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Report (74) . . .m .. - ._.., 74 SW Durham-Rd ,, BUP2018-00106 10978 SW Durham Rd r z i`;1' t , `, 1 - 17 10985-SW Durham Rd—" APR 1 I 11 19 The Oak Tree Apts.r Deck Repairs — Y b , ".''. Tigard, Oregon 9"/ ()urine" 04 April 10, 2018 (0q-7g I 0°17(4 For: Ryan Taylor 1 C g eG Finnmark Property Services LLC l The JAS Engineering design team has received the request from you to provide structural analysis, engineering design, construction drawings and structural calculations for the project referenced above. We have visited the property and assessed the requirements with you. We can prepare plans and calculations for submittal to City of Tigard, for permitting. OBJECTIVES The JAS team understands that you need engineering services to strengthen or replace the three level rear deck columns and beams for some of the buildings at the Oak Tree Apartments. The decks are approximately 6'x13' with a beam on the outer edge and a single column supporting one corner of the three level decks. There is also some dry rot damage to the entry roof canopies that must be repaired and the railings for the decks, entry stairs and landings along with the bridges to the units that are to be replaced for the entire complex. We made a site visit on Thursday, October 12th, 2017 and another on Monday, March 5th, 2018 to assess the project and discussed it with you. We understand you would like us to provide structural calculations and drawings for the design of the replacement/strengthening of the beams and columns for the rear decks noted above. We will also prepare repair drawings for the entry roof canopies and provide replacement railing drawings for the decks, stairs, landings and bridges as noted above. The project strengthening and repairs are to be built based on the drawings prepared by us. The scope of the project is to provide plans showing the location and extent of the beam and column strengthening/ replacement supporting outside edge and one corner of the rear decks with the rest supported on the existing buildings. JAS Engineering will provide the design to meet the code required deck and snow, live and dead load forces. �c ii'!1. :;� ii Liver { r1 8J 5cr E wag lis fti,"ae0'1 l <Frn ,,s -",1,`;;,'-,--•7`_`---77-,-;'::1‘--_, X .; .3�:L.0tg, JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800 Structural details will be provided to show the construction requirements for the repairs and connections tying the repaired or replaced beams and columns into the existing structure, entry porch roof framing connections and railing support details. The beam to column detail will also be strengthened where it is supported on the concrete pier to remove the hinge at this location. We will also provide the architectural drawings for the non-structural elements such as partial existing deck layouts and deck elevations, the entry roof elevation and stair and bridge plans and elevations. Design Criteria: IBC 2012: With 2014 OSSC Amendments Snow Load: 25 PSF Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Floor Dead Load: 15 PSF Wind Load: 120 psf, Exposure B (Ultimate Wind Speed) Seismic: No Change JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY,OR 97045 • 503-657-9800 Client 1 i,iiJ M rc-(»AfJ Tg-iiu ) Sheet of Project 0A-K._Tt gs 4p1-- Design by TA E-P1Z5 Date 4 -10^(o 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. — 0�� Work:503-657-9800 Fax:503-656-0186 Date 6E) f oo 14-FA-DEI r� (zs) = zc t,,0.. 05i 3 ist 3 ' / 3„Sit 6;5) z )z4„ , 31;t 6c.) b E �3 r TR, a. l 5 Psi = eol3F/` t204. cv (30p5F) :: 70 . 12-0 oho I °= � = XOP' P Ar 3 / 05P50z; 4514_ qc44- 305,o°vwtsr Zssl�c�2 g4 t( 65 c (6 S 4 Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:16PM, 10 APR 18 _ Description:Finnmark fk Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 17-069-01 ecw Calculations k! -,r _5'7".,./'.7/7/77!kµ66. ^b5,_4755..;i%r 7757,2'/di,.., A zk�.;YY§Yn 05/75 f� 5.";7 sal!7'fz,'."s5.B%n'flfl575 47-'%x, ,..:.:l,J7�. .,;7�. S„/,',kY*...J 5455_s/JS,e:4,..4557>77.47 rS5775.l.:: res.:,,..