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Specifications (2) J Engineering, Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 -8402 1 (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 St., Tigard, OR (For: Matrix Development) ECE • CALCULATIONS'' X40 ° 2' 2° FOR 6l® Lateral Bracing and Fram g g �� gm DESCRIPTION PAGE Loading Summary 2 Lateral Bracing Floor Plans 3 Lateral Analysis 8 Footing Analysis 24 Stud Analysis 26 Framing Members 29 , C g 0 "i ,n- jd y2o sk,►/ qo ,4v �„G -, 1 9 � /� e Q 10,975 + 4'{ X, -iii_ Ogre= 3 11 19 0 (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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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 fr := 0.8 Cpl := 0.5 Cps := 0.7 Cprw := 0.3 Cpr1 := 0.6 front -back Cpw := 0.8 Cpl := 0.3 Cps := 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 - 12000 if h > 15ft Kh = 0.71 0.57 otherwise Terrain Factor, Kt := 1.0 Importance Factor, I := 1.0 Basic Wind pressures, lbrn = ]b sec _ ft qz := 0.00256psf•Kt•Kd•K15•V gz = 12.4 psf qz20 := 0.00256psf•Kt•Kd•K20•V gz = 13.5 psf gz := 0.00256psf•Kt•Kd•K25•V qz = 14.4 psf qz30 := 0.00256psf•Kt•Kd•K30•V qz = 15.2 psf gz40 0.00256psf•Kt•Kd•K40•V qz = 16.5 psf qh := 0.00256psf•Kt•Kd•Kh•V qh = 15.5 psf qi := 0.00256 psf •Kt•Kd•Kh•V qi = 2.8psf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: or 5 7 Lateral Analysis: J2K Engineering Inc. • Design Wind Pressures, Left - Right: Pw15.Ir 9z15'G'CPwlr PWI5.Ir = 8.4psf Pw20.1r gZ2o'G'CPwlr PW20.Ir = 9.2psf PW25.Ir gz25•G' Pw25.tr = 9.8 psf Pw30.Ir gz30'G'CPw/r Pw30.lr = 10.4 psf PW40.Ir gz40 PW40.,r = 11.2 psf Leeward Wall Plw := gh•G•Cpl Plw = 6.6psf Leeward Roof Pir := gh•G•Cprl Plr = 7.9psf Windward Roof Pwr := gh•G•Cprw Pwr = 4 psf Front - Back: Pw15.fb gz15 Pw15.tb = 8.4psf Pw20.fb gz20•G'CPwfb Pw20.tb = 9.2 psf Pw25.fb gz25'G Pw25.tb = 9.8psf Pw30.fb gz30'G Pw3o.fb = 10.4 psf Pw40.fb gz40' G•CPwfb Pw40 = 11.2 psf Leeward Wall Plw fb := gh•G•Cpl fb Plw = 4 psf Leeward Roof Plr := gh•G•Cprl PIr = 9.2 psf Windward Roof Pwr := gh•G•Cprw Pwrp = 2.4psf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: ho -5 Lateral Analysis: J2K Engineering Inc. Uniform Loads at Diaphragms: Left - Right: w1w (Pw25.1r + Plw + (Pw3o.Ir + Plw + (Plr + Pwr w = 111 plf w2w := (Pw15.ir + Plw + (Pw2o.lr + Plw45ft + (Pw25.1r + Plw w = 160 plf w3w := (Pw15.1r + Plw 10ft w3w = 150 plf Front - Back: w := (Pw 25.fb + Plw + (Pw 30.fb + Plw + (Plr + Pwr w = 99p1f wbw := (Pw15.fb + Plw + Pw2o.fb + Plwfb)•5ft + (Pw25.fb + Plwfb)•4.5ft wbw = 134 plf w, := (Pw 15.fb + Plw • 10ft w = 124 plf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: // otG 3.7 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, IE := 1.0 I := IE 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 5 II15 = 1.10 1 Sec Maximum Considered Accel, Smi := Fv•S S = 0.64 Short Period Design Acceleration, Sds := 2•Sms _ 3 Sds = 0.73 1 Sec period Design Acceleration, Sal := 2•S _ 3 Sdi = 0.43 Response modifcation Factor, R := 6 Overstrength Factor, S2 := 3 Deflection Amplification Factor, Cd := 4 Seismic Shear Coefficient, C := 1.2•S _ R C = 0.147 V := C Conn. /Collector Amplification Factor, C := 1.25 Wall Connection Force Factor, C 0.10 if (0.4•IE•Sd < 0.1 C„,1= 0.29 (out of plane) (0.4•I otherwise Truss/ Beam Connection Factor, Cbm := 0.05 Part/portion Connection Factor, C Pan := 0.05 if (0.133•Sd < 0.05 Cpan = 0.10 (0.133•S otherwise PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: ( 2- j°r Lateral Analysis: J2K Engineering Inc. nca . • • 3rd Floor: _ [ (15psf•80ft•33ft) + (1OPsf.226ft.) + 1 2 2 w as • 80ft w = 124 plf [ (15psf•33ft•80ft) + (1OPsf.226ft.2.) + (swa 33fr w = 301 plf 2nd Floor: [ (15psf•80ft•32ft) + (10Psf.224ft.-) + (8Psf.500ft.-)].Vwbs .= 80ft wbs = 173 Of [ (15psf•32ft•80ft) + (10Psf.224fi.--) + (8Psf5OOftJ]Vs w2s 32ft w2s = 433 Of 1st Floor: [(15psf•80ft•30ft) + (10psf•220ft• 18ft) + (8Psf.5ooft.-)].vw•_ 80ft w = 168 plf . — [ (15psf•30ft•80ft) + C10psf•220ft• 12ft1 + (8Psf.500ft.J].Vwas 30ft J w = 449 Of Comparison of Loads: (Seismic Loads not reduced by 1.4) Front - Back: Side - Side: Wind: Seicmic: Wind: Seicmic: w = 99 Of was =.124 plf w = 111 plf w = 301 plf w = 134 plf Wbs = 173 Of w, = 160 plf w = 433 Of w = 124 plf w = 168 plf w = 150 plf w = 449 plf Seismic Controls All Directions, All Levels. J PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /3 Q F?j6t , Lateral Analysis: J2K Engineering, Inc Wall Lind Loading: 3rd Floor: 2nd Floor: RuA := was' 1 RUA = 994 lb RMA := RUA + wbs• 16ft RMA = 2381 lb RUB := Was' 16ft RUB = 1988 lb RMB := RUB + wb 16ft RMB = 47621b Ruc := w Ruc = 994 lb RMC := Ruc + wbs' 1 R = 2381 lb R := w,ls• 2 33ft R = 4970 lb R := Rui + w2s• 2 30ft RMl = 11471 lb RU2 := whs' 33ft RUZ = 4970 lb RM2 := RU2 + w2s. 30ft RM2 = 11471 lb 1st Floor: RLA := RMA + w RLA = 3727 lb RIB := RMB + w 16ft RLB = 7454 lb RLC := RMC + wcs' 1 R LC = 3727 lb RLI := RMt + w'3s• 32ft R11 = 18203 lb RL2 := RM2 + 3 w3 2 RL2 = 18203 lb PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: / y dF �� Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls: IRuAl Lateral Force: RuA = 994 lb Wall Height: ht := 9ft Total Wall Length: LRUA.a;a� := 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: P RUA = 840 lb Wall Design Shear: vRUA = 42 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUA.diap = 32 plf Use Shearwall #0 Overturning Moment: MoRuA = 2094 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRUA = 7796lbft w/ 8d nails @ 6" o.c: edges (12" field) URUA = -564 lb No Holdown Required IRus • Lateral Force: Rug = 1988 lb Wall Height: htRUB := 9ft Total Wall Length: 'LR diap =: 33ft Total Shearwall Length: LRUB.:= 10.5ft Minimum Shearwall Length: L RUB min :° 10.5ft Wall Dead Load: WtRUB = 330 plf Dead Load Point Load: P RUB = 2970 lb Wall Design Shear: vRUB = 189 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUB.diap = 60plf Use Shearwall #0 ' Overturning Moment: Mo = 17891 lb ft Allowable Shear ='260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRUB = 49376lbft 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: ri bG J/ Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls (cont.): IRucl Lateral Force: R = 994 lb Wall Height: htRuc := 9ft Total Wall Length: LRuc.diap := 31.5ft Total Shearwall Length: LRUC := 28.5ft Minimum Shearwall Length: LRUC.mm := 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.diap = 32 Of Use Shearwall #0 Overturning Moment: MoRuc = 2668 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'Ipanel...ONE SIDE. Resisting Moment: Mr = 14726lbft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URUC = -841 lb No Holdown Required IRui Lateral Force: Rui = 4970 lb Wall Height: htRul := 9ft. Total Wall Length: L RUI. d iap := 80ft Total Shearwall Length: L RUI := 31.29ft Minimum Shearwall Length: LRU mm 3.27ft Wall Dead Load: wtRUI = 150 plf Dead Load Point Load: PRU1 = 600 lb Wall Design Shear: vRUI = 159 plf Diaphragm Shear Adequate, no ties or • special nailing required Diaphragm Shear: VRUI.diap = 62p1f Use Shearwall #0 - Overturning Moment: Mogul = 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. Detail 5 PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: r'6, or 3i Lateral Analysis: J2K Engineering, Irtc — 3rd Floor Walls (cont.): IRu21 Lateral Force: RU2 = 4970 lb Wall Height: htRU2 := 9ft Total Wall Length: LRU2.djap := 80ft Total Shearwall Length: LRU2 := 31.5ft Minimum Shearwall Length: LRU2.m;n := 3.5ft Wall Dead Load: wtRU2 = 150 plf - Dead Load Point Load: PRU2 = 600 lb - Wall Design Shear: vRU2 = 158 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRU2.diap = 62 plf special nailing required 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 = 84516 Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 3. • • PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: I") Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls: RMA) RuA = 9941b htRuA = 9 ft Lateral Force: RMA = 2381 lb Wall Height: htRMA := 9ft Total Wall Length: LRMA.diap := 30ft Total Shearwall Length: LRMA := 12.5ft Minimum Shearwall Length: LRMAm;n := 12.5ft Wall Dead Load: wtRMA = 420 plf Dead Load Point Load: PRh4A = 1680 lb Wall Design Shear: vRMA = 190 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRMA djap = 79 plf special nailing required Use Shearwall #0 Overturning Moment: MoRMA = 31367 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I 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 Rug = 19881b ht = 9 ft Lateral Force: RMg = 4762 lb Wall Height: htRMB : =. 9ft Total Wall Length: LRms.drap := 30ft Total Shearwall Length: L := 30ft Minimum Shearwall Length: LRMB.m;n := 30ft Wall Dead Load: wtRMB = 660 plf Dead Load Point Load: PRmB = 2640 lb Wall Design Shear: vRMB = 159 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMB.diap = 79 p1f Use Shearwall #0 • Overturning Moment: Mo = 62734 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRMB = 376200 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URMg = -6269 lb No Holdown Required PROJECT: Ashbrook Condominiums JOB No.: 04 -022 • Matrix Development Corporation PAGE: 1$ of 3. Lateral Analysis: J2K Engineering, Inc . • 2nd Floor Walls (cont.): IRMCI R =9941b ht =9ft Lateral Force: R = 2381 lb Wall Height: htRMC := 9ft Total Wall Length: L RMC.d;ap := 30ft Total Shearwall Length: LRmc := 13ft Minimum Shearwall Length: LRMC.min :_ . 