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Specifications (6)
• HEC��IVE°�OFFICE COPY JUN 2 1 2023 lax22o2.a -00114. su TY OF TIIIGARD NG Timberline Apts Deck Replacement Rt1c1-u 14799 SW 109th Ave p,Ea PROFFS Tigard, OR 97224 2;1,� �A Building A2 Style r~- June 20, 2023 RF,GO for111 [v For: Taylor Jones r Finnmark ; EXPIRES' b - 3 p 441 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 19th, 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. • 1 419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-900❑ 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, 51=0.396 liik iftees v•',` JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 Client 1>J Ps) !'•A!k<<: Y`. _ Sheet 1 of f/4114, Project '1! t t \fir= L.i -1 r Al"- Design by Thi 5 1lb t)a- tC LI't.AC e►t1 1 Date 5-` Z-2 1419 Washington Street,Suite 100 —_ Checked by Oregon City,OR 97045 Project No. - t7 01 Date Work:503-657-9800 Fax:503-656-0186 1.c_ 1-614 -5 7 'o 5PA-0 )&`c,./ 4- 4 �S Z- PT C. If:, 10f5T - ) 7/ ;, 5 (Go)- Zb 240 4-4609 _ 10 -0L±- tl - 5 ( 01) : 26S 2- v4719__ 4X (0 Fr Brun Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:34PM, 22 MAY 23 Description :Finnmark Z.- Scope: Deck Framing I Rev: se000a Page 1 rUserc119 3-2003 NERCA733, r580.1eenng 43 General Timber Beam lc11983-2603 EMERCALC Eng+neenng Software 23-007-01 ecw.Calcuiations Description Deck Joists General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name 2x8 Center Span 7 00 ft . _ . .Lu 1 33 ft Beam Width 1.500 in Left Cantilever ft . Lu 060 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 ' Summary I Beam Design OK Span=7.00ft,Beam Width=1.500in 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 0.020in Max. M allow 1.49 Reactions... @ Right 0.000in fb 559.33 psi fv 40.17 psi Left DL 0.07 k Max 0.35k Fb 1.363.59 psi Fv 180.00 psi Right DL 0.07 k Max 0.35 k Deflections I 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.Defl)... Deflection 0.000 in 0.000 in @ Center 0.020 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ' 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 Read Allowable lb @ 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 3 Scope: Deck Framing Rev: 580004 ..Page 2 User KW-0607733,Ver 580, -Dec-2003 General Timber Beam g (c)1983-2003 ENERCALC Engineering Software 23-00T-01 ecw.Ca$culalions Description Deck Joists Query Values 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 jly Scope : Deck Framing -1 . . .. ..--._ .. . . . .. Rev 55004i Page 1 User x-2003 ENE ,,er i.1-Dec-2003 General Timber Beam crI3930003 ENERCALC Enginasnrn3 Software 23-007-01 ecw:CalcWalions 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 10.00ft .. 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 i Center DL 53.00#/ft LL 210.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I 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 1.31k 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 0.046in Max.M allow 4.98 Reactions... @ Right 0.000in lb 790.40 psi fv 51.67 psi Left DL 0.26 k Max 1.31 k Fb 1,197.51 psi Fv 180.00 psi Right DL 0.26 k Max 1.31 k Deflections z Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.030 in -0.151 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Deft 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/Deft 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 Read 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 Pev 5.0004 flier KW-ca3-*3:.. 5 0..❑ecs Page 2 703 General Timber Beam g 11%3.2703 ERERCAL. Engineacog Softer are 23-007-01 mei:Calculations Description Deck Beam Query Values M,V,&D C 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 0.00k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in :' r Client 61,0..1 AA/c,) - Sheet 6 of i. Project "CM13�2,UNE. /i-Pr Design by J 45 D -C pc ; yr,.. c r t`/1 ts,)? Date 6 - 227 t 23 1419 Washington Street,Suite 100 Checked by Oregon City,0R 91045 Project No. 2 3 -007 Date Work: 503 657-9800 Fax 503-656-0186 I COL+4MNS 1i5ok (Z)1056, = Zt4904IL 2) Z6 5 - 530 us 4-2/- L.q_14=- oriAti 2}vo0 Sao# a .36 21O0 t-5 3D: = 1 .7 Z. I Soz. (, 15 - � , 3_ N51 I 'L /` Q x ) ' Title : Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:55PM, 22 MAY 23 Description :Finnmark Scope : Deck Framing Rev 580006. _. ...... u,.er kW 06Un3 e'er 5 i a,1-Dec-2003 Timber Column Design Page 1 Ic11003 003 ENERCAIC Erromeenne Software 23-007-01 ecw Calculations 1 .a. ,.:z.:axe.cau;s....