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Home My WebLink AboutPermit Specifications 2009-05-20iorl?dq-aow lz,tL l/, &oin t' Structural C alculations for the Beeck Residence Springfield, Oregon Walker Structural Engineerin g, LLC T EXPIRES:6/30/ 1., ,}l{.ay 20,2009 Job Number: 09081 2863 NW Crossing Drive Suite 201 Bend, Oregon 97701 541.330.68 69 I Fax 541.330.2656 /1,o,OFFaCE Slt b R o?wE client:Equity Homes proiect:Beeck Residence project number:09081 date:512012009 by:NJ N F E*l Desiqn Criteria: General: Roof Loads Floor Loads: Wind Load: Soils Data: Building Department Building Code" Building Occupancy Buildlng lmportance Category Ground Snow Load (Pg) Snow Exposure Factor (Ce) Snow lmportance Factor (ls) Thermal Factor (Ct) Roof Snow Load Roof Slope Roof Defl ection Limitation Special Snow/Live Load Requirements Live Load Floor Defl ection Limitation Special Floor Load Requirements Basic Wind Speed (Per 1998 OSSC) Exposure Wind lmportance Factor Special Wind Load Requirements Allowable Bearing Pressure Footing (Frost) Depth Speclal Soils Requirements City of Springfield, Oregon 2006 tBc / 2007 ossc / 2008 oRSc- Group R-3 il 25 psf 1.0 '1.0 1.0 25.0 6:12 u240 Drifting/Sliding Per ASCE 7, Seci. 7 40 psf u360 None & mph B 1.0 None tsoop*d 18" / None 'Note: The submitted software output that references standards not cunent with the 2007 OSSC/2006 IBC have been reviewed and found to conform with current standards, as the critical values for shear, bending, and modulus of elasticity have not been revised. N S N number: Seismic Load: Desiqn Criteria: Seismic Use Group Site Class Seismic lmportance Factor Spectral Response Accelerations Specfal Response Coefficients Seismic Design Category Design Base Shear (ASD) Seismic Response Coefficient (Cs) Response Modification Coefficient ( R ) The following items were designed/analyzed: * Lateral Design a) Shear Wall and Diaphragm Analysis b) Shear Transfers and Hold Down Elements . Vertical Design a) Gravity Analysis of Roof Beams b) Footings 4686 lbs 0.06'1 6.5 client:Equity Homes project:Beeck Residence 09081 date 512012009 by;NJ I D 1.00 Ss=0.645 Sr=0.308 Sos=0.555 Sor=0'368 D 2863 N$7 Crossing Drive . Suite zor Bend, Oregon 977or 2a- @ "{,dP/4'l5 ?lT 3' @ @ @ ffice 54t-yo-6869 fax 54r-33o-2656 N Revised , Date 5 tProject Location Client aS b P By Sheet # . Job# LLC lT( DL,1$I hg w *rZ \yB Df rz- Qu 5\*1oV, @ @ h.a tr{L ldrl| * *> buP 9F *2- r.1 ,, b,U 6t lb'f, tbtELtl?-l B P IB lbr r -- PQr ,l Title : Dsgnr: 6ii? Description Scope Job#i @ Date: 3:59PM, 20 MAY 09 Rev: 580004 User: KW4607107, Ver 5.8.0, 1-Nov-2006 (c)1 983-2006 ENERCALC Enoineerinq Software General Timber Beam Page 1 09081 beeck residence.eil:Calculations Description RBl General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4xE Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 3.00 ft ft ft 0.00 0.00 0.00 .Lu .Lu .Lu ft ft ft 3.500 in 7.250in Sawn 1 .150 Pin-Pin 34.200pcf 875.0 psi 95.0 psi 625.0 psi 1,600.0 ksi Full Len Uniform Loads Center Left Cantilever Right Cantilever Beam Design OK Span= 3.00ft, Beam Width = 3.500in x Depth =7.25in, Ends are Pin-Pin Max Stress Ratio 0.6a8 : 1 Maximum Moment 0.9 k-ft Maximum Shear * 1.5 297.00#tft #lfl #tft LL LL LL DL DL DL #tft #tft #tft 495.00 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 351.36 psi Fb 1,308.13 psi 3.3 k-ft 0.90 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 3.34 tu 70.76 psi Fv 109.25 psi 1.500 ft 0.000 ft Reactions... Left DL Right DL Allowable Shear: Camber: 0.45 k 0.45 k 1.8 k 2.8 k 1.20k 't.20k 0.1100 in 0.005 in 0.000 in @ @ @ @ @ Left Right r.ntt Center R;ght Max Max Deflection -0.003 in...Location 1.500 ft...Length/Deff 11,592.7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.005 in @ Left 0.000 in @ Right 0.000 in -0.008 in 1.500 ft 4,402.00 Deflection ...Length/Defl Right Cantilever.. Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Deflections Stress Calcs Analysis 32.339 Le Rb1.300 CK cf Bending @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 0.90 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.80 k 16.435 in2 109.25 psi Sro< 30.66"1 in3cr 1197.039 S>o< Req'd 8.24 in3 0.00 in3 0.00 in3 @ Right Support 1.80 k 16.435 in2 109.25 psi Area 25.375 in2 Allowable fb '1 ,308.13 psi 1,308.13 psi "1,308.13 psi Bearing Length Req'd Bearing Length Req'd 1.20 k 1.20 k 0.547 in 0.547 in 1.2J k 1_20k Title : Dsgnr: 6if? Description : Scope Job#ji @ Date: 3;59PM, 20 MAY 09 General Timber Beam Page 2 Description RB1 Query Values M, V, & D @Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.20 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Title: Dsgnr: Oii? Description Scope Job#V @ Date: 3:59PM, 20 MAY 09 General Timber Beam 0908 residence.effi :Calculations Page I1-Nov-2006075.8.0, Software Description RB2 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 7.250in Sawn 1.150 Pin-Pin 34.200pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 6.50 875.0 95.0 625.0 1,600.0 .Lu ,LU .Lu ft ft ft 0.00 ft 0.00 ft 0.00 ft psi psi psi ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 6.