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r aGii LYVER EN AND DESIGN,. H ... 7950 SE 106th, Portland, Oregon 97266 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. sl Rq 4 '� 4 AE GIN • kF N F i szs // ^y9 OF TIGARD ? Approved .� 1 1. .. [ Conditionally Approved [ ] o aoN : + ' ` See Letter to: Follow [ ] ' • zoo' . Attached [ ] , p o. Lvv Q Permit Number: RENEWAL: DEC. 31, 20.4 By: Date: Job Number 11 -012 September 20, 2011 OFFICE COPY Brit P - - .B 8ttp mot■ - t�� s t4 p • • �� EZ po sE of u �- -� 'ta.�s I s to Plb u i - w000 ecr sr. Nbt. A.pr :,-vv1c.ir- C fl -. 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I ' - i • l' ' r 1-T— i ��. -+ °'ter - � 1. i 1 , �, 1 0 t -' T----- 7 C L ky 6 -" /\) . � • ; k I 0 t-.J W o o o 3o-,o v I S I /pp: m. rz • OAS l s6- Q . •: , iy ' • Z ' t, � j v+� � .7 < M/ ■ C c z t pct Deter 4 N W `I O F # Z K4\-) 720 i4". 13CANI,, = z I - l t. ,r�-- 3 ,�w ( 2. ) - V 4Ne 1{ D F1' 2 pest Fr9U^m A- 700.) Sr - zr ,.) - 1317 �s p-,— 1z ' €9.c--- 3 ° x 3 ° F art iva ,-,/ e l 6 (-11-2.-7 / Title: Tigard Terrace Apartments Deck Repair Job # 11=012 1-- ; - Dsgnr TDL t. LY ENGINEERING AND ' Deck , DESIGN ProjectDesc Desgnfor �7 7950 SE 106th, Portland. Oregon 97266 Project Notes : • ( i ' 503 015 :31 r 503.132 7:19 • T•oytewy,e• -!. Dco,n .rm Ly.er E;D tern . Pnnted. 20 SEP 2011. I1•57A1 Wood Beam File: C:ILEAD JOB FILES12011 Jobs111 -012Brick by Brick.Tigard Comnlons1117012_cakre.ec6 . ENERCALC, INC. 1983.2011, Build:6.11.9.9, Ver.6.119 9 a Ic1• ,KW :06001 15,A.'4;2 ?: Y _ - 1v';;' `s, a "r ti tt s,, ,ZL AI:C " 't� ° • • •- � �� ��'` „ ; 'icenseea , , Deyelopment , Center 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 ofElasticily Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 2,400.0 psi Ebend - xx 1, 800.0 ksi Fc - PrIl 2,500.0 psi Eminbend - xx 914.88ksi 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 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling - D(0.45) L(0.65) • • • • • - ' 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 ;; ; - -a' pesigii;OK± 0o 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 = 2,078.13psi fv : Actual = 163.65 psi FB : Allowable = 2,400.00 psi 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 ft where maximum occurs = Span # 1 Span ft 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 S. 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 = 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 . + - . 1.000 1.000 1 000 1.000 1.000 0.00 0.00 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+0.750L4I 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+11 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 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 1000 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 '*0+0.750L+0.750S*0 5250E+H 1 000 1000 1.000 1 000 1.000 000 000 0.00 0.00 Length = 12.0 ft ` 1 0.738 0.734 1.000 1000 1.000 1000 1.000 1.000 16.88 1,771.14 2400.00 456 139.48 190.00 • (3 i • • Title : Tigard Terrace Apartments Deck Repair Job #, 11 -012 %1 ? Dsgnr: TDL LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair • zT.'° .7950 5E 10 6th. Cortland. Oregon 97266 Project Notes • Wi t ; LL'+R' <' ' 503705 5]:3 r 505 7- is • T.o;ley.e'- E4Dco-r ���1•r.tr E:o rom • • Pnnted 20 SEP 2011, 11.'57;0.1 Wood Beam F ile: C:ILEAD JOB FILES12011 Jobs111 -012.Brick by BrickTigard Commons111 -012_calcs ec6� ENERCALC, INC. 1983.2011 Build:6.11.9.9, Ver..6.119 9 1�'.uaRSt'iORttl^st� Llc ; #y,.KVV,06000215 eR �k y 1 Ltcenee3 ENERCA Oeveo ,9ien IE;Center _ 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 fi.600 — - - D Onty 2.700 2.700 L Only • 3.900 3.900 D4-1. ' " 6.600 6.600 • • • • • • • • • • • (9/1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL • LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair 1950 SE 106 ;h. Portland. Oregon 91266 Project Notes : ■ 103'01 5_03 , 56349: --9 • T e t..>.e. EA) corn n a E,D corn Pnnied .0 £FP 2011, 1203PM Wood Beam File: QUAD JOB FILES12011 Jobs111 -012Brick by Bdck.Tigard Comrnons111 -012_oalcs.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.9. Ver.6.11.9.9 tic. # : KW 06000215 Licensee : ENERCALC Development Center 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 1,700.