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Specifications At 67 c)(S- 6vd-,9 / ?vso Sw a S�` • • •• •• • • • • •• . • •• • • • • • • • • • • • • ••• .. • •• • • Michael K. Brown, S.E. • • .• sERioff:, 5346 E. Branchwood Dr. REVISION 208-850-7542 . ••• ••.stiri•�d` Y, 0, o16 Mikebrownse@gmail.com • C, 1y • ••• •••• • • •• •• • • • REAR DECK STAIR FRAMING S' '•RiJe1 • DESIGN CALCULATIONS City of Tigard FOR Approved Plans By__________ Date .-.-- . LOT 23, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-177 4150:1C'URA 4011 413' 'it 4 ci te,''',/__ ' EMRATION DATE, 12-31-2017 Prepared for: StoneBridge Homes, NW, LLC Plan #: 304 OTE: 1860 Date: 06-09-2016 The following calculations are for the rear deck stair framing only. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K.Brown,S.E.and Core Engineering shall have no liability(expressed, or implied),with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage ., • • •• • • • • • •• • • • • • • • • • • • • • • • •• •• • • - S -•- ••• • • • • • • • • •• • • •• • • • • • • • •• • •• ••• • • •• • • • • • • •• • >aie C,titSs�niM ' . • afvt.CitAE' .FSF12�R5Fit 1415ai6 i '• Wood Beam '° L ,` .l�tl "� ,eu1. Lie.#:KW-06005725 Licensee:CORE ENGtfdEERING PLLC' Description: Typical Tread CODE'REFERENCES •• •• Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 • •" ' "' •• ' ' Load Combination Set:ASCE 7-10 • "' • ' Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Pr!' 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling yy L(0.25) 11.260 X 1.50 Span=4.0 ft Applied Loads -- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: L=0.250 k @ 2.0 ft DESIGN SEfMARY Design OK Maximum ionBending d forStress this s Ratio o = 0.813 1 Maximum Shear Stress Ratio = 0.065 : 1 Sectp 11.250 X 1.50 Section used for this span 11.250 X 1.50 fb:Actual = 731.91 psi fv:Actual = 11.72 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+I-I Location of maximum on span = 2.000ft Location of maximum on span = 3.883ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio= 419>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.119 in Ratio= 404>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&'Stresses for Load Combinations. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M tip Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.026 0.004 0.90 1.000 1.00. 1.00 1.00 1.00 1.00 0.01 20.80 810.00 0.01 0.61 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.813 0.065 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.26 731.91 900.00 0.13 11.72 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.018 0.003 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.80 1125.00 0.01 0.61 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.020 0.003 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.80 1035.00 0.01 0.61 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.493 0.040 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.19 554.13 1125.00 0.10 8.95 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ... .... .... .... .. . . . .. .. . . . O 000 0000 OW 00 ... . . •. . . . • O 410 • 00 00 00 • .. ... • • 00 . . . . . . .. • WOOd BeamFile-c\Users\Mikeii7ivlitroi twtlfll�IA 1.EWt�Ak}1{�95I-;U7M5 1Acslttair�; a a • CALC,A1 ,Yk ri ,9iJldfi Ar\ifi-t6;11 Lic.#:KW-06005725 Licensee"CORE ENGINEERING PLLC Description: Typical Tread • • •• •• Load Combination Max Stress Ratios Minent V':lues• 'ear Values Segment Length Span# M V Cd C FN C i Cr Cm CC M • fQ •••Fl�•• •• • • t L • • . •V• . fv F'v Length=4.0 ft 1 0.535 0.043 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.19 • 154!13 •10357.00• • a.10 • 8.95 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.014 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.80 1440.00 0.01 0.61 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.014 0.002 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 20.80 1440.00 0.01 0.61 288.00 +D+0.750Lr+0.750L+0.450W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.385 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 554.13 1440.00 0.10 8.95 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.385 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 554.13 1440.00 0.10 8.95 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.385 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 554.13 1440.00 0.10 8.95 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.009 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 12.48 1440.00 0.00 0.37 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.009 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 12.48 1440.00 0.00 0.37 288.00 Overall.'Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1186 2.015 0.0000 0.000 Vertical Reactions = Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.132 0.132 Overall MINimum 0.004 0.004 +D+H 0.007 0.007 +D+L+H 0.132 0.132 +D+Lr+H 0.007 0.007 +D+S+H 0.007 0.007 +D+0.750Lr+0.750L+H 0.101 0.101 +D+0.750L+0.7505+H 0.101 0.101 +D+0.60W+H 0.007 0.007 +D+0.70E+H 0.007 0.007 +D+0.750Lr+0.750L+0.450W+H 0.101 0.101 +D+0.750L+0.750S+0.450W+H 0.101 0.101 +D+0.750L+0.7505+0.5250E4I 0.101 0.101 +0.60D+0.60W+0.60H 0.004 0.004 +0.60D+0.70E+0.60H 0.004 0.004 D Only 0.007 0.007 Lr Only L Only 0.125 0.125 S Only W Only E Only H Only • .. .. .. . . . . .. . . . . . . . . . . . . 00 _�--rte .. .-- . . . • 00 00 00 . . . . . . • .. • .. ... • • .. . . . . . . .. • Wood Beam � olisOrsrptike x t,146Ef.Eu tr 1-144 a -1u� Lairs e #:KW-06005725 Licentsee':CORE ENGINEERING PLIC Description: typical Deck Stringer CODE REFEhENCES ••• •• •••• .•• .• • Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 : : "' "' " ' ' Load Combination Set:ASCE 7-10 ' "' ' ' Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.2) 1:(0.02)I;L(0.08) - IR 2-2x12 Span=14.50 ft Applied Loads , Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=2.0 ft Point Load: L=0.20 k @ 7.250 ft DESIGN SUMMARY Desi ott OK Maximum Bending Stress Ratio = 0.747: 1 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 672.30 psi fv:Actual = 34.73p si FB:Allowable = 900.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.179 in Ratio= 970>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.227 in Ratio= 765>=140. Max Upward Total Deflection 0.000 in Ratio= 0<140.0 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 Cm C t CL M fb F'b V fv F'v +0+1-1 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.168 0.048 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.12 810.00 0.17 7.71 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.747 0.193 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.55 672.30 900.00 0.78 34.73 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.121 0.034 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.12 1125.00 0.17 7.71 225.00 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.132 0.037 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.12 1035.00 0.17 7.71 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.478 0.124 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.84 538.25 1125.00 0.63 27.98 225.00 f • •• •• •• • • • • •• • • • • • • • • • • • • • • -•• •• • • • • _.... • _..- ••• • • •• • • • • • • • • • • • • • • • • • • • • • •• • •• ••• • • •• • • • • • • •• • yi P G1t*rs\Mike4••ropivxtblICMFAE 1 E 1340120+.5 11)ME[ -i1Qkcs Woo d Beam � F; • - =cALc,11 .'ge t s,euaa�. j,.11`1jp'rf , L1c.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: typical Deck Stringer ••• ••• • • •• •• Load Combination Max Stress Ratios MItnentV'�lues• sear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M :•: a: :••v: : fv F'v +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 • ••• • 61.00• • 1.00• 0.00 0.00 Length=14.50 ft 1 0.520 0.135 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.84 538.25 1035.00 0.63 27.98 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.095 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.12 1440.00 0.17 7.71 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.095 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.12 1440.00 0.17 7.71 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.374 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 538.25 1440.00 0.63 27.98 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.374 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 538.25 1440.00 0.63 27.98 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.374 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 538.25 1440.00 0.63 27.98 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.057 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 81.67 1440.00 0.10 4.63 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.057 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.43 81.67 1440.00 0.10 4.63 288.00 =-Overall Maximum=Deflections, Load Combination Span Max.""Defl Location in Span Load Combination Max."+'Defl Location in Span +0+L+H 1 0.2273 7.303 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.878 0.878 Overall MINimum 0.119 0.119 +D+H 0.198 0.198 +D+L+H 0.878 0.878 +D+Lr+H 0.198 0.198 +D+S+H 0.198 0.198 +D+0.75QLr+0.750L+H 0.708 0.708 +D+0.750L+0.750S+H 0.708 0.708 +D+0.60W+H 0.198 0.198 +D+0.70E+H 0.198 0.198 +D+0.750Lr+0.750L+0.450W+H 0.708 0.708 +D+0.750L+0.750S+0.450W+H 0.708 0.708 +D+0.750L+0.750S+0.5250E+H 0.708 0.708 +0.60D+0.60W+0.60H 0.119 0.119 +0.60D+0.70E+0.60H 0.119 0.119 D Only 0.198 0.198 Lr Only L Only 0.680 0.680 S Only W Only E Only H Only