%., .�✓ 47,555.':..7 Description Roof Header General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined /.�t`k�SSE. ;. -K,., .%,'54i5',4'$55$ .Y,.ii.5 ... ..:..:.....:m. ./544 ,„/-54> 575/7,,,$5554$ ,,J'_X „ „54 v:.' M....3&fii..7/4, ,,,;;.w-ter uT: ,>:✓.,,+:f.. ,.<,.>5.._. _i ::. r,i,... a, ,,;r Section Name 4x12 Center Span 13.50 ft Lu 2.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Length Uniform Loads Center DL 315.00#/ft LL 525.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Overstressed in Bending ! Span=13.50ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 2.469 : 1 Maximum Moment 19.1 k-ft Maximum Shear*1.5 7.3 k Allowable 7.8 k-ft Allowable 8.2 k Max.Positive Moment 19.14 k-ft at 6.750 ft Shear: @ Left 5.67 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 5.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.500 in Max.M allow 7.75 @ Right 0.000 in Reactions... fb 3,110.40 psi fv 186.62 psi Left DL 2.13 k Max 5.67k Fb 1,259.76 psi Fv 207.00 psi Right DL 2.13 k Max 5.67 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.333 in -0.889 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 6.750 ft ...Length/Deft 0.0 0.0 ...Length/Defl 485.8 182.19 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.500 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs11 Bending Analysis Ck 31.181 Le 4.118 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 6.738 Cl 0.996 Max Moment Sxx Read Allowable fb ©Center 19.14 k-ft 182.28 in3 1,259.76 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.35 k 7.35 k Area Required 35.499 in2 35.499 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 5.67 k Bearing Length Req'd 2.592 in Max.Right Reaction 5.67 k Bearing Length Req'd 2.592 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:16PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam Page 2 17 069-01 ecw Calculations Description Roof Header Query Values M,V,&D @ Specified Locations � � Momm enntt Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 5.67 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 : Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:19PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs - Rev: 580004 Page 1 User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software 17 069-01 ecw Calculations f?Y,,;. ,,./..,:,/.;,,...,; �2E.7 _;v/ .'tim'S�/.,...:"....rz PONP%,;SC F,;•:,vP:w� J3: ;.i.� z .:/.,,ilbb:&v;:;.;, ,ni k-;;54. aha:4Y,:';,f.ti3 :b?3 %.-t3Yk f$/&5. CTY' I..✓..J'%r3"5f.',.3,�..ff£'rfro✓',2,,,,3Lw,:,,".2,..di1,.,,,.Y', .., Description Roof Header PSL General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name Center Span 13.50 ft Lu 2.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn 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 315.00#/ft LL 525.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=13.50ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0858 : 1 Maximum Moment 19.1 k-ft Maximum Shear* 1.5 7.3 k Allowable 22.3 k-ft Allowable 12.9 k Max.Positive Moment 19.14 k-ft at 6.750 ft Shear: @ Left 5.67 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 5.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.425 in Max.M allow 22.31@ Right 0.000 in Reactions... fb 3,110.40 psi fv 186.62 psi Left DL 2.13 k Max 5.67 k Fb 3,626.53 psi Fv 327.75 psi Right DL 2.13 k Max 5.67 k Deflectionsil Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.283 in -0.756 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 6.