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi • Ft 675.0 psi Density 32.210 pcf 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 - - Point Load: D = 1.80, L= 2.60k(a,0.50ft DESIGN SUMMARY . Desi. n 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 = 1,495.00 psi 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 = 9.500ft 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 C L M lb -- Fb V tv Fv +0 - - -- - -- - -- - - -- -- - - - -- - - -- - 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 14026 180.00 Length = 0.50 ft 2 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 +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 4.40 342.86 180.00 +0+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 1.000 1.300 1.150 1.000 1.000 1000 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 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+0.750L+0.750W+41 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 = 050 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 -7 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL LYVER ENGINEERING AND DESIGN '' -;. f, Project Desc.: Desgn for Deck Repair .'950 SE 105t �o,ttand Oregon 97_'66 Project Notes : • 0!5.33 , 30343:7 =K • Po, L114. r.E.•D coin o*••Lr.a E.D coin _.- - -- __ -- - _ -_. -_- _- ____ _ - Pnned 10 SEP 201 I I t 57AM Wood Beam File: C.ILEAD JOB FILES12011 Jobs111 -012.Brick by Brick.Tigard Commons111 -012 caks.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.9. Ver6.11.9 9 Lie. # : KW- 06000215 Licensee : ENERCALC Development Center 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 t C L M lb Fb V N Fv +D+0.750L+0.750S+0.750W+11 1300 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+0.750L+0.5250E+1 1300 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+0.5250E+11 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 1000 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. ' ' Dell Location in Span Load Combination Max. - +' Deli 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 02 -- - - - -- -- ---------- - - - - -- ---------- - - - - -- ----- - - - - -- - - -- - -- - -- -0.232 4.632 D Only -0 095 1.895 L Only -0.137 2.737 0+1. -0 232 4.632 • • 31 F Title : Tigard Terrace Apartments Deck Repair . Job # 11 -012 f:;= LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair R -: 7 950 S E 106 th, Portland Oro on 97266 Pro ect Notes ' N !s .''�.. •• 50370! 5:53 '50313] ^. + T.o,tey e•iPD .rm L�:er E4):0111 ' ■ Printed. 20 SEP 2011, 11;49A1.1 Wood Column , - - 1 ENERCALC, INC. 1983-2011, BuIld:6.11 9.9, Ver.6.11 9 9 '8 ich # ":KW = 0600021 • ' „ - ti f74:; -, - ,.'" . c�7 c,,zL`iciiiiii • h� _EN ERCALC; Developmenti,Center ' Description : Crawl Space Post General Information' _ - _ Calculations per 2005 NDS, IBC 2009, CRC 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 ( Used for non- slender calculatrons ) Wood Species Douglas Fir -Larch Exact Width 3.50 in 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 P.( • 180.0 psi Area 12.250 inA2 Cf or Cv for Compression 1.150 Ix 12.505 inA4 Ct 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 Fe- Nil 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 NESS ,;;3 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive 7 No I -2rb O '/, Minimum 580:0 580.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 X -X (width) axis : Unbraced Lengths forY -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 Apples 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 : I 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 0 4018 PASS 0.0 ft 0.0 PASS 5.0 ft +D+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 +0+0.750Lr+0.750L+0.750W+H 0.8359 PASS 0.0 ft 0.0 PASS 5.0 ft +0+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 - Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Onty - - - - -- 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 Job # 11 -012 • Dsgnr. TDL LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair 7950 SE 106th, Portland, Oregon 97256 Project Notes : • 503'091733 r 503J3: - -a9 • T a• E•D corn ^r L).er E.Dcom Panted 20 SEP 2011, 11 -19/a.1 Wood Column ENERCALC, INC 1983-2011, Build:61199, Ver6.11.9.9 Lie. # : KW= 06000215 Licensee : ENERCALC Development Center Description : Crawl Space Post Maximum Deflections for Load Combinations • Unfa