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Plans (27) OFFICE COPY 4 STRUCTURAL DESIGN for Graham Residence Remodel 11905 SW James Ct Tigard , OR 97223 OFFICE COPY ' ,D AR, CITY OF TIGARD cAtEVIEWEr CODE COMPLIANCE tproved: CDC) '2S-LAN • 411111P:Trtnit#: frhste4 n1 C 0 0 a ga -40dress: i #: oro\O ' By: 1 Date: 7 I PROJECT # 1639 May 10, 2016 Work by Iselin Architects, PC for this project is limited to structural design to accommodate kitchen remodel/ interior wall removal at main level. • IkISEL. IN ARCHITECTS , P . C . 1307 Seventh Street Oregon City, OR 97045 p: 503-656-1942 f: 503-656-0658 U Project Name: `rA x ARCHITECTS, P.C. 1307 7th Street Oregon City, Oregon 97045 Project No: 1! 503.656.1942 f. 503.656.0658 Date. 1! www.iselinarchttects.corn . „ A2 of tA; X VI(,:.. fri/t : `.!" '!`• :-;°` r t`; r ‘› ),.q *147.41,1 A r 7 Project Graham Residence Remodel f` page Location:mfb-1 - ,"–" Todd Iselin Multi-Loaded Multi-Span Beam t 'd - Iselin Architects PC [2012 International Building Code(2012 NDS)] 1307 Seventh Stre O °f 3.5 IN x 9.01N x 3.O FT 9o n City,OR 97045 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.6 Section Adequate By:26.3% 5/10!2016 9:45:08 AM Controlling Factor Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2168 Dead Load 0.01 in Total Load 0.02 IN L11472 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: 1J240 REACTIONS A B Live Load 3450 lb 3450 lb Dead Load 1618 lb 1618 lb i Total Load 5068 lb 5068 lb Bearing Length 2.23 in 2.23 in BEAM DATA Center l Span Length 3 ft Unbraced Length-Top 0 ft _ — — Unbraced Length-Bottom 3 ft 3 h----------_________ Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 320 plf MATERIAL PROPERTIES Uniform Dead Load 120 pit 24F-V4-Visually Graded Western Species Beam Self Weight 7 pif Base Values Adjusted Total Uniform Load 447 pif Bending Stress Fb= 2400 psi Controlled by POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Cd=1.15 Live Load 5940 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 2856 lb Cd=1.15 Location 1.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-Li to Grain: Fc--1-= 650 psi Fc--12= 650 psi Controlling Moment: 7100 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5068 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 30.87 in3 47.25 in3 Area(Shear): 24.95 in2 31.5 in2 Moment of Inertia(deflection): 35.31 in4 212.63 in4 Moment 7100 ft-lb 10868 ft-lb Shear: 5068 lb 6400 lb NOTES Project:Grahafn Residence Remodel I-, page • _ - — _ Todd Iselin Location ucb-1 ' Iselin Architects PC Multi-Loaded Multi-Span Beam fo 1307 Seventh St [2012 International Building Code(2012 NDS)] - or _' Oregon City,OR 97045 5.5 INx16.5INx22.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.6 5/10/2016 9:45:27 AM Section Adequate By: 13.6% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.77 IN L/344 Dead Load 0.37 in Total Load 1.14 IN L/232 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 5940 lb 5940 lb Dead Load 2856 lb 2856 lb Total Load 8796 lb 8796 lb Bearing Length 2.46 in 2.46 in BEAM DATA Center w Span Length 22 ft Unbraced Length-Top 0 ft 22 ft -- _-_-- Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.55 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 540 plf MATERIAL PROPERTIES Uniform Dead Load 240 plf 24F-V4-Visually Graded Western Species Beam Self Weight 20 plf Base Values Adjusted Total Uniform Load 800 plf Bending Stress: Fb= 2400 psi Controlled by- Fb cmpr yFbcmpr= 1850 psi Fb'= 2642 psi Cd_=1.15 Cv=0.96 Shear Stress Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-I-to Grain. Fc--L= 650 psi Fc--- = 650 psi Controlling Moment: 48380 ft-lb 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8796 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus 219.71 in3 249.56 in3 Area(Shear) 43.3 in2 90.75 in2 Moment of Inertia(deflection}: 1596.29 in4 2058.89 in4 Moment. 48380 ft-lb 54953 ft-lb Shear 8796 lb 18437 lb NOTES NEW 32x32x12 FTG NEW 2x4 POST FROM W/l3)$4 E W. (5) 2x4 RIDGE TO BM e 4' O.C. NEW 24"x24°x10' POST FTG BELOW UCB-1 NE / 6/2 G.LAM O 2x 2x4 POST MF5-1 (HDR B LOW) L J 3112x9 fs.LA HDR NEW 1426 HANGERS EXIST'G 2x6 G.J. g - Q 16" O.C. TO REMAIN .clikED 44 PARTIAL MAIN LEVEL PLAN #32721/8' TODD L. iSEL N GRAHAM W9$ '' +• �'F '1639 RESIDENCE !:i ISELIN• 5.102016 1:444 �r �F OF OVS ARCHITECTS, P.C. 1307 7th Street-Oregon City,Oregon 97045 503.656.1942-f.503.656.0658-www.iselinarohitects.corn a u f -r— N \ s pLillr-L��-LrT T. .M 1 1 i I i l l - I E I rI� 1 1 liiill"' — a II -A, Elevation 3 N - - <V g 4 \, -- /4.1 = /� I I I 1 :... 6711.1 _ _.-. me m mm —' U r r I Elevation 2 _...:, -a . L....2 < X -- .,,.- ..—..,.,(...— Elevation 4 qo r___ A 112036L 113020 114036 n V ✓ TR052724 B3D20 �� IL J�1 �� ! 1 — - ,—� 85G39R1 1 Fir. :44./- 1 I I �JI I �JI I 32e - - - jsJ e- �� -- +4s R4 0 0 I O A 4 R4 (--,, cn I -o V. *41 R4 7( , ..,) i :=s- lits J m 1 cl I Rq - - 114i I I I R4 1 s. 1 f q`. ,c 1✓ 1 N I {l d _ 1 LLl I 1 m i1 I In �t I I R4 40 a y .. ,, I� R4ri_ L - m 4 I r�j1 � ✓ i0 � Rq 1 101 Sill 1 .1.11211.1 • low/MMMMMMM di ..r.. ij ii . •■ -ET- ) _ •■ • • • • f r 1 r 1 . r r�— r 8