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Specifications J Engineering, Inc. • 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 -8402 IA (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) OC • CALCULATIONS * FOR U ) 10 O� S IGAR� Lateral Bracing and Framipg9Rem DESCRIPTION PAGE Loading Summary 2 Lateral Bracing Floor Plans 3 Lateral Analysis 8 Footing Analysis 24 Stud Analysis 26 Framing Members 29 i ?5 - coo 7 /o a 90 6 w 9�' 511 �v e ���� �1 /03 j 2 5 k/ 9e ' /�✓ Q 10,975 �c 39/ s ue_3 • o /o 37 ✓ 1 is. igmo , /0 3 7 8K 5 ?ar /q"- 'v N. GCE (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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G c_ce,ff--L, iv, vvo te,A-,i4, : • . , I' pccr : • ) 1 1 : • , — 1 I t 1 . ! I . .1 l. . 3 2 " , , C9 \V I ! . , n . • . %- 11 I i . 11 • -- bb' . • . 1 • • 1-4 ____ • ?- - C P .t / ,..., .. N i . ' . . ; ■ 21-I-E . • • -.--- • - --- • • Hi° W7- H 11 • • : . ..- . - - _ 1 _ ! -- - .r. -•.....-‘• - ---____ ..... ,... ... . . - . • .• XP Project: A54 191 C.6. "cc. 0 3 Job No.: Description: Page: of: f. 9 Lateral Analysis: J2K Engineering Inc. • Mean Roof Height, h := 32ft Note: Loading criteria designed per 2003 IBC, however Roof Slope, 0, := 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 f := 0.7 Cprw f := 0.3 Cprl f := 0.6 front -back Cpw, := 0.8 Cp1 := 0.3 Cpsfk := 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) +7) if h > 15ft Kh = 0.71 0.57 otherwise Terrain Factor, Kt := 1.0 Importance Factor, I,,,. := 1.0 Basic Wind pressures, Ibm = lb sec _ fi gz 0.00256psf•Kt•Kd•K15•V gz = 12.4psf qz20 := 0.00256 psf •Kt•Kd•K20•V2•Iµ. qz20 = 13.5 psf qz := 0.00256psf•Kt•Kd•K25•V -I qz = 14.4 psf qz := 0.00256psf•Kt•Kd•K30•V gz = 15.2 psf gz := 0.00256psf • Kt. Kd. K40 .V gz = 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 q PAGE: ! o r 3 7 Lateral Analysis: J2K Engineering Inc. Design Wind Pressures, Left - Right: Pw15.1r := gz15'G'CPwIr Pw15.Ir = 8.4 psf Pw20.1r := gz20•G•CPwir Pw20.Ir = 9.2 psf Pw25.0 := gz25•G•Cpwtr Pw25.lr = 9.8 psf Pw30.h. := g Pw30.1r = 10.4 psf Pw4o.tr := gz40 Pw40.1r = 11.2 psf Leeward Wall Plw := gh•G•Cpl Plw = 6.6psf Leeward Roof PIr f := gh•G•Cpr1 Pir = 7.9 psf 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 Pw25.fb = 9.8psf Pw3o.tb := gz30•G•Cpwft, Pw30 = 10.4 psf Pw4o.tb := gz40•G•Cpwfb Pw40.fb = 11.2 psf Leeward Wall Plw := qh -G•Cp1 fb Plw = 4 psf Leeward Roof Pir := qh•G- Cpr10, P1r = 9.2 psf Windward Roof Pwr qh- G•Cprw Pwr = 2.4psf PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: /D 6p- Lateral Analysis: J2K Engineering Inc. Uniform Loads at Diaphragms: Left - Right: (Pw25.1r + Plw0•0.5ft + (Pw30.ir + Plw + (Plr + Pwr w = 111 plf 1 w2w (Pw15.1r + Plw + (Pw2o.0 + P1w45ft + (Pw25.lr + Plw w = 160 plf w3w (Pw15.i + Plw w = 150 plf Front - Back: way. (Pw25 + PIw + (Pw 30.th + Plw + (Plrfb + Pwrfb)•5.33ft•sin(6r) Waw = 99p1f w := (Pw15.fb + Plw + (Pw 20.tb + P1w + (Pw25.f , + P1w w = 134 plf w := (Pw 15 + Plwf ). l Oft w = 124 plf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /I of �� 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, S ms := Fa•S Sms = 1.10 1 Sec Maximum Considered Accel, S := Fv•S S = 0.64 Short Period Design Acceleration, Sd := 2.Sms _ 3 Sds = 0.73 1 Sec period Design Acceleration, Sdi := 2 -S = 3 Sdi = 0.43 Response modifcation Factor, R := 6 Overstrength Factor, D := 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 CWI = 0.29 (out of plane) - (0.4- IE•Sd otherwise Truss/ Beam Connection Factor, Cb := 0.05 Part/portion Connection Factor, C := 0.05 if (0.133•Sd < 0.05 C = 0.10 0.133. S otherwise PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 12 3°1 Lateral Analysis: J2K Engineering Inc.• 3rd Floor: [(1 5psf• 8Oft 33ft) + (lOPsf. 2 26ft• + (8Psf.5ooft. w 80ft J w = 124 plf _ [(l5Psf.33ft.80ft) + (1oPsf.226ft. + ( w, 33ft ohs = 301 plf 2nd Floor: [(1 5psf• 80ft32ft) + (lOPsf.224 f t + (8Psf.5ooft.!)].v 2 J wbs 80ft wbs = 173 plf [(15psf•32ft•80ft) + (1oPsf.224ft.--J + (8Psf.500ft.-)].V w, 32ft w = 433 plf 1st Floor: [(15psf•80ft•30ft) + (10Psf.220ft) + ( w• 80ft wcs = 168 plf [(15psf•30ft•80ft) + (1oPsf.22oft.