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 571.6 214.34 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.425 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcsli Bending Analysis Ck 19.860 Le 4.118 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 6.738 CI 0.989 Max Moment Sxx Read Allowable fb @ Center 19.14 k-ft 63.32 in3 3,626.53 psi @ Left Support 0.00 k-ft 0.00 in3 3,668.50 psi @ Right Support 0.00 k-ft 0.00 in3 3,668.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.35 k 7.35 k Area Required 22.420 in2 22.420 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 5.67 k Bearing Length Req'd 2.160 in Max.Right Reaction 5.67 k Bearing Length Req'd 2.160 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:19PM, 10 APR 18 Description:Finnmark I Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software Page 2 17-06901 ecwCalculations Description Roof Header PSL a Query Values : Mr V,&D©Specified Locations ,-•�•.•. Moment Shear @ Center Span Location= Deflection 0.00 ft 0.00 k-ft 5.67 k @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:21 PM, 10 APR 18 - Description:Finnmark 2) Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 17-069-01.ecw:Calculations Description Deck Beam General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x12 Center Span 13.50 ft Lu 2.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 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 625.0 psi E 1,700.0 ksi Full Length Uniform Loads Center DL 90.00#/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary 1 Beam Design OK Span=13.50ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.709 : 1 Maximum Moment 4.8 k-ft Maximum Shear* 1.5 1.8 k Allowable 6.7 k-ft Allowable 7.1 k Max.Positive Moment 4.78 k-ft at 6.750 ft Shear: @ Left 1.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.143 in Max.M allow 6.74@ Right 0.000 in Reactions... fb 777.60 psi fv 46.66 psi Left DL 0.61 k Max 1.42 k Fb 1,096.07 psi Fv . 180.00 psi Right DL 0.61 k Mac 1.42 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.095 in -0.222 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 6.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,700.4 728.76 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.143 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 4.118 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 6.738 CI 0.996 Max Moment Sxx Read Allowable fb @ Center 4.78 k-ft 52.38 in3 1,096.07 psi @ Left Support 0.00 k-ft 0.00 in3 1,100.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,100.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.84 k 1.84 k Area Required 10.206 in2 10.206 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 1.42 k Beating Length Req'd 0.648 in Max.Right Reaction 1.42 k Bearing Length Req'd 0.648 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:21 PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs Rev: 580004 User KW 0607733 Ver 5.8.0,1-Nov-2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software Page 2 17-069 01 ecw Calculations '. Deck Beam Description ,_....tis Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.42 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k @ Left Cant.Location= 0.00 ft 0.0000 in 0.00 k-ft 0.00 k 0.0000 in Client tl P r1 1\41friz,k. Sheet I° of Project 0 za r Design by 515 $ 4 Date 4-- 0 I� 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. t —061 Date Work:503-657-9800 Fax:503-656-0186 (2) Dec► J© ts75 2,c/1) (5 pkr,i 3a''ec• (40)c /06,7 Ion,? (/( c .510, til g o a 2 2.- EAAJ 5-0(91-5 4 Pfo..► 16/ t,�3 (1-t60);. X3,3 144 712 Cho) 4o t ° ,� 4'®7?,i- ,)g ) ?,0 *- Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:23PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs Rev: 580004 User:KW 0607733 Ver580 1 Nov2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 17 069-01 ecw Calculations _vizi >„m,...v ,.zs»; _y.,,.s vin,*, s_.,t21, >�,a ,^ z„ <2,r .rs.y/4,s' ..ray �,22W ..� .�,.a we,;z rc4 „x .rcr,..,a....,n„ „✓T,�. 