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zoz - OO1tg, � � G®p R Ei F JUN 2 1 2123 gt s j Timberline Apts Deck Replacement . td'e Ug4(, r`. 14799 SW 109th Ave <<-�,ED PROAFS Tigard, OR 97224 .� �•'�F," Office Building June 21, 2023 nRrhl.-i' .1 � For: Taylor Jones Finnmark ; EXPIRES: b - 2jr?- Za24�J The JAS Engineering design team has received the request from you to provide the design and drawings for 103 new replacement decks and a single stair& entry revision at the Apartment Complex noted above. We understand the project involves the design of these elements and the determination of the loading requirements for the replacement decks. We visited the property on January 19t", 2023 to assess the preliminary requirements and discussed them with you. We can prepare these structural drawings with backup calculations for the City of Tigard for permitting. OBJECTIVES We understand there are 31 single decks, and 36 sets of double decks (72 total) for a grand total of 103 decks to be replaced. We will provide deck framing and foundation plans along with detail sheets required to complete this project. There is a single stair leading up to an upper- level unit that needs to be revised, and also need to build a smaller deck and entry to the adjacent lower-unit. We can prepare these structural drawings with backup calculations to submit to the City for permitting. The existing decks are cantilevered from the building and this project will cut off the existing joists, add a rim joist and a ledger. The outer edge will be supported by (2) columns and a new beam. At the (2) level decks the columns will be continuous to the upper decks with the lower beam hung from the columns with concealed flange hangers. We will work with you to provide details consistent with your preferences and to accommodate required flashing for the new elements. We understand the project will be constructed based on drawings prepared by us. The scope of the project is to provide plans showing the extent of the replaced framing members. Lateral design to resist wind and seismic forces will be required for the replacement decks and knee JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 ❑REGON CITY, OR 97045 • 503-657-9SOO braces may be required to accommodate this. JAS will provide the design to meet required deck snow, live & dead load forces for the rebuilt deck project. Structural details will be provided to show the construction requirements for the rebuilt decks and any other required connections. Design Criteria: IBC 2021: With Oregon State Amendments (2022 OSSC) Snow Load: 25 PSF Roof Dead Load: 15 PSF Deck Live Load: 60 PSF Deck Dead Load: 15 PSF Wind Load: 100 MPH, Exposure B Seismic: Ss=0.886, S1=0.396 yy # 4 Y } =s n�e+ aaa JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 . . Client r-:1!NI r\) r. it\-,r2 K_ Sheet I of 11114. Project II ri` ° tr •,‘i'. L' i E i'v"r Design by „TA-f-4:: 'z f_ 4-7- Date 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. a-3 - 0 0 1Date Work:503-657-9800 Fax:503-656-0186 L E.( e \ -7 o " 51>At:i i '"ocy (6(3) -- -;-' \I --e• ?,— -7.,:ft ,j _ , '-e--- -.-- , ......., / , /ofSPA-N) , (i5) -,,--. sil.,r,, \II-''- '-a._ e.-- veos_ 47c (o Fr Pvi 4io c-19 -,'.' /,,,,.. _4),A/A,•,t_ _____ Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: AS Date: 3134PM, 22 MAY 23 Description:Finnmark ,Z- Scope: Deck Framing Rev 580004 User KW-0602733.Ver 5.80.1-Dec-2003 General Timber Beam Page 1 w (c)1983.2003 ENERCALC Engineering Software a ;07 7 t evw C3,vlr ,ns Description Deck Joists General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1_-, . : <:r . . .. -.. .. Section Name 2x8 Center Span 7.00ft . Lu 1.33 ft Beam Width 1.500 in Left Cantilever ft . . Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 20 00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 1 Summary I Beam Design OK Span=7.00ft,Beam Width=1.50Din x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.410 : 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 1.5 k-ft Allowable 2.0 k Max. Positive Moment 0.61 k-ft at 3.500 ft Shear: @ Left 0.35 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.35 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.020 in Max.M allow 1.49 Reactions.