Loading...
Plans (38) . 111 -- --- ---.1 -- --i 7-- ---i, ----; -1, ----, • 0. + , r•i co r Ab. f_ 1 m 1 .1,'-'t;',534',,':,-,i';'.-::,,1.-iy..-,;,-..'.77.r,-.:•-:75.y.,.(5,-,=',.-.:;,-..'...t, o o ! -.,:,.7-f,-,-2,-;,...iq.s.q.„„:.,•:-.-,.:..-,,,:,,.:,.;•...,:.:ii-,,,,„:,,,•:.--::-.„.-..!-:-..:•;..;'z I/1 Nr i ..-.;:,:L.,,V4-...1,'..--T:P .-',',,:;,`,•.%-',"•?f,,,,,':"..,-.:,- -,''j •";;-4,6'.';,',I-2.1.,.:".,,-,:*'-':',.,. ..',-.'-,1:L',,,-.',-.1,, - LA ,''',',,',1117'.7--',-r."4:1, -_,,,,,,•.:,,..,,,.,-ff,...1--,,,-,,,,-ft.,,-,.,...,.:.'7,r-,'.i. I V 4—, - .• „.„.,-_,• .„,..,,,.„.,, ,, .3, . I .../ I 1 . I N I 1 CO I fsl , _. I rsi 1 , ni 1 ! 1 I 0 c 1 0 I . . .. ._ . . - ... • 1 _J I '::i.:I.Vi',".'..:::- ..'',.'•:.;„:'.-.'.1•:•••• ; :if:,..,,L,,,..;',...',,,,::,..::,,,''::. D_ 10171 '_,,,,,:,,,.. .--;,-,J,,-..-r.,f_;',,,,,,,,-:.,,..--,,--,•-,,if,-,.-.,:r4,-.;:.,...,-.:i, 1 .',--,- .:','..,,:--,-A.:.:.',' ,,,--:!_-':-.-',.‘,.:1-,;:-.,..:-...-..--• , .-- .' -' --- • 1 „,,,,,,j',.:::::,- ,...'-_:::,;',ci.,:i':-,,,:,5.,',.,.,:,-;:;-:-,,-; ,':;•„,it ) ..,-;.J.c..y,,,-',:c.,.:.,;:-.i-‘;-.-.,-,-,e....,,,i.i,:-.,,..•.,,, ...'...i.L42,:..,:il'''„1,5:',';,.';',;;-:.::',, -' lo ,::::).',1i,,,,,,:•4,,i., ., ...,,,,,,,,„,,,,,,,,--„:-4) i 4 ."•:,,,,.,,,•:•,•::.:,-,,..,,•:,,,, , ,,,_•,,_,_,,,,,,,,,,,,,.-•,,,.. 0 ,----..-i: _ 11. — • 01 ,'•••,-::,,,,:;;.,,-,::ii, .--,,,,,,•:,,,,-4,..,:;,i,,,,.,,,',,,,:,,,..,,,,:i., •,..________,. o ..,:;;•:::;,,:,i,:---‘:::::i__•,,,,,,„,,,,,,,„n:-.,.. ..:,•;•:,•,,,,,':. , ,,•-- ;.-,,•.,,To.•-;, ,i.".•,...e..„.„?„,-,,,,,.,,,•;:i,;,.: ,,,,-..:„:•., ,.. _ ..„:„,,,...••4,..,„•:„.,..„4„,,0„,..:•„,„,,..,:....,.:„•,.th4,,,,•,,•;•.--„,. , , -,,,,i,:...J•;;,,,,-.-••:.,,,i ,,:,,,:..,-;,:,-,:-,.,-:;::,,,-,..::: ',,,,,;,,,.:,,..,',..-,„::,,:.,,_: -„:•-:,•;-,._:;,.•,:,..,,-„':-•,. .„,, • ,,„:„...,,,......„, ......,„...„,,..„,....,,„ 1 •,:,_.,..:;.•,,..,.,„,.•,,,.•,,,•,,•-1.„.-..••,:,„•,,_•„ ,--„•,-.,...„. ._____. . - ___•,,,,,,,,,,.,,, ., •...,••,1„,:-;„,:•-.1:_ i_-,0,,,,•!q,,,,,,, ....7,-,,,;,;.,,,,,,,4.•.:,,,,;-, ••:;:'.:,..,,,,,,,, ,,:i.,,,•r,',..:-::,,,* ,:-.-_:,-;;-:,,,,:•„-,,',:::':•,.-,,,, , '.....,?-:,--..•.,:-.,,,,4i.:2:,•,:::•,,,-,,,:•;.-.::„-„-..,;,,,,-.1,.,::. ,„-•,•,::•-„,,,,,,,-. I, ,...,:„„.„4:,,,,,,..,,..,,,„•;.,..„-.;:,.•:. :,-;,.-0,,,, ,,,,,,,,,,-,,,••,,, len'yr TIGARD ',,--'.,:.,_,,s,,..i.--,-ifi_l•-;:;i:::,,:i.,-.1,-_,.i1,,,v;.:..-;:,,•-.,'-,'..: ,•:;-,,,,i,A,,, ,,,...,,,,,,_,,,,..:.L ,,,-4,:,,43,,,,-,t-.-_,:::,_-.-., Approved ::::-..i..-',:‘-,,'-i.;--..:',,v.: ';','-::,,-.?:,,,-',-,' -'-',.-,•,..---.,„ C ::::„,,,T.-4,p,-,.:;,-,,„:::_:•„;;;;4-; '&J,..,::..r.:--..i Conditionally Approved E J .._',.,-,:.,..',.*:•_,:,..'--',.:-_,,,i-t---.;,,,,:-',,,,,-,-,.,::1:--,,.--.,--_- See Letter to:Follow i I Attached b3 i,i,),.. ..,,,-;..,..;.1 Permit NurribengW03-10:T W t5 -,-,,,,:::‘,.,-.,...-',,,-:,,,,-,i i ..tk.`•;..-L,i;',. Address: 6.3104:x0 bk(titi ii i .k-f...„ze.,-MIt-i;,-;--t,10',*ii-Wb-4,-.?.'•?,ar: By: Date:. [(Cr( ( c 1 :Tr:-..4f,L.As,.,-4Y-:41,-•:,-,t,'-4..Vil-ift!%'?i•-)k --'',,', — >, -.47. --,?-,,,r4..-,4•-::-.1,,,,,:,,4,,..r. ;.„-„,,,,„:„.2;.,„, .c._;. l Approved plans — ao,_ shall be on job site. ,a) A 61 cs. s—: g . u OFFICE COPY Ta; V 1 0 0 S_ . - 0 ,,,,, r RECEIVED JUL 3 2013 ` Switzer Residence New Deck CITVOFT c c :ARD 10310 SW Hood View Dr OUIZ1G DrVISION Tigard, Oregon 97224 July 1, 2013 For: Mr. Brooks Zerbe New Lite Expert Installation The JAS Engineering design team has received the preliminary sketches for the construction of a deck at the site of your residence.Our proposal is to supplement these sketches for the new deck.We have reviewed the design and can prepare plans and calculations for the City of Tigard,for permitting. The building is located at 10310 SW Hood View Dr, in