Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
B MADDEN&BAUGH MAN E N G I N E E R I N G . I N C September 19, 2013 Don Dumford As You Wish Remodelling LLC 9201 SW Line Dr. Cornelius, OR 97113 RE: Deck Replacement—12180 SW Ann Place,Tigard,OR Structural Engineering Calculations MBE Project Number 13147 Dear Don:: Please find attached calculation sheets 0-16 dated September 19,2013. The calculations verify the structural adequacy of the proposed deck replacement for the house located at 12180 SW Ann Place in Tigard, OR. Design is based on the requirements of the 2010 Oregon Structural Specialty Code. Sincerely, Thomas S. Bau•hman, P.E. Principal CIT OF TIGARD 'tV t P"414Approved..,. Conditionally Approved ( 1 ' , %,F See Letter to:Follow [ I At-tae ed. [ 1. Permit Number:1 20l .--/-00-202.-- ' Address:r O By:. Date: R Z4-( k S S 814% DPIRES 12-31-13 I Approved pian.; shall be on job site. OFFICE COPY 321 SW 4th&enue Supe 50O,PariIarad,OR 97204 /tel 503236.7611/fax 503.236.9411/wrvw n,com r .M -,,I Lee Boekelheide • 12180 SW Ann PI 1 ,, _as Tigard, OR 97223-3078 Replacement Deck •\ 4.,,,,,,,*-- ..- NI\ % 0.l j •illt- • ►% ' t ' ,,, ! 31 Prop iii 121 al 1111\Line , Ili\ r dro. 14' 24, % tf I ti 8' from property line ti e t i w 1 est be,i+� 'c I.w b - t-I 4A___. �` ' i• .1,<I, • � �T-air ___ ____ _ �._� - - .._...- -- -_-- \ Post. ___ --_ . I (typ) 2. � a Azyk J s7s, G /1,110,4., bt u 0 �, _ __ . __ X \V 4,60`- x ►tiy\�, cA b_. ) 4 ) (r_____ci ..4_it .,o.,,,, _4.7u ,o,4. .,t) ..,, _ _�-�. X T ( flits0 ......iii n.) 20 __ s, -L)\.\61 -15C e did „,,, e a ?rl ax6 J 1 P°s�wP.'' tti ` Cr t 5. u x ---. 401 j, . P % �' -1jc �' ; Tyr. P051” : ??,54,'�� v c - Tr Pol:r CAP I �okTA►tioND iiM. 4PAF 3GINEi- t) 1 - . ' -- \\ �.5 y lo JvM. 1cga"4" j -�.� ••�. L�• NIT' D i'.. 110"~4 .,,.:9.1. �'4.r 10,E�•, �� ; p.^.'C ,rm�+. /6„,,,,s tS S. B�v "�T�t `� Jn`f(7�1ut 4�''1 �1�7kS�G�'1'V NC. Ira�'° Kems/ k: ,), 5 5 .0 S ST. 5 9©`7 • EXXPIRES: 12-31- ril 1 a t . o , ' 720`1 ( cALe ; V4n - ('1'"o" ') c'5 - '23G - 71)(( • W18/13 t PortandMaps Detail Report 0 oil n M c1 ps Nety Search I Mannino Advanced I Gooale Earth F ei I �r 14� J PortlandOnline 12180 SW ANN PL - Explorer I Property I Mans I Projects I Crime I Census I Environmental I TIGARD Transportation Explore the area,view different themes PrvneTty Detail. Long -122.80119 Lat 45.43150 Ai ' 12141 z 12 las ,, 121.15 , 12160 �1 � 12165 9 ` Y 12.165 LLJhg F y t# � y Li C` " o 12.270. 5 + t4.: b4 a :LI:, 1 240 12160 3"" ' 4 _ 1_I^a 7 I r,p�.k4x�'� 1105 „,,, 4 w y'r - w ,a ;2120 1211:0 1• J 6® IPS D 01 1100 FT City of Portland,Corporate GIS 9/18/2013 THR OLS APPLICATIONS ACCO THROUGH THIS WEB SITE PROVIDE A VISUAL DISPLAY OF DATA FOR YOUR CONVWIWNCB EVERY REASONABLE EFFORT HA5 BIT]I MADE TO ASS R E TAE ACCURACY OF 7T®MAPS AND ASSOCG7»DATA. ECDY P�TLAND MAKES NB WARRANEY,R!Rk$ITATTON Olt GUARANTEE AS lOTT CONiaNf,SSQUIDlC ACCURACY 78�BRSS OR ACCURACY OF ANY OF TRH SOC PROVIDED TBRffiL.TBE USZ&OF TBP3E APPLICATIONS 8NIXAD NOT RELY ON me DATA PROVIDED H REIN FOR ANY REASON.TAE CUY OF PORTLAND Fit LSEILYIECLABffi ANYRO'R>384PATTONS AND WARRANT ,INCUIDING.