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r,hkfl ^,14•pW wa.evu'.ssn r.l�aara cw^aa•...r.....n ,.., -, l - * '4 100 ' � t *lam t+ ic- �i� '''' �4 9 °' s ti- 4 SFP 20 2011 N . ° 1 9 k 6" LYVER ENGINEERING AND DESIGN Ur 1 _ : C '?T' I '00 'Z;i 4_ 7950 SE 106th, Portland, Oregon 97266 { >> ' ` t ' �- Ph 503.705.5283 Fax 503.482 7449 TroyL @Lyver- EAD.com www.Lyver- EAD.com • 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. 5.1 R U:oT`. 4 , 4 a .o PRc -$. /e; NGIN F i d Q ' , y �< a CIWOF TIGARD lik '' !r r Jpproved .• iA.I.l.... [14/ / fi° f " ; �,, ' Conditionally Approved [ ] o GoN See Letter to: Follow [ ] `'�cr • 20 v �, ' Attach [ I "' 'M o. LrvEa' Permit Number: : I RENEWAL: DEC. 31, 20423 $y: Date :-V4= ( / Job Number 11 -012 September 20, 2011 OFFICE COPY B uP _.01(.-0012e, 6 a z r A.o--�� (,�. `Qua l�- �A -c_�_ �� -g-co - Acr_c_ el.-_-_,-*( —7 8 -7 07, ) -7,40‘ - 00°X)4\-- L 2 ¶ j L z ) 0 0 sd5t --a) 00 -1-) --t •s-v d 0 / _.4 .-J 5 * Oh 7 rn j --, Ns/ civ o-) - C 1 617) • ) ro<1 j, 44 '' C - 4 4 -(11 / oz,/ cv r•-•1 I • c3 7 c yr' (- \kv %Si 6 - 34 -. 74,•) r;1 4: ..0 7 ,1 C ) - kc N •1 co-* ifvv c)oo 0.1 • ,„ t i )(Ai,/ 2 1 I — ,0\ r_rtiakill -5 el 4100 PCk t`^- r A doc)4! ( ( - 7 0 ./ LOQ 5 I ri‘ 9 Xb (1) ()i ) ) 5 dcrz ( ) 4 1 4 ooi _dsc) rir't rA( 10 -AO L 00 -u00-1 ldy ) oov OCreJ " r -144 -- Adoon__1 Q vco _L d (Li - at-vv 5 10 1 rl QR) a 9) " c „ Dent G N - (txLl 01- 4 Z 3, L (e,(47 1!rs r) ' 1)e Po It re: (9,c- 4 3 x 3 ( Z, 1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 4) t r, Dsgnr: TDL $ ' 4 LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair r ,..., i /950 5E. 106m Po/Land C e cn 9 , 4 . Project Notes t ? � ..: � ° •- x:' 7i 5: z0 iCi 422 ' -JV • iroy!,,,:• ?sD cam 77l,^ e i,D:cm rnntec 20 CEP 2011, i i 57A4.1 __ Wood Beam File: C vLEAD JOB FILES12011 Jobs111 -012 Brick by Bnck Tigard Commons111 -012 calcs ec6 ENERCALC, INC. 1983 -2011, Build 6119 9 Ver 6119 9 ci kTiiKW 000002.45. 0M. riMA rt Z License ENERGA Pe ORWri fifiCrenteyr Description : New Carrier Beam Material Properties Calculations per NDS 2005, 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 - PrIl 2,500.0 psi Eminbend - xx 914.88 ksi Wood Species : iLevel Truss Joist Fc - Perp 425.0 psi Wood Grade : Parallam PSL 1.8E Fv 190 0 psi Ft 1 ,755.0 psi Density 32.210pcf Beam Bracing . Beam is Fully Braced against lateral- torsion buckling D(0.45) L(0.65) 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 ,-.0'-`:,10:cariKf:Q.Kalitlk 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.O0psi Fv : Allowable = 190.00 psi Load Combination - *D+L+H Load Combination a -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 Cr C m C t CL M fb Fb V fir Fv +0 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.354 0.352 1 000 1 000 1.000 1 000 1 000 1 000 8.10 850 15 2400.00 2.19 66.95 190.00 +0+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 0.00 000 0.00 Length = 12.0 ft 1 0.738 0 734 1.000 1.000 1.000 1.000 1000 1.000 16.88 1,771.14 2400 00 4.56 139.48 190.00 +0+0.750Lr+0,750L+0.750W+1-1 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+0.750S+0.750W+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 +D+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 *D*0.750L+0.750S+0 5250E+H 1.000 1 000 1.000 1 000 1 000 000 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 � 7 ck & , Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr: TDL -` 4* •t, LYVER ENGINEERING AND DESIGN Project DesgnforDeckRepair 7950 S 106th ?trtiand, Oregon 97_66 Project Notes ,,,. > ;r3-� <�__' i0; ;__," -75 yla'u a'; -D co* ,.r l• x 20 SEP2011, 1157200 Wood Beam File: C:ILEAD JOB FILE S12011 Jobs111 -012 Bnck by Bnck Tigard Commons111 -012_calcs ec6 ENERCALC, INC 1983-2011, Build:6.11 9 9, Ver:6.1199 1 IK1Nw06©002?:5 W.MO 4W w �a NLIte_f se E ERA L 149:61 er t den #erf Description : New Carrier Beam Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "' Deft 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 -a ' ' 4 ' -- LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair v . " -.; ; -r, •, 'r 7950 50 106th ?olland Oregcn 97 -'66 Project Notes : .p. =v -' . ■ 5C - S! z» '55'i ' -45 o ;la - .. E co ' ,,m L,^ e, E - D., � P, mtea 20 :',EP 2011, 12 03F'M Wood Beam File: C:ILEAD JOB FILES1201I Jobs \11-012 Brick by Bnck Tigard Commons111 -012_calcs.ec6 t, ENERCALC, INC 1983-2011, Build 6.11 9 9, Ver..6.11 9 9 w t ofr a, iKwI060042fit ..y :' .. � -:... - .' - ' .. � ,, ^'! qm,z,z twLlcens_. eeENERoo:c3 [T"evelapment;c.ente 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 -05 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 32 210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase D(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 a(�050ft DESIGN SUMMARY y ;Desr• ;?N`G 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 = 1,496.10psi fv : Actual = 342.86 psi FB - Allowable = 1,495.00psi 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 It 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 