13ft Wall Dead Load: WtRMC = 420 plf Dead Load Point Load: PRMC = 1680 lb Wall Design Shear: vRMC = 183 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMC.djap = 79p1f Use Shearwall #0 Overturning Moment: MoRmc = 31367 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRmc = 57330 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URMC = -527 lb No Holdown Required I RMi I Rut = 49701b htRuI = 9 ft Lateral Force: RM1 = 11471 lb Wall Height: htRM1 := 9ft Total Wall Length: LRMI.d;ap := 80ft Total Shearwall Length: LRM1 := 20ft Minimum Shearwall Length: L'RMl.min := 4ft Wall Dead Load: wtRmi = 360 plf Dead Load Point Load: PRM1 = 2520 lb Wall Design Shear: vRM1 = 574 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRMI d;ap = 143 plf Use Shearwall #2 Overturning Moment: Mo = 20647 lb ft Allowable Shear = 686 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRM1 = 12960 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: URM1 = 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.): RM2 Rue = 4970 lb htRu2 = 9 ft Lateral Force: Rm2 = 11471 lb Wall Height: ht := 9ft Total Wall Length: T. d; := 80ft Total Shearwall Length: LRM2 := 30ft Minimum Shearwall Length: L RM2.,n;n := 3ft Wall Dead Load: wtRj12 = 300 plf Dead Load Point Load: PRm2 = 120016 Wall Design Shear: vRm2 = 382 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRM2_diap = 143 plf Use Shearwall #2 • Overturning Moment: MORIV12 = 10324 lb ft Allowable Shear = 490 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRM2 = 4950 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: URr,12 = 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: ZD c r v`j Lateral Analysis: J2K Engineering, Inc 1st Floor Walls: R I-Al RuA = 994 lb RmA = 2381 lb htRuA = 9 ft ht = 9 ft Lateral Force: RLA = 3727 lb Wall Height: htRLA := 9ft Total Wall Length: LRLA.diap := 30ft Total Shearwall Length: ' L RLA 24ft Minimum Shearwall Length: LRLA.min := 24ft . Wall Dead Load: wt = 630 plf VRLA.plate = 133 plf Dead Load Point Load: P RLA = 2520 lb Wall Design Shear: vRLA = 155 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Sh ea r : VRLA.djap = 124 plf Overturning Moment: MORLA = 58348 lb ft Use Shearwall #0, Anchor Bolt #0 (Std. Spc'q) Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRLA = 241920 lb ft w/ 8d nails @ 6 ", o.c. edges (12" field) .. Uplift: URLA = -4289 lb No Holdown Required RLB I RUB = 1988 lb Rr,1B = 4762 lb ht = 9ft ht = 9 ft Lateral Force: RLB = 7454 lb Wall Height: ht := 9ft Total Wall Length: LRLB djap := 30ft Total Shearwall Length: LRLB := 30ft Minimum Shearwall Length: . '= 30ft Wall Dead Load: wt = 990 plf vRLB.plate = 133 plf Dead Load Point Load: P RLB = 4950 lb Wall Design Shear: v RLB = 248 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRLB.djap = 248 plf special nailing required Overturning Moment: MoRLB = 116695 lb ft Use Shearwall #0, Anchor Bolt #0 (Std. Spc'g) Allowable Shear = 260 plf • 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr = 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: 2_4o Lateral Analysis: J2K Engineering, Inc 1st Floor Walls (cont.): I RLC I R 994 lb R 2381 lb ht 9ft ht 9 ft Ruc = MC = RUC = RMC = Lateral Force: R = 3727 lb Wall Height: ht := 9ft Total Wall Length: LRLC.diap 26.5ft Total Shearwall Length: Luc := 26.5ft Minimum Shearwall Length: IRLC.m;n := 26.5ft • Wall Dead Load: wt = 630 plf vRLC.plate = 133 plf Dead Load Point Load: PRLc = 2520 lb Wall Design Shear: vp = 141 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRLC.diap = 141 plf Use Shearwall #0, Anchor Bolt #0 (Std. Spc'q) - Overturning Moment: Mo = 58348 lb ft Allowable Shear = 364 pit . 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mrp c = 287989 lb ft wl 8d nails @ 6" o.c. edges (12" field) Uplift: URLc = -5043 lb No Holdown Required Ru1 = 49701b RMi = 11471 1b htRul = 9ft htRM1 = 9 ft Lateral Force: R = 18203 lb Wall Height: hi := 9ft Total Wall Length: LRL � .d;ap := 80ft Total Shearwall Length: LRL1 24ft Minimum Shearwall Length: LRLi.min := 6ft Wall Dead Load: wtp = 450 plf vRLI.plate = 607 plf Dead Load Point Load: PRL1 = 2250 lb Wall Design Shear: v izu = 758 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: V RLI d;ap = 228 plf special nailing required Use Shearwall #4, Anchor Bolt #4 Overturning Moment: Mo = 40956 lb ft Allowable Shear = 760 plf 7/16" APA -rated struc'l panel...BOTH SIDES. Resisting Moment: MrRLI = 21600 lb ft w/ 8d nails @ 4 " . o.c. edges (12" field) Uplift: URL1 = 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: 22 er 3 ct Lateral Analysis: J2K Engineering, Inc RL2I R 49 70 lb R 1 1 lb h 9ft ht 9 ft U2 = M2 = RU2 = RM2 = Lateral Force: RL, = 18203 lb Wall Height: ht := 9ft Total Wall Length: Lp,.di := 80ft Total Shearwall Length: LRr:2 := 25ft Minimum Shearwall Length: LRL2.min 2.5ft Wall Dead Load: wt = 450 plf vR.L2.plate = 280 plf Dead Load Point Load: PRL2 = 1800 lb Wall Design Shear: v = 728 plf Diaphragm Shear Adequate, no ties or special nailing required - Diaphragm Shear: vR12.diap = 228 plf Use Shearwall #5, Anchor Bolt #2 Overturning Moment: Mo = 23381 lb ft Allowable Shear = 980 plf Resisting Moment: Mr = 59061b ft 7/16 " APA -rated struc'l panel...BOTH SIDES. w/ 8d nails 3" o.c. edges (12" field) . Uplift: URL2 = 7777 lb Provide 'Simpson' HDQ8 at each end of shearwalls w/ SSTB28L. Detail 7 Alternate shearwall at Building 1, Unit 1, Facing Oak St. RtA2 RuA2 = 9941b Rte, = 2381 lb ht RuA2 = 9ft htRMA2 = 9 ft Lateral Force: RL,,,2 = 3727 lb Wall Height: ht 9ft Total Wall Length: LRLA2.diap := 30ft Total Shearwall Length: L[u.az := 9ft Minimum Shearwall Length: L A2.m ;n,: =.2.33ft Wall Dead Load: wtRLA2 = 630 plf uRLA.plate = 133 Of Dead Load Point Load: PRLA2 = 2520 lb Wall Design Shear: vRL,A2 = 414 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRLA2 = 124 plf Use Shearwall #1, Anchor Bolt #0 (Std. Spc'g) Overturning Moment: MoRLA2 = 15106 lb ft Allowable Shear = 532 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRiA2 = 7582 lb ft w/ 8d nails @ 4" o.c. edges (12" field) Uplift: URL,,2 = 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: Footings at Front Wall Holdowns: P := 77771b := 150pcf • (8 in• loin + 16in• 30in) • 11.33ft ftg„, = 6609 lb wall,., (10psf•27ft + 15psf•4ft+ 12psf•2•4ft)•11.33ft wall = 4827 lb weight := wal1 + 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 Fy := 60000psi d := 23in b := 30in a:= Fyn a =0.565 in 0.85•ff•b l (M := 0.9•F .A r d — OM, = 61338 lb ft M„ := M-1.3 l M = 28637 lb 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 PAGE: Ztt 31 Footings at Garage Wall Holdowns: P := 44261b L ftg := l Oft ftg„ := 150pcf •(8in• 10in + 16in•8in)•L ftg„ = 21671b 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: M := P. L ftg 4 M = 11065 lb ft A := 2.0.2in f := 2500psi F := 60000psi d := 23in b := 30in a := Fy As a = 0.376 in 0.85•feb 1 4,M„ := 0.9•F d - 2) 4M n = 41061 lb ft M,,:= M•1.3 M„= 14385lbft Footing to be 8 in. deep, 16 in. wide w/ (2) #4 bars cont. (Standard Footing) • � v S (g) ( r `i0 psF(g) r /City 2 r l y7o f 1 F 6_ C- 112- w VND,5F(l(,') r(a)10 /5F 29y0pi-f / /z = 11470 1 Of .. x /0 " PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation J A PAGE: 2 1 • " TALL FRAMED WALL REVIEW J2K Engineering, Inc. (Analysis based on the latest edition of the National Design Specification) Right Living Room Wall Loadings: := := . sf gs: DL 0.5.16•ft•15•psf+ 2.0.5.16ft•12psf LL 0.5.16•ft•25• sf+ 2 0.5 16ft 40 Lr P P DL 27ft•10•psf DI-tot DL + DL,1 LI-tot LL DLtot = 582 plf LL = 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 = 10 psf LL := if (LL, > LL. , LL , LLO LL� = 10 psf 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 Cfc := 1.15 := 5.36 in E := 1600000•psi Cfb := 1.5 F := 2020•psi DOLroof 1.15 Number of Framing Members per Spacing: n := 1 ; DOL W;fld : 4 (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: c .7 31 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 f9 n•A :_ — f = 361 psi Allowable bearing stress, F := DOLroof•Fg Reaction end bearing is OKAY without steel bearing surface (for 115 % Load Duration...roof) F = 2323 psi check allowable axial load for member, F' := DO Lroof Cffc • Fc KoE := 0.3 KcE • E c := 0.8 F _ FcE ' H 2 C := cE F'c column stability factor, (71) 2 o,s allowable axial load, CP 1 2 c [ 1 \ 1 2 c - C P = 0.26 P := C • F' A n P = 2470 lb CHECK member deflection with WIND /SEISMIC loading ONLY: SET L /240 as "ALLOWABLE" member deflection H Aallow 240 allow = 0.45 in 5•s•LL Member is adequate for "ALLOWABLE" Owl :_ Awl = 0.24 in Deflection • 384•E•l -n Allowable Load for Framing Members with Axial Loading PLUS Bending DL + 0.75LL+ 0.75(WIND /SEISMIC) R := s •(DLtot + 0.75• LLtot) R f — f = 308 psi R = 16161b n•A check allowable axial load for member, KcE •E F' := DOLwind • Cfc • F K := 0.3 FCE := FcE c: =0.8 C: =(H) F' stability factor, 1+ C 1+ C 2 C o.s P . 2-c 2-c c C = 0.23 ( allowable axial stress, FIDES F'c•CP F IDES = 476 psi PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: 2 7 3 l TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Evaluate Combined Loading on the column: (H) 2 Allowable Bending Stress, F'b := C fb•Cr•DOLwind•Fb Ft = 2070 psi M := (0.75•LL�•s)• 8 actual bending stress, M fb n S fb = 408 psi 2 f f + = 0.93 < 1.0; therefore, Member is adequate for FIDES F b 1 _ fg Combined Axial and Bending stresses FcE PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation c� PAGE: 2 . ? e-'F > l _ _ o — — �=� �� � - I U4' x a W RN ENO ill - - - -- ~' MI I.. I r - c) a ll r TJ 110 � '� �1 1 ao • • •ID' oa trP ‘1.:471111.111 L^1■IS'acTYP c y fir 'WI - I SM s Nlar4'XaVWa1M (I ?lir4' xIITIE•art CO HAP x11 Tire T Eu4' xaiva' axle + , IIM v OCEOLE J01915 Z (I4 Cx W E 0 DOUBLE .lasrs SI. CJI f We18V + co I II 117J Iq X IIDO KMib�t 1w m �IMF u 5 •0L 01X1MER/FRA1I E. \ J bX. 0111111513/PRAMS g Q i4 ADJ 81T To FTf IL GA II W TJ Ito v . ARW,81r *o RA9MLL ° f .1b Q�.DP a w .: N 9-IrJ' u v4, urour PUMA* TO I ©d 1 + D D ,eC 9ouL LP 1 PENEMATION SCA ULE - S '7 '7' 1 A M:07 p p S z WISER 11 9 r r� w4' XI/ 11e' 0 9111' X R IK' $ a1M o1C • ■ EA PACE N N za lels.lorels I 1 ■,� - 71 1 !C MC LP p RAGE a I / 0 OP MRS , o octal .1215T5 1, ■ z / • O : W TEO OT J 110 1 I. > O CO 1#P o : W es ' 0Z TYP () PUN A= IAN' 1 ,.., FUME= 0 1�V4' ' x 11-7!0' LE L x 11711' HE LVL z x 11•W LE LA. I • I '' 7g' ' I 5005011' 105124 0 WSW N SAS Q v I 11115 HA MSFR 1YP P' IID8 11A11aee ~ITV I W 7 MX I t /51 I `"Y 14 FRAM�6 _ I t o tilfiliU I1l1l h iI IIIIII i ff i ' ' ii_. ! e (i o !IIII!!!!l1I!IPIt h O p C711fi1�4' M \ 0 4107 mum \ 11.115' 1.1L' LVL sX_ PI sIN'ao1T INecAO CO 1•014! x Mir IJE LVL 5 X _ P HARM TYP Cr NEY A 0 Pr MO i l l si ,o v e a I g I LEFT — SECOND FLOOR