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Specifications g o p i.ze)ri : MAR 6 7.0 I KUL. I URAL CALCULATIONS-. FOR Pauly And Rogers Buliding Tigard, Oregon • HDN 8999 SW, 57th ST., Portland, Oregon. 97219. 9 ,%c ri - r49 .1( ) Structural Engineers °tie G • EXPIRES: t3 -3u - 10 • 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 Phone: (503) 384 -0460 • Fax: (503) 384 -0459 • Pauly And Rogers Building Tigard, Oregon. Design Criteria Roof Live 25psf, Snow Wind Speed 80B (1998 OSSC) Seismic Ss = 1.0G Sds= 0.733G Site Class: `D' Allow soil bearing pressure =1500 psf Assumed Table of Content Roof Framing Design Page R -1 Floor Framing Design And Footing Design Page F -1 Lateral Analysis Page L -1 • • E -soc T I r / r te ' . YZ • �1 'x131 1 � ! �_ I : . • � ` v > iw I �_ _{ , . _. ._... ,J �tS. • cmp Project Pauly And Rogers Bldg Job No. O0-107 Associated L C onsu!tarits, Location Date inc.. SttuctutalEngineers Tigard, OR. 01- 22 -0c1 Client Sheet No P ' 1340 SW Bertha Boulevard •Suite 200 • Portland, Orcgoo 97219 Phone: (503) 384 -0460 • Fax: (503) 384-0459 1-1 D N • pit..... 0( _... IN � .. zA - / �'_ G 4 2 t. IA, . : 1 , ' w #J1 • C IiiULlk1-0N) .. 0( MTV ii.._. I,: i . ? r,j u ,,. ��� 1,ja i ., • 71-,,t :IF. :: • •• 1 - • - ' • • • • .... ..... . 6T cmp "roject Pauly And Ro Bldg 1ob No. Associated Oq -107 • 1 Consultants, Location Date Irc, StructuralEngineen Tigard, OR. 01 -22 -Oq Client Sheet No. 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 Z Phone: (503) 384.0460 • Fax: (503) 38 1-1 1 I D N . ; : . _ t 1121n : 0 1 , _ 1SXvEP 21. j7.Lci, \( 6 )) (1 3i( O Y _ /1-xL = ... {� I t z f ?Lt � Ld.Q LI x (. ), �- �l)3 h� XI" � ,`'� x : Br cm p "° "t Pauly And Rogers Bldg Job � No. -107 Associated • Consultants, Location Date • I nC. StwtwalEngineers Tigard, 01R. 01 -22 -0cl Client Shat No. R 3 1340 SW Bertha Boulevard •Suite 200 •Portland, Oregon 97219 f Phone: (503) 384.0460 • Fax: (503) 384-0459 1--1 D N '.7s- -;•.i RJ1 by Weyerhaeuser 11 7/8" TJI® 210 @ 24" o/c : earn® 6.30 Serial Number: 7002114879 • r:2 1/22/2009 9:37:43 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • .e 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof SlopeO/12 1 a 18' s All dimensions are horizontal. Product Diagram is Conceptual. OADS: nalysis is for a Joist Member. 'rimary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead • UPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other • Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 450 / 270 /0/720 End, TJI Blocking 1 PIy 11 7/8" TJI® 210 2 Stud wall 3.50" 3.50" 450 /270 /0/ 720 End, TJI Blocking 1 PIy 11 7/8" TJI® 210 ESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 703 -697 1903 Passed (37 %) Rt. end Span 1 under Snow loading Vertical Reaction (lbs) 703 703 1650 Passed (43 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 3092 3092 4163 Passed (74 %) MID Span 1 under Snow loading Live Load Defl (in) 0.415 0.586 Passed (L/509) MID Span 1 under Snow loading Total Load Defl (in) 0.664 0.879 Passed (U318) MID Span 1 under Snow loading Deflection Criteria: STANDARD(LL:U360,TL:L/240). Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of ateral bracing is required to achieve member stability. • DDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will •e accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design oads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. • PROJ .ECT INFORMATION: OPERATOR INFORMATION: • Copyright ° 2007 by iLevel °, Federal Way, WA. ►•� (,[ TJI and TJ -Beam° are registered trademarks of iLevel°. 1 / e -I Joist ° ,Pro' and TJ -Pro are trademarks of iLevel°. P: \2009- Jobs \09 -107 - Pauly & Rogers Building, H0N \Engineering \Cale \RJ1.sms R . Title : Job # Dsgnr: Date: 10:54AM, 4 FEB 09 Description : Scope : Rev: 580007 User: KW- 0603830, Ver 5.8.0, 15- Jun -2007 Steel Beam Design Page 1 (c)1983 -2007 ENERCALC Engineering Software ec.ecw Calculation t.r+?srsnc -uu .csa.s�.3r.,vr re assr�oc,:tc ra a•.v v =ane um'.$ uriaa^.aun�nuuxarr v.rn�ano•.n s . vsncfl - cx - :.rsw. ... n - rs�:- ;uarnawwr.:w ^tns lv +s.n. n.r. �.r�. - a Description RB2 General Information Code Ref: AISC 9th ASD, 1997 uBC, 2003 IBC, 2003 NFPA 5000 1 r.0 Y.WGt!K IRSY� ".YJts4•:aGiti: aaY'x1C9'tA+ZM .S: T. a. Y: M" '3arM? .vi.ORCt.NQMfO:.�:FN]T:, - S � S3nlrtFr - .. J.C'J3�.F <yyn2si'3f.1Ra�Ai 8T1et119vltn YrM .RYV.s':blM.iW.V.frld..+JiRX �l:.:w Steel Section : HSS8X4X1 /4 Fy 36.00ksi • Pinned - Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 4.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. . #1 # 2 #3 #4 #5 #6 #7 DL 0.030 k/ft LL 0.050 k/ft ST k/ft Start Location ft End Location 22.000 22.000 • ft Point Loads Note! Short Term Loads Are WIND Loads. b rgr�r �YJt .n+,DRtn.+tM. !lNaa�4...r.r: Cart. �'YriYi...n. +.+AC.R .'"HZF:lIYT.Pt�.vr.t_. J] N" MOm' AI. Mf.:t YLVIRY3�➢ lsL3. N6. C. s. �iM4n ]AATAGaLKSxRi!ieCS Nwipi... . . ..Olaf rL6ivf. Vie..50t1o1N4 - -- .. #1 #2 #3 #4 #5 #6 #7 Dead Load 1.300 0.270 k Live Load 0.130 0.450 k Short Term k Location 22.000 4.000 ft Summa ��; r.....� .:. Beam OK Static Load Case Governs Stress Using: HSS8X4X1 /4 section, Span = 18.00ft, Fy = 36.0ksi, Left Cant. = 0.00ft, Right Cant. = 4.00ft End Fixity = Pinned - Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 6.502 k -ft 19.080 k -ft Max. Deflection 0.185 in fb : Bending Stress 7.361 ksi 21.600 ksi Length /DL Defl 652.9 : 1 fb / Fb 0.341 : 1 Length /(DL +LL Defl) 519.2 : 1 Shear 1.813 k 53.683 k fv : Shear Stress 0.486 ksi 14.400 ksi fv / Fv 0.034: 1 Force & Stress Summary r sno-an+ m�' n, eeau�amr+ �. •.rr.- .'ssa�a..z.wamc cara.svi :rye.- s,rrserr v.�:cus!.ruv�snzcaa. m, Ica r. wrrarc. �slrt m< c:i..>vvn.Fr.:wccv�x+rrrvx:.« arv.Aa,car:. mvazw.a+ors.%v.>.rws.uaw.e.: «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only a Center © Center © Cants a Cants Max. M + 6.50 k -ft 0.93 3.74 0.73 k -ft Max. M - -5.58 -5.58 -6.50 k -ft 1 Max. M @ Left k -ft Max. M @ Right -5.58 -5.58 -6.50 k -ft Shear @ Left 1.13 k 0.33 1.13 0.28 k Shear @ Right 1.81 k 1.49 1.49 1.81 k Center Defl. -0.114 in 0.056 -0.114 -0.114 0.080 0.080 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.185 in -0.147 -0.048 -0.048 -0.185 -0.185 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.13 0.33 1.13 1.13 0.28 0.28 k Reaction @ Rt 3.22 2.29 • 2.84 2.84 2.67 2.67 k Fa calc'd per Eq. E2 -1, K *Ur < Cc rr Title : Job # • Dsgnr: Date: 10:53AM, 4 FEB 09 Description : . Scope : • Rev: 580006 User: KW- 0603830, Ver 5.8.0, 15- Jun -2007 Timber Beam & Joist Page 1 R (01983 -2007 ENERCALC Engineering Software ec.ecw Calculations . t t . y:. I.I.P :vX : ,14... APTIMRYNiYJTS.4,e4 Nli:3. SAY ., riW (4: ° 4Y . JriL .i,V. • V17,5/R�0 1..17/ I:. 14411.1,11. .X..'M,MS,A:R211,41 , Description Roof Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined � I r .gf.F{. 0{ ..40,,, �193'�StH 4.7....177 VC'!9ca'lY7.l aY-0IGgOCFA.11 311G'.SX[ . • A .1 1111. •IIT. F.` Y24.21127,7a.N.S. 11:C:'MKi - c:'ROei n,. • • . A RBI RB3 Timber Section 6x8 4x10 Beam Width in 5.500 3.500 Beam Depth in 7.500 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Larch (North), Larch (North), Fb - Basic Allow psi 1,300.0 850.0 Fv - Basic Allow psi 170.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data 7. �,.,, r. . W, ...5,r a4.,,rs... =Y �.�,,.,� .. i,..0,1,,> 1..1,01 .:=.,1x .,11.:s..,o,.r.F.NP e..», �. 4,27,. 1,.,...n. ._ . . Span ft 5.00 7.00 Dead Load #/ft 165.00 135.00 Live Load #/ft 275.00 225.00 Results Ratio = 0.2140 0.4520 i..n,. =s4 1WW7. ..Yw.n.. Y?G,,S13,71....nY: .... n,m.. frn• • .,- c+. �Sff< rRf...to:'.Wa,. a..'La rsr:w. r,-,.Y... v„e.xrRr..: L. .,......1.,- r,�e-...•.uonnf..JY. X.. "m.o., :. :.zlv.. .rte 'Yxnv.:.r Mmax © Center in -k 16.50 26.46 @ X = ft 2.50 3.50 fb : Actual psi 320.0 530.1 Fb : Allowable psi 1,495.0 1,173.0 Bending OK Bending OK fv : Actual psi 30.1 45.8 Fv : Allowable psi 195.5 207.0 Shear OK Shear OK Reactions s¢fl -- - Mao.�IIW!.`M!P*tt3et JV- *1'I.9Y.p.bC .: t. V9Y 'H[^.fPtGc9afl!L�,M!.�WWYkX3.Q: t+-M' .. S• �5ii3SR5ufRx14*> l:+. k.. ES1. t/T::4.K�'mSS:x+.M1f.Rf�+:L.�f .xc'+1f'a(ZYYM.¢2, @ Left End DL Ibs 412.50 472.50 LL Ibs 687.50 787.50 Max. DL +LL Ibs 1,100.00 1,260.00 © Right End DL Ibs 412.50 472.50 LL Ibs 687.50 787.50 Max. DL +LL Ibs 1,100.00 1,260.00 • Deflections Ratio OK Deflection OK N Center DL Defl in -0.007 -0.020 UDefl Ratio 8,000.2 4,254.2 Center LL Defl in -0.012 -0.033 UDefl Ratio 4,800.1 2,552.5 Center Total Defl in -0.020 -0.053 Location ft 2.500 3.500 UDefl Ratio 3,000.1 1,595.3 r < 4, • y' T t J t 1 , F� i f ._ 1 _�� TB ), • - . � -I- � I. ( . -t �-t' I I . ,.: . .: : r . : . . FLD P M • Q 1 B,: Gm p Project Pauly And Roler5 Bldg lab No. O -1 -IO7 Associated • ' Consultants. Location Date (' C Structural Engineers Tigard, OR.. 01 -22 -Oq CBent Sheet Ho. L 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 Phonc: (503)384.0460 • Fax: (503) 384.0459 1-I D N .Gu. f' ... ILL_. C k f?2'j. :..._ I. 6 ,. /f P.