-J + (8Psf.5ooft.!J].v 2 2 was 30ft was = 449 Of Comparison of Loads: (Seismic Loads not reduced by 1.4) Front - Back: Side - Side: Wind: Seicmic: Wind: Seicmic: w' = 99 plf w = 124 plf w = 111 plf w = 301 Of w = 134 plf w = 173 plf w -, = 160 plf w = 433 plf _ w = 124 plf w = 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: 13 G F-3ct ' . Lateral Analysis: J2K Engineering, Inc • Wall Lind Loading: 3rd Floor: 2nd Floor: RUA := Was' 1 1 ft 2 ft RuA = 994 lb RMA := RUA + wbs' z RMA = 2381 lb RUB := w 16ft RUB = 1988 lb RMg := RUB + wb 16ft RMg = 4762 lb RUC := was' 1 Ruc = 994 lb RMC := Ruc + wbs' 12ft RMC = 2381 lb Rut := was' 32ft R = 4970 lb RMC := Rui + w2s, 30ft RMt = 11471 lb RU2 := wls' 3 Ru2 = 49701b RM2 := RU2 + w2 30ft RM, = 11471 lb 2 1st Floor: RLA := RMA + w 1 a RLA = 3727 lb RLB := RMg + w„ 16ft RLB = 7454 lb • RLC := RMC + wcs' 12ft RLc = 3727 lb RLl := RM1 + w 3s' 3 RLt = 18203 lb RL2 := RM2 + w3s' 3 RL2 = 18203 lb PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: / y p k Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls: I RuA I 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 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUA.diap = 32 Of Use Shearwall #0 Overturning Moment: MoRUA = 2094 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRUA = 7796 Ib ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URUA = —564 lb No Holdown Required !Rued Lateral Force: RUB = 1988 lb Wall Height: htRUB := 9ft Total Wall Length: LRUB d1ap 33ft Total Shearwall Length: LRUB := 10.5ft Minimum Shearwall Length: L RUS.mio :_ 10.5ft Wall Dead Load: wtRUB = 330 Of 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 = 60 plf Use Shearwall #0 Overturning Moment: Mr = 17891 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRUB = 49376 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URUB = —14311b No Holdown Required PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /5 f ✓`� Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls (cont.): IRuc) Lateral Force: R = 994 lb Wall Height: h tRUC := 9fi Total Wall Length: LRUC.a;ap 31.5ft Total Shearwall Length: LRUC := 28.5ft Minimum Shearwall Length: LRUC.m;n := 8.5ft Wall Dead Load: WtRUC = 210 plf Dead Load Point Load: RUC = 840 lb Wall Design Shear: VRUC = 35 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRUC.diap = 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: R = 4970 lb Wall Height: ht := 9ft Total Wall Length: LRUI.diap := 80ft Total Shearwall Length: L RU1 := 31.29ft Minimum Shearwall Length: LRU1.min := 3.27ft Wall Dead Load: wt = 150 plf Dead Load Point Load: PRUI = 600 lb Wall Design Shear: vRU1 = 159 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: v = 62 if special nailing required RUI.diap — P Use Shearwall #0 Overturning Moment: MoRui = 4674 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRU1 = 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.: 04022 Matrix Development Corporation PAGE: ((4 e p 37 Lateral Analysis: J2K Engineering, Inc — 3rd Floor Walls (cont.): • lRu21 Lateral Force: RU2 = 4970 lb Wall Height: htRu2 := 9ft Total Wall Length: L RUZ.diap 80ft Total Shearwall Length: LRU2 := 31.5ft Minimum Shearwall Length: LRU2.min := 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 panet...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: 6 F 7,°1 • Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls: RMA I RuA = 994 lb htRuA = 9 ft Lateral Force: R = 2381 lb Wall Height: ht A ,:= 9ft Total Wall Length: 1- RMA.d;ap := 30ft Total Shearwall Length: LRmA := 12.5ft Minimum Shearwall Length: LRmA_min := 12.5ft Wall Dead Load: wt = 420 plf Dead Load Point Load: PRNtA = 1680 lb Wall Design Shear: vRmp = 190 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMA.d;ap = 79 plf Overturning Moment: Mo 31367 lb ft Use Allowable She g RMA = Allowable Shear r = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr = 53813 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URmA = —361 lb No Holdown Required Rpm I RUB = 1988 lb htRUB = 9 ft Lateral Force: Rmg = 4762 lb Wall Height: ht := 9ft Total Wall Length: LRMB.diap 30ft Total Shearwall Length: LA := 30ft Minimum Shearwall Length: LRmB.min := 30ft Wall Dead Load: wtRmB = 660 plf Dead Load Point Load: PRmg = 2640lb Wall Design Shear: VI/mg = 159 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vp diap = 79 plf #0 Overturning Moment: Mom = 62734 lb ft A so able Shear m r Allowable Shee ar = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr = 376200 lb ft 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: of J`r • Lateral Analysis: • J2K Engineering, Inc 2nd Floor Walls (cont.): (RMC I Ruc = 994 lb ht = 9 ft Lateral Force: R = 2381 lb Wall Height: ht := 9ft Total Wall Length: LRMC.aiap 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 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: v = 79 if special nailing required RMC.diap — 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: MrRMC = 57330 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: UttMC = -527 lb No Holdown Required • ( RMC I Rui = 49701b htRui = 9 ft Lateral Force: R = 11471 lb Wall Height: ht := 9ft Total Wall Length: LRM1.diap:= 80ft Total Shearwall