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Structural Revisions.pdfRcv�sia.� (0 MONEN CARTER OINNN - If REVINILD All I, 'I ) , : ' Ap CITY OF EDMONDS 11111,I)IN(i M\ I. -,ION :F PLANS EX.A, IIINER -'` DATE APPROVED PLANS MUS' 3E ON JOB SI'� CITY COP MUCTUK ENGINEERING STRUCTURAL CALCULATIONS Buehimaier Residence 608 2nd Avenue Edmonds, WA ESC Remodel 7031 182nd Place SW Edmonds, WA 98026 November 20th, 2018 REVISION 14'GV 2 0 2018 10- 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCO-SE.com BYKONEN ► 2033 Sixth Avenue M95 Seattle, WA 98121 206-264-7784 www.BCO-SE.com CARTER QUINN G �: PROJECT: DATE: STRUCTURAL ENGINEERING DESIGNER: -.f=- . - - - . SHEET I:- COMPANY PROJECT Wor Bykonen Carter Quinn John Street Buehlmaier Window Headers Woodks Seattle, WA 98109 Se Beam1 50nWAMFOR wood VEWA (206) 264 7784 Nov. 19, 2018 17:00 Design Check Calculation Sheet WoodWorks Sizer 10.42 Load-• Type Distribution =Pa-tt-L0tc,-ation [ft] Magnitude Unit rt End Start End Loadl Dead Full Area 15.00(9.001) psf Load2 Snow Full Area 25.00(9.00') psf Self -weight Dead Full UDL 7.3 _ nlf _a.. ......,, of tna[i nn seam rs a L;VILLi„u VVr _ _ -- --- ------ tributary width is applied to beam. Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored- 857 Dead 857 1369 Snow 1369 Factored: 2226 Total 2226 Bearing: 0.92 Length 0.92 Min re 'd 0.92'* "Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 1.9E, 2600Fb, 1-314x7-114", 2-ply (3-1i2"x7-114') Supports: All - Timber -soft Beam, D.Fir-L No2 Total length: 9'-9.0"; volume = 1.7 cu.ft.; Lateral support: top= at supports, bottom= at supports: Repetitive factor applied where permitted (refer to online help); w-_�-.-:- --- wlr.......hre C4tncc �nrl nea�lOf`itnn ueinn NnS 20�2 - Criterion Analysis Value Desi Value Unit Analysis/ Desi n Shear fv = 113 Fv' = 32$ psi fv/Fv' = 0.35 Bending(+) fb = 2093 Fb' = 2924 psi fb/Fb' = 0.72 Dead Defl'n 0.16 = L/706 0.81 Live Defl'n 0.26 = L/442 0.32 = L/360 in 0.88 Total Defl'n 0.43 = L/272 0.48 = L/240 in Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cn C.00 Ci LC# F1' 285 1.15 - 1.00 - - - .00 - 1.00 - 1.0 2 Fb'+ 2600 1.15 - 1.00 0.978 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 _ _ - 2 E' 1.9 million - 1.00 - - - - 1.00 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+S, V = 2212, V design = 1918 Zbs Bending(+): LC #2 = D+S, M = 5349 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live LC=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 106e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 9'-8.06" Le = 17'-9.56" RB = 11.24 COMPANY PROJECT BykWoodWorks® 820onen Carter Quinn BuehFloor R ai f 820 John Street Floor Reinforcing Seattle, WA 98109 Beam1 soffw,uu far wood nnrcx (206) 264 7784 Nov. 19, 2018 17:02 Design Check Calculation Sheet Woodworks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL No 15.0 plf Load2 Live Full UDL No 40.0 plf Load3 Dead Point No 0.00 1315 lbs Load4 Snow Point Yes 0.00 2195 lbs ,Self -weight Dead Full UDL No 9.3 if Maximum Reactions (lbs) and Bearing Lengths (in) : - — 12' - - 0' 2' 11'-11.8" Unfactored• Dead 1753 45 Live 288 192 Snow 2635 -440 Factored: -- Uplift Total 4388 587 46 Searing: Length Min re 'd 1.81 11.81** -- 0.50* 0.50* *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. LVL n-ply, 1.9E, 26001Fb, 1-3/4"x9-1/4", 2-ply (34/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12 ; volume = 2.7 cu.ft.; Lateral support: top= at supports, bottom= at supports; Repetitive factor applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Deflection Analysis vs. Allowable Stress and Deflection using NDs 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 164 Fv' = 328 psi fv/Fv' - 0.50 Bending(-) fb = 1699 Fb' = 2904 psi fb/Fb' = 0.59 Deflection: Interior Dead -0.06 = <L/999 Live -0.11 = <L/999 0.33 = L/360 in 0.33 Total -0.17 = L/721 0.50 = L/240 in 0.33 Cantil. Dead 0.08 = L/314 Live 0.14 = L/173 0.13 = L/180 in 1.04 Total 1 0.21 - L/111 1 0.20 = L/120 I in 1.07 l BYKONEN CARTER QUINN STRUCTURAL ENGINEERING ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCO-SE.com PROJECT: � .__ _ DATE:_ _�- j i '-3 __— DESIGNER: Nc- SHEET =': Lv L ro `-A4, wj tt BYKONEN CARTER QUINN ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com r' PHOJECI - DATE: STRUCTURAL ' ENGINEERING DESIGNER: