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Dibble Engineers,Inc. Project Title: Dibble Engineers,Inc. Project Title:
<br /> 1029 Market Street Engineer. Project ID: 1029 Market Street Engineer Project ID:
<br /> Klrtdand,WA 98033 Project Deer. Kirkland,WA 98033 Project Desert:
<br /> t 435.828.4200 F 435.8284200
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<br /> Wood Column; ENERCALC eeo.19912017.&dd 70.1L829,Yer10:1T8�,, WOO(I B@dR1 E}lERCALG fl7G1933-2017,,eidd0.17.a2949eru0.178.29v
<br /> Lic.0:KW-06006102 L
<br /> Description: H4- Partition Header Description: H3- leder Headernodh tihtess room
<br /> Code References CODE REFERENCES
<br /> Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10
<br /> Load Combinations Used:ASCE 7-10 Load Combination Set:ASCE 7-10
<br /> General Information Material Properties
<br /> Analysis Method: Allowable Stress Design Wood Section Name 4x4 Analysis Method:Allowable Stress Design Flo+ 850.0 psi E:Modulus of Elasticity
<br /> End Pickles Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Load Combination ASCE 7-10 Pb- 850.0 psi Ebend-xx 1,300.0 Its!
<br /> Overall Column Hei13.0 ft Wood Memberiype Sawn Fc-PN 1,300.0 psi Fminbmd-xx 470.Oksi
<br /> Wood Species :Hem Fir Pc-Perp 405.0 psi
<br /> (Used for non-slender calculotions) ,-----
<br /> Exact Width 3.50 in Allow Stress Modification Factors Wood Grade :'t o Fv 150.0 psi
<br /> Wood Spades Hem Fir ExactDeplh 3.50 in Cr orCvfor8endmg 1.50 Ft 525.Opsi Density 26.830pcf
<br /> Wood Grade (l0.2- crorCvtorC on Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
<br /> Fb+ '-'$50.0 sI Fv 150.0 Area 12.505 ia°4 enion 11 50 ____
<br /> P k 12.505 ink Cf orCvfor Teroion 1.50 i,--
<br /> DO.085 8(1.81)
<br /> Fb- 850.0 psi Ft 525.0 psi y 12.505 Me Cm:Wet Use Factor 1.0
<br /> Fc-Pdl 1,300.0 psi Density 26.830 pcf et:TemperatureFeder 1.0 nlo.lssez5 s(o.25s37s)
<br /> Fc-Perp 405.0 psi du:Flat Use Factor 1.0 D(o.31a75Jes(o.53125) e e
<br /> v
<br /> E:Modulus of Elasticity... x x Bending y-y Bending Axial 61:Bunt-up columns 1.0 uos r53:
<br /> Basic 1,300.0 1,300.0 1,300.Oksi Use Cr:Repetitive 7 No I
<br /> Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns:
<br /> X-X(width)axis: Fully braced against buckling along X-X Axis
<br /> Y-Y(depth)axis: Fully braced against budding along Y Y Axis r
<br /> riffb 4012 Ain
<br /> Applied Loads` Service loads entered.Load Factors will be applied for calculation. span=7.0 It
<br /> Column self weight included:29.671 lbs'Dead Load Factor
<br /> BENDING LOADS... ��_
<br /> Min Interior Wall Live Load:Lat Uniform Load creating My-y.L=0.02250 kilt V Applied Loads service loads entered.Load Factors will be applied for calculations.
<br /> DESIGN SUMMARY Load for Span Number 1
<br /> '- Uniform Load:D=0.0150,S=0.0250 but,Extent=0.0-0>1.75011,Tributary Width=21.250 ft,(Roof Load)
<br /> Bending R Shear Check Results Uniform Laad:0 00150,S=0.0250 ksf,Extent=1.750->>7.01,/,Tributary Width=10.375 ft,(Roof Load)V
<br /> PASS Max.Axial+Bending Stress Ratio= 0.6260:1 Maximum SERVICE Lateral Load Reactions.. Point Load:0 1.085,S=1.810 k M 1.750 ft,(IE)Girder Truss)
<br /> Load Combination +D+L+H Top alongYY 0.0 k Bottom along KY 0.0 k DESIGN SUMMARY--- - __ __ _ Design OK
<br /> Governing NDS Forumla Comp+Myy,NDS Eq.3.9-3 Top along X-X 0.1463 k Bottom along X-X 0.1463 k Maximum Bending Stress Ratio = 0.938 17 Maximum Shear Stress Ratio 0.775:1
<br /> Location of rnax.above base' 6.456 ft Maximum SERVICE Load Lateral Deflections... If
<br /> At maximum location values are... Anon Y-Y 0.0 in at 0.00 above base Section used for this span ,.�i�y Section used for this span - 4x12
<br /> 9fb:Actual = 1,008.47 psi fv:Actual - 133.64 psi
<br /> Applied Add 0.02967 k for toad combination:nla
<br /> Applied Mn 0.0 k-ft FB:Allowable -- 1,075.25psi Fv:Allowable -
<br /> _ 172.50 psi
<br /> Applied My 0.4753 k-ft Along X-X 0.8990 in at 6.544 ft above base Load Combination +0+541 Load Combination +D+S+H
<br /> Fe:Allowable 1,495.0 Psi lorload combination:+D+L+H Location of maximum on span = 1.7635 Location of manimum on span = 0.000 ft
<br /> Other Factors used to calculate allowable stresses... Span ft where maximum occurs = Span#1 Span tl where maximum occurs = Span#1
<br /> PASS Maximum Shear Stress Ratio= 0.1194:1 &aria Comoresew ItnEga
<br /> . Load Combination +D+1111 Max
<br /> Deflection
<br /> Max Upward r Transient Deflection 0.059 in Ratio= 1423»60 /
<br /> Location of maxabove base 0.0 ft Max Upward Transient Deflection 0.000 in Ratio= 0460 ✓/
<br /> Applied Design Shear 17.908 psi Max Downward Total Deflection 0.094 in Ratio= 8890=240.
<br /> Allowable Shear 150.0 psi Max Upward Total Deflection 0.000 in Ratio= 0<240.0 II
<br /> Maximum Reactions Note:Only non-zero reactions are listed.
<br /> X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments kit Mx-End Moments L. J
<br /> Load Combination @Base @Top @Base @Top @Base @Base @Top @Base @Top Vertical Reactions Support notation:Far left 1s#1 Values In KIPS
<br /> +0+H 0.030 Load Combination Support 1 Support2
<br /> +0+1,41 0.146 0.146 0.030 OverallMAXimum 4.290 2271
<br /> +0+L»H 0.030 Overall MlNlmum 2.682 1.420
<br /> +0..54•H 0.030 +0+1-1 1.608 0.852
<br /> +D+0.7501r+0.750L+H 0.110 0.110 0.030 +0+1,+H 1.808 0.852
<br /> +0+0.7501+0.7505+1-1 0.110 0.110 0.030 +1>+10H 1.608 0,852
<br /> +000.eew41 0.030 +0+5+1-1 4.290 2.271
<br /> +0+0.70E+H 0.030 +040.750Lr+0.750L+H 1.608 0.852
<br /> +0+0.750Lr e.750L+o.450W+H 0.110 0.110 0.030 +0+0.7501,+0,7505+H 3,619 1.916
<br /> +0+0.750L+0.750S+0.450W+H 0.110 0.110 0.030 o000,e0W+H 1.608 0.852
<br /> +0+0.750L+0.7505+0.5250E+11 0.110 0110 0,030 +0+0.705+11 1.608 0.852
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