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Calculation' 2x12s Supp. Mail sat d{11-13)
<br />Induced Member Loading (ASD): I Span: 12 fl
<br />pto,ip,i: 0 k Strong Axis M, I S.1 k-in Weak -Axis MY, 0.0 k-in Rb,, ,; ed.z: 0 k
<br />0 k Strong Axis V. 0.8 k Weak -Axis V 0.0 k R 0 k
<br />wnM nay
<br />Member Properties:
<br />Self -Weight:
<br />3.656 plf
<br />-
<br />- in. X
<br />- in.
<br />Species (Grade):
<br />Douglas Fir -Larch
<br />(No. 2)
<br />Grade:
<br />No. 2
<br />Nominal Size
<br />2xl2
<br />REF:
<br />2018 NDS Supplement:
<br />Table 4A / 4B - Ref. Design Values
<br />for Visually Graded
<br />(4) of Plies:
<br />(2)
<br />Dimension Lumber (2"-4"
<br />Thick)
<br />Adjustment Factors:1
<br />Section Properties
<br />& Design Values:
<br />Co: 1.00
<br />CC
<br />"rem) <=100
<br />deg F C,:
<br />1.00
<br />Ci: Not Applicable
<br />b: 1.5 in
<br />SG:
<br />0.5
<br />Cx,: M.C. <= 19%
<br />C, (R):
<br />1.00
<br />C,,(,,):
<br />L20
<br />Citm,): 1.00
<br />d: 11.25 in
<br />Fb:
<br />900 psi
<br />CM(ud: 1.00
<br />C, (Fe:
<br />1.00
<br />CL (fler,):
<br />0.83
<br />C;(,): 1.00
<br />boom: 2 in
<br />F,:
<br />575 psi
<br />Cngrp: 1.00
<br />C, (F,.):
<br />1.00
<br />CL nb-,):
<br />1.00
<br />Ci (F„): 1.00
<br />doom: 12 in
<br />F,,:
<br />180 psi
<br />Cb, fF„): 1.00
<br />C, tE"�gd:
<br />1.00
<br />CF(FE):
<br />1.00
<br />C;tF: 1.00
<br />A: 16.88 iu2
<br />F,:
<br />1350 psi
<br />C„ ft p� ,): L00
<br />C, (ft):
<br />1.00
<br />CF(Fy):
<br />1.00
<br />C;,F"): 1.00
<br />1,: 178.0 in'
<br />F,,,,:
<br />625 psi
<br />Cb, (F"): 1.00
<br />C,(,):
<br />L00
<br />CFf ):
<br />1.00
<br />C; �): 1.00
<br />IY: 3.16 ina
<br />E:
<br />1600000 psi
<br />CIlud: 1.00
<br />Ct(E",;"):
<br />1.00
<br />C; tn",;,,): 1.00
<br />1
<br />S,: 31.64 i,13
<br />E,,,;",
<br />580000 psi
<br />Cp, E,„ : 1.00
<br />S,: 4.22 in3
<br />E'.,;.
