00 -k -ft 0.00 in3 1.312.50 psi @ Right Support 0.00 1A 0.00 in3 1,312.50 psi Shear Analysis @ Left Support. @ Right Support Design Shear 0.41 k 0.68 k Area Required 3.442 in2 5.745 in2 Fv: Allowable 11875 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.28 k Bearing Length Req'd 0294 in Max. Right Reaction - 0.55 k Bearing Length Req'd 0.588 in Rafii Residence Title: Job # Dsgnr: Date: 8:33PM, 29 JUL 07 Description Scope: General Timber Beam Page Description R-2 1 General Information . - ........ Cade Ref: 1997 NDS. 2003 IBC. 2003 NFPA 5000. Base allowables are user defined a --.-:.,.-.. •,.-...-�ss�.. -.+.r-tee ..-.,c-..•..,,...� y Section Name 2x10 16.20 in3 Center Span 9.00 ft .....Lu 0.00 ft Beam Wdth 1.500 in Left Cantilever ; It .....Lu 0.00 It Beam Depth 925016 Right Cantilever It .... Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.2 #2 DL @ Left 112.00 #)It LL @Left Fb Base Allow 875.0 psi Load Dur. Factor 1.250 :. Fv Allow 95.0 psi Beam End Fixity _ Pin -Pin Fc Allow 625.0 psi at 3.8521t Shear: @Left E 1.600-0 ksi Trapezoidal Loads aummaryT�� Span= 9.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Allowable Ih Beam Design OK 16.20 in3 u #1 DL @ Lefl 113.00 #!ft LL @ Left 121,00 #/fl Start Loc 0.000 It DL @ Right 113.00 41111 LL @ Right 121.00 #/fl End Loc .2.500 ft #2 DL @ Left 112.00 #)It LL @Left 121,00 #/ft Start Loc 2.500 It DL @ Right #/ft LL @ Right #/fl End Loc 9.000 ft 5-2- General 2 Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft', - Sxx 21.391 in3 Area 13.875 int CI 1.100 Rb 0.000 Cl 0.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Mail Moment. ,- aummaryT�� Span= 9.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Allowable Ih Beam Design OK 16.20 in3 1,203.13 psi 0.00 k -ft Max Stress Ratio 0.757 : 1 0.00 k -ft 0.00 in3 1,203.13 psi @ Left Support `- @ Right Support Maximum Moment„ 1.04 k ' 1.6 k -ft Maximum Shear1.5 1.0 k 5.857 in2 Allowable 118,75 psi 2.1 k -ft' Allowable Bearing Length Req'd 1.6 k 0.47 k Bearing Length Req'd Max. Positive Moment 1.62 k -ft at 3.8521t Shear: @Left 0-87k Max. Negative Moment 0.00 k -ft at 0.000 It @ Right 0.47 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.105in Max. M allow 2.14 Reactions... @ Right 0.000in fb 911.36 psi fv 74.75 psi Left DL 0.42 k Max 0.87 k Flo 1,203.13 psi Fv 118.75 psi Right DL 023 k Max 0.47 k Deflections i Center Span... Dead:Load Total Load Left Cantilever... Dead Load ...�.. Total Load Deflection -0.070 in -0.146 in Deflection 0.000 in 0.000 in ._Location 4.356 ft - 4.356 ft ...Length/Deft 0.0 0.0 -_LengWDefl 1,538.9 740-65 Right Cantilever... .Camber I using 1.5' D.L. Deft ).... Deflection 0.000 in 0-000 in @ Center 0.105 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft', - Sxx 21.391 in3 Area 13.875 int CI 1.100 Rb 0.000 Cl 0.