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.610 ; l 115.00 #/ft #tft #tft Maximum Shear * 1.5 Allowable 3.250ft Shear: @Leit 6.500 ft @ Right Camber: @ Leit @ Center Reactions... @ Right Left DL 0.75 k Max Right DL 0.75 k Max DL DL DL #tft #tft #tft 226.00 LL LL LL Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 717.28 psi Fb 1,308.13 psi Deflections Center Span...Deflection -0.052 in...Location 3.250 ft...LengthiDefl 1,488.5 Camber ( using 1.5 t D.L. Defl ) ... @ Center 0.079 in @ Left 0.000 in @ Right 0.000 in 1.83 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 3.34 tu Fv 1.8 k-ft 3.3 k-ft at at 66.67 psi 109.25 psi Beam Design OK 1.7 k 2.8 k 1..13 k 1.13 k 0.000 in 0.079 in 0.000 in 0.000 in 0.0 -0.078 in 3.250 ft 995.24 Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...LengthiDefl C.C00 in 0.0 0.000 in 0.0 Stress Calcs Analysis 32.339 S>o< 30.661 in3cr 1127.836 Sxx Req'd 16.8'l in3 0.00 in3 0.00 in3 @ Right Support 1.69 k 15.485 in2 109.25 psi Le Rb1.300 ck Cf Bending @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 1.83 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.69 k 15.485 in2 109.25 psi Area 25.375 in2 Allowable fb '1,308.13 psi 1,308.'13 psi 1,308.13 psi Bearing Length Req'd Bearing Length Req'd 1.13 k 1.13 k 0.516 in 0.5'16 in 1.13 k 1.13 k . 0.000 i.r-- 0.0 Summary Title: Dsgnr: 6ii? Description : Scope Job#ii @ Date: 3:59PM, 20 MAY 09 User:General Timber Beam Page 2 residence.ecw:Calculations Description RB2 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 0.00 0.00 ft ft ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.13 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in )04 0607'107, Ver 5.8.0, 1-Nov-2006 )06 ENERCALC Engineering Software Title: Dsgnr: 6ii? Description Scope Job#V @ Date; 3:59PM, 20 MAY 09 General Timber Beam Page 1 09081 residence-ecw:Calculations Description RB3 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined SectionName 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 't .150 Beam End Fixity Pin-Pin Wood Density 34.200pcf Center Span Left Cantilever Right Cantilever Douglas Fir,24F -Y4 Fb Base Allow Fv Allow Fc Allow E 6.50 .Lu .Lu .Lu ft ft ft 2.00 ft 0.00 ft 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever 81.00 #ift #tft #tft 0.326 : 1 7.0 k-ft 21.6 k-ft 7.04 k-ft at 0.00 k-ft at k-ft 1 13.00 #/ft #tft #tft Maximum Shear * 1.5 Allowable Shear: Camber: 0.77 k 0.77 k DL DL DL LL LL LL Span= 16.50ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin-Pin Beam Design OK 2.6 k 14.9 k 1.71k 1.71k 0.000 in 0.264in 0.000 in Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 896.70 psi Fb 2,752.81 psi Deflections Center Span... Dead Load Deflection -0.176 in ...Location 8.250 ft ,..Length/Defl 1,126.7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.264 in @ Left 0.000 in @ Right 0.000 in 2 psi psi 47.55 276.00 k-ft 0.00 0.00 r1.60 tu Fv 8.250 ft 0.000 ft (E.cfr @ Risht @ Center @ Right r4ax Max Reactions., Left DL Right DL Total Load -0.387 in 8.250 ft 510.98 Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.J00 in 0.0 0.000 iti 0.0 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending AnalysisCk 20.711 LeCv 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 4.446 Max Moment 7.O4 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.56 k 9.271 in2 276.00 psi S>o< 94.172in3cl 0.997 Sxx Reo'd 30.68 in3 0.00 in3 0.00 in3 @ Right Support 2.56 k 9.271 in2 276.00 psi Area 53.813 in2 Allowable fu 2,752.81 psi 2,760.00 psi 2,760.00 psi Bearing Length Req'd Bearing Length Req'd 1.71 k 1.71 k 0.512 in 0.512 in i07107, Ver 5.8.0, 1-Nov-2006 6 ENERCALC Enqineerinq Software 4 Summary '.71k <.11 k Title: Dsgnr: 6i"i? Description : Scope Job#V @ Date: 3:59PM, 20 MAY 09 User: KW-0607107 Ver General Timber Beam Page 2 residence.ecw:Calculations1 Description RB3 Query Values M, V, & D @Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 0.00 0.00 ft ft ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.71 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Title: Dsgnr: 6ii? Description Scope Job#V @ Date: 3:59PM, 20 MAY 09 User: KW{607107 1-Nov-2006 General Timber Beam Page 1 Software 09081 residence.ecv:Calculations Description RB4 Genera! lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fiity Wood Density Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E '.007 .Lu .Lu .Lu ft ft ft 2.00 ft 0.00 ft 0.00 ft 5.500 in 7.500 in Sawn 1.150 Pin-Pin 34.200pcf 875.0 psi 85.0 psi 625.0 psi 1,300.0 ksi Loads #1 DL @ Left DL @ Risht #2 DL @ Left DL @ Risht 36.00 #/ft 36.00 #/ft 90.00 #ift 90.00 #/ft 50.00 #/ft 50.00 #/ft 125.00 #tft 125.00 #tft Start Loc End Loc Start Loc End Loc 0.000 ft 4.000 ft 4.000 ft 7.000 ft Left Right Left Right LL@ LL@ LL@ LL@ Point Loads Live Load ...distance 483.0 lbs 4.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft Deflection ...Length/Defl Right Cantilever.. Deflection ...Length/Defl lbs ,0.000 ft lbs 0.000 ft t5: 0.000 ir Beam Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin-Pin Max Stress Ratio 0.497 ; J Allowable 4.3 k_ft Allowable Max. Positive Moment 2.15 k-ft at 4.004 ft Shear: g L.eft Max. Negative Moment -0.00 k-ft at 7.000 ft O Rlght Max @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center Max. M allow 4.32 Reactions... @ Right tu 499.86 psi fv 38.31 psi Left DL 0.30 k MaxFb 1,005.14 psi Fv 97.75 psi Right DL 0.43 k Max Center 1.6 k 40k 0.73 k 1.05 k -0^CJ0 in 0.039in 0.000 in 0.73 k 1.05 k Deffection -0.026 in...Location 3.640 ft...Length/Defl 3,241 .0 Camber ( using 1.5'D.L. Defl ) ... @ Center 0.039 in @ Left 0.000 in @ Right 0.000 in Total Load -0.066 in 3.640 ft 't,272.37 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 in000 0.0 Summary Deflections / Title: Dsgnr: Off? Description Scope Job#i @ Date: 3:59PM, 20 MAY 09 General Timber Beam residence.ecw:Calculations