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Report v(sc za21- oo3ECEOV , , t Lf 1�1-toL C AUG '15 2021 s CITY OF TIGARD 1 �- 1 SUIL ING DIVIS[ }N Johnson Residence Kitchen Remode� 1tt 1 l�M E E Ft II r v v 12045 SW Karol Ct. Tigard, OR 97224 July 26, 2021 For: Clifford Johnson Owner The JAS Engineering design team has received the request from you to provide drawings for the proposed removal of the bearing wall between the kitchen and living room, and the removal of the wall between the kitchen and the dining room. We understand the project involves the design of these elements and their effects on the existing residence roof framing and floor framing and the determination of the loading requirements for the new beams, posts and any new foundation elements. We met with you on Tuesday, May 25th, 2021 and discussed the preliminary requirements with you. We can prepare these structural drawings with backup calculations for submittal to the City of Tigard for permitting. OBJECTIVES The project consists of removing walls to open up the kitchen to the living room, move kitchen into the existing dining room, and create a new hallway opening as noted above. This will create a more open floor plan. We discussed adding 2 new beams in place of the removed walls,with a new header at the second beam. We are not aware of any changes of exterior door or window sizes as part of this project. This is important to eliminate the requirement for the design for wind and seismic lateral forces. The work is all to be completed within the existing building footprint.JAS Engineering will provide partial roof and floor framing plans and a partial foundation plan for the kitchen alteration showing the new beam. We will include detail sheets, a structural notes sheet and structural calculations as part of the package that is to be submitted to the City for permitting. 15 CT r ,,t Design Criteria: ���, D f RO . IBC 2018: With Oregon State Amendments (2019 OSSC) ' Y': ? e:. Snow Load: 25 PSF cc I r . L .., Roof Dead Load: 15 PSF al ,- A Floor Live Load: 40 PSF \r V1 �!:k"' - Floor Dead Load: 15 PSF 7�` =�' , Wind Load: No Change ''' / Seismic: No Change �;-''`'' rE--__..--.. � XPIRI`S: 6" 71D,2022 1 l*7t'rZ1 JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 . . , Client C.-L Ir(-OK 1-6 ri-t.15' Sheet of ik Project ,„1-0 )501'i IC e't ) Design by — ' Date -1- 13. 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. I- Date Work:503-657-9800 Fox:503-656-0186 t.\) ti Ati\I\ t, " It/ — 131, 4fr,4 0- (15) 4,/t/A" 3 P FrisT7-J& R.fp TRtg 7 Ze." p.4-7,) (Z•/ (i5) 7 2-"lc sfA 67 IC ') ,3d Oy t-0A-D Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:01PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Rev: 580004 Page 1 User:KW-0807'31 Ver58.0 t Dec.-2003 General Timber Beam g ic)1933 2003 ENERCALC Engineering Software 21-061-01,ecw:CalculaGans Description New Beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 1 Section Name Center Span 17.50 ft Lu 2.00 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 GluLam Fb Base Allow 2.900.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 82 50#/ft LL 137.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft •.,'"!}� � ` Beam Design OK Span=17.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.611 : 1 Maximum Moment 8.4 k-ft Maximum Shear* 1.5 2.6 k Allowable 13.8 k-ft Allowable 10.6 k Max. Positive Moment 8.42 k-ft at 8.750 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.566 in Max.M allow 13.79 Reactions... @ Right 0.000 in fb 2,024.83 psi fv 81.34 psi Left DL 0.72 k Max 1.92 k Fb 3,316.24 psi Fv 327.75 psi Right DL 0.72 k Max 1.92 k Deflections �.`txs.eras msrtxca c..; a^w^•u-«, ,,..<, ...m ,u a tm.4aa xsarsas'r rrt.A.r...,.,.