Bored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance 0 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 1 I � 51' n I Ci Ni l I I SI • aW — • • 3 50 o Loads are total entered value. Arrows do not reflect absolute direction Io i S 1 (civo --IQ/d 731/ZI cad ►,Z1 _10640 _a3 5 1 5 cxif r = a�aN � ill - a qjx tsrt • 0 vrvorvi ( )(pl4o/ 4 isle 01 ; I °1 t+ � dozL_ (141Th) oh _11 4/d O 141ti 01 _ �f1 N "1"15..DC1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair LEI) 7950 SE 106th °ortiand. Oregcn 97266 Project Notes • se: - OS 5::3 '50313: "4 45 . T•a; let, I FAD w•• rc••li.er E•D com - PrmMd 29 ■F:P 2011 11 S/`dl Wood Beam File: C:ILEAD JOB FILES12011 Jobs111 -012.Brick by Brick.Tigard Commons111 -012 calcs.ec6 ENERCALC, INC 1983 -2011, Build:6.11.9.9, Ver.6.119.9 Lie, # : KW- 06000215 Licensee : ENERCALC Development Center Description : Type 1 - Upper Landing Header Material Properties Calculations per NOS 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.Oksi Fc - Pril 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 27.70 poi Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 0(0.03) L(0.12) D(0.03) L(0.12) • 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 Desi • n OK Maximum Bending Stress Ratio = 0.26€ 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 +0+L+H Load Combination +0+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 m C t C L 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 0.07 509 150.00 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 +0+4_+41 • 1.300 1.000 1.000 1.000 1.000 0.00 000 000 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 5100 1105.00 0.08 25.44 150.00 +0+0.750Lr+0.750L+11 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 1300 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+0.7501.+0.750S+41 1 300 1.000 1.000 1 000 1.000 0.00 000 000 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+0.750W4I 1.300 1.000 1.000 1000 1.000 0.00 0.00 0.00 0.00 I -7 .. ED Dsgn Title : r. Tigard Terrace TDL Apartments Deck Repair Job # 11 -012 LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair 7950 5E 106th ?orttaad Oregon 97256 Project Notes: 503 ∎503:3] - :r9 •TniLe.y.a•E=0cor no• VA E,Dcen. __ Pnrted .0 SEP 2011 11 57F41 I Wood Beam File: C.ILEAD JOB FILES12011 Jobs -012 Brick by Brick.Tigard Commons11 t -012 cal s.ec6 I _ _ ENERCALC, INC. 1983 -2011, Build:6.11.9 9, Ver6.11.9.9 Lic. # : KW-06000215 Licensee : ENERCALC Development Center Description : Type 1 - Upper Landing Header Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span # M V Cd C FN C r C C t C L M 1b 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+0.7505+0.750W4l 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 +0+0.750Lr+0.750L+0.5250E4l 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 +0+0.750L+0.7505+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 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. ' -' Deli 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 0+L 0.360 0.540 • 1 3 • • r '. t Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 tit , , Dsgnr. TDL • ;',' 1- ':. LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair • J " j r , 1 : 7950 SE 106th Portland, Oregon 97266 Project Notes : •;r. e E , .t 5C3 054.23 r 503 : 7.49 • T•ny.ey}o {AD um •xn LT. a EMDcem Panted 20 SEP 2011, I 1:49M1 [ Column ENERCALC, INC. 198321111, Build:6.11.9.9,Ver.6.1199 i :IL ie:: #;l KW.= 0600021' Sa�.W �- ��r�tIRkifilff-'; '• - x License's; :; ENERCALCtDevelopmenttCenter> 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 i Us ?d for non- slender calculanonc ) Wood Species Hem Fir Exact Width 3.50 in Allowable Stress Modification Factors Wood Grade Hem Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb Tension 850.0 psi Fv 150.0 psi Area 12.25 inA2 Cf or Cv for Compression 1.150 Ix 12.505 inA4 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 Pril 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 a \'DS ' `t ; • Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr : Repetitive 7 No rrorrt;rn cam, ■ 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+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 • Applied Mx 0.0 k-ft for load combination : n/a 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 : Na 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 +0+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 1 1 7 .$ ) - / • • Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 • ILEILA Dsgnr. TDL • LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair 7950 SE 106th 7ortb3d, Oregon 97266 Project Notes : 503 155:33 '503432 439 • T•oyla: 1.1.5 con+ -.r Lyar E.D cc n' -- -- — — — — -- - -- - - - - -- -- ^rimed 20 SEP 2011, 11 t9AA1 Wood Column ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver6.11.9.9 tic. *: KW 06000215 Licensee ENERCALC Development Center Description : Type 1 - Upper Landing Post Sketches — _ — —_— -- ; G % St; i I I o. o I • . _I `. • as° rl • Loads are total entered value Arrows do not reflect absolute direction • c�1 • 1_00 OR t pH - q If zoo n O O Liv O ft_ sv Z00 'M L C ipLI t3 W1 V PLF C,kcrc V S r SO p (t 40 VOX- 3 p LK. 13 pe. ?OO #d o.Jc."_ p ices TS 729 , = 3 ;, 3 31/41 L-4 2 M= (t-+z) _ y z v /A) i 10 C,Q.c.�..r ,I I ( Z at,,p ‘)S . SC!�twi tlSl_ PA, D %) r Ucci I L /t'a J it ( ns df �x Al Tz7 p - 0)1z-1)- Ly1 7 ;2 g D oti • � 1/ . Table 7.10 Floor Joist Spans for Common Lumber Species (Residential Areas, Live Load = 40 psf, L/o = 360) Dead Load = 10 .sf 2x6 Dead Load = 20 .s( 2x8 2x10 2x12 2x6 2x3 2x10 2x12 Maximum Floor Joist S.ans Joist Spacing Species and Grade (R.-in.) (R. -in.) (ft. -in.) ft. -in. ( ) (ft. -in.) (R. -in.) ft. -in ( ) ( 23 - 3 Douglas Fir -Larch .) Douglas Fir - Larch SS 11 - 4 15 - 0 19 - I 23 - 3 1 I _ 4 #1 10 - 14 - 18 -5 15`0 17-1 2 -3 Douglas Fir - Larch #2 10.9 22 - 0 10 - I I 13 - 6 17 .4 20 - I Douglas Fir Larch #3 8 - 11 I I . 3 13 - 0 20 - I I 8 - 8 13 - 3 12 - 5 19 - H ? rr ,'�( .S "-, .: 0 4 r 2 _ ". 1 13 • ..'- y'°'1 0 _ V 8 1 10 - 3 _ 12.7 14 - I Heriy ilif4 14` 4.3 .1 ' ' a'. 1 t.7 k 4 - f0 " '' v 1. K Art:* f a r i `/t ,= l 4 ;i1 ALI,. _ w v- Fet <. : 'r i �� �y 'rri , „� . . 7h . T ' , ' " ; q` "' . ��^ 'IY,c 'S,.. t a do ,. ' f' �, 15 r"�$t• - ," • r M (-ti I ti r z � �' A"' �d .., w '-wil - 6 fF l t, � f 'r' r,;., .��"[,�! �^ ,17 .1�" jl r4- �: R } p 12 1 n. ..`a e8- e.., �'( ''''4'`f_1:-:4-4;:: t �nfi rR 4' `'_ _ _ Southern Pine ° .L t3 -. F-$= Southern Pine 14 - 8 - " r .. 1 s SS I I - ? sa; _ • t s` l I ' y 3 Ilk . IS -9 22 -10 II -2 'h .18:14i:a_. #1 10.11 14 -5 IS -5 22-5 2-10 Southern Pine #2 10 9 10 - I I I4 8 I4 . 5 Southern Pine 14.2 18 - 0 21 q 18 '2 - 5 aiFC 10 3 i 13 0 1 4 9 16 8 10 14 2 17 -9 19.10 S � i{r x ,,....0 o -3 u fr w iliac - oL;. 17" 5 ? ',- •-t' �ej i t r S e .- '. S .,';. ' ` • ° a .ae >c ;{2'.f r � ' i l > g: ei 11 - i 13, It' i S ;7 �: .: Douglas Fir Lah SS 10 - 4 1 3 - 7 ii ?s 1 7 - 4 :, -fir ' ` Douglas Fir -Larch 13 - 7 17 - 4 21 - I 10 - 4 I4. ,- � #1 9 -II 13 -I 16 -5 12 - 17 ' - - Douglas Fir - Larch #2 9.9 1 - 1 9 - 3 12 - 8 14 - 0 17 - 5 Douglas Fir - Larch 12 9 15 - 7 18 _ 1 Dep as r h r� # 7- 8 9 9 I I- I I 13 - 10 7 - 0 - 11 0- I l 1 - 7 -'b - 4. a.i • .,, fir ikik:A 7 0 8 - I 1 1. , 10 12 • 7 N w it ".� f ,tai ' Ai:, . � ,' - . r :. v . ., 1 4 5� , ,• • ice r 16 in. e h ri; F E i• : y #r' c=t T, ,:_,.t 4'1' c Y -7r ,4 r 'r . • 11 : i ; - .„ &.„.. /, . . j Southern Pin F .. L BF.. �'i y ''-_ - ?10= .. .. 1 � *.' , - -k ii9 * *. - � SS 10 -2 13 4 17 0 'tar ^. ie .1 l 4 Q r ; 'ti cm Southern Pine #! 9 1 I 10 - 2 13 - 4 17 - 0 20 - 9 Z Southern Pine 13 - I 16 - 9 20 - 4 9 - 1 1 4 #2 9-9 12 - 16.5 18 - 9 9 1 2-1 15 -5 17 17 -6 Z Southern Pine #3 - 3 6 9 11 -3 9 2- 15- 5 § -'. ,'e 'kr r , ` ;` 7 - •� . 12; -;:e- •:' : I 11�,5< 3 2 n - � j ° s c ',a' a 4t � i _ a r } �+ r ry 10- y i';"`; , gII -8 Q ticx 13. as S w-:r " � y C , � ' . s# x » . - 1,.• Alec . t' a.• mac.., .12 ■ . 7',7,-.111' ri. ▪ 7 1: eL4.y ` 'a : ; rl CO •. liz { 11��" s � : : 9 , itl '`t a l.d . . [ t y R1 Douglas Fir -Larch r.. - %' $ x 7 - :. , a• �iQ`ri .-: •: r • • ,-,, �:r; :. ' -4 ,, � a SS 9 -8 12 -10 16 -4 1 9 -10 � �q g ..8 - I 0 t. ' ( 6 -� tt'': Douglas Fir -Larch # 1 q • 4 1 4 I _ 1 16 - 4 19 - 6 15 - 0 17 - 5 R- 10 #2 9- 11.8 11 -3 13 8 I5 -II i Douglas Fir -Larch DougI Douglas Fir -Larch #3 14 - 3 16 - 6 8 _ a r- r +o.�^ q 7 0 8- -II 10 -II 12 -7 5 10.8 13-0 IS - I F `1i.:=i =ija_i ?e}y^s t?�'' 9 9 2 �S T 1d, .T l yc' `. �. ;.: - g2::,'!1., _ c7 ' 11 :;...4,, ?; ^< r ;, . t z a �r`� ° _ R ,T.F , - = . i ' Ra-, " .> >2 -- ;k .IS_ F!ertL- _ 4 'L cC x ; .�• :' -� a `�`•.