Cr Cm C t CL M lb Fb V fv Fv - - - - - - - - 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 1 000 090 612.04 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+1-41 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 4 40 342.86 180 00 -D+0.750Lr+0.750L+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 1000 1.300 1.150 1.000 1.000 1000 188 1,275.09 1495.00 3.75 292 21 180.00 Length = 0.50 ft 2 0.853 1 623 1000 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+4-1 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 +0+0.750Lr+0.7501_+0.750W41 1.300 1.150 1.000 1.000 1.000 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 1.000 1.88 1,275.09 1495.00 3.75 292 21 180.00 - 1/1 - : Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 * "`'� 4 J Dsgnr: TDL • °; ' E. ' ' ' LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair , ' " e '95U '- 1 h v I d Oregon 9'- Project Notes . 5' +x... `� =Gi' E E.a su.Ji: 7 -1s ,.; r'nn,cd !U SEP 2011, 11 57AN1 Wood Beam File C \LEAD JOB FILES12011 Jobs111 -012 Brick by Brick .Tigard Commons111 -012_calcs ec6 A ENERCALC, INC 1983-2011, Budd 611 9 9 Ver.6 11 9 9 i „ -, KW O6OOO2t5� R , 1.;~ 4. �--. ;xE Iti C t; tern l�rcense ".._ NER6 < .. ,_. d v,,ekd ®nGen .:, Description : Existing 4x6 floor beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr C m C t CL M fb Fb V fir RI +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+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+0.750L+0.750S+0 5250E+H 1.300 1.150 1.000 1.000 1.000 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 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. '+ Deft 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 -0.137 2.737 D4. -0 232 4.632 • 1. 1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ¢i Dsgnr: TDL - s ; #'-' ,- LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair s ? •z ^ *= r - 7950 SE !06th, 'o'tVand C•tegon 97266 Project Notes : • `u, . r A t , . : k r A i f ,: , 305 - , ;! 3:$5 . 303 - =49 7•o;lr..i e• F. co ■n• L•/ er E -D corn, -_ ___ -- _�____ -_ _ Pr,NPd 26 SEP 201 I. 1 i . •r:9Pld Wood Column -= ---1 ENERCALC, INC 1983-2011, Build 6.11 9.9, Ver 6 11 9 9 1 T ', ingenV W • : R ' "5 "ailacer see ENEREAIMINKCto melitiC.erlter, Description : Crawl Space Post General information _ Calculations per 2005 NDS, IBC 2 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 ( 0�._c7 .''r •.urn -cie) , :lf2r C,: /CL /x r,ti i Exact Width 3.50 In Allowable Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 g Fb Tension 900.0 psi Fv 180 0 psi Area 12.250 in "2 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 inA4 Cm Wet Use Factor 1.0 Fc - Prfl 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 ( r 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 -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 +D4 -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 13.214k A lied Mx for load combination . n/a PP 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 +0+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 + 0.4018 PASS 0.0 ft 0.0 PASS 5.0 ft 40+Lr+H 0 9806 PASS 0.0 ft 0 0 PASS 5.0 ft +D+0.750Lr+0.750L+H 0.8359 PASS 0.0 ft 0 0 PASS 5.0 ft +0+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 . k k 13.214 k I , . . . Title : Tigard Terrace Apartments Deck Repair Job # 11-012 Dsgnr: TDL E •••.:pic:,,,,1 .,[,,,,,, „:„.,.., LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair -- , SE , i ,_,,., ',-. 106th. ort,a1,1 Ctegon 97256 Project Notes oi '',....,K ,.t . 351'05 5:53 ! $C345.. 7 .43 l',/,..e.y., 3 co 5• E AD:ca, Evted 20 SEP 2011, 1119AM —1-1- Wood Column ENERCALC, INC. 1983-2011, Build 611 99, Ver6 11.9 9 ',I _ Te .fithinaMitirkeiM ',. ' Wer 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 D+Lr 0 0000 in 0.000 ft 0.000 in 0.000 ft Sketches , ....., , .-, . .. .., ... , . ... 8 , - ., • • . . . , - , . ' ''. 7 ' -+. =, ' .'-,,, .•... - 4 f i '.:' ;..:•''':', \` ' ' ..r. ',.: ,,-, : ' . 1 f • ' . .. ' — 3 50 n • Loads are total entered value Arrows do not reflect absolute direction • TO/ 7)-1 L .5.I 1� 1 •T civ v cfv d — Lk a 0GE( 1 X111 . i II C 'ari ` 1)(1 /, )( " ) 4 �"' 1� (1/5,.)001)(P mo QC)/ "✓ r� 1 5 01 1 t7 ", JA —IJ 'n - d 01 ® (1.41h) Oh —11 i 0 ) `'i 8 I s , 1 141 1 t Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ' • . "x ' Dsgnr: TDL r .. ; LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair s; , ;.4..g. 795C 106;n oit!a' d O'egcn 97.56 Project Notes : - 1 5 , - J 5 5 . 