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Specifications (2) J Engineering, Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 -8402 Itri ( 503) 640 -6808 FAX (503) 693 -9738 www.j2keng.com PROJECT NO.: 04 - 022 November 8, 2004 PROJECT: Ashbrook Condominiums Page 1 of 39 8995 SW Oak SD . , Tigard, OR (For: (For: Matri x Development) 2005 - 0015 g"/ /ov50 s w 9 o ,44-2 CALCULATIONS /095z S t"/ qa (a, t /o 9s lP �-✓ FOR /oy5 ' t Lateral Bracing and Framing Members DESCRIPTION RECEIVED PAGE Loading Summary MAR 0 2. 7fin5 2 Lateral Bracing Floor Plans CITY OF TIGARD 3 BUILDING DIVISION Lateral Analysis 8 Footing Analysis 24 Stud Analysis 26 Framing Members 29 GI . 4 2 10,975 • max 3 / r s »t O � 'S4 i /h N. Gt- (SHEAR WALL CONSTRUCTION DETAILS ON "L" SHEET WITH BUILDING DRAWINGS) NOTICE TO USER /REVIEWER: ENGINEER'S SIGNATURE AND DATE SHOULD BE IN "BLUE" INK, AND SHOULD BE THE ONLY HAND- WRITTEN INFORMATION ON THIS PAGE. ANY ADDITIONAL MARKINGS, OR DEVIATIONS IN THE INFORMATION PRESENTED MAY INDICATE UNAUTHORIZED USE OF THESE DOCUMENTS. (PLEASE REQUEST VERIFICATION FROM J2K ENGINEERING, IF UNCERTAIN) Our design responsibility is limited to only those specific areas of the structure /project as presented herein. The attached calculations and construction details were prepared for the above referenced plans for the ONE -TIME USE at the noted site. Loading Summary: These calculations provide a lateral review of all structures for this project. Some of the buildings contain four units, while others contain five. The loading for the buildings increases linearly, since in the front -back direction wind, controls, while side -side, • seismic forces control. Some of the units are two feet shorter than the others. The loads were calculated using the longer units, while shearwall lengths are based on the shorter until. Therefore, all buildings for this project can be covered with this one set of calculations. 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N / ___ . i' i 1 11 II 2Ns 1 I -1yS r - y. 5 xtt Project: A C� tiDo 5 Job No.: 4 / -612---1- Description: Page: B of: 9 Lateral Analysis: J2K Engineering Inc. Mean Roof Height, h := 32ft Note: Loading criteria designed per 2003 IBC, however Roof Slope, O := 34deg loading is greater than that of 1998 OSSC, and thus, this - design is valid for both codes. Basic Wind Speed, V := 100 Wind Exposure, EXP := "B" Load combo, LC := 1 (1 = basic (1605.3.1 & 1605.2.1), 0 = Alternate (1605.3.2) Direction Factor, Kd := 0.85 if LC = 1 Kd = 0.85 1.0 otherwise Building Class., BC := 1 (1 = Enclosed, 0 = open, 2= partial enclosed) Internal press. Coeff., GC := 0.18 if BC = 1 GC = 0.18 0.55 if BC = 2 0 otherwise Extrnl Press. Coeff., left -right Cpw 0.8 Cpl := 0.5 Cps := 0.7 Cprw := 0.3 Cprl := 0.6 front -back Cpwth := 0.8 Cpl := 0.3 Cps f := 0.7 Cprw := 0.18 Cprl := 0.7 Gust Factor, G := 0.85 Exposure Coeff., K15 := 0.57 K20 := 0.62 K25 := 0.66 K30 := 0.70 K40 := 0.76 Kh := [2.01•(h _ 1200ft) if h > 15ft Kh = 0.71 0.57 otherwise Terrain Factor, Kt := 1.0 Importance Factor, I,,,, := 1.0 Basic Wind pressures, lbm = ]b sec _ ft 4 gz 0.00256psf•Kt•Kd•K15•V gz = 12.4 psf gz := 0.00256psf•Kt•Kd•K20•V qz,0 = 13.5 psf qz 0.00256psf•Kt•Kd•K25•V gz = 14.4 psf gz := 0.00256psf•Kt•Kd•K30•V qz30 = 15.2 psf gz40 0.00256psf•Kt•Kd•K40•V gz 16.5psf qh := 0.00256psf •Kt•Kd•Kh•V qh = 15.5 psf qi := 0 .00256psf•Kt•Kd•Kh•V I,,,•GC qi = 2.8psf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: f 0 7 • Lateral Analysis: J2K Engineering Inc. Design Wind Pressures, Left - Right: Pw15.1r: gz15'G'CPwlr PW15.Ir = 8.4psf Pw20.lr := gz20'G'CPw1r Pw = 9.2psf Pw25.b := gz25'G'CPwjr Pw25.1r = 9.8psf PW30.Ir := gz30'G'CPw1r PN'3o.lr = 10.4 psf Pw40.Ir := gz40'G'CPwIr PW40.lr = 11.2 psf Leeward Wall P gh•G•Cpl P1w 6.6psf Leeward Roof P1r := gh•G•Cprl Plr = 7.9psf Windward Roof Pwr := gh•G•Cprwl Pwr = 4 psf Front - Back: Pw15.fb := gz15•G•Cpwfb Pw15.tb = 8.4psf Pw20.fb := gz20•G•Cpwfb Pw20.tb = 9.2 psf Pw25.fb := gz25'G•Cpwfb Pw25.fb = 9.8psf Pw3o.fb := gz30•G•Cpw Pw fb = 10.4 psf Pw40.tb := gz40•G•Cpwfb Pw fb = 11.2 psf Leeward Wall P1w := gh•G•Cp1 Plw = 4 psf Leeward Roof Plr := gh•G•Cpr1 fb Plr = 9.2 psf Windward Roof Pwrfb := gh•G•Cprwfb Pwrth = 2.4psf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /0 eyr5cr Lateral Analysis: J2K Engineering Inc. Uniform Loads at Diaphragms: Left - Right: w1w :_ (Pw254 + Plw + (Pw30.1r + Plw0•4ft + (Plr + Pwr ft- sin(A w = 111 plf w :_ (Pw 15.1r + Plw + (Pw20.1r + Plw + (Pw 25.1r + Plw w2w = 160 plf w3w �Pw15.lr + Plw loft w = 150 plf Front - Back: w := (Pw25.tb + Plw + (Pw 30.fb + Plw + (P1r + Pwrf waw = 99p1f w := (Pw + Plw + (Pw20.fb + P1w + (Pw25.fb + Plw w = 134 plf w := (Pw 15.th + Plw 10ft w = 124 plf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: // 561. Lateral Analysis: J2K Engineering Inc. IBC 2003 Simplified Seismic Design, 1617.5, MainForce Resisting System Basic Seismic Force Resisting System SFRM := "Bearing Wall System" Bracing System BS := "Light Framed Wood Shear Wall " Building Type, BT := "Regular" Seismic Category, SC :_ "D" Seismic Importance Factor, I := 1.0 I := I 0.2 Sec Spectral Response Accel, S, := 1.0 1.0 Sec Spectral Response Accel, S := 0.4 Site Soil Class, SSC := "D" Site Coefficient, Fa, Fa := 1.1 Site Coefficient, Fv, Fv := 1.6 Short Period Maximum Acceleration, Sms := Fa•S Sms = 1.10 1 Sec Maximum Considered Accel, S ml := Fv•S Smi = 0.64 Short Period Design Acceleration, Sds := 2•Sms _ 3 Sds = 0.73 1 Sec period Design Acceleration, 5d1 := 2•Smi _ 3 Sdi = 0.43 Response modifcation Factor, R := 6 Overstrength Factor, S2 := 3 Deflection Amplification Factor, Cd := 4 Seismic Shear Coefficient, C, := 1.2•Sds _ R C = 0.147 V := C Conn. /Collector Amplification Factor, C := 1.25 Wall Connection Force Factor, C := 0.10 if (0.4•I < 0.1 C = 0.29 (out of plane) (0.4.I Sd otherwise Truss/ Beam Connection Factor, Cb := 0.05 Part/portion Connection Factor, C PS := 0.05 if (0.133•S < 0.05 C = 0.10 (0.133•S otherwise PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 12, or 3,/ Lateral Analysis: J2K Engineering Inc. 3rd Floor: — [(l5Psf.80fi.33ft) + 10psf•226ft• . I + (8Psf.5ooft. w• _ J was = 124 plf 80ft [(15psf•33ft•80ft) + C10psf•226ft• ./ ft + (8psf•500ft• � wbs 33ft w,s = 301 plf 2nd Floor: [(l5Psf.80ft.32ft) + (1OPsf.224ft.