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Specifications (2) ONCE COPY J2K Engineering, Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 -8402 m a (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) 4/..4 CVO 03 Oy2 O 5v✓ c70 " five CALCULATIONS /6 2- 5w ° '� 4 - v /0 yZy �w 9'o X � FOR / O 4' 2. 90 v-A A / 4 /2g' S-w 9a �! , /�' ✓C Lateral Bracing and Framing Members DESCRIPTION PAGE 4 Loading summary •7j 2 Lateral Bracing Floor Plans � / �� � � ' � /� 3 Lateral Analysis i� -ry 8 Footing Analysis 24 Stud Analysis 26 Framing Members 29 � S i D 10,975 4 $ i 7 , ` / .ate OR16oid (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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I • E u 1 3 z' '� _ _ . . . . . zN, • • .� • . F% -- z w II . II 2N -S ... . ... 1 �y . s • . . - -_ :-7.--7-. _ ------- _ _-= .. -:__= ei �1 _ -_ ._ . 42 Project: 5 4.0/280 - co ti Do S Job No.: e / -o Z'�. Description: Page: 8 of::-.9 Lateral Analysis: J2K Engineering Inc. ' Mean Roof Height, h := 32ft Note: Loading criteria designed per 2003 IBC, however Roof Slope, O := 34deg loading is greater than that of 1998 OSSC, and thus, this design is valid for both codes. Basic Wind Speed, V := 100 Wind Exposure, EXP := "B" Load combo, LC := 1 (1 = basic (1605.3.1 & 1605.2.1), 0 = Alternate (1605.3.2) ! Direction Factor, Kd := 0.85 if LC = 1 Kd = 0.85 _ 1.0 otherwise Building Class., BC := 1 (1 = Enclosed, 0 = open, 2= partial enclosed) Internal press. Coeff., GC := 0.18 if BC = 1 GC = 0.18 0.55 if BC = 2 0 otherwise Extrnl Press. Coeff., left-right Cpwir := 0.8 Cpl := 0.5 Cps := 0.7 Cprw := 0.3 Cprl := 0.6 front -back Cpw := 0.8 Cpl f := 0.3 Cps := 0.7 Cprw := 0.18 Cprl := 0.7 Gust Factor, G := 0.85 Exposure Coeff., K15 := 0.57 1(20 := 0.62 K25 := 0.66 1(30 := 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, lbm = lb. sec - ft 4 qz := 0.00256psf•Kt•Kd•K15- V -I 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 qz 0.00256psf- Kt- Kd•K30•V gz = 15.2 psf qz 0.00256psf•Kt•Kd•K40•V -I gz = 16.5 psf qh := 0.00256psf •Kt.Kd- Kh•V qh = 15.5 psf qi := 0.00256psf•Kt•Kd•Kh•V -GC qi = 2.8psf PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: r 5 Lateral Analysis: J2K Engineering Inc. Design Wind Pressures, Left - Right: Pw15.1r gz15 Pw15.1r = 8.4psf Pw20.1r gz20'G'CpwIr PW20.Ir = 9.2psf Pw25.tr = gz25 PW25.Ir = 9.8psf Pw30.Ir gz30'G'Cpw1r PW30.Ir = 10.4 psf PW40.Ir gz40'G'CpwIr PW40.Ir = 11.2 psf Leeward Wall Plw := gh•G•Cp1 PIw = 6.6psf Leeward Roof PIr gh•G•Cpr1 Pir 7.9psf Windward Roof Pwr := gh•G•Cprw Pwr = 4 psf Front - Back: Pw15.fb: gz15•G•Cpwfb Pw15.fb = 8.4psf Pw2o.1b gz20 Pw20.fb = 9.2 psf Pw25.fb gz25 Pw25.fb = 9.8psf Pw3o.fb gz30'G•Cpwfb Pw3o.fb = 10.4 psf Pw40.fb gz40'G'Cpwfb Pw40.fb = 11.2 psf Leeward Wall Plw fb := gh•G•Cpl PIw = 4 psf Leeward Roof Plr := gh•G•Cprlfb PIr = 9.2 psf Windward Roof Pwr := gh•G•Cprw fb Pwr = 2.4 psf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: /O or Lateral Analysis: J2K Engineering Inc. Uniform Loads at Diaphragms: Left - Right: w1w :_ (Pw25.1r + Plw + (Pw3o.ir + Plw + (Plr + Pwri ft. sin(6 w = 111 plf w2w := (Pw15.1r + Plw + (Pw20.1r + Plw + (Pw25.ir + Plw w = 160 plf w3w := (Pw 15.1r + Pl wi r ) loft w3, = 150 plf Front - Back: Waw := (P"" 25.fb + Plw + (Pw fl , + Plw + (Plr + Pwr w = 99p1f wbw := (Pw15.fb + Plw + (Pw20 + Plw + (Pw25 + Plw w = 134 plf wcw• := (Pw15.fb + Plw 10ft w = 124 plf PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: // o 5.1 • ' 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 := Fa-S S = 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, SdI := 2•Smi _ 3 Sdt = 0.43 Response modifcation Factor, R := 6 Overstrength Factor, f2 := 3 Deflection Amplification Factor, Cd := 4 Seismic Shear Coefficient, C := 1.2•Sds - R C = 0.147 V := C Conn. /Collector Amplification Factor, C := 1.25 Wall Connection Force Factor, C,,, 0.10 if (0.4•I < 0.1 C = 0.29 (out of plane) (0.4•I otherwise Truss/ Beam Connection Factor, Cb := 0.05 Part/portion Connection Factor, C := 0.05 if (0.133•S < 0.05 Cpart = 0.10 (0.133•Sd otherwise PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: (2. c 3`t Lateral Analysis: J2K Engineering Inc. 3rd Floor: [(15psf•80ft•33ft) + (1OPsf.226ft..a) + (8Psf500ft w._ w, = 124 plf 80ft l C(15psf•33ft•80ft) + C10psf•226ft• 9� J + (8Psf.5ooft. wis 33ft wi = 301 plf 2nd Floor: [(15psf•80ft•32ft) + (10psf•224ft• 18ft) + (8psf•500ft• 18ft I]•Vs 2 2 wbs 80ft wb = 173 Of [(15psf•32ft•80ft) + \ + (8Psf.5ooft-)].V w w2 = 433 Of 32ft 1st Floor: [(1 5psf•80ft• 3Oft) + (10Psf.220ft.-_) + C8psf•500ft• Jl•V ws 80ft J w = 168 plf — [(l5Psf.30ft.80ft) + 10psf•220ft• 1 2+ (8psf500ft1V wa 30ft J was = 449 plf 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 w = 173 Of 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 o F3c1 . • Lateral Analysis: J2K Engineering, Inc Wall Lind Loading: 3rd Floor: 2nd Floor: RUA := was' 1 RUA = 994 lb RMA := RUA + wb 1 Zft RMA = 2381 lb RUB := was 16ft Rug = 1988 lb RMB := RUB + w 16ft Rang = 47621b R := was' 12ft R = 994 lb RMC := Rix + wbs' 1 RMC = 23811b Rut := wls• 3 Rui = 49701b RMl := Rut + w2s• 32ft RMl = 11471 lb R := w 33ft RU2 = 4970 lb RM := RU2 + w2s 3 �q R, = 11471 lb 1st Floor: RLA := RMA + wcs 12 ft RLA = 3727 lb RLB := Rrig + w 16ft kg = 7454 lb RLC := RMC + wcs 12ft RLC = 3727 lb RLI := RM1 + w3 3 R = 18203 lb R := RM2 + w3s• 30ft RL2 = 18203 lb PROJECT: Ashbrook Condominiums JOB No.: 04-022 Matrix Development Corporation PAGE: / y Die l'i Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls: IRuAI Lateral Force: RUA = 994 lb Wall Height: htRUA := 9ft Total Wall Length: LRUA.diap := 31.5ft Total Shearwall Length: LRUA := 23.5ft Minimum Shearwall Length: LRUA.mi„ := 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: vRUAdjap = 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 = 7796 lb ft w/ 8d nails @ 6" o.c. edges (12" field): Uplift: URUA = —564 lb No Holdown Required FRuB I Lateral Force: Rug = 1988 lb Wall Height: ht RUB • 9ft Total Wall Length: : diap := 33ft Total Shearwall Length: LR,;B := 10.5ft Minimum Shearwall Length: L RUB.mi;, 10•5ft Wall Dead Load: WtRUB = 330 plf Dead Load Point Load: RUB = 2970 lb Wall Design Shear: vRUB = 189 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRUB.diap = 60 plf Use Shearwall #0 Overturning Moment: Mo = 17891 lb ft Allowable Shear =.260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRUB = 49376 lb ft 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: i56f J� ' Lateral Analysis: J2K Engineering, Inc 3rd Floor Walls (cont.): IRuc 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.min := 8.5ft Wall Dead Load: v`'tRUC = 210 plf Dead Load Point Load: PRUC = 840 lb Wall Design Shear: vRUC = 35 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: vRUC.diap = 32 plf special nailing required Use Shearwall #0 Overturning Moment: MoRuc = 2668 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l 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 Rui Lateral Force: Rui = 4970 lb Wall Height: htRUl := 9ft Total Wall Length: LRUI.djap := 80ft Total Shearwall Length: LRUI := 31.29ft Minimum Shearwall Length: LRUI min := 3.27ft Wall Dead Load: wtRU1 = 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: Mo = 4674 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRUI = 2764 lb ft w/ 8d nails @ 6" o.c. edges (12" field) Uplift: U RUI = 866 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 5 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation r/ e rr p PAGE: l� Lateral Analysis: J2K Engineering, Inc — 3rd Floor Walls (cont.): • I RU2 I Lateral Force: RU2 = 4970 lb Wall Height: htRu2 := 9ft Total Wall Length: LRU2.diap 80ft Total Shearwall Length: LRU2 := 31.5ft Minimum Shearwall Length: LRU2.min := 3.5ft Wall Dead Load: wtRU2 = 150 plf Dead Load Point Load: PRU2 = 600 lb Wall Design Shear: vRUZ = 158 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRU2.djap = 62 plf Use Shearwall #0 Overturning Moment: MoRu2 = 4970 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE Resisting Moment: MrRU2 = 3019 lb ft w/ 8d nails @ 6" o.c. edges (12" field) . Uplift: U RU2 = 845 lb Provide 'Simpson' MSTI60 at each end of shearwalls. Detail 3 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: or,,-7 Lateral Analysis: J2K Engineering, Inc 2nd Floor Walls: RMA I RuA = 994 lb htRuA = 9 ft Lateral Force: RMA = 2381 lb Wall Height: htRuA := 9ft Total Wall Length: LRMa _d;ap := 30ft Total Shearwall Length: LRMA := 12.5ft Minimum Shearwall Length: LRMAAmin := 12.5ft Wall Dead Load: wtRMA = 420 plf Dead Load Point Load: PRMtA = 1680 lb Wall Design Shear: VRMA = 190 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMA.d;ap = 79 plf Use Shearwall #0 Overturning Moment: MoRMA = 31367 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE: Resisting Moment: MrRMA = 53813 lb ft w/ 8d nails @ 6 o.c. edges (12" field) Uplift: URMA = -361 lb No Holdown Required RMB I RuB = 1988 lb htRuB = 9 ft Lateral Force: RMB = 4762 lb Wall Height: htR := 9ft Total Wall Length: I-RmB.diap := 30ft Total Shearwall Length: LA := 30ft Minimum Shearwall Length: L .m jn := 30ft Wall Dead Load: wtRMB = 660 plf Dead Load Point Load: PRmB = 2640 lb Wall Design Shear: vRMa = 159 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMB d; = 79 plf Use Shearwall #0 Overturning Moment: MoRMB = 62734 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'I panel...ONE SIDE. Resisting Moment: MrRMB = 376200 lb ft w/ gd 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: pf 3r • Lateral Analysis: J2K Engineering, Inc, 2nd Floor Walls (cont.): RMC I R = 994 lb htRuc = 9 ft Lateral Force: R = 2381 lb Wall Height: htRMC := 9ft Total Wall Length: L RMC.aiap 30ft Total Shearwall Length: LRMc := 13ft Minimum Shearwall Length: LRMC.m;n := 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: vRMC.ajap = 79P1f special nailing required 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 No Holdown Required (RMC I Rur = 49701b htRul = 9 ft Lateral Force: RMt = 11471 lb Wall Height: htRM1 := 9ft Total Wall Length: LRM l.aiap 80ft Total Shearwall Length: LRMI := 20ft Minimum Shearwall Length: LRMi.min := 4ft Wall Dead Load: wtRMl = 360 plf Dead Load Point Load: PRM1 = 2520 lb Wall Design Shear: vRM1 = 574 Of Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRMI.ajap = 143 plf Use Shearwall #2 Overturning Moment: MoRM1 = 20647 lb ft Allowable Shear = 686 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRMI = 12960lbft w/ 8d nails @ 3" o.c. edges (12" field) Uplift: URM1 = 300216 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.): IRm21 Rue = 49701b htRu2 = 9 ft Lateral Force: RA = 11471 lb Wall Height: ht , := 9ft Total Wall Length: LRM2.diap := 80ft Total Shearwall Length: LRm2 := 30ft Minimum Shearwall Length: LRM2.min := 3ft • Wall Dead Load: wtRA42 = 300 plf Dead Load Point Load: Pwvt2 = 1200lb Wall Design Shear: vRM2 = 382 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: vRM2 d; = 143 plf Use Shearwall #2 - Overturning Moment: Mo = 10324 lb ft Allowable Shear = 490 plf 7/16 ". APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRm2 = 4950 lb ft w/ 8d nails @ 3" o.c. edges (12" field) . Uplift: Uttm2 = 23411b Provide Simpson' MSTI6O at each end of shearwalls. _ Detail 3 or 5 per framing requirements. PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: or 3/ Lateral Analysis: J2K Engineering, Inc 1st Floor Walls: I KEA I RuA = 994 lb RM = 2381 lb ht = 9 f htRuA = 9 ft Lateral Force: RLA = 3727 lb Wall Height: htR := 9ft Total Wall Length: LRLA.diap := 30ft Total Shearwall Length: LRLA 24ft Minimum Shearwall Length: L RLA.rnin := 24ft Wall Dead Load: wtRLA = 630 plf v RLA.plate = 133 Of Dead Load Point Load: PRLA = 2520 lb Wall Design Shear: vRLA = 155 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm S VRLA.d;ap = 124 plf Use Shearwall #0, Anchor Bolt #0 (Std. Spc'g) Overturning Moment: MoRLA = 58348 lb ft Allowable Shear = 260 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRLA = 241920lbft w/ 8d nails @ 6" . o.c. edges (12" field) Uplift: UREA = -4289 lb No Holdown Required I RLB I RUB 19881b R 4762 ht = 9ft ht 9 ft UB = MB = RUB - RMB = Lateral Force: RLB = 7454 lb Wall Height: htRiB := .9ft Total Wall Length: L H B.diap := 30 ft Total Shearwall Length: LRI..B = 30ft Minimum Shearwall Length: _LR f := 30ft Wall Dead Load: wtRLB = 990 plf vRLB.plate = 133 Of Dead Load Point Load: PRLB = 4950 lb Wall Design Shear: vRLB = 248 plf Diaphragm Shear Adequate, no ties or Diaphragm Shear: VRLB d;ap = 248 plf special nailing required Overturning Moment: MrRLB = 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: MrRLB = 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: r ef Lateral Analysis: J2K Engineering, Inc 1st Floor Walls (cont.): I Ric I R = 994 lb R = 2381 lb htRuc = 9ft htRMC = 9 ft Lateral Force: RLC = 3727 lb Wall Height: htRLC := 9ft Total Wall Length: LRLC.dlap := 26.5ft Total Shearwall Length: LRLc := 26.5ft Minimum Shearwall Length: LRLC.min := 26.5ft Wall Dead Load: wtRLC = 630 plf vRLC.plate = 133 plf Dead Load Point Load: PRLC = 2520 lb Wall Design Shear: v RLC = 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: MoRLC = 58348 lb ft Allowable Shear = 364 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: MrRuc = 287989 lb ft w/ 8d.nails @ 6" o.c. edges (12 "- field) Uplift: URLC = -5043 lb No Holdown Required Ru1 = 49701b RM1 = 11471 lb htRul = 9ft htRM1 = 9 ft Lateral Force: R = 18203 lb Wall Height: ht,u1::= 9ft Total Wall Length: L : l di = 80ft Total Shearwall Length: LRL1 := 24ft Minimum Shearwall Length: Llu.l.mid :_ 6ft Wall Dead Load: wt = 450 plf vRu.plate = 607 plf Dead Load Point Load: P RL1 = 2250 lb Wall Design Shear: vRL1 = 758 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: v�l d; = 228 plf Use Shearwall #4, Anchor Bolt #4 Overturning Moment: MoRL1 = 40956 lb ft Allowable Shear = 760 plf 7/16" APA -rated struc'l panel...BOTH SIDES. Resisting Moment: MrRL1 = 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: ZZ or J Lateral Analysis: J2K Engineering, Inc • RL2 R 49701b R 1147 lb t 9ft ht U2 = M2 = ht = Rnaz = 9 ft Lateral Force: RL2 = 18203 lb Wall Height: ht := 9ft Total Wall Length: LRL2 diap := 80ft Total Shearwall Length: LRu := 25ft Minimum Shearwall Length: LRL2.min 2.5ft Wall Dead Load: wt 2 = 450 plf V RL2.plate = 280 plf Dead Load Point Load: PRL2 = 180016 Wall Design Shear: v = 728 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRL2 d; = 228 plf Overturning Moment: Mo = 23381 lb ft Use Shearwall #5, Anchor Bolt #2 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: Ulu.2 = 7777 lb Provide 'Simpson' HDQ8 at each end of shearwalls . wl SSTB28L. • - Detail 7 Alternate shearwall at Building 1, Unit 1, Facing Oak St. I RLA2) RUA2 = 9941b RMA2 = 2381 1b htRuA2 = 9ft ht RmA2 = 9 ft Lateral Force: RLA2 = 3727 lb Wall Height: ht := 9ft Total Wall Length: L := 30ft Total Shearwall Length: L := 9ft Minimum Shearwall Length: LR m; ,, := 2.33ft Wall Dead Load: wtRLA2 = 630 plf VRLA.plate = 133 plf Dead Load Point Load: PR1,A2 = 2520 lb Wall Design Shear: vRLA2 = 414 plf Diaphragm Shear Adequate, no ties or special nailing required Diaphragm Shear: VRLA2.diap = 124 plf Use Shearwall #1, Anchor Bolt #0 (Std. Spc'g) Overturning Moment: MoR1.A2 = 15106 lb ft Allowable Shear = 532 plf 7/16" APA -rated struc'l panel...ONE SIDE. Resisting Moment: Mr RLA2 = 7582 lb ft w/ 8d nails @ 4 " , o.c. edges (12" field) Uplift: URLA2 = 4314 lb Provide 'Simpson' HTT22 at each end of shearwalls w/ SSTB24L. Detail 6 PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 23a 31 Footings at Front Wall Holdowns: P := 77771b ftg 150pcf •(8in• 10in + 16in•30in)•11.33ft ftg = 6609 lb wall (10psf•27ft+ 15psf.4ft+ 12psf•2•4ft)•11.33ft wall., = 4827 lb weight := wall, + ftg weight = 11436 lb weight FS := FS = 1.5 P Check Bending in Footing: P• 11.33ft M 4 M = 220281b ft A := 3.0.2in f := 2500psi Fy := 60000psi d := 23in b := 30in a := Fy As a = 0.565 in 0.85•fe b (1)M := 0.9•FyA — 21 4 M = 61338 lb ft M := M.1.3 J 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 q PAGE: Ztt Of 3i Footings at Garage Wall Holdowns: P:= 44261b L 10ft ftg,,,, := 150pcf •(8in• 10in + 16in•8in)•L ftg,,,, = 21671b wall (10psf•27ft + 15psf.4ft + 12psf•2.4ft)•Lft wall,,,, = 4260 lb weight := wall,,,, + ftg,,,, weight = 6427 lb weight FS := FS = 1.5 P Check Bending in Footing: P. /a := P./a 4 M = 11065 lb ft A := 2.0.2in f := 2500psi Fy := 60000psi d := 23in b := 30in a:= FyAs a = 0.376 in 0.85•f 4 M„ := 0.9•F d — 2) (1)M. = 41061 lb ft M,,:= M•1.3 `` J M„= 14385lbft Footing to be 8 in. deep, 16 in. wide w/ (2) #4 bars cont. (Standard Footing) (8) ( Z ) t yo psF - (s) t lopsF(. -d _ ly7oPl� _ - /103F�•F 1 /(G ,L8` Fes, Cry w - 55 (2) t N 1 5F ( / r ( /O, (7 -0 2-9L/041-( l2 - 1i47 Psi 01 /o Frr— PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2 3 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 DI-tot := DL + DLWi LLtot LLr DI-tot = 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 = 10psf 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 I := 5.36 in E := 1600000•psi Ct, := 1.5 F := 2020 •psi DOI-roof 1.15 Number of Framing Members per Spacing: n := 1; DOL := 4 (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: .3ni TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Allowable Load for Framing Members VERTICAL LOADING CHECK End Reaction, R := (Di-tot + LLtot) •s R = 1896 lb check end bearing, R f g . _ - f =361 psi - n•A Allowable bearing stress, . F := DOLroof•Fg Reaction end bearing is OKAY without _ % steel bearing surface /o (for 115 Load Duration...roof) F = 2323 psi check allowable axial load for member, F' DOL roo • Cfc ' Fc KcE:= 0.3 KcE•E c := 0 .8 F _ FcE H 2 C := cE F'c column stability factor, (7ij o.s allowable axial load, [( C + C C= 0.26 P := CF'An P = 2470lb c CHECK member deflection with WIND /SEISMIC loading ONLY: SET L/240 as "ALLOWABLE" member deflection H Hallow 240 H allow = 0.45 in 5•s•LLw1•H Member is adequate for "ALLOWABLE" Awl := A = 0.24 in Deflection • 384•E•I•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, F' := DOLwind - Cfc • Fc KcE := 0.3 F := KcE • E FcE C H l 2 c:= 0.8 C:= — d Fc column stability factor, 1+ c [(1 c)2 C o.s C p C = 0.23 2c 2c c P allowable axial stress, FcDES F'c• FcDES = 476 psi PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: 2? 