=III tmSrATIDN,TAE IMPLIED WARRANDAS OP MBtCAANTABEDYANO F[DLISS FORA?victim ARTICULAR PURPOSE THECTEY OF PORTIALW SHALL"Mai NO LUBHIDY FOR ANY ERRORS,OMMSIONI,OA INACCURACHE IN Ma*WORMATDON PROVIDED ESOARD EsS OF LIDW CAUSED.TAE CDY OF PORTLAND SMALL ASSW.6 NO IlABRDY FOR ANY DHC6JOt6 MADE OR ACETONE TAKEN OR NOT TAKEN BY SHE Mat OF THE APPLICATIONS IN REUA ICE I I ANY INFORMATION OR DATA FURNISHED FiEAWIIDFR.FOR IPDATiD IWOBWT1ON OUT Tee DATA ON PC*ITJINOIiIAPS PLEASEREFFS TOS FOR QtIR'SIIONS ABOUT ASSFSS1ffM EWORMATE II PLEASE CONTACT TAECOUNiY ASSESSORS OFFICE IN YOUR COUNTY, Address I Mapping I Advanced I Google Earth I Hai 18 PortlandMaps ® 2013 City of Portland, Oregon vom.portfan pc.canldetaildrn?action=6plorer&ZoomLovel=101prope tyithW2593488kstatejd=2810388116008addross ith223 8Intarsection Irk&dyne..- 1/1 9/18113 Design Maps Summery Report g-usGsDesign Maps Summary Report User-Specified Input Report Title 12180 SW Ann PI Wed September 18, 2013 19:42:35 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4315°N, 122.80119°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III iginie0m _eaverton -11 „ Milwaukie 9 - •; /Union rd 0 Laurel Clawson Lake 0 __ NORTtH;1` - ,0L a II I' ': AMERICA latin 13uckheavnn arnioquest ®MapQuest USW-Provided Output 55= 0.963 g SMs = 1.074 g SOS = 0.716 g 51 = 0.422 g SMI = 0.666 g S0, = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEI-IRP"building code reference document. MCEs,Response Spectrum Design Response Spectrum 110-- 0.72 0.99- 0.64 0.56 0.77- S 0,40 • 0.55 y 0.40 0,44 0.32 0.33- 0.24 0,22- 0.16 0.11- 0,00 0.00 i t I I I I I I I t 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1,00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period,T(sec) Period,T(sec) For PGA,,,Ti, C„s, and CR1 values, please view the detailed report. geohazards.usgs.go+idesignrnaps/us/suremryphp7templ minprrel8jaypade•45.431591angitudee.-122.80119Baitoclass=3&risicategarya08.edillengasce-20... 12 IFicjeci MADDEN&BAUGHMAN wafts' �f7�( fiL B ENGlNEERING . lNC . i°,71°1 Z1TiUc& JvN( rt1.1 U U,o12 Shoal Na — Ds9Jab No. /•2 Portland.OR Client V U , Revised cal 5012362611 �l vvwwrmddatbau tman.00m �2� twe _J LA'rentit-Faf cu ON tm5- .L 3,U U Pr7- 4 15F a5 OsP5P. 4415L 0,5o 5r PSF-i De?(C wg6. T PcF (;60FTz.)! z✓td Dt76(14{A 6v Vs i t& JJ s = o,( 10 t- r o.t'o (S,6,4: 041-) = 3i-1 0,7 _ v 9 o 0,9 PsE . 1 13(7 (bcP ) �l L / P51 0,/t1 ( 1 b Z o ■ JT/ Zit Lk, bill TCA EoA c e — sAci 6774-> 417F-- 2.04 'hot ovi ot,c ficutt u„b{, pa: 92141/201 = Arc(, PuP votki Gaal. Sheet No, PMADDEN&BAUGHMAN �- aE Pt.�tt.�mt--ait a ii ENGINEERING , INC 4w4NN � �{�A�9 /1Q- '3" ( Portland OR Client !, 1 Job No t✓ Revised tel 503.236.7611 www.maddenbaughman.com oats /1- .4(pprtv-(z) fod pt-1T-F-N6-a) (} CA• I) 1"-1Rs SPtct 1� eP2°X 3 dG NA-c- GIJ pL. 1 (0" c e &<< 10.114- 64e_ 64e_ c gfP4-''-111- (012# - 4(. P F DEQ!i t,c/4-1) ( f6f(22) 4 JrI1�► Slt.m� U1ugw Ot-LL �S ;�,�-� tA0/itt 71 grditircr !� n � �v `3,1)i tit, GAJMi—cUf- L `Y, E► Note: this worksheet is for nails with diameter less than 0.25" Connection Information 0.148"diam. x 3"NAILS Nail Side Member Main Member Adjustment Factors D:= .148•in I,= I.5•in 1m:= 1.5•in .Rd:= 2.2 if D:5 0.17•in Fye:= 90000-psi Fes:= 5600•psi Fen,= 5600•psi 10D— + 0.5 otherwise in P= 1 CD= 1.6 Rd=2.2 Pmia:= 6•D Poria= 0.