-J + (8Psf.5ooft.-)].v wbs := 80ft w = 173 Of [(15psf•32ft•80ft) + (1oPsf.224ftJ + 8psf•500ft11•V 2 JJ w2s .= 32ft w2 = 433 Of 1st Floor: [(15psf•80ft•30ft) + (lOPsf.220ft.!) + (8Psf. 500ft 811•V 2 w 80ft JJ w s = 168 plf • — [(15psf•30ft•80ft) + (1oPsf.22oft.-.J + (8sf.50Oft.-.)].Vs wa30ft wa = 449 Of Comparison of Loads: (Seismic Loads not reduced by 1.4) Front - Back: Side - Side: Wind: Seicmic: Wind: Seicmic: w = 99 Of w = 124 plf w = 111 plf `Nis = 301 plf w = 134 plf w = 173 Of w, = 160 plf w = 433 Of w = 124 plf wcs = 168 plf w = 150 plf w = 449 plf Seismic Controls All Directions, All Levels. PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /3 o 7 • Lateral Analysis: J2K Engineering, Inc Wall Lind Loading: 3rd Floor: 2nd Floor: RUA was' 1 Rup = 994 lb RMA := RUA + wb 1 2ft RMA = 2381 lb RUB := w 16ft Rug = 1988 lb RMB := RUB + wb 16ft RMB = 47621b Ruc was as' 1 Ruc = 994 lb RMC Ruc + wbs' 12ft RMC = 2381 lb Rut := was• 33ft R = 4970 lb R := Rui + w 3 R = 11471 lb RU2 := wbs 33ft RU2 = 4970 lb RM2 •= RU2 + w2s' 3 2 RM, = 11471 lb 1st Floor: RLA RMA + wcs' 1 RLA = 3727 lb RLB := RMB + w 16ft kg = 7454 lb RLC RMC + wcs' 1 Rix = 3727 lb RLi := R + w3s• 32ft RLI = 18203 lb 2 := RM2 + w3 3 k2 k2 = 18203 lb PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /y �k�1 Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls: IRuAI Lateral Force: RuA = 994 lb Wall Height: htRUA := 9ft Total Wall Length: LRUA.diap.:= 31.5ft - Total Shearwall Length: LRUA := 23.5ft Minimum Shearwall Length: LRUA.min := 5.5ft Wall Dead Load: WtRUA = 210 plf Dead Load Point Load: PRUA = 840 lb Wall Design Shear: VRUA = 42 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRUA.djap = 32 Of Use Shearwall #0 Overturning Moment: MoRUA = 2094 lbft Allowable. Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRUA = 7796lbft w/ 8d nails @ 6'.' o:c. edges (12" field): Uplift: URUA = —564 lb No Holdown Required I RUB I Lateral Force: Rug = 1988 lb Wall Height: .htRUB =.9ft Total Wall Length: : LRUa.diap: =, 33ft Total Shearwall Length: L 10.5ft Minimum Shearwall Length: LRUB.mm 10.5ft Wall Dead Load: WtRUB = 330 plf Dead Load Point Load: DRUB = 2970 lb Wall Design Shear: vRUB = 189 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUB.diap = 60 plf Use Shearwall #0.' - Overturning Moment: MoRUB = 17891 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRUB = 49376Ibft w/. 8d nails @ 6" O.C. edges (12" field) Uplift: URUB = -1431 lb No Holdown Required PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: t5-of J� Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls (cont.): IRucl Lateral Force: R = 994 lb Wall Height: htRuc : =. 9ft Total Wall Length: LRUC.a1ap:= 31.5ft Total Shearwall Length: LRUC := 28.5ft Minimum Shearwall Length: LRUC.min := 8.5ft Wall Dead Load: wtRUC = 210 plf Dead Load Point Load: PRUC = 840 lb Wall Design Shear: vRUC = 35 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRUC.aiap = 32 plf Use Shearwall #0 Overturning Moment: Mo = 2668 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRUC = 14726 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URUC = -841 lb No Holdown Required Lateral Force: Rui = 4970 lb Wall Height: ht 9ft Total Wall Length: LRUi.aiap 80ft Total Shearwall Length: LRU := 31.29ft Minimum Shearwall Length: LRUI.min := 3.27ft Wall Dead Load: wtRUI = 150 plf Dead Load Point Load: PRUI = 600 lb Wall Design Shear: vRUI = 159 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUI.aiap = 62p1f Use Shearwall #0 • Overturning Moment: Mo = 4674 lb ft Allowable Shear = 260 plf • 7/16" APA -rated struc'l panel...ONE SIDE: Resisting Moment: MrRUI = 2764 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URUI = 866 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Details • PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /6 eY 3 1 Lateral Analysis: J2K Engineering, Inc — 3rd Floor Walls (cont.): (Ru2) Lateral Force: RU2 = 4970 lb Wall Height: htRu2 := 9ft Total Wall Length: LRU2.diap 80ft Total Shearwall Length: L RU2 := 31.5ft Minimum Shearwall Length: LRU2.m;n := 3.5ft Wall Dead Load: WtRU2 = 150 Of Dead Load Point Load: PRU2 = 600 lb Wall Design Shear: vRU2 = 158 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRU2.diap = 62 plf Use Shearwall #0 Overturning Moment: MoRu2 = 4970 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRU2 = 3019 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URU2 = 845 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 3 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: l` d F 2,/.7 Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls: - - I RMA RUA = 994 lb htRUA = 9 ft Lateral Force: R = 2381 lb Wall Height: ht := 9ft Total Wall Length: — A_d;ap := 30ft Total Shearwall Length: LRtaA := 12.5ft Minimum Shearwall Length: LRmA.m;n := 12.5ft Wall Dead Load: wt ;ugA = 420 plf Dead Load Point Load: PRMA = 1680 lb Wall Design Shear: vRMA = 190 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRMA d;ap = 79 plf Use Shearwall #0 Overturning Moment: MoRmtA = 31367 lb ft Allowable Shear = 260 plf 7 /16 "APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRMA = 53813 lb ft w/ 8d nails @ 6' o.c. edges (12" field) Uplift: URMA = -361 lb No Holdown Required ( RMB I RUB = 1988 lb ht = 9 ft Lateral Force: Ri = 4762 lb Wall Height: ht := 9ft. Total Wall Length: Lp a;a := 30ft Total Shearwall Length: LA := 30ft . Minimum Shearwall Length: Lp := 30ft Wall Dead Load: wt = 660 plf Dead Load Point Load: PRmB = 2640 lb Wall Design Shear: VRB = 159 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMB di = 79 Of Use Shearwall #0 Overturning Moment: Mo = 62734 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRmB = 376200lbft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URmB = -6269 lb No Holdown Required PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /g of yr Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls (cont.): Rnnc I R = 994 lb htRuc = 9 ft Lateral Force: R = 2381 lb Wall Height: htRuc := 9ft Total Wall Length: LRMC.diap 30ft Total Shearwall Length: LRn1c := 13ft Minimum Shearwall Length: T ,, := 13ft Wall Dead Load: w1RMC = 420 plf Dead Load Point Load: PRmc = 1680 lb Wall Design Shear: vRMC = 183 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: v = 79 if special nailing required RMC.d;ap — P Use Shearwall #0 Overturning Moment: MoRmc = 31367 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mrn1c = 57330lbft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URMC = -527 lb No Holdown Required I Rim Rui = 49701b htRui = 9 ft Lateral Force: RMI = 11471 lb Wall Height: htRmi := 9ft Total Wall Length: LRm t.d;ap 80ft Total Shearwall Length: LRM1 := 20ft Minimum Shearwall Length: L RMI m;n := 4ft Wall Dead Load: wtRMl = 360 plf Dead Load Point Load: PRM1 = 2520 lb Wall Design Shear: vRMi = 574 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRM1.d;ap = 143 plf special nailing required Use Shearwall #2 Overturning Moment: MoRmi = 20647 lb ft Allowable Shear = 686 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr = 12960 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: URM = 3002 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 3 or 5 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls (cont.): I RMZ I Rue = 4970 lb ht = 9 ft Lateral Force: RM2 = 11471 lb Wall Height: ht := 9ft Total Wall Length: LRM2.diap := 80ft Total Shearwall Length: LRM2 := 30ft Minimum Shearwall Length: LRM2.,nin := 3ft Wall Dead Load: wtRM2 = 300 plf Dead Load Point Load: PRm2 = 1200 lb Wall Design Shear: vRm2 = 382 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRM2 djap = 143 plf Use Shearwall #2 • Overturning Moment: Mo = 10324 lb ft Allowable Shear = 490 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRM2 = 4950 lb ft wl 8d nails @ 3" o.c. edges (12" field) • Uplift: URM2 = 2341 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 3 or 5 per framing requirements. PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: p Lateral Analysis: J2K Engineering, Inc 1st Floor Walls: RLA I RUA = 994 lb Rm = 2381 lb ht = 9ft htRMA = 9ft - Lateral Force: RLA = 3727 lb Wall Height: ht := 9ft Total Wall Length: LRLA.dtap := 30ft Total Shearwall Length: LRLA := 24ft Minimum Shearwall Length: LRLA.mjti := 24 ft Wall Dead Load: w tRLA = 630 plf vRLA.plate = 133 plf Dead Load Point Load: PRLA = 2520 lb Wall Design Shear: v RLA = 155 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRLA.diap = 124 plf Overturning Moment: MORLA = 58348 lb ft Use Shearwall #0, Anchor Bolt #0 (Std. Spc'g) Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: Mr = 2419201bft w/ 8d nails @ 6 o.c. edges (12" field Uplift: URLA = -42 lb No Holdown Required I RLB I RUB 1988 lb R 4762 lb ht = 9 ht UB MB= RUB RMB= Lateral Force: RLB = 7454 lb Wall Height: htRiB: := 9ft Total Wall Length: LR : = ..30ft Total Shearwall Length: L 30ft Minimum Shearwall Length: LRLB.m;n := 30ft Wall Dead Load: w tRLB = 990 plf VRLB.plate = 133 Of Dead Load Point Load: PRLB = 4950 lb Wall Design Shear: vRLB = 248 plf Diaphragm Shear Adequate, no ties or - special nailing required Diaphragm Shear: VRLB.diap = 248 plf Overturning Moment: MORLB = 1166951bft Use Shearwall #0, Anchor Bolt #0 (Std. Spc'q) Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRLB = 594000 lb ft w/ gd nails @ 6" o.c. edges (12" field) Uplift: URLB = -9310 lb No Holdown Required • PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: ?A of • Lateral Analysis: J2K Engineering, Inc 1st Floor Walls (cont.): I RLC I R 9 94 l R 2381 lb ht 9 ft ht 9 ft Ruc = MC = RUC = RMC = Lateral Force: R = 3727 lb Wall Height: htRic := 9ft Total Wall Length: L RLC.d;ap 26.Sft Total Shearwall Length: LRLc := 26.5ft Minimum Shearwall Length: LRLC.min := 26.5ft Wall Dead Load: wtRLC = 630 plf VRLC.plate = 133 plf Dead Load Point Load: PRLC = 2520 lb Wall Design Shear: vRLC = 141 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRLC.a;ap = 141 plf special nailing required Use Shearwall #0, Anchor Bolt #0 (Std. Spc'g) • Overturning Moment: MoRLC = 58348 lb ft Allowable Shear = 364 plf .. 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRLC = 287989lbft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URLC = -5043 lb No Holdown Required I RLA I R 49701b R 11471 lb ht 9ft ht 9 ft U1 = M1 = RU1 = RM1 = Lateral Force: RLI = 18203 lb Wall Height: •ht 9ft Total Wall Length: Lp 1 djap := 80ft Total Shearwall Length: LRL1 := 24ft Minimum Shearwall Length: L RLI.m;u := 6ft Wall Dead Load: wt = 450 plf vRL1.plate = 607 plf Dead Load Point Load: PRL = 2250 lb Wall Design Shear: vRLI = 758 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRL1.diap = 228 plf Use Shearwall #4, Anchor Bolt #4 Overturning Moment: MoRL1 = 40956 lb ft Allowable Shear = 760 plf • 7/16" APA -rated struc'l panel...BOTH SIDES. Resisting Moment: MTRL1 = 21600lbft w/ 8d nails @ 4 " o.c. edges (12" field) Uplift: UK! = 4426 lb Provide 'Simpson' HTT22 at each end of shearwalls w/ SSTB24L. Detail 6 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2.2 cF j Lateral Analysis: J2K Engineering, Inc (RL2) Rue = 4970 lb Rm2 = 11471 lb ht = 9ft htRA = 9ft Lateral Force: RL, = 18203 lb Wall Height: ht := 9ft Total Wall Length: LRL2.diap := 80ft Total Shearwall Length: LRL2 := 25ft Minimum Shearwall Length: LRL2.mjn := 2.5ft Wall Dead Load: wt = 450 plf vR 2.plate = 280 plf Dead Load Point Load: P RL2 = 1800 lb Wall Design Shear: v RL2 = 728 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRL2 d;ap = 228 plf Use Shearwall #5, Anchor Bolt #2 Overturning Moment: Mo = 23381 lb ft Allowable Shear = 980 plf Resisting Moment: Mr 5906 ft 7/16 " APA -rated struc'l panel...BOTH SIDES. g RL2 = w/ 8d nails @.3" o.c. edges (12" field) Uplift: URL2 = 7777 