�.'�''• r c � 'z 4 ."....o*:.. �r:Z `.-.'1,1.9f " ,. i - "' ` .- ; �t':° _ �'� -� � r z . = c �:1, c Sc rM1 sue. �_ .. -. - :: :17 ).:>r . i t. .;yl r - I9 15 ii .r qty. 03 -, cry , 00,41 �v e4.--...4,4 't a , 1 a - s- -1 Southern Pine "�� i^ s_': _ Q• _,�- �ll'y8=; ! • - f $• Southern Pm. 9.6 12 r[ ..: -t; . ti'- 6 :: u ; ; ±.T - 7 "` ';'r..9: : . ; = =YI - 6 y #1 9- 16 - 9-6 r Southern Pine #2 12 - 4 15 - 9 19.2 - 9 - 4 12 4 0 17 - 9 #2 9- 12.1 1 2 - I I4 -II Southern Pine 15 - 5 17 - 2 y 2 S' e ,�����^ ry c #3� 8`5 10 -3 11 -8 13 -2 7. I_ 1 14 I 15 8 §'"^ < _-firms" r -, = W .Fi �r" _ Y £ 21 9 - 5 I o - 7 1 2 - 1 Dou las Fir -La ? h':'ti� 7� r � CTa r? _Y.�; : _; :'" ,- t' �1i� a s �.,, i: 14 r��s F SS 9.0 I1-11 15.2 r•. - 0 ' `:7- .k1.` -.::;.A,,‘ .• � r :.... a Douglas Fir-Larch al 8- 8 18 i + ~ 9 0 I I- I t I5 . Q 1 , - II -0 13-5 15 -7 Douglas Fir-Larch 10 5 !- 3 Douglas Fir -Larch #3 6. 3 8 -0 9.9 3 12 9 14 q 7 6 0` (3 14 - i _r_ ,�.: 3 11. I - 4 I Hair ° -u ; $ � i t1A , i- � 1 1 - } , j - y 7 3 8 I Hem Fir,. - _ r L.. . - - fix - ,z,. ;-,.1 . ] r . _ I 1 I 0 • r _,� - 'ax- � ` `y, '� ,.; 'S ' g ' ?° 2'`' - -, - ' 3 ` - I.1 3_, - 4 y ,:.:4,1-.I . - •ry1N- 8 ` -d; ? 16' •Id -x `� ' "• e �'• - _ r : 14'_'= l Heer=Fi -' 'rte c '+« F : vf •-.. F L3 ti3Y� §. $ p T ' • -.r' . - : ' J6 = t� • • ■ -Pi �!•. Z ;•a � - =. F;�• 74 ' `"d••:w.. �.;... °:'• .a7. 10. _ ,t _ ;14 - U ; � . - Hem Fii -' z `1X �, et :• 5�= t (4Y 1. `- lm . • - .� =2w . . � :7-`e. =t.' - , . '0 - : '7 4' 9 3'' 11 =4 I}:1 `= l! _` , Southern Pine 'l L -0 . . ' I SS 8 -10 11.8 5 7 . T - 1'•' 4 - Southern Pine �l 8 8 Id - I I 18 • I 8 - 10 11 - R 14 . 11 1 - 1 i j Southern Pine n.i 11- S 14 _ 7 17 5 q , f i � 9 6 11 } 13 9 II } 13 7 . l - N II f Souther Pine ,,3 7_ h 9- � 8- r, 3. 3 9 7 9 • 10 -5 11 -10 1.1i Spruce- PinCFtr, ;'SS .x 8 -4 ;: . 1 -0 i ?'I . -O :, _ 17 - 4- 8.- 4 8 3 9 'n 5 II Spruce -Pine Fir ' 8.•• 11- 0 I S- 1 I 0-- 1 , .:: • 10. =:3• _ ri : :11t -17 + :'`, - 1 . - _ Spruce Pine Fir " #2- ', 8:•J r^- -: r 7 - 5 Il -6 S.ruce -Pine Fir 1 � ; .3 r. ;x'•32';7• 9 5 13 - 8 13- • #3 6 - 2 14 -0 7 -7 7- 8-g 7 - - .•�g. 11 -Q 13 -a ! Check sources for av ailabilit of lumber in leneths greater than 20 feet. 5 7 7 l 8 8 l0 • I 1 - t AMERICAN FOREST & PAPER ASSOCIATION 1 e':- �'.�. 'i .6 * i asttasaaaa=a∎ ■- ___ - --- - �� •( ''" : i;A "' ";� # O) '„„//:.� 3 1 10,RATRUCT a URO . P MB E R SU kt�.' , , ; z. r ",r =,., . � ' K L2 :tr ;:e. t ^t 1: tl.i: i nn.'wii''0.: '1` -„��1+ e:A..:Ni m •! ,,,, , `.,14 .4 : , ? n' ! 1 � 7 '.` ?1 ,.0 1 3 t 1...'1' J l t .- 1g "'1 -T 4 `' ,� :`�,t u ' 3 7 r! i. . c _ .; t,c� � � � 2 _'ti t..� r...at � . ,Y`".`' c ' �_ l+;t.? ':�a.�t �W . Table 5.4a Bending Member (Joist) Capacity (M', C,M', V', and EI), - Structural' Lumber • 2 -inch nominal thickness (1.5 inch dry dressed size). C, = 1.0.C, = 1.0. , • • Select Structural No 2 Size (b x d) M' C, M' V 'I x 10 El M C, M' V' x 10 El Nominal Actual (Single) (Repetitive) • (Repetitive) Speaes - (in.) (in.) fb -in lb -in lbs. lb. -in 2 lb in Id -in lbs lb -In 2 . 2 x 4 1.5 x 3 5 6.890 7,920 - 630 10 4,130 4,750 530 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 1,670 158 ' , 2 x 12 1 5 x 11 25 , 47.500 54,600 2,030 338 28,500 32.700 2,030 285 2 x4 1.5 x 3 5 6.430 7,400 525 9 3,900 4,490 525 7 ?°;•'�' :-T- "-`,k0' - 2 x 6 1 5 x 5.5 13,800 : 15,900 825 33 8,360 9,610 825 27 ;.;,; Hem -Fir 2 x 8 1 5 x 7 25 22,100 25,400 1.090 76 13,400 15,400 1,090 62 ■,,i ' 2 x 10 1.5 x 9.25 32.900 37,900 1.390 158 20,000 23.000 1.390 129 414u-A'Z 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 3 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 . 2 x 10 1.5 x 9.25 43,900 50.400 1,620 178 , 22,500 25,800 1,620 158 m • 2 x 12 1.5 x 11 25 60,100 69,100 1.970 320 30,800 35,500 1,970 285 N 2 x 4 1.5 x 3 5 5,740 6,600 473 8 4,020 4,620 473 1 8 ('Ti i 2 x 6 . 1.5 x 5 5 12,300 14.100 743 . 