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Calculation: 4X 12 Replacements { 14-16)
<br />Induced Member Loading (ASD): Span:
<br />19 ft
<br />paw;'.: 0 k Strong Axis M,.
<br />51.7 k-in Weak -Axis M„ 0.0 k-in RbatNs.oag,: 0 k
<br />„ 0 k Strong Axis V -
<br />P,e,,,551011 '
<br />0.9 k Weak -Axis V, 0.0 k Rbz,,;,,, a,,: 0 k
<br />Member Properties:
<br />Self -Weight: 8.531 plf
<br />_ - in. X - in. Species (Glade): Douglas Fir -Larch (No. 2) Grade: No. 2
<br />Nominal Size 4x 12
<br />REF: 2018 NDS Supplement: Table 4A / 4B - Ref. Design Values lot Visually Graded
<br />(#) of Plies: (I)
<br />Dimension Lumber (2"-4" Thick)
<br />Adjustment Factors:
<br />Section Properties & Design Values:
<br />Co: 1.00 CC Tenip < 100 deg F
<br />C,: 1.00 Ci: Not Applicable
<br />b: 3.5 in SG: 0.5
<br />Cx( M.C, <= 19% C,g'): 1.00 CE,(roy):
<br />1.10 Garb): 1.00
<br />d: 11.25 in Fb: 900 psi
<br />CM(rb): 1.00 C,(Fo: 1.00 CE("'d:
<br />0.99 C,ut): 1.00
<br />b"o,,,: 4 in F,: 575 psi
<br />Cm(Fo: 1.00 C,(r,.): 1.00 CE("')'
<br />1.00 Ci(F„): 1.00
<br />dnnn,: 12 ill F,,: 180 psi
<br />CM("): 1.00 C,(' F„N): 1.00
<br />CE(Fld: 1.10 C;(r'e""): 1.00
<br />A: 39.38 in] F,: 1350 psi
<br />Clo(F" ,ra,): 1.00 C,(F,): 1-00
<br />CF(Fo: 1.00 Ci(Fo: 1.00
<br />1x: 415.3 ill F'e_J`Ia,: 625 psi
<br />CM (Ee): 1.00 C, (E): 1.00
<br />CF(F,): 1.00 C; (co: 1.00
<br />h.: 40.20 ina E: 1600000 psi
<br />CIIod: 1.00 Ct(E„ 11): 1.00
<br />C;(F m): 1.00
<br />S,: 73.83 in; E,o, 580000 psi
<br />CM (Ena):
<br />S.: 22.97 ul) Eno,. 580000 psi
<br />CE(Fb,.,), Beam Stability Factor (strong axis bending member):
<br />Analysis Option: (NDS 3.3.3.4 to 3.3.3.8) Calculated
<br />CL based on unsupported length otlnember
<br />la- Torsional Resttmt: 72 ill
<br />Loading Condition: Simple Span Beam - Uniform Distributed Load
<br />Effective length, /e: 148.3 in User Defined
<br />Effective length, /,: -
<br />Itu: 11.67 OK
<br />Fb,`: 990 psi FbE: 5110 CLC,A.h(4 0.988
<br />Member Effective Length & Slenderness Check For Compression:
<br />Strong Axis unbraced length, /„ ,: 19.00 ft
<br />K, ,: 1.00 le ,: 228.0 in 1,,Jd: 20.3 OK
<br />Weak Axis unbraced length, /„ ,: 1.00 11
<br />KS..: 1.00 le, .: 12,0 in 1,, Jd: 3.4 OK
<br />Member Design:
<br />Strang -Axis Flexural Capacity:
<br />Strong -Axis Shear Capacity:
<br />Shong - Bearing Analysis (Pere. to grain):
<br />Deflection Analyis: Transient: L/ 360
<br />Fb ,: 978 psi
<br />TV, .: 180 psi
<br />Beaiinglength,/bras,: 1.00 in.
<br />D+Transient: L/ 2,10
<br />fb ,: 701 psi
<br />f ,: 34.67 psi
<br />Bearing area distance to
<br />E': 1600000 psi
<br />Unity: 0.72 OK
<br />Unity: 0.19 ON
<br />member edge: Less than 3 ill.
<br />Cb (Fe,.) Edge: 1.00
<br />F'ci Edge: 625 psi
<br />Egde Area: 3.5 illy
<br />Kcr: 2.00
<br />0.37 in L/ 616 OK
<br />AD,-x: 0.16 in
<br />AD+Trmuicm,x-.. 0.69 in L/ 330 OK
<br />M„,: 72.23 k-in
<br />V„ : 4.73 k
<br />Weak -Axis Flexural Capacity:
<br />Weak -Axis Shear Capacity:
<br />Fb',: 1089 psi
<br />F,',: 180 psi
<br />f": 0.00 psi
<br />f",: 0.00 psi
<br />fci Edge: 0 psi
<br />ATmnsien4y-yl 0.00 in L/ 10000 OI,
<br />Unity: 0.00 OK
<br />Unity: 0.00 OK
<br />Unity: 0.00 OK
<br />ADy-y, 0.00 in
<br />AD+Trdom,d'y: 0.00 in L/ 10000 OK
<br />Mn : 25.01 k-in
<br />V",: 4.73 k
<br />Compression Capacity:
<br />Tension Capacity:
<br />Weak - Bearing Analysis (Pere. to grain):
<br />Combined Member Checks:
<br />Fe": 1350 psi
<br />Bearing length, 7bMa, : 1-00 in.
<br />Comb. Flex & Tension (3.9-1): 0.71 011-
<br />1161 psi
<br />Bearing area distance to
<br />Strong Flex & Tension (3.9-2): 0.72 OK-
<br />F,E�.: 40558 psi
<br />member edge: Less than 3 in.
<br />Weak Flex & Tension (3.9-2): 0.00 ON
<br />c: 0.8
<br />Cb (Fe a) He: 1.00
<br />Comb. Flex & Comp. (3.9-3): N/A OK
<br />CF 0.64
<br />F,': 575 psi
<br />F'o y Fiat: 625 psi
<br />Comb. Flex & Cutup. (3.9-4): N/A OK
<br />F'e: 860 psi
<br />A",,: 39.38 ill
<br />Flat Atca: 11.25 ill
<br />fb,_, [fei]: 701 psi F,E,; 1161
<br />f : 0 psi
<br />f,: 0.00 psi
<br />f i Edge: 0 psi
<br />fbl._y [ fie 1: 0 psi F,,,: 40558
<br />Unity: 0.00 OK
<br />Unity: 0.00 OK
<br />Unity: 0.00 OK
<br />FbE: 5110
<br />Pn: 33.84 k
<br />P,,: 22.64 k
<br />USE
<br />(1) 4s12 Douglas Fir -Larch (No. 2)
<br />13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949
<br />Project: South Point Plaza Pg. No: B - 16
<br />Address: 10121 Evergreen Way 4l Everett,WA 98204 Date: 6/27/23
<br />Client: SDH Architects, LLC Job No.: 23136
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