lb Provide 'Simpson' HDQ8 at each end of shearwalls wl SSTB28L. Detail 7 Alternate shearwall at Building 1, Unit 1, Facing Oak St. RLj°i2 Rup,2 = 994 lb Rm,2 = 2381 lb htRuA2 = 9ft htRMA2 = 9 ft Lateral Force: RLq, = 3727 lb Wall Height: htRLA2 := 9ft Total Wall Length: 1. a, 30ft Total Shearwall Length: LRLA2 9ft Minimum Shearwall Length: LRLA2.m;n := 2.33ft Wall Dead Load: wt = 630 plf VRLA.plate = 133 Of Dead Load Point Load: P RLA2 = 2520 lb Wall Design Shear: vRLA2 = 414 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm S vRLAZ.d;ap = 124 plf Use Shearwall #1, Anchor Bolt #0 (Std. Spc'q) Overturning Moment: MoRL,42 = 15106 lb ft Allowable Shear = 532 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRLA2 = 7582 lb ft w/ 8d nails @ 4" o.c. edges (12" field) Uplift: URLA2 = 4314 lb Provide 'Simpson' HTT22 at each end of shearwalls w/ SSTB24L. Detail 6 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2 3 on Footings at Front Wall Holdowns: P := 77771b ftg := 150pcf •(8in• 10in + 16in•30in)• 11.33ft ftg,,„ = 6609 lb wall,„„ := (10psf •27ft + 15psf •4ft + 12psf •2.4ft)• 11.33ft wall = 4827 lb weight := wall„, + ftg weight = 11436 lb weight FS := FS = 1.5 P Check Bending in Footing: P• 11.33ft M 4 M = 220281b ft A := 3.0.2in f := 2500psi F := 60000psi d := 23in b := 30in a := Fy As a = 0.565 in 0.85•f 4 M := 0.9•F .A r d - ! J (M = 61338 lb ft M := M.1.3 \ M = 286371b ft Footing to be 16 in. deep, 30 in. wide w/ (3) #4 bars cont. PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation 3 PAGE: Z Footings at Garage Wall Holdowns: P := 44261b L ftg : = loft ftg := 150pcf •(8in• l0in + 16in•8in)•L ftg = 2167 lb wall„,, := (10psf•27ft + 15psf•4ft + 12psf•2.4ft)•L wall„,, = 4260 lb weight := wall + ftg weight = 6427 lb weight FS := FS = 1.5 P Check Bending in Footing: P. M := Lftg 4 M = 110651b ft A := 2.0.2in f := 2500psi Fy := 60000psi d := 23in b := 30in a:= FyAs a = 0.376 in 0.85•f 4M := 0.9•FyA {d - 2) (1)M = 41061 lb ft M := M.1.3 J M = 14385 lb ft Footing to be 8 in. deep, 16 in. wide w/ (2) #4 bars cont. (Standard Footing) 1 r `J - .s (b) (Z) f fOcIF(j) r IF() iy7oplF 1 0_ c>12 w ,55pf('(;)L2) r '1Dp5F(i ) r(z ) (2:0 29Y0 !f 1 P /2 i 47o PS ZLt .. x /D PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2 ✓ or' 31 TALL FRAMED WALL REVIEW J2K Engineering, Inc. (Analysis based on the latest edition of the National Design Specification) Right Living Room Wall Loadings: DL := 0.5-16-ft-15-psf + — 9 r 2 0.5.16ft•12psf LL:— 0.5.16•ft•25•psf+ 2.0.5.16ft•40psf DL := 27ft•10•psf DLtot := DL + DLWI LLtot := LL DLtot = 582 plf LLtot = 840 plf Wind Loading to Wall: LL := 5psf LL = 5 psf Seismic Loading to Wall: LL„ := 4.0.0.36.10•psf + 1.4 LL = 10psf LCA:= if(LL > LL. LL LL„) LL„ = 10psf Framing Conditions: A) Typical framing member spacing, s := 16.in B) Maximum window opening, L. := 4.0•ft C) Maximum wall height, H = 9.0.ft Properties for Selected Framing Member: 2 x 4 Section Properties Material Properties (No. 2 grade "douglas fir - Larch" species) d:= 3.5•in A := 5.25 in F := 1350 -psi C := 1.15 S := 3.06 in Fb := 900•psi C := 1.15 l:= 5.36 in E:= 1600000•psi Cfb:= 1.5 F g := 2020.psi DOLroof 1.15 Number of Framing Members per Spacing: n := 1; DOL := 3 (Wind & Seismic) therefore, Tall Wall consists of (1) 2x4 stud (DF #2) at 16" o.c. PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2.4, �,� TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Allowable Load for Framing Members VERTICAL LOADING CHECK End Reaction, R := (DLtot + LLtot) •s R = 1896 lb - check end bearing, R f 9 :_ — f = 361 psi n•A Allowable bearing stress, F := DOLroof•Fg Reaction end bearing is OKAY without o steel bearing surface (for 115 /o Load Duration...roof) F = 2323 psi check allowable axial load for member, F' := DO L roof 'C fc • Fc KcE := 0.3 KcE 'E c:= 0.8 F __ FcE H 2 C := cE (71) column stability factor, 2 0.5 allowable axial load, CP 1 + C _ r 1 + C _ C C = 0.26 P := C • F' •A • n P = 2470 lb 2•c I \ 2•c J c CHECK member deflection with WIND /SEISMIC loading ONLY: SET L/240 as "ALLOWABLE" member deflection H allow 240 allow = 0.45 in 5•s•LL Member is adequate for "ALLOWABLE" Awl := Owl = 0.24 in Deflection • 384•E Allowable Load for Framing Members with Axial Loading PLUS Bending DL + 0.75LL+ 0.75(WIND /SEISMIC) R:= s•(DLtot + R f :_ — f = 3 psi R = 16161b n.A check allowable axial load for member, KcE E F' := DOLwind . C fc • Fc K := 0.3 F := FcE H 2 c:= 0.8 C := — (d) Fc column stability factor, 1+ C ( 1+ C 2 . C 0.5 C P • C = 0.23 2 •c 2•c c allowable axial stress, FcDES F'c•CP FcDES = 476 psi PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 27 3° TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Evaluate Combined Loading on the column: (H) 2 Allowable Bending Stress, F'b := Cfb•C F'b = 2070 psi M := (0.75•LL 8 - actual bending stress, M f := n.S f = 408 psi" 2 • fy + fb = 0.93 < 1.0; thejefore.Member is adequate for FIDES f 9 Combined Axial and Bending stresses F' 1 - FcE PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: Z 1 7.-r �' - r 31 Typical Floor Joists ® III � TJ- Beam(TM) 6.10 Serial Number: 70003007701 11 7/8" TJI® 110 @ 16" o/c - User. 2 9/27/2004 2:33:32 PM Pagel Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED al 16' b Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Resid tial - Living Are s (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 150" 3.50" 427 /128 /0 /555 End, TJI Blocking 1 Ply 11 7/8" TJI® 110 2 Stud wall 3.50" 3.50" 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8" TJI® 110 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 540 -534 1560 Passed (34%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 540 540 1350 Passed (40 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2105 2105 3015 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.262 0.390 Passed (U713) MID Span 1 under Floor loading Total Load Defl (in) 0.341 0.779 Passed (L/548) MID Span 1 under Floor loading TJPro 39 30 Passed Span 1 • - Deflection Criteria: HIGH(LL:U480,TL:U240). • - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of - lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 • ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 Phone : 503 -640 -6808 Fax : 503-693-9738 GeoffreyWright @503 -640 -6808. id Copyright C 2003 by Trus Joist, a Weyerhaeuser Business 'I (J fl m Z.� TJI® and TJ -Bea are registered trademarks of Trus Joist. ` e -I Joist", Pro" and TJ-Pro" are trademarks of Trus Joist. N:\ 2004 \04022 \B_phase _bldg \Calculations \Final \floor joists.sms 2`, G -- 7 �l IV4'XMT�B'ItlMB110 w - - -- - - -- — --- - - -- - - - – — --- r hp 16. ro Hoe col � I `� Q 11 lir 7.A la Ea1 de • 8R PALE . I ®IIIT'%I i L1 ■IA' N ()NAVX7IVMI o 9 In co HM immil Etna XII TAY dK1f I 0 rim mow axe + , 1 NNW IMMININE + I Z • PIN eIE • G PAZ 'F f o el i II 7/8'7JIIa � S 1 a r envnrl3 rrna i Q W - AOWILBR 1D HrBV1l n 718' rJl 110 v JAC81� co ON�U7'X11 u l , v I � >me►Q 01m LP PSIE IRAil011 . Q v Q 1!! 9 0 , A ii 1 i 4 1:94 MI WW2 TT I N eeam: za7 at.las)tf I I O mole : 1111 /MP �• 1 Qc Z PLACE n, I 7 I OP emnn iI i O 11 7/6 rJ la I 1?1 1roLww7ID 14A4 �� _ � 0 oil R 11.118' Lt LA d %Iretwa»! 1 O O, O1GM 129I17L1 Kw : I r 1N1liAIB7� I -0V4 • • I © =1!•1b HE LVL f I z • II -lib L! LVL I J A I 511• MN/ / e I( u P I 1108 IUQI1191 M I M=IF 1 I t Q El I J LAY IFR M I S k . 1 Ark 43 IIIIIIINE i II inl 548 PT ff 1 IIIIIIIilllwllf ' Illllllii�lff II � ' _ _ _ "° i 0 4707 NM MICR few I.�L' W1. Kt CIO CO 14W r II 1A8 Ls LVL s ij dcic lN PT s SIWBON MANOR TT 144/8G410 Q v 0 F Iwo d !k Xl Oh d - — -� �- ISJ I LEFT t 1 / SECOND FLOOR FRAMING PLAN LEFT — THIRD FLOOR FRAMING PLAN SCAM : 1/4' ■ 1 Ca .... .., vv iv. cv rite i +aua +oaj +}l7;.$6 J2K�NG. I I X 02 T`� Typical Floor Joists TJ- aeartinld) 8.10 serial Ttinbo 11 7/8" TJI® 110 @ 16" O/C • User. 2 9127/2004 2:3332 PM Pagel Bngfne Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Jii ki , . . i it • LOADS: ; Product thaw= is ConceptuaL • Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 120 Dead SUPPORTS: • Input Beating Vertical Reactions (Ibs) Detail Other Width Length Llve/DeadNplift/Total 1 Stud wall 3.50" 3.50' 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8" TJI 8 110 2 Stud wall 3.50' 3.50' 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8' TJI®110 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 540 -534 1560 Passed (34 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 540 540 1350 Passed (40 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2105 2105 3015 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.262 0.390 Passed (U713) MID Span 1 under Floor loading Total Load Dell (in) 0.341 0.779 Passed (U548) MID Span 1 under Floor loading TJPro 39 30 Passed S 1 , Span l _ I - Deflection Criteria: HIGH(LL:L/480,TL:U240). -Deflection is based on composite action with single layer of 19/32' Panels (20" Span Rating) GLUED & NAILED wood deddng. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. i F - TJ-Pro RATING SYSTEM - The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural :analysis of - the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by True Joist (TJ). TJ warrants the sizing of its products by this software will be aka mplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. . -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. ) PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright J2K Engineering Inc. . 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 Phone : 503.640.6808 Fax : 503-893-9738 I i GeofirayWright@503- 640- 6808.id • 1 Copyright O Weyerhaeuser Business I by oruer Joist. o M !Oci `D 2 't' • TJIm and N -Bcem aro CoQiacorsd csadaslrlw of True Jolac. o -I Jaisc-�,Des- .1..9 m TJ -oro- are tr,adurks of Truer Joi"t, • th% 3001\ 00072\ >Lpbaae_bld0 \Calculacions\Final \floor jaiscs.sos oP 31 , I • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. _ f 03 Iy I 1 in e t . _ 1 Header at Stair Opening _ • T.-e min 6.10 WM Number '"" T0 .)30 017 User. 2 947!!004 239:04 PM 1 3/4" x 11 7 /8" 1.9E M icrollam® LVL 0 . Pogo Engem Version: 1.102 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' - CONTROLS FOR THE APPLICATION AND LOADS LISTED ' I+ 1 I la _ • 0 i© Product Diagram is Coral LOADS: . Analysis Is'for a Header (Flush Beam) Member. Tributary Load Width: 8' Prfrnary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 12.0 Dead SUPPO Input Bearing Vertical Reactions Ibs i 1 ( ) Detail Other Width Length LivelDead/Upliftfrotal u 1 Stud wall 3.50" 3.50" 360/117/0/477 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® 2 Stud wail 3.50" 3.50" 360 / 117 / 0 / 477 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® I DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ib9) 424 -70 3948 Passed (2%) RL end Span I under Floor loading Moment (~=t -Lbs) 282 282 8924 Passed (3 %) MID Span 1 under Floor loading • Live Load Deft (in) 0.002 0.067 Passed (U999+) MID Span 1 under Floor loading Total Load Dell (In) 0.002 0.133 Passed (L/999 +) MID Span 1 under Floor loading • • i -0efectlon1Crtterla: HIGH(LL:L/480,TL:ii240). • - Bracing(Lu): Aft compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of 'Y lateral tracing is required to achieve member stability. 11DDITIORAL NOTES: ' - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. I• 1 I' Ir I PROJECT INFORMATION: OPERATOR INFORMATION: i _ 04 I Geoffrey Wright 1 J2K Engineering Inc. 4660 NE Belknap Court. Suite 115 - Hillsboro, OR 97124 Phone : 503 - 840.8808 • Fax :503.693 -9738 , GeofrsyWrightl503- 640- 6808.id I Copyright a 200] by Trus ,joist, a Mwotlaousar eusinass F- i-1 NtCrevom f is a regiateted trademark of True Joiet. /� t)1 . (� /7 r ' MtN 2004■04022\ H _pheso _hldg‘Calculacionswioal�irtl stair eoatl.sms [ L I • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R _ENG._INC. _ lI 04 1' e� W4196141 Double Joist at top of stairs Tr.e xrnn e.10 S N 700300701. 11 7/8 TJI®11 16" 0� 2 piles t� 16 o/c usa-z E P Pepe, EP Version: 1.10. 