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Home My WebLink About637 Del Guzzi Dr Technical - Building TECHNICAL , .:\ \)u\ Guu'7-l '\)\'1 ~~ C)'6'1 0;\/ ~ . \ (~f\O~ -QV\ \ \ ~/\)~ 00/~ o1s . \C\ ~ xt ~s ~ .. . '- .. PLAN # 91096B-3CAR Suntel FOR Home Design In return for payment of a one-time fee, F ~ Designs & Engineering, Inc. grants you a limited license to use the Analysis to construct one-single house at the address shown below. Site Location: Lot # 5 Guzzi Drive, Port Angelos, Washington Copyright # 8516 (please refer to this number when requesting customer support) N OTI CE: If the Building Department accepts the Analysis without an engineer's original "wet-stamp" seal signed with red ink or for different site location than shown above, then it is agreed that such Building Department accepts total liability out of or in connection with this Analysis. CALCULATIONS VALID WITH ORIGINAL STAMP F Jlv" DESIGNS & ENGINEERING, INC. Phone: (503) 533-5100 Fax: (503) 533-5885 "6~ Project: Lexington -3Car File: #91096B-II0D-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet No. 1/1 S Designs & Engineering, Inc. ------------------------------------------------------------------------------------------------------------------------- LATERAL ANAL YSIS ANAL YZE BUILDING FOR ONLY WIND & SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE WIND ANALYSIS FOR EXPOSURE "D" 110 MPH (3-sec Gust) SEISMIC ANALYSIS FOR ZONE D2 LIABILITY LIMITATIONS $t~ Designs & Engineering, ("FDE") was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of same. No responsibility and liability is assumed to FDE for items beyond that shown on these sheets. No constmction observations nor soils investigations performed by FDE. INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmless FDE from any loss, costs, damage, expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with FDE's Analysis unless Analysis is used for specific site location shown on cover page and contains an ori€!jnal engineer's "wet-stamp" seal signed with red-ink (no photocopy allowed). OWNERSHIP OF DOCUMENTS , All documents produced by FDE shall remain the property ofFDE and shall not be used unless accompanied by ar original engineer's wet-stamp issued from FDE. r "6~ Project: Lexington -3Car By: RF File: #91096B-llOD-D2-WA Date: 1/2006 Designs & Engineering, Inc. Client: Suntel Home Design Job No. 2088 ------------------------------------------------------------------------------------------------------------------------ Sheet No. 2/ /15 WOOD 5l-iAKE5 QeAQ eL ev A TIOn :r)(.~ClDNlt COIOI<<JlI 0l0N0l>6 T'1?'Col<........ -r'~flil!A",llNc::I!J)Nlt ')C"NL~ QIGHT eL ev A TIOn 5CALE - 1/B" . )'-IZl" r 6td1er Sheet NO.J} ;/S Project: Lexington -3Car By: RF File: #91 096B-11 OD-D2- W A Date: 1/2006 Client: Suntel Home Design Job No. 2088 ------------------------------------------------------------------------------------------------------------------------ Designs & Engineering, Inc. CJ eIf:JCIC ~ ca~ .TOtCf- FQOnT eL ev A TIOn ec:.AL2 - V04. . r..,.. 