|
Calculation: Sawn Lumber Design(99-99) (2)
<br />Induced Member Loading (ASD): Span: 8.485 0
<br />P,,,u;"": 0
<br />k Strong Axis M,. 0.0 k-in Weak -Axis My, 0.0
<br />k-in Rt;ay,as=: 0 k
<br />0.91
<br />k Strong Axis V . W) k Weak -Axis V,. 0.0
<br />k Rbea,;n„ flat: 0 k
<br />Member Properties:
<br />Self -Weight: 1.138 plf
<br />- -
<br />in. X - in. Species (Grade): Douglas Fir -Larch (No.
<br />2) Grade: No. 2
<br />Nominal Size 2x4
<br />REF: 2018 NDS Supplement: Table
<br />4A / 4B -Ref: Design Values for Visually Graded
<br />(#) of Plies: ( 1)
<br />Dimension Lumber (2"4" Thick)
<br />Adjustment Factors:
<br />Section Properties & Design Values:
<br />Cu: 1.00
<br />CC Tenrl).<=100 (leg F C,: 1.00 C;: Not Applicable
<br />b:
<br />1.5 in SG: 0.5
<br />Cs{. M.C. <=19%
<br />C,(,): 1.00 Cs'ns'): 1,10 C;(yb): 1.00
<br />d:
<br />3.50 in Fb: 900 psi
<br />Cs, ald: 1.00
<br />C, (Ed: L00 CL tFb.,): 0.97 Ci(F.u: 1.00
<br />b:
<br />2 in Ft: 575 psi
<br />cm al): 1.00
<br />C, (F,,): 1.00 CL (r ,): 1.00 Ciuv): 1.00
<br />d„"n,:
<br />4 in F,,: 180 psi
<br />Csi(,): 1.00 Ct
<br />tE*_p,T): 1.00 Crab): 1.50 C; tF,,zrE): 1.00
<br />A:
<br />5.25 itn2 Fr: 1350 psi
<br />Csr (ft,pz,t,): 1.00
<br />C, ("): 1.00 CF(Fa: 1.50 C; (F,,): 1.00
<br />1,,:
<br />5.4 ina Fr,,,,: 625 psi
<br />Csr(,): 1.00
<br />C,(E): 1.00 C(Fl): 1.15 C; (E): 1.00
<br />ly:
<br />0.98 ina E: 1600000 psi
<br />Csr(E): 1.00 Ct (E„ud: 1.00 Ci annu"): 1.00
<br />S,:
<br />3.06 my Enu2 580000 psi
<br />CM E"w : 1.00
<br />S :
<br />1.31 ina E',.. 580000 psi
<br />CL(Fb,_,), Beam Stability Factor (strong axis bending member):
<br />Analysis Option:
<br />(NDS 3.3.3.4 to 3.3.3.8) Calculated CL based on unsupported length of member
<br />1"_To,,md a,,,ra;,,t:
<br />72 in Loading Condition: Simple Span Beam -
<br />Uniform Dislributed Load
<br />Effective length, le:
<br />127.9 in User Defined Effective length, /�: -
<br />Ru:
<br />14.1 OK Fb,*: 1350 psi Fa,;
<br />3499 CLc,.,,d: 0.971
<br />Member Eflective Length & Slenderness Check For Compression:
<br />Strong Axis unbraced length, In_,: 5.00 fl Kr_,: 1.00 1, x: 60.0 in
<br />Ir ,/& 17.1 OR
<br />Weak Axis unbraced length, I„ : 5.00 R K, ,: 1.00 Ir .: 60.0 in
<br />1,. /d: 40.0 OK
<br />Member Design:
<br />Strong -Axis Flexural Capacity:
<br />Strong -Axis Shear Capacity:
<br />Snnng - Bearing Analysis (Pere. to grain):
<br />Deflection Analyis: Transient: L/ 360
<br />Fyn: 1311 psi
<br />F„',: 180 psi
<br />Bearing length, /b Edxa: 1.00 in.
<br />D+Transient: L/ 240
<br />fb_,: 0 psi
<br />f y: 0.00 psi
<br />Bearing area distance to
<br />E': 1600000 psi
<br />Unity: 0.00 OK
<br />Unity: 0.00 01"
<br />member edge: Less than 3 in.
<br />Cb (Fe 1) Ed,,: 1.00
<br />F'r i pd,a: 625 psi
<br />Egde Area: 1.5 in2
<br />Key : 2.00
<br />ATrm,ekm,x-x: 0.00 in L / 10000 UK
<br />Ap,,_x: 0.00 in
<br />AD+Trmotcnt,x-x: 0.00 in L / 10000 OK
<br />Mn ,: 4.01 k-in
<br />V. : 0.63 k
<br />Weak -Axis Flexural Capacity:
<br />Weak -Axis Shear Capacity:
<br />Fb',: 1485 psi
<br />F„' ,,: 180 psi
<br />f_y: 0.00 psi
<br />f,: 0.00 psi
<br />fr, Edda: 0 psi
<br />AT.w,sienta9- 0.00 in L/ 10000 OK
<br />Unity: 0.00 ON
<br />Unit),: 0.00 OK
<br />Unity: 0,00 ON,
<br />ADyy_ 0.00 in
<br />ADrTmnsiud,,-•: 0.00 in L/ 10000 ON
<br />Mn : 1.95 k-in
<br />V",: 0.63 k
<br />Compression Capacity:
<br />Tension Capacity:
<br />Weak- Bearing Analysis (Pei p. to grain):
<br />Combined Member Checks:
<br />F,*: 1553 psi
<br />Bearing length, /bIlm : 1.00 in.
<br />Comb. Flex & Tension (3.9-1): 0.00 OK
<br />1622 psi
<br />➢caring area distance to
<br />Strong Flex & "Pension (3.9-2): 0.00 OK
<br />FrE_y: 298 psi
<br />member edge: Less than 3 in.
<br />Weak Flex & Tension (3.9-2): 0.00 OK
<br />c: 0.8
<br />Cb(F�I) Fla: 1.00
<br />Comb. Flex & Comp. (3.9-3): N/A 011-
<br />Cu. 0.18
<br />F,': 862.5 psi
<br />F'�y Him: 625 psi
<br />Comb. Flex & Comp. (3.9-4): N/A ON
<br />F'r: 285 psi
<br />A,,,t: 5.25 in2
<br />Flat Area: 3.5 in'
<br />fb,-, [ fb1 ]: 0 psi F<EE 1622
<br />f: 173 psi
<br />f: 0.00 psi
<br />frl kd,: 0 psi
<br />f it fbzl� 0 psi F,2: 298
<br />Unity: 0.61 OK
<br />Unity: 0.00 OK
<br />Unity: 0.00 OK
<br />FbE: 3499
<br />Pn: 1.50 k
<br />Pn: 4.53 k
<br />USE (1) 2x4 Douglas Fir -Larch (No. 2)
<br />?I'AUS
<br />13228 NE 20th St., Suite 100, Bellevue, IVA 98005 ( (425) 614-0949
<br />Project: South Point Plaza Pg. No: B - 9
<br />Address: 10121 Evergreen Way#1 Eveiett,4VA98204 Date: 6/27/23
<br />''Client: SDII Architects, LLC Job No • 23136
<br />
|