> ,.,:,. *�'€_ rzna Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.377 in -1.006 in Deflection 0.000 in 0.000 in ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Defl 556.9 208.84 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.566 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ' Bending Analysis Ck 19.860 Le 4.118 ft Sxx 49.911 in3 Area 32.375 in2 Cv 1.000 Rb 6.110 CI 0.994 Max Moment Sxx Req'd Allowable fb @ Center 8.42 k-ft 30.48 in3 3,316.24 psi @ Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.63 k 2.63 k Area Required 8.035 in2 8.035 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0 733 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.733 in Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:01PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Rev 580004 /�_—_ T MA User'KW-OfiD''33 Ver 5 i rJ.1-Dec-2003 General 1 imber Beam Page 2 c)1933-2003 ENERCALC Erqineenng Software 21-081-01 ecw:Calculetiene Description New Beam Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.92 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 fr ) Client C.-/ :if: Z3PNicou Sheet of lc)* Project ,.1c,P-0 rre. +E-&-/ Design by e-tc Date 7- 7 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. —ObI Date Work:503-657-9800 Fax:503-656-0186 PPO 0121 R, 1 44, z_53,3/1- IZ, 9i2 714- 5,4tt- Ylc-i(; `3 `-z N('-1 r' -AA i o " tcpzrP (,/ iriulNuturu,uuxear, a ,ranuure,+,aeaxmrarawraa se,.aaiWuniuvnr,rluatcrriuiatsw, . „s u.aeamnr,1...1.aax, ruwu„a.,.r,a.,.+ ....,-� Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:01PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Raw%XV user.KW-0077 s,vw 5.8.0,1-Dec-2003 Page 1 .4t983-2003ENERCALCGeneral Timber Beam Erutg Software 21-061-01 ecw.Gakxilations Description New Beam Supporting Ridge Beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC.2003 NFPA 5000.Base allowebles are user defined 1 ! Section Name Center Span 9.50 ft . .Lu 2.00 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 GluLam Fb Base Allow 2,900.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 2,000.0 ksi Point Loads 7 Dead Load 1.444 0 lbs lbs lbs lbs lbs lbs lbs Live Load 2,406.0 lbs lbs lbs lbs lbs lbs lbs ...distance 8.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft :a Beam Design OK Span=9.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.487 : 1 Maximum Moment 3.4 k-ft Maximum Shear' 1.5 5.2 k Allowable 13.8 k-ft Allowable 10.6 k Max.Positive Moment 3.43 k-ft at 8.474 ft Shear: @ Left 0.41 k Max.Negative Moment 0.00 k-ft at 9.500 ft @ Right 3.44 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.046 in Max.M allow 13.79 @ Right 0.000 in Reactions... fb 825.67 psi fv 159.60 psi Left DL 0.15 k Max 0.41k Fb 3,316.24 psi Fv 327.75 psi Right DL 1.29 k Max 3.44 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.082 in Deflection 0.000 in 0.000 in ...Location 5.472 ft 5.472 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,704.8 1,389.56 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.046 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.860 Le 4.118 ft Sxx 49.911 in3 Area 32.375 in2 Cv 1.000 Rb 6.110 CI 0.994 Max Moment Sxx Req'd Allowable fb @ Center 3.43 k-ft 12.43 in3 3,316.24 psi ©Left Support 0.00 k-ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.61 k 5.17 k Area Required 1.855 in2 15.765 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 0 41 k Bearing Length Req'd 0.154 in Max.Right Reaction 3 44 k Bearing Length Req'd 1.312 in Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:01PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Rev 380044 User KW-0807733,Very-8.0.1 Oec 2003 General Timber Beam Page 2 It3$3-2303 ENERCALC Engineering Software 21-061-01 ecw.Calculations Description New Beam Supporting Ridge Beam Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.41 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in � y 3850.i lbs 1 i I i l 9.50 ft Mmax=3.43 k-ft Dmax=-0.0883 in Rmax=0.405 k Rmax=3.444 k Vmax@ left=0.405k Vmax @ rt=3.444 k t E 1 i...affHtliinfaitfiNi.ii4l 8.4.iff 44M30.1.0.3illltl13411 iiiiflfliiktaiittiitti”itHt.ili ...xNila/h AF as++a+f+,1a ittitilMitiiiiiNfHkdiiMtN/iednlfNtNlf..iifiuueNww..... ..as a to •,.