Length: L RMi := 20ft Minimum Shearwall Length: LRM1.i := 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 diap = 143 plf Use Shearwall #2 Overturning Moment: MoRMI = 20647 lb ft Allowable Shear = 686 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRmi = 12960 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: URMI = 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 RMS I Rue = 4970 lb htRu2 = 9 ft Lateral Force: Rm2 = 11471 lb Wall Height: ht := 9ft Total Wall Length: L R� d; := 80ft Total Shearwall Length: LRm2 := 30ft Minimum Shearwall Length: LRm, min := 3ft Wall Dead Load: wtp = 300 plf Dead Load Point Load: PRm, = 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: Mr = 4950 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: U Rm2 = 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: er �� Lateral Analysis: J2K Engineering, Inc 1st Floor Walls: I RtJ4) RuA = 9941b RmA = 2381 lb htRuA = 9ft ht = 9 ft Lateral Force: RLA = 3727 lb Wall Height: htRuA := 9ft Total Wall Length: LRLA.diap := 30ft .. Total Shearwall Length: LRLA := 24ft Minimum Shearwall Length: LRLA.min := 24ft Wall Dead Load: wtRUA = 630 plf vRLA.plate = 133 plf Dead Load Point Load: P RLA = 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: Mo = 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 = 24192016 ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URLA = -4289 lb No Holdown Required I RLB R UB = MB = RUB = 1988 lb R 4762 lb h 9ft Rh4B = ht 9 ft Lateral Force: RLB = 7454 lb Wall Height: ht := 9ft Total Wall Length: L RLB.d;ap := 30ft Total Shearwall Length: LRLB := 30ft Minimum Shearwall Length: LRLB.mitt := 30ft Wall Dead Load: WtRLB = 990 plf vRLB.plate = 133 Of Dead Load Point Load: P RLB = 4950 lb Wall Design Shear: vRLB = 248 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRi B.diap = 248 plf special nailing required Overturning Moment: Mo = 1166951b 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/ 8d 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: 2,1 trf Lateral Analysis: J2K Engineering, Inc 1st Floor Walls (cont.): I RLC� R 994 lb R 2381 lb ht = 9 ft ht 9 ft R = MC = RUC = RMC = Lateral Force: RLC = 3727 lb Wall Height: ht := 9ft Total Wall Length: LRLC.diap:= 26.5ft Total Shearwall Length: 1-RLC := 26.5ft Minimum Shearwall Length: L m;o := 26.5ft Wall Dead Load: wt = 630 plf vRLC.plate = 133 Of Dead Load Point Load: PRLC = 2520 lb Wall Design Shear: vRLC = 141 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: va.c.diap = 141 plf Use Shearwall #0, Anchor Bolt #0 (Std. Spc'q) Overturning Moment: Mo = 58348 lb ft Allowable Shear = 364 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr = 287989 w/ 8d nails @ 6" o.c. edges (12" field) Uplift: URLC = - 5043 lb No Holdown Required ® R1J 1 = 49701b R 1 = 11471 lb htRU t = 9ft htRM 1 = 9 ft Lateral Force: R = 18203 lb Wall Height: htl := 9ft Total Wall Length: LRL1.diap := 80ft Total Shearwall Length: LRL1 := 24ft Minimum Shearwall Length: LRLi.min := 6ft Wall Dead Load: w"tRLI = 450 plf vRL1.plate = 607 plf Dead Load Point Load: PR/1 = 2250lb Wall Design Shear: vRLI = 758 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRL1 d;ap = 228 plf Overturning Moment: M 40956 lb ft Use Shearwall #4, Anchor Bolt #4 g o 1 = Allowable Shear = 760 plf 7/16" APA -rated struc't panel...BOTH SIDES. Resisting Moment: MrRLI = 21600lbft 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: 2 l- e r Lateral Analysis: J2K Engineering, Inc • RL2I R 4970 R 11471 l b ht u2 = nag = ht = 9ft ht = 9 ft Lateral Force: RL, = 18203 lb Wall Height: ht := 9ft Total Wall Length: LRL2 djap := 80ft Total Shearwall Length: LRL2 := 25ft Minimum Shearwall Length: LRLZ.min := 2.5ft Wall Dead Load: wtp = 450 plf vRL2.plate = 280 plf Dead Load Point Load: PRL, = 1800 lb Wall Design Shear: v = 728 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vlu2.diap = 228 plf Use Shearwall #5, Anchor Bolt #2 Overturning Moment: Mo = 23381 lb ft Allowable Shear = 980 plf 7/16" APA -rated struc'l panel...BOTH SIDES. Resisting Moment: Mr = 5906 lb ft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: UIU 2 = 7777 lb Provide 'Simpson' HDQ8 at each end of shearwalls w/ SSTB28L. Detail 7 Alternate shearwall at Buildin_q 1, Unit 1. Facing Oak St. I R L A 2 I RU,,,, = 994 lb R = 2381 lb ht = 9ft ht = 9 ft Lateral Force: RLg2 = 3727 lb Wall Height: ht := 9ft Total Wall Length: L RLA2.diap := 30ft Total Shearwall Length: LRLA, := 9ft Minimum Shearwall Length: LRLA2.min := 2.33ft Wall Dead Load: wt = 630 plf VRLA.plate = 133 plf Dead Load Point Load: PRLa2 = 2520 lb Wall Design Shear: v = 414 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRL,&, diap = 124 plf Use Shearwall #1, Anchor Bolt #0 (Std. Spc'g) Overturning Moment: MoRL,,2 = 15106 lb ft Allowable Shear = 532 plf Resisting Moment: 7/16" APA -rated struc'l panel...ONE SIDE. g RLA, = 7582 ft w/ 8d nails @ 4" o.c. edges (12" field) Uplift: URLP = 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 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 = 22028 lb ft A := 3.0.2in f := 2500psi Fy := 60000psi d := 23in b := 30in • a:= Fy a =0.565 in 0.85•feb 4 M := 0.9•F .A r d — I .4)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 31 PAGE: Ztt 6F 3 Footings at Garage Wall Holdowns: P := 44261b Lf := l Oft ftg,,. := 150pcf •(8in• loin + 16in•8in)•L ftg 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: M :_ P • L ftg 4 M = 11065 lb ft A := 2.0.2in := 2500psi Fy := 60000psi d := 23in b := 30in a := Fy As a = 0.376 in 0.85•fe b OM := 0.9•F .A ( d - - 4 M = 41061 lb ft M := M-1.3 l M = 14385 lb ft Footing to be 8 in. deep, 16 in. wide w/ (2) #4 bars cont. (Standard Footing) " = 5< f 5 �(0( 1 ) y o P F (s ' ) f /cp-:c (7-79 = `IHof I) ,ie tv'- 55,rf(iu t 2) 1 y C /5F (IC.') r (z) IO /d F (2 29y0p1f /z P Z'fi x /o - PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 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+ 2.0.5.16ft•12psf LL:= 0.5.16•ft •25 psf + 2.0.5.16ft•40psf DL 27ft•10•psf DLtot := DL + DL,,,,i LLtot := LLr DI-tot = 582 Of LL = 840 plf Wind Loading to Wall: LL 5psf LL = 5psf Seismic Loading to Wall: LL,,:= 4.0.0.36.10•psf _ 1.4 LL = 10psf LL := ; if (U > LL LL LL) LL„ = 10 psf Framing ConditionsY A) Typical framing member spacing, s := 16.in B) Maximum window opening, Lb : 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 DOL 1.15 roof 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. 3 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: crv, 3� TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Allowable Load for Framing Members VERTICAL LOADING CHECK End Reaction, R :_ (DLtot + LL •s R = 1896 lb check end bearing, R f =— f =361 psi n •A Allowable bearing stress, F := DOL 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 L roof' C fc • Fc KcE := 0.3 KcE • E c := 0.8 __ F FcE : H 2 C := cE (71) Fc column stability factor, 2 ' o.s allowable axial load, CP 1 + C _ (1 + Cl _ C C = 0.26 P := C P = 24701b 2•c I \ 2•c ) c CHECK member deflection with WIND /SEISMIC loading ONLY: SET L/240 as "ALLOWABLE" member deflection H Aallow 240 allow = 0.45in 5•s•LLw1•H Member is adequate for "ALLOWABLE" A := A = 0.24in Deflection 384.E.1•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, K- E F' := DOLwind'Cfc K := 0.3 F := FcE - c: =0.8 C: = — (H) P column stability factor, 1+ C 1+ C 2 C o.s - 2•c 2•c c C = 0.23 allowable axial stress, F := F'c. FIDES = 476 psi _ PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 27 cr.,- 3°C TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Evaluate Combined Loading on the column: Allowable Bending Stress, F'b := CPo •LL •C�•DOLwind•Fb F'b = 2070 psi M :_ �0.75Wi•s). (H) 8 actual bending stress, M fb := n S f = 408 psi f9 2 fb + = 0.93 < 1.0; therefore, Member is adequate for FIDES fg Combined Axial and Bending stresses F'b _ FcE PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: Z. I us•xll Tad'InMmlo , - - - - - - - - - - -- AI t Yw A,..—... u�xxvE'a�u�p I I 1 r - . I IIT1E'TJ110 �� p101F•lSI1FACE A i .iii ' IITIOf'TJpO • S NI414•XI TRY w P�lw4'xn A ?I+k•xllt�e'ITN >� r0W4'x11TIE'11x5 E i�C3 r•• , -.> 1 �'r 11 g I WNW X I�0 • 11 v . 1105011 K5121/ II S I I O ; � �I Q- ` I ' © • IP • TJ IIO , v ADtY1LBI� TO H1r9M11 ONS.Il � LAWN TO N=F g f �Qda ` �,e PFlEIRA SGH3JIZ v v v o g p ,' �OZ N 34/1X111/4' DAM ` 1 `b'Mi°� rn I 1 1 r un, HA' i rA Ue DOW LP O .IOIeTE PLACE • Tor I I I t` II TIE' TJ Irdl woLKlw>� I�AI ♦ c A •IS•OGTOP O RIII0 Cy 710L!MIEVK. II1: TJt0 X I I 14/4. I O x 11 -TIE LE L 5114wJAf 115161/ ro � 1 E' � ��• 1 '611.90x' IUMIN! ' + 11l711IAt1l9l TIT S L`J , IIOS IIAItle! M I Q _ El TO uraur PUMPS I e L �— . --4 t11 11� vv o 1 IIIIIIIIII!II!iNVIIll1111II - - - �� _ OII- TB I'. A'LEWL NZ OD (� I 4�4' x Il v e• L L 1. DBGKIN�s IWtl0! 11 r © v Oh D _11, ISPF Si I LEFT 1 l / SECOND FLOOR FRAMING PLAN ' LEFT - THIRD FLOOR FRAMING PLAN SEM • E I Ibe ■ 1 • V1i ii/ VV J. V.LV rA0 iTovo- ruLJ -r IJO JLR_Nki._1NC. Z I I r e ' ht Typical Floor Joists " TJ-1301M(114) 8.10 SeAel Plumber. 