Tigard Oregon.The building is a two-story residence that you are intending to build the new deck in the rear. We understand the new deck is to be 48'x 14'& 10' (at the stair)with a 14'x 10' lower deck at the first floor,and access stair to and from the upper level. We are determining the type of bracing needed under the upper level at the cantilever to provide lateral support for the new deck. We anticipate the new deck will be supported on spread footings at the outer edge and a wood ledger at the existing house. JAS Engineering will work with you, and the contractor to find the best solution for supporting this new deck. JAS Engineering will develop plans showing the non-structural provision to include: Deck elevations(2 sides), Deck plans for the first and second floors from the concept sketches,Stair design,with rise and run requirements and headroom clearance (hand rail being done as a pre-fabricated rail by Rail Simple .JAS Engineering will prepare the structural provisions to include: Foundation, deck framing&detail sheet drawings,Structural calculations, Gravity design and Lateral design for wind and seismic. A site plan is NOT included in this estimate and may be needed for the permitting process; per our conversation with Mr. Brooks we understand this may be done by the owners. We will also provide structural notes that are coordinated with the design. These will be based on the Oregon Structural Specialty Code (2010 OSSC) based on the 2009 IBC. For the project,a structural engineer registered in the State of Oregon will prepare the details and calculations for this project. Design Criteria: IBC 2009: With Oregon Structural Specialty Code (2010 OSSC)Amendments Snow Load: 25 PSF CT Roof Dead Load: 15 PSF .01. �tiQ P R�,._�� w Floor Live Load: 40 PSF �c'`V INP tt Floor Dead Load: 15 PSF V � � 188,24; 4 ve . OREGON r . , 044-4.t-o, ..zo- .. ti ER 4414,01* gNQREw$ EXPIRES: -10-to I JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, •- 97045 • 503-657-9800 r 1419 Washington Street,Suite 100 Client f3R0r) ce, sz E Sheet of Oregon City,OR 97045 Work:503-657-9800 Project vc, -r-g—Ece. ji,c)‹. Design by 3--45 Fax 503-656-0186 Date (c) — I t3 Checked by JAS ENGINEERING Project No. I ) Date ( o ' pm-KJ ( c— o P5 z o 5r25, — 30N. eco (tc) , --- e2, 000) SS— Z*. i* I f>E_c 37/ is lO ' spAr,.) q- icsyt.) c Afi, Rz„, .4--• I 0(04) k/t, ?X to Pr ct 2.4fr.oc . Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:20PM, 19 JUN 13 Description:Brooks Zerbe 1-7 Scope: New(2)Level Deck Rev: 580004 - User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 _ 1c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Joists l General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x10 Center Span 10.00 ft Lu 2.00 ft Beam Width 1.500 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 I Load Dur.Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 30.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.625 : 1 Maximum Moment 1.4 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.2 k-ft Allowable 2.3 k Max.Positive Moment 1.37 k-ft at 5.000 ft Shear: @ Left 0.55 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.55 k Max @ Left Support 0.00 k-ftCamber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.060 in Max.M allow 2.20 Reactions... @ Right 0.000 in fb 771.37 psi fv 50.42 psi Left DL 0.15 k Max 0.55 k Fb 1,233.68 psi Fv 165.00 psi Right DL 0.15 k Max 0.