2 X 10 RE5AU.N CEDA 6ARC:sE RAFTER5 1 ,~ ...i. _ f.t!PJl:998 LINE . ~ 15T FLOOR LINE LeFT eL ev A Tlon SCAlE - v...." . Il_~. r 5~ Sheet No. 1j ) 1/5 Project: Lexington -3Car By: RF File: #91096B-IIOD-D2-WA Date: l/2006 Client: Suntel Home Design Job No. 2088 ------------------------------------------------------------------------------------------------------------------------ Designs & Engineering, Inc. . ~ cp \ I ! &PAC!: FlOC" 5WI-lG FASTEl"ERS AT 6' oc. AT AU.. IN'TEfCMEDIATE FRAMN::lo t"EI'1eERS E!ACi-l" SIDE OF EAOl RIDGE. 1-lIP, AND W1T1-lIN A !;'-0' WIDE HAILN::lo z~ ~ ll-E ENTI!'<E FERfMETER OF ll-E I-IOU5E l'NAILN::lo za.E W1DTI-l STAFUS AT EDGE OF FlOC") cp I I \ ~ ".& 'W I I I T~22 .- ., r~.' \ i .~ I i uppeQ FLOOQ PLAn ~ \; '[g'~ Project: Lexington -3Car By: RF File: #91096B-110D-D1-WA Date: 1/1006 Dt:signs & Engineering. Inc. Client: Suntel I-Iom~ Design Job No. 1~~_~_____________ ------------------------------------------------------------------------------------------------------- Sht:et No. ~) 1/5 &---- e--~ III i ~ \ " f"\' \ .~------_. __ =__ =.=.==.=.-- =.~~=.-- -- I c- , - - - - - - - - - - -;~ - i-I = = = = = = == = = =iF? ~= I - -' - - - -.- - =.= = = ~I - I -- := =.= = =.= -'- - - -'-'-' - I = ============~ m - - - -.- -'- - - -'- - - - 1~~ - =~== ====~~==, r i -I-~~ - I . I " i i I I '-- ~.A. '/ I :~ -;;. w ~~l_ --- ~ r ~ ~ ~ i ~i l i '- 0 l. r ~ I ----- -(p ~- . . r .- J . E ~ .- -IX I ~ - ~ m 8------- II . ) . . r~.'i ~ ~"" i--- II 1..1 I ell / / ....... .=1 I I I I r I I .~ ...~... I 9 i :I ----- ! I A II\\.:MII I '~ u... . J . ..a . . . ........ ; It... .ox: l'i.u~ "I:'lC ..r~ :HI~ :n~... ~ -----~J -- I ! .J-._.J tI'l ~ . . ::.a.. . ..... Ii- c <[ ~ Cl Ql o o ~ lL c <[ C f!I~ Proje:ct: Lexington -3Car File: #91096B-II0D-D2-WA Clie:nt: Suntel Home: Design By: RF Date: 1/2006 Job No. 2088 De:signs & Engineering, Inc. She:et No. ~/;s-- ------------------------------------------------------------------------------------------------------------------------ . . ~.\!) ~ .", 8-.-----. I ~: I: I: I: II I: r: I I ~i 11 (i j Ii I: Ii 11 Ii d ~ .4:1 W W~! J L_-C>b.__e_______.J r ~ ~ 0---- ~~.I q~... I ::d", ~ ~u II .r C <1 ~ --Cl c o ~ <1 Q C ~ --0 lL "6~ Project: Lexington -3Car File: #91096B-IIOD-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Designs & Engineering, Inc. Sheet No. 7/ .1/5 -------------------------------------------------------------------------------------------------------------------------- WIND ANALYSIS USING 20031Be SIMPLIFIED WIND METHOD Data: Y := 1.61 I := 1.0 Reference: 2003 IBC Figure 1609.6.2.1 W=TotaIWindForce=Yx Ix P x A FRONT & REAR WALLS Zone Horizontal Pressure Projected Area A B C D Pa := 21.6 psf Pb := 14.8 psf Pc := 17.2 psf Pd := 11.8 psf Aa := 115 Ab:= 0 Ac := 490 Ad:= 0 W := Y.I.(Pa.Aa + Pb.Ab + Pc.Ac + Pd.Ad) 4 W = 1.76 x 10 Distribute wind force to roof and second-floor level: sq. ft. sq. ft. sq. ft. sq. ft. pounds FRwl := Y.I.(0.5.Pa.Aa + 1.0.Pb.Ab + 0.5.Pc.Ac + 1.0.Pd.Ad) FRwl = 8.78 x 103 lbs F2wl := Y.I.(0.5.Pa.Aa + 1.0.Pb.Ab + 0.5.Pc.Ac + 1.0.Pd.Ad) F2wl = 8.78 x 103 lbs SIDE WALLS Zone Horizontal Pressure Projected Area A B C D Pa := 21.6 Pb := 14.8 Pc := 17.2 Pd := 11.8 psf psf psf psf Aa := 85 Ab := 50 Ac := 895 Ad := 255 W := Y.I.(Pa.Aa + Pb.Ab + Pc.Ac + Pd.Ad) 4 W = 3.38x 10 Distribute wind force to roof and second-floor level: sq. ft. sq. ft. sq. ft. sq. ft. pounds 4 FRw2 := Y.I.(0.15.Pa.Aa + 1.0.Pb.Ab + 0.15.Pc.Ac + 1.0.Pd.Ad) FRw2 = 1.02 x 10 lbs F2w2 := Y.I.(0.85.Pa.Aa + O.O.Pb.Ab + 0.85.Pc.Ac + O.O.Pd.Ad) 4 F2w2 = 2.36 x 10 Ibs r '6~ Project: Lexington -3Car File: #91 096B-11 00-02- W A Client: Suntel Home Design By: RF Date: 112006 Job No. 2088 Sheet No.8/;5 Designs & Engineering, Inc. -------------------------------------------------------------------------------------------------------------------------- SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS PROCEDURE Data: 1=1.0 Sd:= 1.30 R:= 6.5 r := 0.45 (worst case) E = Earthquake Base Shear = 1.2 p Qe 11.4 = 1.2 P (Sd WI 1AR) Weights: Roof Dead Load = 15 psf (Composition Roof Covering) Floor Dead Load = 10 psf Partitions = 10 psf Extel~ior Walls + Windows = 10 psf (Average) Mass Calculations: Aroof := 1150 ft^2 A2ndF1oor := 950 ft^2 Al stF100r := 1800 ft^2 h2 := 21 ft Aroofwall := 700ft^2 A2wall := 1400 ft^2 A 1 wall := 0 ft^2 hI := 10ft Mroof := 20. Aroof + 10. Aroofwall M2 := 20. A2ndFloor + 10. A2wall 4 Mroof = 3 x 10 4 M2 = 3.3 x 10 pounds pounds 20 p:= 2- r.J A2ndFloor p := if (p < 1, 1 , p) p = 1 Sd E := 1.2.p.-.(Mroof + M2) lA.R 4 E = 1.08 x 10 pounds Distribute Seismic Shears D := Mroof.h2 + M2.hl 5 D = 9.6 x 10 FRe := Mroof. h2 . E D 3 FRe = 7.09 x 10 pounds F2e := M2.hl.E D F2e = 3.71 x 103 pounds r "6td1ev Project: Lexington -3Car File: #91096B-110D-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet No. q jls Designs & Engineering, Inc. -------------------------------------------------------------------------------------------------------------------------- INVESTIGATE SHEARW ALLS USING PERFORATED SHEARW ALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated shearwall panels using worst-case "maximum opening height ratio. Individual perforated shearwall panels extend between plan discontinuity. Overturning for such panel is calculated by rational analysis. Ref~rence Section 2305.3.7.2 - 2003IBC Unadjusted in-plane shear force for brace wall line, FRe = 2950# Percent full-height sheathing = 8 ft. I 16 ft = 50% Maximum opening height ratio = 4ft 18ft = 0.50 Shear-resistance adjustment factor, Co = 0.8 (Ref: Shear-resistance adjustment factor table) Amplified in-plane shear, V = Unadiusted shear force for brace wall line Shear resistance adjustment factor x Total length of full-height walls = FRe I (Co x L) = 2950# I (0.8 x 8 ft) = 460 plf Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of weight of first individual full-height wall segment for dead load) 2/3 average weight of full-height wall segments and portion of roof framing, W d = 110 plf 2/3 dead-load reaction at end of shearwall or comer restraint, R1 = 400# Uplift at end of perforated shearwalls, Pu = Vfx hI - Wd x (0.5 L1) - Rl = 460 plf x 8 ft - 110 plf x (0.5 x 4 ft) - R1 = 3100# Uplift between wall ends, t = V- Wd = 460 plf - 110 plf= 350 plf Wall bottom plate (11/2" thickness) to rim joist. Use 16d common nails (0.162 by 3 1/2 inches). Lateral resistance = 1.33 x 141# = 187# per nail Withdrawal resistance = 1.33 x 40 pli X 2.5" = 133# per nail. Nails for shear transfer = 460 p1f I 187# per nail = 2.4 nails per foot