•.at fr" . '"' Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:05PM, 13 JUL 21 Description :Clifford Johnson Scope: Remove Walls Add Beams Rev; 580008 user'KW-080r733 Ver5.8.0,1-Dec•2.003 Timber Column Design Page 1 . 01083-2003 E1$RC;ALC C-ngirtaenng Software 21-061-01 ecw:Calculations 44 Description New Column General Information .de Ref:1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I Wood Section 4x4 Total Column Height 8.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi Width (along x-x axis) 3.50 in Fb 1,000.00 psi Sawn E-Elastic Modulus 1,700 ksi Unbraced length for"y-y"axis sideways deflection 8.00 ft Unbraced length for"x-x"axis sideways deflection 8.00 ft Lu XX for Bending 8.00 ft Loads Dead Load Live Load Short Term Load Axial Load 1,292.00 lbs 2,153.00 lbs 0.00 lbs Eccentricity 0.000in Summary1 Column OK Using :4x4, Width=3.50in, Depth=3.50in, Total Column Ht=8.00ft DL+LL DL+LL+ST DL+ST fc:Compression 281.22 psi 281.22 psi 105.47 psi Fc:Allowable 610.90 psi 610.90 psi 610.90 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,500.00 psi 1,500.00 psi 1,500.00 psi Interaction Value 0.4603 0.4603 0.1726 Stress Details Fc:X-X 610.90 psi For Bending Stress Calcs... Fc:Y-Y 610.90 psi Max k*Lu/d 50.00 Fc:Allowable 610.90 psi Le:Bending 14.72 ft F'c:Allow'Load Dur Factor 610.90 psi (Lu-xx'NDS Table 3.3.3 factor) F'bx 1,500.00 psi Rb:(Led/b^2)^.5 7.104 F'bx*Load Duration Factor 1,500.00 psi Min.Allow k'Lu/d 11.00 Cf:Bending 1.500 For Axial Stress Calcs... Cf:Axial 1.150 Axial X-X k Lu/d 27.43 Axial Y-Y k Lu/d 27.43 Client C /2 --I 0 tivi,90/J Sheet of Project 1—`)1.1-1")C-6'1 -1 <ITC-Or--0 Design by Date I 3,-21 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. Oi 0 Date Work:503-657-9800 fax:503-656-0186 O. CO ofri 61, Z (c3 IZ1. I fri 2 15'3 /tn.. lit erqtrz- I coo V-27-174 / (5 145g- / l5 X" .1 To 4-t TKJ*5 F)cer-toe, I 4-0 i4E,J f-ty,A zoz,e, I a.03, St.511 (I 9 4-0,2 ( 13 5 f A IL-r, t r, 'L 5 avi rA,1 Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:07PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Rev 580000 User:KW-0607733.Ver58O.1-Oec-2003 Square Footing Design Page 1 1 (c)1983-2003 ENERCALC Engineering Software 21-061-01,ecw:Calculations Description New Footing General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 50001 Dead Load 1.290 k Footing Dimension 1.750 ft Live Load 2.150 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 7.241 Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.454 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Footing OK 1.75ft square x 12.Oin thick with 3-#4 bars Max.Static Soil Pressure 1,268.27 psf Vu:Actual One-Way 0.41 psi Allow Static Soil Pressure 1,500.00 psf Vn'Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,268.27 psf Vu:Actual Two-Way 10.04 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi ;Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 0.53 k-ft/ft 3 if 4's 2 #5's 2 #6's Mn*Phi:Capacity 8.51 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's k u., Title: Johnson Kitchen Remodel Job#21-061 Dsgnr: JAS Date: 5:09PM, 13 JUL 21 Description:Clifford Johnson Scope: Remove Walls Add Beams Rev: 580000 User:KW-0607733,Ver 5 8 0,1-Dec-2003 Page 1 (c)1983-2003ENERCALCEngineeringSoNvare Square Footing Design I27-067-0t ecw:CalculationsDescription New Footing at New Beam General Information Code Ref.ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000i Dead Load 0.830 k Footing Dimension 1.330 ft Live Load 1.200 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.345 in2 As Req'd by Analysis 0.0001 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Footing OK 1.33ft square x 12.0in thick with 2-#4 bars Max.Static Soil Pressure 1,292.61 psf Vu:Actual One-Way 0.00 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,292.61 psf Vu:Actual Two-Way 3.79 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 0.27 k-ft/ft 2 #4's 2 #5's 1 #6's Mn•Phi:Capacity 7.49 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's