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Specifications r4 Portland,Oregonv i s -r A Kansas City, Missouri...j 0114$0 —STRUCTL- 7 eF o URAL.LL 5732o(8- 0 -S 7 January 3,2019 ?S,ssw "f4in♦F a/t k Sage Built Homes, LLC 1815 SW 169th Place,Suite 1040 Beaverton,Oregon 97006 Re:Lot 5,Ash Creek(Plan 2179) Vista Structural Engineering, LLC,was asked to provide a solution to the garage portal stem walls being incorrectly poured short of the height shown on the plans. The concrete stem walls at the front of the garage were poured at the same height as the rest of the foundation. Based on field measurements,the dimensions of the panels are 1'- 4"-long by 6'-9"-tall from top of concrete to bottom of the header. By pouring the concrete walls shorter than shown on the approved plans,the uplift forces at these two garage panel locations increase to beyond what a 5/8"-diameter hold-down anchor can support. Per the attached calculations,the design pull-out forces at each of the hold-downs increases to 9,021 pounds. If installing a Simpson HDU5-SDS2.5 hold-down bracket(in lieu of the HDU2-SDS2.5 specified on the plans),the hold- down anchor and bracket can resist 5,645 pounds. This is based on using the cast-in-place SSTB24 anchor that was installed during the foundation pour. This leaves 3,376 pounds that needs to be accounted for to resist the design pull-out forces. Our firm recommends installing an additional MSTCM60 strap adjacent to each HDU5 bracket and 5/8"-diameter anchor. A detail of the recommended fix has been attached(1/58.0)and a partial foundation plan has been attached to show the locations where the HDU5-SDS2.5 brackets are required and where the MSTCM60 straps are required(four locations). No pullout test is required,as the SSTB24 hold-down anchors were cast-in- place and the value for the MSTCM60 straps are based on testing values provided by Simpson Strong-Tie. Additionally,we were asked to assess the structural stability of the exterior wall adjacent to the stairs. The stairs are framed with 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 it is currently framed. 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 (7----- Dennis Heier, P.E. 4'5185273 T" ®RECON ' s. �M/CHitko' 01 103P EXPIRES:6/30/2019 VISTA STRUCRJRAL ENGINEERING LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM { ; r,..� a., t,r. t .` «• it ♦ SIMPSON MSTCM60 STRAP WITH Z-MAX (2)2x6 END POST COATING FASTENED TO STUDS WITH(20) 16d SINKER NAILS AND TO CONCRETE WITH(14)4"O x 214"STAINLESS STEEL TITEN 2 SCREWS(INSTALL STRAP TO SIMPSON HDUS-SDS2.5 FRONT OR SIDE FACE OF WALL) HOLD-DOWN BRACKET • ■i ■ ■ 8"0 HOLD-DOWN ANCHOR ■1l 1 Ecr FOUNDATION PER PLAN NM HDU5 AND MSTCM60 INSTALLATION AT GARAGE S8.0 3/4"= 1'-0" Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: 11104 100 www.vistastructural.com Project Descr: dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-11ENERCA-1\2033.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06410523 Licensee:Vista Structural Engineering,LLC Description: triple 2x6 transfer beam at 20'wall height-Lot 5,Ash Creek Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M fb F'b 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+0.750S-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 +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+0.750S+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 +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.""Defl Location in Span Load Combination Max."+'Defl 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 i-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+0.7505+0.450W+H 0.574 0.574 +0.60D+0.60W+0.60H 0.765 0.765 +D+0.70E4.60H +D+0.750L+0.7505+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 .. Vista Structural Engineering,LLC Project Title: ' 14718 NW Delia Street Engineer: ` 1404 Portland,Oregon 97229 Project ID: R www.vistastructural.com Project Descr: dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-1\ENERCA-1\2033.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lfc.#:KW-08010523 •$;,,,-„,;„,;;;,,,,,,. .. ` ; Licensee:Vista Structural Engineering,LLC Description: triple 2x6 transfer beam at 20'wall height-Lot 5,Ash Creek 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-Pill 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 a o W(0.3) a 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 Design 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.O0psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 4.250ft 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 0.355 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 Ci 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 +13+5+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 +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=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+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=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 f SAGE BUILT HOMES, LLC LOT 5, ASH CREEK PLAN 2179 PHANTOM LI l 1 f h. OF CONTROL © I I I • SURFACE (Si `vJ [::fi. 4 \ DETAIL8/S2.: ' CONCRETE SLAB ON GRADE • THRU ALL CO w/#3@18"O.C.E.W.SEE NOTES 4x6 POST • FOUNDATIOP 1 INFORMATIO I •1 - _ _ — — — DESIGN DRAT T1 oo 4 1 I • ( . • A-- 6x6 POST rYP. 1 I \ 6• x6 POST � '; ,,, TYP.@ . 1 ':• II Ij ® FDN. I5714 s`► -L- .7"irai = `1 `4''1) I L_ ._.. _1 . L-t _..L/ 5,a -__ - —J L.." l ::crza• lap HD-HDUZ HD=NDU2. POUR 9 TYP.@ -- ® ® p @ 9 WOOD WALLL,HEIGHT FROM TOP Mr FDN. FDN. ® TO BOTTOM OF HEADER IS 4%8 F '2y7-; PT 6x6 POST 1 C' F.mC �1 1 1 PT 6x6 POST 2.C' I4 f' ,C1)--( I 1 L_ _ _ J _ _ _I F-4 F-4 TYP.@ Alk FDN NV PROJ: LOT 5, ASH CREEK i t DATE- 1/3/2019 IP ppm jt. , VISTA , s 11•00 — STRUCTURAL - ENGR DMH -1:-:-/aut i',:i.sue-,- - 64A-T-4<4 9ffri f,, IA S (ic-ci.),--,i or air..4c-(0 kotlerr '--4-' 061-14-- 1 'TV- "PM14 FipA,,D- -<-711-1t5141-- 724014V5 SOPti.::-.>, -2_ Peolirig. 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