FRAMING PLAN 1cIIzI1 /4' =1' LEFT — THIRD FLOOR FRAMING PLAN SOMEa /4'a1' • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R _ENG._I _ f�02 II ; C Typical Floor Joists Wit ri -e�+cr ems semi r " Umbner t1 030070 11 7/8" TJI® 110 16" O/C Pegs 1 er THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED f Ji 4 1 . b , r i • Product Diagram is ConceptueL LOADS: i Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (pmt): 40.0 Live at 100 % duration, 12.0 Dead • SUPPORTS: ` Input Bearing Vertical Reactions (Ibs) Detail Other ' 1 Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50° 427 / 128 1 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 pl 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 (L/713) MID Span 1 under Floor loading Total Load Defl (in) 0.341 0.779 Passed (11548) MID Span 1 under Floor loading ' TJPro 39 30 Passed Span 1 1 i -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' Be o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ 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 str utural :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 accomplished 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 orTJ 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 above. duct listed ab 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 GeoffreyWrightd)503- 640.6808.id • Ii � c opyright 02003 by True Joist, a Weyerhaeuser Business !® - V !1 Z� • TJI0 and N-BO� aro rogisearad eradamarka of Trua Jeiae. "' e -I Jeiae..Ste a.a TJ -arcr. cue erudemarka of True Joint. e1 120010 a_ phaes _bldg\ealeuleeioaswinal‘floar ioiscs.sns :Mot q ' 1 i ' ` I . 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. _ a 0 3 l I i ' 1 in Header at Stair Opening • T.1- mrn 07 ' 1 3/4" x 11 7 /8" 1.9E Microllalm0 LVL C.) Mar 2 927/2004 2:39:04 PAA I Papal Engine Vesiolr1.10, THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,i I+ i I • ld I • le • � D In Product Diagram is ConceptuaL LOADS: I i Analysis Is'for a Header (Flush Beam) Member. Tributary Load Width: 6' • i Printery toed Group - Residential - Living Areas (pst): 40.0 Live at 100 % duration, 12.0 Dead SIJPP Input Bearing Vertical Reactions (Ibs) Detail Other h 1 Width Length Live/Dead/Uplift/Total 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 Rim Board' 2 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 I DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ib9) 424 -70 3948 Passed (2%) Rt end Span 1 under Floor loading Moment (~:t -Lbs) 282 282 8924 Passed (3%) MID Span 1 under Floor loading • Live Load Defl (in) 0.002 0.067 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (In) 0.002 0.133 Passed (L/999 +) MID Span 1 under Floor loading S - Deflection Crlterla: HIGH(LL:L/480,TL:L/240). ' - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8° o/c unless detailed otherwise. Proper attachment and positioning of 1-, lateral bracing is required to achieve member stability. 12 I 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 Ti product design criteria and code accepted design values. The specific product application, inputdesign loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Ti Associate. F F -Not all protlucts 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- l' I• i 1 k PROJECT INFORMATION: OPERATOR INFORMATION: 1 04-022 I Geoffrey Wright i J2K Engineering Inc. 4660 NE Belknap Court. Suite 115 • Hillsboro, OR 97124 Phone : 503 - 640-8808 Fax : 503-693-9738 GeoffreyWrlght@503-640- 6808.id I ' • •• Copyright O 2003 by Trus Joist. a Weyerhaeuser Business /�� "� — O . ( Z �J xteroua lad registered trademark of True Joist. / �.r' i i 8:\ 2006 _hldoNCaleulacioesUiaal \ire stair soae.ss 1 I 1 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _INC . _ lj 04 : C , 4100 0 Double Joist at top of stairs T. ,�,a.,osmial 70020070 11 7/8 TJI® 110, 2 plies a@ 16" o/c . " Page 1 1 en7rl Version: :' .10. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • i I I.; I . _ Ji . 4 , i____ ir -4 Product Diagram Is ConceptueL LOADS: ' Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead ' 1 - Vertical Loads: ' Type 1 Class Live Dead Location Application Comment I I; Polnt(lbs)1 Floor(1.00) 360 117 12' 6" - Header at Stairs ) Uniform(plf) Floor(1.00) 240 -0 90.0 12' 6" To 16' Replaces Stair Loading 1 Uniform(plf) Floor(1.00) 40.0 15.0 0 To 12' 6' Replaces Floor Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other 1 Width Length LivelDeadlUpflfttTotal 1 Stud all 3.50' 2.25" 466 / 171 / 0 / 636 End, Rim 1 Ply 1 114" x 11 718" 0.8E TJ- Strand Rim Board 2 Stud w� ail 3.50' 2.25" 1234 / 449 / 0 / 1683 End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ - Strand Rim Board® I DESIGN CONTRO S; Maximum Design Control Control Location Shear (Ib4) - 1614 - 1587 3120 Passed (51%) RI end Span 1 under Floor loading Vertical Reactlon (Ibs) 1614 1614 2036 Passed (79%) Gearing 2 under Floor loading Moment ( -Lbs) 3550 3550 6030 Passed (59%) MID Span 1 under Floor loading Live Load Defl (in) 0.220 0.390 Passed (U849) MID Span 1 under Floor