$88 in CM 1.0 Ca= 1.0 Calculations C,:= 1.0 Re:= Fcm R1:= I— m lite+2412.0 + Rt+ R 2) + Ri2 Rea–Re 1 +R1) Fee is k1 •_ J 1 +Re 2 Re)-(-1 )2•–:—(1 + •Re) ) .1.(1•�1 +Re) 2•!4•(2 +Re in 2 Pin k,:=-1 + 241 +IQ+ k3:= -1 + + FFeinRc Im F 1 3 psi 7-"")2 in 3 psm �m 2 k1=0.414 k,= 1.077 k3= 1.077 Equation 11.3-1: Mode Im Equation 11.3-4: mode Ilim D'Im'Fcm lbf ki•D'1m'Fen, lbf Zim:_ Rd Zim=565 nail Ztt1m:_ ,1+ 2•Re�•Rd Zinm=203— nail Equation 11.3-2: Mode Is Equation 11.3-5: Mode Ills D•1s'Fes lbf k3•D•1s Fem Z1e:= Z1s=565— ;Hs:= Zms= 152 lbf Rd nail (2 + 2•Re) •Rd nail Equation 11.3-3: Mode II Equation 11.3-6: Mode IV 11•13•Is FeS Ibf Z11:= Z11=234— DZ 2'Fem•Fy 3•ft + e lbf Rd nail Zn''= Ra Rd) Zww= 129 nail El Z= 129 Ibf nail I'6 'I(+/-) 11+101'1,(+x.) I I-tp 'el 7 - / IN ----• • 4. post C Bea .--_ .---1 (rYP.) 2. x E AZ4 k J S r1,, Ca /e0 m o,c..-, G Beam i l.,t aa 1 k 1(H 9 r .3i Beam �, �` 41 1....j,10'. x . te4,,1 . 44 '." .., d- a i_ _ . c-i v °�, ,�a. ___ . Cr , 17- i M, : Bea ! ti(1 si I zeta Beam B 1 x = 4g ---- ,a- _ ,,. 1 Beam / Le ' .l` .4"'W v" ,..‘11 GLIovpio--\)* — — 16 1-1914"(+4. ..„-- - Al - _ ti .' * 'r..; rr, ro5T 5: 11364 4IA .j Bearn 'rTP Com 'p' ; � p44/L4E44 D (ATs�LG�M ,'7254.10 3V i45a1a4o } Pogri Y Y �} DS3By" rtii.Wr5neel Na Allek MADDEN&BAUGHMAN aerclect n�a B ENGINEER ! NG , INC em„ 249° S `AAS 44\01 �l -J(?r RA /i { Portland,OR Mont 1)0Rit dab No tel S031363611 evsed U �'] www.maddenbau#mancam { l' 1 Gels fWA114b '. 3015 13 - -3£ /04-s" 4;P I5 '-0`14`° .LCi-RD &I)44 go. y5 7 =7 Ca ) P!Z c kw./ ei ionas'r 4. Uk Wts -tilt,. ct i(! 1(-€ CCS tfL 5P4u t' `- w/v(C') 7 17)(6 tui.2 eIL;./_ ( 4,--E ,:-,--74,,,f, ,„ Pk) � I Vi &.ZC-Pcc ((t-co frd )= `ii1,3 Pt,F -7c- P, klv= 40/c•zc (110PLO = 417C;tt Pic N 14.76 Pa W -_ 20//,,25- ( V143 PUP) 237. 7 Pa-- = 1 30 PLS .77 6xt2. r — (ccr(ccPrThiv - ) q I, (1)41` Zt` NI / 1, / RAk i s )1q ) 9501 4-10- .34A w '.34A a�: 2E7 Ki . Of ic#- I $M; if: 12uU?f t2(& t't9 , t cJ'5. � l4tz{'. l �: is 7 1 .2 ,., I j. ‘ opt I 70 Ark Ir— MADDEN&BAUGHMAN 11G19 ©e & ey j( ,? Sheol No ENG1NEERI NG , INC 17. b 444 SIAN Q -�/ 60e. DateF + n, Porrbnd,OR Gam ?f) RimedJob No telSO3.236261 I www.maddenbaughnan.com Dal. /fit Yui 5 -r!l t ti 1,.( 25 2S Pc,r_ .F 1411. = 3(3 Uv y = t 10 Put; � ' AX( rVt1,2 Cis (NAP WS = 191 oar 4 ` (Pr f? 791 (14 rev Wv=Lt 9 Cv,_ s-7 ?t n' -i heet "oa bat 1 ec j.- ` .ey So. ink MADDEN&BAUGHMAN iamaan BE N G I N E E R I N G . INC . t-0 C.V4 AA, 11 le l P(\tLO base 9 { Portland.OR exit / Jab No. adSO3236,76►I vwi wanaddenbaustmxn.00m - Gate (111-17 ,XV06 10 cRS 121I. 7111;= 1.75 r." t"'Nt i7kM� 6 703 c., — i5 ('�.F Zo , c 99 c 141e)T 6", ' S of (l.t d 1,aa i.- ` MIN + w}M10 f tk d FLF 4 Ci Mv. 2 (A.. Oa- -7/ ) 43c c = 5p 1' foe , 31972 - • 4 Uh= 37PLc W5— t( 9 't,- pr 4w) 114.Z tit•-• TO(.N r ,v 7 9441) 9�ZEy �- 47c9' C Bert (Y. PAAJ__5' TR( l;= K.9'l ` 4k4 Tt44i5 /1-5 F T- cr La/ 0 COMPANY PROJECT fi i WoodWorks''' sofrw.os fox worm QFSKN • Sep.18,2013 13:25 Deck Replacement-Typical Joists.