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3::' :t�f.�{yl•. "�q•S`rlr,(�['»' -. +A S ".'.]\+:WN • aMU4tv�.—rznv- ...�.cr_�am+.� -w+• ` - ' , V ¢ } 'E`�1td • iZ- j e3(,'4 r y,�i7°k l � ..y Ek�i9 �1 Ito ,Nty�Y, e . - 11 ' L' `� 4 au 1( - ER ENGINEERING AND DESIGN _ •: � �. LYVER 3 J � � , # ' ' ; � x � i.,, 1 'D ING DIVISIO: \I 0 '' F4444,6 7950 SE 106th, Portland, Oregon 97266 �— -i �0 4kr: ` ' • ' Ph: 503.705.5283 Fax. 503.482.7449 TroyL @Lyver- EAD.com www Lyver- EAD.corn Design for; . BRICK BY BRICK These calculations are for the design and detailing of deck repairs at the Tigard Terrace Apartments in Tigard, Oregon The information contained is for the sole use of Brick by Brick to replace /repair the existing decks. All other work performed by others is outside the scope of this design. 9l R ' J;c-T ` 6, ;co PRee X5 4, GIN V Sy ` �N F9 , 0, ' 529 W '7, Z ' ; te r '/' CITY OF TIGARD t k i a Approved ..BE J... [ r Conditionally Approved [ ] o GoN ; ; ' See Letter to: Follow [ ] ''tier • zoo' Q, Attached [ I -M P D. LYVElk permit Number: RENEWAL: DEC. 31, 20J.2 By: it- . Date: • Job Number 11 -012 September 20, 2011 OFFICE COPY Bus -._4(31(--cx32.0 J if3uP 2.0it .lo-f. u 1 k3L 2 � � ca L S4 4 L Tej r) v, jsdSl 0 o V00 - )/ 0/ --u og / lit/ S 0 1 l) , \ Ciki (1 7‘"? ko 7?/ i >G3d4 1 01) 3 • ? ry 0 J ‘ S -- )0 41 1-:" CV LL —v,'at it , o r.] LAV Cir445. -74-7;) 1 J•r-?;V 5") Cke.6) dt1 ry j / 0 0 0 nn --u -5a cqi,j1 al -3' 1.4-:;y1 (-) 2 cl .. , ' • - s.■ OF &L)/ L-0))'-"" e q‘-o "oc_ I I l 11' I i ko k.i i os7, trt.... r t.'"‘-A -C.- Lep pa , 1-1 — • . . 1 L . - 1 ' p.P ( 100 p ( f . ?"K: >," 1 t.-1... / F- 11 f ( /1,-) ' Z,Zp ( *F LA) p F-1-00.1.- 1 c ( 1° I1,) (a): I rt) p f+ IIM r LA FLoon-- ''-I 0 ( ' L) ( --) ..' 6 {CO p 1 4- i \ LA j rtot, l 0 LO) s ( 1 ) k-) -- /D (-1-- 1.C.. • P C, 5 pfr -L --- ...-, / ,„... _.--- - - , , ----- ------------.-- : 1 \ ,......_\ -----7/ ) , i 0 , \\ 1 1 L 1 1\)--■"/ ',A) o o . vi ,C- IL> e r H.,My. -;. 1 / pi II\ t „,,, t; ( Li c, C 4, tr 311.1 .■( rJ - (--h <A4 O F # Z H - = v1A1oC �crJ Fnv €4"- $GSM = - 7- ,e. ( Vs 4 -\e aF1-2 C2.c- k 3 ° x 3 ° 15:7 CinN4. 0421 n Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr: TDL o - !,- � ._ gib! LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair - .' :4 3 1 ' >r ,, >•,,,, •, . 'S -: I. L ;� '950 SE 106m ?o- t,'and Oregon 97266 '4 Project Notes ., ., ,;,,ems ' •'''' �''t • ""' . �iu>'G55:�3 �>Oia9]' -a5 �•i•o7:a�Y.e ? -D cox �m�ll. e.- E -D:em . I ntea 20 SEP 2011, 11 57A1 File. C'ILEAD JOB FILES12011 Jobs111 -012.Brick by Bnck Tigard Commons111 -012 calcs ec6 1 �/o Beam ENERCALC, INC 1983-2011, Build61199Ver6.1199 e 1 # .KW40600021,WWWAR `m`"A fir- . ,��� .;sLicerSsees , tENERCARPFievetn01entigianterji Description • New Carrier Beam Material Properties Calculations per NDS2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 2,400.0 psi Ebend- xx 1,800.0ksi Fc - Prll 2,500.0 psi Eminbend - xx 914.88ksi Wood Species : level Truss Joist Fc - Perp 425.0 psi Wood Grade : Parallam PSL 1 8E Fv 190.0 psi Ft 1,755 0 psi Density 32.210 pcf Beam Bracing . Beam is Fully Braced against lateral- torsion buckling D(0.45) L(0.65) ° ° v v v 3.5x14.0 Span = 12.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0.450, L = 0.650 , Tributary Width = 1.0 ft, (Existing loading) DESIGN SUMMARY • 1 .��� Des` KOYM Maximum Bending Stress Ratio = 0.866 1 Maximum Shear Stress Ratio = 0.861 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb Actual = 2,078.13 psi fv : Actual = 163.65 psi FB • Allowable = 2,400.00psi Fv • Allowable = 190 00 psi Load Combination +D +L+H Load Combination +D +L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0 212 in Ratio = 678 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.359 in Ratio = 400 Max Upward Total Deflection 0 000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span # M , V C d C FN C C m C t CL M fb Fb V Iv Fv +D 0.00 0.00 0 00 0 00 Length = 12.0 ft 1 0.354 0352 1 000 1.000 1.000 1 000 1 000 1.000 8.10 850.15 2400,00 2.19 66.95 190.00 +D+L+H 1.000 1 000 1 000 1 000 1.000 0.00 000 0.00 0.00 Length = 12.0 ft 1 0.866 0.861 1.000 1.000 1 000 1 000 1.000 1.000 19.80 2,078.13 2400 00 5.35 163.65 190.00 *0+0 750Lr+0.750L+H 1 000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.738 0.734 1.000 1.000 1.000 1.000 1.000 1 000 16 88 1,771.14 2400.00 4.56 139 48 190.00 +0+0.750L+0.750S41 1.000 1 000 1.000 1 000 1.000 0 00 0 00 0 00 0.00 Length = 12.0 ft 1 0.738 0.734 1.000 1 000 1.000 1.000 1 000 1.000 16 88 1,771 14 2400.00 4.56 139 48 190.00 +0+0.750Lr+0 750L+0.750W+H 1 000 1.000 1.000 1.000 1.000 0.00 0.00 000 0.00 Length = 12.0 ft 1 0.738 0.734 1 000 1 000 1 000 1 000 1.000 1.000 16.88 1,771 14 2400.00 4 56 139.48 190.00 +D+0.750L+0.750S+0.750W41 1 000 1.000 1.000 1 000 1 000 0 00 0 00 0 00 0.00 Length = 12 0 ft 1 0 738 0.734 1.000 1 000 1.000 1.000 1 000 1.000 16 88 1,771.14 2400.00 4.56 139.48 190.00 +0+0.750Lr+0 750L+0 5250E+H 1.000 1 000 1.000 1 000 1.000 0.00 0 00 0 00 0.00 Length =12.0 ft 1 0.738 0.734 1.000 1.000 1.000 1.000 1 000 1 000 16.88 1,771.14 2400.00 4.56 139 48 190 00 +3+0.750L+0.750S+0.5250E+H 1 000 1 000 1.000 1 000 1 000 000 0.00 000 0.00 Length = 12.0 ft 1 0.738 0.734 1 000 1 000 1 000 1 000 1.000 1.000 16.88 1,771 14 2400.00 456 139.48 190.00 --C7' 7 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr: TDL p ' ' LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair ' p,�� y x' 7950 � 106;6 - 0 , 0 d, Or egon 97266 ...4 - 5: n 505 + ro;LeLy er E,.D co e n•L•;.ar E - Dur Project Notes Printed 20_SEP2011 11 570M File: C:ILEAD JOB FILES12011 Jobs 11 -012 Brick by Bnck.Tigard Commons111 -012_calcs ec6 L'►�l00 Beam ENERCALC, INC. 1983-2011 Build:61199 Ver•6.1199 A to gracWy)6000a1', r a W ,1 7,701, Lice 04KENERCONKI i veloprrlefite ti.tf ` Description : New Carrier Beam Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.3591 6 060 0.0000 0 000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6 600 6.600 — — D Only 2 700 2.700 L Only 3.900 3.900 D+L 6 600 6 600 • • (° % Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ` ' Dsgnr: TDL y LYV ENGINEERING ' ,` 4 ., � -r,"--' AND DESIGN Project Desc.: Desgn for Deck Repair s • r$ "'4 L a _Y;� ;, 'IT 7950 55 106th, Portland Oregcn 9;766 t k.. -. ,A' r Project Notes : Pnntco A SFP 2011, 12 03101 Wood Beam File. C.ILEAD JOB FILES12011 Jobs111 -012.Brick by Brick.Tigard Commons111 -012_cais.ec6 ENERCALC, INC 1983-2011, Buk1 611 9 9 Ver6 11 9 9 c # lKYI 060o02? om , :4 , .;r - : t.maiimeiv s < ,. >_ . a s 'a Etc, "nseeta ENERCAt igt PiftWttilTiffehticiffite76 Description : Existing 4x6 floor beam Material Properties - _ Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 - Fb - Compr 1,000.0 psi Ebend- xx 1, 700.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi . Ft 675.0 psi Density 32210pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling Repetitive Member Stress Increase 0(1.8) L(2.6) ■ • 4x6 4x6 Span = 9.50 ft Span = 0.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Load for Span Number 2 - - PointLoad. D =1.80, L =2.60k aA 050ft DESIGN SUMMARY r' Des : nAN't Maximum Bending Stress Ratio = 1.001: 1 Maximum Shear Stress Ratio = 1.905: 1 Section used for this span 4x6 Section used for this span 4x6 fb . Actual = 1,496.10 psi fv • Actual = 342 86 psi FB : Allowable = 1,495.O0psi Fv ' Allowable = 180.00 psi Load Combination *D+L+H Load Combination - D+L_,H Location of maximum on span = 9.500ft Location of maximum on span = 9.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection • .0.045 in Ratio = 264 <360 Max Upward L +Lr +S Deflection - ' -0.159 in Ratio = 715 Max Downward Total Deflection 0.077 in Ratio = 156 <180 Max Upward Total Deflection - 0.269 in Ratio = 423 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C Cm C t CL M fb Fb V fv Fv + p - - - - -- - - - 0.00 0 00 0 00 0.00 Length = 9.50 ft 1 0 409 0.779 1 000 1.300 1.150 1,000 1 000 1 000 0.90 612.04 1495.00 1 80 140 26 180.00 Length = 0.50 ft 2 0.409 0.779 1.000 1.300 1 150 1.000 1.000 1.000 0.90 612 04 1495.00 1 80 140.26 180 00 +0+L+H 1 300 1.150 1.000 1 000 1.000 0.00 0 00 0 00 0.00 Length = 9 50 ft 1 1.001 1 905 1 000 1.300 1 150 1.000 1.000 1.000 2.20 1,496.10 1495.00 4 40 342.86 180.00 Length = 0 50 ft 2 1 001 1.905 1 000 1 300 1.150 1 000 1 000 1 000 2.20 1,496.10 1495.00 440 342 86 180.00 4-0+0.750Lr+0.75(1+H 1.300 1.150 1 000 1.000 1.000 0.00 0.00 0 00 0.00 Length = 9.50 ft 1 0 853 1.623 1 000 1 300 1 150 1 000 1.000 1 000 1 88 1,275 09 1495.00 3 75 292 21 180.00 Length = 0.50 ft 2 0.853 1 623 1.000 1.300 1.150 1 000 1.000 1.000 1.88 1,275.09 1495.00 3.75 292.21 180.00 +0+0.750L+0.750S+H 1.300 1 150 1000 1.000 1000 0 00 0 00 0 00 000 Length = 9.50 ft 1 0 853 1.623 1 000 1.300 1 150 1.000 1 000 1.000 1.88 1,275.09 1495.00 3 75 292 21 180 00 Length = 0.50 ft 2 0.853 1.623 1.000 1 300 1.150 1 000 1.000 1000 188 1,275.09 1495.00 3 75 292 21 180.00 +fl+0.750Lr+0.750L+0.750W+1-1 1.300 1 150 1.000 1.000 1.000 0.00 0 00 0 00 0 00 Length = 9.50 ft 1 0 853 1.623 1 000 1 300 1.150 1 000 1 000 1 000 1 88 1,275 09 1495.00 3.75 292.21 180 00 Length = 0.50 ft 2 0.853 1 623 1.000 1 300 1.150 1.000 1 000 1.000 1.88 1,275.09 1495.00 3.75 292 21 180.00 - 1/ 1 1 1 Title : Tigard Terrace Apartments Deck Repair Job # 11-012 - Dsgnr: TDL 4 Project Desc.: Desgn for Deck Repair 47- -,--,' ' LYVER ENGINEERING AND DESIGN .1. , • „ 5 0 , , , 950 - 1 0 6 t h - tp tad Oregon 97266 Project Notes : . 14 ,,N, ,..., .• 30 - . .!3.:i ' 30, 4,: 7z 45 -- , Le'_ : ,-E , D cc,' ,v• 00 F.C. tom i'm1ed 201,1EP 2011 11 57/4 File: C 1 LEAD JOB FILES12011 Jobs111-012.Brick by Bnck.Tigard Commons\11-012_calcs.ec6 m - 1 4 7 Wood Bea ENERCALC, INC. 1983-2011, Build 11.9 9, Ver6.11,9 9 ',', Q:ralY:,.".1710,4,4600eigif54r4NO WE I CaR i *YR 2=":4454 MirMilMakaMarigtx:W..XfatiatilirSORENERCAKICIOVeibtfriikeiitaiiiit,04 Description . Existing 4x6 floor beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Cr Cm C CL M lb Fb V Iv - Fv 4-D+0.750L+0.750S+0.750W+H 1 300 1 150 1.000 1 000 1.000 0 00 0.00 0 00 0.00 Length = 9.50 ft 1 0.853' 1.623 1.000 1.300 1.150 1.000 1 000 1.000 1.88 1,275 09 1495.00 3.75 292 21 180.00 Length = 0.50 ft 2 0.853 1.623 1 000 1.300 1.150 1.000 1.000 1.000 1 88 1,275.09 1495.00 3.75 292.21 180 00 +D+0.750Lr+0.750L+0.5250E+4-1 1 300 1.150 1.000 1 000 1 000 0 00 000 0.00 0.00 Length = 9.50 ft 1 0.853 1 623 1.000 1.300 1 150 1.000 1.000 1 000 1.88 1,275.09 1495.00 3.75 292.21 180.00 Length = 0 50 ft 2 0.853 1.623 1.000 1 300 1.150 1 000 1 000 1.000 1.88 1,275.09 1495.00 3.75 292.21 180.00 +D+0,750L+0.750S+0 5250E+H 1,300 1.150 1 000 1 000 1 000 0.00 0,00 0.00 0.00 Length = 9.50 ft 1 0.853 1 623 1.000 1 300 1.150 1 000 1 000 1 000 1.88 1,275.09 1495 00 3.75 292.21 180 00 Length = 0 50 ft 2 0.853 1 623 1.000 1.300 1 150 1 000 1.000 1.000 1.88 1,275 09 1495.00 3 75 292.21 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+" Defl Location in Span 1 0.0000 0 000 D+L -0 2695 5.554 D+L 2 0.0768 0.500 0 0000 5.554 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.232 4.632 D Only -0.095 1.895 L Only -0137 2 737 D+L -0 232 4.632 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 n y t°".'' ..v Dsgnr: TDL _ 1'' ,` ' 7550 SE 106th Portland, O egcn 97266 Project Notes : Y � LYVER ENGINEERING AND DESIGN Project Desc.: DesgnforDeck Repair ' 4"'' < bn` Y x x �+ .�d'' '. 5_J' iGi J3_ " -J9 T•o; Le_, ± ? -D col^ � „ �Ly�e, E.D;cr^. --- - -- - - -- - -- P nntea 20 4 P 2011, 11 1 Al i [Wood Column ENERCALC, INC. 1983 -2011 ©u 61199 Ver.6.1199 - • .. _. ' n . ' Ucense "CENERCALqDeve(opmerit +Cente► Description : Crawl Space Post General Information _ -__ Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 5.0 ft Wood Member Type Sawn (t ,eL7 ,- ,r • ten caen c,:/cur r „_ rs ) Exact Width m Wood Species Douglas Fir - Larch 3.50 Allowable Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb Tension 900.0 psi Fv 180.0 psi Area 12.250 inA2 Cf or Cv for Compression 1.150 Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb - Compr 900.0 psi Ft 575 0 psi ly 12.505 in "4 Cm Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 32.210 pcf Ct : Temperature Factor 1.0 Fc Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built -up columns 1.0 ' Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No , Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 X - (width) axis : Unbraced Lengths for Y - Axis buckling : Y -Y (depth) axis :K = 1.0 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 13.70 lbs * Dead Load Factor AXIAL LOADS .. . Beam Load: Axial Load at 5.0 ft, D = 5.40, Lr = 7 80 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9806 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+Lr+H Top along Y -Y 0.0 k Bottom along Y -Y 0 0 k Governing NDS Formla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0 0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 13.214 k for load combination : n/a Applied Mx 0.0 k -ft Applied My 0 0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc . Allowable 1,100.02 psi for load combination : n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +p+0.750Lr+0.750L+0.5250E+H Cf or Cv : Size based factors 1.500 1.150 Location of max.above base 5.0 ft Applied Design Shear 0.0 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0 0 4018 PASS 0.0 ft 0.0 PASS 5.0 ft +O+Lr+H 0.9806 PASS 0.0 ft 0.0 PASS 5 0 ft +0+0 750Lr+0.750L+H 0.8359 PASS 0 0 ft 0.0 PASS 5.0 ft +D+0.750Lr+0.750L+0.750W+H 0.8359 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750Lr+0.750L+0.5250E+H 0.8359 PASS 0 0 ft 0.0 PASS 5.0 ft Maximum Reactions - Unfactored -_ Note Only non -zero reactions are listed X-X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base - - - - - -- ------ - - - - -- - - - -- D Only k k 5.414 k -- Lr Only k k 7.800 k D+Lr k k 13.214 k 9/31 . . Title : Tigard Terrace Apartments Deck Repair i Job # 11-012 ' • ,, .?' 