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Mail Moment. ,- Sxx Read Allowable Ih 1.62 k -ft 16.20 in3 1,203.13 psi 0.00 k -ft 0.00 in3 1.203.13 psi 0.00 k -ft 0.00 in3 1,203.13 psi @ Left Support `- @ Right Support 1.04 k ' 0.70 k 8.734 int 5.857 in2 118.75 psi 118,75 psi 0.87 k Bearing Length Req'd 0.926 in 0.47 k Bearing Length Req'd 0.505 in -: LA � 3 AI Rafii Residence - Title: Job# ' Dsgnr: Date: 8:55PM, 29 JUL 07 • Description: Left Cantilever DL.0/ft Scope: Right Cantilever..' - DL -. V � LL #/ft Rev 580000 •- VerSae.,.e�-4009 Generallimber Beam Page 3 (y 1989-2009 ENE RC LC Engineering sorrwere - _ Description CL -6 lbs . Has lbs - General Information , lbs lbs Code. Ref: 1997 NDS. 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 lbs Center Span 14.50 ft .....Lu 14.50 ft Beam Width • - 3.500 in -. Left Cantilever ;ft ... Lu 0.00 It Beam Depth 11.250in Right Cantilever It .....W 0.00 It Member Type _ Sawn _ - Douglas Fir - Larch, No.2 Span= 14.50ft,Beam Width = 3.500inx .Depth= 1 1125in; Ends are Pin -Pin .Fb Base Allow 875.0 psi 0:807 . g Load Dur. Factoi. - 1.250, Fv Allow 95.0 psi Maximum Moment Beam End Fixity Piri-Pin. '-Fc Allow 625.0 psi 1.5 1.3 k Allowable E.;. 1,600,0 ksi 7,1 k -ft Full Length Uniform Loads Center ': DIL 20.00 #Ift, LL #/ft Left Cantilever DL.0/ft LL #/ft Right Cantilever..' - DL -. #/ft' LL #/ft Point Loads _ Dead Load 680.0 lbs lbs . Has lbs lbs lbs lbs Live Load .750.0 lbs lbs_ lbs lbs lbs lbs lbs ._distance T250 ft o.000Tt'-" 0.000 ft 0.000 It 0.000 ft 0.000 ft 0 000f Summary- Beam Design OK', Span= 14.50ft,Beam Width = 3.500inx .Depth= 1 1125in; Ends are Pin -Pin Max Stress Ratio 0:807 . g Maximum Moment 5:7'k -ft Maximum Shear' 1.5 1.3 k Allowable 7,1 k -ft Allowable 4.7 k Max. Positive Moment ,. 5.71 k -ft at 7.250 It Shear: @ Left 0.86 k _ Max. Negative Moment ' 0.00k -ft at 0.000 ft @ Right 0.86 k Max @Left Support•_. ,10.00 k -ft Camber: @Left 0.000in Max @ Right Support 0.00 _k -ft @ Center 0.213in Max. M allow - - 7:07 , Reactions... @ Right 0.000in fb 92800 psi fv.. 32.05 psi Left DL 0.48 k Max 0.86k Fb 1,149.57 psi _ Fw' 118.75 psi Right DL 0.48 k Max 0.86 k Deflections Center Span... Deadtoad!' ; •Total Load - - Left Cantilever... Dead Load Total Loatl Deflection - - i ' -0.142 n 4266 in Deflection 0.000 in 0.000 in ...Location .: 7.250,ft' - 7.250 ft ...Length/Deft 0,0 0.0 ... Length/De'fl 1,223.2 -' - 653.81 Right Cantilever... Camber ( using,1:5 • D:L. Dell )..:. Deflection 0.000 in 0.000 in @ Center 0,213 in' _ ...Length/Deft 0.0 0.0 @ Left 0.000 in, - @ Right - -0.000 id, r Rafii Residence Title: Job a Dsgnr: Date: 8:55PM, 29 JUL 07 Description Scope: u Re¢ 580000 Ver5a1-Dec2003 General Timber Beam Page (c)19830 1 3 ERERCALC Engineering Sonware Description CL6 " Area 39.375 int Stress Calcs Bending Analysis Allowable to Ck 31.019 Le 26,669 It Cf 1.100 Rb 17.147 0.00 in3 Max Moment @ Center 5.71 k -ft @ Left Support 0.00 k -ft @ Right Support 0.00 k -ft Shear Analysis @ Left .Support Design Shear 1'.26 k Area Required 10.629 int Fv: Allowable 118.75 psi Bearing @ Supports Max. Left Reaction 