<br />580000 psi
<br />CL(Fb,-,), Beam Stability Factor (strong axis bending member):
<br />Analysis Option: (NDS 3.3.3.4 to 3.3.3.8) Calculated CL based on unsupported length of member
<br />1"-aorsio"wrt:rvmm: 72 in Loading Condition: Simple Span Beam - Unifn in Distributed Load
<br />Effective length, le; 148.3 in User Defined Effective length, 1,: -
<br />Ra: 27.23 OK F,,": 900 psi FEE: 939 CLCE,dm.d: 0.934
<br />Member Effective Length & Slenderness Clieck For Compression:
<br />Strong Axis unbraced length, /" ,: 5.00 11 K, ,: 1.00 1, ,: 60.0 in 1, ,/d: 5.3 OK
<br />Weak Axis unbraced length, 1" Y: 5.00 ft K, ,.: 1.00 Iz_ 60.0 in 1, ,./d: 40.0 OK
<br />Stronb Axis Flexural Capacity:
<br />Strong -Axis Shear Capacity:
<br />Fb' ,: 750 psi
<br />fE ,: 573 psi
<br />Unity: 0.76 OK
<br />F„'�.: 180 psi
<br />f ,: 72.00 psi
<br />Unity: 0.40 OK
<br />M„ ,: 23.74 k-in
<br />V" : 2.03 k
<br />Weak -Axis Flexural Capacity:
<br />Weak -Axis Shear Capacity:
<br />Ftiy: 1080 psi
<br />1y,: 0.00 psi
<br />Unity: 0.00 OK
<br />F„',: 180 psi
<br />f,. ,: 0.00 psi
<br />Unity: 0.00 OK
<br />M„ : 4.56
<br />Compression Capacity:
<br />Tension Cauacity:
<br />F,-: 1350 psi
<br />F,,-,: 16761 psi
<br />F,,,: 298 psi
<br />c: 0.8
<br />Cp, 0.21
<br />F'": 283 psi
<br />f,: 0 psi
<br />Inity: 0.00 OK
<br />4.78 k
<br />F(: 575 psi
<br />A„,,: 16,88 in2
<br />f,: 0.00 psi
<br />Unity: 0.00 OK
<br />9.70 k
<br />Strong - Bearing Analysis (Perp. to grill
<br />Bearing length, Ib
<br />Edo, : 1.00 in.
<br />Bearing area distance to
<br />member edge:
<br />Less than 3 in
<br />Cb (F, 1) Ed,,:
<br />1.00
<br />F',1 E,.,:
<br />625 psi
<br />Egde Area:
<br />1.5 in2
<br />f 1 Ed,,:
<br />0 psi
<br />Unity:
<br />0.00 OK
<br />Weak- Bearing Analysis (Perp. to grair
<br />Bearing length,
<br />/b Fie, : 1.00 in.
<br />Bearing area distance to
<br />member edge:
<br />Less than 3 in.
<br />Cb (F" 1) Ha,:
<br />1.00
<br />F'"1 H,I:
<br />625 psi
<br />Flat Area:
<br />11.25 in2
<br />f 1 Edga:
<br />0 psi
<br />Unity:
<br />0.00 OK
<br />USE (2) 2xi2 Douglas FiP-Larch (No. 2)
<br />etlection Analyis: TiansienC L/ 2
<br />D+Transient:
<br />L/ 2
<br />E': 1600000 psi
<br />Kra : 2.00
<br />ATiansieut,x x: 0.00 in L /
<br />10000 OK
<br />AD,-,. 0.00 in
<br />+TrmsimCx-x- 0.00 in L/
<br />10000 OK
<br />ATrmislem,y-Y: 0.00 in L/
<br />10000 OK
<br />AD,: 0.00 in
<br />wlr.nient, ,- : 0.00 in L /
<br />10000 OK
<br />minbined Member Checks:
<br />Comb. Flex & Tension (3.9-1):
<br />0.64 ON
<br />Strong Flex & Tension (3.9-2):
<br />0.76 OK
<br />Weak Flex & Tension (3.9-2):
<br />0.00 OK
<br />Comb. Flex & Comp. (3.9-3):
<br />N/A OH
<br />Conlb. Flex & Comp. (3.9-4):
<br />N/A OK
<br />fE,-, [ fy,]: 573 psi F,Ei,
<br />16761
<br />fb PY [ lte l: 0 psi F<E2:
<br />298
<br />FEE:
<br />939
<br />13228 NE 20th St., Suite 100, Bellevue, WA 98005 1 (425) 614-0949
<br />'roject: South Point Plaza Pg. No: B - 13
<br />4ddiess: 10121 Evergreen Way t11 Everett,WA 98204 Date: 6/27123
<br />�Iienl: SDH Architects, LLC Job No.: 23136
<br />
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