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: I Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 4.50 (16.0)* pef Load2 Live Full Area 40.00 (16.0)* psf Load3 Snow Pull Area 20.00 (16.0)* pef *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(In): 10' 11'-5'( Dead 34 34 Live 342 342 Total 391 391 Bearing: Load Comb #3 #3 Length 0.52 0.52 Cb 1.00 1.00 Lumber-soft,D.Fir-L,No.2,2x8" Floor joist spaced at 18"c/c;Self-weight of 2.58 plf included In loads; Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: . Criterion Analysis Value Design Value Analysis/Design Shear fv = 44 NV' = 144 fv/Fv' = 0.30 Bending(+) fb = 920 Fb' = 994 fb/Fb' = 0.93 Live Defl'n 0.32 = L/432 0.38 = L/360 0.83 Total Defl'n 0.36 = L/378 _ 0.57 = L/240 0.63 ADDITIONAL DATA: FACTORS: F/8 CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb0+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 8' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 $min' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V = 353, V design = 316 lbs Bending(+) : LC #2 = D+L, M m 1008 lbs-ft Deflection: LC #3 = 0+.75(L+S) El = 76e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 3-snow W=wind I=impact C=construction Lc=concentrated) (All LC'e are listed in the Analysis output) Load Combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 0 COMPANY PROJECT Ili WoodWorks® SOff WANE HU WOOD O[ODIV - S .18,201313:14 Deck Replacement-Worst Case Joists.wwb Design Check Calculation Sheet Sizer 8,0 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 4.50 (16.0)* psf Lcad2 Live Full Area 40.00 (16.0)* psf Load3 Snow Full Area _ 20.00 (16.0)* psi *Tributary Wider (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : I b' 15'41.254 Dead 45 45 Live 450 450 Total 534 534 Bearing: Load Comb #3 #3 Length 0.50* 0.50* Cb 1.00 1.00 `Mgr.bearing length for joists is 1/2"for exterior supports Lumber-soft,D.Fir-L, No.2,3x7-1/4" Floor joist spaced at 16"c%;Self-weight of 5.2 plf included in loads; Lateral support top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); WARNING:this CUSTOM SIZE is not in the database.Refer to online help. Analysis vs.Allowable Stress(psi)and Deflection(In)using NDS 2006: Criterion Analysis value Design Value Analysis/Design Shear fv = 31 Fv' = 144 fv/Fv' = 0.21 Bending(+) fb = 825 Fb' . 1076 fb/Fb' . 0.77 Live Defl'n 0.47 . L/382 0.50 . L/360 0.94 Total Defl'n 0.56 = L/322 0.75 = L/240 0.74 ADDITIONAL DATA: FACTORS: F/P CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 . D+L, V . 484, V design . 445 lbs Bending(+) : LC #2 = D+L, M = 1818 lbs-ft Deflection: LC #3 . D+.75(L+s) EX . 153e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S.anow W=wind I=impact C=construction Lc=concentrated) (All LC'o are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumbar bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t (3 COMPANY PROJECT Ili WoodWorks , SOFT WARE EOR IVOOD DESIGN Sep.18,2013 13:38 Deck Replacement-Beam A.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 75.0 plf Load2 Live Full UDL 476.0 plf Load3 Snow Full UDL _ 238.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): 0' 10( Dead 375 375 Live 2677 2677 Total 3128 3128 Bearing: Load Comb #3 #3 Length 1.14 1.14 Cb 1.00 1.00 Timber-soft, D.Fir-L,No.2,6x12" Self-weight of 15.02 plf included in loads; Lateral support:top=16.00 bottom=at supports;lin] Analysis vs.Allowable Stress(psi)and Deflection(in)using tan 200s Criterion Analysis Value Design Value Analysis/Design Shear fv = 54 Fv' = 136 fv/Fv ' = 0.40 Bending(+) fb . 