0.86 k Max. Right Reaction 0.86 k - Query Values M. V, 8 D @ Specified C Locations @ Center Span Location = 0.00 It @ Right Cant. Location = 0.00 It @ Left Cant.. Location = 0.00 ft Sxx 73-828 in3 Area 39.375 int Cl 0-955 Sxx Req'd Allowable to 59.60 in3 1,149.57 psi 0.00 in3 1,203.13 psi 0.00 in3 1,203.13 psi @ Right Support 126 k 10.629 in2 118.75 psi Bearing Length Req'd 0-393 in Bearing Length Req'd 0.393 in 0.00k -ft 0.86 k 0-0000 in 0.00 k -R 0.00 k 0.0000 in 0.00 k -ft 0.00 k 0.0000 in 14 T - v v cr �� 11 14 T - v v TAF -17 I&I IS - u m - Mi I. I 0 T� 69 T,, 1 M lam✓ l�`, V � �.�•� �. 2 1. N W-rl,= Jgb�v j% l 0o� %OH 414 �4io,�) -e- e u .W�,�2 1 H 39, fl � Rafii Residence (c)1983-2003 ENERCALC Engineenng Software De2cription Bm B-1 Title : Dsgnr: Description Scope: General Timber Beam Job # Dale: 9:44PM. 5 SEP 07 Page y General Information lbs 6.000 ft Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 lbs 0.000 ft Center Span 20.50 It .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ! It .. - .Lu 0.00 It Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 #2 DL @ Left 300.00 #/ft LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi @ Right 4.71 k E 1,800,0 ksi Trapezoidal Loads lbs 6.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft Ibs lbs Ilbs 0.000 It 0.000 ft 0.000 ft #1 DL @ Left 40.00 #/ft LL @ Left #/ft Start Loc O000 ft DL @ Right 40.00 #/ft LL @ Right #/ft End Lac 8.000 ft #2 DL @ Left 300.00 #/ft LL @ Left #/ft Start Loc 8.000 it DL @ Right 300.00 #/ft LL @ Right #/ft End Loc 20.500 ft Point Loads Live Load ...distance lbs 6.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft Ibs lbs Ilbs 0.000 It 0.000 ft 0.000 ft iummary Deflection 37.3 k -ft Maximum Shear' 1.5 9.4 k Beam Design OK Span= 20.5011. Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.700 : 1 Lett canmever... ueao Loaa I orai Loaa Deflection 0.568 in Maximum Moment Deflection 37.3 k -ft Maximum Shear' 1.5 9.4 k Allowable 0.0 53.3 k -ft ...Length/Def 433.0 Allowable Right Cantilever.,. 17.5 k Max. Positive Moment 37.28 k -ft at 6.068 ft Shear: @ Leh 6.34 k Max. Negative Moment -0.00 k -ft at 20.500 ft @ Left 0;960 in @ Right 4.71 k Max @ Left Support 0.00 k -ft @ Right 0:000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.852 in Max. M allow 53.28Reactions... @ Right 0.000 in fb 1,616.44 psi fv 102.18 psi Left DL 6.34 k Max 6-34k Fb 2.310.20 psi - '.Fv 190.00 psi Right DL 4.71 k Max 4.71 k Deflections Center Span... Dead Load total Load Lett canmever... ueao Loaa I orai Loaa Deflection 0.568 in -0.568 in Deflection 0.000 in 0.000 in ...Location 9.676 ft 9.676 ft ,..Length/Deft 0.0 0.0 ...Length/Def 433.0 432.96 Right Cantilever.,. Camber ( using 1.5' D.L. Defl )... Defection 0.000 in 0.000 in @ Center 0.852 in - Length/Def 0.0 0.0 @ Left 0;960 in @ Right 0:000 in Rafii Residence - Title : .lob a Dsgnr: Date: 9:44PM, 5 SEP 07 • Description Scope : 11 Ro, 580000 u Ver 58.0. 