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Specifications (9) 1/5t( ? -.‘°/ 11.111.11rCS ) L-c-2 tSbE /1/ arau E N G I N E fi I N G- BELFOR PROPERTY RESTORATION RECEIVED JUL 31 2017 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS AVES LAB TIGARD, OR PREPARED BY: ANDRE LATYK REVIEWED BY: MATTHEW R. SMITH, PE, SE \c50 PRO- ��5 \•\G1NksF./* if*li 7Va�ils" �9 o,,e t0�� b 13 2 4 yEws �. EXPIRES: 06-30-18 07-26-17 Job Number: P-2206-17 524 Main Street,Suite 2, Oregon City, Oregon 97045 • P 503.659.2205 • www.ZCSEngineering.com Grants Pass • Klamafh Falls • Medford • Oregon City f 1 LCS ENGINEERING1) Project Narrative ZCS Engineering was contracted to repair damage caused by a fire. The scope of this project is to deliver a complete building package including all incidental items required to deliver a turn-key building suitable for occupancy. Design Criteria Location: Portland, OR Governing Code: 2014 Oregon Structural Specialty Code Category II Building: Importance Factors 1.0(E), 1.0(S) & 1.0(W) 2ND FLOOR FRAMING D.L. Floor finishes 1 psf Plywood sheathing 2.4 psf 2x10 @ 16" o.c. 2.5 psf Insulation 3 psf Gypsum 3 psf Misc. 2 psf Total 13.9 psf Use 14 psf LIVE LOAD: 60 psf 524 Main Street,Suite 2, Oregon City, Oregon 97045 • P 503.659.2205 ' wwtvZCSEngineering.corn 2 Grants Pass • Klamath Falls • Medfoirt • Oregon City r , CLIENT B e ((os? PROJECT -- LieS lot- , NO. By 74 A L DATE ?I/02 417- SHEET / OF ENG ! NEER IN G '_e:' Grants Pass . Klamath Falls . Medford . Oregon City www.ZCSengineering.com t4c4 1 02 ftex)v Pg n IAA,i eta; pi L ........ -fic,02 F--, c4.4se 5 (4-5r61-1 --1:9 / ts.'4' ) r 1\ 114,54,1, to....aiovt ( /3, 7 [DSC a Se IL, 1-a .--c‘ L0ø _t:e'5 : 6 0 iS-C . \ D1_,:-- / pi- L,1„.....-- or a (if, C Z3-1) ' 1E3? 1-- i 9 A., (5./ DI, :7- 2._ • 1.., L., cn ,.J('S Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Primed:20 JUL 2017,3:57Pt.1 Elle=UOc0021oc120171P 2206-17.BeIfor Property RestoreVon,Aves LabbStructure\Calculations1P2206 Calcs.ec6 Wood rBeam.:. ENERCALC.INC.1983-2017,Built-10.17.7.24,Ver:10.17.7.24 Lic.#:KW-06004512 Licensee:ZBINDEN-CARTER ENGINEERING Description: 2x10 floor joist CODE REFERENCES ^ Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(o.018662)1(0.07998)1 <7 J__ 2-2x10 41 , __ __ ._Span=15.10K ilil Applied Loads ' _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0140, L=0.060 ksf, Tributary Width=1.333 ft - :_DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.797. 1 Maximum Shear Stress Ratio = 0.202 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 788.59 psi fv:Actual = 36.44 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.550ft Location of maximum on span 14.384 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.297 in Ratio= 609>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.367 in Ratio= 494>=180 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 Cd C FN C i Cr C m C t CI_ M fb F'b V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.167 0.043 0.90 1.100 1.00 1.00 1.00 1.00 1,00 0.53 149.19 891.00 0.13 6.89 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.797 0.202 1.00 1.100 1.00 1.00 1.00 .1.00 1.00 2.81 788.59 990.00 0.67 36.44 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.121 0.031 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.53 149.19 1237.50 0.13 6.89 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.131 0.033 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.53 149.19 1138.50 0.13 6.89 207.00 - +0+0.7501r+0,750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.508 0.129 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.24 628.74 1237.50 0.54 29.05 225.00 +0+0.7501+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.552 0.140 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.24 628.74 1138,50 0.54 29.05 207.00 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Primed:26 JUL 2017,3:57P14 File 11 Oc0021oa120171P-2206-17 Beller Property Restoration Ayes LablStructuraltCaIculations1P2206.Catcs.ec6 Wood Beam • ENERCALC,INC 1983-2017; Ver:10.17.7.24 Lic.#:KW-06004512 Licensee:ZBINDEN-CARTERENGINEERING Description: 2x10 floor joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CM/ Ci Cr Cm C t CL M fl) F'b V fv F'v 40+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.094 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 149.19 1584.00 0.13 6.89 288.00 +0+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.094 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 149.19 1584.00 0.13 6.89 288.00 +0+0.750Lr+0.750L+0.450W41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.397 0.101 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.24 628.74 1584.00 0.54 29.05 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.397 0.101 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.24 628.74 1584.00 0.54 29.05 288.00 +0+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.397 0.101 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.24 628.74 1584.00 0.54 29.05 288.00 40.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.057 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 89.52 1584.00 0.08 4.14 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.10 ft 1 0.057 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 89.52 1584.00 0,08 4.14 288.00 Overall Maximum Deflections Load Combination Span Max.` Dell Location in Span Load Combination Max."+`Defl Location in Span 40+141 1 0.3666 7.605 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KEPS Load Combination Support 1 Support 2 Overall MAxmum 0.745 0.745 Overall MINimum 0.085 0.085 +D+H 0.141 0.141 +0+L+H 0.745 0.745 +D+Lr+H 0.141 0.141 +D+S+H 0.141 0.141 +D+0.750Lr+0.750L+H 0.594 0.594 +D+0.750L+0,750S+H 0.594 0.594 +D+0.60W+H 0.141 0.141 +D+0.70E+H 0.141 0.141 +D+0.750Lr+0.750L+0.450W+H 0.594 0.594 +D+0.750L+0,750S+0.450W+H 0.594 0.594 +D+0.750L+0.750S+0.5250E+H 0.594 0.594 +0.60D+0.60W+0.60H 0.085 0.085 +0.60D+0,70E+0.60H 0.085 0.085 D Only 0.141 0.141 Lr Only L Only 0.604 0.604 S Only W Only E Only H Only