9 ersion : THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN .10. CONTROLS FOR THE APPLICATION AND LOADS LISTED i 1 ! • 4 _ _ pio 1 16' a Product Diagram a Conceptual LOADS: Analysis Is for a Joist Member. • • Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead I - Vertical Loads: • Type I Class Live Dead Location Application Comment Polnt(lbs) I Floor(1.00) 360 117 12' 6" - Header at Stairs . • Uniforrn(ptf) Floor(1.00) 240.0 90.0 12' 6" To 16' Replaces Stair Loading 11 Uniform(p Floor(1.00) 40.0 15.0 0 To 12' 6' Replaces Floor Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other l Width Length LhrelDead/Upltftfrotal 1 Stud wall 3.50" 2.25' 466 / 171 / 0 / 636 End, Rim 1 Ply 1 1/4" x 11 7/8' 0.8E TJStrand Rim Board® l 2 Stud wag 3.50' 2.25' 1234 / 449 / 0 / 1883 End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® DESIGN COMTROLSz il Maximum Design Control Control Location Shear (Ib9) -1614 -1587 3120 Passed (51%) RL end Span 1 under Floor loading Vertical lieactIon (lios) 1614 1614 2036 Passed (79%) Bearing 2 under Floor loading . Moment (Ft -Lbs) 3550 3550 6030 Passed (59%) MID Span 1 under Floor loading Live Load (in) 0.220 0.390 Passed (U649) MID Span 1 under Floor loading • • Total Load Dell (in) 0.300 0.779 Passed (L/824) MID Span 1 under Floor loading TJPro ! 52 30 Passed Span 1 -DeflectloniCriteria: HIGH(LL 1/460,TL:L /240). - Deflection'analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED & NAILED wood decking. i - -13racing(L4): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED B NAILED 19/3T Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.1 1 PROJECT INFORMATION: 04-022 OPERATOR INFORMATION* Geoffrey Wright J2K Engineering Inc. 4880 NE Belknap Court, Suite 115 , Hillsboro, OR 97124 Phone : 503-6404808 , I Fax : 503-693-9738 j I �flreyWnghtt050 640- 6a09.id Capyripbt e1h0o3 by TNe Joiet. o beyoRWeueer uuaineaa l •- 'N r � •'b %.77o....0 ice registered trademarks of hvs Joist. u -I Joistm.Pro. and TJ -prom arc trademarks of 'rus Joist. Ozi ` O 4,7 _ 111\2 001 \01072\b_pbase bldg \Calculations \Final \dbj joist and atairs.poe • 1 i3.t'erF U4/1Z/U5 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _ 1 X05 r • • - `? Rim at Cantilever, 3rd Floor TJl arn(rM) 8.10 Serial , ' ;o 30 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL Umr: z 9/270004 2 PM Page 1 Engine ye,sion:1.104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN . I CONTROLS FOR THE APPLICATION AND LOADS LISTED Meier Slope; 0/12 Roof Slope0/12 , I I I AO >s we hori¢otrtaL ; P roduct Diagram is Conceptual Mani i Analysis Is I r a Header (Flush Beam) Member. Tributary Load Width: 4' Primary Load Group - Snow (pst): 25.0 Live at 115 % duration, 15.0 Dead l Vertical Wilds: Type I Class Live Dead Location Application Comment I Uniform(pr) Floor(1.00) 0.0 80.0 0 To 16' Adds To Wall Load I 1 . SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Skid gall 3.50' 3.50' 800 / 1212 / 0 / 2012 1_1 1 Ply 1 3/4' x 11 7 /8' 1.9E Microllam® LVL 2 Stud wall 3.50' 3.50' 800 / 1212 / 0 / 2012 L1 1 Ply 1 3/4• x 11 7 /8" 1.9E Microllam® LVL DESIGN CONTROLS; I : I Maximum Design Control Control Location Shear (Ibs) 1970 -1690 9081 Passed (19 %) Rt end Span 1 under Snow loading Moment (Ft -Lbs) 7716 7716 20525 Passed (38 %) MID Span 1 under Snow loading I ' Live Load befl (in) 0.155 0.522 Passed (U999 +) MID Span 1 under Snow loading Total Load Defl (in) 0.390 0.783 Passed (L/482) MID Span 1 under Snow loading I -Deflection ;Criteria: HIGH(L1 U38Q,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' B' a/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by True Joist (TJ). TJ warrants the sizing of its products by this software win be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. I -Not all products are readily available. Check with your supplier or TJ technical representative for -THIS ANA..YSIS FOR TRUS JOIST PRODUCTS ONLY; PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple p ply connection. I PROJECT INFORMATION: 04-022 OPERATO INFORMATION: Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 Phone : 503 - 640 -6808 Fax :503.693 -9738 GeoffreyWright @503. 640- 6808.id C oe Copyright a 003 Lw by True Solar. a Weyerhaeuser eineea registered trademark of Tres ,loins. • -1 8 :% 2004 040 21 �yeme _btap\taleulaclone \VinalUde fir rim.aa.a 11511 _O 32AF u4 /1L /u 15:20 FAX 1 +503 +693 +9738 J2K_.ENG._INC. _ 1 X06 I 1 Member In 3rd Floor to Caltilever to pick up Roof and Floor G TJ�ml eerlr) 8.10 send Number: � d1'A"1° 00300701 7 2 PCs of 1 3/4 �� x 11 7/8" 1.9E Microllam® LVL O - UM! 2 0127/2004 2:99:90 PM Pagel Engine Vemion :1.10.9 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED _ - 1 slope: 8/12 Roof slopeON2 Overall Di siorc 111* ti" I I: I All dimensions ere horizontal. b 7' 8" / ]' —� LOADS: Product Diagram is ConeeptuaL Analysis Islfor a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead • ' Vertical Loads: ' Type I Class . Live Dead Location Application Comment 1 ? Point(Ibs) I Snow(1.15) 1600 2424 10' 6' • Unifortn(plf) Snow(1.15) 400.0 240.0 0 To T 6• Replaces Roof Load lltever �'S�e►ran6 wsw� 1 • Unifonn(plf) Floor(1.00) 0.0 160.0 0 To 10' 6' Replaces Wall Load • UnNonlr(plf) Floor(1.00) 640.0 240.0 0 To 10' 6' Replaces Floor Load SUPPORTS: Input Searing Vertical Reactions (lbs) Detail Other i Width Length Live /Dead/Uplift/Total 1 Stud wall 3.50• 8.50' 3560 / 110510 /4666 L7 2 Stud wail 3.50' 10.75 8551 / 7439 / 0 / 15990 Overhang 1 Ply 1 3/4• x 11 7/8' 1.9E Miicrollame LVL • - Bearing length requirement exceeds input at supports) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS ' 1: 1 Maximum Design Control Control Location Shear(Ibs9 - 8565 -6644 9081 Passed ( 739'0 Moment (Ft -Lbs) -17868 -17868 20525 Passed ) Rt. end Span 1 under Snow loading Live Loed'Defl (in) 0.143 ( 87% ) Right OH under Snow loading Total Load Deft (in) 0.275 0.210 Passed (2L/530) Right OH under Snow ALTERNATE span loading .275 0.315 Passed (2L/274) Right OH under Snow ALTERNATE span loading 'Deflecon'Criteria: HIGH(LL :L /360,TL :L/240). - Bracing(LU) All compression (top es to p 8' and bottom) must be braced at 7 o/c unless detailed otherwise. Proper attachment and lateral b edges is required to achieve member stability. positioning of -The load Conditions Considered in this design analysis include alternate member pattern loading. • .i PROJECT INFO 04022 OPERATOR INFORMATION: I • • Geoffrey Wright • J2K Engineering Inc. 4880 NE Belknap Court, Suite 115 i Hillsboro, OR 97124 I Phone :503- 640 -6808 Fax :503. 