<p>Tables and Functions</p>

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&[DATE] &[TIME] - &[FILENAME]

plf lbf ft / :

pcf psf ft / :

Loads.sm include 179

<p>Unity Check</p>

Unity Check Function for Condition Formatting U# U.a# fcheck U# U.a# > Out# NG white red ButtonGlossy 14 mat : U# 0 ≥ Out# OK white green ButtonGlossy 14 mat : Out# Check Negative white yellow ButtonGlossy 14 mat : if if Out# 21 line :

U M.r M.c / : #

U.a 1 :

U U.a fcheck <p>Read / Write File</p>

X.var DocumentDirectory CurrentDirectory Name wfile 1

Read In Files - Loads M.reactions CurrentDirectory BW Reactions rfile :

<p>Wood Member Function</p>

Unity Check Function for Condition Formatting U# U.a# fcheck U# U.a# > Out# NG white red ButtonGlossy 14 mat : U# 0 ≥ Out# OK white green ButtonGlossy 14 mat : Out# Check Negative white yellow ButtonGlossy 14 mat : if if Out# 21 line :

Axial and Bending Capacity
 - Load Wood Design Values / Property Table
 - Moment about X-axis is assumed to be the strong axis
 - Need to update flat use factor for weak axis bending (combo). Currenlty Flat use is only applied to weak axis P.r# M.rx# M.ry# V.r# b# d# WDV# L.uTLB# k# C.b# C.e# L.ux# L.uy# K.x# K.y# C.D'# MCF# C.Fb# C.Ft# C.Fc# n.p# BRG# d.ntch# fWM Define Variables F.b# WDV# 2 el psi * : F.t# WDV# 3 el psi * : F.v# WDV# 4 el psi * : F.cprp# WDV# 5 el psi * : F.cprl# WDV# 6 el psi * : E# WDV# 7 el ksi * : E.min# WDV# 8 el ksi * : E.y# WDV# 9 el ksi * : COV.E# WDV# 10 el : G# WDV# 11 el : c# WDV# 12 el : I.x# n.p# b# * d# 3^* 12 / : S.x# n.p# b# * d# 2^* 6 / : I.y# d# n.p# b# * (3^* 12 / : S.y# d# n.p# b# * (2^* 6 / : A.g# n.p# b# * d# * : 51 line Factors C.D# C.D'# : C.M# MCF# 22 el : C.t# MCF# 23 el : C.fu# MCF# 24 el : C.r# MCF# 25 el : C.V# MCF# 26 el : C.i# MCF# 27 el : C.T# MCF# 21 el : 221 line Flexural f.bx# M.rx# S.x# / eval : f.by# M.ry# S.y# / eval : Adjusted Bending stress F''.bx# F.b# C.D# * C.M# * C.t# * C.Fb# * C.i# * C.r# * : Flat wise bending (C.L is set to 1) F'.by# F.b# C.D# * C.M# * C.t# * C.i# * C.r# * C.fu# * : L.u# L.uTLB# : Stability Calcs refer to tech note 14 E'.y05# E.y# 1 1.645 COV.E# * - (* 1.03 * 1.67 / : η# 1.3 k# * d# * L.u# / : C.e# η# 2^1 + sqrt η# - : M.cr# 1.3 C.b# * C.e# * E'.y05# * I.y# * L.u# / : M''# F''.bx# S.x# * : α.b# M.cr# M''# / : C.L# 11 α.b# + 1.9 / 1 α.b# + 1.9 / (2^α.b# 0.95 / - sqrt - Min : F'.bx# C.L# C.V# Min F''.bx# * : M.cx# F'.bx# S.x# * : U.Bx# M.rx# M.cx# / : 