1010 N BROADWAY STARBUCKS 2025-07-30

Calculation: 4x blocking wood design( 1-2 ) Induced Member Loading (ASD): San: _' ft Design Load Comb.: 1) 1): Ptensien: O k Strong Axis Mx, (1. ; fir, k-in Weak -Axis My. 0.0 k-in Rbeanng,edge: I) k Peornression: k Strong Axis V . 0.029 k Weak -Axis Vx, k Rbearin eat: 1) k Member Properties: Self -Weight: 2.654 plf - - in. X - in. Species (Grade): Douglas Fir -Larch (No. 1) Grade: No. 1 Nominal Size 4x4 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.-100 deg F Cr: 1.15 Ci: Not Applicable b: 3.5 in SG: 0.5 CM: M.C. - 19% Ct (Fb): 1.00 Cfn(Fb y)• 1.00 Ci (Fb): 1.00 d: 3.50 in Fb: 1000 psi CM (Fb): 1.00 Ct (Ft): 1.00 CL (Fb-x). 1.00 Ci (Ft): 1.00 bnom. 4 In Ft: 675 psi CM (Ft): 1.00 CI (F,): 1.00 CL (Fb-y): 1.00 Ci (F,): 1.00 dnom: 4 in F,,: 180 psi CM (F,): 1.00 Ct (Fc� ee ): 1.00 CF(Fb): 1.50 Ci (F, ,e,F): 1.00 A: 12.25 in Fc: 1500 psi CM (Fee,): 1.00 CI (Fc): 1.00 CF(Ft): 1.50 Ci (Fc): 1.00 Ix: 12.5 in Fc_perp: 625 psi CM (ft): 1.00 Ct (E): 1.00 CF(Fc). 1.15 Ci (E): 1.00 ly: 12.51 in E: 1700000 psi CM (E): 1.00 Ct (Etnin)• 1.00 Ci (Ervin): 1.00 Sx: 7.15 in Ernin: 620000 psi CM Ervin • 1.00 S : 7.15 in E'min 620000 psi CL(Fbx-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- Torsional Restraint: 24 in Loading Condition: Simple Span Beam - Uniform Distributed Load Effective length, le: 49.44 in User Defined Effective length, l e: - RB: 3.758 OK Fbx*: 1725 psi FbE: 52670 CLCalenlated: 0.998 Member Effective Length & Slenderness Check For Compression: Strong Axis unbraced length, l x : 2.00 ft Ke x: 1.00 Ie x: 24.0 in le x/d: 6.9 OK Weak Axis unbraced length, !n : 2.00 ft Ke : 1.00 le : 24.0 in le /d: 6.9 OK Member Design: Strong -Axis Flexural Capacity: Strong -Axis Shear Capacity: Strong - Bearing Analysis (Perp. to grain): Deflection Anal is: Transient: L/ 360 D+Transient: L/ 240 Fe x: 1722 psi F 'y: 180 psi Bearing length, l b Edge : 1.00 in. fb x: 46 psi f y: 3.51 psi Bearing area distance to E': 1700000 psi Unity: 0.03 OK Unity: 0.02 OK member edge: Less than 3 in. Cb (Fc l ) Edge: 1.00 F'ci Edge: 625 psi Egde Area: 3.5 in Ker : 2.00 ATransient,x-x: 0.000 in L / 10000 OK Opx-x_ 0,001 in Ao+Transient,x-x: 0.001 in L / 17870 OK Mn x: 12.31 k-in Vn : 1.47 k Weak -Axis Flexural Capacity: Weak -Axis Shear Capacity: Fb y: 1725 psi Fv' x: 180 psi fby: 0.00 psi f,, x: 0.00 psi fcI Edge: 0 psi ATransient,y-y (1.()(1 to L / 10000 OK Unity: 0.00 Unity: 0.00 ' Unity: 0.00 OK ADv-v: U w 1 in AD+Transient, - : 0.000 in L / 10000 OK Mn : 12.33 k-in V„ a: 1.47 k Compression Capacity: Tension Capacity: Weak - Bearing Analysis (Perp. tograin): Combined Member Checks: Fc*: 1725 psi Bearing length, 1bFaat: 1.00 in. Comb. Flex & Tension (3.9-1): 0.03 OK FcE_x: 10839 psi Bearing area distance to Strong Flex & Tension (3.9-2): 0.03 OK FcEy: 10839 psi member edge: Less than 3 in. Weak Flex & Tension (3.9-2): 0.00 OK c: 0.8 Cb (Fc 1) Flat. 1.00 Comb. Flex & Comp. (3.9-3): N/A OK CF_ 0.96 F, : 1013 psi F'c 1 Flat: 625 psi Comb. Flex & Comp. (3.9-4): N/A OK F'c: 1665 psi An,: 12.25 in Flat Area: 3.5 in fbx-x [ fbi ]: 46 psi FcEt: 10839 fc: 0 psi ft: 0.00 psi fc 1 Edge 0 psi fb y-y [ fb2 ]: 0 psi FcE2: 10839 Unity: 0.00 OK Unity: 0.00 Oh Unity: 0.00 OK FbE: 52670 1,,,: 20.39 k Pn: 12.40 k USE (1) 4x4 Douglas Fir -Larch (No. 1) 13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949 Project: Starbucks - Brodway & IOth Pg. No: D - 2 Address: 1010 N Broadway Everett,WA 98201 Date: 3/19/24 Client: Graphite Design Group Job No.: 24084