1010 N BROADWAY STARBUCKS 2025-07-30

Calculation: 2x wood design (5-6) Induced Member Loading (ASD): San: ft Design Load Comb.: I) D: Ptension: 0 k Strong Axis Mx: 0.30] k-in Weak -Axis My 0.0 k-in Rbearing,edge: 0 k Pcom ression: k Strong Axis V . O r, k Weak -Axis Vx: 0.0 k Rbeann flat 0 k Member Properties: Self -Weight: 1.788 plf in. X - in. Species (Grade): Douglas Fir -Larch (No. 1) Grade: No. 1 Nominal Size 2x6 REF: 2018 NDS Supplement: Table 4A / 4B - Ref. Design Values for Visually Graded (#) of Plies: ( 1) Dimension Lumber (2"-4" Thick) Adjustment Factors: Section Properties & Design Values: CD: 1.00 Ct: Temp.-]00 deg F Cr: 1.15 Ci: Not Applicable b: 1.5 in SG: 0.5 CM: M.C. - 19% Ct (Fb): 1.00 Cfu(Fb y): 1.15 Ci (Fb): 1.00 d: 5.50 in Fb: 1000 psi CM (Fb): 1.00 Ct (Ft): 1.00 CL (Fb-x): 0.98 Ci (Ft): 1.00 bnom: 2 In Ft: 675 psi CM (Ft). 1.00 Ct (F,)• 1.00 CL (Fb,): 1.00 Ci (F,): 1.00 doom: 6 in F,: 180 psi CM (F,): 1.00 Ct (Fc_pe,): 1.00 CF(Fb): 1.30 Ci (Fc�efp): 1.00 A: 8.25 in Fc: 1500 psi CM (Fcye p): 1.00 CI (Fc): 1.00 CF(Ft): 1.30 Ci (Fc): 1.00 Ix: 20.8 in Fc J,efl : 625 psi CM (Fe)• 1.00 Ct (E): 1.00 CF(F,): 1.10 Ci (E): 1.00 Iy: 1.55 in E: 1700000 psi CM (E): 1.00 Ct(Emin)• 1.00 Ci(Fmin)• 1.00 Sx: 7.56 in Emin: 620000 psi CM Emin • 1.00 1 S : 2.06 in' E'min_ 620000 psi CL (Fb x-x), Beam Stability Factor (strong axis bending member): Analysis Option: (NDS 3.3.3.4 to 3.3.3.8) Calculated CL based on unsupported length of member lu- TomionalRestraint 24 in Loading Condition: Simple Span Beam - Uniform Distributed Load Effective length, le: 49.44 in User Defined Effective length, 1 e: - RB: 10.99 Ok Fbx*: 1495 psi FbE: 6156 CLcaieuiated: 0.985 Member Effective Length & Slenderness Check For Compression: Strong Axis unbraced length, 1 u x : 2.00 ft Ke x: 1.00 le_x: 24.0 in le x/d: 4.4 OK Weak Axis unbraced length, lu : 2.00 ft Ke : 1.00 1e : 24.0 in le d: 16.0 OK Member Design: Suon--Axis Flexural Capacity: Strong -Axis Shear Capacity: Strong - Bearing Analysis (Per . t0 rain): Deflection Analyis: Transient: L/ 360 D+Transient: L/ 24 Fe x: 1472 psi F,' y: 180 psi Bearing length, I b Edge : 1.00 in. fb x: 40 psi f�,: 4.79 psi Bearing area distance to E': 1700000 psi Unity: 0.03 Ok Unity: 0.03 Ok member edge: Less than 3 in. Cb (Fc l ) Edge• 1.00 F'c l Edge: 625 psi Egde Area: 1.5 inz Kcr : 2.00 OTransient,x-x: 0.000 in L / 10000 OK ADx-x: 0.000 in AD+Transient,x-x: 0.001 in L / 31970 OK Mn x: 11.13 k-in Vn : 0.99 k Weak -Axis Flexural Capacity: Weak -Axis Shear Capacity: Fey: 1719 psi F x: 180 psi fby: 0.00 psi f, x: 0.00 psi fc i Edge: 0 psi ATransient,y-y 0.110 i0 in L / 10000 OK Unity: 0.00 OK Unity: 0.00 0K Unity: 0.00 OK ADy-y 0.0O in OD+Transient, - : 0.000 in L / 10000 OK Mn : 3.55 k-in Vn x: 0.99 k Compression Capacity: Tension Capacity: Weak - Bearing Analysis (Per . to grain): Combined Member Checks: Fc*: 1650 psi Bearing length, 1b Fiat : 1.00 in. Comb. Flex & Tension (3.9-1): 0.03 OK FcE x: 26765 psi Bearing area distance to Strong Flex & Tension (3.9-2): 0.03 OK FcEy: 1991 psi member edge: Less than 3 in. Weak Flex & Tension (3.9-2): 0.00 OK c: 0.8 Cb (Fc L ) Fiat 1.00 Comb. Flex & Comp. (3.9-3): N/A OK Cp: 0.75 F,': 877.5 psi F'c L Fiat 625 psi Comb. Flex & Comp. (3.9-4): N/A 01, F'c: 1240 psi Anet 8.25 in Flat Area: 5.5 in fbx-x [ fbI ]: 40 psi F,,: 26765 fc: 0 psi ft: 0.00 psi fc I Edge: 0 psi fb y_y [ fbZ ]: 0 psi FoE2: 1991 Unity: 0.00 OK Unity: 0.00 OK Unity: 0.00 01% FbE: 6156 Pn: 10.23 k Pn: 7.24 k USE (1) 2x6 Douglas Fir -Larch (No. 1) ?AU 13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949 Project: Starbucks - Brodway & IOth Pg. No: C -6 Address: 1010 N Broadway Everett,WA 98201 Date: 3/19/24 Client: Graphite Design Group Job No.: 24084