- . ... 5 i / 1 err (9 R'l13 3 (.) l . c g,iU).A!!` I - P, CC:11w( ),s 115 },n; sc_ o. J___ : . f C 2�0 I II_ :Z.: 0 - - 1-0, j : , , , .. U # ill. ),-).-. t. NJ . '' ),_ ; ,,� wki\ ") 0 • Bt: cmp " Pauly And Rogers Bldg Job No. Oq -107 Associated Consultants, Location Date • Inc. Structural Engineers Tigard, OR. 01 -22 -Oq Client Sheet No. 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 1-4 -F __ 1 Phone: (503) 384 -0460 • Fax: (503) 384 -0459 1 D N . L L- �-oJF 1 E E i1 . .511.,..z. : 1 ) 91 =1oc., 41.,?.. • LL_ � �- ( t J L. ti-6o.., i(, Ht.), . t� I 9.L .zxP -ilex _ :- . .PL 11xf 7 f '. ' i : . i LA- : q (,: / : 7.. $3: u : 7 ; ic-- : - : . _. s 1 • SPAN • ()x Br. cmp Project Pauly And Roe ers Bldg Job No. - 107 Associated �J _I 1 OA Consultants LOcation Date • I nC. Structural Engineers Tigard, OR O. OI -22 -Oq Client Sheet No. 1340 SW Butts Boulevard •Suite 200 • Portland, Oregon 97219 ' /\ 1 Phone: (503) 384 -0460 • Fax: (503) 384-0459 I D N . .(T '. ... '.. ''' . '' - •• - • '" ' • ' '' ' ' ' . . • : t 11 j ... : , , . • . : .r. .h 1. PT.r °= 1 1) : f T , (,a> -rod- . • L( ► wu C— I, ):) 113 . . . . - • . . .. . Ak. �.Y r (k I c u' :. C.y k u) • ......._... (r P�= 7' x /•3) 3.g# f i"X't 1.•a 4 I�x: •,iz� ;. : • : • L -\4I l L�; . . . . (0Z, 1� fJL , \. E■- -:1 • ! 1-- z 4 , 1 : • _ 2 d -.-,: Z z� r 4' P 12c.----- ' - N C . (►� '.x. L -)--•- 4 --1 6),z z.) -- = 3 �1t'� . .Lt :fig : Sl --1- )-x2x C zi-.--- • V-& 6 / z.- or cmp PfOJect Pau And RoQe,�-S_ Bldg Job No. Associated cl Qcj - 107 • t C onsultants, Location g Date _ i nc, Structural Engineers Tigard, OR. 01 -22 -Oq Client Sheet No. 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 C Phone: (503) 384.0460 • Fax: (503) 384-0459 N D N (T V e ; i FJ1 by Y /eyerhaeuser 14" TJI® 560 @ 24" o/c -Beam® 6.30 Serial Number: 7002114879 .er:2 1/27/2009 4:12:37 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN :ge 1 Engine Version' 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 r; . 0 d 18' b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 28.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 900 / 864 / 0 /1764 End, TJI Blocking 1 Ply 14" TJI® 560 2 Stud wall 3.50" 3.50" 900 / 864 / 0 / 1764 End, TJI Blocking 1 Ply 14" TJI® 560 DESIGN CONTROLS: Maximum. Design Control Result Location Shear (Ibs) 1723 1707 2390 Passed (71%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1723 1723 1725 Passed (100 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 7575 7575 11275 Passed (67 %) MID Span 1 under Floor loading Live Load Defl (in) 0.249 0.400 Passed (L/849) MID Span 1 under Floor loading Total Load Defl (in) 0.487 0.879 Passed (U433) MID Span 1 under Floor loading TJPro 54 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking with a poured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.84 