71 ' , k*, -',.,' Dsgnr: TDL LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair • A ,' ri,„- --4.t , , 7950 SE 106th z■ftland, Oregon 97256 Project Notes . • a ..4, sc 2 , -os 5:,i,,1 j ,t,!, A3: - .ss 7 e• i-1) co .. E c o fr Punted 20 509 2011, 11 , I9Aivt - --- LWood Column ENERCALC, INC. 1983-2011, Build:6 11 99, Ver6.11.9.9 ---' ToWtaiM .4W.. Lieii.figlikiAtiEFKAMPOReRkfirgifitiCiiitiit Description : Crawl Space Post Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0 0000 in 0.000 ft 0.000 in 0 000 ft Lr Only 0.0000 in 0 000 ft 0 000 in 0.000 ft 04-Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches :,,, - . , - .- ., — A '. 8 . ■ , • .. . a , a . ' '':-.. •:. ''' : /- 1 . " ' • '- .• i. 01 .1 II . Z ''''''%'-,- t ' ... ,. , . '' ' - : :'.: Ca • • 350n Loads are total entered value Arrows do not reflect absolute direction • I Of . nA • • t � TT C 1 t\.J F 5 H 6 , ‘ , 0 " I 1 O 1 ( '�l� ` � ) p f . . L1O zi 051 tua_vu- €7 ti l.h4or JA ,M" /. vi vy oJ . i 1 Eo ' 17- , scx� 33 S 6 vs 12 r1 i i c~� P A zr t _ 'L t a VII ' - {'�,,,,,_ Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ``i'° � � lr'' ; Dsgnr: TDL 4 ', -e -` � LYVER ENGINEERING AND DESIGN ProtectDesc.: DesgnforDeckRepair t' .. i r " •; ,950 SE 105, n, , _itland CA 972 `, ; ,* •.` Project Notes ,- , - '_.� •• En 955_..: 'iCJ 4J =' - =i •T rLa_.; -FD con' :v. •Ll,p E -D;an Printed 20 SEP 2011 11 S7AM F �p� File. 01LEAD JOB FILES12011 Jo -012 Brick by Brick.Tigard Commons111 -012_calcs ec6 t 8�l100f� Beam ENERCALC, INC 1983-2011, Build:6 11.9 9, Ver6.119 9 1 rattet 4Vl+ff4Q64d0 t ,.� a sx -= •y. - h s� . ��,����„ �.�.= �-a�,� . ?�: � � ', " - . � , N " '::.;LrECettlse*;„ EIYERCAL °ID,evei0t3`menrgsnter;= Description : Type 1 - Upper Landing Header Material Properties Calculations per NDS2005, IBC 2009, CBC 2010, A SCE 7 7 05 Analysis Method : Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 850.0 psi Ebend- xx 1,300.0ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405 0 psi Wood Grade : No.2 Fv 150 0 psi Ft 525 0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.03) L(0 12) D(0 03) L(0 12) v i r I v i V v r 4x6 4x6 Span = 5.0 ft Span = 1.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations - -- - - --- - - -- -- Load for Span Number 1 Uniform Load • D = 0.030, L = 0 120 , Tributary Width = 1 0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0 120 , Tributary Width = 1.0 ft DESIGN SUMMARY 5Des o n10. __ aq Maximum Bending Stress Ratio = 0.266 1 Maximum Shear Stress Ratio = 0.170 : 1 Section used for this span 4x6 Section used for this span 4x6 fb Actual = 293.77 psi N - Actual = 25.44 psi FB • Allowable = 1,105 00psi Fv • Allowable = 150.00 p si Load Combination +D+L +H Load Combination -0+L +H Location of maximum on span = 2 385 ft Location of maximum on span = 4.577 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0 024 in Ratio = 2449 Max Upward L +Lr +S Deflection -0 014 in Ratio = 1716 Max Downward Total Deflection 0.031 in Ratio = 1959 Max Upward Total Deflection -0.017 in Ratio = 1374 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr C m C t C L M fb Fb V fv Fv 0.00 0.00 0 00 0.00 Length = 5.0 ft 1 0.053 0.034 1.000 1 300 1.000 1.000 1.000 1.000 0.09 58 75 1105.00 0.07 5.09 150 00 Length = 1.0 ft 2 0.009 0.034 1.000 1.300 1.000 1.000 1.000 1 000 0.02 10.20 1105 00 0 02 5.09 150 00 + • 1 300 1.000 1.000 1.000 1.000 0 00 0 00 0.00 0.00 Length = 5.0 ft 1 0.266 0.170 1 000 1.300 1.000 1.000 1.000 1.000 0 43 293.77 1105.00 0 33 25.44 150 00 Length = 1.0 ft 2 0.046 0.170 1.000 1.300 1 000 1.000 1.000 1.000 0.08 51.00 1105.00 0.08 25.44 150.00 +0+0.750Lr+0 750L+H 1.300 1.000 1.000 1.000 1.000 0 00 0.00 0.00 0.00 Length = 5.0 ft 1 0.213 0.136 1.000 1.300 1.000 1.000 1.000 1.000 0.35 235.01 110500 0.26 20.36 150.00 Length = 1.0 ft 2 0.037 0.136 1.000 1 300 1 000 1.000 1.000 1.000 0.06 40.80 1105.00 0 07 20.36 150 00 +0+0.750L+0.750S+H 1.300 1.000 1.000 1 000 1 000 000 0 00 0.00 0.00 Length = 5 0 ft 1 0 213 0.136 1.000 1 300 1.000 1 000 1.000 1 000 0.35 235 01 1105 00 0 26 20 36 150.00 Length =1 0 ft 2 0 037 0 136 1 000 1 300 1 000 1 000 1 000 1.000 0.06 40 80 1105 00 0.07 20 36 150.00 +0+0.750Lr+0.750L+0 750W+4-1 1 300 1 000 1.000 1 000 1.000 0.00 0.00 0.00 0.00 I ' q3-1 - ;.,., ,- + , -"1< Title : Tigard Terrace Apartments Deck Repair Job 4 11 -012 Dsgnr: TDL . `- `"= r 4 = LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair - A ke ~" .� ..'i 795C 1E 105 ;n 11 .1 1 .1.,d Oregon 37255 Project Notes L ;. , :a. ' 503 )55:3i i iC54&. - .45 745�LeL.4.er E - Drom. r. L/..erE - D:u• __ P•mted 71; SP 2011, ' 1S7 M Wood Beam File: CILEAD JOB FILES12011 Jobs111 -012.Brick by Bnck.Tigard Comrnons11l -012_calcs.ec6 ENERCALC, INC 1983 -2011 Budd 611 9 9 Ver 6.11 .9 9 .` re ' "oKW -06000 is ` .¢ r` _ _:.:: ,:'; . ` ; ' waoi li ENE._wwf gao opmeftlrco-fite n Description : Type 1 - Upper Landing Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C m C t C M fb Fb V Cy Fv Length = 5.0 ft 1 0 213 0.136 1.000 1 300 1.000 1 000 1.000 1.000 0.35 235.01 1105.00 0.26 20.36 150.00 Length = 1 0 ft 2 0.037 0.136 1.000 1 300 1.000 1.000 1 000 1 000 0 06 40.80 1105.00 0 07 20 36 150.00 +0+0.750L+0.750S+0.750W+1 1300 1 000 1 000 1 000 1 000 0.00 0.00 0.00 0.00 Length = 5 0 ft 1 0.213 0.136 1.000 1.300 1 000 1.000 1.000 1.000 0.35 235 01 1105 00 0.26 20.36 150.00 Length = 1.0 ft 2 0.037 0136 1.000 1 300 1.000 1 000 1 000 1.000 0.06 40.80 1105.00 0.07 20.36 150.00 +D+0.750Lr+0.750L+0 5250E+1 1.300 1.000 1.000 1 000 1.000 0.00 0 00 0 00 0 00 Length = 5.0 ft 1 0 213 0.136 1 000 1 300 1 000 1 000 1,000 1 000 0.35 235.01 1105.00 0.26 20.36 150.00 Length = 1 0 ft 2 0.037 0.136 1.000 1.300 1.000 1.000 1.000 1.000 0.06 40.80 1105.00 0.07 20.36 150.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.213 0.136 1 000 1.300 1.000 1.000 1 000 1 000 0 35 235.01 1105.00 0 26 20.36 150.00 Length = 1.0 ft 2 0.037 0 136 1.000 1 300 1.000 1.000 1 000 1 000 0 06 40 80 1105.00 0 07 20.36 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. ' +' Defl Location in Span D+L 1 0.0306 2.500 0 0000 0.000 2 0.0000 2 500 D+L -0 0175 1.000 _ Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 Support 3 - - - - - Overall MAXimum 0 360 0.540 D Only 0.072 0.108 L Only 0.288 0.432 D+L 0.360 0 540 0 \1(37 ';a Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 OZ t - "it' Dsgnr: TDL ' `� P > k, LYVER ENGINEERING AND DESIGN Pro }ectDesc.. DesgnforDeckRepair �,, . � y V a.; : ' $; ,, a:s, ng,,' 795 SE !06th. °or Hand Olegon 97266 '1,1'./.' s r - Protect Notes , .. a } » P , ' . 5 - 05 1.35 'i05J3_7 =J5 l er E■Dce, .- , L, er':Dcem Wood Column ENE n --1,- RCALC, INC. 1983 -2011 a:Id 6.1199 Ver6.11 • left . `tKW 0600421` . =« vxamm . - , tom mmattateimmerialm ENEK tigf levetoprrlenttce"`i tow Description : Type 1- Upper Landing Post General Information Calculations per 2005 NDS, IBC 2009, CB C 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn Exact Width 3.