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Plans (483)
• i OFFICE COPY Portland,Oregon V ' S T A Kansas City, Missouri 4m , -STRUCTURAL— i ( ; I'i it August 22,2018 AUG 2 3 2018 CFI Y OF @ t�: iisb Sage Built Homes, LLC pt j; DING )tltt (� ' 1815 SW 169th Place,Suite 1040 � Beaverton,Oregon 97006 Re: Lot 8,Ash Creek(Plan 2168) Vista Structural Engineering, LLC,was asked to provide an alternate header size at the rear window opening of the nook on the main floor of Plan 2168, being built in the Ash Creek subdivision. It was proposed that the three smaller window openings on the original plans be changed to one larger window within the same opening;thus, the trimmer studs would be removed. Based on the attached calculations,we recommend the installation of either a 6x12 DFL#2 header or a 5%"x 9"DF/DF 24F-V4 glulam beam header. The lateral(shear wall)design does not change,because the opening area does not increase. Therefore,the previously approved lateral calculations remain applicable. Removing the trimmers from within the opening does nothing to negatively affect the shear strength of the wall. Main floor plans for both garage left and garage-right versions have been attached for clarification,with the revised headers clouded. 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, , City of-Tigard Vista Structural Engineering, LLC ' Approved Plans By.. ... Date ' /2-3/(g.?-3 _ lg Dennis Heier,P.E. ��oG Epktz9 r S1 P-bI5 -- oDO8`) ‘41 85273 �,. OREGON 7 $44,4144t 31, `94f1 io- .1/22/2018 EXPIRES: 19 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM Ilk ©TYP.@.. ... �.TYP.@ TYP.@ ®FLOOR ®FLOOR ® FLOORS 14.-5" l (S2) © (FTAO) Ak PT 6x6 POST w/SIMPSON LCE4 ®I FF-CMSTCI6 FF-CMSTCI6 MP POST CAP(INSTALL AROUND •= 1 OUTSIDE CORNERS) 1 3/4"x 11 7/8"L5L SIMPSON H UCQ1.81/11-SDS /////////// ///////%%i7//%i ____ _T -_.__ -%.2/////// HANGER,TYP I "" 6x12 OR 5}"x 9"GLB411 ;:r to f C } 1 TYP.@ I. — — JI FLOOR c„ -_-_ J I I \� - _ _ TYP.@ SIMPSON HUCQ1.81/11-SDS HANGER,TYP SIMPSON IUS2.06/11.88 ®FLOOR JOIST HANGER,TYP. ] Pli o gill FLR@® ._ PLYWOOD SHEATHING ]' •I I I I i\` AND FASTENING PER 4111,,, V — �' 4x6 POST 'WOOD SHEATHING' NOTES ON SHEET 00 S3 ,r, 1 (PS W) N \ _ _ Wil.@ A ro I r LOOK NW I — — — ,.,,-J h O ] 4x8 r BEARING WALL m S6 \ — — 4`' 4'<t.Q ]I 4x6 POST Ix6 POSTs.I FQ�e e•'JCS; 1 3/4"x 11 7/8"LSL — — — ew y�� SIMPSON 2 4,'''\‘41•7''''C'OHANGER � SIMPSON MST40 STRAP I ' — — _ — FROM TOP PLATE TO Li I 'I BALLOON FRAMED WALL p J I (2x BLOCKING REQ'D) 6 Q I I — — ] (END LENGTH 20"MIN.) ,? 6x6 POST I 6x6 POST N N i•70', _ _ _ _ FOR TYPICAL STAIR U U TVP.@ 1 '' FRAMING SEE DETAILS 7,8, O 2 FLOOR S1.1 - C AND 100F SHEET S1.3,TYP. X00 — _ _ S_ @,c xX 1 3/4"x 11 7/8"LSL 6x6 POST N W - _ _ m _ SIMPSON HUCQ1.81/11-SDS HANGER,TYP - - - T.. --� --- \ TYP.@ ' - Sl.l FLOOR 1 6x6 POST I.:Z I yr — — — — 1 — _— SIMPSON HUCQ1.81/11-SDS 13/4"x 11 7/8"LSL HANGER,TYP PT 6x6 POST W/SIMPSON ////////////////% _�f/i///�///% LCE4 POST CAP(INSTALL ` AROUND OUTSIDE CORNERS) 2x6 @ 12"O.C.OR(2) ®IFF-CMSTCI6 FTAO CMSTCI6) ®IFF-CMSTCI6 2x6 @ 16"O.C.2 BALLOON FRAMED STUD WALL (FTAO) 4' 2 TYP.