72474r..:,:rac,.irs... �,..:.srr _ s'.;,. : Description E Deck Joist General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined , z.,,., ,. .. : „„. . .. ,.,o , ,.,_may , .... ..,..r . ....,,.: n . .... ,... .,. Section Name 4x6 Center Span 6.00 ft Lu 2.00 ft Beam Width 3.500 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 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Length Uniform Loads Center DL 80.00#/ft LL 106.70 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.440 : 1 Maximum Moment 0.8 k-ft Maximum Shear* 1.5 0.7 k Allowable 1.9 k-ft Allowable 3.5 k Max.Positive Moment 0.84 k-ft at 3.000 ft Shear: @ Left 0.56 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.56 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.042 in Max.M allow 1.91 Reactions... @ Right 0.000 in fb 571.34 psi fv 37.01 psi Left DL 0.24 k Max 0.56 k Fb 1,297.39 psi Fv 180.00 psi Right DL 0.24 k Max 0.56 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.028 in -0.066 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,546.2 1,091.03 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.042 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 4.118 ft Sxx 17.646 in3 Area 19.250 in2 Cf 1.300 Rb 4.711 CI 0.998 Max Moment Sxx Read Allowable fb @ Center 0.84 k-ft 7.77 in3 1,297.39 psi @ Left Support 0.00 k-ft 0.00 in3 1,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.71 k 0.71 k Area Required 3.958 in2 3.958 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.56 k Bearing Length Req'd 0.256 in Max.Right Reaction 0.56 k Bearing Length Req'd 0.256 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:23PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983 2006 ENERCALC Engineering Software 17-069-01 ecw Calculahons s iC✓'17 //d,YLY%^a3;L,"vY,;,.f,At%4s i' '.+'. ,;r9,::T Fncr..�,Pkfh..*,2T,&'..,;71 ,..ek,e'; b/w;'.'4,,:q3,? .£,..,...k;,,Yi� k?,�Y�+ .�pG?:9AnL"/lrisiC ,.,v/uBj.&f%q':H'f3^`3"vr„' ..9&"_Yriu'9..v../.s.nkz°'3 1 -069 £✓.....:.i7 5 SY,...:;.4,,;'.' Description E Deck Joist Query Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.56 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 : Oak Tree Apt Repairs Job#17-069 • Dsgnr: JAS Date: 10:24PM, 10 APR 18 Description:Finnmark r .17 Scope: Deck Repairs 1 Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 17 069 01 ecw Calculations Description New Deck Joist • General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined s0. , .,i..lis. a„+, .... ...-.F'o.. „„ , .. /2 _L fvis'., ,.h,�°kfi ,f_ moi.,c ,s .,,/7*'X ...c,s d,-.,.i.,a *7:, 1 5 ��i'` <,.. Section Name 2x6 Center Span 6.00 ft Lu 2.00 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 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Length Uniform Loadsli Center DL 40.00#/ft LL 53.30 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 1. Summary Beam Design OK Span=6.00ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.519 : 1 Maximum Moment 0.4 k-ft Maximum Shear*1.5 0.4 k Allowable 0.8 k-ft Allowable 1.5 k Max.Positive Moment 0.42 k-ft at 3.000 ft Shear: @ Left 0.28 k Max.Negative Moment 0.00 k-ft 9 at 0.000 ft @ Right 0.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.049 in Max.M allow 0.81 @ Right 0.000 in Reactions... fb 666.21 psi fv 43.16 psi Left DL 0.12 k Max 0.28 k Fb 1,283.12 psi Fv 180.00 psi Right DL 0.12 k Max 0.28 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.033 in -0.077 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,182.4 935.67 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.049 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 4.118 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 10.993 Cl 0.987 Max Moment Sxx Read Allowable fb @ Center 0.42 k-ft 3.93 in3 1,283.12 psi @ Left Support 0.00 k-ft 0.00 in3 1,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.36 k 0.36 k Area Required 1.978 in2 1.978 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.28 k Bearing Length Req'd 0.299 in Max.Right Reaction 0.28 k Bearing Length Req'd 0.299 in Title: Oak Tree Apt Repairs Job#17-069 _ Dsgnr: JAS Date: 10:24PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs I 14 Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineenng Software 17-069-01 ecw Calculations 7 7'57 7,15 /4,6iu'.cc G.:,,:F/.ra',,5 7,85 ,-,i.m:'1/87 1..',887 r✓ ^„5$5,?a' ,c 56K3;n./k n./%;7',78787",::ry 55,.x.