Page 207Ver5.8.0, 983-2006 Description RB4 Stress Calcs Bending Analysisck 29.150 Lecf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 3.501 Max Moment 2.15 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.09 k 11.186 in2 97.75 psi 0.73 k 1.05 k Sxx 51.563 in3ct 0.999 Sxx Reo'd 25.64 in3 0.00 in3 0.00 in3 @ Right Support 1.58 k '16.168 in2 97.75 psi Area 41 .250 in2 Allowable fb 1,005.14 psi 1,006.25 psi 1,006.25 psi 0.212 in 0.307 in Bearing Length Req'd Bearing Length Req'd Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 0.00 0.00 ft ft ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.73 k 0.00 k 0.00 k Deflection 0.0000 0.m0e 0.00uu in in in Title: Dsgnr: 6ii? Description Scope Job#V @ Date: 3:59PM, 20 MAY 09 General Timber Beam 0908 residence.ecwiCalculations Page 11-Nov-20065.8.0, 983-2006 Software Description RBs General Information Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 8.00 ft ft ft Lu Lu Lu 2.00 ft 0.00 ft 0.00 ft 5.500 in 9.500 in Sawn 1 .150 Pin-Pin 34.200pct 875.0 psi 85.0 psi 625.0 psi 1,300.0 ksi Full Uniform Loads Center Left Cantilever Right Cantilever LL LL LL DL DL DL 170.00 #ift #tft #tft #tft #tft #tft 25.00 Loads #1 DL@ Left DL @ Right 72.00 #tft 72.00 #tft LL @ Left LL @ Right Start Loc End Loc 4.000 ft 8.000 ft 240.00 #tft 240.00 #tft Point Loads Live Load ...d istance 483.0 lbs 4.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lb. 0.000ft Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio o.7M :i Maximum Moment 5.2 k-ft Maximum Shear * Allowable 6.s k-ft Allowable Max. Positive Moment 5.16 k-ft at 4.000 ft Shear: Max. Negative Moment 0.00 k-ft at 8.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 6.93 Reactions... fb 748.07 psi fv 72.58 psi Left DL 0.92 k Fb 1,004.83 psi Fv 97.75 psi Right DL 1.07 k Center Span.. lbs 0.000 ft Deflection ...Length/Defl Right Cantilever... Defrection ...Length/Defl Beam Eesign OK 1.90 k 2.53 k 0.000 in 0.072in 0.000 in ,1 trl.s @ Left @ Right @ Left @ Center @ Right Max Max 1.90 k 2.53 k Deflection -0.048 in...Location 4.032ft...Length/Defl 1,994.2 Camber ( using 1.5' D.L. Defl ) ... @ Center 0.072in @ Left 0.000 in @ Right 0.000 in -0.1 1 0 in 4.096 ft 874.22 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Deflections / 3.8 k 5.1 k Title : Dsgnr: Oii! Description : Scope Job#I @ Date: 3:59PM, 20 MAY 09 General Timber Beam Page 215.8.0, 983-2006,| Description RBs Stress Calcs Bending AnalysisCk 29.150 Lecf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 3.940 Max Moment 5.16 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.86 k 29.219 in2 97.75 psi Sn< 82.729in3ct 0.999 Sxx Reo'd 61.59 in3 0.00 in3 0.00 in3 @ Right Support 3.79 k 38.795 in2 97.75 psi Area 52.250 in2 Allowable fb 1,004.83 psi 1,006.25 psi 1,006.25 psi 0.554 in 0.735 in 90 2.53 k k Bearing Length Req'd Bearing Length Req'd Query Values M, V, & D @Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.90 k 0.00 k 0.00 k Deflection 0.0000 in 0.000n in 0.000u in Title: Dsgnr: Oii? Description Job#V @ Date: 3:59PM, 20 MAY 09 5.8.0,1-Nov-2006 General Timber Beam Page 1 983-2006 Software Description RB6 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are userdefined Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 8.00 .Lu .Lu .Lu ft ft ft 2_00 ft 0.00 ft 0.00 ft 5.500 in 9.500 in Sawn '1.150 Pin-Pin 34.200 pcf 875.0 psi 85.0 psi 625.0 psi 1,300.0 ksi Full Len Uniform Loads Center Left Cantilever Right Cantilever 't67.00 #lft #tft #ltt LL LL LL DL DL DL 231.00 #tft #ttt #tft Point Loads Live Load ...distance 483.0 lbs 4.000 ft tbs 0.000 ft 4.73 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 6.93 tu Fv lbs 0.000 ft lbs 0.000 ft tbs u.000 ft 'bs 0.000 ft lbs 0.000 ft 6.9 k-ft at 4.000 ftat 8.000 ft Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.683 ; 'l Maximum Moment 4.7 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tu 686.57 psi Fb 1,004.83 psi 57.54 psi 97.75 psi Allowable Shear: Camber: @ Lert @ R;shi @ Leit @ Center @ Right Max Max 3.1 k 5.1 k 2 00k 2.C0k 0.000 in 0.0e2 in 0.000 in Center Span... Dead Load Deflection -0.041 in ...Location 4.000 ft ...Length/Defl 2,335.9 Camber ( using 1.5 * D,L. Defl ) ... @ Center 0.062 in @ Left 0.000 in @ Risht 0.000 in Total Load -0.100 in 4.000 ft 958.12 Reactions.. Left DL Right DL 0.84 k 0.84 k Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 2.00 k 2.00 k 0.000 in 0.0 0.000 in 0.0 s Deflections Scope: Title: Dsgnr: 6ii? Description Scope Job#! @ Date: 3:59PM, 20 MAY 09 General Timber Beam residence.eil:Calculations Page 25.8.0, 1 -Nov-2006 Software Description RBo Stress Calcs Bending Analysis 29.150 Le 1.000 Rb 4.118 ft 3.940 Max Moment 4.73 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.0'1 k 30.754 in2 97.75 psi 2.00 k 2.00 k Sp< 82.729 in3cl 0.999 Sxx Req'd 56.53 in3 0.00 in3 0.00 in3 @ Right Support 3.01 k 30.754 in2 97.75 psi Area 52.250 in2 Allowable fb 1,004.83 psi 1,006.25 psi 1,006.25 psi ck cf @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Bearing Length Req'd Bearing Length Req'd 0.583 in 0.583 in Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.00 k 0.00 k 0.00 k Deflection 0.0000 in 3.C000 in 0.0010 in 2863 NW Crossing Drive . Suitc zor Bend, Oregon 977ot ffice 54r-yo-6869 fax 54t-33o-2656 N *r() N *J LLC 1z/4*l1t/6 lgL I i Sheet llProject kq,wv- wAwa(E- By Ll,5 Job llLocation lefrtlr,Pfi),b.8* Revised 5/z-s/oq Date r 6)zploqb/{,uITY Client 4:.lz +z@ f rti s#-VLzx? w-'iiis!.pQgrarld6-(Lo\?