7003007017 11 7/8" T.11® 110 @ 16" o/c User: 2 9/27/2004 2:3322 PM Pagel Engine version: 1.103 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I • Ji IlL , d 18' a Product Diagram is conceptud • LOADS: i • Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: ` Input Bearing Vertical Reactions (Ibs) Detail Other ' Width Length LIvelDeadlUplifVTotal 1 Stud wall 3.50' 3.50' 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8' TJI 8) 110 • 2 Stud wan 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 Deft (in) 0.262 0.390 Passed (U713) MID Span 1 under Floor loading • Total Load Defl (in) 0.341 0.779 Passed (U548) MID Span 1 under Floor loading TJPro 39 30 Passed Span 1 1 i -Deflection Criteria: HIGH(LL:L/480,TL:L/240). -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 stnudural :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 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: • Geoffrey Wright . J2K Engineering Inc. i 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 • ' Phone : 503 - 640 -6808 Fax : 503-693-9738 L GeotfreyWright@503- 640- 6808.id • ' . Copyright OI7003 by Trun Joist. a Weyerhaeuser Business :04 - D 71 ■ • =IS and N -Besa0 aro ragiocarad cradaaarks or 'MIA Joiac. • • e -r Jeiac..Deo and 'J - Pro Are trudenurko of Trun Joint. 1 W \7001\ 04077 \e_pbase_blda\ calculations ‘Final\floer leis cis. ass ' 2 Ot � , I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R_ENG. _INC . _ e 03 Ir I 1 1 . in t r. ?we Header at Stair Opening 7,►aeson(TM) 6.10 Said wr � i 1 3/4" x 11 7/8" 1.9E Microllam® LVL Q Pagel EngMe 1.701.10 ] THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ! Pagel rgne CONTROLS FOR THE APPLICATION AND LOADS LISTED I . Ii I . i I I . 14 I Imo! - I El ;.--_r -b i Product Diagram is Conceptual LOADS: Analysis Istfor a Header (Flush Beam) Member. Tributary Load Width: 8' • Primary Lod Group - Residential - living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead I ' SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other I ' 1 Width Length Liive/DeadlUpliftfrotal 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 Boarder 2 Stud all 3.50" 3.50" 360 / 117 / 0 / 477 End, Rim 1 Ply t 114" 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 1 under Floor loading • Moment (Ft-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 Deft (In) 0.002 0,133 Passed (L/999 +) MID Span 1 under Floor loading • S - Deflection Criteria: HIGH(LL:U480,TL:L/240). - • - Braang(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of f Y lateral bracing is required to achieve member stability. ; I ¢DDmoNAL 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, inputdesign 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 SUBSTITU11ON VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. I' ), I' I. r PROJECT INFORMATION: OPERATOR INFORMATION: • 1- 04-022 I Geoffrey Wright • J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 • ' Phone : 503-040 -8808 ' Fax _503 - 693 -9738 GeoffreyWrlghti503-640 -6808. id Copyright a 200] by Trus Joist, a Weyerhaeuser Business / / -0 r� WirroUlam. it a regietered trademark of True Joint. s• / 7 /��_ ii a: 001101022■H_pbase,pldocaleulacionslrioal ■ira stai ooae.sms `r / I i SC) ar I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R_ENG. _INC . _ IJ04 r e� ' Double Joist at top of stairs li TJ- BSerMTAA) 8.10 Said lL nWer. 70030070 17 7 11 7/8" TJI® 110, 2 piles @ 16" o/c 0 • usa-z 9/27/2004 2:40:10 PM �, EJgIIl9 venom : VefBI0f1:,.,0.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • CONTROLS FOR THE APPLICATION AND LOADS LISTED i I 1 I; . 0 il ' 1 li Ir - Product Diagram Is Conceptual. LOADS: . Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead • Vertical Loads: ' Type I Class Live Dead Location Application Continent 3 PoIntQbs) I 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 Unifomi(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 LhelDeadlUpllftITotal 1 Stud wall 3.50' 2.25" 466 / 171 / 0 / 636 End, Rim 1 Ply 1 1/4" x 11 7/8' 0.8E TJ- Strand Rim Boarde 2 Stud wall 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 CONTROLS Maximum Design Control Control Location 1 Shear (Ib9) - 1614 -1587 3120 Passed (51%) RI end Span 1 under Floor loading Vertical ReactIon (lbs) 1614 1614 2036 Passed (79 %) Searing 2 under Floor loading Moment ( - Lbs) 3550 3550 6030 Passed (59 %) MID Span 1 under Floor loading live Load Defi (in) 0.220 0.390 Passed (1/849) MID Span 1 under Floor loading Total Load Dell (in) 0.300 0.779 Passed (L/624) MID Span 1 under Floor loading TJPro I 52 30 Passed Span 1 - Dellection;Crfeda: HIGH(LL:L/480,TL:L/240). - Defledion'anaysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED 8 NAILED wood decking. - Bracing(0): 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 , i ; -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 dedc has not been performed by the program. Comparison Value: 2.1 I PROJEC INFORMATION: OPERATOR INFORMATJON; 04-022 1 Geoffrey Wright J2K Engineering Inc. 4680 NE Belknap Court, Suite 115 Hillsboro, OR 87124 Phone : 503- 840 -6808 , Fax :503 - 693 - 9738 GeoffreyWright ©503-640- 6808.id i Copyright 011003 by True Joiec. a Weyerbaeueer Uueineee "Cab and 7J7lanonal ere registered trademarks of Trus Joist. J Oq ` O y e -]: oietm.Fro° and TJ -Fro" arc trad®srlco of Trus Joiet. (/ ii 1 I M,\ 2004\ 0101 � 2 %q. -phase_b1dp\Calcu1etions \Flom \dbj ;oisc 3rd ers!rs_pme • • 6-F F I 1 _ 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG. _INC . _ IJ05 � �e.�t Rim at Cantilever, 3rd Floor TJAemn(TM)6.10 Serial M Sob ` 2 Pcs of 1 3/4" x 11 7 /8" 1.9E Microllam® LVL User. 2 9 251:16 PoA Page 1 Engine i As ion:1.19.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0/12 Roof MopeOl1 2 I i I I: I I .1 ill. . e 1s• AY dgTAensior>ts are horizontal. Diagram is Conce ual. ' LOADS: Analysis is I r a Header (Flush Beam) Member. Tributary Load Width: 4' l Primary Load Group - Snow (pat): 25.0 Live at 115 % duration, 15.0 Dead i . Vertical Loids: Type I Class Live Dead Location Application Comment Uniform(pr) Floor(1.00) 0.0 80.0 0 To 16' Adds To Wall Load . SUPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud lgrall 3.50" 3.50' 800 / 1212 / 0 / 2012 L1 1 Ply 1 3/4" x 11 7/8' 1.9E Microllam® LVL 2 Stud wall 3.50' 150' 800 / 1212 / 0 1 2012 I 11 1 Ply 1 3/4" x 11 7/8' 1.9E Mic ollarne LVL DESIGN (TONTROLS: Maximum Design Control Control Location ' Shear (Ibs) 1910 -1690 9081 Passed (19 %) Rt end Span 1 under Snow loading Moment (I t -Lbs) 7716 7716 20525 Passed (38 %) MID Span 1 under Snow loading I , Live Load befl (in) 0.155 0.522 Passed (L/999 +) MID Span 1 under Snow loading Total Load Deft (in) 0.390 0.783 Passed (L/482) MID Span 1 under Snow loading - - Deftedion!Criteria HIGH(WL/360,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 wlfl 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. l -Note: See TJ SPECIFIER'S / BUILDERS GUIDES for multi le ' I; p ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 i . Phone : 503. 640 -6808 Fax :503693 -9738 GeoffrayWright @503- 640 -6808. id I: C pyri a k2002 by Tru. Sol or. a esyern.aueer uueineee • + eierollaom le a registered trademark of TrUS Joist. s: 12004 21S.. pnmao_b1ep\CaleulacioneWinalUde [lc nm.sca I O lit 320F. I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H_ENG. _INC . 0 106 i M4:4701101(ft Member In 3rd Floor to Caltilever to pick up Roof and Floor '°"°""r° 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microliam® LVL O I I 7J- eaen�(rM► 8.10 Serial Number 700300701 7 Page e 1 Engine verabon: 133 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • CONTROLS FOR THE APPLICATION AND LOADS LISTED I Men1ber Slope: W12 Roof Slope0l12 �i posies t>sore to' 6- E, it ; I All dimensions are horizontal. Product Diagram is ConceptuaL . LOADS: 1 • Analysis Is!for 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 , i Point(Ibs)j Snow(1.15) 1600 2424 10' 6' - Rim at Cantilever �'$racapJO6 w. 4 i Unifbrm(plf) Snow(1.15) 400.0 240.0 0 To 7' 6' Replaces Roof Load 1 Uniiforrn(pIf) Floor(1.00) 0.0 160.0 0 To 10' 6" Replaces Wall Load • UNform(plf) Floor(1.00) 640.0 240.0 0 To 10' 6" Replaces Floor Load SUPPORTS: , Input Bearing Vertical Reactions (Ibs) Detail Other ! Width Length LivelDeadlUpilrt/Total • 1 Stud wall 3.50' 3.50' 3560 / 1105 / 0 / 4666 L1 1 Ply 1 314" x 11 7/8" 1.9E Microllam® LVL 2 Stud wall 3.50" 10.75" 8551 / 7439 / 0 / 15990 Overhang 1 Ply 1 3/4" x 11 7/8' 1.9E Miicrollam® LVL • - Bearing length requirement exceeds input at supports) 2. Supplemental hardware is required to satisfy bearing requirements. ' I ' D ESIGN CONTROLS: ' j; ! Maximum Design Control Control Location Shear (Ibs) - 8565 -6644 9081 Passed (73%) RL end Span 1 under Snow loading Moment (Ft -Lbs) -17868 -17868 20525 Passed (87%) Right OH under Snow loading Live Load'Defl (in) 0.143 0.210 Passed (2L/530) Right OH under Snow ALTERNATE span loading Total Load Dell (in) 0.275 0.315 Passed (2L/274) Right OH under Snow ALTERNATE span loading ' -Defler ioniCriteria: HIGH(LL:L/360,TL:L/240). 1 - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8' olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load candIllons Considered in this design analysis include alternate member pattern loading. I1 • ii • PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 I Geoffrey Wright • J2K Engineering Inc. I. 4880 NE Belknap Court, Suite 115 ' i Hillsboro, OR 97124 . 