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.040 in -0.147 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,990.0 815.46 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.060 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 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 14.257 CI 0.975 Max Moment Sxx Read Allowable fb @ Center 1.37 k-ft 13.37 in3 1,233.68 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 0.70 k 0.70 k Area Required 4.240 in2 4.240 in2 Fv:Allowable 165.00 psi 165.00 psi Bearing @ Supports Max.Left Reaction 0.55 k Bearing Length Req'd 0.564 in Max.Right Reaction 0.55 k Bearing Length Req'd 0.564 in 1 Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:20PM, 19 JUN 13 • Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculation s Description Deck Joists {Query Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.55 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 Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:22PM, 19 JUN 13 Description:Brooks Zerbe • Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Joists '4 f c.i 1 i General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2x10 Center Span 10.00 ft Lu 2.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever 4.00 ft Lu 2.00 ft Member Type Sawn Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,700.0 ksi Lull Length Uniform Loads Center DL 30.00#/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 30.00#/ft LL 80.00 #/ft Summary Beam Design OK Span=10.00ft,Right Cant=4.00ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.572 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.8 k Allowable 2.2 k-ft Allowable 2.3 k Max.Positive Moment 1.26 k-ft at 4.804 ft Shear: @ Left 0.53 k Max.Negative Moment -0.24 k-ft at 10.000 ft @ Right 0.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.88 k-ft @ Center 0.037in Max.M allow 2.20 @ Right 0.013 in Reactions... fb 705.50 psi fv 60.34 psi Left DL 0.13 k Max 0.53 k Fb 1,233.68 psi Fv 165.00 psi Right DL 0.29 k Max 1.08 k LDeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.132 in Deflection 0.000 in 0.000 in ...Location 4.637 ft 4.916 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,815.5 910.59 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.008 in 0.144 in @ Center 0.037 in ...Length/Defl 11,519.4 667.3 @ Left 0.000 in @ Right 0.013 in Stress Caics Bending Analysis Ck 33.438 Le 4.118 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 14.257 CI 0.975 Max Moment Sxx Read Allowable fb @ Center 1.26 k-ft 12.23 in3 1,233.68 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.88 k-ft 8.56 in3 1,233.68 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.67 k 0.84 k Area Required 4.056 in2 5.074 in2 Fv:Allowable 165.00 psi 165.00 psi Bearing @ Supports Max.Left Reaction 0.53 k Bearing Length Req'd 0.539 in Max.Right Reaction 1.08 k Bearing Length Req'd 1.106 in Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:22PM, 19 JUN 13 Description:Brooks Zerbe ea • Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 - _(c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Joists Query Values M,V,&D©Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 0.46 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.46 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 110.00#/ftl ' Hil " ' 11111 " iliii11111 tif 1 10.00#/ft 1 Iw•o 4' tIffIttf °#/ft 10.00 ft 4.00 ft Mmax=1.25 k-ft Dmax=-0.1317 in Mmax @ right=-0.87 k-ft Rmax=0.525 k Rmax=1.077 k Vmax @ left=0.525 k Vmax i rt=0.637 k Defl right end=-0.1438 in 1419 Washington Street,Suite 100 Client Sheet of Oregon City,OR 97045 Work:503-657-9800 Project Design by '"°,�_�'S► Far.503-656-0186 Date Checked by JAS ENGINEERING Project No. Date 1-2I+� CS) 135 ,. 2,04- 2— (A5 .-(A5> i f2 P , )\ K l� 10 gP4-r-) l4. 2j(Da21,) .� t2,4 X11' (r ) - '7 V f7". 44101` G10 \1 _ 7..A0 0 ') 1 ooc� 0.56, & ?Z- ter 13 Title: Switzer Deck Job#13-021 ' Dsgnr: JAS Date: 10:30PM, 19 JUN 13 Description:Brooks Zerbe• n Scope: New(2)Level Deck -1 Rev: 580004 . User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck daiets ie'vh General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x12 Center Span 14.00 ft Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,250.0 psi Load Dur.Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 135.00#/ft LL 360.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=14.00ft,Beam Width=5.500in x Depth=11.5in,Ends are Pin-Pin Max Stress Ratio 0.837 : 1 Maximum Moment 12.1 k-ft Maximum Shear* 1.5 4.5 k Allowable 14.5 k-ft Allowable 10.4 k Max.Positive Moment 12.13 k-ft at 7.000 ft Shear: @ Left 3.46 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.157in Max.M allow 14.49 Reactions... @ Right 0.000 in fb 1,200.45 psi fv 71.00 psi Left DL 0.94 k Max 3.46k Fb 1,434.63 psi Fv 165.00 psi Right DL 0.94 k Max 3.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.384 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,605.8 437.94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.157 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.015 Le 4.118 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 4.335 Cl 0.998 Max Moment Sxx Read Allowable fb @ Center 12.13 k-ft 101.44 in3 1,434.63 psi ©Left Support 0.00 k-ft 0.00 in3 1,437.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,437.50 psi Shear Analysis @ Left Support @ Right Support - Design Shear 4.49 k 4.49 k Area Required 27.216 in2 27.216 in2 Fv:Allowable 165.00 psi 165.00 psi Bearing @ Supports Max.Left Reaction 3.46 k Bearing Length Req'd 0.969 in Max.Right Reaction " 3.46 k Bearing Length Req'd 0.969 in Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:30PM, 19 JUN 13 Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Joists Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.46 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: Switzer Deck Job#13-021 ' Dsgnr: JAS Date: 10:32PM, 19 JUN 13 Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 )1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Beam 10'Span General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x12 Center Span 10.00ft Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 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 165.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 135.00#/ft LL 360.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=5.500in x Depth=11.5in,Ends are Pin-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 6.2 k-ft Maximum Shear*1.5 3.0 k Allowable 11.6 k-ft Allowable 10.4 k Max.Positive Moment 6.19 k-ft at 5.000 ft Shear: @ Left 2.47 k - Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.038 in Max.M allow 11.60 @ Right 0.000in Reactions... . fb 612.48 psi fv 47.90 psi Left DL 0.67 k Max 2.47 k Fb 1,148.29 psi Fv 165.00 psi Right DL 0.67 k Max 2.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.026 in -0.094 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,681.7 1,276.82 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in • @ Center 0.038 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 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 4.335 CI 0.999 Max Moment Sxx Reo'd Allowable fb @ Center 6.19 k-ft 64.66 in3 1,148.29 psi @ Left Support 0.00 k-ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shpar 3.03 k 3.03 k Area Required 18.360 in2 18.360 in2 Fv:Allowable 165.00 psi 165.00 psi Bearing@ Supports Max.Left Reaction 2.47 k Bearing Length Req'd 0.692 in Max.Right Reaction 2.47 k Bearing Length Req'd 0.692 in Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:32PM, 19 JUN 13 Description:Brooks Zerbe bZ Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Beam 10'Span Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.47 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 1419 Washington Street,Suite 100 Client 51'2.0, 1.5 t- - t Sheet 17 of Oregon City,OR 97045 :'s::,. Project '' t 1. ,.rt Design by3 /.,,. Work:503-657-9800 � 9 IllM ee ,' Fax:503-656-0186 Date t$ 