31 8,600 9,890 743 29 (‚Ti ' Spruce -Pine -Fir 2 x 8 1.5 x 7 25 19.700 22,700 979 71 13,800 15,900 979 67 n -I 2 x 10 1 5 x 9.25 29,400 33,800 1,250 148 20,600 23,700 1,25U 139 2 x 12 , 1 5 x 11.25 39,600 45,500 ' 1,520 267 27,700 31,800 1,520 249 3 • D Table 5.4b Bending Member (Joist) Capacity (M', C,M', V', and El), Structural CO 4. Lumber u , 4 -inch nominal thickness (3.5 Inch dry dressed size), C = 1.0, C,_ = 1.0. i Select Structural No 2 Size (b x d) M' C, M' V' x 10 El M' C, M' V' x 10 El Nominal Actual (Single) (Repetitive) (Repetitive) Species . (ln.) (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 1 1 25 122.000 140,000 4,730 789 73,100 84.100 4 730 664 ' 4x4 35x35 15000 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 x10 35 x 9 25 83,900 96 400 3.240 369 50,900 58,500 3.240 300 4 x 12 35 x 1 1 25 114.000 131,000 3.940 664 69.000 79.400 3 940 540 4 x 4 3 5 x 3.5 20,400 I 23.400 1 430' 23 10.700 12.300 1 . 20 4 x 6 3 5 x 5.5 45 000 51 700 2.250 87 22.100 25,400 2 250 78 Southern Pi: 4 x 9 3 5 x 7 25 77 600 89.200 2 960 200 40.500 46 600 2.960 178 4 x 10 3 5 x 9 25 1; 3 1)00 I 129.000 1 7 83 -116 ' 57- 600 66.300 i '00 369 -1 x 12 3 5 x 11 25 15.1 000 I 177.000 4 SOC 748 79 200 91 100 1 53'I 1 664 r - 1 1 x 4 3 5 x 3 ; , 11.100 15.400 1 100 19 9 380 , 10,800 1 100 18 1 x 6 3 5 x 5 5 28 700 33 000 1 710 13 20 100 23.100 I' 30 48 `;nrttce.P,ne = n : r ii 3 5 x 7 25 - i 300 57 300 2 2801 167 ' l I 2 I 1 -1 900 � t0 IOU - ' t u t i 156 .1 , 1 ' 0 : 3 5 r 9 , ' j I 7.■ `-100 86.100 , ' rt t 2 t 346 I ' 52 400 60.300 ' '11 I 121 s 1 3 5 x 1 ' 25 ; 1 ' 3 2 000 1 1 7 000 ;1 5 10 ( 623, i 7 1 100 I . 0 1, 700 1 .3 S6i i 301 r 51 ` >'1 k 1SS'_k.tart(Ir; i • h1 00 E4 S L 4 Ro(c)-1- o°) , (Y AZ _Ls o c l 4, ► n &n _5' l I _n (34n o __g_Ds - $i 9) z. -Z -1'1) 71c 2 OGIS oor CQa - 1 ) d o`Z 1 =(19 rvi 41d K ,--) 4. -4 dOs- (oi )(z `al —c-� 04,1 4 ) 4 oQ =(h ) �JdaZ= C'i� Ot =("\ a d - - w dv2 r 14='4 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 ,i �1 r ' Dsgnn - TDL . G =A LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair = U 7950 SE 106th. Portland. Oregon 97266 ' ? P rojec t N o t es • , , - dam' �..r + 503'0!!.33 ,56149 :7 • T•o,,LeLy:ar E?a corr. w E.a ccm , • - Pnntea. 20 SEP 201 112 03PM ' Wood Beam File: C ILEAD JOB FILES12011 Jobs111 -012 Brick by Bnck.Tigard Commons111 -012_calcs ec6 ' ENERCALC, INC 19632011 Build :6.11.99 Ver.6.1199 Lrcc„tR!.<KW 06000215 mac.. JK l LC a(rx'�� ' ' eite Licerisee,, .ENERCALC Developm env CenteR,:'. 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 - Pril . 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 L(0.5) L(0.5) L(0.5) • D(0.02)' L(0.08) r t _ , • 2-2x8. . Span =6.0ft ' 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= 0.50k(a,30ft • • Point Load: L =0.50k aa 5.0ft . • DESIGN SUMMARY >h -. hi+i ;~ Design;OKi t ?- * 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.O0 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 C m C t CL M - - fb - - Fb - V - fv - Fv +0 - - - - -- - -- - -- - - - - - -- - - -- V 000 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 0.09 41 09 1020.00 0.05 3.31 150.00 +0+1.4.1 -1 200 1.000 - 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.761 0.455 1.000 1200 1.000 1.000 1.000 1.000 V 1.70 776.22 1020.00 0.99 68.28 150.00 +0+0.750Lr+0.750L41 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+0.750S4 . 1.200 1.000 1.000 1.000 1.000 0.00 0.00 000 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+0.750W41 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 1200 1 000 1.000 1.000 1000 1.30 592.44 1020.00 0.75 52.03 150.00 +0+0.750L+0.750S+0.750W+H 1200 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 0.00 000 0.00 � ;1 . -- Title : Tigard Terrace Apartments Deck Repair - Job # 11 -012 ' • Dsgnr: TDL i }'' (-.4 ,. LYVER ENGINEERING AND DESIGN ProjectDesc.: Des . 'F��. - • -�'� ? r 7950 SE 106th >ort!and, Oregon 97266 . y�`.�•* Project Notes: 5C37)99:33 t 50343: 7449 • TroyleL„er -EaD co," .. L #r E ADccm • - - - - - -- Printed 20 SEP 2011, 11•57, Wood Beam File: CALEAD JOB FILE912011 Jobs111 -012.8ridl by Brir*.Tigard Commons111 -012_calks.ec6 ENERCALC, INC. 1983-2011 BuIId:6.119 9, Ver•.6.119 9 rieTt #� KW= 06000215,4 MIt' A., - L 'icensedt4ENERCALC5Deuelopment :Centers • Description : Deck Type 2 - HDR1 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 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+0.5250E44 1.200 1.000 1.000 1.000 1.000 • 0.00 000 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. ' +• 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+1. 