5C54:.: -45 ; Lt. e•- D co- . , L, er E -Drom Prated 25 5EF 20 i 1 i 1 57AN1 Wood Beam File C 1LEAD JOB FILES12011 Jobs111- 012.Brick by Brick.Tigard Commons11l -012_caics.ec6 w . ENERCALC, INC 1983-2011, Build 6.11.9 9 Ver.6.11 9 9 r` "_ - 06a0d2V ZA a , ,';,ValirthMOSAIIPOSsfi r ..n21,4%~gicen' seelAENEk?CaMDevefblimen#iCenW Description : Type 1 - Upper Landing Header Material Properties _ Calc_ula_t_ions 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 pot Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0 03) L(0 12) D(0.03) L(0 12) • + v 1 r v 1 v I 4x6 4x6 Span =5.Oft Span =1.0ft 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 1f e"OK 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 fv Actual = 25.44 psi FB . Allowable = 1,105.00 psi Fv • Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L +H Location of maximum on span = 2.385ft 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 C r C C t CL M fb Fb V fv Fv +0 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 +D+L+H • 1 300 1 000 1.000 1.000 1 000 0 00 000 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 +D+0.750Lr+0 750L+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 +D+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+H 1 300 1 000 1 000 1 000 1 000 0.00 000 0.00 0 00 !2.1 _ , _ , ..,.,, ;:.,�,: E -- ` .r i. ' Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 'j:G . `1 T Dsgnr• TDL Nfi' ~ kiv Project Desc.: Desgn for Deck Repair • .£ ; s' .; � LYVER ENGINEERING AND DESIGN I ' '` 75C SE 106th -o t and Cie on 9%a6 Project Notes 7 W 4 i0> -i1 >.u. 1U343_ 7-4$ , 7•o, L2 d' :: ^D or .., L/'. it E -DC:in Punted 20 SEP 201 I. 11 574M Wood B @8111 File: C \LEAD JOB FILES12011 Jobs111 -012 Brick by Bnck.Tigard Commons111 -012_calcs ec6 - ,k# .1K{n/ -06��f121 ENERCALC, INC 1983-2011, Build 611 9 9 Ver :611.9.9 . °4 �n : _t 4, f : , ;-- ,Lf nsa@ ENERCAI F, ITEIV OOKO° Gen : Description : Type 1 - Upper Landing Header t e Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr C m C t CL M fb Fb V fv 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 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+0.750Lr+0.750L+0.5250E41 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 0136 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 1000 1 000 1 000 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.213 0136 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. " " Dell Location in Span Load Combination - Max. " +" Defl Location in Span 0+1_ 1 0.0306 2.500 0 0000 0.000 2 0 0000 2.500 D+1. -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 1 / ) 1 ;�, -* Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ' i : :5 Dsgnr: TDL A "� : LYVER ENGINEERING , , AND DESIGN Project Desc.: Desgn for Deck Repair r s4' „, 7950 SE lllbth °orrand, Oregon 9726e s -,5 _3 Project Notes : �,. .. sC; +3_7.15 �; lx_ y�.a� - NDcer� •��L -- -- - -- - -__ -- __ __ _ -- -- -- -- __ Primed 20 ,EP 2011, 1 L45PM Wood Column ENERCALC, INC 1983-2011, Build:6.11 9.9 Ver6.1199 p i # KW-t0600 2r1i5 ; fit a Sia** ,r M l ' leiend..OWENERCALCA event prftentt Ean e Description : Type 1 - Upper Landing Post • General Information _ Calculations per 2005 NDS, IBC 2009, CBC 201 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 1_ -;_,1 :or hell - 181 %'! - i. /r7h,:n i 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 Area 12.25 in ^2 Cf or Cv for Compression 1.150 Fb - Tension 850.0 psi Fv 150.0 psi lx 12.505 i Cf or Cv for Tension 1.50 Fb - Compr 850.0 psi Ft 525.0 psi ly 12 505 inA4 Cm : Wet Use Factor 1.0 Fc - Prll 1,300.0 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 ' - Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr • Repetitive ? No Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 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 he 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: 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 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+0750Lr+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 Comb ination 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 D+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 ICi >1 Title : Tigard Terrace Apartments Deck Repair Job # 11-012 • Dsgnr: TDL ' LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair _ _ ,950 or.. 106th -"who'd, Oregon 9:266 Project Notes : 4 ;' 5C3 - )5 50341:7 • T e E ;cm primed 20 SEP 2011, 1 1•19Ato Wood Column ENERCALC, INC. 1983-2011, Build:6.11 99, Ver6.11 9 9 VralcikaKW460002:10Waill'EMMKetz =i°;;I,V7 Description : Type 1 - Upper Landing Post Sketches 11q1c • - , , x 2 . - • . „ –• • . - • • • - ' ' 1 • 3 5o Loads are total entered value Arrows do not relied absolute direction • - — . f 1 0, 14 i t � �s� _ 2 C JV x 7 •0 -241 l ti i, 6..v -5 1 c M 1 --1 p vA CD V =4. ( -.7. \Ai Z hu si •zi m ® opt - a. a__(-) - )r - ) I d `4.1 e I d a- 1 5�� LLn n w, 1 '0 1 17dS _1 ti -,nt r'\ X 001 (-). -6 0 co ! ` Do it C'p2 4, 1 •',:!� r+t i ' .:.::i ;t'.Rxr'.'>Yt §«. -i: r � ?- ..' x . l+ -t .;';si ° }' .; {'-' r ti rea TM cc. * ' 1z :izt ^c,,it` i 41. ",) 7V - . * ' f., C. )t.,,l n; ? - Iv •„ t .,,, , ,. : ' `` ru L rJ�J-. Table 7.10 Floor Joist Spans for Common Lumber Species • 4F �, ( r 1 . _ (Residential Areas, Live Load = 40 psf, L/o = 360) - - - - - -- ---- -- Dead Load = to isf Dead Load =20 esk 286 2x8 2810 2x12 2x6 2x8 2810 2x12 Maximum Floor Joist Spans Joist Spacing Species and Grade R. -in ( ) (ft. -in) (R. -m) (ft-in.) (ft. -in. Douglas Fir - Larch ) (ft. -ut) ft -in) (ft. -in.) SS fI --4 15 -0 t9 -I 23.3 Douglas Fir-Larch I I I 1 19 - 1 33 - 3 Douglas Fir - Larch I O 9 14 - 5 13 - 5 22 - 0 10 - I 1 14 - 2 14.2 13 -0 2 17.4 -'0 -1 Douglas s3 0 I 1 uglas r ,, 8 11 II -3 1 - 0 8 13-6 lfi i i H _ e ma i F . y. n} "SSA r 1 Q 9 ` 14 =�I' 13 9 l6 0 8" i .. 