0-r- 31 TALL FRAMED WALL REVIEW (cont'd) J2K Engineering, Inc. Evaluate Combined Loading on the column: z Allowable Bending Stress, F'b := Cfb 'Cr •DOL wind Fb F'b = 2070 psi M := 0.75 LL s� (H) t.. 1 8 actual bending stress, M ) • fb := n.S fb = 408 psi 2 f9 + fb = 0.93 < 1.0; therefore, Member is adequate for FIDES fy Combined Axial and Bending stresses F' 1 - FcE PROJECT: Ashbrook Condominiums JOB No.: 04 -022 Matrix Development Corporation PAGE: • Ii 40,01� Typical Floor Joists TJ- Beam(TM) 6.10 Serial Number: 700 0070177 11 7/8" TJI® 110 @ 16" o/c PM Pagel EngneVersion: 03 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 16' " 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 SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8" TJI® 110 2 Stud wall 3.50" 3.50" 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8" TJI® 110 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 540 -534 1560 Passed (34 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 540 540 1350 Passed (40 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2105 2105 3015 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.262 0.390 Passed (U713) MID Span 1 under Floor loading Total Load Defl (in) 0.341 0.779 Passed (L/548) MID Span 1 under Floor loading • TJPro 39 30 Passed Span 1 - Deflection Criteria: HIGH(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 Phone : 503 - 640 -6808 Fax : 503-693-9738 GeoffreyWright @503 -640 -6808. id Copyright c 2003 by Trus Joist, a Weyerhaeuser Business O I . D Z .- TJI® and TJ -Beam are registered trademarks of Trus Joist. " (J f e -I Joist'", Pro'" and TJ -Pro" are trademarks of Trus Joist. N: \2004 \04022 \B_phase_bldg \Calculations \Final \floor joists.sms 2-, G y 31 • IIA / i0 w � - - _ . - _ -- — --- .. - .. - - - — — - -- r • X - _" .__ 114' X ■ 7A1' IQ4 L►� ►? I r - o r 111./ I.M. en 7 () IV4'XIIW —.•_ 1. 1 I r O II W'TJ 110 Q� p4ae NO CA A a O' 00Trr NIP O:I wo G1 N •, NI Px9710'I>Q4 C WFU+'xII :9141 Nil ' 11 r � 1d/4 • Xt 7/0' eJC,d II MIW r PO 1 Mk Eh v C7 . M g W wK• x e ws Mats -airs III. a 14Md!. !J1 PALM stem( IIalo1/ +' eh 1 0 II 11s' TJ 11D i 11N0 MOM Tf} ao p sx_ NIJae�w, N ,� Q ink f ®0 'Mr TJ Ilo v ' btsta� To nla$wl y N ee sow Dr 1 u 'E'r PANG �' C I per CA CA ATI ' Ch CA g2i co v v 7 . F 8 i 1 ;/ l! I( N ro ut L , O mew mew Jaen, r� I 1 INN a er ie ': 81 N • $ I j 7 I ar st wln O I, �'11 § O 11 W T., no (2) 14:ILMA b pi v. I \ Q l�LNy4>a9 I I/4 A • W GG nr x Mir L! LVLO co mmuota» L 4' -• O 4f W CO M x II- 14 L 4 x II - 710 L! lVL • x I! -1AS' L� %NMI MIN x IF1/b' LE Mt /1 • 7 ink DM 14Ni4el T1T �`J 0 P ' :e L....L.. 11 I W Ilttr I 0 I 11 gi I D o ri���IIOhIIIIIII����iiJII I • o IIIIIIIIIIIIII�IIfIl10111IIft11 - - - OWId14'x • i Oj 4942 ten IBM 114/11 1.4! IA NZ MO w 1 ew x Hew MB LVL ° J2er x +uw �� lwlesR >rir Q Q or ow v - . - -.. - - - -.- - -- -- .- - -- - - . - -- - -- - Ilh ... • • Is) I LEFT I y . 