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 9 Area 12.25 in "2 Cf or Cv for Compression 1.150 Fb Tension 850.0 psi Fv 150.0 psi Ix 12 505 inA4 Cf or Cv for Tension 1.50 Fb Compr 850.0 psi Ft 525.0 psi ly 12.505 in^4 Cm . Wet Use Factor 1.0 Fc - P M 300.0 psi Density 27.70 pcf Ct : Temperature Factor 1.0 Fc Perp 405.0 psi Cfu : Flat Use Factor 1.0 E • Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf . Built -up columns 1 0 'r'. Basic 1,300.0 1,300 0 1,300.0 ksi Use Cr : Repetitive ? No , 1`: • ' Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 - 05 X -X (width) axis : Unbraced Lengths for Y -Y Axis buckling Y -Y (depth) axis :K = 1.0 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 23.564 lbs * Dead Load Factor AXIAL LOADS .. . Beam Load: Axial Load at 10.0 ft, Lr = 1.115 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2948 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+Lr+I -{ Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Formla Comp Only, fc /Fc' - Top along X - X 0.0 k Bottom along X - 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are .. Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 1.139 k for load combination : n/a Applied Mx 0.0 k -ft Applied My 0.0 k -ft Along X -X 0 0 in at 0 0 ft above base Fc Allowable 315.24 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +D+0,750Lr+0.750L+0.5250E+H Cf or Cv : Size based factors 1.500 1.150 Location of max.above base 10 0 ft Applied Design Shear 0.0 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D +Lr+H 0.2948 PASS 0 0 ft 0.0 PASS 10 0 ft '-D+0 750Lr+0,750L+H 0.2227 PASS 0 0 ft 0 0 PASS 10.0 ft +D+0.750Lr+0 750L+0 750W +H 0.2227 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0 750L+0.5250E+H 0,2227 PASS 0 0 ft 0.0 PASS 10.0 ft Maximum Reactions - Unfactored Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base Lr Only k k 1 115 k 0-4-Lr k k 1 139 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance Lr Only 0 0000 in 0 000 ft 0 000 in 0 000 ft D+Lr 0.0000 in 0.000 ft 0 000 in 0 000 ft i 9/ -7 Title : Tigard Terrace Apartments Deck Repair Job # 11-012 - •„, Dsgnr: FDL LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair -- ,a50 1 7 ornand, Oregon 97266 Project Notes . 50 :479 T'Df Li., E M ".t.r E I l'rued 20 SEP 2011, it 49PNI Wood Column ENERCALC, INC. 1983-2011, Build:6.11 9.9, Ver6 11 99 r "1,14:4~: 7 Ariat=1.: qS,FAFWtiEitfkSiiiKi gN E.Ftgaquwo Description : Type 1 - Upper Landing Post Sketches 5 55 A ft • • 9 - • ' 0, — c' . • • L 3 Loads are total entered value Arrows do not reflect absolute direction pi LLh — c) x 7 �Q 31.E l � v �' 1 9 , c l 1 _L 0 w OL . '""'ti s S (\ �, � . ) I r r-) O, =14, ( \ mi d i f•Q op r Q � d C)_S' -. 6 c , h eon 2 h � 11 -- � id04vd _�..__�._ -..�- .....«,..... rt: rt. {, 00-4 ? k lgX�45is b:G' • tNrii` '# .., w *� i ,�-, y„C x"45, �'"Sr' !< h ' !r. o -.. °: ..:Iji :ztl 5v. t r n. � 7 V I : k li% 4 • ,, t . ` • ^-i; 4 ! .. 4 ; k',, . f .tr. .c t; r'Tl" ' £ £r! y id -11:. ,r t5 ; '.. , s ` • s�d.. a,+ krC.e^rk�. .3 a i .3 .,J( ,,,, 1 nt ... Table 7.10 Floor Joist Spans for Common Lumber Species .) • ( _ (Residential Areas, Live Load = 40 psf, L/o = 360) Dead Load = 10 .sf Dead Load = 20 •st 2x6 2x8 2x10 2x12 2x6 2x8 2810 2x12 Maximum Floor Joist Spans Joist Spacing Species and Grade (ft -in ) (ft -in.) (ft - in.) ft. -in. ( ) (ft -in.) (ft. -m.) (ft -in) ( "ft. -in.) Douglas Fir -Larch SS 11 _ 15 - 0 19 ' I 23 • 3 Douglas Fir -Larch #1 10 -II 14 -5 11 1 15 4 - 2 17- 2 -3 Douglas Fir -Larch #2 10 •9 18 - 5 22 - 0 10 - 1 I 1 a - - 2 17 • Douglas Fir Larch 14 2 18 0 20 - I 1 10 _ g 4 19 - I Douglas "3 n•i8 II 11 --7 3 13 9 16 -0 I3 3 16 5 14 -1 r Wart-LEA < ° 2 ,".. SS , w 2 ° '€` s I 10 12-7 14 ., + H m rl w i. d"' ` aa 7� ' •6"4 ` r - , ,7 r N. 2J .4 -4 >-r �• 4 'e --t c , 05 t'>` 2 2 3 : � , ," t :t ro 4 � ' - ,; , "—; , , " . � :r �, rJ . rlo .. ,...,„ , 4 , „.1,,,,,,..1,,,,:,- - W l2 in. Fle F u }t ' °tea >. "5 ' $ r E .- L 4 • ` `t:r a " 5 Southern Pine SS 11 2 a 3 r * - / >v ,..r110"- . ` r : . ° k � �w Southern Pine 41 14 8 18 - 9 22 - 10 I I - 2 . s 1.,! 10 -11 14 -5 13 8 18 -9 2.10 Southern Pine 18 22 - > 10 _ 11 42 10 -9 14.2 44-5 18 -5 22 5 Southern Pine #3 18 ' 0 21 9 10 _ y 14 _ I SP he Pin • r t I0 I3 -0 I4 -9 16 8 17 I9 -!0 SP*iC tae liC x } iU6 dgAr r? a 9 ' 3 I I - 1 I 13 _ 5 Sp k.4.q . .3 f � k.,,,,,,..: 9" ' 4 ' ' ' `" 10 ` t % < r 0 e Y '1 . 7 . 8¢ "` ss• "e' 3 m 9 � 2f , i _ 1 1 .% 2 •_mac r Liiet w L : 6 � 3 g, 3 :r8 1 :ruc _ 8 8. .; tt O 1 «i' .., t s , 't, , = r ��� x � " 13 - 5 .r&' - , z#� S }f , Y 7 11 s_.. ,`,• -s ..10 � -• " � , r ? , 3 } r I r =�Q S i D ouglas Fir -Larch SS 10 - a 1 -4' TI4`:r Douglas Fir-Larch l3 - 7 17 ' 4 21 - 1 I0 _ 4 ` #I 9 -II �` 13-1 16 13 -7 17_t 21 -1 Douglas Fir -Larch 41 y q 19 - 1 9. 8 12 - 4 15 - 0 Douglas Fir -Larch 12 9 15 - 7 18 _ 1 17 - 5 n r #3 7 8 9 7 3 1 1. 8 3 ( i e 1 9 I i I I I O 0 14 4 6 6 I FIe Fit ' S n r % = i > 1 ,. `w 4,‘,.4 ,w i. l , 7 ,.s. a I 1 1 1 I i rE ' ' ? D , C„ ` 4 " ` • 'Y"z"* - ,#J . ,' ,' +; - 4� ' . ' . 'all* f 1' 4 „ '-.' %^"e k' ” . °^ - ` b; • : '; 12 7 •. T+ �k • jetil -# ii 5 , l � � � I 'r z9 :6`� u ; 2 - „ 5. `.19 - ., t 4' 16 in Hc '. .•. t�P w,��r s7 r 8,74 � , s „ "v- v y ? Southern Pine ..,a 4;0 9 , rP. ^ '. e ' r* � r,£' ,c' r , - , c V:i1 -, : ' ' '' - 'Z ; ;t.. - r 6 a s �S « E1 n I s g SS 2 13 _ :• x 10 30 v s ! 1 ° 17 - 0 20.9 r -,, , , . a , e . : ; : rlA ?, >; . �s. t/7 Southern Pine #I q I I 10 - 2 13.4 17 - 0 20 _ 9 ` Southern Pine 13 I 16 q ZO' 4 9- I 1 Xi i Southern Pine a3 9 -9 12 -10 16 -5 18 -10 q - q � 1 16 -4 I -2 i c-. ' t't"Fit" *r' t, Y; #3 9 83 -3 c s , I I 3 12 9 14 - 6 8 - 5 I 10 10 1 1 17 2 --I S nR�Plhe %t 9 , 44,1gg s 2 1' ' „, rrS! m g -, e•, .• 3 , 1 2 CO CO SpiriG�i'�` & � y�� �s � � t S � y " ��'� 1irs�� .�'°'..nl - y 4� :� ��.'I¢.;0;:ri; `2�' -�G�3: 1 . , „ , 914 ,: 3 • a c " 1 �a .r ;, - wy „',.'. X71)g6 µ, rK 16, w: r S irace- P , ". A l � lt:r. 1 - ' - i- z R7 s " r � ' " ' fi t • y " . ■ , 6 ; Y Y ;; . x ' -' 6 a, 3 ' Douglas Fir -Larch SS 9 - g $ 93 ,,,6 ". ' '* F ; rO :il l" .. 1 ' , ' • -,8 ` '.t: ` *1 ' ,1 1 . � .t. ; _ r • " 1 - C• s N 12- 10 16 -4 19- 10 r6 -:i - - Douglas Fir-Larch #1 q -; I 4 1 4 12 - 10 1 - 4 I9 - 6 rch IS - 0 17 - 5 8 _ 10 t Douglas Fir -La #2 9 - -' 11. 14 -3 11.3 13 8 IS -11 Douglas Fir -Larch #3 16 - 7 8 - 5 Hem -i• 7 0 I 10 -i1 ,, 10 -8 13 ! IS I F s '3 '"1 a_ ' :'l -s -•a; zJ9` Zv'-, teS» uz'tr''.l5'”` ' iZ 7 6 8-. 2 9 FT" a a ` `;3' ..... ;;Viii -1 9 " „'' x�" ` z z''S ,_, r_C.=:g =�, r ' - -_ '''' - I I 6 $, ',fi.r � , - "" ekd t,,.� '.:* - i^ � ,� ° ;1 - <3 : ,x� �.: ^ ';f: r - , � ,�:••" .-r +' r _ 2-; "1 r:, -.I S 5. lrerir =Ff = .` s •" .. - • w 4. " r .ti s w. ., , * 3 4 ` 18: 4.'=5.. { fie } ' y " , ,` s..;, a , , g" . 1• £ -' -R �0 ' ti -.r: ;; :.. .,•, , ; -, 13:`k .. r i ! 19 2 9.7F , It; :='-'1' ir : "' a 1, .. . t6;-. , t;`sv 3 , :;*".1r--", $ , to - • '� u., -� .- •'8 '.2•` ". • i.:•` .'';• E ? L'e # 3 �crl {7 t a te 1 Q, 4 c' - v ° 8 t l4 ''''.^ Southern Pine SS �- t? i 3` t. w, = : 9 6 12.7 I6 0 7.= :'9 $;, ^ °'.1 Southern Pine #1 9- [9 -h 9 -6 2 -7 16 -0 12 4 IS -9 1y_2 I9 Southern Pine #2 9- 2 9 4 1 2 - I I - I I 1 7. q 4 Southern Pine P I. 3 15 17 ' - 1 1 i- 8 r S um o u t e P e " F i t p " x3 g E w , E„ 1 0 1 1 - 3 _ 8 13 2 _ 8 I ) ' I I t s S . � k7 0« U1j! ' ; '," Y i ..•r, a xe „ .. - _ - 10 - 7 I I t r� td. ' :, 1 B� 2 K, , �= 5,: 1.4, L � - 1� " - ' n : p w ▪ #27,1 "`.ii ',,.,,, sc. . , � 3, . .�' Y -"c ' �y $ ..9 1 ed w �Q. < ud:: -r Qi.