10 3 12 7 14 1 Do Fir-Larch Er � Fi «, st 17't ,� Q ! 8 y a - 3 :� ar#j- t, m ^ m r.. 7 Ae °Fitt,., ' t t , .I A .v - 7 r I i 6 f'A , "' r • 0 - -3 L8 M1 0, 1 ' L . r �s ' t• � Y21,: 1'' d'�� ,ss,44 ,� 1 r '!6 • ^�-�shit? w -1 EL earPlr{t,gti . ' a t t d 4 1 " -.U'' ;: i � a ( l_ in. Southern Pine a - , 7 SS n '1 i ' " �f ' S - i v 4§ —re t i tiF `t1 a w 1-= Y Southern Pine -8 18 -9 22 -10 11 -2 1 9 's 2 -1 #1 10 -II 14 -5 14.8 18 - 72. 5 I Southern Pine #2 10 -9 18- 2-9 10 -9 14 -2 17 -5 22 -5 10 Southem Pine #3 14 2 18 0 21 3 Southhk Pi - 10.3 13 0 14.9 16 I0 9 i 17 9 I9. 3 a•° - z ll 1 k ft k r ..'t 9 8 1 I 13 - 5 i_ 3 S C Mme - 1'1� .i 67t- ' t . 1 < ,, 1 & " ! " - 1 V ,77 tit , �;; ;; r S pru E t E tn� s � ;�, ''? � ji�'`t'' y � 1 fl s '+ � . 3 _• �'2jj' . IQ� �;` ^ " "r.�`. -� 4r'.i rz �✓It e L f 4 s 3 �, t � �"" "' Douglas Fir-Larch 8 8,. : : .1 O ` SS l - 4 13 -7 10- 7 - ,wh17= 4 = , ..<;' 21 - 3» Douglas Fir-Larch /I - 4 21 - 1 I0 - 4 13 - 7 #I 9 -I1 13 - I 16.5 17 -0 -'1 -i rirti Douglas Fir -Larch #2 9 - 9 19 - I 9 _ g 12 _ 15 0 . ' Douglas Fir -Larch #3 8 12 9 I S- 7 18 - I 9- 3 I I 17 ' ka ,. •�' - � i+a x 7 9 9 4 I- I I 13 - 10 0 y 8 14 3 16 6 F tS1 'Ft[ `v i 1- a a ' i '' t- it 5 ^ -A g ', 1 7 , J . I 10 - 1 1 I H . ? i a , „ • t' 1 0 > ° Xr x*A1 - 1 74' s >r r- 1 '�� f x 4 . 44 , ^ ;w ` r 9 :iT, m ,,,� , n i °w - . _ J ; µ 9 -" d : • i 1 ' s w " `r., , cw i '�g • �il�w: , Y� i t 1 1 = f p,- "' 3 - 1'Q -., - t *„ °' i" ' b 16 in FTc ` h -a " � z S o- ; ��y 3.,.? 17 .. • "11 , '3 s.� °.'' n i "' ` i , ; ' V ia, 7 5 t u" 3 €� „i : °t iQ 1 I f ,ii Southern Pine SS . Southern 2 1 ? $ £ 1.-...4m 9 e a � - 4 x ; ^. °r ”, n tr - 3 4 13 - 4 17 - 0 20 9 s ,. _ .i? a Y,' c',:1h. gz' Southern P Pine #1 9 1 I 10 - 2 13.4 17 - 0 20 _ g { Southem Pine 13 - 1 16 - 9 20 - 4 9 - I I D Southern Pine #3 9 - 9 12 10 16 -5 I8 -10 9 9 12 -10 15 - 1 - 4 19 6 -4 > I 1 2 - 9 14 3 ' nz '� ,. ": s : fit' 3 f 8 - 5 —9 p�r�rr -po P h e', l ,1 ^' , €; r �° i af94 ?!y,". ;g �z- T I O 3 I I 8 f 3 2 1::. $ pr ri ' G ' ine 'F. ix ir x .s L 9a4 M � 4; 15h a C . i =;,s 16 Qi 1` CO I : r� e i e., y , r- ,. x ,? i'.k.4' * 4 � ( % l 4 4 1/4 ^ sta�• r t t , 9 1 • ,s - 1 j 6 r ; .,:, •4, y ; i', ::'::.'-:-.I.1..11?, r , _ 11 T. = Li ne fi 4' -5i « t S"' "a . t;7 7,7 rg ; it - , . 4, o't;�.: #.'t; � T ^`_ t - ' " , � , .1' 'i'= r,,' `1"'' - ; ,_' x'^ ;s11. 6- 3:.1;= _,,.,. m Douglas Fir SS -_ 44, rci g 1 °ti €<fk _.. , i •. "'4i - r * t2 3 .,..: N 12 "6 " ='r(kv is 5 :..• -i ', , x °, 9 - 8 10 16 4 2 ..8' 8' . , i l (!.' -..7, 1, ' ' 2, Douglas Fir-Larch #1 9 ; 2 - 19 - 10 9 - 8 12 - 10 Douglas Fir-Lai e. #2 9 2 1 1- 8 14 - 3 16 - 6 l 4 I5 0 17 - 5 4- 10 I- 1 16 4 19 6 Dougl Douglas Fir -Larch 3 13 - 0 f 5 ! I as Fir-Larch - 9- # 7. 0 8 III l 10.1 1 1 - 7 6- 5 8- 2 13 l i 1 1- 1 t F ' ??^; .•fi +., ' F ': JS ` , 9 "'2+3' '-'44'1' - �-k'-s., Y r 6 2 S _ ) 11 f Itin'F - .: ; s ; �.�.� Vi a,= ;_: ' �:. ul " x ,azx= y�,, r' r -. Ian` I I 6 !rtw' c ? ;,tea . :� „;:_' Nf t!�, .. mot ° r9 =s r y 5. ,- :, 1 E = , :a roma Yg ., ...: 1.L <It1e "'4. D y ;.L2= :i5 =; -- ffz iij Fit „' t , cr �r r , iz�'s 3��u4 3 .1. ”. 3 ; mir. E v? 1 8 4. 5: `": - '41 4;+ 8 ^7 ..Y ` " l:.4c,( 4 7 : ::- Y'�• -' `Q„ '." ,y, ;�"., Q•r.,:- xf •17::.� >=` . , - { 9 7 f�cX - 'i,,c: '11;4. U_ -..nra �� i * .3 ,Efi_ry. ;:'11_zsY ss e '1_ 1 I _ in ... .. , = #3 ,�,�'+ � ..S,r, � ;, ; i M ':`,g=;2 i ,.; .. . �4t' _ „�., em P 6e {I adz ':� r . { :. 1 14 ,_, Sou them ne SS "' � N�::����ai� "- `::��1'��'dri,;� .46. - ,.. • s -��'rs 9 -6 12 7 16 0 6 "'.3 °`` ?:`1 s '' 9 =:g 'yi., iil Southem Pine 19 6 9- 6 M 12 - 7 0 16 - I q -4 12 4 15 -9 19.2 - 6 Southern #2 9 -2 q - 12- 14 -11 17.6 Southe 1 2 - 1 1 5 - 5 17 _ Souther Pine Souh ' -r < S § u3 a - 5 , s 10-3 II 3 13 2 7 I' I 1 0 -I 1i -3 1 Fir" ,`: ~a''' - 1'20(1 4 N 1* %'1' pe r .; :0 4 ' -. S . -- 9 5 I O - 7 I > 1 S "nic m� r � . , y r` h �"' r8y •+r s+., ..� 'A�" 3k�a �r"rz'fi+' k �,, �(� •z0 -',c •f r.; :�, S i- i * jPine ,i r : i , 7 � t. „ s _.,. ,, 6 .1 4 �� , ;€ 44 1 :t, 2;';, _IS,; ,0 :F 7 - f I l s .:.n: - l .#.'• , 4 h '1 6 1 + , 4. , zi . a . r'-sg ` :z8 ,- 'e'.;-' � I^ , `'it ` }x`' -- "' �r �1d, �l�..a, S race Ptrie•i_s:; _ �,:. �?:��»6� j 01� st ° 4 . I :L :� 0 g:3a`xv; "[Q;,;G "< ' fi Douglas i it -N$ o . n..i .Y t °r Yg ,'^ v ui-_ 1 ' "1 Lfi . g it -Lerch SS 9 -0 ^ 12��4 -_:° ` i1,i._ °'fi,'�;1 .z.. 9 - 0 2 =d.1= v • , . I I- I I li - 2 18 5 y 0 - ,r,9.8 -'` "r ' - - -11 , .3:. } Douglas Fir -Larch al 3 - 8 I I- 0 13 5 I I- 11 I5 • 0 i 1 Douglas Fir-Larch #2 8-3 1U.5 1 � 9 17 -7 ' 11 9-6 13-3 14 -i Douglas hr-Larch x3 6 3 I I - 9 - 6 9. 