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HomeMy WebLinkAboutSpecifications (5) HLUEI' OFFICE COPY JUN 21 2023 13) Zo -OUI 16 CITY OF TIGARD BUILDING DR w J Timberline Apts Deck Replacement 14799 SW 109th Ave ��,Eo PROFFS �� i � GIN cS'j Tigard, OR 97224 Building A2 Style r June 20, 2023 OR' UN v�i`(•� r/VOR Sy. For: Taylor Jones Finnmark EXPIRES: C. - 3 0 -ZoZI) - 22) 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 41 9 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9000 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 JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 - Client n) Sheet I of !r''T Design by TAY $Project i t ►� s�/�: , � k�r. .. , ri Mk/UT Mk/UT Date S- z2-Z; 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. Z- - D 0-7 Date Work:503.657.9800 Fax:503-656-0186 - 7 "0 " PA-0 )l 's, ((oj = 4,0 ()5— V r ( ,� r r " 7".7/7Z' ;'5(C4959:52);6-dj Zlo 6c 0 05.0tt_ 5+9_. 4x fo BEM Ik�nc�o j`7�l54l,Lwwa�LE Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:34PM. 22 MAY 23 Description:Finnmark r- Scope : Deck Framing Rev: 580004- --- ---- Page 1 User KW 0607733 Ver580.1-Dec-2003 General Timber Beam (01983 2003 ENERCALC Engineneering Software 23-00T-01 ecw:Calculations Description Deck Joists General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name US Center Span 7.00 ft 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 r Center DL 20.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL ft/ft ' Summary ' 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 @ Right 0.000in Reactions... fb 559.33 psi ft/ 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.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 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 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 3 Scope : Deck Framing Rev. 580004 1 Page 2 User KW-0607733,Vet,- 8 1-Dec-2003 General Timber Beam (c)i 983-2003 ENERGALC Engineenn9 Software 23-007 01 Page leMININININIMOIRlo _ . % Description Deck Joists Query Values 1 M,V,a 0 @ 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 1-1) Scope: Deck Framing Rev eaoaai Page 1 user x.20n3E ERCA CEngi Engineering 03 General Timber Beam (C11 9 33 400 3 ENERCALC Engma^nnq Software 23-OQ7A1 ecw:Calwialions Description Deck Beam General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 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 l Center DL 53.00#/ft LL 210.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft tSummary 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 1.31 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 0.046in Max.M allow 4.98 Reactions... @ Right 0.000in fb 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 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/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 Caics t 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 Reci'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 Ae•� ine 4 „>e K�707T'37.V3r 5 3 O. ,nec.2301; General Timber Beam Page 2 :;0M 773 ENERCALC Eng.neenng Software 23 007-01.ecw Catculatfons 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 0.00 k-ft 0.00 k 0.0000 in Client r tit i to/11 K Sheet C of 11 i Project `\--M I-1 Nfc Design by s Pe.-(K. : c- r'_.AerPA, nt7 Date 5 - 22t23 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. 