- tal6etF zt6' ,AB" tbtr?otfi V.*Uv"(wunstq*fi 5/<vr$ FsL t"t.@ 2r @ D ? Title: Dsgnr: Oii? Description Scope Job#V @ Date: 3:59PM, 20 MAY 09 Rev: 580004 General Timber Beam Page 1 09081 bee6t residene.eil:Calrulations User: KW4607107, Ver 5.8.0, 1-Nov-2006 (c)1 983-2006 ENERCALC Engineerjns Software Description FF1 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fiity Wood Density Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 3.50 Lu Lu Lu ft ft ft 2.00 ft 0.00 ft 0.00 ft 3.500 in 't 1.250 in Sawn 1.000 Pin-Pin 34.200pcf 875.0 psi 95.0 psi 625.0 psi '1,600.0 ksi Full Len Uniform Loads Center Left Cantilever Right Cantilever Deflections DL DL DL 467.00 #|ft #tft #tft LL LL LL #tft #tft #tft 795.00 Genter Span... Dead LoadDeflection -0.002 in...Location 1.750 ft...Length/Deff 17,351 .7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.004 in @ Left 0.000 in @ Right 0.000 in -0.006 in 1.750 ft 6,501.37 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Span= 3.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio 0.892 ; 'l Maximum Moment 1.9 k-ft Maximum Shear * Allowable s.e k-ft Allowable Max. Positive Moment 1.95 k-ft at '1.750 ft Shear: Max. Negative Moment 0.00 k-ft at 3.500 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 5.90 Reactions... tu 316.43 psi fv 84.76 psi Left DL 0.83 k Fb 959.32 psi Fv 95.00 psi Right DL 0.83 k @ Left @ Right @ Lef+ @ Center @ Riqht Max ila^ Beam Design OK 1.5 3.3 k 3.7 x 2.22k 2.22k 0.000 in 0.004 in 1.000 in Stress Calcs Le Rb1.100 CK Cf Bending Analysis 34.680 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 6.738 Max Moment 1.95 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.34 k 35.129 in2 95.00 psi 2.22 k 2.22 k Sro< 73.828 in3cr 0.997 Sxx Reo'd 24.35 in3 0.00 in3 0.00 in3 @ Right Support 3.34 k 35.129 in2 95.00 psi Area 39.375 in2 Allowable fb 959.32 psi 962.50 psi 962.50 psi Bearing Length Req'd Bearing Length Req'd 1.017 in 1.017 in 2.22k 2.22k Title: Dsgnr: Oii? Description : Scope Job#y @ Date: 3:59PM, 20 MAY 09 General Timber Beam983-2006 residence.ecw: Calculations Page 2 Description FF1 Query Values M, V, & D @Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.22 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in )7107, Ver 5.8.0, 1-Nov-2006 ENERCALC Enqineerino Software Tltle : Dsgnr: 6fi? Description Scope Job#9 @ Date: 3:14PM, 28 MAY 09 General Timber BeamVer 5.8.0, 1-Nov-2006 Software Page I Description FF2 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x18.0 Beam Width 5.250 ln Beam Depth 18.000 ln Member Type Manuf/So.Plne Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pln Wood Density 34.200pcf CenterSpan 2'1.50fi .....LuLeftCantilever ft .....LuRlghlCantllever ft .....Lu Truss Jolst - MacMlllan, Parallam 2.0E Fb Base Allow 2,900.0 psl Fv Allow 290.0 psl Fc Allow 650.0 psl E 2,000.0ks1 0.00 0.00 0.00 ft ft ft Full Length Uniform Loads Center Left CanUlever Right Cantilever DL DL DL #tft #1ft #tft 278.00 LL LL LL #1ft #tft #tft 450.00 Polnt Loads Live Load ...dlstance -3,330.0 lbs s.670 ft 3,330.0 lbs 17.830 ft lbs 0.000 ft lbs 0.000 ft lbs c000ft tbs 0.000ft lbs 0.000 ft Deflection ...Length/Defl RIght Cantllever,.. Dsflection ...Length/Defl Beam Design OK 1i.4 k 27.4 I. Span= 21.50ft, Beam Wdth = 5.250in x Depth = 18.in, Ends are Pln-Pln Max Stress Ratio 0.645 ; 'l Maximum Moment 44.2 k-ft Maximum Shear * 1.5Allowable 6B.s k-ft Allowable Max. Positive Moment 44.22k-ft at 12.298ft Shear: @ LEft Max. Negatlve Moment 0,00 k-ft at 21.500 ft @ Right Max @ Left Support 0.00 k-ft Camben @ Left Max @ Rlght Support 0.00 k-ft @ Oenter Max. M allow 68.51 Reacgons... @ Right fb 1 ,871.84 psi tu '1 62.86 psi Left DL 3.23 k Max Fb 2,900.00 psi Fv 290.00 psi Rlght DL 3.23 k Max 5.87 k ie.:6 k C.3C0 in 0.4?5 in (,.006 in 5.87 k 10.26 k -0.283 in...Location 10.750 ft...Length/Defl 911.5 Camber ( uslng 1.5 ' D.L. Defl ) ... @ Center 0.425 in @ Left 0.000 in @ Right 0.000 in -0.708 in 11,180 ft 364.17 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Deflections Tltle : Dsgnr: Oft? Descrlptlon : Scope Job#9 @ Date: 3:14PM, 28 MAY 09 General Timber Beam Page 2 Description FF2 Stress Calcs Bendlng Analysisck 2',t.298 Lecf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left R€acuon Max. Right Reactlon 0.000 fl 0.000 Max Moment 44.22 k-ft 0,00 k-ft 0.00 k-ft @ Left Support 8.81 k 30.383 in2 290.00 psl 5.87 k 10.26 k Sxx 283.500 ingct 0.000 Sxx Reo'd 182.99 in3 0.00 in3 0.00 ln3 @ Right Support 15.39 k 53.071 ln2 290.00 psi Area 94.500 in2 Allowable fu 2,900.00 psi 2,900.00 psi 2,900.00 psi Bearing Length Req'd Bearing Length Req'd 721 3.007 tn tn Query Values M, V, & D @Speclfied Locations @ Center Span Location = @ Rlght Cant. Locatlon = @ Left Cant. Locatlon = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 5.87 k 0.00 k 0.00 lr Deflection 0.0000 ln 0.0000 in C.0000 in I Title: Dsgnr: Oii? Description Scope Job#V @ Date: 3:59PM, 20 MAY 09 General Timber Beam 1Page residence.ew:Calculations User: Description FF3 General lnformation Code Ref: 199712001 NDS, 2000/2003 lBC, 2003 NFPA 5000. Base allowables are user defined Section Name VersaLam1.75x11.E75 Beam Width 1.750 in Beam Depth 11.880in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 34.200pct CenterSpan 8.00ft .....1u LeftCantilever ft .....Lu RightCantilever ft .....Lu Truss Joist - MacMillan, TimberStrand 1. Fb Base Allow 2,250.0 psi Fv Allow 285.0 psi Fc Allow 650.0 psi E 1,500.0 ksi 1.33 ft 0.00 ft 0.00 ft Full