-. @ Right 0.000in fb 559.33 psi tv 40.17 psi Left DL 0.07 k Max 0.35 k Fb 1,363.59 psi Fv 180.00 psi Right DL 0.07 k Max 0.35 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.013 in -0.067 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,295.9 1,259.18 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.020 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 33.438 Le 2.739 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 10.293 CI 0.988 Max Moment Sxx Req'd Allowable fb @ Center 0.61 k-ft 5.39 in3 1,363.59 psi @ Left Support 0.00 k-ft 0.00 in3 1,380.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,380.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.44 k 0.44 k Area Required 2.427 in2 2.427 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.35 k Bearing Length Req'd 0.359 in Max.Right Reaction 0.35 k Bearing Length Req'd 0.359 in Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:34PM. 22 MAY 23 Description :Finnmark Scope: Deck Framing Rev 580004 User,KW-0607733,Ver 580,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 23-007-01 ecw Calculations Description Deck Joists Query Values J M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.35 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 Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:23PM. 22 MAY 23 Description:Finnmark i1� Scope: Deck Framing f Rev. 560004 User KW-0607733,Ver 580,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 23-007 01 ecw.Calco!aiions `; Description Deck Beam General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 10.00 ft Lu 1.33 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 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,700.0 ksi Full Length Uniform Loads Center DL 53.00#/ft LL 210.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ISummary Beam Design OK Span=10.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.660 : 1 Maximum Moment 3.3 k-ft Maximum Shear* 1.5 1.7 k Allowable 5.0 k-ft Allowable 5.8 k Max. Positive Moment 3.29 k-ft at 5.000 ft Shear: @ Left 1.31 k ' Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.31 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.046 in Max.M allow 4.98 @ Right 0.000in Reactions... fb 790.40 psi fv 51.67 psi Left DL 0.26 k Max 1.31k Fb 1,197.51 psi Fv 180.00 psi Right DL 0.26 k Max 1.31 k Deflections • 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load i Deflection -0.030 in -0.151 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,949.1 795.82 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 33.438 Le 2.739 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 4.983 CI 0.998 Max Moment Sxx Req'd Allowable fb @Center 3.29 k-ft 32.94 in3 1,197.51 psi @ Left Support 0.00 k-ft 0.00 in3 1,200.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67 k 1.67 k Area Required 9.293 in2 9.293 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.31 k Bearing Length Req'd 0.578 in Max.Right Reaction 1.31 k Bearing Length Req'd 0.578 in Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:23PM, 22 MAY 23 Description:Finnmark Scope: Deck Framing s roa User k V) '- '" -° ');''' General Timber Beam Page 2 cp a� JOd ENERLAL.Engtnee ii 23-007- 5�4.ar.• of ecw a_u ahucs Description Deck Beam Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.31 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 0.00k-ft 0.00 k 0.0000 in Client Sheet `o of Project M 53 ,a Nf. k i Design by J 45 41111k7 c..,J? Date S - 22 23 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 -00 Work:503-657-9800 Fax:503-656-0186 Project No. 2 Date t c CoLvtM J ,� 26 fir' (01050, = Zloot (Z) Z6 5 ' S 3o 1- ; \ASV io> ( Sao a 3 !50 o -- , j 5 = t , 32 vtst2 I 'L "Sa • Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:55PM, 22 MAY 23 Description :Finnmark Scope : Deck Framing Rev: 580006 User:KW-0607733 Ver58C i-Dec-2003 Page 1 (5)/983-2003 ENERCALC Engneenng Software Timber Column Design 23-007-0'ecw Ca9u..afions Description Deck Columns General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined 1 Wood Section 6x6 Total Column Height 8.50 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 5.50 in Fc 1,000.00 psi Width (along x-x axis) 5.50 in Fb 1,200.00 psi Sawn E-Elastic Modulus 1,600 ksi Unbraced length for"y-y"axis sideways deflection 8.50 ft Unbraced length for"x-x"axis sideways deflection 8.50 ft Lu XX for Bending 8.50 ft Loads Dead Load Live Load Short Term Load Axial Load 530.001bs 2,100.00 lbs 0.00 lbs Eccentricity 0.000in Summary , Column OK Using : 6x6, Width=5.50in, Depth=5.50in, Total Column Ht=8.50ft DL+LL DL+LL+ST DL+ST fc:Compression 86.94 psi 86.94 psi 17.52 psi Fc:Allowable 792.09 psi 792.09 psi 792.09 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,200.00 psi 1,200.00 psi 1,200.00 psi Interaction Vaiue 0.1096 0.1098 0.0221 Stress Details Fc:X-X 792.09 psi For Bending Stress Calcs... Fc:Y-Y 792.09 psi Max k'Lu/d 50.00 F'c:Allowable 792.09 psi Le:Bending 15.64 ft F'c:Allow•Load Dur Factor 792.09 psi (Lu-xx`NDS Table 3.3.3 factor) F'bx 1,200.00 psi Rb :(Led/bA2)^.5 5.842 F'bx'Load Duration Factor 1,200.00 psi Min.Allow k'lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 18.55 Axial Y-Y k Lu/d 18.55 Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:59PM, 22 MAY 23 Description : Finnmark S Scope: Deck Framing Rev: 560000 -... -_... _._.. ..._.. --... Use- Kv-060 =33 r s.e , o --7crs Square Footing Design Page 1 a' •f r :Eogm nn3 Snffw3ra 23AQ7-07 ecw:Calculations Description riptio Deck Footing General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 I Dead Load 0.530 k Footing Dimension 1.500 ft Live Load 2.100 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 Pc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 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 0.389 in2 As Req'd by Analysis 0.0001 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary f Footing OK 1.50ft square x 12.0in thick with 2-#4 bars Max.Static Soil Pressure 1,313.89 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 1,313.89 psf Vu:Actual Two-Way 3.96 psi Allow Short Term Soil Pressure 1,500.00 psf Vn'Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 0.29 k-ft/ft 2 #4's 2 #5's 1 #6's Mn•Phi:Capacity 6.66 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's . . Client k,/,-1154 Age Sheet ' 1 of ,* Project -Fr m5egoi.fis 4v75 Design by 1-4-c ( 1‹. I-,'..- I. _A GI- ‘o fc-• t,I 1- Date c- Z Z-23 1419 Washington Street Suite 100 Checked by Oregon ay,OR 97045 Z 3--i/Cri Project No. Date Work:503-657-9800 Fax:503-656-0186 II 't : 1 6,i t .'!E .2.i I. i CACAA -.--:-.7. 1, 5 'PAri1/4-) -, - • • 6-0% t-oprp 0J el „. -----t, 11I DrZ, —...is CEDAR BOEIDOO RA t 1111111 ! 2-0 0 40 C 0 ni G. La ieo —E DECH SCREWS TOP&SCRITICV 4 ..213Z 1 LA 5 ._.... .It PI KR° —TRE.COVE0sPE 4E,PCST DECN Nr _ k FP I -N, 4-44 84VeoG4AL Nu' 4, 1 &WASHER TIP I ,,,,,, , R,PT.F IC CC 8: _ ,.—,e, EFIP.. I tins, --,--- ---- n r DE END TREATMENT .JP' D-De-4- t Or ENDS 1 DECK RAILING RARELLEL WITH JOIST -4,RE i (.---4:iur.ct ---i-II __ S-3 3 1-. r 4,' n RAILING DETAILS S-3 3 Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:14PM, 23 MAY 23 Description:Finnmark Scope: Deck Framing t I, a, x,�, NE ve '0.1-° O:, General Timber Beam Page 1 J13a7 0 a ENERCALC Engineer ng Software_ 23-007-01.ecw!Calculalions Description Deck Railings General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I Section Name 2x6 Center Span 9 33 ft Lu 1.33 ft Beam Width 1.500 in Left Cantilever ft . . Lu 0-00 ft Beam Depth 5.500 in Right Cantilever ft . . Lu 0.00 ft Member Type Sawn Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL #/ft LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft r Summary ( Beam Design OK Span=9.33ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio o.647 : 1 Maximum Moment 0.5 k-ft Maximum Shear• 1.5 0.3 k Allowable 0.8 k-ft Allowable 1.5 k Max.Positive Moment 0.54 k-ft at 4.665 ft Shear: @ Left 0.23 k Max. Negative Moment 0.00 k-ft at 9.330 ft @ Right 0.23 k Max©Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.000 in Max.M allow 0.84 Reactions... @ Right 0.000 in fb 863.29 psi fv 38.34 psi Left DL 0.00 k Max 0.23 k Fb 1,333.46 psi Fv 180.00 psi Right DL 0.00 k Max 0.