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Specifications (9) Nr , Sl X 18.-00f 3 W LKER STRUCTURAL EN6INEERIN6 LLE. Structural Memo Date: 6/1/2018 To: Dennis and Marsha Reed Project: Reed Remodel—9740 SW Riverwood Lane,Tigard,OR 97224 Description: A review of remodel work completed at the above address was requested and the following are the results of that review.The 3-1/2"x 11-1/4"glulam beam used as a header where the existing bathroom door was located is adequate to support loading from the second floor.The 4 x 4 posts used to support the header are adequate as well as the 16"diameter pre-formed concrete piers used to support the posts.Contractor should verify solid bearing in the wall at the existing floor beam support. Please see the attached plans with our added notes. Please contact our office if you have any questions. Sincerely, Chris King Project Engineer Walker Structural Engineering,LLC Reviewed by, Joseph P.Speck,P.E.,S.E. Principal Walker Structural Engineering,LLC .�cUGTthy4 � e. pGI ,9 84• E for- * Ilri ORE. , S,.h�F s* Joseph Speck,P.E eE,7mm os.2018.o�a�� EXPIRES. , o 18 2863 NW Crossing Drive,#201 Bend,Oregon 97701 I Phone 541.330.6869 I Fax 541.330.2656 II% • I I i 11 I i K!ICI-1EN NOOK LIvING ROOM I . 1 ' I a 1/2"xli 1/4' (SW L,4i-4 , 1 1,111 4x4 POEErS EA41: END ,,, i 1,111 mlui.ed/if aiNlpe,or,4 HANsEF,-,...$ ---,.. tt FOR EXISTNC1 ,,,,,LOOR JOR-ET ,,,,„ 1 1 L.";;;;:7,:c1`.-:=2:.,-..7.7.7.,=:::::::•.::::::::•:.7,=:::::,:\ ii;::::;'47t2.-0..t-v;f:fttri'-'• .N. '., ..N. , i •-. •`' i /.1 JO t ''' 1 ' ' 1 1 ' I ' 1 1 ,.'''',..,,, •::,',i •.• •.4 1 , 1 ft , 1 ''''I I 1 11 I 1 I 1 1. ''''4,<•'1,'„1,-,E-:,-1: , I ,,, I,i ii_A 1 „k 1 1 l• , 11 DMi I , ,-,.., I i -r; ,;.,,::,.:.,,,,:: ,•':;-:F.,r-,.,,. , _....„....„ a 1 1 II ' 11 ( 1 4 i 2 CAR GARAGE 1 11 11 •.1.!'.1 iii 1 1.1 , 1 1 , 1 11 I i 11 , li i . 1 i 1 AI REMODEL PLAN SD SCALE: N.T.S. Reed Remodel JOB#: 18145 RS SHT NO: 2863 NW CROSSING DRIVE,SUITE 201 WkLIKER BEND,OR 97703 9740 SW Riverwood Ln REV.# - sp_si TEL 541.330.6869 Tigard, OR 97224 DATE: 6/1/18 STRUCTURAL ENGINEERING C. re Walker Structural Engineering LLC Project Title: 2863 NW Crossings Dr,Suite 201 Engineer: Project ID: Ws.L KE R Bend,OR 97701 Protect Descr: ,,.. . _._ (541)3306869 STRUCTURAL ENGINLFRtH4 LLC. Rfeted_1 Jit1 2018,8 OIAM Wood Beat11 Fte=S:\WSEJGB-1\2016118145-1\WSEENG 11CALCUL-1\18145-1.EC6 ENERCALC,INC.I°.32018,BItItl:1Qf8.1.31,Ver:1018.1.31 Lie..#: (W-0600 107 . censee.:n - - -o o 1' ' 1 - d Description: BTHRM Door HDR CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination TBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pell 1,650.0 psi Eminbend-xx 950.Oksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _._ D(0.15)L(0.4) .�. ��_ .- 3.5x1125 ',.. Span=4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=10.0 ft,(Floor) DESIGN SUMMARY ,, '::,..Dest t n..:K:? ..v „ Maximum Bending Stress Ratio = 0.094 1 Maximum Shear Stress Ratio = 0.104: 1 Section used for this span 3.8x11.25 Section used for this span 3.5x11.25 fb:Actual = 226.29 psi fv:Actual = 27.53 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft Location of maximum on span = 3.564 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 10873>=240 Max Upward Transient Deflection 0.000 in Ratio= D<240 Max Downward Total Deflection 0.007 in Ratio= 7908>=180 Max Upward Total Deflection 0.000 in Ratio= ti <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm CI CL M fb F'b V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.029 0.031 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.71 2160.00 0.20 7.51 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.094 0.104 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.39 226.29 2400.00 0.72 27.53 265.00 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.5011 1 0.021 0.023 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.71 3000.00 0.20 7.51 331.25 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.022 0.025 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.71 2760.00 0.20 7.51 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 fl 1 0.062 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.14 185.14 3000.00 0.59 22.52 331.25 14+6 Walker Structural Engineering LLC Project Title: 2863 NW Crossings Dr,Suite 201 Engineer: Project ID: WLKE R Bend,OR 97701 Project Descr: STRUCTURAL ENGINEERING LLC. Printed:1 MI 2013.8:014 Wood Beam File=S.WSEJOB-1\2018\18145-1\WSEENG-1\CALCUL-1\18145&1.EC6 ENERCALC,INC.1983-2018,Bulld:10.18,1,31,Vee:1418,1.31 r i rJ/s1N:i4: td dlCdidat!di81iCh[4 .ala[er4� Description: BTHRM Door HDR Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V Iv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.067 0.074 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.14 185.14 2760.00 0.59 22.52 304,75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.016 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.71 3840.00 0.20 7.51 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.016 0.018 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.71 3840.00 0.20 7.51 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.048 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.14 185.14 3840.00 0.59 22.52 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.048 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.14 185.14 3840.00 0.59 22.52 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.048 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.14 185.14 3840.00 0.59 22.52 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.010 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 37.03 3840.00 0.12 4.50 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.50 ft 1 0.010 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 37.03 3840.00 0.12 4.50 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0068 2.266 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.238 1.238 Overall MINimum 0.900 0.900 +D+H 0.338 0.338 +D+L+H 1.238 1.238 +D+Lr+H 0.338 0.338 +D+S+H 0.338 0.338 +D+0.750Lr+0.750L+H 1.013 1.013 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.338 0.338 +D+0.70E+H 0.338 0.338 +D+0.750Lr+0.750L+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.60W+0.60H 0.203 0.203 +0.60D+0.70E+0.60H 0.203 0.203 D Only 0.338 0.338 Lr Only L Only 0.900 0.900 S Only W Only E Only H Only