1 Dec -2000 General Timber Beam Page (.)1981200] ENERCALC Engineering Sof ware Description Bm B-1 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 it Sxx 276.750 in3 Area 92250 int Cv 0.963 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable Ib @ Center 37.28 k -fl 193.64 in3 2,310.20 psi @ Left Support 0.00 k -ft 0.00 in3 2,310.20 psi @ Right Support 0.00 k -fl 0.00 in3 2,310.20 psi Shear Analysis @,Left Support @ Right Support Design Shear 9.43 k 6.41 k Area Required 49.612 int 33.722 int Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 6.34 k Bearing Length Req'd 1.904 in Max. Right Reaction 4.71 k Bearing Length Req'd 1.415 in Query Values p M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 fl 0.00 k -ft 6.34 k 0.0000 in @ Right Cant. Location = 0.00 fl 0.00k -ft 0.00 k 0.0000 in @ Left Cant, Location = 0.00 8 0.00k -ft 0.00 k 0,0000 in l Rafii Residence Title: Dsgnr: Description Scope: Rer. 580000 Ver 580 1 Dec -2003 General Timber Beam (c)lS83.2D03ENERCALCEngineedng Sofmare Description Bm B-2 Job # Date: 9.16PM, 5 SEP 07 Page j General Information- Code Ref: 1997 NDS. 2003 IBC, 2003 NFPA 5000. Base allowables are user defined a Section Name - Mlcrol-am: 3:5x11.875 Center Span 14.50 It .....Lu 0.00 It Beam Width 3.500 in "Left Cantilever ! It .....Lu 0.00 It Beam Depth 11.875 in Right Cantilever It ...Lu 0.00 It Member Type :'-• Truss Joist - MacMillan, MicroLam 2.0E E #/fl End Loc Fb Base Allow 2,925.0 psi Load Dur. Factor 1.000 �' Fv Allow 285.0 psi Beam End Fixity Pin+Pin ' Fc Allow 750.0 psi #/ft End Loc E 2,000.0 ksi I Trapezoidal Loads 0.000 in 0.000 in Max Stress Ratio 0.141,.: 1 #1 DL @ Left 200.00 #/ft - 'LL @ Left #/ft Start Loc 0.000 It DL @ Right .200.00 #/ft LL @ Right #/fl End Loc 2.250 It #2 DL @ Left 60.00 #/fl '.. LL @ Left #Ift Start Loc 2.250 ft DL @ Right 60.00 #/ft LL @ Right #/ft End Loc 12.250 ft #3 DL @ Left 200.00 #/fl LL @ Left #/ft Start Loc 12.250 It DL @ Right 200.00 #/ft LL @ Right #/fl End Loc 14.500 It Point Loads Live Load lbs lbs lbs lbs lbs Iles lbs ...distance 2.250 It 12.250 it 0-000 it 0.000 fl 0.000 it 0.000 It 0.000 ft Beam Design OK Span= 14.508, Beam Width=3:500in x Depth = 11.875in, Ends are Pin -Pin 0.000 in 0.000 in Max Stress Ratio 0.141,.: 1 Deflection -0.118 in -0.118 it Maximum Moment 7.250 it 2.8 k -It Maximum Shear 1.5 1.4 k Allowable 20.1 k -ft Allowable 11.6 k Max. Positive Moment 2.83 k -fl at 7.250 It Shear: @ Left 1-15k Max. Negative Moment 0.00 k -fl at 0.000. ft @ Right 1.15 k Max @ Leh Support 0.00 k -ft Camber: @ Leh 0.000in Max @ Right Support 0.00 k -h @ Center 0.177in Max. M allow .. - 20.05Reactions_ @ Right 0.000in ib 413.03 psi fv 34.39 psi Left DL 1.15 k Max 115 k Fb 2,925.00 psi Fv 285.00 psi Right OL 1.15 k Max 1.15 k Deflections 0.000 in 0.000 in Center Span... Dead Load Total Load Deflection -0.118 in -0.118 it ...Location . 7.250 it 7.250 It ...Length/Defl 1.477.1 1,477.07 Camber ( using 1.5 *�D.L. Deli ) ... @ Center 0.177 in @ Left . 