Laserfiche WebLink
Dribble Engineers,Inc. Project The: Dibble Engineers,Inc. Project Title: <br /> 1029 Market Street Engineer: Project ID: 1029 Market Street EF�ngpineer. Project ID: <br /> Kakiand,WA 98033 Project Descr: Kirkland,WA 98033 Project Descr. <br /> t 435.828.4200 t:435.828.4200 <br /> www.dibbleemtineers.com WaseonEC MIT.la54M1 www.dibbleengineers.com Foes 60Ec2017.105141 <br /> LFile Proje ettF18sArtesia Clubhouse RnrwddVCaksdnrevHyMaaleo 6. .,: :.•Ru J12017PNeds11718fAdesa 0ubtwvae Rmrrodek0aks8�Wneolaose WOOd Beam ( , ENERCN.C,INEIS 2MLeuOdaa.17529 VorltllB19; Wood Column ENERCgLCaNC:,9s32an.6utlb,o.,7. en,O.,La29'i <br /> l <br /> Description: (9-Interior Interior Header west office Description: (111- ader-South Lounge,New Storefront <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 Combination Set:ASCE 7-10 Load Combinations Used:ASCE 7-10 <br /> Material Properties _--__ General Information . " <br /> Analysis Method:Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Analysis Method: Allowable Stress Design Wood Section Name 4x12 <br /> Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xc 1,300.Oksi <br /> Fe-Pri 1,300.0 psi Eminbend-mc 470.Oksi <br /> End allCol Top&Bottom Pinned WoodGradfngrManuf. 'Sawa Lumber <br /> Wood Species :H�m.Eir Fc-Perp 405.0 psi Overall Column Height 13.0 ft Wood Member Type Sawn <br /> Wood Glade o Fv 150.0 psi (Used for non-slender calculations) �-'- Exact Width <br /> v-•�- Wood Species Hem Fir 3.50 inAllow Stress Modification Factors <br /> Ft 525-0 psi Density 26.830pcf P Exact Depth <br /> Beam Bracing :Beam Is Fully Braced against lateral-torsional buckling Woad Grade `No.2 11.250 in ciacvforCom pre 1.10 <br /> ...� Arra 39.375 in^2 Cf orCv for Compression 1.0 <br /> -- ------- ----------- - Fb+ 850.0 psi Fv 150.0 psi <br /> Fb- 850.0 psi Ft 525.0 psi <br /> Is 415.283 lee Cf rCvfor elision 1.0 <br /> D(G.10125V(0.10075) Fc-Pill 1,300.0 psi Density 26.830 pd tY 40.1951n^4 Cm:Wet Use Fader 1.0 <br /> Ct:Temperature Fodor 1.0 <br /> Fc-Pena 405.0 psi <br /> - E:Modulus of Elasticity... x-x Bending y-y BendOf: <br /> Bending Axial f:Flat Use 1.0 <br /> Built-up columns <br /> 1,0 NOS fJ^ <br /> Basic 1,300.0 1,300.0 1,300.0k:11 <br /> (l Minimum 470.0 470.0 Use Cr:lu Repetitive 1 No <br /> 4x10„- Brace condition for deflection(buckling)along columns <br /> X-X(width)axis: Fully braced against buckling along X-X Axls <br /> Span3ft, YY(depth)axis: Unbraced Length tor X-XAxts budding=13.0 ft,K=1.0 <br /> _Spired Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included:95.372 lbs+Dead Load Factor <br /> - BENDING LOADS... <br /> Applied Loads l Service foods entered.Load Factors will be applied for calculations. CEO Wind:Lat.Uniform Load creating My-y,W e 0.1620Idit t/ <br /> Uniform Load:D=0.0150,S'0.0250 ksf,Tributary Width=6.750 ff.