loading Total Load Dell (in) 0.300 0.779 Passed (L/624) MID Span 1 under Floor loading TJPro l 52 30 Passed Span 1 - Deflection;Criterla: HIGH(LL :U460,TL:L /240). - Deflection'anaysis is based on composite action with single layer of 19132° 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 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: 2.1 I i 1 PROJEC INFORMATION: OPERATOR INFORMATION; 04 I Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 I Phone : 503- 640 -6808 I Fax :503-693 -9738 GeotfreyWright ©503 - 640- 6808.id i lune sod oimo b y a re Joier, Weyerhaeuser ks rn sJ I o i Ozi ` 7\T (dt and 7V -,��� ere re�ietered trademarks of Tre Joisc. e -I Joiet °.Fro° and T3-Prom arc traermarlca of Trus Joioc_ ii dx \2004\0 _bldg \Ca1Nlarions \Final \ebj jnisc 3rd ataira_pme I�:/ OF I 1 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG. _INC . _ Z05 ,. C i i 74114 Rim at Cantilever, 3rd Floor - III 6 rlAema(nN)E.,esedal 300 2 Pcs of 1 3/4" x 11 7 /8" 1.9E Microllam® LVL user. 2 922/2004 251:16 PtA Pagel &vine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I � CONTROLS FOR THE APPLICATION AND LOADS LISTED Mem Slope: 0112 Roof Mops0112 I • I: ! I 3 t 16" - ti All dl nensions are horizorrtsll Product Diagram is Conceptual- L,OADS: Analysis Is I r a Header (Flush Beam) Member. Tributary Load Width: 4' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead I ' Vertical Loads: Typo I Class Live Dead Location Application Comment ' Uniform(plf) Floor(1.00) 0.0 80.0 0 To 16' Adds To Wall Load 1 . SUPPORTS: Input Bearing Vertical Reactions (Ms) Detail Other '. Width Length Live/Dead/Uplift/Total I Stud wall 3.50° 3.50" 800 / 1212 / 0 / 2012 11 1 Ply 1 3/4' x 11 7/8" 1.9E Microllam® LVL 2 Stud 1�,all 3 -50" 3 -50' 800 / 1212 / 0 1 2012 L1 1 Ply 1 3/4" x 11 7 /B" 1.9E Microllam® LVL I DESIGN CONTROLS: 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 live Load befl (in) 0.155 0.522 Passed (L/999 +) MID Span 1 under Snow loading Total Load Dell (in) 0.390 0 -783 Passed (1../482) MID Span 1 under Snow loading l - Deflection (Criteria: HIGH(LL:U360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" 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 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. 1 -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. d ab - Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple p ply connection. . PROJECT INFORMATION: OPERATOR INFO RMATION: 04-022 Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 i_ Phone : 503-640 -6808 Fax :503. 693.9738 GeoffreyWright@503- 640 -6808. id l! copyright o 12003 by Ttua Joist, It Weyerhaeuser uheineee + • NIerollaaga ifs a registered trademark of Trus .7oi2t- to _O 1 /J s :%2004004021.21�haag_htdp\Calcula clone \Pina113dr tir rim. ma (/(/ 324•F I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H _ENG. _INC . ij06 n Member In 3rd Floor to Caltilever to pick up Roof and Floor G TJ-8eam(TM) B.io Serial Nu 030 017 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL O War 9/27/2004 Page , ar s lp, THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Slope: 01'12 Roof Slope0112 Overall Dimensiosc 10' ti"' I 1 1 j . i I b T 6" + 3' :1 AD dimensions are horizontal. Product Diagram is ConceptuaL . LOADS: - Analysis ls 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. i Point(Ibs) I Snow(1.15) 1600 2424 10' 6' - Rim at Cantilever ($aae.Luc. WAi4 Uniform(plf) Snow(1.15) 400.0 240.0 0 To T 6' Replaces Roof Load i Un'iform(plf) Floor(1.00) 0.0 160.0 0 To 10' 6" Replaces Wall Load ' Unlform(p Floor(1.00) 640.0 240.0 0 To 10' 6' Replaces Floor Load SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other ! Width Length LiivelDeadIUpllftITotal ' 1 Stud wall 3.50' 3 -50' 3560 / 1105 / 0 / 4666 L1 1 Ply 1 314" x 11 7/B" 1.9E Microllarn® LVL 2 Stud wall 3.50' 10.75' 8551 / 7439 / 0 / 15990 Overhang 1 Ply 1 3/4' x 11 7 /B' 1.9E Microllam® LVL - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. ' D ESIGN CONTROLS: 1; Maximum Design Control Control Location Shear (Ibs9 - 8565 -6644 9081 Passed (73%) Rt. end Span 1 under Snow loading Moment (Ft - Lbs) - 17868 - 17868 20525 Passed (87%) Right OH under Snow loading Live Load 'Dell (in) 0.143 0.210 Passed (2U530) Right OH under Snow ALTERNATE span loading Total Load Dell (in) 0.275 0.315 Passed (2L/274) Right 0H under Snow ALTERNATE span loading -Deflection iC+iteri HIGH(LL:L/360,TL:L/240). I - 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. - The load CondltIons Considered in this design analysis include alternate member pattern loading. . 1• I , PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 I Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 I Phone : 503-640-6808 ii - • Fax : 503-693-9738 i GeoffreyWright@503- 640-8808.Id 1 hi I 1 Copyripbe a 6003 by Trus Joist. a Wcycrbaausar euainaaa �i CiQallesm la a ropiacarod cradaaark or •ri„g .loinc. i N, \2004 \0402�\�pbm b1d calculations Final ro r I 6 y �O a p\ \ \ o conc.ara j . 