0.000 in @ Right 0.000 in Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Right Cantilever... Deflection 0,000 in 0.000 in ...Length/Deft 0.0 0.0 � r Rafii Residence :..,�. Title: Dsgnr: Description Scope: Rov: 580oo0 I -D...2003 General Timber Beam (c)19832003 ENERCALC Engineenng Sofi are ,'_.` Description ..Bfn B=2i Stress Calcs Bending Analysis V !7! " Ck 21.207, Le• 0.000 ft f A <q.Sxx 82.259 in3 Cf 1-.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd @ Center y.•_ .2.83 k -ft 11.62 in3 @ Left Support-, .• ', 0.00,k -ft .. 0.00 in3 @ Right Support<-�0.00 k -ft 0.00 in3 Shear Analysis' @;Left Support @ Right Support Design Shear - 1.43 k 1.43 k Area Required, 5 o15 int 5.015 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports' Max. Left Reaction ,1.15 k. ' Bearing Length Req'd Max. Right Reaction _6,1:15 k' Bearing Length Req'd Query Values M, V, & D @ Specl fled ,Locations Moment 4 @ Center Span Location = 0,00; It 0,00 k -ft @ Right Cant. Location ,= , 0!00 ft 0.00 k -ft @ Lett Cant. Location = - 0.00 it 0.00k -ft .y Job # Date: 9:16PM, 5 SEP 07 Area 41.563 int Allowable fb 2,925.00 psi 2,925.00 psi 2,925.00 psi 0.438 in 0.438 in Shear 1.15 k 0.00 k 0.00 k 0-0000 in 0.0000 in 0.0000 in Page Rafii Residence Title : Job # Dsgnr: Data: 9:02PM, 5 SEP 07 Description Scope: I Rev: '80 Page ver 5 B0, 1 -Dec -200] General Timber Beam (q 1983-3003 ENERCALC Englneemg Sdmare Description Bm B-3 General Information Span= 11.50ft. Beam Width='3.500in x Depth = 11.875in, Ends are Pin -Pin Code Rel: 1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined 9 1 Section Name Prilm: 3.5x11.875 Center Span 11.50 it . - ...Lu 0-00 ft Beam Width 3.500 in Left Cantilever 1t .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ...Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E 15.0 k -ft Fb Base Allow 2.900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi 19.9 k -ft Allowable E 2.000.0 ksi Full Length Uniform Loads Center OL 750.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/fl Right Cantilever DL #/ft LL #/ft Point Loads_ n p�tl 860.01bs 2,684.01bs lbs lbs lbs �- lbs Itis Live Load Has lbs Itis lbs lbs lbs lbs ...distance 3.000 it 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0,000 ft [, Summary Beam Design OK Span= 11.50ft. Beam Width='3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.779 : 1 Maximum Moment 15.0 k -ft Maximum Shear • 1.5 9.4 k Allowable 19.9 k -ft Allowable 12.1 k Max. Positive Moment 15.03 k -ft at 5.750 ft Shear: @ Left 5.18 k Max. Negative Moment 0.00 k -fl at 11.500 it @ Right 6.99 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0-563 in @Right 0.000 in Max. M allow 19.88 Reactions... fb 2.192.65 psi tv 226.03 psi Left DL 5.18 k Max 5.18k Fb 2.900.00 psi Fv 250.00 psi Right DL 6.99 k Max 6.99 k Deflections center Span... Dead Load Tolal Load Left Cantilever... Dead Load Total Load Deflection -0.375 in -0.375 in Deflection 0.000 in 0.000 in ..location 5.796 it 5796 ft ..