(Roof Load) j/ Roof Load-5.25t trib:Lat Uniform Load creating Mx-s,D=0.07880,5=0.1310 Wit I <br /> DESIGN SUMMARY _yv_ Design OK DESIGN SUMMARY.:..:r: <br /> Maximum Bending Stress Ratio = 0.969 1 g/ Maximum Shear Stress Ratio = 0.376:1.- 1 Bending&Shear Check Results �� <br /> Section used for this span 4x10 Section used for this span 4x10 PASS Max.Axial+Bending Stress Ratio= 0.9446:1/ Maximum SERVICE Lateral Load Reactions.. <br /> fb:Actual = 1,136.17psi fv:Actual = 64.83 Psi I Load Combination +D+0.750L+0.750S+0.450W+H Top along Y-Y 1.364 k Bottom along Y-Y 1.364 k <br /> FB:Allowable = 1,173.00psi Fv:Allowable = 172.50 psi Governing NOS ForurMSp+Mot+Myy,NDS Eq.3.9- Tap along XX 1.053 k Bottom along X-X 1.053 k <br /> Load Combination +D+S+H Load Combination +D+S+H Location of max.above base 6.544 tt <br /> Location of maximum on span = 5.917ft Location of maximum on span = 0.000 ft At maximum location values are... Maximum SERVICE Load Lateral Deflections <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#t <br /> Applied Axial 0.09537 k Along Y-Y 0.2524 in at 6.544 tt above base <br /> Maximum Deflection - Applied Mx 3.740k4t for load combination:+D+S+H <br /> Max Downward Transient Deflection 0.250 in Ratio= 569 r-360 r I Applied My 1.540 k-ft Along X X 2.014 it at 6.544 8 above base <br /> Max Upward Transient Deflection 0.000 In Ratio= 0<360 Fc:Allowable 1,412.10 psifor bad combination:W Only <br /> Max Downward Total Deflection 0.399 in Ratio= 355'_240.,% sr Factors used to calculate allowable stresses... <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 PASS Maximum Shear Stress Ratio= 0.3012:1 Bending Comoressio0 Tension <br /> Load Combination +D+S+H <br /> Location of max.above base 13.0 0 <br /> Applied Design Shear 51.950 psi <br /> Vertical:Reactions Support notation:Far left Is#1 Values in KIPS Allowable Shear 172.50 psi <br /> Load Combination Support 1 Support Maximum Reactions Note:Only non-zero reactions are listed. <br /> Overall MAXimum 1.591 1.597 X XA1ds Reaction k Y Y Axis Reaction Arial Reaction My-End Moments k-ft Mx-End Moments <br /> Overall Minimum 0.998 0.998 <br /> +D+H 0.599 0.599 Load Combination @Base @Top @Base @Top @Base @Base @Top @Base @Top <br /> +D+H 0.512 0.512 0:095 <br /> +D+L+H 0.599 0.599 +D+L+H 0.512 0.512 0.095 <br /> +D+Lr+H 0.599 0.598 +D+LnH 0.512 0.512 0.095 <br /> +D+S+H 1.597 1.597 +9+5+9 1.364 1.364 0.095 <br /> +0*0.75017+0.750L+H 0.599 0.599 +0+0,750Lr+0.750L+H 0.512 0.512 0.095 <br /> +Dr0.750L+0.7505+0f 1.348 1.348 +5+0.750L+0.7505+9 1.151 1.151 0.095 <br /> +0+0.60W+99 0.599 0.599 +5+0.6010+9 0.632 0.632 0.512 0.512 0.095 <br /> 0+0.70E+8 0.599 0.599 +0+0.70E+11 0.512 0.512 0.095 <br /> +040.750Lr+0.750L+0.450W+1l 0.599 0.599 +0+0.750Lr+0.750L+0.450W+H 0.474 0.474 0.512 0.512 0.095 <br /> 43+0.7501.+0.7505+0.450W+14 1.348 1.348 +0+0.750L+0.7509+0.450W+H 0.474 0.474 1.151 1.151 0.095 <br /> +17+0.750L+0.7506+0.5250E+9 1.348 1348 <br /> I <br /> i fy <br />