13 Checked by MU ENGINEERING Project No. I — \ Date 2v 0 4. c,e) ( " ' -- )400 * . (--/ 1) w ZS# fi 5) o of . h i m COQ.._-tA Uopt 2520 4 1200 zo 1 )oo t4 o o Lf c6 0 = 62Uu "`�� °t05 6�S q4 (0144" `i?4 ?)o =232; Wry� 14)0c1 U- D /C- Se-541 Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:34PM, 19 JUN 13 Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Lower Deck Beam 14' General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined il Section Name 6x12 Center Span 14.00 ft Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Fb Base Allow 1,250.0 psi Load Dur.Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Repetitive Member E 1,600.0 ksi Full Length Uniform Loads Center DL 75.00#/ft LL 200.00 #/t Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 60.00 #/ft LL @ Left 160.00 #/ft Start Loc 4.000 ft DL @ Right 60.00 #/ft LL @ Right 160.00 #/ft End Loc 10.000 ft Summary 1 Beam Design OK Span=14.00ft,Beam Width=5.500in x Depth=11.5in,Ends are Pin-Pin Max Stress Ratio 0.715 : 1 Maximum Moment 10.4 k-ft Maximum Shear*1.5 3.5 k Allowable 14.5 k-ft Allowable 10.4 k . Max.Positive Moment 10.37 k-ft at 7.000 ft Shear: @ Left 2.4,8 Max.Negative Moment _ 0.00 k-ft at 0.000 ft @ Right 2.58 k Max @ Left Supporf . 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.131 in Max.M allow 14.49 @ Right 0.000 in Reactions... fb 1,026.23 psi fv 55.10 psi Left DL 0.70 k Max 2.58 k Fb 1,434.63 psi ' Fv 165.00 psi Right DL 0.70 k Max 2.58 k Deflections 6 . Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.320 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,922.4 524.28 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.131 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.015 Le 4.118 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 4.335 CI 0.998 Max Moment Sxx Rea'd Allowable fb @ Center 10.37 k-ft 86.72 in3 1,434.63 psi - @ Left Support 0.00 k-ft 0.00 in3 1,437.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,437.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.48 k 3.48 k Area Required 21.120 in2 21.120 in2 Fv:Allowable 165.00 psi 165.00 psi Bearing @ Supports Max.Left Reaction 2.58 k Bearing Length Req'd 0.723 in Max.Right Reaction 2.58 k Bearing Length Req'd 0.723 in Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:34PM, 19 JUN 13 Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580004 User:KW-0607733,Ver 5.8.0,1-Nov-2006 General Timber Beam Page 2 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Lower Deck Beam 14' L9uery Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.58 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 (o 275.00#/ft 411144 i4trrrt ► rirt l444444444itivi ' ► iirti46. 6 275.00#/ft 220.00#/ft .....,. _.._.i riyrrtwrir ► firr 220.00#/ft 14.00 ft Mmax=10.36 k-ft Dmax=-0.3204 in Rmax=2.584 k • Rmax=2.584 k Vmax @ left=2.584 k Vmax@rt=2.584k Title: Switzer Deck Job#13-021 Dsgnr: JAS Date: 10:39PM, 19 JUN 13 Description:Brooks Z7e Scope: New(2)LEiel Deck t Rev: 580006 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1 )1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Column 7. General Information de Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined _ Wood Section _.6x6 Total Column Height 9.00 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 1,250.00 psi Sawn E-Elastic Modulus 1,700 ksi Unbraced length for"y-y"axis sideways deflection 9.00 ft Unbraced length for"x-x"axis sideways deflection 9.00 ft Lu XX for Bending 9.00 ft Loads Dead Load Live Load Short Term Load Axial Load 2,325.00 lbs 6,200.