-Length/Den 0.0 0-0 ...Length/De0 367.7 367.72 Right Cantilever... Camber ( using 1.5' D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.563 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rafii Residence Rev: 580000 Va1580 t -Dec -2003 (c)1983-2003 ENERCALC Engincenng So1Ware Description -Brri B-3 Title : Dsgnr: Description Scope: General Timber Beam Job a Date: 902PM, 5 SEP. 07 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 10 Area 41.563 int Cf 1.000 Rb 0.000 Cl 0.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment 15.03 k -ft 0.00 k-8 0.00 k -ft @Left Support 6.69 k 23.054 int 290.00 psi 5.18 k 6.99 k M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant: Location = @ Left Cant. Location = 0.00 ft 0.00 N 0.00 fl Sxx Read 62.19 in3 0.00 in3 0.00 in3 @ Right Support 9.39 k 32-395 int 290.00 psi Bearing Length Req'd Bearing Length Req'd 0.00 k -g 0.00k -ft 0.00 k -ft Allowable fb 2,900.00 psi 2.900.00 psi 2,900.00 psi 2.278 in 3.071 in Shear 5.18 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0-0000 in Page Rafii Residence Description Bm Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 9:28PM, 5 SEP 07 Page center Span... ueau Luae Deflection -0.506 in ...Location General Information ...Length/Deft Code Ref: 1997 NDS, 2003 IBC 2003 NFPA 5000. Base all owable s are user defined Section Name 5.125x18�� @ Center 'Center Span 20.50 f1 .....Lu 0.00 ft Beam Width 5'A25in Left Cantilever UI .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam ./' Douglas Fir, 24F - Vit ' Fb Base Allow 2,400.0 psi Load Dur. Factor 1,000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin- .Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 30.00 /it ! LL @ Left #Ift Start Loc 0.000 it DL @ Right • -30.00 ' #Ift LL @,Right #/ft End Loc 5.000 it #2 DL @ Left 200.00, #Ift LL @Left #/fl Start Loc 5.000 It DL @ Right 200.00, #Ift LL @ Right #Ift End Loc 6-000 it #3 DL @ Left 1. -75.00 #Ifl LL @ Left #/ft Stan Loc 6.000 it DL @ Right 75.00#/ft I.A. @`.Right #/ft End Loc 20.500 It Point Loads ; N Dead Load 2,347.0 lbs ;r "-6,029.0 Ibs Iles lbs lbs lbs lbs Live Load '" fibs_. I lbs - lbs Ibs lbs lbs lbs ...distance 5.000 ft- "6.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 it 0.000 ft Summary Span= 20.50ft;'Beam Width =5.125in x Depth = 18.in. Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.698 : 1 Maximum Moment 37.2 k -ft Maximum Shear' 1.5 10.o k Allowable ,': 53.3 k -ft Allowable 17.5 it Max. Positive Moment 37.16 k -ft at 5.986 ft Shear: @ Left 6.70 k Max. Negative Moment 0.00 k -ft at 0.000 it @ Right 3.11 k Max @ Left Support. _ 0.00' k -ft Camber: @ Left O.000in Max @ Right Support •' 0.00 k -ft @ Center 0.759in @ Right 0.000in Max. M allow 1. X53.28Reactions... fb 1,612.21 psi ,;^ fv•' 108.25 psi Left DL 6.70 k Max 6.70k Fb 2.310.20 psi Fv 190.00 psi Right DL 3.11 k Max 3.11 k Deflections center Span... ueau Luae Deflection -0.506 in ...Location 9.266 