-z.. w.erevst e._ 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) 5.50in 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 LoadsIl Dead Load Live Load Short Term Load Axial Load 530.001bs 2,100.00 lbs 0.00 lbs Eccentricity 0.000in I Summary I - 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 Value 0.1098 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 Ft: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/b^2)^.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 Scope: Deck Framing ...._ . - .......-. Re,' 580000 - -- - -- User RW-0607733.Ver 5.80,1-Dec-20o3 Square Footing Design Page 1 .,,I t g 33-2003 ENERCALC Eng.neenn0 Software 23-007-01 ecw Calculations Description Deck Footing _............ General Information Code Ref-ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 1 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 f c 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 Footing OK 1.50ft square x 12.Oin 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 83.11 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 #Ts 1 #8's 1 #9's 1 #10's Client rIkttJtiAttg,K Sheet ' 't of Project ri NIF36./2(.1".7e- ArTs Design by .1-4-•s D ac l< fF-: pLAcF P-A arv'r Date ‘." Z Z--23 1419 Washington Street,Suite 100 Checked by Oregon City OR 97045 Project No. Z 3-00i Date Work:503-657-9800 Fax:503-656-0186 D --4.1,ec- rrbP g'Art L.- I 1, 5 ,07A-1,-) ....,__, 1 I .7110S7,; In 1 • 6.0 tftli. ..clA p 1 , . 1- , —._.E0FOAR PO FOM PAtt Mill I 42 ool e ,,fiC e-0 A 9 _..DECK SCREW, TOE a BOTTOM 1 i C‘ t.;"1- , X,;:p 1.-a r• I .IC PT KEG —.BE•MBE, --r I EA BOST DECKING ..., ,I I i Asc7 Boo-NUT — mBSBEE ITO 6 IS: S= ' P''''‘ .7,7= , . '.1', f JCST e I I ..-,.. JE END TREAIME Fr *--'''k" - -(--' COT ENOS t II 1 , _ 1 1;1 11 :1 1 -._'--- II . f• DECK RAILING PARE LL EL WITH JEIIST — !,,..I I, • :1,1 S-3 3 1-= _ , •_1-1. , if'! 15 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 Rev: 580004 Page 1 User:KW-0607733,Ver 5.80,1-Dec-2003 General Timber Beam (c11 9 8 3-200 3 ENERCALC Engineering Sehware 23-007-01.ecw,Calculations Description Deck Railings General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined f Section Name 2x6 Center Span 9.33 ft . Lu 1.33 ft 1 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 t Summary Beam Design OK Span=9.33ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.647 : 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 0.000in Max. M allow 0.84 Reactions... @ Right 0.000 in tb 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 j 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/Deft 0.0 437.03 Right Cantilever... Camber(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 Reo'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 Replacer) Job#23-007 Dsgnr: JAS Date: 3:14PM, 23 MAY 23 Description:Finnmark Scope: Deck Framing _00 4 Rev: KW- 6 Page 2 User: 3-20 3 ENE CALLVer 5 r,t e ring o3 General Timber Beam g ;c)7983-20G3 ENERCALC Engineering Software 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 12 Scope : Deck Framing Rev 580001 - .._ . .... ..-. -. User.hW-00'733 Ver;a o 1-Des-2003 General Timber Beam Page zir993-2703 ENERCALC Engineennq sotnvar:_ 23.007-01 ecw:Calculations Description Deck Railings \I 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 650.0psi Repetitive Member E 1,600.0 ksi Point Loads 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 0.000 ft ' Summary I 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 0.10k 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 0.264in Max.M allow 0.84 @ Right 0.000in 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 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/Defl 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/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics 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, 23 MAY 23 Description:Finnmark l3 Scope: Deck Framing R_.• 580004 Page 2 LAe is /ZEE Ver53.3 -0,- General Timber Beam g1333 003 ENERCALC Entirw n75altt.a;p 23-007-01 ecw:Calculatioos 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