6 t I- 8 1 Douglas 8 - 0 9 -9 1 1; -h Ue u _ 2SS- . � ? "' 8, y-s, ''I714 3:^f; 5 " '„ 5- ` t 3 8 I I 16, ) - t iti -Fir: ,< - :us 1:4= -:.1,1 _ 1; - i : #I 444„;.8,4-1,-,,..; za r, r *=:; h mss,° 8 _ 6._: 11 =3.; Hem = Fir':. "- - .t° : -; -3'z _•.:x'�'Y5':5: -,�'° - `A= - _ - ,4 7- ' L *7I 1 c l.. �•' , i. -S1 "`° 7 ,10 EI:'" =12- H etn Fir - �(.y- ,:j?= - :14- 1: 14 -0 2 -I in ij _' ' 6;_2i'': - - 7 '_; ;:- - . 5.:= -13 7 - 7 9 7 - i ' ` 'it'' 4 !3 - I Southern Pine SS 8- 10 I! - 8 5 4 -II g.l 10 - I. South Southern Pine 41 8 -8 i 8 - f 0 11-3 I -! - II ix- Southern Pine :;2 i l 1 4 - 7 1 7 - 5 S - 8 `� Southern Pine - 2 8 - 6 1 I - 1 13 - 9 I s - 5 5 - t, I I - 0 1 2 - i I; I I A i -2 i - ) E Spruce -Pine Fir •, SS`,, .4 8 4,'• ) .- e I0 - 5 1 1 - 10 0 - 10 9 n' i - n • l Spruce-Pine Fir _ `I.I > -Q - . 14` 0;' - 17 -0 s 0 I ln I I i # ": i.: 8 l; - " 3 '4 II -0 13 -8 5 Spruce -Pine Fir 1 0 ` -=`•'' • 14 - 7 f #2 - ' I ,. 7 5 9 5 11 - 13 - 4 i S race -Pine Fir IQ- 3 4, , -' 14 • 7 7 0 # ' • 6 -2 7-9 . 7 - 8 -6 10 -I 9.6:- ll - 5 - 7 -t Check Sources for uv,nlabiIiIv of lumber in lengths greater than 20 tcet 8' 8 IO - I E - i AMERICAN FOREST & PAPER ASSOCIATION II K4;� 'e r A Y+ " AS ',AYR., U i:� E SUPPLEMEN °` -- . ,r �, , 'y �e,( ; . O A � te ry, ,Y� - ,t -'t 111 �, 2 t ,, r,.. {t 11. .� , �k• 4 k ti . a . ; *t i t ' ��h e: .fig a Yix£ W S. '.�.S ::ta!it ;btgg .. •�W t .. - 1 , . .'i M+1 � » !At ,' �.i,,` �1^i jvizA k ;A it t. , , u.- 1;lw vii' RN .� - . , ...,_ ,� � ni ... J' k.,.. _ � � ... �n Table 5.4a Bending Member (Joist) Capacity (M', CAI', V', and El), Structural Lumber 2 -inch nominal thickness (1 5 inch dry dressed size). C - 10, C = 10. Select Sit urlural No 2 Size (t) x 0) M' C, M V I x 10 El M C M' V I 10 El Nominal Actual (Single) (Repetitive) (Repetitive) Species (In ) (in.) lb -in lb -in ios 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 10,200 990 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 1,6 158 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 4,490 525 7 r`` `-`'' xT 2 x 6 1 5 x 5 5 13,800 15,900 825 33 8,360 9,610 825 27 ry 45ftpi Hem -Fir 2 x 8 1.5 x 7 25 22,100 25.400 1,090 76 13,400 15,400 1,090 62 4``�' ra 2 x 10 1 5 x 9.25 32,900 37,900 1 390 158 20,000 23,000 1,390 129 ��� %+�±*�' y 2 x 1 2 1 5 x 1 1 25 44,300 50,900 1,690 _ 285 26,900 30 900 1,690 __ 231 2 x 4 1.5 < 3 5 8,730 10,000 613 10 4,590 5,280 613 9 3 2 x 6 15 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 I 2 x 10 1.5 x 9 25 43,900 50.400 1,620 178 22,500 25,800 1,620 158 m 70 2 x 1 2 1 5 x 1 1 25 60,100 69,100 1,970 320 30,800 35,500 i ,970 285 V) ' 2 x 4 1 5 x 3.5 5,740 6,600 473 8 4,020 4,620 473 I 8 m ' r - 2 x 6 1 5 x 5 5 12,300 14.100 743 31 8,600 9,890 743 29 m Spruce - Pine -Fir 2 x 8 1.5 x 7 25 19,700 22,700 979 71 13,800 15,900 979 67 C? --i 2 x 10 1.5 x 9 25 29,400 33,800 1,250 148 20,600 23,700 1 250 139 d 2 x 12 1 5 x 11 25 I 39,600 45,500 1,520 267 27,700 , 31,800 1,520 I 249 Z -1 D , Table 5.4b Sending Member (Joist) Capacity (M', C,M', V', and EI), Structural ° Lumber m w 4 -inch nominal thickness (3.5 inch dry dressed size), C = 1.0. C, = 1.0. k Select Structural No 2 Size (b x d) M' C,M' V' x 10 El M' C M' V' x 10 Et Nominal Actual (Single) (Repetitive) (Repetitive) Species (in.) (in ) lb -in lb -in lbs lb -In 2 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-Lar. 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 x4 35 35x35 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 1,330 78 19,500 22,400 1,930 63 Hem -Fir 4 x 8 3 5 x 7 25 55 800 54,200 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 3 240 300 4 x 12 35 5 x 1 t 25 114000 14,000 131,000 :3,940 i 664 69,000 79.400 3 940 540 , ,t < 4 3 5 x 3 5 204100 I 23.400 1 430 23 10 700 J 1 2,300 i 4.3,i; 20 4 x 6 3 5 x 5 5 45 000 � 51 700 2 230 87 I 22 100 i 25,400 ' 24 ) 78 '3outh.:rn Pine. 1 y 8 3 5 x 7 25 77 R 89 200 2,960 200 40.500 46 600 ' 953 178 1 4 x 10 3 5 ti 9 25 1 3 000 129 000 12 740 416 57 600 66 300 l ' '89 '369 - - i < 1 2 3 5 x i i 25 1 15.1 000 1 177 000 - O 748 48 79 200 91 100 1 1 53'i I 304 -� T: <4 3 5 x 3 5 1'3 400 15,400 ' 1' 19 9 380 i 1 0,300 1 1 Ii - ;■) 18 I . 6 7 3 5 x 5 5 I _8 /00 33,000 , 730 /3 20 11)0 '3 1110 i (t) •13 '0(1%').-Pin; - < 8 ;3 r5 < 7 25 -rt '300 j 57 300 i ' _'80 1r;1 34 900 if) 1 j ,, 1 9 1 5 9 .'n i i, '000 I 86.100 : i 345 I ; ri -3 ,.:00 . "3 j 3 �- > 3 5 x ?' 4' 004 j 1 1 1 7 .000 3 ' a,) 623 , 71 100 1(1 700 1 3 ;t,0 ,3 mt.ltICAN F(1f265 I i'Ai' H 155')1 •11 "I(If) ' :1 ea- � pc P1 ? gip ^-, 2. - ,.c, 7P h--! NA ut.- & pw- Jd 11.04 C A.1. 1 v Pk N - La.( 2,)( 10 Ku)) S oo `� .ion .! / - 10 I t` V 1 0 i ( L) .10 P (± / 7% L A) ( 111 1) ': bo p f.t . / i I 0 we - 2..- - s t , / Svc- pt;9vi \ fi itof/-1— cj fl LJ .___,_ t r LJ o L = l o t c 9 / ) — 3® I t t 0 (1;1 r 1 t - ' '-(0 ( I ! _ d 1 P ( f- it J ?-hX G F Sc -- P4-t C c- RO 4 -- r ()S. '7 ) 1 V IZ s2 ( ' o Sr - Y . / k . ) - (0 0 t t 1 S t /9z.0 LI -. r= Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 nom; ^ , Ds 9 nr TDL • � ` f t.."" Project Desc.: Desgn for Deck Repair Y ,,, LYVER ENGINEERING AND DESIGN 950 .. 