•r r -a `a t a r 12� � !' �a',rt r1 4 ; - - 1 • . ,.}� fi r ; r 5,- ` �-", : i- ias F' � u - o - . n. �;� � -�• , ��� 4 7 ” >l , , y „r�� -1 9��• ' - lqr "tom Doug it -Lerc J`l - _4..... , .._„ . ••6 ••-.3 - < e ' l i - , fi' " - '. j SS 9 . 0 1 1 - 1 1 3 1 ?-' "- :9 g. .y: = _. : 5 Douglas Fir-Larch ;t I'- 18 - 5 9- 0 I I- I I ;1 8 -8 i Douglas Fir -Larch #2 3 -3 10 -5 1 12 - 9 9 14 7 I 9 12 -3 la - i Douelas Fir -Larch #3 6- 3 I l - 9 7 . 6 7- 6 8.0 9-9 il-3 II 8 I1 - r. ypil hr _ _ _ - a y $ _ y. 3 . ` ' 3 l I 1 Ill - 1 H erri F,ir - _ - .,.••••`".:'.."' -. ` r _ _ � " f• r'�,t;; , 4 =,a=: .. "f7` -s.5- ; > = `i' 3t21 ' '-',"--,`.•137',.-47-,.7.: '.. °lU t•i�._K,- . q,:; ' _ , . 8 : = .6, ; - - - - : - ` - = _, c i ' " ' � = ' - ° 1 1 = ; 3 -. ..' 14:, - • 16 ._43 5~ Hem Fii> = 2c .7, °l r? _ F`7_: ft1::2 ` J2 „` -„X _ S:, . :T_ ' 10 ` a 9 11 , i !2 -' I4 t to Hedt =Fir;` - " ` - 7 ; -- - - -` = 14'_¢ - -: 7 -4. .. � 4 0 . _ , Southern Pine . 2�_, 7 q`` ' -., t9•_'� - `- .- 9:3_; ��11 ` SS S -10 11 -8 S - 7' 7.1., 18. 8 10 -I Southern PI Ile 14 - I I I8 - I S - I(1 I I • .9 al 8-8 1 I -i 14.7 1a - ts_I Sourhem Pine _> ;. 1 7. i 6 _ x ', Southern Ptnd ._ 3 8 - 6 ! I - 3 13 - 9 1 ; _ 3 13 _ a ! ; - I S p r u c e - P i n e Fir- _ I I - 10 S - 10 s . ; q - r- ■ - Spruce -Pin Fi $t'. b. .. 8 -_I• _ _ 11 - 0 f 10",3 :: {' - <7_ ;• <- 7 5 13 8 IS - 11 Spruce -Pine Fir ' #2 14 - 7 9 - 5 I 1 - 6 8 ' Ibt.3 - 5.';12 ;7 14.7 13 - d S ruee -Pine Fir 43 6- 2 7_ q- 7 5 9 5 11- 6 13 . 4 Check source, for .iv,itlahilil r of lumber t o lengths greater than 20 f et 11 0 7 7 I i 8 8 10 -i - AMERICAN FOREST & PAPER ASSOCIATION I 7/- ; xx 'f 'r., 91/4 ... '. 4 ± ingl ft#15.UPPLEME , : •.1t 4411. i ,, : -5 . ; � � 1 S '� IIa �' ���� Z } t 'tyy��..�t.t , / 10 , - ` p`e d tt „. * . }t�s,4 k '4 ",,^ + ' S' " �yy r m. a Y ] *x,04 ', t . 2. ls ..{%. . a G . . 'w.t -. A `.47'11' tl�t, .. l.G2tYrl�d: f!ti1M �fi.>�,... -:J'4¢ �7r5 h,�� ��4•. �L ��t'.�Y�...�lT��� � �4 �w , ' � -S'.. hY 1+'��Sn wi.. �') Table 5.4a Bending Member (Joist) Capacity (M', C V', and EI), Structural Lumber 2 -inch nominal thickness (1.5 inch city drnssed size). C, = 1.0, C = 1.0 Select Structural N 2 Size lb x d) M' C,M v I x 10 El M C, M' V 10 El Nominal Actual (Single) (Repetitive) (Repetitive) Species (in ) (in.) lb -in lb -in lbs lb. -in 2 lb in lb -in lbs lb -in 2 2 x 4 1 5 x 3.5 6 890 7,920 630 10 4,130 4,750 I 530 9 2 x 6 1 5 x 5 5 14,700 17,000 990 40 8,850 10,200 I 990 33 Douglas Fir -Larch 2 x 8 1 5 x 7 25 23,700 27,200 1 .310 91 14,200 16,300 1 310 76 2 x 10 1.5 x 9.25 35.300 40,600 1,670 188 21,200 24,400 1,670 158 2 x 12 1 5 x 11 25 47,500 54,600 2.030 338 28,500 32,700 2,030 285 2 x 4 1 5 x 3 5 6.430 7,400 525 9 3,900 4, 90 525 7 t%41011 2 x 6 1 5 x 5 5 13,800 15,900 825 33 8,360 9.610 825 27 t,€T,;• :=i Hem -Fir 2 x 8 1 5 x 7 25 22,100 25,400 1,090 76 13,400 15,400 1,090 62 '*':-iz,A.,4i 2 x 10 1.5 x 9 25 32.900 37,900 1.390 158 20,000 23.000 1 390 129 *'"4''= 2 x 12 1 5 x 11 25 44,300 50,900 1,690 285 26,900 30 900 1,690 231 2 x 4 1 5 x 3 5 8,730 10,000 613 10 4,590 5,280 613 9 5,' 2 x 6 1 5 x 5 5 19,300 22,200 963 37 9,450 10,900 963 33 M Southern Pine 2 x 8 1 5 x 7 25 30,200 34,800 1.270 86 15,800 18,100 1,270 76 CO 1 2 x 10 1 5 x 9.25 43,900 50,400 1,620 178 22,500 25,800 1,620 158 to Z 2 x 12 1 5 x 11 25 60,100 69,100 1,970 320 30,800 35,500 1,970 285 2 x 4 1 5 x 3 5 5,740 6,600 473 8 4,020 4,620 473 I 8 fI ' 2 x 6 1 5 x 5 5 12,300 14.100 743 31 8,600 9,890 743 29 r- ' M Spruce- Pine -Fir 2 x 8 1 5 x 7 25 19,700 22,700 979 71 13,800 15,900 979 67 C7 - i 2 x 10 1 5 x 9 25 29,400 33,800 1,250 148 20,600 23.700 1 250 139 3 2 x 12 1 5 x 11 25 I 39,600 45,500 1,520 267 27,700 31,800 1,520 249 Z D Table 5.4b Bending Member (Joist) Capacity (M', C,M', V', and EI ), Structural r- " Lumber c „ , 4 -inch nominal thickness (3.5 inch dry dressed size), C = 1.0, C, =1.0. l Select Structural No 2 Size (b x d) M' C, M' V' x 10 El M' C, M' V' x 10 PI Nominal Actual (Single) (Repetitive) (Repetitive) Species (in.) (in ) lb -in lb -in lbs. lb -in. lb -in lb -in lbs lb -in 2 4 x 4 3.5 x 3 5 16,100 18.500 1,470 24 9,650 11,100 1 470 20 4 x 6 3.5 x 5 5 34,400 39,600 2,310 92 20,600 23,700 2,310 78 Douglas Fir - Larch 4 x 8 3.5 x 7 25 59,800 68.800 3,050 211 35,900 41,300 3.050 178 4 x 10 3.5 x 9.25 89,800 103.000 3,890 439 53,900 62,000 3.890 370 4 x 12 3 5 x 11 25 122,000 140,000 4.730 789 73, 100 84,100 4.730 _ 664 4 x 4 3 5 x 3 5 15,000 17,300 1.230 20 9.110 10,500 1 230 16 4 x 6 3 5 x 5.5 32 100 36,900 1,930 78 19,500 22,400 1,930 63 Hem-Fir 4 x 8 3 5 x 7 25 55 800 64,200 2.540 178 33,900 39,000 2,540 144 4 x 10 3 5 x 9 25 83,900 96.400 3,240 369 50,900 58 500 ,3240 300 4 x 12 3 5 x 11 25 114.000 1 131,000 3,940 664 69.000 79,x00 3 940 540 4 44 .3 5 < 3 5 21) 400 I 23.400 1 130 23 10 700 12.300 1 ,4 ) , . - ' ' 20 4 x 5 3 5 x 5 5 45 000 51 2 250 87 22 100 25,400 2 2 -1' I i8 '3i) llri rn Pena 4 r 8 3 5 x 7 25 77 r,t)Q 89 200 2, 960 1 200 I 40 500 46 500 ' 96J 1 78 4 < 1 0 3 5 9 25 1 1 1 000 129 000 4 7 d2 416 57 600 66 300 ' 210 1139 ) __ 3 5 x , 1 25 7 ; !)O0 177 000 748 79, 200 _31 100 i = I '364 1< 4 3 5 / < 3 1'3 400 � i I 5 '100 I .'.0 � 1 9 9 380 I 1 0,80n t l ii3O 18 tx5 33x55 1 25/00 33.000 1730 i 13 20,100 23100 I 1 "1U ,8 'nn 3 300 I _'8 0 I 1 67 ) ; ) P;n�? = x'3 �� < i ?5 t `i 3(lq 77 ? i' �4 ' " UO I 1 IOO I '+i , 55 I . : c 10 I 35 K ' t1 .': ' I 45,100 1 1 1 1 ;1li 1 :7 :Oi'i ! 3i 1 in() : 1 1 ‘ e', I .112 i 3i <1' 1'7,: i.)0'i 1'. 7 000 1 3).) 523 /1,100 1 r1, 1 , 4�1 I 51 1 ........ 0 q:4(`J F(112FS: ;.!•11'F k' 1j,5�_)I ,IA'Il iri i VI � t)c751 Lc p...1 e hF {l., - t- 7'0 G✓ h/l ►vg., (.:A., Fr.Q .- p luv, C I'1. -e-- P. N = ID- ( i)( 10 Kto) - 50© 4 C c'' h 'N‘ I 1 I 1 i 1,) = i 0 ( °i,) _). ra P (1- / - 4/ L/() ( ii /: 60 p 1. / V / # t ■ USE -z \CS Z S CZ- 0 tJ i 6 t r ,/ / / ' tj 1 tom=- 5 i 1 L, -- t r tA10 `= I Q ( / ) - p if- rcv--- 0 .c) 90 i ' N 4..t a o ( ' ) 0 � . I' 0 p (r 1 lJ a c 1 4)(G i; F- - 2 - 5 cam" p N 0 r';Zc.. {; (/. l 1? r Y l) 1 7 xlJ= GO t° t-irt lyZC' '( / 1 -1 9 r 7- Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 '.1f1,1 ,f ,f; Dsgnr• TDL $ , 1.1,; { LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair 7,„74,,' • , s:,•`.,,,'4* y . - 7 950 5 ,, 106th. , ort ' and O regon 9 :.. 66 Project Notes . _�.' i ;'-i,, a 3 ,'5.23 .05 43: 7 •T•o Le- ;, -D roes •n el E.D r i- Irntea <0 gEP 2011, 12 03PM [ Beam File. C• \LEAD JOB FILES\2011 Jobs \11 -012.Bnck by Brick.Tigard Commons111 -012 _calcs.ec6 ENERCALC, INC. 1983 -2011, Build:6 11 9.9, Ver6.11 9.9 ia'`i ,. 'r '' 3 ,F',a .t rbiQ�' :# :r ..,.t .+ , .ksa+, :, �s.�KW- O6i){fd�1: �r ��._ � ���-, ., . , �. ; :.. ' . LlcenseVif'EIyERCAEG Deyelo , meiitCente Description : Deck Type 2 - HDR1 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 ---- - - - - -- - -- ------------ - - - - -- -- - - - - -- Analysis Method : Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 850.0 psi Ebend- xx 1,300.0ksi Fc - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling L(0 5) L(0.5) L(0 5) D(0.02). L(0.08) • • • • . 