Nails for uplift transfer = (460-110 pIt) I 133# per nail = 2.6 nails per foot Net spacing for shear and uplift = 2.4" O.c. Rim joist to wall top plate. Use 16d common nail (0.162 by 3 1/2 in.) toe-nailed to provide shear transfer. Lateral resistance = 0.83 x 187# per nail x 1.5 nails per ft. = 230 plf (150# per nail default maximur for seismic loads) plus Simpson "L TP5" framing clip capacity = 630# Net spacing for shear using LTP5 clip and 16d toenails at 8" O.c. = 630# I (460- 150#) = 24" O.c. Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor ,wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced moments and shears. Continuity of load path is provided by holdowns at ends of the perforated shear wall. Use Tvpe "C" shearwall wI HTT22 holdowns, 16d at 2 1/2" o.c. sole plate nailing and LTP5 clips at 24" O.c r "5Jkv Project: Lexington -3Car By: RF Sheet NO'I DJ File: #91096B-11OD-D2- W A Date: 1/2006 lIS ~~_~~~~~_~_~_~~~1~~_~~_1~~_~~_~ ~___________~}!~_~!~_~~_~!~!}i~~~_~~_s_i_~~___________~?.~_~?_'_~_~~_~___~___________ RI ,4"''''' " FRe,2:15"" ~OLDOUN Pu ' 3112'12" 4'.12''' 1 P.S.W. Seqmenl p"_~1l 1 P.S.~'5~~menl 1 j, " Perrordled Shedr Wd II ELEvATION OF PERFORATED SHEARWALL MAXiMUM OPENING ~ErGI-lT RATIO AND ~EIG'-H WALL ~EIGI-lT H/3 HI2 2H/3 2H/& H 8'-1Zl" 2'-8" 4/-1Zl" 5'-4" &'-8" 8'-1Zl" Percent Full-Height Sheathing &rear. Re!i!tdnce Adju!tment. Factor 11Zl% I~ 1Zl.&':I 1Zl.53 IZlA3 1Zl.3& 21Zl% I~ 1Zl.11 a5& IZlA5 1Zl.38 31Zl% I~ 0.14 05':\ 0A':\ IZlA2 41Zl% I~ 1Zl.11 0.63 0.53 IZlA5 51Zl% I~ 0.8<Z> 0.61 0.51 1Zl51Zl &0". I~ 0.83 0.11 0.63 0.5& 10% I~ 0.81 1Zl.11 0.6':\ 0.63 80% I~ 0.':11 0.83 1Zl.11 0.11 S~EAR RESISTANCE ADJUSTMENT FACTOR "6~ Designs & Engineering, Inc. Project: Lexington -3Car File: #91 096B-11 00-02- W A Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet No. 11/ 'i /5 ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE UPPER-FLOOR SHEARW ALLS: Line "A" Rear Walls: Line "B" Front Walls: Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.100 TL . FR Diaghragm stress = v := 0.5.- TL FR Shearwall stress = v:= 0.5.- L Uplift for shearwalllength = L1:= 3 (worst case) Pu := v.8 -.5- Wd.L1 - R1 Use Type "B" Shearwall wi no hold owns Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.1 00 TL Diaghragm stress = v := 0.5. FR TL FRe Shearwall stress = v:== 1.1.0.5.- (Seismic) , L " FR Shearwall stress = v:= 0.5.- L Uplift for shearwallIength = Ll:= 2 (worst case) Pu :== v.8 -.s. Wd.Ll - Rl Use Type "B" Shearwall wi MSTC40 holdowns f L := 23 ft. TL := 35 f1. S = 65.71 percent v == 125.49 plf ft. v == 190.96 plf Weight = Wd:= 220 plf Rl := 660 # Pu = 537.68 pounds L := 15 ft. TL := 35 ft. S == 42.86 percent v == 125.49 pIf v == 259.88 plf v = 292.81 plf ft. . Weight = Wd:= 160 plf R 1 := 400 # Pu = 1.78 x 103 pounds 1----- ~~ Designs & Engineering, Inc. Project: Lexington -3Car File: #91096B-IIOD-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet NO'/;lJ //5 ----------------------------------------------------------------------------------------------------------------------- INVESTIGATE UPPER-FLOOR SHEARWALLS: Line I Walls: Line 2 Walls: Summation of full-height walls lengths = T otallength of brace wall line = % full-height sheathing = S := ~.100 TL D. h . FR lag rag. m stress = v := 0.5.