Loading...
Specifications Portland,Oregon L v 1 5 T A Kansas City, Missouri 1,; 10 —STRUCTURAL— /20t8sf3 9 o 5u,4 June 25,2019 Sage Built Homes, LLC 1815 SW 169th Place,Suite 1040 Beaverton,Oregon 97006 Re: Lot 10,Ash Creek Vista Structural Engineering, LLC,was asked to assess the structural stability of the exterior wall adjacent to the stairs. The proposed stair framing includes separate walls above and below the main floor top plate line,with a triple 2x6 in between,acting as a horizontal beam. Per the attached calculations,this horizontal(3)2x6 beam is structurally sufficient. We recommend approval of the wall as proposed. Our firm appreciates the opportunity to serve you. If you have any questions or if you need anything further, please feel free to contact us. Sincerely, Vista Structural Engineering, LLC Dennis Heier, P.E �61ksip IPROp . �,�q, 4 G NE.,$ % 4 85273 1 OI-.EGON e31920N�(i 06/25/ •' EXPRES:6/30/2019 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM N 5/0X6/8 BI-FA55 jilt] , \ Z0 5 4 R ' (N ,X6/8 \ \ —WI Q I - - - - N 5X6/5 ;1- -LUI�DRY` 0 FAN o ?0 N _ .0 V.T.O.5 11)) m\in N EA 0 0 Ili 4. _6" 4' - 3 1/2 3 11 1/2 \ \ I 110V 2/6X6/8 . f 1 m (1D 9. S.D. [8GELIING TYP UNO] \ \ I d 1- N 3 1: . ____ a '' ry - SPAN OF HORIZONTAL ILN [a GLG] ! o ,� N TRIPLE 2x6 "BEAM" AT [10'CLG]� _ j X 20' HEIGHT X' �i I m Oi In \ \ BROOM5 d Rha 2/0 I. "X22„ - I-6. ( ATTIC- i w N V AGGE55 I w I A 2/6X6/8 14 7 1 i 1 58R \ON I 4/0X1/6 FX17 1 \ \ SCD 2/6X1/8 FXD Z MR -- I `j O. CAML-lat 54 - ri 9 Mme"1L!J maim d i I u i _L . l ' -- -rvl S'7 __1,--j tc Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: 11:4111........) www.vistastructural.com Project Descr: dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\ISTAS-21VISTAJ-1\ENERCA-1\2033.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: triple 2x6 transfer beam at 20'wall height CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(0.3) a a b -b b 3-2x6 Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.020 ksf, Tributary Width=15.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.459 1 Maximum Shear Stress Ratio = 0.145 : 1 Section used for this span 3-2x6 Section used for this span 3-2x6 fb:Actual = 859.83 psi fv:Actual = 41.63 psi FB:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W41 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 Transient Deflection 0.355 in Ratio= 287>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.213 in Ratio= 478>=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 Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1170.00 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 +4J+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +1D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 • ' Vista Structural Engineering,LLC Project Title: \ 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: a�c4&0 www.vistastructural.com Project Descr: . dennis@vistastructural.com (971)645-0901 Wood Beam File=C:MUsers\Dennis\Dropbox\VISTAS-21VISTAJ-11ENERCA-1\2033.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural En•ineering,LLC Description: triple 2x6 transfer beam at 20'wall height Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb Fb V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.459 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 859.83 1872.00 0.69 41.63 288.00 +D-0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.459 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 859.83 1872.00 0.69 41.63 288.00 +D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.344 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 644.88 1872.00 0.52 31.22 288.00 +D+0.750Lr-0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.344 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 644.88 1872.00 0.52 31.22 288.00 +D+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.344 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 644.88 1872.00 0.52 31.22 288.00 +D+0.7505-0.450W+4-j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.344 0.108 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.22 644.88 1872.00 0.52 31.22 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.459 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 859.83 1872.00 0.69 41.63 288.00 +0.60D-0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.459 0.145 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.63 859.83 1872.00 0.69 41.63 288.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D-0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750L+0.750S-0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +0.60D-0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+'Deft Location in Span W Only 1 0.3550 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.275 1.275 Overall MINimum 1.275 1.275 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.765 0.765 +D+0.750Lr+0.450W+H 0.574 0.574 +D+0.750S+0.450W+H 0.574 0.574 +0.60D+0.60W+0.60H 0.765 0.765 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 1.275 1.275 E Only H Only