700 Pb' . 699 fb/Fb' = 1.00 Live Defl'n 0.14 . L/857 0.33 . L/360 0.42 Total Defl'n 0.16 = L/733 0.50 = L/240 0.33 ADDITIONAL DATA: FACTORS; V/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 875 1.00 1.00 1.00 0.999 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 8' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 Ervin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V = 2830, V design = 2288 lbs Bending(+): LC #2 . D+L, M . 7075 lbs-ft Deflection: LC #3 = D+.75(L+5) EI = 906e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D•dead L=live S-snow W=wind I•impact C•construction Lc.concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 t COMPANY PROJECT i WoodWorks® WFI1VMl FOR WOOD MOON • Sep.19,2013 08:18 Deck Replacement-Beam 8-alt post Iota#on.wwb Design Check Calculation Sheet Slier 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loads Dead Point No 0.00 179 lbs Lcad2 Live Point Yes 0.00 952 lbs Load3 Snow Point Yes 0.00 476 lbs Load4 Dead Point No 4.00 267 lbs Loads Live Point Yes 4.00 1412 lbs Load6 Snow Point Yea 4.00 706 lbs Load? Dead Point No 11.89 375 lbs Loads Live Point Yea 11.89 2400 lbs Load9 Snow Point _ Yes 11.89 1200 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 4' 20 Dead 414 140 Live 2708 1286 Total 3310 1539 Bearing; Load Comb #0 #3 #12 Length 0.00 0.83 0.56 Cb 0.00 1.45 _ 1.00 Timber-soft,D.Fir-L,No.1,6x12" Self-weight of 15.02 plf included In loads; Lateral support top=24.00 bottom=at supports;[In] This section FAILS the design check WARNING:This section violates the following design criteria;Bending Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 136 fv/Fv' = 0.31 Bending(+) fb = 1104 Fb' • 1078 fb/Fb' = 1.02 Bending(-) fb . 460 Pb' . 1064 fb/Fb' = 0.43 Deflection: Interior Live 0.36 = L/537 0.53 = L/360 0.67 Total 0.41 = L/470 0.80 = L/240 0.51 Cantil. Live -0.25 = L/190 0.27 = L/180 0.95 Total -0.27 = L/176 0.40 = L/120 0.68 ADDITIONAL DATA: FACTORS: PJB CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb0+ 1350 1.00 1.00 1.00 0.998 1.000 1.00 1.00 1.00 0.80 - 6 Pb'- 1350 1.00 1.00 1.00 0.986 1.000 1.00 1.00 1.00 0.80 - 5 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 8' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 12 $min' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 12 Shear : LC #2 . D+L, V = 1818, V design • 1803 lbs - Bending(+): LC #6 = D+L (pattern: L), M = 11154 lbs-ft Bending(-): LC #5 . D+L (pattern: L_), M = 4644 lbs-ft Deflection: LC #12 = D+.75(L+S) (pattern: sX) 8I . 1115e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D.dead L=live S=snow W-wind I-impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s.s/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC I2- COMPANY PROJECT fit WoodWorks® SOFTWAAI F05 WOOS OUJC V - Sep.19,2013 08:10 Deck Replacement-Beam C.