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RECEIVED Zarosinski Engineering& Design,Inc. 1400 NW 155th Circle JUN ?�1 Vancouver,WA 98685 p Phone:(360)513-2746 CITY OF TR,ARD BUILDING ZAOSN 'KGNEmail:dzaro'zaroen .com � Structural Calculations For 8'-6" Header Supporting 1/2 of 55'Span Trusses At 14255 SW Ann Ct. Tigard, Oregon Calculations By Dean P. Zarosinski PE June 11, 2013 1 �i N.' , 7 ' ZAR05 CITY OF TIGARD EXPIRES: 6 .7a-/7-1 Approved 1 - C [ E4.--- Conditionaily Approved ( J See Letter to:Fol low f I Attached Permit Number:Vt 2C 3-00104-] Addre _zIss:(ZZ7- Zti 4 )3Y: Date: . IGG Approved pians shall be on job site OFFICE COPY Zarosinski Engineering and Design Project Title: K0239-7 Stride Header 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-7 Vancouver,WA 98685 Project Descr: New Opening 360-513-2746 Email:dzaro@zaroeng.com Bi_DeanP.Zarosinski PE Wood Beam File:CAM WORK12013 Projects\K0239.76 Stride Header\Calculations\k0239-7 12455 sw ann ct.ec6 ENERCALC,INC.1983-2012,Build:6.12.10.31,Ver.6.12.11.30 Lic.# KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Headerfor8'-6"span CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.405) Lr(0.27) S(0.675) + * * * + - - - -- 1 3.125x10.5 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.010, S=0.0250 ksf, Tributary Width=27.0 ft,(Roof Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.849 1 Maximum Shear Stress Ratio = 0.630 : 1 Section used for this span 3.125x10.5 Section used for this span 3.125x10.5 fb:Actual = 2,038.33 psi fv:Actual = 166.94 psi FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.147 in Ratio= 694 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.294 in Ratio= 347 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations ---------------------------------------------------------------------------------------- Load Combination Max Stress Ratios Moment Values Shear Values --------------__ ------ ----------- --- _ ...---------------- Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.318 0.236 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.66 764.38 2400.00 1.37 62.60 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.318 0.236 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.66 764.38 2400.00 1.37 62.60 265.00 +13+L1+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.531 0.394 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.10 1,273.96 2400.00 2.28 104.34 265.00 - +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.849 0.630 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.75 2,038.33 2400.00 3.65 166.94 265.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.478 0.354 1.00 1.00 1.00 1.00 1,00 1.00 1.00 5.49 1,146.56 2400.00 2.05 93.91 265.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.717 0.532 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.23 1,719.84 2400.00 3.08 140.86 265.00 Zarosinski Engineering and Design Project Title: K0239-7 Stride Header 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-7 Vancouver,WA 98685 Project Descr: New Opening 360-513-2746 Email:dzaro@zaroeng.com SyDean P.Zarosinski PE Project Information File:CAM WORK\2013 Projects\K0239-76 Stride Header\Calculations1k0239.712455 sw sin ct.ec6 ENERCALC,INC.1983-2012,Build:6.12.10.31,Ver:6.12.11.30 Lic.# KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title :K0239-7 Stride Header Description :New Opening I.D. : K0239-7 Address : 12275 SW Ann Ct., Tigard, OR 97223 Project Leader :Dean P.Zarosinski PE Phone : 360-513-2746 Fax : eMail : Project Notes Zarosinski Engineering and Design Project Title: K0239-7 Stride Header 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-7 Vancouver,WA 98685 Project Descr: New Opening 360-513-2746 Email:dzaro ar©zaroeng.com Bi_Dean P,Zarosinski PE E - - - Wood Beam File:C:1AA WORK\2013 Projects1K0239-76 Stride Header\Calculationslk0239-712455 sw ann ct.ec6 ENERCALC,INC.1983-2012,Build:6.12.10.31,Ver:6.12.11.30 Lic.#: KW-06008383 Licensee r Zarosinski Engineering and Design,Inc. Description: Header for 8'-6"span Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=8.50 ft 1 0.318 0.236 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.66 764.38 2400.00 1.37 62.60 265.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.318 0.236 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.66 764.38 2400.00 1.37 62.60 265.00 +D+0.750Lr+0.750L+0.750W4l 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.478 0.354 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.49 1,146.56 2400.00 2.05 93.91 265.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.717 0.532 1.00 1.00 1,00 1.00 1.00 1,00 1.00 8.23 1,719.84 2400.00 3.08 140.86 265.00 +0+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.478 0.354 1.00 1.00 1.00 1.00 1,00 1.00 1.00 5.49 1,146.56 2400.00 2.05 93.91 265.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.717 0.532 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.23 1,719.84 2400.00 3.08 140,86 265.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.191 0.142 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 458.63 2400.00 0.82 37.56 265.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.191 0.142 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 458.63 2400.00 0.82 37.56 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.2939 4.281 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.738 5.738 D Only 1.721 1.721 Lr Only 1.148 1.148 S Only 2.869 2.869 Lr+S 4.016 4.016 04.r 2.869 2.869 D+S 4.590 4.590 D+Lr+S 5.738 5.738 Zarosinski Engineering and Design Project Title: K0239-7 Stride Header 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-7 Vancouver,WA 98685 Project Descr: New Opening 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Wood Column File:C:1AA WORK12013 Projects\K0239-76 Stride Header\Calculations1k0239-7 12455 sw ann ct.ec6 ENERCALC,INC.1983-2012,Build:6.12.10.31,Ver6.12.11,30 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: (2)2x6's Posts at end of header Code References Calculations per 2005 NDS, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 - - - -End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn , Used fol"r0,',_slender ca'-,:olat;ons) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 g Fb Tension 900.0 psi Fv 180.0 psi Area 16.50 inA2 Cf or Cv for Compression 1.10 Ix 41.594 in"4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Ft 575.0 psi ly 12.375 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No i Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Y-Y(depth)axis: Applied Loads Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS.. . --------------- ------------------------------ ------------- Axial Load at 7.0 ft,D=1.720,Lr=1.150, S=2.870 k DESIGN SUMMARY _ _ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5071 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY-Y Applied Axial 4.590 k 0.0 in at ft above base Applied Mx 0.0 k-ft for load combination Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 548.56 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base 7.0 ft Applied Design Shear 0.0 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Zarosinski Engineering and Design Project Title: K0239-7 Stride Header 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: K0239-7 Vancouver,WA 98685 Project Descr: New Opening • 360-513-2746 Email:dzaro@zaroeng.com By_pean P.Zarosinski PE Wood Column File:C:IAA WORK12013 Projects\K0239-76 Stride Header\Calculations\k0239-712455 sw ann ctec6 ENERCALC,INC.1983-2012,Build:6.12.10.31,Ver.6.12.11.30 Lica#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: (2)2x6's Posts at end of header • Sketches 5740k a — — 8 2-2x6 _...I 30m - Loads are total entered value.Arrows do not reflect absolute direction.