Uniform Loads Center Left Cantilever Right Cantilever 108.00 #/ft #tft #tft 7.6 k-ft 3.78 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 7.55 tu 136.49 psi Fv 285.00 psi LL LL LL DL DL DL 360.00 #/ft #tft #tft Beam Design OK Span= 8.00ft, Beam Width = 1.750in x Depth = 11.88in, Ends are Pin-Pin Max Stress Ratio 0.501 ' 1 Maximum Moment 3.8 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,102.95 psi Fb 2,201.17 psi Deflections Genter Span... Dead LoadDeflection -0.028 in...Location 4.000 ft...Length/Deff 3,383.0 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.043 in @ Left 0.000 in @ Right 0,000 in 4.000 ft 8.000 ft Reactions... Left DL Right DL Allowable Shear: Camber: 0.45 k 0.45 k @ @ Left Right @ Lefi @ Center @ Righr Max Mar ?.8 k 5.9 k 1.89 k 1.89 k 0.000 in 0,043 in 0.000 in 1.89 k r_89 k -0.1 1 9 in 4.000 ft 807.86 Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending AnalysisCk 20.940 Lecf 1.000 Rb Allowable fb 2,201 .17 psi 2,250.00 psi 2,250.00 psi 2.739 ft 11.293 Max Moment 3.78 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.84 k 9.957 in2 285.00 psi S>o< 41."164 in3cr 0.978 Slo( Reo'd 20.63 in3 0.00 in3 0.00 in3 @ Right Support 2.Uk 9.957 in2 285.00 psi Area 20.790 in2 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Bearing Length Req'd Bearing Length Req'd bbJ 663 in in 1.89 k 1.89 k )7'107, Ver 5.8.0, '1-Nov-2006 ENERCALC Enoineerino Software t I t t I t t I 0.000 in 0.0 Title: Dsgnr: 6ii? Description : Job#ii @ Date: 3:59PM, 20 MAY 09 Scope General Timber Beam1 -Nov-2006 09081 residence.ecu:Calculations Page 2 Description FF3 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.89 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in KAUFMAN Kip From: Sent: To: Naraldo Johnson [njohnson@walkerse.com] Friday, May 29,2009 11:41 AM KAUFMAN Kip Beeck ResidenceSubject: Mr. Kaufman, I just informed the floor manufacturer that he must provide new engineering for the 7 x 11-718 floor beam in question. lt will be run as a non-continuous beam to prevent an uplift load at the garage wall. The foundation was designed with the assumption that the floor beam above was going to be a non-continuous beam. lf the beam above is non-continuous the point load on the 6x8 is roughly 8720 lbs, so the 3'-0" Sq. footing is adequate. The point load at the rear of the house is 8300 lbs, so the 2'-6" Sq. footing is also adequate. Please let me know if you have any more structural concerns for this residence. Thanks, Naraldo Johnson Walker Structural Engineering, LLC 1 .bena, (,regon 977or tuolect Jor; j4r-33o-z6|b By Revised P:,\ ( ^'rAx) ?= o'6s o.ss# " {: 4 ( Act 3rB -oz Ao (t\Lt 3lg-crzt l--s_6_l ) 7-3-z-z -b ) Y 5heet # i Job# l.$(! S*-:\) N t-)t-, Location I i I i I I I I Is PA[oL., {.= zSoo Psi A-. = .* -.r. ..1.2" t = (r" (mrrv) 11, \ Fo tss/ Ft,,/ro g PosI Porr\r?- LoApi:' At = 3' x 5,s" = IAS i.z (rt^l) (t4rru) { f.. l'-. €r" 57r-r R- ) 3oP'fr I I I I i ! I i I i i I i I i a J I i I I I i I I I I i i ! I I i l I 3o P,., 0 = ?2,?1 I t '*J ALL O,( >,.1A* i,; **rnU /or ra l.eAL\S EMhI)- P?c/ wkL,Do 6 T w, €^lk?iffi--s- Client u F ,'A .c S€a^tzp,Fr D D'0- Date . t b lzt l,,Q u TIIIBER9TRAND RIr1Jolil W/ 2) - Od|1D10 EA. JOl,l I lbd COYY A IO" OC. TOE NAILED TO I1UD9ILL I]JALL gI]EATHING CONT. TO HUDgILL FINISH GRADE 1LOPE 2xb 91UD UJALL PER PLANS. NAIL BOTTOIT1 PLATE Ul 16d coflrl a 10' oc. To Rll'l Jolgt t D fO EACI.I JOI5T PLYUOOD AND JOI9T PER PLAN ?-1.2xb PLATE W/ l/2"Qx1O" A.OOL uJlTF.l ltooK . LIlAgt.lER a 48tt OC. TYP. UNO gEE gI-IEAR UJALL NOTEg ILL gEALER bU C,ONC. 9TEIIIIIALL I]J/t4 DOWEL5 a 48' oC. @ q oF 9TE|1IJALL FULL r]T- (2) *4 x CONT- ilil Ilr bt' r= l- o o11 n a =6 t: L r OOTINQ / lllt I l i I nI I JI I rl I o N e F v_oF 9 s I ] 1|2" (a I T r TAIL Uro OFEEEa?l 8d NAIL9 a bu O.C. 2x4 9LK'G U/ (l) I6d NAIL 9TA6GERED A O"O,C. INTO tsLK'G R;OOF SF.IEATI{ING (JJALL SI-]EATHING EDGE NAILING PER PLAN zxb BLOC,KING 2)<6 5TUDi a lb" O.C. Zxb SILL P. W/ l6d NAIL9 At 4" O.C. INTO BEAI'1 B.ELOW BEAIY PER PLAN gd NAtLg .a b" o.c. FLOOR 9!IEATI-.IING 2x4 E,LaCKING U/ iOD NAIL6 AT 6U C.C, (9TAGGERED' t FLOOR JOI5T1 PER PLAN TRU55 I-.IANGER PER I'1FG.Revrg e p slze/,< TRLI))ON TION @ LJPPTR EY l'= I'- O' 5 rA66errsD) PREIIANUF. TRU99E5 @ 24" O.C. PER PLAN W/H*rlsE&s gEs "tEvt5( MANdF. Tb FhDa 2xg ElK'CI U/ t6D NAtLg @.b" o.., REr/trS>p s->3 41 Member Calculations Report PARR LUMBER CO. WILSON AVE. BEND, OR 97702 s4t 385-7277 541 385-9042 Design Dater Sn9D009 12:00:24 pNl Obiect: Flush Beam # 9 Moment @t-lbs) Shear (lbs.) Live Load Deflection (',) Total Load Deflection (,') Reaction (lbs.) Bearings: Bearing 1 Wall#2 2 Column By Others #22 Reactions: Assumed Member Weight (plf): 14 Location Dead Load I (lbs.) 4" rct2 2 (lbs.) 16,8 l/8, 1553 Loads: Load Location Distributed (plf) 0 to 16,g 3/g,, Distributed Glo 0 to 16,8 3/8, Obiect: Flush Beam # Il General: 7" x11 7/8"2.0EparallampSL plies: I Length: 16,g3/g, Defl ection Criteria: Minimum, Live Load L/360, T otal Load L/240 Member Weight per ply (plf):26 Plotted Report Date: SlZg/ZOOg l2:0g:50 pM Result Passed Passed Passed ?assed Passed Required Length 5 l/2* 1 3/4" Type Floor Floor Result Passed Passed Passed Passed Passed Level Name: Application: 2ND FLOOR Floor Status: Non-Residential:No Design Value 26260 5550 .51" .68" 6443 Control Value 39805 16071 .54" .82" 91 88 Input Length 5 l/2" l3/4" Location 0 l6' 8 3/8' Live Load 4976 4793 Live 295.8 to 295.8 289.2 to289.2 Total Load 6587 6345 Uplift 0 