it ...Length/Deft '485.9 Camber ( using 1.5 • D.L. bell )... @ Center 0.759 in @ Left 0.000 in @ Right 0.000 in -0.506 in Deflection • 9.266 it ...Length/Deft 485.90 Right Cantilever... Deflection ...Length/Deft 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 �L M1 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rafii Residence Title : .lob p Dsgnr: Date: 9:28PM. 5 SEP 07 Description Scope : ri General Timber Beam Page Y Description 'Brn B-4 Moment Shear Deflection 0.00 It 0.0ok-ft 6.70 k 0.0000 in Stress Calcs 0.00 k -ft 0.00 k 1 Bending Analysis 0.00 k -ft 0.00 k 0.0000 in Ck 22.210 Le 0.000 It Sxx 276.750 in3 Area 92.250 int Cv 0.963 Rb 0.000 Cl 0.000 ' Max Moment Sxx Read Allowable fb @ Center 37.18 k -ft 193.14 in3 2.310.20 psi @ Left Support 0.00 k -ft 0.00 in3 2.310.20 psi @ Right Support 0.00 k -ft 0.00 in3 2.310,20 psi Shear Analysis @,Left'Support @ Right Support Design Shear '9.99 k 4.50 k Area Required ,52.558 int 23.693 int Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 6.70 k - Bearing Length Req'd 2.012 in Max. Right Reaction 3.11 k Bearing Length Req d 0.934 in M, V, & D @ Specified loc @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Moment Shear Deflection 0.00 It 0.0ok-ft 6.70 k 0.0000 in 0.00 ft 0.00 k -ft 0.00 k 0,0000 in 0.00 ft 0.00 k -ft 0.00 k 0.0000 in _ Rafii Residence Titio : Job # Dsgnr: Dale: 10:24PM, 5 SEP 07 Description Scope: Rev: 500X00 Ver50.0. t-D.d003 General Timber Beam Page (c)1903.2003 ENERCALC Engineanng Sorwara Description Bm B -4B General Information Total Load Code Ref: 1997 NDS. 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Section Name Prllin: 3.5x11.875 Center Span 4.50 f1 .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever : It .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ...Lu 0,00 ft Member Type GluCam Truss Joist - MacMillan, Parallam 2.0E LL #/ft Fb Base Allow 2.900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi 0.000 in Point Loads E 2.000.0 ksi Full Length Uniform Loads Total Load Left Cantilever... uead Load i olai LoaO fl Center DL 120.00 #/ft LL #/ft ...Location 1.962 it 1.962 It Left Cantilever DL #/ft LL #/ft 4,659.46 Right Cantilever... Right Cantilever DL #/ft LL #Ift Deflection 0.000 in Point Loads @ Center 0-017 in ...Length/Deft 0.0 0.0 Dead Load 6,343.0 Ibs - lbs Has lbs lbs lbs lbs Live Load Ibs lbs lbs lbs lbs lbs lbs ...distance 0.750 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 0.000 ft 0.000 it Summary Beam Design OK Span= 4.50ft, Beam,VJidth = 3.500in x. Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.206 ; 1 Maximum Moment 4.1 k -ft Maximum Shear* 1.5 1.8 k Allowable 19.9 k -ft Allowable 12.1 k Max. Positive Moment 4.13 k -ft at 0.756 It Shear: @ Left 5.56 k Max. Negative Moment 0.00 k -ft at 4.500 ft @ Right 1.33 k. Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in i Max @ Right Support ,0.00 k -ft @ Center 0.017 in Max. M allow 19.88Reactions... @ Right O.000in fb 602.17 psi fv 43.69 psi Left DL 5.56 k Max 556 k I Fb 2,900.00 psi Fv 290.00 psi Right DL 1.33 k Max 1,33 k deflections Center Span... Dead toad Total Load Left Cantilever... uead Load i olai LoaO Deflection -0.012 in -0.012 in Deflection 0.000 in 0.000 in ...Location 1.962 it 1.962 It ...Length/Deft 0.0 0.0 ...Length/Defl 4,659.5 4,659.46 Right Cantilever... Camber ( using 1.5 • D.L. Deft )... Deflection 0.000 in 0.000 in @ Center 0-017 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rafii Residence Title: Job u _ Dsgnr: Date: 10:24PM. 5 SEP 07 Description Scope: - i �� - Rov: se0000 Ver5e.0,1-0euZ00] General Timber Beam Page O (cJ199]-E00]ENERCALC Engineenng 5onware - Description Bm B74B•'. Stress Calcs Bending Analysis '- Ck 21.298 'Le 0.000 it Sxx 82.259 in3 Area 41.563 int Cf 1,000Rb 0.000 -Cl 0.000 Max Moment Sxx Read Allowable fin @ Center 4:13 k -1t 17.08 in3 2.900.00 psi @ Left Support -' 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support :0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis _ @'Left'Support @ Right Support Design Shear - 1.36 k' 1.82 k Area Required 4.675 int 6 261 m2 Fv: Allowable 290.00 psi - 290.00 psi Bearing @ Supports Max. Left Reaction ,,.5.56 k Bearing Length Req'd 2.442 in Max. Right Reaction 1.33 it Bearing Length Reqd 0.583 in Query Values M. V, & D @ Specified Locations - Moment Shear Deflection @ Center Span Location = 0.00 it 0.00 k -ft 5.56 k 0.0000 in @ Right Cant. Location = 0.00 it — 0.00 k -ft 0.00 k. 0.0000 in @ Left Cant. Location = - 0.00 it, 0.00 k -ft 0.00 k 0.0000 in G� �e-'111, �- CA LG lei Ott li� Lloe.A-f 104) i �(TL ,q Ila Illh 4,19 i�4 DrFls f-� = +t6 �- - MI,�_t�,z�� /z1cpo �7w. r PS .t>4 0 � 1 / 131 *r?s oil � a'y- I � ' Lis, 0 QL I�..,IL•II� �vUr I Yl4-�2 1115F. ce a 1 C', D. 2. Rafii Residence Title : .lob a Dsgnr: Date: 8:45PM. 1 APR 08 Description Scope: Vcr 5 e 0. bDcoY00] PG. LFF3 General Timber Beam Description cant. flr.'joist-at bay.window in living room Stress Calcs Bending Analysis ' Ck 34.680 Le 4.118 ft Sxx 15-125 in3 Area 16.500 int Cf 1.300 Rb 5.497 Cl 0,997 Max Moment Sxx Read Allowable fb @ Center 0.51 k -ft 5.34 in3 1,137-50 psi @ Left Support ,.0.00 k -ft 0-00 in3 1,137-50 psi @ Right Support 0.74 k - ft 7.83 in3 1,134.58 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.19 k 0.61 k Area Required - 1.949 int 6.411 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.06 k Bearing Length Req'd 0.033 in Max. Right Reaction 0.75 k Bearing Length Req'd 0.398 in Query Values j M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location= '0.00 fl 0.00 k -ft 0.01 k 0-0000 in @ Right Cant. Location = 0.00 It 0.00k -ft 0.01 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in � � Ate. _ �►2 = c a � � }moiIc11-44�cof=T' ,L� = Ih� 23 4p.() ] + am J�[ _ 49,M 0 Imo._. �_�- ,211-.1 lAe,.-cD 9�R m _,_ 4 Z. (qt &1 L, Elk 00 s' . , 2 h 4i u 07l oe.�- 1� t_ 1 V k, lr�- 35i� ll tit pj e47 ?er Q�=►2��t212 z � �5T—, hlb7-