121 line Check weak axis M.cy# F'.by# S.y# * : U.By# M.ry# M.cy# / : 111 line Axial Adjusted allowed comp. stress F''.c# F.cprl# C.D# * C.M# * C.t# * C.Fc# * C.i# * : E'.min# E.min# C.M# * C.t# * C.i# * C.T# * : Slenderness Ratio λ.x# K.x# L.ux# * d# / : λ.y# K.y# L.uy# * n.p# b# * / : Max slenderness ratio check λ.x# 50 ≤ (λ.y# 50 ≤ (& λ.chk# OK : U.dim# 0 : 21 line λ.chk# NG reduce Slenderness : U.dim# 1.5 : 21 line if Elastic Buckling stress F.cE# 0.822 E'.min# * λ.x# λ.y# Max (2^/ : F.cEx# 0.822 E'.min# * λ.x# 2^/ : F.cEy# 0.822 E'.min# * λ.y# 2^/ : Determine the Built up Factor Coeff. n.p# 1 ≤ K.f# 1 : λ.y# λ.x# > K.f# 0.6 : K.f# 1 : if if Reduction factor for slenderness C.p# 1 K.f# 1 F.cE# F''.c# / (+ 2 c# * / 1 F.cE# F''.c# / (+ 2 c# * / (2^F.cE# F''.c# / c# / - sqrt - (* Min : F'.c# C.p# F''.c# * : P.c# F'.c# A.g# * : U.A# P.r# P.c# / : 201 line Axial Stress f.c# P.r# A.g# / : Bending Stresses - transfer from x and y to 1 and 2 f.b1# f.bx# : F'.b1# F'.bx# eval : F.cE1# F.cEx# eval : f.b2# f.by# : F'.b2# F'.by# eval : F.cE2# F.cEy# eval : Utiliziation - Axial and Bending R.be is can be found by solving alpha eq to F.be/Fbstar F.bE#_1 α.b# F''.bx# * : As a check to the above - Try finding equivalent L.e, then finding F.be L.ex# 1.84 C.b# / L.ux# * : L.ey# 1.84 C.b# / L.uy# * : R.Bx# L.ex# d# * b# 2^/ sqrt : F.bE#_2 1.2 E'.min# * R.Bx# 2^/ : Use F.be_1 but compare to F.be_2 F.bE# F.bE#_1 eval : U.AB_C# f.c# F'.c# / (2^eval : U.AB_b1# f.b1# F'.b1# 1 f.c# F.cE1# / - (* / eval : U.AB_b2# f.b2# F'.b2# 1 f.c# F.cE2# / - f.b1# F.bE# / (- (* / eval : U'.AB# 1 el U.AB_C# U.AB_b1# + U.AB_b2# + eval : U'.AB# 2 el f.c# F.cE2# / f.b1# F.bE# / (2^+ eval : U'.AB# 3 el f.c# F.cE1# / : U'.AB# 4 el f.b1# F.bE# / : U.AB# U'.AB# max : 271 line Bearing Area Bearing Force F.brg# P.r# BRG# Axial ≡ V.r# BRG# Shear ≡ P.r# V.r# Max cases : A.brgrd# F.brg# F.cprp# / : L.brg# A.brgrd# n.p# b# * / : 51 line Shear Notch reduction d.n# d# d.ntch# - : R.vnt# d.n# d# / (2^: F'.v# F.v# C.D# * C.M# * C.t# * : V.c# 23 / F'.v# * n.p# b# * * d.n# * R.vnt# * : f.v# 32 / V.r# n.p# b# * d.n# * / * : U.v# V.r# V.c# / : 81 line Results λ.chk# A.brgrd# L.brg# f.v# U.v# f.c# f.bx# U.AB# U.A# U.Bx# λ.x# λ.y# F.cEx# F.cEy# C.p# F''.c# F'.c# f.b2# F.bE# F.bE#_1 F.bE#_2 F''.bx# F'.bx# C.L# R.Bx# M.cr# M.cx# M.cy# U.By# F'.by# U.AB_C# U.AB_b1# U.AB_b2# F'.v# U.dim# R.vnt# V.c# 371 sys 81 line :