10 6th 'at:ind Oregcn 9766 ,, Project Notes a .. .. ;- ✓- , 5i3 "OE 5:33 50> -I• 7445 • T ^�; Ley ; -EAO ccr, ,.^ li.erE 'Dm-. ?urre0 20 CEP 2011, 12 03P„1 Wood Beam File. C 1LEAD JOB FILES12011 Job -012 Bnck by Brick Tigard Commons111 -012_calcs.ec6 ENERCALC, INC 1983-2011, Build 611 9 9 Ver.6.11 9 9 t 1 eg# KVV 0.6 t M �`"' ., a .;' . a E tense ANER AWV.D.06lopment1Centef Description : Deck Type 2 - HDR1 Material Properties Calculations per NDS 200 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 - 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 L(0.5) L(0.5) L(0 5) D(0.02), L(0.08) • • • • . ' - -- - r --- -- V - -- -- 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 = 0.50 k a(� 1.0 ft Point Load . L = 0,50 k (a, 3 0 ft Point Load : L = 0.50 k na 5.0 ft DESIGN SUMMARY - -`:-::, , WP:eirritOMIlii.W . 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 Cr Cm C t CL M fb Fb V fv Fv +D -- - -- - - - - -- - -- -- - -- -- - - - -- - - -- -- - -- - -- 0.00 0.00 000 0.00 Length = 6 0 ft 1 0 040 0 022 1.000 1 200 1 000 1 000 1.000 1 000 0.09 41.09 1020 00 0.05 3.31 150 00 • +D+L+1-1 1200 1.000 1 000 1.000 1.000 0.00 0.00 0.00 000 Length = 6 0 ft 1 0.761 0 455 1.000 1 200 1.000 1 000 1000 1000 1.70 776 22 1020 00 0.99 68.28 150 00 +0+0.750Lr+0.750L+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 +3+0.750L+0.750S+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 102000 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 1000 1 200 1 000 1.000 1000 1.000 1 30 592 44 1020 00 0.75 52,03 150 00 +0+0.750L+0 750S+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+0.750Lr+0.750L+0.5250E+H 1 200 1.000 1 000 1.000 1.000 0.00 0.00 0.00 0 00 10/ .,7 i - , ,. .1, - -i,; -, Title : rigard Terrace Apartments Deck Repair Job # 11-012 Dsgnr: TDL - -;' _ Aft ':1;;;; ' '•'-, *'-' I . , LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair ' 6 . , , .. i,. , 7950 E 106th, 'o tIactd Oregcn 97266 Project Notes : • 5C3")! i:S3 , 50341: - ■ IS T E co^ P, r■ , -D CCP Porren 2(1SEP 2011, I I 57010 W File: CALEAD JOB FILES12011 JobsI11-012 Bnck by Bnck Tigard Commons111-012 calCi ec6 ood Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, \Ter6.11.9.9 1 title KW40 .MtlriaNt."1 7.16FAM.:4,A9W.,71,-:NNAMtilMiNtVIOTeilikCiti:IE.14EMAECIPOW161:014:0Kikltil0 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 C CL M lb Fb V he Fv 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+0.5250E+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. "-" Defl Location in Span Load Combination Max. "4-* Defl Location in Span D+L 1 0 0859 3.030 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-s{. 1 050 1 050 ?-11 12! 1' r' i, ; Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr: TDL 'NF' "` ' LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair r ..- :iil--.: : 950 SE 106th Pcitand Ge cn 97266 • -,�,' • 1. , ,,. Project Notes � 's'r + io3 "JE S's' �iG3i� "JS •royta.y.er- E.R�om •�L7•�ar E -D:cm r'i n eo. 20 SEP 7011 1 i 57.:M Wood $earn File: C.\ LEAD JOB FILES12011 Jobs111 -012.Brick by Brick Tigard Commons111 -012 talcs ec6 ENERCALC, INC 1983-2011, Budd 611 9 9 Ver 611 9 9 EZ# xk1A►u06000ZCSV .W . art 1 ilt Lice "'nset ;ENERPAtic;t78vet'tipmenti,GRO Description : Deck Type 2 - HDR2 Material Calculations Properties per NDS 2005, IBC 2009, CBC 2 ASCE 7-05 P 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 1,3000ksi 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 pct Beam Bracing : Beam is Fully Braced against lateral - torsion buckling D(0 03) 12) r v i . v 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 x •, a Desi a nfl0KO,' 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 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 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 +D+L+H 1 300 1.000 1.000 1.000 1 000 0.00 0 00 0 00 0.00 Length = 5.0 ft 1 0 288 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 +0+0.750Lr+0.750L+H 1 300 1.000 1 000 1 000 1.000 0 00 0 00 000 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+0.750L+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 +0+0.750Lr+0.750L+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 +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 +D+0 750Lr+0 750L+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 +0+0.750L+0 750S+0.5250E41 1.300 1 000 1.000 1.000 1.000 0.00 0.00 000 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 110500 0 25 19.17 150.00 72/ -/7 i �� t re. x~ Title : Tigard Terrace A �_�, �, ! - Apartments Deck Repair Job # 11 -012 ,r„ ; _ Dsgnr: TDL 'r.4 - ' ', LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair E E 3 . , gip , • , ., n; xr , n 4 ' -• '950 SE !06tn . uitta.r<i Otegon 972645 Project Notes : . ^?1 Y'. , % {s , 3C3 055.03 503 , To,LeL, 34 ro . •.