1 - Phone : 503.640.6808 • i Fax :503-693 -9738 i • GeoffreyWrfght ®503- 640- 8808.1d Iii •I - C pyr igbt .6003 by True Joist. a Weyerhaeuser B um imam I • N icallai 1'a a r agiacarea craeoaark of rru , ; .,.nc, i l 6 y O -- r ' Nc\ 9004\ 0404ha_abase_bldp \Calcines /one \Final \rope Cant. and 1 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG._INC. _ a 07 i 4I 1At,?mTt (4,X10) Dedc Beams 0 ! TJ nIT 121GSenae 7003007017 5112 x 9112" 1.1E Solid Sawn Hem -Fir #2 ; user s 06 version: 1 Paget Engel' version: t THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • Engel' CONTROLS FOR THE APPLICATION AND LOADS LISTED • I 1S'6. ti . Product Diagram 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: i Input Bearing Vertical Reactions (Ibs) Detail Other , Width Length LiveIDead/Uplift/Total • 1 Stud wall 3.50' 3.50' 930 1 270 / 0 / 1200 By Others - Rim 1 Ply 1 1/4' x 9 1/2' 0.8E TJ- Strand Rim Boards 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 DONTRo t Maximum Design Control Control Location Sheer (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 pefl (in) 0.331 0.500 Passed (L1551) MID Span 1 under Floor loading Total Load Dell (in) 0.428 0.758 Passed (L/427) MID Span 1 under Floor loading ' - Deflection Criteria: STANDARD(LL:0.500',TL:L/240). - Bracing(L9: AN 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 Tn1s 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. • 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 I otit503-640-6808.id Copy[tgbc O 2003 by True J010E, a Weyerhaeueec 9•ueinere • 0 '1-0 '2-2 3 4cr3 I: , 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R_ENG. _INC . _ IJ 08 • . -7 I 1 1 J E Inc. 1 :: Qu 1 vs1L.e.1r L.a.6.4 ►a G► Vie:.. 71 I.EVE2.ad . gc4t elan ` '•' i `-ti+ . Fbu6.06..,1 a e.,, . ‘ .�_.,.r. '!. LOAQ1QG Nu4T . e .. S i�Ev p .. ► la 012.4) 012.4) ...� ' o6C!41,3 ►'o 6 _: 11.ii. ,. ou6�P&.T, I . A. ,'rya A� - - I..11.41w,G SPA,J/ t4,:a4o .Iv(s ciwri ' m . o..). S 1 1 1? 1 , F. 0.5( . 44+IZ)KO- 3 (1(0°T) . el3Z. (.12■3 . . 2 Fr , . ' • (c¢ o..5 (27)(4-0+rZ) +o.S (,lfo•Pr) :Ti .41 y . wiz a 4Fr • 1 .c,,,f CdO 1 Pt.F ( wdl.._ - Z) � ��aaolay). , • li _ • • 2 � . � . • J ,... .M.= w1: -+..'P a ± PAL . .............. . ... - . .74! 0 0!9 FT- L$.S. , . : . 11 . 1, 4 wT .. .. ..... ... • • I . • li "g 1,..m J " Pg. L��Me, 3Pt .. '1 I Cce4 E cumo1ba (s.s =T) + 4 « 4 3 1(0 s i- . 3 = '74Z. ►.qz : .... . • • : M : w.co = I fro 6,) + A CZ, "Pt,CSe) Ct _ , W 0 PT - S 1 '"1 I : "/ m C.O.`S t.es > 1,68E3 vas : reae ... ...C' T.aM¢s. + L %.4 buc.., T P,sY E4 L . .... ... ... F • ... I� �4- I� •.... . ... ............. . 3�r ..'.... ... � ... - 42t. I Project: Q6u62go1� �t.�or�t,�i4,,,,..s Job No.: (9 22_ Description: Page:35 o f: 3 9 I I . 04/12/05 15:20 FAX 1 +503 +693 +9738 J2B_ENG. _INC . _ 109 i 2nd Floor Cantilever For Decks Alkyrchieuser TJ- aearte seam Nu 711 2 PCS of 1 3/4" x 11 7/8" 1.9E MIcrollam® LVL War 2 4/121006 6:43:17 Aid �I . p 4j1V3Q arvon: t ie.* THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 11' • • Product Diagram is Corte 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 Uve Dead Location Application Comment Point(Ibs) Fbor(1.00) 640 192 10' - Deck Beam Uniiform(plf) Floor(1.00) 0.0 160.0 0 To 11' Replaces Well Loading Unifofm(plf) Floor(1.00) 0.0 240.0 0 To 11' Replaces Floor Dead Load Point(Ibs)' Fbor(1.00) 571 171 10' - Equivalent Deck Beam reaction SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LlvelDeadlUpllfUTotal • 1 Stud wall 3.50' 1.50' - 338 1 1284 / 0 / 1284 End, Rim 1 Ply l 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 1 314• x 11 7/8' 1.9E Microllarrl® LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 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 faefl (in) 0.061 0.315 Passed (2L/999 +) Right OH under Floor loading • - Deflecfion.Criteria: HIGH(LL11480,TL:U240). - Bracing(Liy): 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. ALVmONAL NOTES: - IMPORTANTI 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 slated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all ucs are readily available. Check wit your supplier y y pplier 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 Ti SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Kevin Clemo J2K Engineering, Inc. 4660 NE Belknap Court • Suite 115 Hillsboro, OR 97124 Copyright 0,2004 by Trus Joisr, a Wayarhaauaar Btainaaa metronome is a repiatered trademark of Trus Joist. (4- a Z ^J \\• Rut] \12k 041022\ H yhasc _OSda\catru:acioas\Fian: \2m rir cant.ama ow. 34, 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _ a 10 r i i Garage Header • Tr-9 Tb)9.,osaialN ^ m6a ' r ' � ' gQ ', �oo3oo O' 3 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 e i User 1+n4/2004 a30-12 a, Paso, Enginoveyon: m0.