<p>Wood Tables</p>

2015 - Wood Design Values"
Note that "d" must be defined prior to calling for table MatProp Name/CAT Fb Ft Fv Fcperp Fcpar Ex Emin Ey COV G c - see NDS3.7.1.3 Size Factor (SF) - Bending SF - Tension SF - Compression LVL 2600155528575025102000 1016.5 2000 0.1 0.5 0.9 12 d / (0.136^11 SPF_#SS 1250700135425140015005501400 0.25 0.42 0.8 Calc Calc Calc SPF_#1/2 875450135425115014005101400 0.25 0.42 0.8 Calc Calc Calc SPF_#2 875450135425115014005101400 0.25 0.42 0.8 Calc Calc Calc DF_#SS 15001000180625170019006901900 0.25 0.5 0.8 Calc Calc Calc DF_#1 1000675180625155017006201700 0.25 0.5 0.8 Calc Calc Calc DF_#2 1000675180625150016005801600 0.25 0.5 0.8 Calc Calc Calc So.Pine-4W_#SS 23501650175565205018006601800 0.25 0.55 0.8 111 So.Pine-4W_#1 15001000175565165016005801600 0.25 0.55 0.8 111 So.Pine-4W_#2 1100675175565145014005101400 0.25 0.55 0.8 111 So.Pine-6W_#SS 21001450175565180018006601800 0.25 0.55 0.8 111 So.Pine-6W_#1 1350875175565155016005801600 0.25 0.55 0.8 111 So.Pine-6W_#2 1000600175565140014005101400 0.25 0.55 0.8 111 So.Pine-8W_#SS 19501350175565170018006601800 0.25 0.55 0.8 111 So.Pine-8W_#1 1250800175565150016005801600 0.25 0.55 0.8 111 So.Pine-8W_#2 925550175565135014005101400 0.25 0.55 0.8 111 So.Pine-10W_#SS 17001150175565165018006601800 0.25 0.55 0.8 111 So.Pine-10W_#1 1050700175565145016005801600 0.25 0.55 0.8 111 So.Pine-10W_#2 800475175565130014005101400 0.25 0.55 0.8 111 So.Pine-12W_#SS 16001100175565165018006601800 0.25 0.55 0.8 111 So.Pine-12W_#1 1000650175565140016005801600 0.25 0.55 0.8 111 So.Pine-12W_#2 750450175565125014005101400 0.25 0.55 0.8 111 PSL-Col 2400175519042525001800 914.88 1800 0.1 0.5 0.9 12 d / (0.111^11 PSL-Beam 290020252907505002000 1016.5 1800 0.1 0.5 0.9 12 d / (0.111^11 Hem-Fir_#2 850525150405130013004701300 0.25 0.43 0.8 Calc Calc Calc 16F-1.3E +Bend 160067519531592513006901100 0.25 0.41 0.9 Calc Calc Calc 20F-1.5E +Bend 200072519542592515007901200 0.25 0.41 0.9 Calc Calc Calc 24F-1.8E +Bend 24001100265650160018009501600 0.25 0.50 0.9 Calc Calc Calc 26F-1.9E +Bend 260011502656501600190010001600 0.25 0.50 0.9 Calc Calc Calc 30F-2.1E SP +Bend 300012503008051750210011101700 0.25 0.55 0.9 Calc Calc Calc 3115 mat :

"Name/CAT"
"LVL"
"SPF_#SS"
"SPF_#1/2"
"SPF_#2"
"DF_#SS"
"DF_#1"
"DF_#2"
"So.Pine-4W_#SS"
"So.Pine-4W_#1"
"So.Pine-4W_#2"
"So.Pine-6W_#SS"
"So.Pine-6W_#1"
"So.Pine-6W_#2"
"So.Pine-8W_#SS"
"So.Pine-8W_#1"
"So.Pine-8W_#2"
"So.Pine-10W_#SS"
"So.Pine-10W_#1"
"So.Pine-10W_#2"
"So.Pine-12W_#SS"
"So.Pine-12W_#1"
"So.Pine-12W_#2"
"PSL-Col"
"PSL-Beam"
"Hem-Fir_#2"
"16F-1.3E +Bend"
"20F-1.5E +Bend"
"24F-1.8E +Bend"
"26F-1.9E +Bend"
"30F-2.1E SP +Bend"

WDV

WDV Name/CAT Fb Ft Fv Fcperp Fcpar Ex Emin Ey COV 110 mat

Section Parameters

No. of plies

Width

Depth

n.p 1 :

b 1.5 in * :

d 5.5 in * :

b is about the "Y-axis", d is about the "X-axis"