0 General: l3/4" x ll 7/8. l.9E Microllam LVL plies: I Length: g,S l/2. Deflection Criteria: Minimum, Live Load L/360, T otal Load L/240 Member Weight per ply (plf): 6 Moment (Fhlbs) DesiSn value Shear (lbs.) I 108 Live Load Deflection (,,) .06, Total Load Deflection (,') .09,, Reaction (lbs.) n33 Guide for Product Dead 88.7 to 88.7 86.7 to 86.7 Conhol Value 8924 3948 .26u .39" 3850 TJ-Xpert 6.50 (#695) D See il-evel@ Framer,s pocket Page I Trademark Information shO9-l52.JOB Design Date: 512912009 12:00:24 pM Report Dete: 512912009 12:08:50 pM Bearings: Bearing LocationI Wall #l B, 5 t/2"2 Wall #8 0 Reactions: Assumed Member Weight (plf): 14 Location Dead Load Live Load I (lbs.) 8'l 1/2" 340 763 Loads: Load Location Live Distributed (plf) 0 ro 8'5 l/2', 53.3 to 53.3 Distributed (plf) 5 1/2" to 4' lt l/2" 247 .1 to 247 .l Distributed (plf) 2 1/2" to 5 112,, 247 .l to 247 .l Distributed (plD 0 to 2 ll2" 287 .t to 287 .l Concentrated (lbs.) 4' ll l/2" 333 Obiect: Flush Beam # 23 General: I 3/4" x I I 7/8" TimberStrand@ LSL Beam (1.55E) plies: I Length: 12'6" Defl ection Criteria: Minimum, Live Load L/ 3 60, T otal Load, L/240 Member Weight per ply (plf): 6.3 Design Value Moment (Ft-lbs) t478 Shear (lbs.) 398 Live Load Deflection (") .08' Total Load Deflection (") .12" Reaction (lbs.) 473 Bearinss: Bearing Location I Flush Beam #l I O 2 Flush Beam By Others #10 12, 6 Reactions: Assumed Member Weight (plf): 14 Location Dead Load Live Load I (lbs.) 0 188 333 2 (lbs.) 12'6 188 333 Loads: Load Location Live Distributed (pl| 0 to 12'6" 53.3 to 53.3 Hangers: Bearing # I Face Mount.................. HUI I Nailing Pattern Information MemberNails. 6-NlO Face Nails....... ...........22 - lOd Ceometry Information Skew........................ 0o S1ope....................... 0" No Web Stiffeners Required Input Length 5 l/2" 5 l/2 Required Length 5 l/2" 5 l/2* Total Load tt02 1767 Uplift 0 0 Conhol Value 7977 4295 .42" .63' 4,73 Input Length 0 0 Dead 16 to l6 74.1 to 74.1 74.1 to 74.1 86.1 to 86.1 188 Type Floor Floor Floor Floor Floor Result Passed ?assed Passed Passed lassed Requirecl I-,e<rgth I l/2" I l/2. Type Floor Total Load 52t 52t Uplift 0 0 Dead 16 to 16 See il-evel@ Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6,50 (#695) D Page 2 sh09- l52.JOB Design Date: 5129/2009 72t00:24 pM Report Date: 512912009 12:08:50 PM Support.....,............... LVL Hanger Note: .Bearing#2 Face Mount.................. HUI I Nai ling Pattem Information MemberNails. 6 - NlO Face Nails....... ...........22 - l}d Geometry Information Skew........................ 0o S1ope....................... 0o No Web Stiffeners Required Support..................... Glulam/Heavy Timber Hanger Note: Obiect: Flush Beam # 25 General: 7" x11 7/8" 2.08ParallamPSL Plies: I Length: 4' 9 S/8" Defl ection Criteria: Minimum, Live Load 1J360, Total Load L/240 Member Weight per ply (pll): 26 Design Value Moment (Frlbs) 2lil Shear(lbs.) -963 Live Load Deflection (") .Olu Total Load Deflection (") .01 , Reaction (lbs.) l92l Bearings: Bearing Location 1 Wall #7 4,9 Slg" 2 Column By Others#22 0 Reactions: Assumed Member Weight (plf): 14 Location Dead Load Live Load I (lbs.) 4'8 3/8' 463 l4Z9 2 (lbs.) ll4" 447 1380 Loads: Load Location Live Distributed (plf) 0 to 4'9 5/8" 289.2to2g9.2 Distributed (plf) 0 to 4' 9 5/8" 295.8 to 295.8 Obiect: Flush Beam Bv Others # 10 Bearinqs: Bearing Location I Wall #l 0 2 Wall #8 8,3u Reactions: Assumed Member Weight (plf): 14 Location Dead Load Live Load I (lbs,) 4" 1076 t298 2 (lbs.) 8' 1 ll2 l 135 t7t2 Loads: Load Total Load 1892 1827 Total Load 2374 2847 Dead 86.7 to 86.7 88.7 to 88.7 Contol Value 39805 t607t .16' .23u 7700 Input Length 2 3/4" 1314" Result Passed Passed Passed Passed ?assed Required Length 23/4" 1 3/4" Type Floor Floor Required Length 5 l/2" 3', Uplift 0 0 Input Length 5 t/2', 3rt Uplift 0 0 Live Dead See il,evel@ Framer's Pocket Guide for Product Trademark Information TJ-Xpert 6.50 (#695) D Location Page 3 Type sh09-l 52.JOB Design Date: S29DO09 12:00:24 pM Report Date: 5129/2009 12:08:50 pM Distributed (plf) Distributed (plf) Distributed (plf) Distributed (pl0 Distributed (plf) Concentrated (lbs.) 3'6" to 8' 0 to 3'6" 3' 6t'to 8' 8'to 8'3" 8' to 8'3" 3',6u I90 to 190 190 to 190 74.1 to 74.1 74.1 to 74.1 12 to 12 188 Roof Roof Floor Floor Floor Floor Required Length 5 U2" 5 t/2 180 to 180 180 to 180 247.1 to 247.1 247 .1 to 247.1 40 to 40 JJJ Obiect: Flush Beam Bv Others # 14 Bearinss: Bearing I Wall #3 2 Wall #8 Reactions: Assumed Member Weight (pl|: 14 Location Dead Load I (lbs.) 4n 3187 2 (lbs.) 3203 Loads: Load Distributed (plf) Distributed (plf) Distributed (plf) Distributed (plf) Distributed (plf) Distributed (plf) Live 180 to 180 180 to I80 I80 to 180 287.1 to 287.1 285.6 to 285.6 40 to 40 See il-evel@ Framer's Pocket Guide for product 0 22', Location Live Load 5122 5l l9 Input Lenglh 5 t/2' 5 l/2* Total Load 8308 8322 Uplift 0 0 Location 2l'6ll2 to2l'9,' 21, 6 112" to 0 22', to 21' g" 2l' 6 1/2u to 21, 9,, 0 to 21, 6 1/2" 2l'9" to22' Dead 190 to 190 190 to 190 190 to I90 86.1 to 86.1 85.7 to 85.7 12 to 12 Type Roof Roof Roof Floor F loor Floor Notes: DesignMethodology: ASD IMPoRTANT! The analysis presented above is output from software developed by ilevel@. Allowable prodLct viluss showu arein accordance with current ilevel@ materials and code accepted design values. The specific product application, input design l;adsand stated dimensions have been provided by others, have