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in -0.256 in Deflection 0.000 in 0.000 in ...Location 9.330 ft 4.665 ft ...Length/Deft 0.0 0.0 ...Length/Del 0.0 437.03 Right Cantilever... Camber i using 1.5*D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.000 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.195 Le 2.739 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 8.965 CI 0.991 Max Moment Sxx Req'd Allowable fb @ Center 0.54 k-ft 4.90 in3 1,333.46 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.32 k 0.32 k Area Required 1.757 in2 1.757 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 0.23 k Bearing Length Req'd 0.239 in Max. Right Reaction 0.23 k Bearing Length Req'd 0.239 in Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:14PM, 23 MAY 23 Description:Finnmark Scope: Deck Framing Rev: 580004 _.. User Kw-0607733.Ver 5801-Dec-2003 Page 2 151'983-2003 ENERCALC Engineering Software General Timber Beam 23-007-01 ecw:Calculations Description Deck Railings Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.23 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 Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:15PM, 23 MAY 23 Description : Finnmark Scope: Deck Framing Rev. 580004 Uses Kw-0607733,Ver 580,1-Dec-2003 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software 23-007-01 ecw.Ca-culanons II Description Deck Railings General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowables are user defined I Section Name 2x6 Center Span 9.33 ft . . .Lu 1.33 ft Beam Width 1.500 in Left Cantilever ft . . Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,600.0 ksi Point Loads i Dead Load 200.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 4.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=9.33ft, Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.554 : 1 Maximum Moment 0.5 k-ft Maximum Shear' 1 5 0.2 k Allowable 0.8 k-ft Allowable 1.5 k Max. Positive Moment 0.47 k-ft at 4.590 ft Shear: @ Left 0.10 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.10 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.264 in Max.M allow 0.84 @ Right 0.000 in Reactions... fb 738.54 psi fv 18.44 psi Left DL 0.10 k Max 0.10 k Fb 1,333.46 psi Fv 180.00 psi Right DL 0.10 k Max 0.10 k Deflections f Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.176 in -0.176 in Deflection 0.000 in 0.000 in ...Location 4.628 ft 4.628 ft ...Length/Deft 0.0 0.0 ...Length/Defl 637.3 637.29 Right Cantilever... Camber(using 1.5'D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.264 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.195 Le 2.739 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 8.965 CI 0.991 Max Moment Sxx Req'd Allowable fb @ Center 0.47 k-ft 4.19 in3 1,333.46 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 0.15 k 0.15 k Area Required 0.845 in2 0.822 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.10 k Bearing Length Req'd 0.104 in Max.Right Reaction 0.10 k Bearing Length Req'd 0.101 in • Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:15PM. PM 23 MAY 23 Description :Finnmark t3 Scope: Deck Framing Rev 5,20004. Page 2 User KW-M7'33 V r. 9 .1-Dec-2003 General Timber Beam g Ic11933 2003 EVER ALC En3meennq Software 23 007-01 ecw.Cakwabons Description Deck Railings Query Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.10 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 r • RECEIVED •' FFiCE cOPNr JUN 2 1 2023 Timberline Apartments —.•••""—' 14703-14799 SW 109 Avenue • Tigard, OR 97224 lk Illik Beef Bend Road T ITfrriokes ,, ,. i► Thick Foliage 99W 14725 14715 14711 Q C14707 `1472 O 14723 14719 14733 of, a, c 14741 rf fa i. �147 4 "-. 1470-3 *. 14737 I: . 4 , . #.-:4! 1474• YoUAREHERE r'rn 4f `` 14745 ,: ? ,Y moto ,. �,..- 14797 C . �.: 14 3 14753 x ,r �_ A_ ` 1.1 4793 14767 I 1475 """ 14785) ,:i4V. ' ! '�h . (:I 4759 � �;� � �.n� `Y� ,._ 14763 .>- 14781 1476 14771 14 75 14777 Thick Foliage Note:Apartments 1 &3 located on Lower Floor Apartments 2&4 ForRentcom located on Upper Floor NMMON 5 LEAUMG PPAR'MEIC RESOURCE