Make a new row in the table for wood grade, use "LVL", 1-6, or S.P. then find size factors 
based on this. WDV# b# d# fSizeFactor C.Fb'# MDV# 113 el : C.Fb'# 1 : C.F# 1 : 11 line C.Fb'# Calc ≡ # d# # < # # # cases # 21 line C.F C.Fb'# : if if C.F 11 sys 31 line :

</area> <region left="9" top="7011" width="185" height="31" fontSize="14"> <text lang="eng"> <p bold="true" underline="true">New Beam Design</p> </text> </region> <region left="18" top="7065" width="132" height="26" bgColor="#80ffff" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Dead Load </description> <input> <e type="operand">q.DL</e> <e type="operand">q.DLrf</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">psf</e> </contract> <result action="numeric"> <e type="operand">15.5</e> </result> </math> </region> <region left="180" top="7065" width="114" height="26" bgColor="#80ffff" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Snow Load </description> <input> <e type="operand">q.SL</e> <e type="operand">q.SLs</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">psf</e> </contract> <result action="numeric"> <e type="operand">25</e> </result> </math> </region> <region left="18" top="7128" width="45" height="20" bgColor="#80ffff" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Drift case </description> <input> <e type="operand">dc</e> <e type="operand">1</e> <e type="operator" args="2">:</e> </input> </math> </region> <region left="18" top="7191" width="124" height="26" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Drift Load </description> <input> <e type="operand">q.SLdr</e> <e type="operand">0</e> <e type="operand" style="unit">psf</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">psf</e> </contract> <result action="numeric"> <e type="operand">0</e> </result> </math> </region> <region left="297" top="7191" width="136" height="30" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Drift Length </description> <input> <e type="operand">L.SLdr</e> <e type="operand">0</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">ft</e> </contract> <result action="numeric"> <e type="operand">0</e> </result> </math> </region> <region left="522" top="7191" width="94" height="39" fontSize="10"> <math error="88" errorLocation="2"> <description active="true" position="Top" lang="eng"> Drift Name </description> <input> <e type="operand">SLD.nm</e> <e type="operand">dc</e> <e type="function" args="2">el</e> </input> <result action="numeric"> <e type="operand">#</e> </result> </math> </region> <region left="18" top="7254" width="249" height="41" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Trib Length </description> <input> <e type="operand">L.trib</e> <e type="operand">14.5</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operand">12</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operator" args="2">+</e> <e type="operand">2</e> <e type="operator" args="2">/</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">ft</e> </contract> <result action="numeric"> <e type="operand">13.25</e> </result> </math> </region> <region left="297" top="7254" width="249" height="41" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Tributary Width </description> <input> <e type="operand">b.trib</e> <e type="operand">14.5</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operand">12</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operator" args="2">+</e> <e type="operand">2</e> <e type="operator" args="2">/</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">ft</e> </contract> <result action="numeric"> <e type="operand">13.25</e> </result> </math> </region> <region left="522" top="7254" width="105" height="30" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Modulus of Elasticity </description> <input> <e type="operand">E.s</e> <e type="operand">1800</e> <e type="operand" style="unit">ksi</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> </math> </region> <region left="18" top="7353" width="103" height="30" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Beam Length </description> <input> <e type="operand">L.bm</e> <e type="operand">20.5</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> </math> </region> <region left="297" top="7353" width="173" height="49" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Allowable Total Load Deflection </description> <input> <e type="operand">Δ.aTL</e> <e type="operand">L.bm</e> <e type="operand">240</e> <e type="operator" args="2">/</e> <e type="bracket">(</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">in</e> </contract> <result action="numeric"> <e type="operand">1.025</e> </result> </math> </region> <region left="495" top="7353" width="181" height="49" bgColor="#80ffff" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Allowable Live Load Deflection </description> <input> <e type="operand">Δ.aLL</e> <e type="operand">L.bm</e> <e type="operand">360</e> <e type="operator" args="2">/</e> <e type="bracket">(</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">in</e> </contract> <result action="numeric"> <e type="operand">0.6833</e> </result> </math> </region> <region left="18" top="7452" width="177" height="26" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Dead