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Plans 0/07/2006 11:25 5032280475 CSA CONSULTING ENGIN PAGE 01 /i15 5 - av37 7 CSA CONSULTING ENGINEERS /5(/ 5 sto Pv ENGINEERING EXCELLENCE February 7, 2006 Robert Harp Riverside Homes • Ph: 503 - 572 -4708 Fx: 503- 968 -9165 Re: Riverside Homes Plan 3117 (CSA #3815) Lot #8 Bella Vista, Tigard, Oregon • This letter is being written in reference to Riverside Homes plan 3 117 at Lot #8 Bela Vista, Tigard, Oregon. • • 4x 10's may be used for the main floor framing beams (beam #13). • STHD14 holdowns may be used in place of the HTT16 holdowns. If there are additional questions or comments, please contact us at 503 - 228 -3848. Sincerely, (I-4(C Chris Blamer, P.E. CSA Consulting Engineers • i 10 Sand D,ivo, Suit* 160 • pladelono, OR 070 060 6646 ■ 021/07/2006 11: 25 5032280475 CSA CONSULTING ENGIN PAGE 02 Title : Job # 3815 Dsgnr Date: 4 :12PM, 8 FES 06 Description : Scope: err.: 560100 Liter KW-0803570, Vs, 5.e.1, 85•0at -2002 General Timber Beam Page 1 (0%83-200Q ENERCALC Engineering Soltwere onatononp.avrlcee beau, mourn! eo Description beam #13 (7.5' max span) General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 7.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, N0,2 Bm Wt. Added to Loads Fb Base Allow 900.0 poi Load Dur. Factor 1.000 Fv Allow 95 psi Beam End Fixity Pin -Pin Fc Allow 825.0 psi Wood Density 45.000 pcf E 1,300.0 ks1 Full Uniform Loads Center DL 150.00 #/ft LL 400.00 #RC Left Cantilever DL Mt LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span - 7.50ft, Beam Width = 3.5001n x Depth - 9.25in, Ends are Pln -Pin Max Stress Ratio 0.877 ; 1 Maximum Moment 3.9 k -ft Maximum Shear • 1.5 2.5 k Allowable 4.5 k-ft Allowable 3.1 k Max. Positive Moment 3.94 k -ft at 3.750 ft Shear. 0 Left 2.10 k Max. Negative Moment 0.00 k-ft at 7.500 ft 0 Right 2.10 k Max 0 Left Support 0.00 k -ft Camber, 0 Left 0.000 In Max 0 Right Support 0.00 k -ft 0 Center 0.057 in Max. M allow 4.49 Reactions,.. 0 Right 0.000in fb 946.87 psi fv 77.85 psi Left DL 0,60 k Max 2.10 k Fb 1,080.00 psi Fv 95.00 psi Right DI, 0.80 k Max 2.10 k [Deflections Center Span... Deader roar Load Left Cantilever... Dead Long Toil toad Deflection -0.038 in -0.133 In Deflection 0,000 in 0.000 in • ..Location 3,750 ft 3.750 ft ...Length/Defl , 0.0 0.0 ...Length/Defl 2,369.4 677.33 Right Cantilever... Camber ( using 1.5 • D.L. Dell ) ... Deflection 0.000 in 0.000 in 0 Center 0.057 in ...Length/Defl 0.0 0.0 O Left 0.000 in 0 Right 0.000 in [Stress Cafes Bending Analysis *ww■INIA Ck 30,823 Le 0.000 ft Svc 49.911 in3 Area 32.375 in2 cf 1.200 ilb 0.000 CI 0.000 Max Moment Sxx Req'd AllQWabte fb o Center 3.94 k -ft 43.76 in3 1,080.00 psi © Left Support 0.00 k -ft 0.00 in3 1,080.00 psi 0 Right Support 0.00 k -ft 0.00 in3 1,080.00 psi Sheer Analysis 0 Left Support 0 Right Support Design Shear 2.62 k 2.52 k Area Required 26.532 in2 26.532 in2 Fv: Allowable 95.00 psi 95.00 psi • Bearing 0 Supports Max. Left Reaction 2.10 k Bearing Length Req'd 0.960 in Max. Right Reaction 2.10 k Bearing Length Req'd 0.980 In 02/07/2006 11:25 5032280475 CSA CONSULTING ENGIN PAGE 03 Title : Job # 3815 Degnr: Date; 4 :12PM, 6 FEB 08 Description : Scope: Rev. 560100 '- Mar; KW.08o3s7a Ver5.6.1, 25-00-2662 General Timber Beam Pag (0)1883 -2002 ENBRCALC En awing &Alms e z Vastoneno -cvMSa Jcbsksa structural as Description beam #13 (7.5' max span) Query Values - M, V, & D 0 Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00 k -ft 2.10 k 0.0000 in 0 Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 0 Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In • •