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loads Dead Partial UDL 0.00 2.00 25.0 25.0 pit Load2 Live Partial UDL 0.00 2.00 160.0 160.0 pit Load3 Dead Partial UDL 2.00 6.00 49.0 49.0 pit Load4 Live Partial UDL 2.00 6.00 313.0 313.0 pit Loads Snow Partial UDL 0.00 2.00 80.0 80.0 pit Load6 Snow Partial UDL 2.00 6.00 157.0 157.0 pit Load7 Dead Point 2.00 253 lbs Loads Live Point 2.00 1183 lbs Load9 Snow Point _ 2.00 532 lbs MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): r---n 1e, 6i Dead 276 223 Live 1627 1429 Total 1931 1680 Bearing: Load Comb #3 #3 Length 1.10 0.96 Cb 1.00 1.00 Lumber-soft,D.Fir-L,No.2,4x12" Self-weight of 9.35 pit included In bads; Lateral support:top=16.00 bottom=at supports;[in] Analysis vs.Allowable Stress(psi)and Deflection(In)using NDs 2ooa: Criterion Analysis Value Design Value Analysis/Design Shear fv = 60 Fv' = 144 fv/Fv' = 0.42 Bending(+) fb - 514 Pb' - 790 fb/Fb' - 0.65 Live Defl'n 0.03 = eL/999 0.20 = L/360 0.14 Total Defl'n 0.03 = cL/999 0.30 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/a CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.998 1.100 1.00 1.00 1.00 0.80 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V = 1776, V design = 1581 lbs Bending(+): LC #2 = D+L, M = 3164 lbs-ft Deflection: LC #3 - D+.75(L+S) EI - 664e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C-construction -Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT i Wood Works SDfRWARE10k WOOD DF.GGN Sep.19,2013 08:14 Deck Replacement-Beam D.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location fft] Magnitude Unit tern Start End Start End Loadl Dead Trapezoidal 0.00 13.50 12.5 49.0 pIf Load2 Live Trapezoidal 0.00 13.50 60.0 313.0 plf Load3 Snow Trapezoidal 0.00 13.50 40.0 157.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): 13'-6'f Dead 166 249 Live 1198 1789 Total 1466 2139 Searing: Load Comb #3 #3 Length 0.53 0.78 Cb 1.00 1.00 Timber-soft,D.Fir-L, No.2,6x12" Self-weight of 15.02 plf included In toads; Lateral support top=16.00 bottom=at supports;MI Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear fv 38 Fv' - 136 fv/Fv' = 0.28 Bending(+) fb = 549 Fb' = 699 fb/Fb' = 0.79 Live Defl'n 0.19 a L/843 0.45 = L/360 0.43 Total Defl'n 0.23 L/698 0.67 - L/240 0.34 ADDITIONAL DATA: FACTORS: PIE CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Pb'+ 875 1.00 1.00 1.00 0.999 1.000 1.00 1.00 1.00 0.80 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emirs' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V = 1939, V design s 1595 lbs Sending(+): LC #2 = D+L, M = 5549 lbs-ft Deflection: LC #3 = D+.75(L+S) EI = 906e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W=wind I=impact C-construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT di WoodWorks® SOF FWADtiOR WOOD DLSMN Sep.18,2013 13:54 Deck Replacement-Beam E.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude unit tern Start End Start End Load]. Dead Partial UDL 0.00 4.00 48.4 46.4 plf Load2 Live Partial UDL 0.00 4.00 310.0 310.0 plf Load3 Snow Partial UDL 0.00 4.00 155.0 155.0 plf Load4 Dead Trapezoidal 4.00 10.00 48.4 12.5 plf Load3 Live Trapezoidal 4.00 10.00 310.0 80.0 plf Load6 Snow Trapezoidal 4.00 10.00 155.0 40.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): rte, ,-- L --'I '0, 1b Dead 220 156 Live 1588 1123 Total 1856 1325 Bearing: Load Comb 113 *3 Length 2.06 0.76 Cb 1.00 1.00 Lumber-soft,D.Fir-L,No.2,4x12" Self-weight of 9.35 pif included in loads; Lateral support:top=18.00 bottom=at supports;[in] Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv . 51 FAO = 144 fv/Fv' = 0.36 Bending(+) fb = 623 Fb' . 790 fb/Fb' = 0.79 Live Defl'n 0.10 = <L/999 0.33 = L/360 0.30 Total Defl'n 0.12 = <L/999 0.50 = L/240 0.24 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.998 1.100 1.00 1.00 1.00 0.80 - 2 Fop' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V . 1679, V design . 1345 lbs Sending(+): LC #2 = D+L, M - 3836 lbs-ft Deflection: LC #3 • D+.75(L+S) EI . 664e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L.livc S.snow W=wind I•impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 147 COMPANY PROJECT ffl W 'ri SOrhrARr rap WOOD OF.nCN Sep 19,2013 08:17 Dedc Replacement-Beam F.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 37.0 plf Load2 Live Full UDL 238.0 plf Load3 Snow Pull UDL 119.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): r-. ' S t-, 1 1 l0' 1b Dead 185 185 Live 2339 1339 Total 1562 1562 Bearing: Load Comb #3 #3 Length 0.89 0.89 Cb 1.00 1.00 Lumber-soft,D.F1r-L.,No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=16.00 bottom=at supports;fin] Analysis vs.Allowable Stress(psi)and Deflection(in)using NOS 2005: • Criterion Analysis Value Design Value Analysis/Design Shear fv = 55 Fir' = 144 fv/Fv' = 0.38 Bending(+) fb = 850 Pb' = 862 fb/Fb' = 0.99 Live Defl'n 0.17 = L/698 0.33 = L/360 0.52 Total Defl'n 0.20 = L/598 _ 0.50 = L/240 0.40 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.998 1.200 1.00 1.00 1.00 0.80 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emirs' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 . D+L, V = 1413, V design = 1196 lbs Bending(+): LC #2 = D+L, M = 3534 lbs-ft Deflection: LC #3 . D+.75(L+S) SI - 369e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L.live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. COMPANY PROJECT r 1 WoodWorks® sonwAat.aa:OOD txs:cx Sep.19,2013 08:20 Deck Replacement-Beam G.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location Ift) Magnitude Unit tern Start End Start End Load1 Dead Full UDL 37.0 plf Load2 Live Full UDL 238.0 plf Load3 Snow Full UDL 119.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): 84 Dead 148 148 Live 1071 1071 Total 1243 1243 Bearing: Load Comb #3 #3 Length 0.71 0.71 Cb 1.00 1.00 Lumber-soft, D.Fir-L,No.2,4x8" Self-weight of 6.03 plf included In loads; • Lateral support tor: 16.00 bottom=at supports;lin) Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: • Criterion Analysis Value Design Value Analysis/Design Shear fv = 56 Fv' = 144 Lv/Fv' = 0.39 Bending(+) fb = 880 Pb' = 934 fb(Pb' = 0.94 Live Defl'n 0.15 • L/657 0.27 . L/360 0.55 Total Defl'n 0.17 = L/566 0.40 = L/240 0.42 ADDITIONAL DATA: FACTORS: F/S CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb0+ 900 1.00 1.00 1.00 0.998 1.300 1,00 1.00 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 3 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 3 Shear : LC #2 = D+L, V = 1124, V design = 954 lbs Bending(+): LC #2 = D+L, M = 2248 lbs-ft Deflections LC #3 . D+.75(L+S) EI - 178e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate For your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.