Load </description> <input> <e type="operand">w.DL</e> <e type="operand">q.DL</e> <e type="operand">b.trib</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">plf</e> </contract> <result action="numeric"> <e type="operand">205.375</e> </result> </math> </region> <region left="207" top="7452" width="210" height="30" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Snow Load </description> <input> <e type="operand">w.SL</e> <e type="operand">q.SL</e> <e type="operand">b.trib</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">plf</e> </contract> <result action="numeric"> <e type="operand">331.25</e> </result> </math> </region> <region left="432" top="7452" width="360" height="72" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Drift Load </description> <input> <e type="operand">w.SLdr</e> <e type="operand">1</e> <e type="operand">2</e> <e type="operator" args="2">/</e> <e type="operand">q.SLdr</e> <e type="operator" args="2">*</e> <e type="operand">L.SLdr</e> <e type="operator" args="2">*</e> <e type="bracket">(</e> <e type="operand">2</e> <e type="operand">b.trib</e> <e type="operator" args="2">*</e> <e type="operand">L.SLdr</e> <e type="operand">3</e> <e type="operator" args="2">/</e> <e type="operator" args="2">-</e> <e type="operand">2</e> <e type="operand">b.trib</e> <e type="operator" args="2">*</e> <e type="operator" args="2">/</e> <e type="bracket">(</e> <e type="operator" args="2">*</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">plf</e> </contract> <result action="numeric"> <e type="operand">0</e> </result> </math> </region> <region left="18" top="7533" width="182" height="26" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Total Snow Load </description> <input> <e type="operand">w.SLt</e> <e type="operand">w.SL</e> <e type="operand">w.SLdr</e> <e type="operator" args="2">+</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">plf</e> </contract> <result action="numeric"> <e type="operand">331.25</e> </result> </math> </region> <region left="18" top="7605" width="173" height="26" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Total Uniform Load </description> <input> <e type="operand">w.r</e> <e type="operand">w.DL</e> <e type="operand">w.SLt</e> <e type="operator" args="2">+</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">plf</e> </contract> <result action="numeric"> <e type="operand">536.625</e> </result> </math> </region> <region left="828" top="7605" width="295" height="24" bgColor="#ff0000" fontSize="10"> <text lang="eng"> <p bold="true" underline="true">Left off: Need to use point loads!!</p> </text> </region> <region left="18" top="7668" width="185" height="45" fontSize="8"> <math> <description active="true" position="Top" lang="eng"> Required Moment </description> <input> <e type="operand">M.r</e> <e type="operand">w.r</e> <e type="operand">L.bm</e> <e type="operand">2</e> <e type="operator" args="2">^</e> <e type="operator" args="2">*</e> <e type="operand">8</e> <e type="operator" args="2">/</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">kip</e> <e type="operand" style="unit">ft</e> <e type="operator" args="2">*</e> </contract> <result action="numeric"> <e type="operand">28.1896</e> </result> </math> </region> <region left="297" top="7695" width="188" height="47" fontSize="10"> <math> <input> <e type="operand">V.r</e> <e type="operand">w.r</e> <e type="operand">L.bm</e> <e type="operator" args="2">*</e> <e type="operand">2</e> <e type="operator" args="2">/</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">kip</e> </contract> <result action="numeric"> <e type="operand">5.5004</e> </result> </math> </region> <region left="18" top="7749" width="403" height="64" fontSize="10"> <math> <description active="true" position="Top" lang="eng"> Moment of Inertia Required </description> <input> <e type="operand">I.xr</e> <e type="operand">5</e> <e type="operand">w.r</e> <e type="operator" args="2">*</e> <e type="operand">L.bm</e> <e type="operand">4</e> <e type="operator" args="2">^</e> <e type="operator" args="2">*</e> <e type="operand">384</e> <e type="operand">E.s</e> <e type="operator" args="2">*</e> <e type="operand">Δ.aTL</e> <e type="operator" args="2">*</e> <e type="operator" args="2">/</e> <e type="operand">5</e> <e type="operand">w.SLt</e> <e type="operator" args="2">*</e> <e type="operand">L.bm</e> <e type="operand">4</e> <e type="operator" args="2">^</e> <e type="operator" args="2">*</e> <e type="operand">384</e> <e type="operand">E.s</e> <e type="operator" args="2">*</e> <e type="operand">Δ.aLL</e> <e type="operator" args="2">*</e> <e type="operator" args="2">/</e> <e type="function" args="2">Max</e> <e type="operator" args="2">:</e> </input> <contract> <e type="operand" style="unit">in</e> <e type="operand">4</e> <e type="operator" args="2">^</e> </contract> <result action="numeric"> <e type="operand">1155.7729</e> </result> </math> </region> <region top="7848"> <area terminator="true" /> </region> </region> <region top="7893"> <area collapsed="false"> <title lang="eng"> <p>Wood Member Design</p>

Load Combiniation Checks

Enter Single Load Combination which will provide full output.