1050 1.050 • • • • • • • • • • Z I '1)Z - 9 • Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 . Dsgnr: TDL ',L LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair 7950 SE 106th. Portland Oregon 97266 Project Notes : e 503 "0! 5:93 r 503 -'3: -J9 • PC!tr y.er•9.•D,can -.a l;vr 5.0 ccn, Punned 20 SEP 2011 11 57aM Wood Beam File: C:ILEADJOB FILES12011 Jobs111 -012.Brick by Brick.Tigard Commons111 -012_cals.ec6 ENERCALC. INC 1983-2011, Burkt:6.11.9.9, Ver:6.11.9.9 Lic. # : KW- 06000215 Licensee : ENERCALC Development Center Description : Deck Type 2 - HDR2 _ Mat @rial Properties - __Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE - 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 - 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 v ♦ D(0.03) L(0.12) i v i • • 4x6 Span =5.Oft 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 Design OK Maximum Bending Stress Ratio = 0.285 1 Maximum Shear Stress Ratio = 0.160: 1 Section used for this span 4x6 Section used for this span 4x6 fb : Actual = 318.77 psi 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 Cr C m C t CL M fb Fb V fv Fv 0.00 000 000 0.00 Length = 5.0 ft 1 0.058 0.032 1.000 1.300 1000 1.000 1.000 1.000 0.09 63.75 1105.00 0.06 4 79 150.00 +0+144 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+0.750L4i 1.300 1.000 1.000 1.000 1 000 0.00 0.00 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+0.7501+0.750S+H 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+0.750Lr+0.750L+0.750W4i 1.300 1.000 1.000 1.000 1.000 0.00 0.00 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+0.750L+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+0.5250E44 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+0.5250E44 1 300 1.000 1.000 1.000 1.000 000 0.00 0.00 0.00 Length = 5.0 ft 1 0.231 0.128 1.000 1300 1.000 1.000 1.000 1.000 0.38 255.02 1105.00 0.25 19.17 150.00 Z '.17 • Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 • Dsgnr. TDL • LYVER ENGINEERING AND DESIGN ProjectDesc.: Desgn for Deck Repair ^1,- 7950 SE 106th Portlald, 0iegon 97256 Project Notes : • - i,y �,, - "S t :. • 5C3705 5181 1 503 45:'»9 - T•oyLaL>.v E+0 co,,' ,rn?Ly, r { ;prom • • Printe0; 20 SEP 2011, 11.57AM , Wood Beam File: C:ILEAD JOB FlLES12011 Jobs111 -012Brick by Brick.Tigard Commons111 -012_calcs.ec6 •, ENERCALC, INC.1983-2011, Build:6.11.9.9, Ver.6.119 9 LIc , # ;''.KW=0600021 , 5t t? Mir iA e g " + z LicenseeT :rENERCALC:•Deveiopment[Centers , Description : Deck Type 2 - HDR2 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Deft Location in Span Load Combination Max. ' +- Deli Location in Span • 0+1 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 • • • • • • • N/D - ° S f —Tcr.J OF T'R-� �1��- D� h i: 11'4 /0 • • • V\A'O L rte - w 0 n-t . . ,—, . Wdo = x.-15= Z' _ 1..1 -- 10 `L) 2•dpits LL = (- 4U_(z }._ p (t - _ 1C20 14 CY\Jutic._Yrt—C__ - Zx 1 - 1 / 1 4 4 )( = 7 ( s/ ivue 2 ,(6. " (o'' 1)6 L 2X4 • J 17'7 e � Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL LYVER ENGINEERING AND DESIGN 7950 SE 106th, Porno Oregon 97266 Project Desc.: Desgn for Deck Repair 0303- 053:33 :503.15 = -+19 •Tnyleo., -D corn r,rl /.er E.Dcom Project Notes - - -- - -- - - -__ ____ -.._ - __ _ Pnnred.205EP701i 11 57A Wood Beam File: QUAD JOB FILES12011 Jobs111 -012.Brick by Brick.Tigard Comnans111 -012 calcs.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver.6.11.9.9 Lic. # : KW- 06000215 Licensee ENERCALC Development Center Description : Max PT HF #2 2x6 stringer span (middle stringer single 2x6) M 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 470.0ksi 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 t V • t 1 • 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 Desi • n OK 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 = 1,105.00psi 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 # 1 Span # where maximum occurs = Span # 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 C r C m C t CL M fb Fb V Iv Fv +0 000 0.00 000 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 +0+41 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 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+0.750S+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 1000 1.000 1.000 0.54 852.56 1105.00 026 46.91 150.00 +0+0.750Lr+0.750L+0.750W+1-1 1.300 1.000 1.000 1000 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 +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 = 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 1300 1 000 1.000 1.000 1.000 000 000 0.00 0.00 Length = 7.330 ft 1 0.772 0.313 1.000 1.300 1.000 1.000 1.000 1.000 054 852.56 1105.00 0.26 46.91 150.00 +0+0.750L+0 750S+0.5250E+H 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 - 7 . 31 i.1 Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL • ' 1E: LYVER ENGINEERING AND DESIGN ProjectDesc.: DesgnforDeckRepair • 7950 5 106t 'ortl�nd Oregon 97 :66 Project Notes 503 - 055:33 a 503 a;: - -49 Toytel }.e• E. for • r -l;. E:Dtc, - - - -- -- .— _ —__ — _ uned 105EP20I1 IIS7AHI Wood Beam File: C:ILEAD JOB FILES12011 Jobs111 -012 Brick by Brick. Tigard Comngns111 -012_calcs.ec6 ENERCALC, INC. 1983-2011, Build:6.11.99, Ver..6.11 9.9 Lic. # : KW 06000215 Licensee : ENERCALC Development Center Description : 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 0.293 041. 0.367 0.367 Z 37 • • Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL . . ' E I LYVER ENGINEERING AND DESIGN Project Desc.: Desgn for Deck Repair 7950 5E 1061n °orttand, Oregon 97:66 Project Notes : •503 - 055:83 , 30343] - =14 T o;LeL..e•r -D co - ,•,• L;.o E •D com - - - - - -- - - - - -- -- - - --- ___ __ _ Prirq'D 40 CEP 2611 1 57AL1 Wood Beam File: C:ILEAD JOB FILES12011 Jobs111 -012 Brick by Brick.Tigard Commons111 -012 ec6 ENERCALC, INC. 1983-2011, Build•6.11.9.9, Ver.6.11.9.9 tic. # KW- 06000215 Licensee : ENERCALC Development Center Description : Max PT HF #2 2x6 stringer span (middle stranger 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 27.70 pd Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.02) L(0.08) • t • • • 1 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 Design N.G. 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 he : Actual = 43.91 psi FB : Allowable = 1,105.00 psi Fv : Allowable = 150.00 psi Load Combination +0+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 r C C C L M lb Fb V fv Fv 0.00 000 0.00 0.00 Length = 10.50 ft 1 0.198 0.059 1.000 1.300 1000 1.000 1.000 1.000 0.28 218.68 1105.00 0.10 8.78 150.00 +D+L+H 1300 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 1.000 138 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 0.00 000 0.00 0.00 Length = 10.50 ft 1 0.792 0 234 1.000 1.300 1000 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 0.00 000 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+0.750L+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 1000 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 0.00 000 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+0.750Lr+0.750L+0.5250E4i 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 1000 1.10 874.71 1105.00 0.39 35.13 150.00 +0+0.750L+0.7508+0 5250E+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 3513 150.00 // Title : Tigard Terrace Apartments Deck Repair Job # 11 -012 Dsgnr. TDL LYVER ENGINEERING AND DESIGN Project Desc.: DesgnforDeckRepair 7950 SE 106th. oivand. Oeegon 97266 Project Notes 5C3 - 03 5.3 r 503Ji F , •Dco-n • •n•L;,er 3 -0 (CR ---- - - - - -- ---- - - - - -- ___ -- — —_ __ _ __ _ Pr Ned 20 SFP2011 11 57AM Wood Beam Fle: C:ILEAD JOB FILES12011 Job111 -012.Brick by Brick.Tigard Commons111 -012_calcs.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver..6.11.9.9 Lic. # : KW- 06000215 Licensee : ENERCALC Development Center 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 0105 0.105 L Only 0.420 0.420 D+L 0.525 0.525 • �7 • • • • • s i pUCTU 44 PROJECT STRUCTURAL NOTES: (TIGARD TERRACE APARTMENTS - 12345 SW HALL, TIGARD, 'AP 3) 52-';':1 Oy GENERAL INFORMATION: if •1. GOVERNING CODE IS THE 2009 INTERNATIONAL BUILDING CODE AND 2010 OSSC. { ' w 2. THE PROJECT WAS DESIGNED FOR THE FOLLOWING LOADS: • r • REGON a. LIVE LOADS: � i. ROOF 25 PSF SNOW LOAD WITH SNOW DRIFT N '�[y9 2 00` ii. FLOOR 40 PSFDYp, Ly�A ?� 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.O. • • • • • - 1-\ J 31) S CONC. w . 1 --y' ' 1 ) ��/ 010? �'r .. • 1 Q- _o` wlye_ • 9 � '.�^Alv.i n E 9 1 . i P 5 P s 1 i t •• 76\.) ) a. ° x3 ° k 1 Z 1\ 11 L V.1 : 0 P L s p y 5 . RuCTu / "' ,EO PROFF x' •' ° 1 , J A; . N.' . OREGON ��� �1���T�1.������� ). "U CY 9 ° . 1 : l 0 � } a LYVEP• SI-1 vv% 71 Or Nil '1 ID L i \4 6 1 RENEWAL 1EC. 31, 20 �� . 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