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 FL b , 9'w Product Diagram is Conceptual. . • LOADS: Analysis is for a Header (Flush 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 Uniform(pif) Floor(1.00) 0.0 200.0 0 To 9' Adds To Wall Load SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length UvelDead/Upllft/Total 1 Stud wall 3.50' 3.50' 360 / 1050 / 0 / 1410 By Others - Rim 1 Ply 1 12' x 11 114 TimberStrand® LSL 2 Stud wall 3.50' 3.50' 380 /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 (Ft - 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 Dell (in) 0.060 0.433 Passed (U999 +) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:U360.TLU240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' r 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. ADDITIOfIAL NOTES: - IMPORTANT1 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 limitations end 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. 1 - Allowable, Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 04022 : Geoff Wright J2K Engineering Inc. 1 4860 NE Belknap Court. Suite 115 Hillsboro, OR 97124 Phone : 503-640 -6808 Fax : 503-693-9738 i o(©503- 640- 6808.id i i copyrnec o 100] by 7rUA 1010C. 0 4eyerhaeuuer euninecu O 2-2-- 3 7 or ,31 • 04/12/05 15:20 FAX 1 +503 +693 +9738 J2R _ENG. _INC . _ 11 F in ! i ,4,,,vatiesiiit Beam at Envy Opening • 3343esmr 6.108er1 , PCS of 1 3/ x 11 7 /8" 1.9E Microllal LVL I UM: 2 8272004 32341 PM 1 Page Emirs Vrsien:1.lo.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,1 • 1 1 I I . J I i Product Diagram Is Concept i I LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 6' 3' Prima Load Group Residential • Living Areas Primary P - g (psf): 40.0 Live at 100 % duratlon, 12.0 Dead Vertical Loads: r Type ' Class Live Dead Location Application Comment 1 Unifonn(plf) Floor(1.00) 70.0 27.0 4' 8' To 8' Adds To Additional Floor Loading . SUPPORTS: i Input Bearing Vertical Reactions (Ibs) Detail Other I Width Length LIvelDeadlUpfrWTotal 1 1 Stud wall 3.50' 3.50' 1051 / 365 / 0 / 1418 End, Rim 1 Ply 1 114' 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 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® I I I DESIGN CONTROLS: I Maximum Design Control Control Location , Shear (lbs) -1543 -1080 7897 Passed (13%) Rt. and Span 1 under Floor loading I Moment (Ft -Lbs) 2749 2749 17848 Passed (15%) MID Span 1 under Floor loading Live Load Dell (in) 0.029 0.192 Passed (L/999 +) MID Span 1 under Floor loading Total Load Deft (in) -Deflection -Deflection Criteria: HIGH(LL•U480,T0.039 0.383 Passed (L/899 +) MID Span 1 under Floor loading L - 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 ADDITIONAL NOTES: I - IMPORTANTI The analysis presented is output from software developed by True 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. 1 1 and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. I -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. 11 1 -Note: See TJ SPECIFIER'S / BUILDERS GUIDES for multiple ply connection. I PROJECT INFORMATION: OPERATOR INFORMATION; 04 Geoffrey Wright J2K Engineering Inc. • i 4660 NE Belknap Court, Suite 115 I, I Hillsboro, OR 97124 ! - Plane : 503- 640 -6808 Fax : 503.693-9738 GeoffreyWright@503- 640- 6808.id �pyri O 1003 b1' Pfla JOtec. a Weye:hneuner 8usiaesa wl erella� � e n repiatored [Il N : of aeaa t let I D X62. N:\ 2000\ 016 B_ yhaee _b1dp\Calculatians\rioal\boam at ancry.mu , ' (ter 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG. _INC . _ Q 1 1 2 I ' ^ � I � _`! - _ '�//.�} (TAI) Headers @ 6'-6" Windows at Garage TJ_eoam & O vial 3 x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 I VZ 11 n2400410:51:54 Ng., ry,gabe%Anion:,,10-3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED piE Product Diagram is Conceptual. 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 Unlform(plf) Floor(1.00) 640.0 240.0 0 To 6' 6' Replaces Floor Loading Uniform(plt) Snow(1.15) 200.0 120.0 0 To 6' 6" Replaces Roof Loading Uniforrn(plf) Ftooi(1.00) 0.0 180.0 0 To 6' 6" Replaces Wall Loading " I SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadlUpliifUTotal 1 Stud wall 3.50' 3.50' 2730 / 1785 / 0 / 4515 By Others - Rim 1 Ply 1 1/2' x 11 1/4' 1.5E TlmberStrand® LSL 2 Stud Wall 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 Dell (in) 0.041 0.206 Passed (U999+) MID Span 1 under Snow loading Total Load Deft (in) 0.068 0.308 Passed (U999 +) MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL:L/360,TL:L240). - 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 1 � PROJECT INFORMATION: OPERATOR INFORMATION: • 04 Geoff Wright .12K Engineering Inc. 4660 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 Phone : 503 - 640-6808 Fax : 503-693-9738 L of 503-640- 6808,id - Copyright 0 R oo? by Spa Joint, a Wayorna ova or Rvalnoaa CAI i s Z . 3 37 • I I I. I