Note: Bearing Area is Currently based on V.r this does not work for studs and must be checked manually - update function for choice upon input or create one for studs, beam, etc. also update duration factor for load case and size factor for axial and bending loads Create seperate function to determine factors note: C.f = 1 for southern pine

Wood Member Design

Forces - ASD

Axial force

P.r 0 kip * : kip 0

Moment about X

M.rx M.r : kip ft * 28.1896

Moment about y

M.ry 0 kip * ft * :

Shear applied in Y-axis

V.ry V.r : lbf 5500.4063

Notch on tension side - Shear Check Only - Enter depth of notch not the portion remaining this is calc'd in fcn.

d.ntch 0 in * :

Length of bending member
between points of 
zero moment L.0 L.bm :

20 for S.Pine
10 for all other X.GL 10 :

Section Parameters

No. of plies

Width

Depth

n.p 1 :

b 5.5 in * :

d 16 in * : in 16

b is about the "Y-axis", d is about the "X-axis"

Glulam volume factor C.vGL 121 L.0 ft / / (1 X.GL /^12 d in / / (1 X.GL /^* 5.125 b in / / (1 X.GL /^* Min : 0.9671

Bearing Length Use Axial, Shear or Both To determine Req'd Bearing

L.brg 5.5 in * :

BRG Both :

"Axial" , "Shear", "Both"

"Name/CAT"
"LVL"
"SPF_#SS"
"SPF_#1/2"
"SPF_#2"
"DF_#SS"
"DF_#1"
"DF_#2"
"So.Pine-4W_#SS"
"So.Pine-4W_#1"
"So.Pine-4W_#2"
"So.Pine-6W_#SS"
"So.Pine-6W_#1"
"So.Pine-6W_#2"
"So.Pine-8W_#SS"
"So.Pine-8W_#1"
"So.Pine-8W_#2"
"So.Pine-10W_#SS"
"So.Pine-10W_#1"
"So.Pine-10W_#2"
"So.Pine-12W_#SS"
"So.Pine-12W_#1"
"So.Pine-12W_#2"
"PSL-Col"
"PSL-Beam"
"Hem-Fir_#2"
"16F-1.3E +Bend"
"20F-1.5E +Bend"
"24F-1.8E +Bend"
"26F-1.9E +Bend"
"30F-2.1E SP +Bend"

WDV

Wood design values

WDV 24F-1.8E +Bend 24001100265650160018009501600 0.25 0.5 0.9 112 mat

Load Duraction Factor

C.D 1.0 :

Size factor- bending, tension, compression

C.Fb 1 :

C.Ft 1 :

C.Fc 1 :

Duration, Wet Service, Temerature, flat use factor, Repetitive Member, Volume Factor

Note: C_f is 1 for So. Pine MCF C.T C.M C.t C.fu C.r C.V C.i 1111 1.0 C.vGL 127 mat :

Note flat use applies only to weak axis bending

Bending Parameters

NOTE: 10% REDUCTION C.t is for FRT studs (fire retardant treated)

L.uLTB L.bm :

Unbraced length

Constant - loading and support conditions

k 1.72 :

1.72 is conservative for all cases see AWC Tech report 14 Table 2

equivlent moment factor

C.b 1 :

End fixity adjustment factor

C.e 1.15 :

(constant)

Axial parameters

Unbraced length - x and y

L.ux L.bm : ft 20.5

L.uy L.ux :

K factors - x and y

K.x 1 :

K.y 1 :

ResultsWM P.r M.rx M.ry V.ry b d WDV L.uLTB k C.b C.e L.ux L.uy K.x K.y C.D MCF C.Fb C.Ft C.Fc n.p BRG d.ntch fWM :