33,6`:31 . • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG . _INC ._ . a 07 1 C. i 0 Co) Deck Beams r,e(rM) 6 5 112" x 9 1/2" 1.1E Solid Sawn Hem -Fir #2 I USC 2 1,rmopa s:sol1 MI O � Page a engine %%Won:1.10,3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • • • CONTROLS FOR THE APPLICATION AND LOADS LISTED ' i • i I • • • ,::,1, ,lig e .1r 6" Product Oiagram is Conceptual. ' • LOADS: ; Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 2' Primary Load Group - Residential - Living Areas (psf): 60.0 Live at 100 % duration, 12.0 Dead . SUPPORTS: • 1 Input Bearing Vertical Reactions (Ibs) Detail Other • Width Length LiveloeadlUplitt/Total 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 BoardID 2 Stud wall 3.50' 3.50' 930 / 270 / 0 / 1200 By Others - Rim 1 Ply 1 114° x 91/2° 0.8E TJ -Strand Rim Boarder I DESIGN goNTRGLs Maximum Design Control Control Location Shear (Ibs) 1174 -1032 2438 Passed (42 %) Rt. end Span 1 under Floor loading I Moment ( -Lbs) 4451 4451 4654 Passed (98 %) MID Span 1 under Floor loading Live Load bell (in) 0.331 0.500 Passed (L./551) MID Span 1 under Floor loading Total Load; Defl (in) 0.426 0.758 Passed (1/427) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:0.5007L:U240). - 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 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 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 UBC analyzing the solid sawn lumber material listed above. • • PROJECTJINFORMATION: 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 1 o :i 503.640-6808.id Copyright O 2003 by True Joie[, a weyerharuner 9unineeo I: 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. _ I� 08 i I i J Engineering, Inc. 1 .e Q►a, vs4 r Lam i� G . �e�.. CAttv.vri I,EJEQ�Q . Vie. i . 7 ... ., - t0 1•. %Ii vv04eir_ 4.4.)441 a Is - L.3.vrti.1:4?r)Ok,'S. I i �� �� �.. . rol- 1- ar.,► . couNva� .- LOAD 1 a NuaT . e : , i' QZEvV. o .. I .a Gie.4 ... ' 443•!4∎ a.... ii...,l' r. . 4) 4 t A4. - a.t 11.43 i,.1 C S PA.a./ tc .1oc cisA r-*10.7 S ' i 7?, F.. G.5C /6 _ -.. Si Z. (.1a .. . 4p 2 F : I ' P ¢ p. S C2.7)(404-11) -i- o. (,1(o: = ) .414, %az C° 4Fr . , .6„,.. f 144 Pty (N.,,,,54.4_. - � ti� , .. A oe.Q.. , I; j . . - • • j 2 , J,Pa .. .M = wl: +..p a ± PLL ... ..... ....... I • - .. S FT- I.$5... i . 1 .. .... N! 1..1s:. 1 4 C T 3 4 i : . '- -' 'a :,___.• God 1 „ ~zca.�"� ° 3Fr.. ; .. I ...... • :i 1:1 E&olba (3.5P-0 + 41(4 K 1-1 s art - `742 uez ... ' I M: = I fro C,) + P, CZ.) 4 T wreb Ct ac j col d P T s 6 °" - . 'I I : V IlL io.% . L.0 >>. I, SS a Las : 'rak... . ...e.). SeacT.,.aQi, * L046o,,,c., - • • • l .. .... .. .. . ..... a FT I I • .... .. V , w. ;; -1 • :I� .... .S{err 4! I7...° � i /� Project: 4ISuAezoc �--•��on∎I,.�it..«.3 Job No.: d 'DZ� i DescriptiOn: P age : 35 o f ; 3q 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H _ENG. _INC . _ al 0 9 , 11-ifigeir 2nd Floor Cantilever For Decks TJ- eean6.16 7 6 � 2 Pcs of 1 3/4" x 11 7/8" 1.9E MIcrollam® LVL User. 2 4 / 1 212006 6 :4117 AM �I . . pogo Engine version: 1,16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall 0lntenslon:11' 1,I - EP ;fl Product Viagrsm is ConceptueL . LOADS: Analysts 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(Ibs) Foor(1.00) 640 192 10' - Deck Beam Uniform(plf) Floor(1.00) 0.0 160.0 0 To it Replaces Wall Loading Uniform(plf) Floor(1.00) 0.0 240.0 0 To 11' Replaces Floor Dead Load Point(Ibs)' Floor(1.00) 571 171 10' - SUPPORTS: Equivalent Deck Beam reaction Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LlvelDeadlUpll tlTotal • 1 Stud wall 3.50" 1.50" -338 1 1284 1 0 / 1284 End, Rim 1 Ply 1 1/4° x 11 7/8° 0.8E TJ- Strand Rim Boarder 2 Stud wall 3.50' 3.47' 1549 / 3605 / 0 / 5154 Overhang 1 Ply 13!4° x 11 718° 1.9E Microllame LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbe) 2868 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 Defl (in) 0.052 0.157 Passed (2U999 +) Right OH under Floor loading Total Load Deft (in) 0.061 0.315 Passed (21./9994) Right OH under Floor loading - Deflection•Criteria: HIGH(LL - Bracing(LS): 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. ADPmONAL 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 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. PROJECT INFORMATION: OPERATOR INFORMATION: 04 Kevin Clemo J2K Engineering, Inc. 4660 NE Belknap Court • Suite 115 Hillsboro, OR 97124 Copyright 0,2004 by True Joist, a Mayarhaauaar ai inago MICr011Umb Jo a registered trademark of Tres Joist. 1 \7 4X2\ j21Lwiork‘job _filea\2004∎07022\a hanc blda\Catculations \Tiaal\2m fir caat.ama � o- 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H_ENG. _INC . _ Cal 10 tFn , re Garage Header T.