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using : 6x6, Width=5.50in, Depth=5.50in, Total Column Ht=9.00ft DL+LL DL+LL+ST DL+ST fc:Compression 281.82 psi 281.82 psi 76.86 psi Fc:Allowable 777.87 psi 777.87 psi 777.87 psi • fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,250.00 psi 1,250.00 psi 1,250.00 psi Interaction Value 0.3623 0.3623 0.0988 Stress Details Fc:X-X 777.87 psi For Bending Stress Calcs... Fc:Y-Y 777.87 psi Max k*Lu/d 50.00 F'c:Allowable 777.87 psi Le:Bending16.56 ft F'c:Allow*Load Dur Factor 777.87 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 1,250.00 psi Rb:(Le d/bA2)^.5 6.011 F'bx*Load Duration Factor 1,250.00 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 19.64 Axial Y-Y k Lu/d 19.64 •r`� 1419 Washington Street,Suite 100 Client '6(ZOO o Kh sSheet I Ov of Oregon City,OR 97045 ;•.;;; Project 4 �� - Design by TA-5 ,s.;, Work:503-657-9800 •� Z Fax 503-656-0186 Date —II- ! Checked by 1M ENGINEERING Project No. t 4 —QZ t Date Zo0 b3 � !400 UIS 2 /6, " c6?.. '6"Dcch Favor it () 0- /54725 rLJ Title: Switzer Deck • Job#13-021 Dsgnr: JAS Date: 10:41PM, 19 JUN 13 Description:Brooks Zerbe Scope: New(2)Level Deck Rev: 580000 User:KW-0607733,Ver 5.8.0,1-Nov-2006 Square Footing Design Page 1 (c)1983-2006 ENERCALC Engineering Software 13-021-01.ecw:Calculations Description Deck Footings • General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 2.330 k Footing Dimension 2.500 ft . Live Load 6.200 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 fc 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 1,510.00 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 0.6481[12 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.50ft square x 12.0in thick with 4-#4 bars Max.Static Soil Pressure 1,509.80 psf Vu:Actual One-Way 7.39 psi Allow Static Soil Pressure 1,510.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,509.80 psf Vu:Actual Two-Way 24.77 psi Allow Short Term Soil Pressure 1,510.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 1.26 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 7.96 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's «; 1419 Washington Street,Suite 100 Client P- "tom S .,tz Sheet Z-0 of Oregon City,503 65 97045 -9800 Project t T rz. c 1� 5- Work:503-657-9800 I Design by S 11151111 Fax:503-656-0186 Date �? - i � I�i- e"wwl®�_ Checked by .LAS ENGINEERING Project No. I c3 z ! Date �= C � w Eg/) 4 _ mss$ 4s = Cr � ZS w�C6 (1-($) LOGO — 01°13 (171) -Tisais Col.) ,eao\.1 40,706 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 97224 . • Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.918 (Ss) 1.0 0.333 (S1) Period Maximum Sa (sec) (g) 0.2 0.944 (Ss) 1.0 0.338 (S1) Period Minimum Sa (sec) (g) 0.2 0.895 (Ss) s,; 1419 Washington Street,Suite 100 Client 13 9,0 o c i31 Sheet ''2 of Oregon City,OR 97045 ' ••.:%.:s;• 1 Work:503-657-9800 Project 1t- Design by 1--- Fax: f� r 503-656-0186 Date 7 ( (3 Checked by .IAS ENGINEERING Project No. I —021 Date g Z . •���`� Ste- = V0 5g1-0 kt1 (0 �G•� tAsv�c4 c� ) Z f f?S 041(4h 0 zo? (26(01 11 ii) LviZo to (40 F'C Wt-c, 04 -t- t< P‘F- 264001 Z-- W ; y; 1419 Washington Street,Suite 100 Client lz,.00‘,4 ; v2,4 0Sheet 217 of Oregon City,OR 97045 :: .t, Project S w 1c. 0(LC Pc Design by t 5 � ""'` Work:503-657-9800 °;;:`t ' Fax:503-656-0186 Date ( —! Checked by IAS ENGINEERING Project No. j — 0 2 k Date LA PP DSK--- 1312c (k1'/3 _ A` 7 c.,5 1/O x•'14 v b J ,I �,l� ,1 °3455 (j 1*U L-i- ( (i7 @IT37:g) ,1-1 '5,4,,0 T 6540 ii. r + 54 c ' C iz f = oi3bi t `AZ ,,��{{,, o,X0"1 tot36 rico-0 (,(s) . Z( ‘601%,,,,, v5(2-- ��g 4' f�vc7 I rµ 51-(' 1-('0(0,ID l r 8514-t t. _ ci 7 115 (:60 z 844 11 Dscr-RM, SA 10404-5 2x10 PT 24"OC MAX 6x12 PT BEAM =\ SitApho s 2x10 PT @ 24"OC MAX S C�.. ' h° /,, &MESON RULER - ./3tir 6x6 PT STRUT coNCEAtED FUNGE • i/;� HANGEREACHEND I�� P6 , �, _mss — ,// 3 "(`II I)I - (2)tc it PC - �41t ^.� r 6x12 PT BEAM 54L:6" gw+it°a COLUMN`TAC)- PT 6x6 ,--7 / \; O.L'O^LOCI r /r^ IwNC� 6x6 PT STRUT i 1 I , 't 611t1R.fiati.N PS co kf-ND.6 6x6 PT STRUT