Results

Shear Check

Reduction factor

R.nt ResultsWM 36 el : 1

f.v ResultsWM 4 el : psi 93.7569

F'.v ResultsWM 34 el : psi 265

V.c ResultsWM 37 el : lbf 15546.6667

U.v ResultsWM 5 el : 0.3538

Axial Results

Slenderness ratios

λ.x ResultsWM 11 el : 15.375

λ.y ResultsWM 12 el : 44.7273

C.p factor and Allowable stress

F.cEx ResultsWM 13 el : psi 3303.4305

F.cEy ResultsWM 14 el : psi 390.3468

F''.c ResultsWM 16 el : psi 1600

F'.c ResultsWM 17 el : psi 378.6105

C.p ResultsWM 15 el : 0.2366

f.c ResultsWM 6 el : psi 0

U.A ResultsWM 9 el : 0

(for comparison)

Bending Results

Critical bending stress

F.bE ResultsWM 19 el :

F.bE_1 ResultsWM 20 el :

F.bE_2 ResultsWM 21 el :

Equiv/Approx R.b

R.bxeq ResultsWM 25 el : 15.473

Allowable bending stresses and C.L

F''.bx ResultsWM 22 el : psi 2400

F'.bx ResultsWM 23 el : psi 2003.9102

C.L ResultsWM 24 el : 0.835

F'.by ResultsWM 30 el : psi 2400

Actual bending stresses

f.bx ResultsWM 7 el : psi 1441.5127

f.by ResultsWM 18 el : psi 0

Critical LTB and allowable bending moments

M.crt ResultsWM 26 el : kip ft * 49.1005

M.cx ResultsWM 27 el : kip ft * 39.1876

M.cy ResultsWM 28 el : kip ft * 16.1333

Unity checks

U.bx ResultsWM 10 el : 0.7193

U.by ResultsWM 29 el : 0

Combined Axial and Bending

f.c psi 0

f.b1 f.bx : psi 1441.5127

f.b2 f.by : psi 0

F.bE psi 2510.8225

F'.b1 F'.bx : psi 2003.9102

F'.b2 F'.by : psi 2400

F.cE1 F.cEx : psi 3303.4305

F.cE2 F.cEy : psi 390.3468

Interaction - Compression Bending about 1-1 Bending about 2-2 Note this doesn't include all checks

U.AB_C ResultsWM 31 el : 0

U.comb ResultsWM 8 el : 0.7193

U.AB_b1 ResultsWM 32 el :

U.AB_b2 ResultsWM 33 el : 0

Section Check

Must be less than 50

Check Dims

Chd ResultsWM 1 el : OK

U.dim ResultsWM 35 el : 0

Bearing area / Length required

A.brgrd ResultsWM 2 el : in 2^8.4622

L.brgrd ResultsWM 3 el : in 1.5386

C.b L.brg 0.375 in * + L.brg / : 1.0682

Bearing factor - if L.brg is less than 6 and farther than 3" from end of member

Bearing Check

U.brg L.brgrd L.brg / : 0.2797

U.a 1 :

U.brg U.a fcheck

U U.A U.bx U.by U.comb U.v U.dim Max : 0.7193

U.a 1 :

U U.a fcheck

Modulus of Elasticity E.w WDV 7 el ksi * : ksi 1800

Allowable Deflection Δ.aTL L.bm 240 / : in 1.025

Allowable Deflection Δ.aLL L.bm 360 / : in 0.6833

Requried Moment of Inertia I.rd F.v a.spn * b.spn * a.spn 2 b.spn * + (* 3 a.spn * a.spn 2 b.spn * + (* sqrt * 27 E.w * Δ.a * L.bm * / : in 4^#

I.x n.p b * d 3^* 12 / : in 4^1877.3333

I.rd 5 w.r * L.bm 4^* 384 E.w * Δ.aTL * / : in 4^1155.7729

U I.rd I.x / : 0.6156

U.a 1 :

U U.a fcheck

I.rd 5 w.SLt * L.bm 4^* 384 E.w * Δ.aLL * / : in 4^1070.1601

U I.rd I.x / : 0.57

U.a 1 :

U U.a fcheck

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