2 3-0o? Date Work:503-657-9800 Fax:503-656-0186 ri)CZ-GK CDt_OMN� 1i5o Gp 5c �)/650 = Z1Do4e- (Z) 7--6 S ` / 30#- Io WI \A5 Pr - trHM FOOT/Art/ zlaoa 53014 al.30 2160 t-590 1,7 5,4 Z ( 1-5 = t , 3Z vt S1r j 'G 1'561 7C ) 'Cr_ a7 Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:55PM. 22 MAY 23 Description :Finnmark Scope: Deck Framing Re, 5e003e User:M.W-0607773.Ver 5 3 3,1-Dec-2003 Timber Column Design Page 1 I01303-2303 ENERCALC Enameenng Software 23-307-01 sow:Calculattons Description Deck Columns General Information ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined I Wood Section 8x6 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 530.00 lbs 2,100.00 lbs 0.00 lbs Eccentricity 0.000in Summary t 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 F'c:Allowable 792.09 psi Le:Bending 15.64 ft F'cAllow'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 AxialX-XkLuld 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 Rev 580000 Use 8W-0607733.Ver 580,1-Dec 2003 Square FootingDesign Page 1 ;c11963-2D03 ENERCM.0 En rwenn3 Software 23-007-01 ecw.Calalanons Description Deck Footing General Information Code Ref ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 - 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 ft, iI 164ofi Sheet a of _''i Project 1f M c3, g(.4tJ6. 49?s Design by TAS .*iiii C ac k K. P; Acfr_l rfi Date S' 2Z^2.3 1419 Washington Street,Suite 100 Checked by Oregon(it OR 97045 Project No. Z 3001" Dote Work:503-657-9800 Fax:503-656-0186 De ,-c Top Are F ?. 1 I 5 l] t '17itelJ ]6Z '1 - TDP RAIL j K" .` r2 CEDAR • SnLi LoArn0c? 1 ns« 4. I h • ' 1 •F CEDAR PC i CM R AIt • _ V I n • i'✓0-a (oti L-o (� _DECK SCREwS �_ ii rAS 1•J rDF B BOTTOM aVe.— rr .J ;;>n2 L i:r ' � YJ)� {'.� n henN`TD cYDECKG'T I I 1 Ill C G< :,K'T OW NUT 6 v.ASHER rrIn. .,..i: . r..fe-r. rDC � j'..A CT C2 I. u. TC JC GT ^- yyrr/ e SE ENO TREA'.MFNT rr4, 'K"'- T"_. I l ,CC ENDS A 41 r F fi 1 DECK RAILING PARELLEL WITH JOIST -.t .--ram . ,s. r.€! 1 i-=S'0" a XnIFcc C_ ^( 4$ _ _� S-3.3I 6.1 25 RAILING DETAILS S-3.3 Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:14PM, 23 MAY 23 Description:Finnmark IO Scope: Deck Framing Rev KW-0a Page 1 User 1983-2 0 ENE CALC En,neeng 1-Dec-2003 General Timber Beam 9 !ch 9A3-2003 ENER----Englneenng------r- 23-007-07 ecw Calculations Description Deck Railings General Information Code Ref: 1997/2001 NDS,2000/2003 IBC.2003 NFPA 5000. Base allowables are user defined ' 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 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 4.865 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 @ Right 0.000in Reactions... 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/Dell 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 i 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 00 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 560,I-Dec-2003 General Timber Beam Page 2 I (01963-2003 ENERCALC Engineering Software 23-307-31 ecw:Calculetions Description Deck Railings Query Values M,V,&D @ Specified Locations Moment Shear Deflection t Center Span Location= 0.00 ft 0.00 k-ft 0.23 k 0.0000 in Q 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 Title: Timberline Apartments Deck Replacem Job#23-007 Dsgnr: JAS Date: 3:15PM, 23 MAY 23 Description : Finnmark Scope: Deck Framing Rev 533054 Use hW063 33 Ver 590,I-Dec-200 General Timber Beam Page 1 iy c11 93 3-20 0 3 ENERCALC En3meenng joltware 23-007-01 ecw:Calculations 7 Description Deck Railings �1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 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 D.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 Dead Load 200.0 lbs lbs Ihs 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 1 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 Reactions... @ Right 0.000 In fb 738.54 psi Iv 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/Deft 0.0 0.0 ...Length/Defl 637.3 637.29 Right Cantilever... Camber t 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 t3 Scope: Deck Framing Rev 5e000 t e 2 Uses �ti;�r� ,-= Ver 5 3 3. �e_--'�� General Timber Beam Page :c11933 003 HJERCAL'C.Enioe nq S9rwa,r 23-007-31.ecw:Calcctaticns Description Deck Railings Query Values M,V,8 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-R 0.00 k 0.0000 in • 200.0tIbs A A 9.33 ft Mmax=0.46 k-ft Dmax=-0.1756 in Rmax=0.101 k Rmax=0.098 kII, Vmax left=0.101 k Vmax rt=0.098k i ill 1