693.9738 GeoffreyWright ®503 - 640-8808.14 1 copyright o 0ai by Trua Joist. a Mcvorhanuaar euainaaa a , tiollame Ea a rapiarsrad cradauark or ye..0 .TOi.c. ' I 1 M \ \0407 �Dhaa_hldp \CalCUletlans \Plna: \root C9nC.8ma 1 ♦/ OZZ ' I '33eF:31 • • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _INC . _ IJ 07 1 M / 1 C47 Deck Beams I TJ- aeamtTwn rr 108en u m 300 5 1/2" x 9 1/2" 1.1E Solid Sawn Hem -Fir #2 0 . ' War: 2 11/24/7004 036:11 AM Page t engineVe'sam: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • CONTROLS FOR THE APPLICATION AND LOADS LISTED I I . • o kil 1 1r6" ti . Product Diagram is Conceptual. LOADS: Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 2' • Primary Load Group - Residential - Living Areas (psi): 60.0 Live at 100 % duration, 12.0 Dead SUPPORTS: • ' Input Bearing Vertical Reactions (Ibs) Detail Other • Width Length LivelDead/Uptiftlrotal 1 Stud wall 3.50' 3.50' 930 / 270 / 0 / 1200 By Others - Rim 1 Ply 1 1/4' x 9 1/2' 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50' 3.50' 930 / 270 / 0 / 1200 By Others - Rim 1 Ply 1 1/4' x 9 1/2' 0.8E TJ-Strand Rim Board® DESIGN gONTRoL&; Maximum Design Control Control Location Shear (Ibs) 1174 -1032 2438 Passed (42 %) RL end Span 1 under Floor loading Moment (Ft -Lbs) 4451 4451 4854 Passed (98 %) MID Span 1 under Floor loading Live Load Def (in) 0.331 0.500 Passed (1.1551) MID Span 1 under Floor loading • Total Load Deft (in) 0.428 0.758 Passed (L1427) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:0.500',TL:L/240). - Bracing(L9: All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral braang is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and Stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TI technical representative for product availabifdy. - -Solid sawn. lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and • assumptions about this analysis are available through the software's On -line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. - Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. • 1 PROJECT'INFORMATION: OPERATOR INFORMATION: 04-022 - Geoff Wright J2K Engineering Inc. 4660 NE Belknap Court. Suite 115 Hillsboro, OR 97124 , Phone : 503- 640 -6808 Fax : 503-693-9738 Ii o :j' 503-640- 6808_id Copy[tghc 0 7003 by True Jo1ec, a weyerhaeueez eueinenn D `1-o zZ 3 g '�3 9 04/12/05 15:20 FAX 1 +503 +693 +9738 J2HENG._INC. _ Z08 _ 1 1 1 J Engineering, Inc. Qril vau�,.,r Lo. 1ta • tee:.. Caa71 u� . �g �"au fit, ,,•••G�2i .....:.......... •••• 'i -50P- \,v .4,+-4uy cS i s tri. r►H .746 Q7S I ) . rem..t. c...•.14 a 4 . E IOU Iva ,,rr '... LO. rI.LA.aT : 813 -- Q:,EVk FQ .. 1.4 Oe 4 F.J2 ..71'6 ' p6Togiy . 1- . Ai) bt u 4 4: - — 45+.4. 11.1.1140 5P as /L .ice c_ci,p i ,I F.. 0.5(4117)(4o+iZ) 14 o -3 (1�� a a o. S zR` � 83 41 2FT i� C ) (� +1 z) +o -s L1�:F,) '1* i c. 4a_s S li .€,..,f ic.o PyF. (w - Zir.6.0 1...20,0040. : .. -4 a FT- LAS : V. ■ . E38ei t.AS ' I. . j : , -4 Pr i • .me ? 1dlVAt...tifT 11 L.43441 j ,1p Lt:�� M M 3 ; .. . <<qJ E 4Ib . . G • a (. D1. + 41(o s $ s ; �4� 16. . . • l' _ ... 1.0 Cqys + P. CZ. 4- 1"LC,,,,, Ct = s+, (I, O PT_,..„ . ✓ . . . . . : V m `O.% A• W� 7 1,8813 vas r•_ A .. . _.. 1 ++ H. a! .... ... . FT � y 1 ' [i) FQ • ... .. : I- w . • _ : I --agze.. • F*T (4r IZ. -p5) • I I Project: �►6�2 ��oTM10+a~«.� 1 Job No.: ��4 --OZ Z i Description: Page•35 of;39 --._ _ -.. i 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _INC . _ el 09 fi etAirit 2nd Floor Cantilever For Decks TJ- seems e.\e se lig w 6 2 PCs of 1 3/4" X 1 " 1 7/8 1.9E Mlcrollallrti® LVL • User: 2 4/12r1006 6:43:17 qtr • • Payer engine Versron:1.16s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • 1 _ Overall Dimension 1/' .1l Er Product Diagram is ConceptuaL LOADS: • Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead • Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibe) Floor(1.00) 640 192 10' - Deck Beam • • Uniform(plf) Floor(1.00) 0.0 160.0 0 To 11' Replaces Wall Loading • Uniifonn(plf) Floor(1.00) 0.0 240.0 0 To 11' Replaces Floor Dead Load Point(Ibs)' Floor(1.00) 571 171 10' - Equivalent Deck Beam reaction SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LMe/Dead/UplIft/Total • 1 Stud wall 3.50' 1.50' -338 / 1284 / 0 / 1284 End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ -Strand Rim Board 2 Stud wall 3.50' 3.47' 1549 / 3605 / 0 / 5154 Overhang 1 Ply 1 3/4' x 11 7 /B' 1.9E Microllarne LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear (IN) 2888 2401 7897 Passed (30%) Right OH under Floor loading Moment (Ft -Lbs) -5414 -5414 17848 Passed (30%) Right OH under Floor ALTERNATE span loading Live Load Dell (in) 0.052 0.157 Passed (211999 +) Right OH under Floor loading Total Load Dell (in) 0.061 0.315 Passed (2L/999 +) Right OH under Floor loading • - Dellection.Criteria: HIGH(LL - Hracing(Lu): All compression edges (top and bottom) must be braced at 9' 2' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - -The load conditions considered in this design analysis include alternate member pattern loading. APPmONAL NOTES! • - IMPORTANTI The analysis presented is output from software developed by True Joist (TJ). TJ warrants the sizing of Its products by this software wi l be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJCT INFORMATION: OPERATOR INFORMATION: 04022 Kevin Clemo J2K Engineering, Inc. 4660 NE Belknap Court • Suite 115 • Hillsboro, OR 97124 Copyright 0,2004 by True Joist, a Wayarhaauaor a ainaae Mmeeo11e m id a registered trademark of :Yus Joist. 