- ~ TL FR Shearwall stress = v:= 0.5. 0.84.L Uplift for shearwalllength = L I := 8 . (worst case) Pu:= v.8 - .5.Wd.Ll- Rl Use Type "B" Shearwall wi MSTC40 holdowns Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.1 00 TL D. hr FR lag agm stress = v := 0.5.- TL FR Shearwall stress = v:= 0.5.- L Uplift for shearwalllength = Ll := 27 ft. (worst case) Pu:= v.8 - .5.Wd.Ll- Rl Use Type "B" Shearwall wi no holdowns r L := 24 ft. TL := 27 ft. S = 88.89 percent v = 188.83 plf ft. v = 252.9 plf Weight = Wd:= 110 plf Rl := 400 # 3 Pu = 1.18 x 10 pounds L := 28 ft. TL := 28 ft. S = 100 percent v = 182.09 plf v = 182.09 plf Weight = Wd:= 110 plf Rl := 400 # Pu = -428.29 pounds "6~ Project: Lexington -3Car File: #91 096B-llOD-D2- W A Client: Suntel Home Design Designs & Engineering. Inc. By: RF Date: 1/2006 Job No. 2088 Sheet No. /.J / 1/5 ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE LOWER-FLOOR SHEARWALLS: Rear Walls: LineA Front Walls: LineB ., 0.5.FRwl + 0.5.F2w1 Rlm/blockmg stress: v := TL 1.15.(0.5.FRe + 0.5.F2e) L R. /bl k' 0.5.FRw1 + 0.5.F2w1 1m oc mg stress: v := . TL Seismic Shearwall 1.15.(0.5.FRe + 0.5.F2e) v'= stress wi wall aspect . L ratio penalty = Shearwall stress = v := Summation of full-height walls lengths = . T otallength of brace wall line = % full-height sheathing = S := ~.100 TL . F2w1 Dlaghragm stress = v := 0.2.- ~ ~ TL Seismic Shearwall v '= stress wi wall aspect . ratio penalty = Shearwall stress = v:= 0.5. FRe + 0.5. F2e L L1 := 2 Uplift for sheaf\valllength = (worst case) Pu:= v.9 - .5.Wd.L1- R1 Type "B" Shearwall wi HTT22 holdowns Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~. 100 TL . F2w1 Dlaghragm stress = v:= 0.2.- TL 0.5.FRe + 0.5.F2e L L1 := 2 Uplift for shearwalllength = (worst case) Pu := v.9 -.s. Wd.L1 - R1 L := 22 ft. TL := 64 ft. S = 34.38 percent v = 27.45 plf v = 137.25 plf v = 282.27 plf v = 245.45 plf ft. Weight = Wd:= 110 plf R1 := 400 # 3 Pu = 1. 7 x 10 pounds L := 16 ft. TL := 64 ft. S = 25 percent v = 27.45 plf v = 137.25 plf v = 388.13 plf v = 337.5 plf ft. Weight = Wd:= 110 plf R1 := 400 # 3 Pu = 2.53 x 10 pounds Use Type "C" Shearwall wi HTT22 holdowns AND Garage Frame Detail r .. f!J~ Designs & Engineering, Inc. Project: Lexington -3Car File: #91096B-IIOD-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet NO'!lfl .1/5 ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE LOWER-FLOOR SHEARW ALLS: Line I: Line 2: Summation of full-height walls lengths = Total length of brace wall line = % full-height sheathing = S := ~.I 00 TL . . F2w2 Dlaghragm stress = v := 0.25.- TL L := 15 ft. TL := 27 ft. S = 55.56 percent v = 218.33 plf ., 0.5. FRw2 + 0.25. F2w2 Rim/blockmg stress = v := TL v = 407.16 plf S.hearwall stress = 0.5.FRw2 + 0.25.F2w2 v := L v = 732.89 plf Uplift for shearwall length = LI:= 8 (worst case) Pu:= v.9 - .5.Wd.L1- R1 Type "E" Shearwalls wi PHD6 holdo\VTIS Summation of full-height walls lengths = Total length of brace wall line = % full -height sheathing = S := ~. 100 TL . F2w2 Dlaghragm stress = v := 0.35.