•L•�•er E.D:om I �p� Pruned 20 SEP 7013 1 157; +d Wood Beam File. C \LEAD JOB FILES12011 Jobs\11- 012.Brick by Brick .Tigard Commons111 -012 talcs ec6 -I * I ENERCALC, INC 19832011 Build:6 11 99 Ver:6 11 99 4- c"'-; KW;-0e0002;k �_ er& '< a � WM tom, ' LicenfOKMN ,EReALgIZIOAfopmentiCentei Description : Deck Type 2 - HDR2 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.0337 2 525 0.0000 0.000 . Vertical Reactions • Unfactored Support notation : Far lett 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 • )t • .7 1\2 , 2tz. 9(1 'Y2 977 15 II 4-, ■ AVA4 - Z A )' 9 e‘- -.) ' - 1 - 140(\i,9 LAA -2.1 d 00 = (1) Oh — -4iOZ =(7?) 01 = -z tiL 0 . I vv\ _FQ u on. -"Al( j "NV I " (\if lot. S N /1'4 a r• c7 \ `- 1's ' h,'r, Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 5., ' :'J Dsgnr: TDL I _ ,, ," ;..r' ' LYVER ENGINEERING AND DESIGN Project Desc.: DesgnforDeckRepair 34 ^' ,, Y4 - -.s :950 SE 109th• , o tfa,td Oregon 97_'65 ,.-- „ - 4- 3 iO3 055_03 +01112: 19 • T e _ co- ..r• L, rE ror^ Project Notes 109 ca 20 SEP 2011 ■ 1 5MM 1 Wood Beam File: C \LEAD JOB FILES12011 Jobs \11 -012 Brick by Brick Tigard Commons\1l -012_calcs.ec6 t. ENERCALC, INC 1983 -2011 Budd 6.11 9 9 Ver 6.11 9.9 Llct'#y KWAosoo02,'t+ t ' V �• H _ a ��a . � .� •� �`,,�:��� ,� Lice�e�ENER4�A #4Ca[3e,�fefoprrlenlEiCentQt Description : Max PT HF #2 2x6 stringer span (middle stringer single 2x6) Material Properties . erties _ Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE E 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 - Pill 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 02) L(0.08) V V v V . , I • 2x6 Span = 7 330 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 :' w, FDesi n` 10.MX 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.O0 Fv • Allowable = 150.00 psi Load Combination +D+L +H Load Combination +D +L+H Location of maximum on span = 3.665ft Location of maximum on span = 6,890 ft Span # where maximum occurs = Span 4 1 Span # where maximum occurs = Span 4 1 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 Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr C m C t CL M fb Fb V fv Fv `0 0 00 0.00 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 1105.00 006 11.73 150.00 +D+L+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+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+H 1 300 1 000 1.000 1.000 1.000 000 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 + -'0.750Lr+0.750L+0.750W+1-1 1 300 1.000 1 000 1.000 1.000 0.00 000 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 +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 = 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+0.750Lr+0 750L+0.5250E+H 1 300 1 000 1.000 1.000 1 000 0 00 000 000 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 4 750L+0 750S+0 5250E+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 7 s l .> 1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ' `' Dsgnr: TDL - :, 'P LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair --.., '‘F4- J R�� c -Zr - 9 10:th >u.tland Oiegoi 97_66 Project Notes: ,. .. ; � • ,:;k o._ �. � -... t ;»._ -iS ' - corL•, ;r E,p -_ Ported 20 SEP 2011. 115%PM19 Wood Beam File. C.ILEAD JOB FILES12011 Jobs111 -012 Brick by Brick.Tigard Commons111 -012 calcs ec6 k ENERCALC, INC 1983-2011, Budd 611 9 9 Ver.6.11 9.9 "reWKW460002 - 1 ` `. . , ..9- 1 " ,- ,„ _ ,;W I , . a "-..' Licerjse7 4ENERCAI IDOyelopment ,Geist . Description : Max PT HF #2 2x6 stnnger span (middle stringer single 2x6) • Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+ Defl 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 D4. 0 367 0.367 • • ?_, t 1-7 -- '" ...• ' "' Title : Tigard Terrace Apartments Deck Repair air Job # 11 -012 P g P P A : ` "r Dsgnr: TDL : ' 4 .{ + _ ; >r,' V LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair ' -5 ; :4 ' 7950 i06m. •'ornand, OF 97 :66 . u - Project Notes �5y; .v ,� -; o,n ,. o_cn °i4 +i. =t; TcyPL. z•i•Dccr - . E =D:on 'nni'.d 20 SEP ^011. 1 i 57A ?.i - - -- ---- -- Wood Beam File. C (LEAD JOB FILES \2011 Jobs111 -012 Bnck by Bnck Tigard Commons111 -012 talcs ec6 y ��yFnc efA s� �y ENERCALC, INC 1983 -2011 Build 6.11.9.9, Ver6.11 9.9 l: 3a' . MWM_ 2 -., w ,A: MCcer>setegiENERGAE?gDeiceio merrE?Genfa Description : Max PT HF #2 2x6 stringer span (middle stringer double 2x6) Material Properties Calculations per NDS 2005, IBC 2009, CBC 201 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 - 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 Opsi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.02) L(0.08) • • • • • • 4 - - i 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 , , :'" Des '= n N -` Maximum Bending Stress Ratio = 0.989 1 Maximum Shear Stress Ratio = 0.293: 1 Section used for this span 2 -2x6 Section used for this span 2 -2x6 fb : Actual = 1,093.39psi N : Actual = 43.91 psi FB : Allowable = 1,105 00 psi Fv • Allowable = 150.00 psi Load Combination -*D+L+H Load Combination +0+L+t 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 L M fb Fb V hi 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 110500 0 10 8.78 150.00 + +L+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 +0+0.750Lr+0 750L+H 1 300 1.000 1 000 1 000 1 000 000 000 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+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 +0+0 750Lr+0.750L+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+0.750L+0.750S+0.750W+H 1.300 1 000 1 000 1.000 1 000 ' 0 00 0 00 0.00 0.00 Length = 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+0.7501+0 5250E+4 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 0.00 0 00 0 00 000 Length = 10.50 ft 1 0.792 0134 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 'r 31 , . : • Title : Tigard Terrace Apartments Deck Repair Job # 11-012 ' Dsgnr: TOL • ,. . kV r zi .4' i LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair 7350 5E 106th , et tlaqd OF egon 9256 Project Notes : • 5C3 ?!1:23 I :.0.5 431" 1" • — 1,,,, E,D,c, ,, inted 2r, SEP MIL I 1 57AN1 W File: CALEAD JOB FILES12011Jobs111-012 Brick by Brick.Tigard Commons111-012 calcs.ed6r ood Beam ENERCALC, INC. 1983-2011, Build:6 11.9.9, Ver:6.11 99 • relre.V.KWA.60021i1Mir '44SartUATM .ERM.CM.0.0 Description : Max PT HF #2 2x6 stringer span (middle stringer double 2x6) Overall Maximum Deflections. Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max "+" Defl 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 • / ry ;--—/ R q4 D N R'A RF STRUCTURAL � "0.1G PRO 5299'"4 I9 ss /O PROJECT RUCTURAL NOTES: (TIGARD TERRACE APARTMENTS - 12345 SW HALL, TIGARD, le r { GENERAL INFORMATION: 1. GOVERNING CODE IS THE 2009 INTERNATIONAL BUILDING CODE AND 2010 OSSC. 2 THE PROJECT WAS DESIGNED FOR THE FOLLOWING LOADS' Y REGON a. LIVE LOADS: • i. ROOF 40 PSF O SNOW LOAD WITH SNOW DRIFT i 0 y V LW b. GROUND SNOW LOAD. 25 PSF I RENEWAL: DEC. 31, 20j2.1 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 FOR 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 O. °37 ''h l�'(d4 G s V (Q . w t 1 1t garism.:�?; 4,sf -n' a wrtrA,.Y.....a's s` a -,tlr+ ,,.. T^ '. ^ iaxraw.- =•s - ^"=- c.- -;,...x r. i :�c— .."4 t , � '. a (,,,,__ \ . if. , i I 4 € 4 4VP " 1 I I I d I 1 3 d i r I i € \ `..■• (1\-)) Z nt tt../;: ..'*".''''''' P r a G��'t.1J L S p `rL. s t Ni-s, PRO 5. � aUC TUR q .O F F - , , ';N Fg s s /p is G� " , 2994 ,. 1 R III OREGON !`11 �-'i��� il i. ✓° tY 9 20 °1 ' 90 �" . LWE S i' V✓1 T�� Or - 1 7z) ��C RENEWAL lEC. 31, 20 Pm �N) 31 ..x/ PsL ri / IL ,© `. ,r. c f) Al*/ Q k -h( y 0 Z -,,- 4`f c3PSE - f i d Plt- L I L i 0_, 110cm— Fres L1 ".... . ' l , / ' (5i" 0 - c -- z--1 - 1 o/...) Pv-^7 f Nd3 y' ?7 c$ Lt .04 4.,.. f 11 Ja p. H Zsi .•- (1.../A14,ER- 4361— a o i o d 6,...ft-,_v -1- t_ )2-`e a1 v I i 2-\ ■• , q ir2 t i 'X? S� F;U c T UR'q � ----; ° 3 0 ?• P OFF 2 OD i .�?.1� e�`5� �GINE , si .3 .-1\ s• ? ' f Dcx.kw�. Ep, 52;994 ° 4 %p 1� ‹.._%., ^' ; ' `' ,•" . /�� �j llll���� . r.' ; h . 9 1 1 " � � L - �./�I1 6F18.- -- Q�:,.r '— (4 1--<4C.. ,,. REGON c J P .. el" T j0 1.Y9 20 4. ^a ,P Gr1e1.4,01S RENEWAL DEC 31, 20.121 / '*".."-----"....-7577—"—"'''''—"i- ',, 0 ' c,_ ft -.taw- y„ R )M OVC 0 rr- 46''oc- � iI ? (lb•.J i' DCZ- I p 67 I l..) N.) 1rS LI ?-3,7--S-1 Z:- , uz 'lc ?0 :1VM3N38 I o t `1Y\( -'"'"d` rY fik0 ? Ne 6 Frr" Il i -,.- --,,- f \ / 19 r?.•- S. tkv\ l'ITTOC... , . R r 4,0„i lit..,3 1 di \ vi,s oyv p„„1/4., .ic ----- " 4 . ,-,_,_, L4„G pr,_ .„.„ r , 'r7 /t ....4_, ,____,._,,r-R-1 1,,t TT L7° CO L.0 QUA. / G, 1 i l — S•RUCT U,4 e • ", e, \ , c � r 1 GIN6 1 4 'si 5299.' . ; .1. a i ry :i W O': ON }' �Y e P Q� • E RENEWAL: DEC. 31. 20 1 .. 1.. 1 (') I Z' 0 P 12- Pig i; -t7 0A) fit' "r'e fI L) cz-t_ Sl RUCTUfj 9st. PRO FESS � 5 ,:94 'L 4 . S f j t 1< w a'' . y , t 'p '; , \ s Tt Y J —3 V 4. GO 1 ; i ' Y9 t. . f C_° r j,srTit '' - -4 YD. LYNIO‘' . RENEWAL: DEC. 31, 20 1 I I , \ . , s r : 1► Si 1170"...1 l z_1 wi ' I )' 4 x 3 �' - gyp, c.-r 2 ,a" 0) ‘ C9_ 0 5 L -1 -- 1 '10 ic Pct" VSIQD I YOG --27\j/ . 0\12-icl› — oftoV& 0 ff . L co4.0& i t, -zxco, 54. .cw •- if f i F-- A.Jei r Pr x6 t Z a I N s, S "r t ^ - ' N .n . L...2.r..s S 4. 9 1 R 71/q 0 / k—o O 1GINE s s, / i 52 41,4 ; 9 ,,, ! y I -4..........s..**-* i OREGON i \ N 'CY9 . 20 0 \ . ' ,9 ' D. LYVFR' I RENEWAL DEC 31, 20 12 j / �. / til-li (6) i."rt t.lit.. (x?._ / I LA- PICA& NI, D Pr 2..x 6 ,.-I 104 C. bk., V 0 1 r d` i p - `' P & per- PC I) N Ii I .c '• -- 7 f3 7 tRU 01.0 4 1kR or 4 C>' 0N SA O 52894 ,1 y S9 / • ."' k : .I OREGON t � �tC C� loiL � U w 9 20 •, 'O. LYVE5'1 i r RENEWAL: DEC. 31, 20 1' it... P,Q I' itfttbrul H -- 5 re-A- 0 / ..,„„ ,,,,,, ,,, t, Pez,t-t cv 9 r 'Ir .bit � d p ., tn L u s- 41 , — 1 \ ,,,,,,,,,,,,,,, / fis ird. ` ` P A () N I 1.-9 -,i_ ., ZY_ /1(? t- 1 &ie -+ . 7 f t 1 6 > y PT • 1 t2--- vas tl ' 17 ft X CZ-e t ry C.-- 1 MOVE p-Ft L °_ °° _- _ S I OE wt 1.-__ 8 ° * 1, $ I . i ) `1 ° i ll F `.6" �`c gp ..�. � N �� .po$r -N. 1 , ,. ... __ 1 k______________ 'LL,..L. i:\.),> t-4>e (0 pi p ifv\ a'crt q r�. $ , c;1 ^1Z Z t �EO 1R !. FS 4 , ��I. 5z sa _ : t • .4 n t 1 t i1/400. ''� ` fN> s 4 � ' - 1 ' !pR =GO " " d' �. LY 2O ' 0 ' D. _ , Y . RENEWAL: DEC. 31. 201 s rlo 0 to rt 1-c7) - 1 Si 0 7