°;u'4"s%?/'7,'/�5% ".578#7S /fl,YF;, .;74", 3547,4.78,45 b..,.:`.9,..7 7,77,,4 5,7, ' rs,,,,45 ,,7.v,a✓;Y.Ll vui'<,3' Description New Deck Joist Query Values ...:.ra ,,7 6r,..:._ ,.., :./ ......:.:. ...... Jr: .aen,!..: ,5 fl..,Gi-:r. .._.,!.-.NXY/4.e=%Yr?b':^Y%xN 3°13848✓5',.iiy,/' /X.,:.,.,__...,.. ✓/ ...::.<i .., ...,, .t;�../^ M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.28 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in i Client r P �'` 1� Sheet f j of Project U, 4c 1 Apr Design by 3—A$ • ( PAri t2,4 Date �� 10 d 1419 Washington Street,Suite 100 � Checked by Oregon City,OR 97045 Project No. ( I 7 —0 0 Date Work:503-657-9800 Fax:503-656-0186 Kept/-cM tT CoL.VI/WO It S ' 14( UPpotz,reD (Zoo r_ (5 7_1 26,3 3AD 8106- z,,f� e(O 40/•54 dst 6tog 303,6* Pt._ 3GLIcil c-RPPoTt'1 Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:28PM, 10 APR 18 - Description:Finnmark Scope: Deck Repairs Rev: 580006 User KW-0607733,Ver 580 1-Nov-2006 Timber Column Design Page 1 (c)1983 2006 ENERCALC Engineering Software r„hz _ .,_r i K;.<..=,^r,r:.,ra.z,,,,,..a.rm, .. ,.,,m.; r,✓r.,.s .,;,. y�...�„z�;*.s:'y,�;-i,zn a v.:�;;a � Fx.,y.,.,,.,,. 17-069-01 ecw Calculations .._�, ..mss° _,,. .,„�^x a ,:�?.,,,,, .,rs ,«.,�,✓^ i ,..c,,..h .'ri< Description Replacement Column General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 6x6 Total Column Height 9.50 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 5.50 in Fc 1,000.00si Width (along x-x axis) 5.50 in p Fb 1,200.00 psi Sawn E-Elastic Modulus 1,600 ksi Unbraced length for"y-y"axis sideways deflection 9.50 ft Unbraced length for"x-x"axis sideways deflection 9.50 ft Lu XX for Bending 9.50 ft Loads Dead Load Live Load Short Term Load Axial Load 3,645.10 lbs Eccentricity 0.000in 5,973.80 lbs 0.00 lbs Summary Column OK Using : 6x6,Width=5.50in, Depth=5.50in, Total Column Ht=9.50ft DL+LL DL+LL+ST DL+ST fc:Compression 317.98 psi 317.98 psi 120.50 psi Fc:Allowable 727.88 psi 727.88 psi 727.88 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 0.4369 0.4369 0.1655 Stress Details Fc:X-X 727.88 psi For Bending Stress Calcs... Fc:Y-Y 727.88 psi Max k*Lu/d 50.00 Pc:Allowable 727.88 psi Le:Bending 17.48 ft F'c:Allow*Load Dur Factor 727.88 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 1,200.00 psi Rb:(Led/bA2)A.5 6.176 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 20.73 Axial Y-Y k Lu/d 20.73 Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:34PM, 10 APR 18 Description:Finnmark 11 Scope: Deck Repairs Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 17-069-01 ecw Calculations „fF2..<✓,.G<.i'!'. .;.>,M.'..,.,..N.<,.. ,i..,.JJ,'..,; ,✓ ,,,�v':::. .''u: '.'...3:',: *,,/ ii.ti.. W' i✓a,'!&Xivw5. 52.Y. %.IS6T.',.:gfi:G�'N'/. '/ ..?%:.,:&6 y i%N/../G.s ..sK./,P.. 9i".:'////fl9X „i 2, `.Y217-06.:. Description New Deck Rail General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined .'ra's^;in 2 ,J..r,.,, G,.: t ,.,,h„'.k;.^�»'.lb,,,/s3�'Y%na/�.,:'. ?.s Y/Jfil�lx: t ,,,/"9 Wa7,.L.:uA..t«,'F,4//9"R.,r,r^'�.9? ✓.-o,//" S',oi ,,,/ ,.d-�.v/.:Y, !_,_m li;,. ,i cs .,.,w.. Section Name 2x6 Center Span 13.50 ft Lu 1.00 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 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Point Loads Dead Load 200.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 5.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=13.50ft,Beam Width=1.