04 — a Z2 \\'Nx2\j2k_ 2004 04022 HLphasc _AleWCalculacions \FinalWnd fLr cast.ama 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R_ENG. _INC . _ 210 e /a Garage Header T.F9m en(TM)4.10Serial IC6v x0030 o;° 3 1/2" x 11 1/4" 1,6E Solid Sawn Douglas Fir #2 User 2 11 /24/2004 825:12 AM Pagel Engine Version: 1,10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 0 CONTROLS FOR THE APPLICATION AND LOADS LISTED • Product Diagram is Conceptual LOADS: . Analysis is for a Header (Rush Beam) Member. Tributary Load Width: 2' Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Unifomt(plf) Floor(1.00) 0.0 200.0 0 To 9' Adds To Wall Load SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50' 3.50' 360 / 1050 / 0 / 1410 By Others - Rim 1 Ply 1 1/2" x 11 1/4' 1.5E TimberStrand® LSL 2 Stud wall 3.50' 3.50' 360 / 1050 / 0 / 1410 By Others - Rim 1 Ply 1 1/2' x 11 114' 1.5E TimberStrand® LSL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1358 -1025 2494 Passed (41%) RL end Span 1 under Floor loading • Moment (Fl -Lbs) 2942 2942 5919 Passed (50%) MID Span 1 under Floor loading Live Load Dell (In) 0.015 0.289 Passed (U999 +) MID Span 1 under Floor loading Total Load Deli (in) 0.060 0.433 Passed (L/999 +) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:U360.TL - Brecing(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. ADQI11O 4AL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Ti Associate. ; -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. - Allowable :Stress Design methodology was used for Building Code USG analyzing the solid sawn lumber material listed above. PROJECT INFORMATION; OPERATOR INFORMATION: 04022 Geoff Wright J2K Engineering Inc. 4680 NE Belknap Court. Suite 115 Hillsboro. OR 97124 Phone : 503- 640 -6808 Fax :503- 893 -9738 o©503- 640- 6808.id Copyright O 1001 by Trio Solos. a Meyechueueer euoineee Oil JO 2-2— 37D 31 • Fl i 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. 0 11 s W ool Beam at Entry Opening 1 ue se tm? 6.10Se^ � (/ Nu " 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL • 1 Z 82 7200 32312 PM ' 1 Pape! &one Venion: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN a � CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 I i f Il j I _ i I LOADS: Analysis is for a Header (Flush Deem) Member. Tributary Load Width: 6' 3' Primary Load Group - Residential - Living Areas (psi): 40,0 Live at 100 % duration, 12.0 Dead Product Diagram b Coneepu ' Vertical Loads: Type ' Class Live Dead Location Application Comment . i Uniform(plf) Floor(1.00) 70.0 27.0 4' 6' To 8' Adds To Additional Floor Loading • 1 SUPPORTS: i Input Bearing Vertical Reactions (Ibs) Detail Other I Width Length Live/Dead/Uplift/Total 1 Sbid wall 3.50" 3.50' 1051 / 365 / 0 / 1418 End, Rim 1 Ply 1 114" x 11 718' 0.8E MI Rim Board 2 Stud gall 3.50' 3.50' 1194 / 421 / 0 / 1615 End, Rim 1 Ply 1 114' x 11 7/8' 0.8E TJ- Strand Rim Board@ l i I DESIGN CONTROLS: I Maximum Design Control Control Location , Shear fibs' 13% ( ) -1543 -1060 7897 Passed ) RG end Span 1 under Floor loading Moment (Ft -Lbs) 2749 2749 17848 Passed (15%) MID Span 1 under Floor loading i Live Load Detl (in) 0.029 0.192 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.039 0.383 Passed (L1999 +) MID Span 1 under Floor loading - Deflection Criteria: HIGH(WLJ4a0,TL•U244]). - Braang(Lu): All compression edges (top and bottom) must be braced at 7 8' o/c unless detailed otherwise. Proper attachment and lateral txaang is required to achieve member stability. positioning of AD DITIONAL NOTES: • I - IMPORTANT? The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads. 1 - and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. 1 - Not all pniducts are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable, Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. ri I i PROJECT INFORMATION: 04-022 i OPERATOR INFORMATION: Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court Suite 115 Hillsboro, OR 97124 Phone : 503-640-6808 Fax :503. 693 -9738 • II GeoRreyWright@503- 640.6808.id �oyriphe 0 1003 by Tr'a b loc. a veyet nesn au3i r ■�erolla lie n se0iaenred � .� - - -.. of Truro 7eiac. 2\a I CI -. 62- 2 - -. 62- 2 — a,\20O4\04 ' .. oheee _61d0�cblculecians‘Fina1 \bmm ac oncry.�q • ?ale 611 I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H_ENG. _INC . _ 1 12 r I , `� Headers @ 6'-6' Windows at Garage • TJ (*M e:10 Serial' 7003007017 31 /2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 uortx 11 n2r2o04 10 AA Page Engine Version: : 1.10-3 1 :s4A THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • Product Diagram is Conceptual. Analysts Is for a Header (Flush Beam) Member. Tributary Load Width: 1' • • Primary Load Group - Residential - Living Areas (pst): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 640.0 240.0 0 To 6' 6" Replaces Floor Loading Uniform(p8) Snow(1.15) 200.0 120.0 0 To 6' 6" Replaces Roof Loading Uniform(ptf) Floor(1.00) 0.0 180.0 0 To 6' 6' Replaces Wall Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeed/Upliiftfrotal 1 Stud wall 3.50' 3.50' 2730 1 1785 / 0 / 4515 By Others - Rim 1 Ply 1 1/2' x 11 1/4' 1.5E TlmberStrand®LSL 2 Stud Mull 3.50' 3.50' 2730/1785 / 0 / 4515 By Others • Rim 1 Ply 1 12' x 11 1/4' 1.5E TlmberStrand® LSL DESIGN CONTROLS: Maximum Design Control Control Location Sheer (Ibs) 4284 2808 2868 Passed (98%) LI. end Span 1 under Snow loading Moment (Ft - Lbs) 6604 6604 6806 Passed (97%) MID Span 1 under Snow loading Live Load Deli (in) 0.041 0.206 Passed (U999 +) MID Span 1 under Snow loading Total Load Deli (in) 0.068 0.308 Passed (U999 +) MID Span 1 under Snow loading . -Deflection Criteria: STANDARD(LL:U360,TL:1J240). - Bracing(Luy: All compression edges (top and bottom) must be braced at 2' 6' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of Inrse • • • ' I 1 ' PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoff Wright J2K Engineering Inc. • 4660 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 Phone : 503 -640 -8808 Fax : 503-693-9738 4003-640-8808A Car/ripe O hO3 by TINS Jalac, a uayyrhaqueor Ruatnexa 3 37