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Calculation: 2x wood design (3-5} <br />Induced Member Loading <br />Design Load Comb.: I) I ): <br />Ptension: 0 k <br />P- m.,.­,.-. I i k <br />;ft <br />Strong Axis Mx 0. 1 , k-in Weak -Axis My, 0.0 k-in Rbearing,edge: 0 k <br />Strong Axis V_,,,, 0_U I 11 k Weak -Axis Vx_ 0.0 k Rbearing,flat: 0 k <br />Member Properties: I <br />Self -Weight: <br />1.788 plf <br />- in. X - in. <br />Species (Grade): <br />Douglas Fir -Larch (No. 1) <br />Grade: No. 1 <br />Nominal Size 20 <br />REF: <br />2018 NDS Supplement: Table 4A / 4B - Ref. Design Values <br />for Visually Graded <br />(#) of Plies: ( I) <br />Dimension Lumber (2"-4" Thick) <br />Ad'ustment Factors: <br />Section Properties & Design <br />Values: <br />CD: 1.00 Ct: Temp.-100 <br />deg F Cr: 1.15 <br />Ci: Not Applicable <br />b: 1.5 in <br />SG: <br />0.5 <br />CM: M.C. <= 19% C,(Fb): 1.00 <br />Cfu(Fby)• 1.15 <br />Ci (Fb): 1.00 <br />d: 5.50 in <br />Fb: <br />1000 psi <br />CM (Fb): 1.00 Ct (Ft): 1.00 <br />CL (Fb_x): 0.97 <br />Ci (Ft): 1.00 <br />bnom: 2 in <br />Ft: <br />675 psi <br />CM (Ft): 1.00 Ct (F,): 1.00 <br />CL (Fb_y): 1.00 <br />Ci (F�): 1.00 <br />dnom: 6 in <br />FY: <br />180 psi <br />CM (Ft,): 1.00 Ct ft,, F): 1.00 <br />CF(Fb): 1.30 <br />Ci (ft e,): 1.00 <br />A: 8.25 in <br />Fc: <br />1500 psi <br />CM (F, ,): 1.00 Ct (Fe): 1.00 <br />CF(Ft): 1.30 <br />Ci (Fc): 1.00 <br />Ix: 20.8 in <br />Fc_pe1E: <br />625 psi <br />CM (Fe): 1.00 Ct (E): 1.00 <br />CF(Fc)• 1.10 <br />Ci (E): 1.00 <br />ly: 1.55 in <br />E: <br />1700000 psi <br />CM (E): 1.00 Ct(Emin)• 1.00 <br />Ci(Emin)• 1.00 <br />Sx: 7.56 in <br />Emin: <br />620000 psi <br />CM Emin • 1.00 <br />S : 2.06 in <br />E'min: <br />620000 psi <br />CL(Fbx_x). Beam Stability Factor (strong axis bending member): <br />Analysis Option: (NDS 3.3.3.4 to <br />3.3.3.8) Calculated CL based on unsupported length of member <br />lu- Torsional Restraint• 36 in <br />Loading Condition: Simple Span Beam - Uniform Distributed Load <br />Effective length, le: 74.16 in <br />User Defined Effective length, <br />I.: - <br />RB: 13.46 OK <br />Fbx*: 1495 psi FbE: 4104 CLcaleulated: <br />0.973 <br />Member Effective Length & Slenderness Check For Compression: <br />Strong Axis unbraced length, lu x: <br />3.00 ft Ke x: 1.00 <br />le x: 36.0 in le x/d: 6.5 OK <br />Weak Axis unbraced length, I" Y: <br />3.00 ft Ke 1.00 <br />le : 36.0 in le, /d: 24.0 0K <br />Member <br />Design: <br />Strong -Axis Flexural Capaci <br />Fe x: 1455 psi <br />fb x: 41 psi <br />Unity: 0.03 OK <br />Mn x: 11.00 Tin <br />Weak -Axis Flexural Capaci <br />Fb -y: 1719 psi <br />fb_,: 0.00 psi <br />Unity: 0.00 Ok <br />3.55 k-in <br />Fe*: <br />1650 psi <br />F,E x: <br />11896 psi <br />FeE_,: <br />885 psi <br />c: <br />0.8 <br />Cp: <br />0.46 <br />F'c: <br />757 psi <br />fe: <br />0 psi <br />Unity: <br />0.00 OK <br />6.24 k <br />121 <br />Strong -Axis Shear Capaci <br />F,' -,: 180 psi <br />fv-y,: 3.43 psi <br />Unity: 0.02 OK <br />Vn Y: 0.99 k <br />Weak -Axis Shear Capacil <br />F x: 180 psi <br />fY x: 0.00 psi <br />Unity: 0.00 <br />Va x: 0.99 k <br />Tension Canacit\ : <br />Ft': 877.5 psi <br />Aneb 8.25 in <br />ft: 0.00 psi <br />Unity: 0.00 0K <br />P�: 7.24 k <br />a 1tullg - nual tug tll Idly JlJ t <br />Bearing length, IbEdge <br />Bearing area distance to <br />member edge: <br />L <br />Cb(Fcl)Edge• <br />1.0 <br />F'c 1 Edge: <br />62 <br />Egde Area: <br />1. <br />fc i Edge• <br />Unity: <br />0.0 <br />U'eak - Bearing Analysis ( <br />Bearing length, I b Fiat <br />Bearing area distance to <br />member edge: L <br />Cb (Fc 1 ) Flab l <br />F'c 1 Flat: 6 <br />Flat Area: 5 <br />fc1 Edge• <br />Unity: 0. <br />. to o gra <br />1.00 in. <br />ess than 3 in <br />0 <br />5 psi <br />5 in <br />0 psi <br />0 Ok <br />to o gra <br />1.00 in. <br />ess than 3 in. <br />00 <br />25 psi <br />5 inZ <br />0 psi <br />00 O K <br />USE (1) 2x6 Douglas Fir -Larch (No. 1) <br />Deflection Analyis: Transient: L/ 360 <br />D+Transient: L/ 240 <br />E': 1700000 psi <br />Ker : 2.00 <br />'' Fransient,x-x: 0.000 In L / <br />10000 OK <br />ADx.x: WWI I in <br />AD+Transient,x-x: 0.002 in L / <br />20463 OK <br />ATransient,y-y: 0.()0 in L / <br />10000 OK <br />ADy-y: 0,H0 in <br />AD+Transient, - : 0.000 in L / <br />10000 OK <br />Combined Member Checks: <br />Comb. Flex & Tension (3.9-1): <br />0.03 OK <br />Strong Flex & Tension (3.9-2): <br />0.03 OK <br />Weak Flex & Tension (3.9-2): <br />0.00 OK <br />Comb. Flex & Comp. (3.9-3): <br />N/A OK <br />Comb. Flex & Comp. (3.9-4): <br />N/A OK <br />fbx_x [ fbl ]: 41 psi Fc,,: <br />11896 <br />fby_y [ fb21: 0 psi FeE2: <br />885 <br />FbE: <br />4104 <br />13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949 <br />Project: Starbucks - Brodway & 1 Oth Pg. No: D - 4 <br />Address: 1010 N Broadway Everett,WA 98201 Date: 3/19/24 <br />client: Graphite Design Group Job No.: 24084 <br />