2 -2x8 Span = 6.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 0.020, L = 0.080 , Tributary Width = 1.0 ft Point Load: L =0.50k 0, 1.0 ft Point Load : L = 0.50 k (a, 3.0 ft Point Load: L= 0.50kt7a,5.0ft DESIGN SUMMARY WD,es`r a tlQK•.,` tyre Maximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio = 0.455: 1 Section used for this span 2 - 2x8 Section used for this span 2 - 2x8 fb : Actual = 776.22 psi fv : Actual = 68.28 psi FB • Allowable = 1,020.00 psi Fv : Allowable = 150.00 psi Load Combination +D +L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0 081 in Ratio = 887 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.086 in Ratio = 838 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C C t CL M fb Fb V Iv Fv +0 0.00 0.00 0.00 0.00 Length = 6 0 ft 1 0 040 0 022 1 000 1 200 1.000 1 000 1 000 1 000 0 41.09 1020.00 0.05 3.31 150.00 • +0+L+H 1.200 1000 1 000 1.000 1.000 0 00 0.00 0 00 0.00 Length = 6.0 ft 1 0.761 0.455 1 000 1.200 1 000 1 000 1 000 1.000 1 70 776 22 1020 00 0.99 68.28 150.00 +0+0.7501J+0.750L+1 1 200 1.000 1 000 1 000 1 000 0 00 0.00 0.00 0 00 Length = 6.0 ft 1 0.581 0 347 1 000 1 200 1 000 1 000 1.000 1.000 1 30 592.44 1020 00 0.75 52.03 150 00 +D+0.750L+0.750S41 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0 00 0.00 Length = 6.0 ft 1 0 581 0 347 1 000 1 200 1 000 1 000 1 000 1.000 1.30 592.44 1020.00 0.75 52.03 150.00 +0+0.750Lr+0.750L+0.750W+H 1 200 1.000 1.000 1 000 1.000 0 00 0.00 0.00 0.00 Length = 6.0 ft 1 0 581 0 347 1 000 1 200 1 000 1 000 1 000 1 000 1.30 592 44 1020.00 0 75 52 03 150 00 +0+0.750L+0.750S+0 750W+1-1 1 200 1.000 1.000 1.000 1 000 0 00 0.00 0 00 0 00 Length = 6.0 ft 1 0 581 0.347 1.000 1.200 1 000 1.000 1 000 1 000 1 30 592 44 1020 00 0.75 52 03 150.00 +0+0.750Lr+0.750L+0.5250E+H 1 200 1.000 1 000 1.000 1 000 0.00 0.00 0.00 0 00 -?-0/ ..-7 i . = y" Title • figard Terrace Apartments Deck Repair Job # 11 -012 - =r� Dsgnr: TDL ' te LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair i r',r, • - 2 7 9 5 0 55 10601. , 01 1 and Oregcn 97.266 : . ,, `4... :9:3 "J5 -53 1 503 , 3] - .IS T'oyteLj.+.- EA°co- E,0«1 Project Notes P'n0. 20171E9 2011, 1 1 5,0!11 Wood Beam File. C \LEAD JOB FILES\2011 Jobs111 -012 Brick by Brick Tigard Commons111- 012 _calcs ec6 ENERCALC, INC 1983-2011, Build.6.11 9.9, Ver.6.11 9 9 ; rle:$ r KWr0600024',5 ,, M /' ''. 7 r ": . ; ` _ > W .. 4146ifs IENEK4K.ip4Yelopmenf Cheri Description : Deck Type 2 - HDR1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C m C t C L M fb Fb V fv Fy Length = 6.0 ft 1 0.581 0.347 1.000 1.200 1.000 1.000 1.000 1.000 1.30 592.44 1020.00 0.75 52.03 150.00 +D+0.750L+0150S+0.5250E+H 1.200 1 000 1.000 1 000 1 000 0 00 0.00 0 00 0.00 Length =6 0 ft 1 0.581 0.347 1.000 1 200 1.000 1.000 1 000 1 000 1 30 592.44 1020.00 0.75 52 03 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Deft Location in Span Load Combination Max. ' +• Dell Location in Span - - - -- -- 00859 -- - - - - -3 030 — - - - -- - -- - 0+L 1 . 0 0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.050 1.050 - D Only 0 060 0 060 L Only 0 990 0.990 D+{ 1 050 1.050 • LI i . 7 1 TT PT Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr: TDL Kli, t LYVER ENGINEERING AND DESIGN ProjectDesc,: Desgn for Deck Repair 4. ' ? + ''t ' 950 60 106th %o rand 0,e•cn 97' -66 .'' ' t,, 'r s Project Notes . s u�- os s:., - ;u >ae_ - -as • r04a_y.a� e.o,Com , � e -n m Filmed 20 $EP 20 11 57. M Wood Beam File C'1LEAD JOB FILES12011 Jobs111 -012 Brick by Brick Tigard Commons111 -012_caics ec6 ENERCALC, INC 1983-2011, Build•611.99, Ver 6 11 9 9 1< Eie # 'llOW 600021 rW„ , „, ' , f;:,"..:-" A , t ; ' r t . �,,, ' ti ensB ,,EVER i4L C Ci@Y_,erordei t?�, nt'er"l, Description : Deck Type 2 - HDR2 Material Properties Calculations per N DS 2005, IBC 2009, CBC 2010, ASCE 7 - 05 Analysis Method ' Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 - 05 Fb - Compr 850.0 psi Ebend- xx 1,300.0ksi Fc - Prtl 1,300.0 psi Eminbend - xx 470.0ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0 03) L(0 12) V r j r 1 4x6 Span = 5 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Uniform Load : D = 0.030, L = 0 120 , Tributary Width = 1 0 ft DESIGN SUMMARY :z.-';'190745rritQKFISIO Maximum Bending Stress Ratio = 0.288 1 Maximum Shear Stress Ratio = 0.160: 1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual = 318.77psi fv • Actual = 23.96 psi FB - Allowable = 1,105.00psi Fv ' Allowable = 150.00 psi Load Combination - +-D+L+H Load Combination +D +L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.027 in Ratio = 2225 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.034 in Ratio = 1780 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Co mbinations - Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span # M V C d C F N Cr C m C 1 C L M fb Fb V fv Fv 0.00 0.00 0 00 0.00 Length = 5.0 ft 1 0.058 0.032 1.000 1.300 1 000 1,000 1.000 1 000 0.09 63.75 1105.00 0.06 4.79 150.00 +0+1+H 1300 1 000 1 000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 5 0 ft 1 0.288 0.160 1.000 1 300 1 000 1.000 1.000 1 000 0.47 318.77 1105.00 0 31 23.96 150.00 +D+0.750Lr+0.750L+1 1.300 1.000 1.000 1 000 1 000 0.00 000 0.00 0 00 Length = 5 0 ft 1 0.231 0.128 1.000 1.300 1.000 1.000 1.000 1.000 038 255.02 1105.00 0.25 19.17 150 00 +0+0.750L+0.750S+H 1.300 1.000 1.000 1.000 1.000 0 00 0.00 0 00 0 00 Length = 5 0 ft 1 0 231 0.128 1.000 1.300 1.000 1 000 1 000 1.000 0.38 255.02 1105 00 0.25 19 17 150 00 +D+0.750Lr+0.750L+0.750W+H 1 300 1000 1000 1.000 1.000 0 00 0 00 0.00 0 00 Length = 5 0 ft 1 0.231 0.128 1.000 1 300 1.000 1 000 1.000 1.000 0.38 255.02 1105.00 0 25 19.17 150.00 +D+0.750L+0.750S+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.231 0.128 1.000 1 300 1.000 1.000 1 000 1.000 0.38 255.02 1105.00 0.25 19.17 150.00 +0+0.750Lr+0 750L+0 5250E+1 1 300 1.000 1.000 1.000 1.000 0.00 000 0 00 000 Length = 5.0 ft 1 0.231 0,128 1 000 1.300 1 000 1.000 1 000 1.000 0.38 255 02 1105.00 0.25 19.17 150 00 +0+0 750E+0.750S+0.5250E+H 1.300 1 000 1 000 1 000 1.000 0.00 0 00 0.00 0.00 Length = 5 0 ft 1 0.231 0.128 1.000 1.300 1.000 1 000 1 000 1.000 0.38 255.02 1105.00 0.25 19.17 150.00 72 / • 1 r Title: r: Tigard Terrace Apartments Deck Repair Job # 11 -012 ,. "�' ,, Dsgn TDL ,, '.a , fi ' it { LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair ' -'" 4, '$" . 7 '950 50 106th , o, tend O egen 97260 ,• Project Notes fg "1' ^^ 1'`..° -d•-� , 503 5:53 . 303 45: , -I9 i e!LeS} +., -D rom ,., h,:r -E cot Pnuted 20 SEP 2011 11 I Wood Beam Ale C \LEAD JOB FILES12011 Jobsl11 -012 Bnck by Bnck.Tigard Commons111 -012_calcs ec6 i L ENERCALC, INC 1983-2011, Build:6 11.9.9, Ver:6.11 9 9 t. `: KVi O¢0002t � �' " �� � s ° +,�� LicQnse yENERCAtgpo.eloprnentgtoito, Description : Deck Type 2 - HDR2 Overall Maximum Deflections " Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. " +" Deft Location in Span D+L 1 0 0337 2.525 0.0000 0.000 Vertical Reactions " Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 — — — Overall MAXimum 0.375 0 375 — — — -- D Only 0 075 0.075 L Only 0.300 0 300 D+L 0.375 0 375 • a t ■ ∎ Nip .i° <Pl'CrJ O F 1', 't 1'.4., 0 v 5� v\A \O D �� �j- �. �hJG� -j ,,�, • s l0 T w -4 - ALL = Liu (t) o P It 1C2.0 w, GYJcri --t.- zx = 7', ' si z,(6,. /6 � 1:36 C 2 �r� - , , . ; Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ° ' , ',, ,,?; Dsgnr: TDL ,' LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair . ' � 4 .4 t:` . SE 1060 , ortla Id 'Oregon 4 tt ti ,i t; _ 9 ' ` Project Notes t. ii? JSi_E' sp3 , c_' --0 , T m!a, =. E %^ ^•,rE -G <, --- 7777 - 777 7 -- 7777 -- - --- 7777__ _ _ i'r', :r 205[P 2011, il5 °/:4.5 Wood Beam File: C \LEAD JOB F1LES\2011 Jobs111 -012 Brick by Bnck.Tigard Commons \11 -012_calcs.ec6 r ENERCALC, INC 1983-2011, Build 611 9 9 Ver.6.11 9 9 Li'i'v # i'�W 08000 :1 7S - . , f �, v � �`���*� .� -� � "� ' �,.��„� Lcansee��. � ENERCAI :�Crt7"e,Velogrnent�Center Description : Max PT HF #2 2x6 stnnger span (middle stringer single 2x6) Material Properties Calculations per NDS2005, IBC 2 CBC 2010, ASCE 7-05 - Analysis Method : Allowable Stress Design Fb Tension 850.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 850 0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,300 0 psi Eminbend - xx 470 0ksi Wood Species : Hem Fir Fc - Perp 405 0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.02) L(0.08) V v v • r 2x6 • Span = 7.330 ft Applied Loads Service loads entered Load Factors will be applied for Fa r c Uniform Load ' D = 0.020, L = 0.080 , Tributary Width = 1.0 ft DESIGN SUMMARY Desi : PK KI Maximum Bending Stress Ratio = 0.964 1 Maximum Shear Stress Ratio = 0.391 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 1,065 70 psi fv : Actual = 58.64 psi FB : Allowable = 1,105 00 psi Fv Allowable = 150.00 psi Load Combination +D+L+H Load Combination +01 -L+H Location of maximum on span = 3.665ft Location of maximum on span = 6.890 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span 41 Maximum Deflection Max Downward L +Lr +S Deflection 0 194 in Ratio = 454 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.242 in Ratio = 363 Max Upward Total Deflection 0 000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations _ Load Combinabon Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr Cm C t CL M fb Fb V iv Fv +0 0.00 000 0 00 0 00 Length = 7 330 ft 1 0.193 0.078 1.000 1 300 1 000 1 000 1 000 1.000 0.13 213.14 1105.00 0.06 11 73 150.00 +04.+H 1 300 1.000 1.000 1 000 1 000 0 00 0 00 0.00 0 00 Length = 7.330 ft 1 0.964 0.391 1.000 1 300 1 000 1.000 1.000 1.000 0.67 1,065.70 1105 00 0 32 58.64 150.00 +0+0 750Lr+0.750L+1-1 1 300 1 000 1 000 1 000 1.000 0.00 0.00 000 0 00 Length = 7.330 ft 1 0.772 0 313 1 000 1.300 1 000 1.000 1 000 1.000 0.54 852.56 1105.00 0 26 46 91 150.00 +0+0 750L+0 7505+H 1.300 1 000 1 000 1 000 1 000 0.00 0.00 0.00 0.00 Length = 7.330 ft 1 0.772 0 313 1.000 1.300 1.000 1 000 1 000 1 000 054 852.56 1105.00 0.26 46 91 150.00 +D+0.750Lr+0.750L+0.750W+11 1.300 1.000 1.000 1 000 1.000 0 00 0.00 0 00 0.00 Length = 7 330 ft 1 0 772 0.313 1.000 1.300 1.000 1 000 1 000 1 000 0.54 852 56 1105 00 0.26 46.91 150.00 +0+0.750L+0.7505+0.750W+H 1 300 1 000 1.000 1 000 1 000 0.00 0.00 0 00 0.00 Length = 7 330 ft 1 0.772 0.313 1 000 1.300 1.000 1.000 1 000 1 000 0.54 852.56 1105.00 0.26 46.91 150.00 +0+0.750Lr+0.750L+0.5250E+H 1 300 1 000 1 000 1 000 1.000 0 00 0.00 000 0.00 Length = 7.330 ft 1 0.772 0.313 1.000 1 300 1 000 1.000 1 000 1.000 0.54 852.56 1105.00 0 26 46.91 150.00 -D+0 750L+0 750S+0.5250E+H 1.300 1.000 1 000 1.000 1.000 000 0 00 000 0.00 Length = 7 330 ft 1 0.772 0.313 1 000 1.300 1.000 1 000 1.000 1 000 0.54 852 56 1105 00 0.26 46 91 150.00 ? } �r if s:. Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ;� r - �- . Dsgnr: TDL .Y ` *' LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair • vm ▪ ^ 'r '' .„ 7950 SE 105th, '.;.nand ciegon 97:55 Project Notes : 'x'�• " e. -2 -. • i.L - i °S -Zi 1;07..._ - 4S T'o Lev, Elpcom ,., L' .er E,D4cm 7 sd 20 SEP 2011, 11 51$M 0021 Beam File• C.ILEAD JOB FILES12011 Jobs111 -012 Bock by Brick Tigard Commons111- 012_calcs.ec6 — ' n ENERCALC, INC 1983.2011 Buiki 6.11 .9 9 Ver.6.11 9 9 „ t ` KW oeo01021 -, : -- • : lr v° ,. :. ' in w .. ; ' , ,;g ;:" Ltceffdeej ENERCALC D®Vetfpmentigiil erg Descnption : Max PT HF #2 2x6 stringer span (middle stringer single 2x6) Overall Maximum Deflections - Unfactored Loads Load Combination Span Max ' " Deft Location in Span Load Combination Max. " +" Deft Location in Span D+L 1 0.2422 3.702 0 0000 0 000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 — - — — Overall MAXimum 0.367 0 367 D Only 0 073 0.073 L Only 0.293 0 293 D+L 0.367 0.367 Z F` r 4 . "" r" Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 r ' Dsgnr: TDL ' :: '°. LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair .� ; '... ' L . : H i 7955 5= 1r6m ooruand, Oregon 97:66 � , • #, ;�, , Project Notes : t•' , �'. i'i. „, • + 3v3-+3_ - 4 1S i E r L , .tr E ) -- - -- - - -- -- ''�mr'a 25 SEP ^-D11, I i'F7PJA Wood earn File. QILEAD JOB FILES12011 Jobs111 -012 Brick by Bnck. rigard Commons111 -012_calcs ec6 ENERCALC, INC 1983-2011 Build•611 99 Ver.6.11 9.9 t ta f KW.;06000221!.. b,. , t ,, x �,. kt , . W Liei . tf NERC'A E f DO,0o.mei rr, Description , Max PT HF #2 2x6 stringer span (middle stringer double 2x6) Material Properties - _ Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - PrIl 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade . No 2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling D(0.02) L(0.08) • • • • • 2 -2x6 Span = 10.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load ' D = 0.020, L = 0.080 , Tributary Width =1 0 ft DESIGN SUMMARY ',7YAlt]ii:reir4-411:0VW Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio = 0.293 : 1 Section used for this span 2 - 2x6 Section used for this span 2 - 2x6 fb : Actual = 1,093.39 psi fv • Actual = 43.91 psi FB : Allowable = 1,105.00psi Fv • Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5 250ft Location of maximum on span = 0 000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0 408 in Ratio = 308 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0 510 in Ratio = 247 Max Upward Total Deflection 0 000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C m C t C M fb Fb V fv Fv 0.00 000 0.00 0.00 Length = 10.50 ft 1 0.198 0.059 1.000 1 300 1.000 1 000 1.000 1 000 0 28 218.68 1105.00 0.10 8.78 150.00 + D + I_ + H 1 300 1.000 1 000 1.000 1 000 0.00 0.00 0 00 0.00 Length = 10.50 ft 1 0 989 0.293 1 000 1 300 1.000 1 000 1.000 1.000 1.38 1,093.39 1105.00 0.48 43.91 150.00 +D+0.750Lr+0.750L+11 1 300 1 000 1 000 1.000 1 000 000 0.00 0.00 0 00 Length = 10.50 ft 1 0.792 0 234 1 000 1.300 1 000 1 000 1.000 1.000 1.10 874.71 1105.00 0.39 35 13 150.00 +D+0.750L+0.750S+H 1.300 1 000 1 000 1.000 1 000 0 00 0.00 0 00 0 00 Length = 10.50 ft 1 0.792 0.234 1.000 1.300 1 000 1 000 1.000 1 000 1.10 874 71 1105 00 0.39 35.13 150.00 +D+0 750Lr+0.7501_+0 750W+H 1 300 1 000 1.000 1.000 1 000 0 00 0.00 0 00 0.00 Length = 10 50 ft 1 0.792 0 234 1.000 1.300 1 000 1 000 1 000 1 000 1.10 874 71 1105.00 0.39 35.13 150.00 +D+0.750L+0.750S+0.750W+1-1 1 300 1 000 1 000 1.000 1 000 0 00 0.00 0 00 0.00 Length = 10.50 ft 1 0.792 0.234 1 000 1.300 1.000 1 000 1.000 1 000 1 10 874 71 1105 00 0.39 35.13 150.00 +0+0.750Lr+0.750L+0.5250E4i 1 300 1.000 1 000 1 000 1.000 0 00 000 0 00 0.00 Length = 10.50 ft 1 0.792 0.234 1 000 1.300 1.000 1.000 1.000 1 000 1 10 874 71 1105.00 0.39 35 13 150.00 +0+0 750L+0.750S+0 5250E+H 1 300 1 000 1 000 1 000 1.000 000 0.00 0.00 000 Length = 10.50 ft 1 0.792 0.234 1 000 1 300 1.000 1.000 1 000 1 000 1 10 874.71 1105.00 0.39 35.13 150.00 7 7 / 31 s. Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 7 ;, 1: .. s t ; ;› Dsgnr. TDL a` . ''y LYVER E NGINEERING AND Project Desc.: Desgn for Deck Repair ,.r 7 : DESIGN t. , 79 50 SE 105th ='ort'and a e 9'266 � ;, ', ; Project Notes tw.F . iC3 .53 5G U_';75 r >,Le * ■?D;on rL, tr E:DCCm --- ---- - - - - -- ---- -- —_ --- _ _ _ _ ___ Printed' 25 S P2011 1 1 5 7 to i Wood Beam File: C \LEAD JOB FILES\2011 Jobs111 -012 Brick by Bnck.Tigard Commons111 -012_calcs ec6 1 , ENERCALC, INC 1983-2011, Budd 6.11 9 9, Ver:6.11.9.9 i dY .#" 1 k1 "tls00024 nr, -ti ` u>i ' . ` x ,. ` .. . ice± ses' eie Rc a imito merit Ce"dte Description . Max PT HF #2 2x6 stringer span (middle stnnger double 2x6) Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Def Location in Span D+L 1 0 5098 5 303 0 0000 0.000 Vertical Reactions - Unfactored Support notation Far left is #1 Values in KIPS — — — Load Combination Support 1 Support 2 Overall MAXimum 0.525 0 525 — — — D Only 0.105 0.105 L Only 0 420 0.420 D+L 0.525 0 525 • ,37 • € ; RU CT U R q 2 v'pPRc, F F ` `� � • ttG IN SS > PROJECT STRUCTURAL NOTES: (TIGARD TERRACE APARTMENTS - 12345 SW HALL, TIGARD, ' '3) 5294 - 2 '� 9 r GENERAL INFORMATION: 1. GOVERNING CODE IS THE 2009 INTERNATIONAL BUILDING CODE AND 2010 OSSC. J �? 2. THE PROJECT WAS DESIGNED FOR THE FOLLOWING LOADS: - � •REGON a. LIVE LOADS ` I. ROOF 25 PSF SNOW LOAD WITH SNOW DRIFT T X 0 0 , 9 200 ii FLOOR 40 PSF %" 90 'b. LW' Q � b. GROUND SNOW LOAD: 25 PSF I RENEWAL DEC. 31, 20 c. WIND LOAD: 100 MPH EXPOSURE B d. SEISMIC LOAD SEISMIC DESIGN CATEGORY D SEISMIC SITE CLASS D 3. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WORK.W. 6. ALL FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW OF EOR. SPECIAL INSPECTION: 1 SPECIAL INSPECTION REQUIRED SHALL BE PROVIDED PER OSSC CHAPTER 17 AND AS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS 1 FOUNDATION SIZES ARE BASED ON TOTAL LOAD BEARING PRESSURE OF 1500 PSF PER OSSC CODE MINIMUMS. 2. ALL FOOTINGS SHALL BE PLACED ON FIRM, UNDISTURBED NATIVE SOIL, OR ON ENGINEERED FILL COMPACTED TO MINIMUM OF 95% OF THE ASTM d 1557 DENSITY 3. BOTTOM OF ALL FOOTINGS TO BE EMBEDDED BELOW FROST DEPTH. CONCRETE: 1 ALL CONCRETE SHALL DEVELOP A MINIMUM 28 -DAY LAB CURED COMPRESSIVE STRENGTH OF 2500 PSI. 2. ALL EXPOSED CONCRETE TO HAVE 5% PLUS OR MINUS 1% AIR, BY VOLUME, CONFORMING TO ASTM C 260. FRAMING LUMBER. 1. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH AND SHALL BE GRADED UNDER THE MOST RECENTLY ADOPTED RULES OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) 2. ALL BEAMS AND JOISTS SHALL BE NUMBER 2 OR NUMBER 1 AS INDICATED ON THE PLANS. 3 ALL STUDS AND BLOCKING SHALL BE NUMBER 2 4 ALL LUMBER IN CONTACT WITH CONCRETE OR EXPOSED SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD C -2 AND SHALL BEAR THE AWPA QUALITY MARK. 5 ALL GLULAMS BEAMS TO BE 24F -V4 TYPICAL, 24F -V8 FOR CANTILEVERED OR CONTINUOUS SPAN 6 ALL LVL LUMBER TO BE MICROLAM LVL OR APPROVED EQUAL. 7 ALL PSL LUMBER TO BE PARALLAM PSL OR APPROVED EQUAL. TIMBER FASTENERS 1 ALL TIMBER MATERIAL SHALL BE FASTENED PER OSSC TABLE 2304.9.1, "FASTENING SCHEDULE" U N 0 7 .m 3))j \f PS1. C G= N C.` ) Wit.. / (f 1 -4 \ li OF:# Pcs.lr i F F,. ; rya' :t,,V2R1.; �J. f -=ltt .'ti lV.4tosr. 3 r -� . . i .. . i �� . RI + o + + � i +aac ., -z+ ar ? �n ... ,......,_,,,,...„,,,,-,,,,, r_-=aa.r �s.�x- +s .� � �- '^2$_;^'^15 Ai _ _ - — 1 _T 1._ — I 1 — 4 1 { j I 3 c ) 3 °x3 ° It )\ rill ct F-\` p� C—Q L 5 4 C ( miry S 1sucruR 4 ;eo -s. (� 52 99.4, �, �' 1 *, . -; I f S � �DSr��J l�(? A� OREGON �� "1l� ` 9 20 T9O, D. LYVE.c • ! �� S i 4 V✓1 TZ Or — I RENEWAI SEC. 31, 20 I$ / CND A. Y/y PS L L4 cq 0E- L. cid iNci-fq sric,--A, ,..-z m / I S7 tLn DnJ jPr\ r �-( i i i ! 5,- L.,..,0,:t#,_ X01.' Z rAmr (6--)L4 ` cz► r:-/ SPQ.dA34.!!L- I t 5 1 F c -p t o d � ft-kv 1.4 - (42y e)1 gi\-2 44-A. 8-F-FL I ' * - C'J ---- siFtuCruR44 ° 3 C P , 0 % . NO t ;•.' -- NG s i ? .1i y , , -3- Pc-E.-14/m- 6' „ 52 t. % / £ r 1 Vtia_4l°I +R EGON - �' , l -� ®Z Y,, '42x9,2 \ a I �Lle > —. { '9° D. LWEA �� s F-- r -- RENEWAL: DEC. 31, 20 1 ' r,i.Arcts... 1-r - b - 7 Ci2) . �, I e, S LC? (C: W Pr l? (AIN) ) D 'r i'`f PC I Z utu \ LI i Z3 zS , Z1- 1 12-Ori L. y i L L..v a c l zroc- ,,.-- ,E zX z.. p 1(..).-c -,-- 5 , 92 y 'lir . * i'�nIN (3) ID SL2c.rS ►sow ���� l 1 'i-" e 1 ' 141 s i IF zit o 1::::: \ - 4-y �?-c,M o 116- G) 'l r' -- -/.. -7.--- 7.' 44 / (�) t.i / r) Str - - 4 - 6 3 (N 2Pl `f C. fa- i!'1 L � # / . s ./� j (N) /0 c G.R- -...✓, i rt.) (i :- rt.) P ° �T 1 r -�t M U 4 MB A 0 � � 52 .sa e 1( 1 �(� Lo win.. L " � "' OREGON Y U. LYVE'' ' II P6 t,� I RENEWAL: DL _ 31, 2G_ 1 ILr ?c I, DP r p fJCr. 0 .-' Sct n o A) t 1 e I 1>t 3/ I Ne '' v I : oc.. c n oc, s. 19 fry\ i& Y \\c- „ i k I MIL l scrry Prt...61/4—f . (t9) LhtG Pr (L r., . ►iG•.us ,..14,....v... ..c. 77 TO (& ) Lo akin- Vii 1 G P f LD t4d(4 Fc)2 6..L0'N - Cr" 4 5 - cauc \ 'S, � �NGINE / 1 Si �Ll p Q > 4..,-7.- 5299 ° ` Ir /4 p �` O' ON . ..01.[..-' i ✓ ULY 9 2c'o. , 0 Q om. T. .. ` . y 0. L` v -c" RENEWAL: DEC. 31. 20 ill ..,_...rte,, I F () !Z 0PK 12.- Pi w___ • 7--n oN T'`/Pg_ 1 CI a-t_ X3 slc luc TU 1 c , aeo P R OFFS mil, 0 1 EF. >n �� 52i;94,fi 9' ' GO • /f r ti C) t& - LYV' 1 E. 1 I RENEWAL: DEC. 31, 20_14 I I 1 I '"--f------a—"r"%'s'%."-*'■.,...,, 74 ,,r31—) eia_cy? 1 / // c' A , , 1 . (-. ...... wi 1 1 I x 3 r' tztp, fJcrt IL AT (iJ ‘ i e-+ 0 ;Cc--" 1. J ic.,.1 /'ri 6 1 11 `1 I 12-1 G.( Oe --- IA/A' -e._ 3 ..,''....._ � r Iry " Lt-o4_01_ f ' ' 1 PT" , pa>7" .4, h q Z-4 o tt— I F Nei r Cti >. ' PT P0).7 _ , .s ., S b . SS a C,,Tu 7 (,s � p,F t y ; 0 4 52 if' 4 P I % / l r r y "' i 1 , i ,,r / OREGON C Y g 20 D. LWF�' RENEWAL' AL' DEC 31, 20 O - / / t-A- 1 'PI a) L.71-0.14.. cya_ Pr ax 6 wl 04 G. ,,,, P. 1 o` .....CP'(4:9 P s_ pcz_v--r\ pC - 2... 0017-5. I,3,s - 9-' 7137 `v CO T 9 . 1 A U C TUR4 E0 P:RO 4 1 .' 52 , 994. '!' LL 'P£ r ^ " fr i b r"' eet'S :: 6.> Z-2 b .: D. LWtA RENEWAL: DEC. 31, 20...Ll j c tiRl 1K C a . I 7 :2- -, P4 d'r TA^ ;( ptr Az to 1 a.-lS $ r : ;� w fit S .41 .., \� t `L _x: lam '-■� - CN)ti PT PO >I on1 �,,` ( tt.. I' PICA' t' P A ()A) I L-9 f G( ?Y Occ... i` 1 x, 7 <E 1 L . ll 1-----..--- 1 / ' 1 ,,..._ 1 i ' [..7 i 1 ' . /..A 1 ,c t ---- j s. ..6N pccet,p,i ___ Q.) 4X6, Pr gNA f7>7 I tip v (it) °Z�c cc e_ r- r ►v t.- 1 L f _ movE a rE l ioE wA `_ i ri -... ' i .. ,j4; I0 c\ A ,.. c '.— . 7.--... Firt.6 . 2_ , ,,cotp n l 1 r) • r . -1,-1----- ( 4`..0 1 -16 , Pi 9 r\A - -L.-L. . "' P . I � h 5� �NG� �N� � Si�� If ( ptsLit ' ?j f (i 5 .2.! # i R:GO Oyp . RENEWAL: DEC. 31, 20 1 i� a.-- rto(%) frr /0 `r V.7) ---) S