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. • -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: - F -C Copyright ° 2007 by iLevel°, Federal Way, WA. TJI° and TJ -Beam° are registered trademarks of iLevel ° . e -I Joist ° ,Pro ° and TJ -Pre are trademarks of iLevel °. P: \2009 - Jobs \09 -107 - Pauly & Rogers Building, HDN \Engineering \Calc \Fjl.sms • • FJ2 by Weyerhaeuser 14" TJI® 560 @ 16" o/c • - Beam 6.30 Serial Number: 7002114879 er:2 1/27/20094:13:01 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ge 1 Engirp Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 1 El a 1 8 . b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 100.0 Live at 100 % duration, 28.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 1200 / 336 /0 / 1536 End, TJI Blocking 1 Ply 14" TWO 560 2 Stud wall 3.50" 3.50" 1200 / 336 /0 / 1536 End, TJI Blocking 1 Ply 14" TJI® 560 DESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 1500 -1486 2390 Passed (62 %) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 1500 1500 1725 Passed (87 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 6596 6596 11275 Passed (58 %) MID Span 1 under Floor loading Live Load Defl (in) 0.342 0.400 Passed (U617) MID Span 1 under Floor loading Total Load Defl (in) 0.438 0.879 Passed (L/482) MID Span 1 under Floor loading TJPro 61 40 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Braciag(Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking with a poured flooring overlay. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum Ceiling, Pour Flooring Overlay, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.43 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Copyright e 2007 by iLevel °, Federal Way, WA. TJI° and TJ -Beam° are registered trademarks of iLevel °. —r— e-I Joist', Pro and TJ -Pro` are trademarks of iLevel°. I I l> P: \2009- Jobs \09 -107 - Pauly & Rogers Building, HDN\Engineering\Calc\Fj2.sms Title : Job # Dsgnr: Date: 4:25PM, 27 JAN 09 Description : Scope : • Rev: 580006 User: KW- 0603830, Ver 5.8.0, 15- Jun -2007 Timber Beam & Joist Page 1 y t (c)1983 -2007 ENERCALC Engineering Software ec.ecw:Calwlations { rArrtIt w., .• ,.vraxn T .ne,.,a ,e w.nw ws. 71411"!tz11. .-xa • • •• KwrITMCO S.11 . -..,, - c , ...2. - .was.1...as c w:•.n-• x .. rw....+,., :v.17ZPV. .r,..�. • • iw!,x,lAtri .2 Description Floor Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined x Fbl FB2 FB3 FB4 F65 Timber Section 6x8 6x8 2x10 Prllm: 5.25x16.0 6x12 Beam Width in 5.500 5.500 1.500 5.250 5.500 Beam Depth in 7.500 7.500 9.250 16.000 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Douglas Fir - Truss Joist - Douglas Fir - Larch (North), Larch (North), Larch (North), MacMillan, Larch (North), Fb - BasicAllow psi 1,300.0 1,300.0 850.0 2,900.0 1,300.0 Fv - Basic Allow psi 170.0 170.0 180.0 290.0 170.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 2,000.0 1,600.0 I Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf /Pine Sawn Repetitive Status No No No No No Center Span Data asy,.