not been checked for conformance with the design draw:ngs rf thebuilding, and have not been reviewed by il-evel@ Engineering. TJ-Xpert 6.50 (#695) D Page 4 Trademark Information sh09- l52.JOB Title: Dsgnr: Oii? Description Scope: Job#li @ Date: 3:59PM, 20 MAY 09 Square Footing Design 1Page 0908'1 residence.ecw:Calcul ations '1-Nov-2006 Software Description 3'0" footing General lnformation Code Ref: ACI 318-02, 1997 UBC, 2003 lBC, 2003 NFPA 5000 ')ord I nrr 2.540 k Footing Dimension 3.000 ft Live Load 6.180 k Thickness 12.00 in Short Term Load O.OO0 k # of Bars 4 seismic Zone , Bar Size 4 overburden weight 0.000 psf Rebar cover 3'000 Concrete Weight 145.00 pcf fc 2'500'0 psi LL & sr Loads combine Fy 60'000'0 psi Load Duration Factol1.000 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Note: Loadfactoringsupports2003lBCand2003NFPA5000byvirtueoftheirreferencestoACl3lS-02forconcretedesign. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforci Rebar Requirement Actual Rebar'd" depth used 200lFy As Req'd by Analysis Min. Reinf % to Req'd Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn-Phi :Capacity 8.750 in 0.0033 0.0003 in2 0.0014 o/o 1,113.89 psf 1,500.00 psf '1,113.89 psf 1,500.00 psf As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.259 in2 0.778in2 0.0014 < LL,zSelF Footing QK 3.00ft square x 12.0in thick with 4- #4 bars Vu :Actual One-Way Vn.Phi : Allow One-Way Vu :Actual Two-Way Vn"Phi : Allow Two-Way Alternate Rebar Selections... 4 #4's 3 #5's 2 #7's 1 #8's 9.11 85.00 FSi pst 26.87 ps! 170.00 psr 1.43 10.12 2 #6's 1 #9's I # 10's l l l l l I I 2863 N'S?'Crossing Drive . Surte zor Bend, Oregon 977or Project kxr P-Es'rrprrcE. ffice 54r-yo-6869 fax 54r-33o-2656 By DateCIlent SS (J F. rrlS Revised gW11- wA'! tfLft*Sl @ ufPECc<r*ts LpuC& fu>$ LLCi sheet * : LT1 Job #Location kurlatrrgr-p. {- 2853 NW Crossing Drive Suite 201 WALKER STRUCTURAL ENGINEERING or1ice 541-330-6869 fax 541-330-2656 Bend, OR 97701 Project:Beeck Residence Proj. Engr:NJ Location:Springfield, OR Job #:09081 Client:Equity Homes Date:5120/200e Seismic Oestenr pet 2007 O.S.S.C. (based on ASCE 7-05) Site Specific Seismic Coefficients For Site Class D: 5s s1 F. F 0.645 0.308 1.284 1.783 Sr, = F.*S, = Sr1 = Fu*S1 = Design Categorv: (per Table 11.6-1 & 2) 1.0 6.5 (Seismic Response Coefficients from Site Specific USGS Seismic Hazard Curves and Uniform Hazard Response Spectra.) Sos = 0.57*Sns = 0.555 Sor = 0.67*Sr,,,r = 0.368 (For Structural Wood Panels, per ASCE 7 fable 72 2-'t.) 0.061 0.828 0.549 I R D C, = Sos I Bll * 1'4 (AsD)) = Seismic Mass: Base Shear: Wind Load = (on Narrow Projection) Roof D, - Floor D.- - Wall D'- - Vseis = Cr*W*P Vseis 18 psf i( 14 psf 'f 10 psf * 4,685 lbs Seismic 7,205 lbs Wind P = 1,.3 per ASCET-0S 12.3 r,564 28,152.1bs 20,160 lbs 10,800 lbs 59,112 lbs 1,44O 1,080 € Wind Load to Govern. (See Wind Load Calcs.) ft ft2 ft2 Aroof Aftoo.. Awatt Total D,- LATERAL ANALYSIS I Project:Beeck Residence Proj. Engr:NJ Locationl Springfield, OR Job #:09081 Client:Equity Homes Date s/20/200e 2863 NW Crossing Drive Suite 201 Bend, OR 97701 WALKER STRUCTURAL ENGINEERING ot!frce 541-330-6869 fax 541-330-2656 OeStGfV WlruD tOnOS: per UBC 97 Ch.16 (fastest mph) Desien Parameters: 0.7 7 (for inward only) Total C" - per Table 16-G Co - per Table 16-H (for Primary frames and systems) Hrz, Proiection of Wind on Roof: Roofslope: I O,n Hrz.C^ on Roof = Total C^ * Hrz. Vctr. Roof Co Total Hrz. Vctr * Hrz. Vector sin(tan-1 (6:12)) = 0.45 Hrz. !n 0.32 0.45* 0.45 0.45 Height (ft)Exposure D Exposure C Exposure B 1.39 1.45 1.5 L.54 t.62 1.06 1.13 1.19 t.23 1.31 0.62 0.67 0.72 0.76 0.84 Structure Co inward Co outward Total Walls 0.8 0.5 0.3 0.4 1.3 Roof 2:12 - 9'.12 9:L2 - L2:L2 0.7 o.7 t 1.1 LATERAL ANALYSIS Basic Wind Speed: 80 mph q' (Psf) = L6.4 (per Table 16-F) Exposure - B 0-15 20 25 30 40 2863 NW Crossing Drive Suite 201 Bend, OR 97701 WALKER STRUCTURAL ENGINEERING o,tice 541-330$869 fax 541-330-2656 AESIGNIAINQ IOADS per UBC 97 Ch. 15 (fastest mph) Pwind= 9, * C" * Co * A UPPER LEVEL: P r-supprRt q, (psf) C"Cq Area (ft2) Lat. Load 76.4 t6.4 0.72 0.67 1.3 1.3 61 936 lbs 189 2,700 lbs P r-supprnl 3,635 lbs P n-rupprn! q. (psf) c"Cq Area (ft'?) Lat. Load 1.6.4 76.4 t6.4 0.72 0.67 0.67 0.45 0.45 1.3 468 2,487 lbs 234 7,\57 lbs 135 1,928 lbs P n-r upprnr 5,572 lbs MAIN LEVEL: P r-s i,rarNr q, (psf) C"cq Area (ft2) Lat. Load 76.4 0.62 1.3 P R-rnaar'! q. (psf) C"cq 270 3,559 lbs P r-s Mrr,ri 3,559 lbs Area (ft2) Lat. Load t6.4 76.4 0.62 0.62 0.45 1.3 36 165 lbs 366 4,838 lbs P a-r ua*i 5,003 lbs * (C" lnterpolated for lntermediate Heights) Total Load on Narrow Proiection: {Comoare with Seismic Force) Pn+me^t Pn-ruprrn = 10,575 lbs Pr_r mrrr * Pr-s uppen = 7,205 lbs Project:Beeck Residence Proj. Entr:NJ Location:Springfield, OR Job #:09081 Client:Equity Homes Date:s/20/2009 LATERAL ANALYSIS Project:Beeck Residence Proj. Engr:NJ Location:Springfield, OR Job #:09081 Client:s/20/2009 2863 NW Crossing Drive Suite 201 Bend, OR 97701 LATERAL DISTRIBUTIoN: WALKER STRUCTURAL ENGINEERING Governing Lateral Loadinsl WIND o,lfrce 541-330-6869 fax 541-330-2656 UPPER LEVEL:Front - Back Loadins Shear Calculations: Total Lateral Load (lbs.):3,635 (Pr-a umen) Lateral Load on Each Wall Line = Pside * Wtrib/Wtotar * Paoa,r Unit Shear = Ptnu / Lshearwa,s Over Turnine Calculations: -l&r = V*arr * h*a1 = Unit Shear * L*.1;*h*.11 + Morabou. Mpa(i*i^s = 0'67 (Wall DL) * Lwattzfz Net Uplift Force =(Mor - MR)/(L*.rr- 6") OK OK