@ 5 TYP.@ S1.1 FLOOR S1.1 FLOOR GARAGE RIGHT 1 UPPER FLOOR FRAMING AND MAIN SHEARWALLS 50.2 1/4"= 1'-0" TSP.@1 TSP.@ 2 TSP.@ 5 FLOOR 51.1 FLOOR S1.1 FLOOR NW 14'_5" / (FTAO)CD 1 Mk®IFF-CMSTCI6 FF-CMSTCI6I® PT 6x6 POST w/SIMPSON LCE4 �� +4--. POST CAP(INSTALL AROUND OUTSIDE CORNERS) 1 3/4"x 117/8"LSL ?://%iii'//. r 'V.////////////:%/ 'c%/ ////////// SIMPSON HUCQ1.81/11-SDS 6x12 OR Si"x9"GLB I I HANGER,TYP — — 3 I''-1. H Imp It I IC ' — FLOOR N. TYP.@ 2 — — \ Q SIMPSON HUC 1.81 FLOOR 51.1 I'! SIMPSON IUS2.06/11.88 !,' ANGER,TSP /11-SDS JOIST HANGER,TYP. TYP.@ I ' ® FLR. I \ I IEg — FASTENINGAND PER 4xPOST\c- 6 OTES ON SHEETS 0.0 (PSl4051M.FLOO - - H Q BEARING WALL 4x8 C '�,t 1 4x6 POST I C C�PGG�P' \ I I \ 4x6 POST IF--OZTGGP�FP�.o�� — — ` S6 m \ I D F'�s F — — \ (PSS u _u u O F$GP 9 1 3/4"x 11 7/8"LSL P9,q qT9,� \ SIMPSON 'PO�OGl9L — — SIMPSON MST40 STRAP I HHANGER HUll 9-/0-73 �90GT Lj FROM TOP PLATE TO — _ — — BALLOON FRAMED WALL I io' (2x BLOCKING REQ'D) a 0 (END LENGTH 20"MIN.) — — — I I (0 i2 A N6x6 POST 6x6 POST �w C — — — z OFOR TYPICAL STAIR _ _ — p FRAMING SEE DETAILS 7,8, 1..:7- \ 1 TYP.@ 'iO AND 10 OF SHEET 51.3,TYP. S1.1 FLOOR @Q — — — \ .CO 6x6 POST 13/4"x 11 7/8"LSL C SIMPSON HUCQ1.81/11-SDS m — — — HANGER,TYP TYP.@ s FLOOR® I .'z,'J C 6x6 POST I ro SIMPSON HUCQ1.81/11-SDS _ I HANGER,TYP �3/4"x 11 7/8"LSL — — — PT 6x6 POST w/SIMPSON LCE4 POST CAP(INSTALL ./11/.e''' //O / / AROUND OUTSIDE CORNERS) 2x6 @ 12'O.C.OR(2) FF-CMSTCI6 I® IFTAO-CMSTCI6 FF-CMSTCI6I NEV BALLOON FRAMED STUD WALL S2 X (FTAO) TYP.@ 5 TYP.@ FLOOR S1.1 FLOOR GARAGE RIGHT ri.-- UPPER FLOOR FRAMING AND MAIN SHEARWALLS Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: (971)645-0901 Project Descr: dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111845.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#;'KW-06010523 Licensee Vista Structural Engineering,LLC Description: Plan 2168-header at back of nook(6x12 option) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 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-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 D(0.21) (0.263) D(0.7)L(1.9) 0(0.21) (0.263) 0(0.1275)L(0.34) o ' 6x12 .1010, Span=8.OR I - - Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.210, S=0.2630 k @ 1.0 ft,(roof load) Point Load: D=0.210, S=0.2630 k @ 7.0 ft,(roof load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0-->>5.50 ft, Tributary Width=8.50 ft Point Load: D=0.70, L=1.90 k @ 5.50 ft,(floor load) DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.758 1 Maximum Shear Stress Ratio = 0.380 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 682.40 psi fv:Actual = 68.33 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.343ft Location of maximum on span = 7.007 ft Span If where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 2004>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.068 in Ratio= 1406>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0682 4.146 0.0000 0.000 Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: (971)645-0901 Project Descr: dennis@vistastructural.com File=C\Users\Dennis\Dropbox\VISTAS-1\VISTAJ-11ENERCA-111845.ec6 . • Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,`ILLC' Description: Plan 2168-header at back of nook(6x12 option) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.710 2.881 Overall MINimum 0.263 0.263 +D+H 0.889 0.932 +D+L+H 2.710 2.881 +D+Lr+H 0.889 0.932 +D+S+H 1.152 1.195 +D+0.750Lr+0.750L+H 2.255 2.394 +D+0.750L+0.750S+H 2.452 2.591 +D+0.60W+H 0.889 0.932 +13+0.70E+H 0.889 0.932 +0+0.750Lr+0.750L+0.450W+H 2.255 2.394 +D+0.750L+0.750S+0.450W+H 2.452 2.591 +D+0.750L+0.750S+0.5250E+H 2.452 2.591 +0.60D+0.60W+0.60H 0.533 0.559 +0.60D+0.70E+0.60H 0.533 0.559 D Only 0.889 0.932 Lr Only L Only 1.821 1.949 S Only 0.263 0.263 W Only E Only H Only Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: (971)645-0901 Project Descr: dennis@vistastructural.com Wood Beam File=C:\Users\Dennis\oropbox\VISTAS-1\VISTAJ-1\ENERCA-1\1845.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18:7.31 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Plan 2168-header at back of nook(5.5x9 GLB option) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.21)S(0.263) D(0.7)L(1.9) D(0.21)S(0.263) i I t 1 t D(0.1275)L(0.34) t } f f • • 5.5x9 Span=8.0 ft E Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.210, S=0.2630 k @ 1.0 ft,(roof load) Point Load: D=0.210, S=0.2630 k @ 7.0 ft,(roof load) Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0—>>5.50 ft, Tributary Width=8.50 ft Point Load: D=0.70, L=1.90 k @ 5.50 ft,(floor load) DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.464 1 Maximum Shear Stress Ratio = 0.329 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 1,114.16psi fv:Actual = 87.31 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.343ft Location of maximum on span = 7.007 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 1081>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 , Max Downward Total Deflection 0.127 in Ratio= 758>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 l I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Location in Span +D+L+H 1 0.1265 4.146 0.0000 0.000 Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: (971)645-0901 Project Descr: dennis@vistastructural.com Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.7.31 . lid.#.::M41.6010523 tLicenSee=Vista Structural Engineering,LLC 3, Description: Plan 2168-header at back of nook(5.5x9 GLB option) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.710 2.881 Overall MINimum 0.263 0.263 +D+H 0.889 0.932 +D+L+H 2.710 2.881 +D+Lr+H 0.889 0.932 +D+S+H 1.152 1.195 +D+0.750Lr+0.750L+1-1 2.255 2.394 +D+0.750L+0.750S+H 2.452 2.591 +D+0.60W+H 0.889 0.932 +121+0.70E+H 0.889 0.932 +D+0.750Lr+0.750L+0.450W+H 2.255 2.394 +D+0.750L+0.750S+0.450W+H 2.452 2.591 +D+0.750L+0.750S+0.5250E+H 2.452 2.591 +0.60D+0.60W+O.60H 0.533 0.559 +O.60D+0.70E+O.60H 0.533 0.559 D Only 0.889 0.932 Lr Only L Only 1.821 1.949 S Only 0.263 0.263 W Only E Only H Only