-e 34,e.10Se,;,' , '°°„ 070 3 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 User z 11/24/2004 g.3s:1z non • Pagel Engine Vim: 1.10,E THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • Product Diagram is Conceptual . LOADS: ° Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 2' 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 Unifortn(plf) Floor(1 .00) 0.0 200.0 0 To 9' Adds To Wall Load _ SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Wi Other dth 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 TimberStrandS LSL 2 Stud wall 3.50° 3.50° 360 / 1050 / 0 / 1410 By Others - Rim 1 Ply 1 1/2' x 11 1/4' 1.5E TiimberStrand® LSL • DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1358 -1025 2494 Passed (41%) RL end Span 1 under Floor loading Moment (Ft - Lbs) 2942 2942 5919 Passed (50 %) MID Span 1 under Floor loading Live Load Deft (In) 0.015 0.209 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.060 0.433 Passed (L/999+) MID Span 1 under Floor loading - DefleWon Criteria: STANDARD(LL:U360,TL - 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. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. ADDmONAL 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. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program IImltations 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. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoff Wright J2K Engineering Inc. 4860 NE Belknap Court. Suite 115 Hillsboro, OR 97124 Phone : 503 - 640 -6808 Fax :503.693 -9738 o(CO503- 640- 6808.id • Copyright i 2003 by ?ma ]plan, 0 Meyrrhueueer Oueineoe OH I O 2-2-- 3 7o 39 I i 04/12/05 15:20 FAX 1 +503 +693 +9738 J2ILENG. _INC . _ Dill FI c I 7io /` Beam at Entry Opening tJ eea�alni e,10 senel Number 7oo 7 "" 017 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL 1 1 Uaer 2 8/272004 32342 RA Pagel Erosite Venial: 1.10-9 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 4iD I' CONTROLS FOR THE APPLICATION AND LOADS LISTED I 1 ]� I J -,11i e----f. Product Diagram 12 Conceptual. . LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 6' 3" Primary Load Group - Residential - Living Areas (pst): 40.0 Live at 100 % duration, 12.0 Dead 'l Vertical Loads: i Type ' Class Live Dead Location Application Comment 1 Uniform(plf) Floor(1.00) 70.0 27.0 4' 8' To 8' Adds To Additional Floor Loading • i ; S UPPORTS: li ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length t.IvelDeadfUpliftlTotal 1 Stud wall 3.50" 3.50" 1051 1 385 / 0 / 1416 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® 2 Stud :wall 3.50' 3.50" 1194 / 421 / 0 / 1615 End, Rim 1 Ply 1 114" x 11 7/8" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: I Maximum Design Control Control Location ,, Shear (Ib8) -1543 -1080 7897 Passed (13%) Rt end Span 1 under Floor loading t Moment (Ft -Lbs) 2749 2749 17848 Passed (15%) MID Span 1 under Floor loading Live Load Deli (in) 0.029 0.192 Passed (L/999 +) MID Span 1 under Floor loading Total Load Dell (in) - Deflection Criteria: HIGH(WL/480,TL_ 0.039 0.383 Passed (L/898 +) MID Span 1 under Floor loading /240). - 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. 1 ADDITIONAL NOTES: ' 1 - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of Its products by this software will ' I be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, r 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 / BUILDERS GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 I Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court Suite 115 I, Hillsboro, OR 97124 ! Phone : 503 -640 -6808 r I Fax :503 - 693 -9738 GeoffreyWnght(g�503- 640- 6808.id capyrigbt p 100} b TcVe JOtec. .1 Weye Huniaesa a�Croll �ie a regiatared ..r agaa o f Trua ]oiac. L 1r:\ 3000\ 0462\e_p hme_bldgwalcelatiaoslFiaal\doam ac ancry.m�0 �� --42-2- i ?gibe 3 1 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R_ENG. _INC . _ 112 C Headers 8'-6° Windows at Garage s Eknisee T,- (*M) �+oser;al � 3 1/2" x 11 114" 1.6E Solid Sawn Douglas Fir #2 user 2 11r17r2.004 AM Pagel Engine Version: '1.10- THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • - I . - I i 6' B•• � Product Diagram is ConceptuaL Analysis is its 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 Vocal Loads: Type Claus Live Dead Location Application Comment Unlform(plf) Floor(1.00) 640.0 240.0 0 To 6' 6' Replaces Floor Loading Uniform(plf) Snow(1.15) 200.0 120.0 0 To 6' 6' Replaces Roof Loading Unifonn(plf) Floor(1.00) 0.0 180.0 0 To 6' 6° Replaces Wall Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadWUpliftlfotal 1 Stud wall 3.50' 3.50' 2730/1785 / 0 / 4515 By Others - Rim 1 Ply 1 1/2' x 11 114 TlmberStrande LSL 2 Stud mall 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 PESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 4284 2808 2868 Passed (98%) LL end Span 1 under Snow loading Moment (Ft -Lbs) 6604 6604 6806 Passed (97 %) MID Span 1 under Snow loading Live Load pen (in) 0.041 0.206 Passed (U999 +) MID Span 1 under Snow loading Total Load Dell (in) 0.068 0.308 Passed (U999 +) MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL1/360,TL:L/240). Sracing(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. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of Increase. � I 4 • • 1 ; PROJE INFORMAT 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 (4503-640-6808.1d J Cbpy=ippt O 003 by Wye Jaiat, a wayarbaauaar nualnaFa O 1 -- v� 1 3? or- 37