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Specifications (17) _ . A45-1-7,014 - 000qi 14-273 5w tor', Avg- Portland,Oregon I*. Kansas City, Missoun ' VISTA s -vp — STRUCTURAL --- June 24, 2019 Polygon Northwest Company 703 Broadway Street,Suite 510 Vancouver,WA 98660 Re: Lot 7, Roshak Ridge Vista Structural Engineering, LLC,was asked to address the following city inspection comment: 1. Please address the notched sill plate created by the plumbing run at the perimeter of the foundation. A picture is attached on the following page. The concern is that anchor bolts are not installed within 12"of the ends of the sill plates. A main concern with anchor bolts being located further a way than 12"from the end of a sill plate length is that lateral forces perpendicular to the sill plate might have theability chorenough an anchor bolt may be installed up to 24"away from the end of the sill plate. See attached calculations for reference. If an anchor bolt is not located within 24"of the notched plate where the plumbing run occurs, a post-installed anchor should be installed. If installing a post-installed concrete anchor, the anchor should be a 5/8"-diameter Simpson TI TEN HD with 4"embed, or a 5/8"-diameter Red Head Large Diameter Tapcon(LDT)anchor with 4"embed. 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 CD Rx. Dennis Heier, P.,1..., 0) /' .....0 ze, '-1831 It't 91 t it 1 GI 2 `g thin 0 tv::, as„.•,..„_,,.liipt,„ o- ----..ta Aill ldr.. VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURALCOM Portland,Oregon VISTA Kansas City, Missouri ' 14It 4 --.STRUCTURAL— �€•'+'i�:r •sem.""- { � ,_. ,, r`rr ..:�a=�sfs ...• ..`�^. ,.w.e,»+,,..W,•"""".'.�.m� e ° o.'.."...r `u <••• • may:, •`a.. 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ENGINEERING, LLC 14718 NA/ 'DELA STREET PHONE; 971.645.0901 PORTLAND, OREGON 97229 • VISTASTRUCT 1RALCOM I Vistc Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis©vistastructural.com VV �+1}t B@dn1 File=C:\Users\Dennis\DROPBO--11VISTAS-2\VISTAJ-1\ENERCA-1\2198.ec6 Software copyright ENERCALC,INC 1983-2019,Build 1019130 ; 11 416G O 23 _ Vista Structural Engineee ag,t- DESCRIPTION: Lots 5&7, Roshak Ridge-Maximum distance of anchor bolt from end of sill plate CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 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 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(0.1485) 2x6 2x6 Span=4.0 ft Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: W=0.0270 ksf, Tributary Width=5.50 ft DESIGN SUMMARY NDesi n OK Maximum Bending Stress Ratio = 0.151: 1 Maximum Shear Stress Ratio = 0.115 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 282.76 psi fv:Actual = 33.26 psi FB:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span • = 4.000ft Location of maximum on span = 3.553 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3122>=360 Max Upward Transient Deflection 0.000 in Ratio= C<360 Max Downward Total Deflection 0.009 in Ratio= 5206>=240. Max Upward Total Deflection 0.000 in Ratio= <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 C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.Oft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 Length=2.0 ft 2 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=4.0 ft 1 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1170.00 0.00 0.00 180.00 Length=2.0 ft 2 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=4.0 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 Length=2.0 ft 2 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=4.0 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: www.vistastructural.com Project Descr: 971.645.0901 dennis@vistastructural.com Wood File=C:vUsersvDennlsvDROPBO.-1vVISTAS-2 VISTAJ-1vENERCA-1v2198.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lic: X064 23 Vista Structural Engineering,LLC DESCRIPTION: Lots 5&7, Roshak Ridge-Maximum distance of anchor bolt from end of sill plate Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb Pb V iv F'v Length=2.0 ft 2 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 +D+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=4.0 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 Length=2.0 ft 2 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 Length=2.0 ft 2 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 +D+0.60W+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.18 33.26 288.00 Length=2.0 ft 2 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.14 33.26 288.00 +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=4.0 ft 1 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.18 33.26 288.00 Length=2.0 ft 2 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.14 33.26 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 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+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.14 24.94 288.00 Length=2.0 ft 2 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.10 24.94 288.00 +D+0.750Lr+0.750L-0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.14 24.94 288.00 Length=2.0 ft 2 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.10 24.94 288.00 +D+0.750L+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.14 24.94 288.00 Length=2.0 ft 2 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.10 24.94 288.00 +D+0.750L+0.7505-0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.14 24.94 288.00 Length=2.0 ft 2 0.113 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.13 212.07 1872.00 0.10 24.94 288.00 +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=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 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=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.18 33.26 288.00 Length=2.0 ft 2 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.14 33.26 288.00 +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=4.0 ft 1 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.18 33.26 288.00 Length=2.0 ft 2 0.151 0.115 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 282.76 1872.00 0.14 33.26 288.00 +0.60D+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=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 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+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 Length=2.0 ft 2 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.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.0108 1.698 0.0000 0.000 W Only 2 0.0154 2.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.223 0.668 Overall MINimum 0.223 0.668 +D+H Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis©vistastructural.corn 1File=C:\Users\Dennis\DROPBO-1\VISTAS-2\VISTAJ 1\ENERCA 1\2198.ec6 ®0� �@cdM Software eopyrigbt ENERCALC INC 1983 2019 Bwltl 1019130 Lie.6:KW-06010523 Vista Strirdural Engineering,LLC DESCRIPTION: Lots 5&7, Roshak Ridge-Maximum distance of anchor bolt from end of sill plate Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +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 0.134 0.401 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.100 0.301 +D+0.750L+0.7505+0.450W+H 0.100 0.301 +D+0.7 5 0 L+0.7 5 0 5+0.5 2 5 0 E+H +0.600+0.60W+0.60H 0.134 0.401 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.223 0.668 E Only H Only