Note: Hold down frrces less than 500lbs to be resisted by standard framirg fasterers. Upii,t cor.sidered tn OK OK U1 15 30 0 1,818 16 Lt4 1 250 U2 15 30 0 1,818 L4.67 724 1.260 TOTAL 30 3,535 U1 377 8.7s 8 9,669 7,954 0 none req'd U2 377 1.4.67 8 27,180 L4,545 0 none req'd LATERAL ANALYSIS Equity Homes lOate, WALL LINE (seesw kev) width (ft) width Add'l Lateral Load Lateral Load on Wall Line (lbs) Lenth of SW's in Line {ft) Unit Shear (plf) Shear Wall Type 0 Capacity WALT LINE {seeSW keY) Governing Walltength (ft) Height of wall(ft) Mntsrmrue (ft-lbs) Mor (ft-lbs) Net Uplift Force (lbs) Proiect:Beeck Residence Proj. Engr:NJ Location:Springfield, OR Job f:09081 Client:Equity Homes Date:s/2012009 2863 NW Crossing Drive Suite 201 Bend, OR 97701 LATERAT D!STRIBUT UPPER LEVEL:Risht - Left Loadins Shear Calculations: Total Lateral Load (lbs.): WALKER STRUCTURAL ENGINEERING Governing Lateral Loading: WIND 5,572 (Pn-iupprn) Lateral Load on Each Wall Line = Pside * Wt.ib / W,orrr * Paau,r Unit Shear = Plin" / Lshear*arrs OK OK Note: Hold dor.'n fo-ces lessthan 500lbsto be resisted by star.drrd f'aming fasceners. Uplift considered 5l'r by inspection OK OK U3 19 38 0 3802,786 7.33 380 2 U4 19 38 0 2,785 24 116 1 250 TOTAL: 38 5,572 U3 keY) L34 wall(plfl 3.67 (ft)wall(ft) 8 (ft-lbs) :--r- 60s 11,150 (ft-lbs) 330 MST48 3,420 (lbs) U4 134 19.5 8 77,059 18,110 55 none req'd LATERAL ANALYSIS offce 541-3304869 fax 541-330-2656 Over Turnins Calculations: M.r = Vwal * h*.1 = Unit Shear * L*.1;.h*"11 * Morebor" Mn..,.,,^s =0.67 (Wall D,-) * L*at2/2 Net Uplift Force = (Mor - M*)/(L*.rr- G") WALL LINE (see SW keY) Tributary [ateral toad on Wall line (lbs) Unit Shear (plf) Shear Wall Type 0 Capacity Net Uplift Force (lbs)Anchor Project:Beeck Residence Proj. Engr:NJ Location:Springfield, OR Job fl:09081 Client:Equity Homes Date:s/201200s 2863 NW Crossing Drive S rite 201 Bend, OR 97701 LATERAL DISTRIBUT MAIN LEVEL: Shear Calculations: WALKER STRUCTURAL ENGINEERING Governing Lateral Loading: WIND Front - Back Loadine offce 54'l-330-6869 fax 54'l-330-2656 Total Late Load (lbs.):3,559 (Pr-a Marlr) Lateral Load on Each Wall Line = Pside * Wtriu / Wtor.l * Paou,r Unit Shear = P1n" / Lshearwa,s OK OK 'Add'l lateralload on Ml from Pu, *Add'l lateral load on M2 from P, Over Turnins Calculations: Mnr = V*arr * h*a1 = Unit Shear * Lwal*hwa1 * Mornbor. Mpaci*i^r =0.67 (WallD,) * L*"tl/2 Net Uptift Force = (Mor - MR)/(L*d,- 6") ff*""H"i?:T,:;f::::::i::Tjff['^::o::fi'''"0 le ,). OK OK M1 15 30 818 3,603 18.L7 198 1 260 . (plr) 4 M2 15 30 1,818 3,503 25.5 t4t 1 260 TOTAL: 30 7,205 ^sy,rvorr lP.r,,tI r.It9t M1 562 9.75 8 17,897 15,455 0 none req'd M2 457 25.5 8 99,550 28,820 0 none req'd LATERAL ANALYSIS Caparrty WALL LINE (see 5W kev) Tributary Width (fr)width (ftJ Add'l Lateral Load* Lateral Load on Wall Line {lbs) Lenth of SW's in Line (fr) Unit Sheat Shear Wall Type 0 WALI LINE Net Uplift Force (lbs) Project:Beeck Residence Proj, Engr:NJ Location Springfield, OR Job #:09081 Client:Equity Homes Date:s/20/2o0e 2863 NW Crossing Drive orfice 541-330-6869 fax 541-330-26565, ite 201 Bend, OR 97701 TATERAL DISTRIBUT MAIN LEVEL:Rieht - Left Loadine Shear Calculations: Total Lateral Load (lbs.): TOTAL: 42 WALKER STRUCTURAL ENGINEERING Governins Latera I Loadine: WIND 5,003 (Pn-L r.,rarru) Lateral Load on Each Wall Line = Pside * Wtriu / Wtot.r + Pado,r Unit Shear = Pt,n" / Lshearwals OK OK OK 10,575 *Add'l lateral load on M7 from Pu, *Add'l lateral load on M9 from Pu* Over Turning Calculations: Mnr = Vwalt * hwal = Unit Shear * Lwal*hwa1 f Morabou" Mo..,.",^E = 0.67 (Wall Dt) * Lwar2 f 2 Net Uolift Force = (Mor - MR)/(L*au - G',)Note: Hold down forcps less than SoJlis tr be resiste4 by standard framinq rasterers. Uplif. cJ,)-idered n. OK OK OK Lateral Load on WallLini (lbs) 4,037 WATL LINE (see SW kev) M7 Tributary width (fr) 10.5 Total width (ft) 42 Add'l Lateral Load* 2,786 Lenth of SW's in Line (ft) 5 Unit Shear {plr} 673 Shear Wall Type 0 4 Capacity {plf} 760 M8 21 42 0 2,501 21 119 'J"260 M9 10.5 42 2,786 4,037 9 449 3 490 {ft-lbs)kev)Length {ft) wall(ft)(ft-lbs)Force (lbs)(lbs) M7 t6t 3 8 485 16,747 6,265 HDUS 7,870 M8 792 21 6 28,365 20,0L1,0 none req'd M9 255 4.5 8 L,730 76,747 3,504 H DU4 4,555 LATERAL ANALYSIS Capacity I Total Dead Load on wall (plf) Holdown and Anchor 2863 N-W Crossing Drive . Suite zor LCnd, C regon 977or ffice 54t-yo-6859 fax 54t-33o-2656 By Sheet # N (J FJ LLC Mt*. gb\ * 6 Tl L= 7q+D t4 tt,7S'.2t9#.-? -6bo 6wnnruats) Location 9@ttcerr'L-s oQ Revised Job # Client F-&urTf Date q lz.o/tl Pqectw g..fistDA& TOfAIONAL RNALYSI5 -FghLfrG.4H RIF H ) { I Eeeck Residence NJLocation: t:0908LClient:Homes Date;s/20/2OOs Bend, OR 97701 .2863 NW Crossing Drive )urte 201 WATKER SIRUCTURAL ENGINEERING 0.828 0.549 15 psf i 14 psf * 10 psf * office 541-330_6869 fax 541-330_2656 Seismiqkis& per 2OO7 O.S.S.C. (based on ASCE 7-OS) Fa 0.645 0.308 7.284 1.783 (Seismic Response Coefficients from Site Specific USGS Seismic Hazard Curves and Uniform Hazard Response Spectra.) FV Seismic Mass: Base Shear: Sr, = F.*S, = Sr1 = Fr*S1 = Desien Cateeorv: (per Table 11.6-1 & 2) Sos = 0.67*Snas = 0.555 Sp1 = 0.67*Sy1 = 0.368 D t- R- 1.0 1.5 (For Cantilevered Column, per ASCE 7 Table 12.?_,_) C, = Sos / B/l * 1.4 (AsD)) = 0.264 Roof D.- - Floor D.- - Wall D. - Vseis = Cr*W*P Aroof Afroo,. Awatt 0 1.67 0 ft2 ft2 ft2 2,505 lbs 0 lbs 0 lbs 2,505 lbsTotal D,- P = 1.3 per ASCET-0S tZ.3 V.ei,860 lbs Seismic LATERAL ANALYS\S V sr= 51 =