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Specifications uf2O2f- %222 /0?30sC1CI4' - a -Ye4d �� RECEIVED M-GROUP SEP 2 2 20?1 Massaad Engineering Group Inc. CITY OF TIGARD 3UILDING DIVISION 07-28-2021 STRUCTURAL CALCULATIONS FOR HUDSON APARTMENTS FIRE RESTORATION C To Rq t \kt PROFFS ���'t �NGINEFR .ff0 W 54520 OREGON 6 � )(itr 09,2002 e py 77 C. M EXPIRATION DATE: 12-31-2022 PROJECT ADDRESS 10695 SW MURDOCK ST TIGARD, OR 97224 PREPARED FOR AMERCO R&P SERVICES, LLC 8630 SW SCHOLLS FERRY RD, SUITE 131 BEAVERTON, OR 97008 I1VE €IIROIJIP OC Project Name Hudson Apts Fire Restoration Massaad Engineering Group Inc. Subject Table of Contents Date 7/28/2021 Engineer MRB Table of Contents Calculations C-1 to C-5 �I i - . — OUP Project No: MG2164 Sheet C- 4 Project Name: Hudson Apts Fire Restoration Massaad Engineering Group Inc. Subject Design www.mgroupengineering.com Date: Engineer. 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I ,rldA.1A.(a 4.2 tJ st Fe� RnoPS`� o. o� Kerb a a �} . 1-5x 3 .5 - Sr!atS-tr, ReP � t r C �'ar� SCte- Ftiukav = 1 .4 i IAsJ H 01. it 0 'tI6' ac- I Ft, _ Fb Cr CF _ (1°6 Pt)((.1.590..2) , - y�tiz Ps, Project Title: Hudson Apartments Fire Restoration C_2 Engineer: MRB IlViGIto1JP ProjProect ID:ect Descr:MG2164 Massaad Engineering Group Inc. Printed:28 JUL 2021, 4 12PM Wood Beam File:MG2164.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic.#:KW-06009807 Massaad Engineering Group Inc DESCRIPTION: Rafter CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015996)S(0.033325) d 6 b 8 8 ( 2x8 ;.11,1 Span=14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.810 1 Maximum Shear Stress Ratio = 0.222: 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual = 1,156.21 psi fv:Actual 45.89 psi Fb:Allowable = 1,428.30psi Fv: Allowable 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.000ft Location of maximum on span = 13.438 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.380 in Ratio= 441>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 1 Max Downward Total Deflection 0.589 in Ratio= 284>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.367 0.101 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.45 410.62 1117.80 0.12 16.30 162.00 +D+S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.810 0.222 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.27 1,156.21 1428.30 0.33 45.89 207.00 +0+0.750S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.679 0.186 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.06 969.81 1428.30 0.28 38.49 207.00 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.124 0.034 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.27 246.37 1987.20 0.07 9.78 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +O+S 1 0.5895 7.051 0.0000 0.000 Project Title: Hudson Apartments Fire Restoration C_3 MGI(oUPEngineer: MRB Project MG2164 ect Descr: Massaad Engineering Group Inc. Printed:28 JUL 2021, 4:12PM Wood Beam File:MG2164.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic.#:KW-06009807 Massaad Engineering Group Inc DESCRIPTION: Rafter Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.362 0.362 Overall MINimum 0.233 0.233 D Only 0.128 0.128 +D+S 0.362 0.362 +D+0.750S 0.303 0.303 +0.60D 0.077 0.077 S Only 0.233 0.233 Project Title: Hudson Apartments Fire Restoration C-4 Engineer: MRB MGkOUP Pr Project Descr:MG2164 Massaad Engineering Group Inc. Printed:28 JUL 2021, 6:33PM Wood Column File:MG2164.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic.#:KW-06009807 Massaad Engineering Group Inc DESCRIPTION: Bearing Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Area 5.250 inA2 Cf or Cv for Compression 1.150 Fb+ 900 psi Fv 180 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fb- 900 psi Ft 575 psi ly :Wet Use Factor 1.0 Fc-PrIl 1350 psi Density 31.21 pcf y 0.9844 in 4 Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-upp 1.0 columns 1.0 NDS 15.3.2 ` Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=9 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 10.241 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=0.0160,S=0.0340 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.02454:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S 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... Along Y-Y 0.0 in at 0 0 ft above base Applied Axial 0.06024 k for load combination: rl a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0 0 in at 0 0 ft above base Fc:Allowable 467.538 psi for load combination:rla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bendinq Compression Tension Load Combination +0.60D Location of max.above base 9.0 ft Applied Design Shear 0.0 psi i Allowable Shear 288.0 psi 1 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.327 0.01095 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S 1.150 0.262 0.02454 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750S 1.150 0.262 0.02108 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D 1.600 0.192 0.006275 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments kft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top ©Base @ Top D Only 0.026 +D+S 0.060 +D+0.750S 0.052 Project Title: Hudson Apartments Fire Restoration C-5 • * . .M r T Tp 1scr: 164 Prect ID: lJl kO V 1 Pr Massaad Engineering Group Inc. Printed:28 JUL 2021, 6 33PM Wood Column fe:MG216 cs Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17 Lic.#:KW-06009807 Massaad Engineering Group Inc DESCRIPTION: Bearing Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k.t Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top ©Base @ Top +0.60D 0.016 S Only 0.034 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches 0 050k 0050k i Load 1 . 0 of 24 I 1.50 in