Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (10)
//4S7 1S &,,)-- Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 Mikebrown.se@omail.com REAR DECK STAIR FRAMING STRUCTURAL DESIGN CALCULATIONS FOR LOT 22, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-181 .,, 44 REVISION . .*'0 pre c° e . lidsuemb yr nor n.1 r ap i - FT� e� H r �" �k E 12-31-20171 Prepared for: StoneBridge Homes, NW, LLC Plan #: 306 OTE: 1859 Date: 06-06-2016 The following calculations are for the rear deck stair framing engineering 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 t Wood Beam File=c:lUsers\MikelDropbox1MICHAE-1.EIDMH12015PR-11DM5378-.11Calcslstairs.ec6 Lic.#:KW-06005725 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.11 Description: Typical Tread Licensee:CORE ENGINEERING PLLC 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-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575 psi Density 31.2pcf L(0.25) i 11.250 X 1.50 Span-4.0ft 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 SUMMARY _ Design OK aximum Bending Stress Ratio = i-- 0.813 1 Maximum Shear Stress Ratio = 0.065 : 1 Section used for this span 11.250 X 1.50 Section used for this span fb:Actual11.250 X 1.50 731.91 psi fv:Actual = 11.72 psi FB:Allowable = 900.00 psi Fv:Allowable = Load Combination +D+ +D+L+H psi L+H Load Combination Location of maximum on span = 2.000ft Location of maximum on span = 3.883 ft 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 l 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 Feb V fv F'v +D+H 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 Length=4.0 ft 1 0.813 0.065 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.1300 1.70 0.00 +D+Lr+H 0.26 731.91 900.00 0.13 11.72 180.00 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+5+H 1.000 1.00 1.00 1.00 1.00 1.00 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 2077.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 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 Wood Beam File=c:\Users\MikelDropbox\MICHAE-1.EIDMH2O15PR-11DM5378-1\Calcs\stairs.ec6 KW-06005725 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.11 C Description: Typical Tread licensee:CORE ENGINEERING PLL Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b 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 0.19 554.13 1035.00 0.10 8.95 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 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 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+H 1.000 1.00 1.00 1.00 1.00 1.00 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+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 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+0.75QL+0.75oS+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+0.5250E+H 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 Wood Beam File=caUsers\Mike\Dropbox\MICHAE-1.EIDMH12015PR-11DM5378-11Calcs\stairs.ec6 Lic.#:KW-06005725 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.11 Description: typical Deck Stringer Licensee:CORE ENGINEERING PLLC 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-Pill 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 31.2pcf BeamBracin 9 : Beam is Fully Braced against lateral-torsional buckling oro.ol s V i K 7 2x12 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum BendingStress Ratio = 0.349 1 Maximum Shear Stress Ratio Section used for this span = 0. : 1 2x12 Section used for this span 2x1x122 fb:Actual = 314.50psi fv:Actual = FB:Allowable = 900.O 28.25 psi Opsi Fv:Allowable = Load 180.00 psi Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Ma Span#1 ximum Deflection Max Downward Transient Deflection 0.026 in Ratio= 3686>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 2845>=140. Max Upward Total Deflection 0.000 in Ratio= 0<140.0 I 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 C L M fb F'b V fv F'v +D+H0.00 Length=8.0 ft 1 0.089 0.040 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.19 71.77 810.00 0.07 0.00 0.00 7 6.45 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.349 0.157 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 8.20 0.00 +D+Lr+H 0.83 314.50 900.00 0.32 28.25 180.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.064 0.029 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.19 71.77 1125.00 0.07 6.45 225.00 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.069 0.031 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.00 0.00 0.00 0.00 +D+0.750Lr+0.750L+H 0.19 71.77 1030.00 0.07 6.45 207.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.226 0.101 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.67 253.82 1125.00 0.26 22.80 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=c:1Users\Mike 1Dropbox1MICHAE-1.E1DMH12015PR-11DM5378-11Calcslstairs.ec6 Lic.#:KW-06005725 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.11 Licensee:CORE ENGINEERING PLLC Description: typical Deck Stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.245 0.110 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.67 253.82 1035.00 0.26 22.80 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=8.0 ft 1 0.050 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 71.77 1440.00 0.077 6.45 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=8.0 ft 1 0.050 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 71.77 1440.00 0.077 6.45 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=8.0 ft 1 0.176 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.67 253.82 1440.00 0.26 22.80 288.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.176 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.67 253.82 1440.00 0.26 22.80 288.00 +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=8.0 ft 1 0.176 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.67 253.82 1440.00 0.26 22.80 288.00 +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=8.0 ft 1 0.030 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 43.06 1440.00 0.04 3.87 288.00 +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=8.0 ft 1 0.030 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 43.06 1440.00 0.04 3.87 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0337 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.415 0.415 Overall MINimum 0.057 0.057 +D+H 0.095 0.095 +D+L+H 0.415 0.415 +D+Lr+H 0.095 0.095 +D+S+H 0.095 0.095 +D+0,750Lr+0.750L+H 0.335 0.335 +D+0.750L+0.7505+H 0.335 0.335 +D+0.60W+H 0.095 0.095 +D+0.70E+H 0.095 0.095 +D+0.750Lr+0.750L+0.450W+H 0.335 0.335 +D+0.750L+0.7505+0.450W+H 0.335 0.335 +D+0.750L+0.7505+0.5250E+H 0.335 0.335 +0.60D+0.60W+0.60H 0.057 0.057 +0.60D+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only 0.320 0.320 S Only W Only E Only H Only