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Aiir 2ofq - 000-7 3 I, L(21-fck 5 Go 16. 1t' /WC Portland Oregon L VISTA) Kansas CIty, Missoun 44,11441 —STRUCTURAL-— June 24, 2019 Polygon Northwest Company 703 Broadway Street,Suite 510 Vancouver,WA 98660 Re: Lot 5, 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 boltsbeing located further away than 12"from the end of a sill plate length is that lateral forces perpendicular to the sill !)lateg mi ht have the ability to overstress the sill plate. In this situation, the lateral forces perpendicular to the sillplate 0 low enough that 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 terSimpson 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 Dennis Heier, P.E. t i 1 tots 0.1;, co ,-....,.. VISTA STRUCTURAL ENGINEERING LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURALCOM ^ =w ,, Portland,Oregon Kansas VISTA STRUCTURAL— . . 71,0 PHONE:irr lir '‘..4'''''''';'-'.:',1'.‘ ;•.1.'".„7,;444..„:::::,:,,i,::::'-.7,,,'Ii:4,:i.".::::::,'‘,:, ''z'''7:1:!1:1.1Wi:„„:1,„'":7'.,,k-'::1'i,:,*t*,''''''''''':''-"''''.;:*,:7''',...:';‘..**1:‘, it ii.t 4,...c••••;.',,400‘i' N,•4.', 4.,:!"44,3...4„,,,,,,,,.10v4-0710.i.,,wt,ri;ttie4i, ,..- - ,,,X4 .. t,' ,?„„,,,,IN.„ -",•.,,,,4,.Aik, "r*:•,,rt 4 :''r,lh:7..4—if2A.:.,40;1,rdit7IT :'32414,,::titUtleciTt t, ".,„': -1*,,;-,-.,,.' ‘'',Vn`..:4,.:„4-5, ii„,,,'.:".*•';, ''',WislVtlit*77.1', 4%, ,i 741siet 't;Jt.,4•31;„;..1,14w, ; ';',„a401444t y‘tylip,7,..,,,,‘ „.„„,,Iknita. -....v;,4. :,,,,,, -,z..„,„ -., :37' le•••••,4,,t 4\403..‘ ,,,ek: :,.•4 t.„4. ., .•v•,',-, ‘..1%,4,444e-,Lriti,i'41fr ' 4r-,i,-4,„, 41:44,,,,,,,,k ,,- ,,,,-••',,,,?,!„,,,,„:„01i2 A 4:*-3,,,tio Ai 4,5r iiwi, ‘ ,,,,,: 4,!!1?. -.'„*.lff"„V \';*At' jr41W, :tt,?:tirai -'***,4*:•*"I'' '74'7 :**v ,"•tktte",- t''• "AKIN-t41.• ,-;51,48y,4,itfir4„,: ,75 --,'l'‘A witiT412746:,,, „ ': v*,.),e - ,„.'ic'l.r.l.:,, wt?, .' 4,:.:;•7 444r, riiik.$,A, •,- lizr,44:(4,4a.:*,4.0. 4t8stit,- '-.i‘,-/ ''' ' '' ' :ii:.!1,, ---,,-1,'.-,,,,,,",„41140H' 1,:mr,,,fet,c,..4,;-Li.,:,.',,,,,.,,,,,s ,91# ox ly, ,Z4-:. * A,. 2... ,,‘:ii'-' ' U • ii. L , 1 10 I INI '''' ir 971.G4�.09D1 14718NVVOEL|*5TREET PORTLAND, {�RE{�(}N97ZZ9 - 2 - V\5TASTRU{7URAL.[O�� • • Vista Structural Engineering,LLC Project Title: , .14-P•00 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis@vistastructural.com Wo ® Beam File=C:\Users\Dennis\DROPB0=1\VISTAS-2\VISTA,h1\ENERCA.1\2198.ec6 . Software copyright ENERCALC,INC.1983 2019,Budtl 10191 30 KW-06010521....' ?. ,... z; .` •" . ` '•• ... VistikStructurat'Engineering,LLc 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 1,600.0ksi Fc-Pell 1,350.0 psi Eminbend-xx 580.Oksi 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(0.1485) a 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 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= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5206>=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 CI_ M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.0 ft 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: "*-44 , Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis©vistastructural.com File=C�UserstDennis\DROPBO-1\VISTAS-2\VISTAJ-1\ENERCA-1v2198.ec6 . 1 1A(°°d Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . Lit.## KW-06010523 :Vista Structural Engineering,ILC 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 CL M fb F'b 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+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-O.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+0.7501.14-0.750L+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+0.750S-0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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+0.750S-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 +0.600+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 +0.609-0.60W+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 +0.600+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: 147'ra NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis@vistastructural.com Wood Beam FlIe=C;\Users\Dennis\DROPB0-1\VISTAS-2\VISTAJ 1\ENERCA--1\2198.ec6 Software copyright ENERCALC,INC.1983 2019,Build:10.19.1.30 Lid :KW-06010523 Vista Structural Engineering, 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+0.7505+H +D+0.60W+H 0.134 0.401 +D+0.70 E+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+0.750 L+0.7505+0.5250 E+H +0.60D+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