- TL ft. Weight = Wd:= 110 plf RI := 400 # 3 Pu = 5.76 x 10 pounds L := 29 ft. TL := 31 ft. S = 93.55 percent v = 266.22 plf Ri ~/1...1 k' 0.5.FRw2 + 0.5.F2w2 nuu oc 'mg stress = v := TL v = 544.78 plf Shearwall stress = 0.5.FRw2 + 0.5.F2w2 v:= L v = 582.35 plf Uplift for shearwalllength = L1:= 3 (worst case) Pu := v.9 - .5. Wd.L1 - R1 Type "D" Shearwalls wi HTT22 holdowns r ft. Weight = Wd:= 110 plf R1 := 400 # Pu = 4.68 x 103 pounds '6~ Designs & Engineering, Inc. Project: Lexington -3Car File: #91096B-IIOD-D2-WA Client: Suntel Home Design By: RF Date: 1/2006 Job No. 2088 Sheet No. IS- / liS ------------------------------------------------------------------------------------------------------------------------- INVESTIGATE LOWER-FLOOR SHEARWALLS: Line 3: Summation otfull-height \valls lengths = Total length of brace wall line = % full-height sheathing = S := ~.l 00 ~ TL . . F2w2 Dlaghragm stress = v := 0.25.- TL ., 0.25.F2w2 Rlm/blockmg stress = v := TL Shearwall stress = 0.25. F2w2 v := L Uplift for shearwalllength = Ll:= 22 (worst case) Pu:= v.9 - .5.Wd.Ll- Rl Type "B" Shearwalls wi no holdowns r L := 23 ft. TL := 23 ft. S = 100 percent v = 256.3 plf v = 256.3 plf v = 256.3 plf ft. Weight = Wd:= 110 plf R 1 := 400 # Pu = 696.67 pounds -11 Roof Beamr 2003 International BuildinQ Code (01 NDS) 1 Ver: 6.00.8 BV: Jim Mei . Suntel Home Design on: 01-18-2006: 3:46:40 PM Project: LEXINGTON B - Location: Beam Nr. 5 9' gargae door hdr Summary: 5.5 IN x 11.5 IN x 9.5 FT / #2 - DouQlas Fir-Larch - Dry Use Section Adequate By: 47.6% Controlling Factor. Section Modulus / Depth Required 9.47 In Deflections: Dead Load: live Load: Total Load: Reactions (Each End): live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof LoadinQ: . Roof live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor. Beam Self WeiQht: Slope/Pitch Adjusted LenQths and Loads: Adjusted Beam Lenj:Jth: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- DouQlas Fir-Larch BendinQ Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U LL1= DL1= TW1= LL2= DL2= TW2= Cd= BSW= Lad;= wL= wD adi= -wT= Fb= Fv= E= Fc-perp= Fb'= Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: ControllinQ Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. ControllinQ Shear. At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= Sreq= S= AreQ= A= Ireq= 1= r V= 0.05 IN 0.07 IN = U1670 0.12 IN = L/925 1603 LB 1292 LB 2895 LB 0.84 IN 9.5 FT 2.0 FT 6 : 12 360 240 25.0 PSF 17.0 PSF 12.0 FT 25.0 PSF 17.0 PSF 1.5 FT 1.15 15 PLF 9.5 FT 338 PLF 272 PLF 609 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI 6875 FT-LB 2316 LB 82.13 IN3 121.23 IN3 17.77 IN2 63.25 IN2 180.85 IN4 697.07 1N4 ,- I I --- Root Beam[ 2003 International Building Code (01 NOS)] Ver. 6.00.8 By: Jim Mei . Suntel Home Design on: 01-18-2006 Project: LEXINGTON B - Location: Beam Nr. 5 9' gargae door hdr Summary: 5.5 IN x 11.5 IN x 9.5 FT 1#2 - Douglas Fir-Larch - Dry Use Section Adequate By: 47.6% Controlling Factor: Section Modulus I Depth Required 9.47 In LOADING DIAGRAM w , !' , Span = 9.5 ft ~ I II B , i I .......... A Reactions Live Load A 1603 Lb B 1603 Lb Dead Load Total Load Uplift Load 1292 Lb 2895 Lb 0 Lb 1292 Lb 2895 Lb 0 Lb ~ Uniform Loading Live Load Dead Load Selt Weioht Total Load W 338 Pit 257 Pit 15 Plf 609 Pit I