•, , �•/ t!.- �+!. S•Va`ti.m:PC9cA.1HfIY!oVtrwMf'Y �+ l2Tlf[ �m1Lt. 1WS!'. Tlf» ivvp. xM... w:,. ti. Y[ SaM�YtspSCSE9Fn�+# FT. s'• gPM1b.+[ idY. Mwfuti:• YtrT] Ye% CnSNRa` IYanvuvY. Ff -iewvWiMMwOR= vvF.e:v�T.Mn'.�: Span ft 5.00 4.00 5.00 22.00 4.70 Dead Load #/ft 387.00 305.00 104.00 611.00 • Live Load #/ft 540.00 967.00 133.00 225.00 Dead Load #/ft 188.00 Live Load #/ft 183.00 Start ft End ft 18.000 Point #1 DL lbs 940.00 3,496.00 i LL lbs 2,484.00 4,414.00 - @ X ft 18.000 2.000 Point #2 DL Ibs 652.00 LL Ibs 1,000.00 @ X ft 20.000 Results Ratio = 0.5186 0.4554 0.4444 0.5544 0.8612 . Mmax @ Center in -k 34.76 30.53 8.89 360.11 135.73 @ X = ft 2.50 2.00 2.50 12.76 1.99 fb : Actual psi 674.2 592.1 415.5 1,607.6 1,119.6 Fb : Allowable psi 1,300.0 1,300.0 935.0 2,900.0 1,300.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 63.4 63.6 44.6 125.6 135.7 Fv : Allowable psi 170.0 170.0 180.0 290.0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK • Reactions Y m.11. wsm,,. tAT. s,, ucec. .m.w,.me.,,mM .•,s. - .�S,,.h „R... -+r .:,,<.t- .a.,,a eW10M.,. !.nbo..• ,a. - .x ,M F © Left End DL Ibs 967.50 610.00 260.00 2,229.82 3,444.19 LL lbs 1,350.00 1,934.00 332.50 2,489.00 3,064.45 Max. DL +LL Ibs 2,317.50 2,544.00 592.50 4,718.82 6,508.64 © Right End DL lbs 967.50 610.00 260.00 2,746.18 2,923.51 LL Ibs 1,350.00 1,934.00 332.50 4,289.00 2,407.05 Max. DL +LL Ibs 2,317.50 2,544.00 592.50 7,035.18 5,330.56 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK .a. ,.- �..a:x.e.x.sai vr,mny+r..r.as- �nvxne.sn. see -.mac -nary Iii Center DL Defl in -0.018 -0.006 -0.009 -0.326 -0.017 UDefl Ratio 3,410.9 8,453.1 6,494.1 808.8 3,245.0 Center LL Defl in -0.025 -0.018 -0.012 -0.417 -0.017 • UDefl Ratio - 2,444.5 2,666.2 5,078.1 633.6 3,403.0 . Center Total Defl in -0.042 -0.024 -0.021 -0.743 -0.034 Location ft 2.500 2.000 • 2.500 11.352 2.275 UDefl Ratio 1,424.0 2,026.9 2,849.8 355.4 1,661.1 T- 1 • „ . . . ; 1 r , 1 u ' • t .ra > 3) . . • pi_ \ = (ye . T(4. : . 1.!914.-1 _ T cti i >r T c ) pr l / (Z_ . ! , J I n ��/ (7) 7 r l ? h _ �oL ): w,a t. Z X L s _ 30 - 9 - r S = 3.1 ` _ i T- t�D aT��(�S p`6. i A= j = ) }= 2 - 7C 2,1- I. � ?< cmp nn e7- Pmied Pauly And Rogq g ers Bld Job No. O'I -107 Associated V Consultants, Location Date Inc. Sbuctua1En91neer4 Tigard, OR. 01 - 22 -0c1 Client Sheet No. 1340 SW Bertha boulevard • Suite 200 • Portland. Oregon 97219 Phone: (503) 3134 -0460 • Fax: (503) 304-0459 44 D N • . b..ATI-... k-A.L.... „. . NA V r/); . S GT — °If.). c y.l <; J r . • I • 1 z � k ` 1 • j / ��1� I_I It' ! �+ • ? t S �. `F` ..... � L. J am' I. • R F l M IQ . ., DI: cmp PrvJ "t Pauly And Ro3eT5 Bldg Job No. ;i .� Associated tl Oq - 107 0 Consultants, Location Dale i n(, Structural Engineers Tigard, OR . 01-22-09 Client Sheet No. / 1340 SW Bertha Boulevard • Suite 200 • Portland, Oregon 97219 J I ! Phone: (503) 384 -0460 • Fax: (503) 384 -0459 I-I D N /