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.808 : 1 Maximum Moment 0.7 k-ft Maximum Shear* 1.5 0.2 k Allowable 0.8 k-ft Allowable 1.5 k Max.Positive Moment 0.66 k-ft at 5.778 ft Shear: @ Left 0.11 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.09 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.730 in Max.M allow 0.81 @ Right 0.000 in Reactions... fb 1,043.78 psi fv 20.88 psi Left DL 0.11 k Max 0.11 k Fb 1,292.43 psi Fv 180.00 psi Right DL 0.09 k Max 0.09 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.487 in -0.487 in Deflection 0.000 in 0.000 in ...Location 6.426 ft 6.426 ft ...Length/Defl 0.0 0.0 ...Length/Defl 332.9 332.87 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.730 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 2.059 ft Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Rb 7.773 Cl 0.994 Max Moment Sxx Read Allowable fb @ Center 0.66 k-ft 6.11 in3 1,292.43 psi @ Left Support 0.00 k-ft 0.00 in3 1,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.17 k 0.13 k Area Required 0.957 in2 0.710 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.11 k Bearing Length Req'd 0.122 in Max.Right Reaction 0.09 k Bearing Length Req'd 0.091 in Title: Oak Tree Apt Repairs Job#17-069 Dsgnr: JAS Date: 10:34PM, 10 APR 18 Description:Finnmark Scope: Deck Repairs L v Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 17 069 01 ecw Calculations ?zrf',5:'rr tn,a`k'r,. ..;,/5,_.r,:,4F 4A'r...,;,,;,1;; 9..,>,. rd"�i,.,."?'::3'sa',Rr/.4a',oOr,00A" a"N.,.,..,,./.e Jra*/x w^.v;..#✓F/,."z"f.✓,Jo i n.,'lg�.xY£E'?Y's:'fc�„t9..'a,_: 1040'/000 ''fd '9cY9,'i."k A£^;.;0''O:s4i'l"' ,,,,.::.. /. '.rod,,."v.%>,,,..%f,. Description New Deck Rail Query Values ,.. r ' �As.;c,'flA,io0' 0 .0L%liY00''!£,_..,,.rx,�-.<fi.,„r:'::..,__.,., ,.,,.afaer.�,,✓.�a sem_,,,/„s, :��..,,, m „7404 7/4v 7,r. ,'4,,c,.,,,,,' a M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.11 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 200.0711n 13.50 ft 0 0 Mmax=0.67 k-ft Dmax=-0.5010 in Rmax=0.100k Rmax=0.100k Vmax @ left=0.100 k Vmax @ rt=0.100 k 200.C/ribs 13.50 ft 0 0 Mmax=0.65 k-ft Dmax=-0.4866 in Rmax=0.114k Rmax=0.085 k Vmax @ left=0.114 k Vmax @ rt=0.085 k 200.00ibs 13.50 ft 0 Mmax=0.61 k-ft Dmax=-0.4452 in Rmax=0.129 k Rmax=0.070 k Vmax©left=0.129 k Vmax @ rt=0.070 k G 200.o81bs 13.50 ft 00 Mmax=0.53 k-ft Dmax=-0.3799 in Rmax=0.144 k Rmax=0.055 k Vmax @ left=0.144 k Vmax @ rt=0.055 k 7. Client 6 N/J /`OCA Sheet �'7 of Project ice. Design by } (� Ef'PrimcDate o' 1419 Washington Street,Suite 100 Checked by Oregon City,OR 97045 Project No. t -d‘ Date Work:503-657-9800 Fax:503-656-0186 a '/ 5-q -7 3,8 6E115, V 1-43(01-15/1 fou (r-:--74L US e 2 1 0 s Title: Oak Tree Apt Repairs Job#17-069 J Dsgnr: JAS Date: 10:38PM, 10 APR 18 Description :Finnmark q Scope: Deck Repairs G Rev: 580000 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Square Footing Design Page 1 • (c)1983-2006 ENERCALC Engineering Software 17-069-01.ecw Calculations a -.ik.: S fro..?,,';_,.2` .mx"�"i 5cfix:,P';r;E 'df/H9 l'N 1.'ux/. .S ,Y-3. .c^,./.5..cfxG.�a":✓/r%;fT:,^i,Mk,"s3'.TYh':':E ./.,r�S�is>.::;f.,...,Y;k:i::l..; '.h2^I.:..:i,Y liifafEZ.,.d3:.'vsr..,Rk2:...✓5.s",=.i E,,;,=;'..' 4":,P/,el _ 9,.T i,:2"419tf..-01./.';:../ /lculatio:.,.., Description Deck Footing General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 3.650 k Footing Dimension 2.750 ft Live Load 5.970 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf tc 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 0.713 in2 As Req'd by Analysis 0.0006 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 2.75ft square x 12.0in thick with 4-#4 bars Max.Static Soil Pressure 1,417.07 psf Vu:Actual One-Way 9.53 psi Allow Static Soil Pressure 1,500.00 psf Vn"Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,417.07 psf Vu:Actual Two-Way 28.93 psi Allow Short Term Soil Pressure 1,500.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 1.46 k-ft/ft Mn*Phi:Capacity 7.25 k-ft/ft 4 #4's 3 #5's 2 #6's 2 #7's 1 #8's 1 #9's 1 #10's