1. NO FLOOR FRAMING PLAN LEFT — THIRD FLOOR FRAMING PLAN scau SCAB t 1/4 . t ��•ar, vv 1J. cu rn_t 1- ouJ +oa;] +a7j8 J2R _ENG._INC. • WP 02 I k M r l4�� Typical Floor Joists TJ- 8eenn(TM) 9.10 se,Mal T 7009007 Oil 11 7/8" TJI ®110 @ 16" o/c User. 2 5V2034 2:3332 PM per ewe veyoe :1.103 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • I • • J ; , r . 4 Product Megrim is Conceptual. LOADS: ; Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 120 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total • 1 Stud wall 150' 350• 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8' TJIS 110 ' • 2 Stud wall 3.50' 3.50' 427 / 128 / 0 / 555 End, TJI Blocking 1 Ply 11 7/8' TJI6) 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 (1./713) MID Span 1 under Floor loading Total Load Dell (in) 0.341 0.779 Passed (1)548) MID Span 1 under Floor loading TJPro 30 30 Passed Span 1 , - Deflection Criteria: HIGH(LL:L/480,TL:L/240). • -Oeflection is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED & NAILED wood deddng. - Sracing(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 ( Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural:analyss of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ Product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed -Not all products are read available. Check with y a Ti Associate. ility. • IY your supplier or Ti TJ technical representative for product availability. . • THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • • PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright • J2K Engineering Inc. i 4660 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 Phone : 503 - 640.6808 • Fax : 503-693-9738 Geoff reyWrig htl 503 - 640.6808. id Copyright 0 200] by True Joist, e Weyerhaeuser 9 Trus !O � ` 7.t., 7.t., Wig and N -Beso/ ero ropiseeroa trademarks o2 f Tr�n Joiac. • 0-I Jeiac.,Pee• and ,J-ory- are trademarks a! True Joie :. ET, 7091 \ 040 7 2 \a_phme_Lldp \cal= ulecions%Fin \h iois:s•=s 'blot 31 ' 04/12/05 15:20 FAX 1+503 +693 +9738 J2g�NG,_INC. l 03 Iii I I Header at Stair Opening • T Sewn( T . 1 3/4" x 11 7/8" 1.9E Microllam® LVL Q User. z 027634 2:39:04 w Pagel Ergile Vesion :1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' CONTROLS FOR THE APPLICATION AND LOADS LISTED • I: 1, I • la - 1 __ . • - I D p Product Diagram is CanceptuaL LOADS: • Analysis Is'for a Header (Flush Beam) Member. Tributary Load Width: 8' Primary Load Group - Residential - Living Areas (paf): 40.0 Live at 100 % duration, 12.0 Dead i.: SUPPORTS: SUPPORTS: Bearing Vertical Reactions (Ibs) Detail Other i I 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 7/6• 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 3.50• 360 / 117 / 0 / 477 End, Rim 1 Ply 1 1/4" x 11 718" O.8E TJ- Strand Rim Board® I DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 424 -70 3948 Passed (2%) Rt end Span 1 under Floor loading • • Moment (Ft -Lbs) 282 282 8924 Passed (3 %) MID Span 1 under Floor loading • Live Load Dell (in) 0.002 0.067 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (In) 0.002 0.133 Passed (L/999 +) MID Span 1 under Floor loading • • I -DefectionlCriterla H1GH(LL:U480,TL:L/240). - Bradng(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of 'i lateral bracing is required to achieve member stability. 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, mputdesign loads, and stated 'dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. F F -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 Ti Custom product listed above. I' 1 I I 1: • • • PROJECT INFORMATION: OPERATOR INFORMATION: • • i _ 04-022 i Geoffrey Wright i J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 • I Phone : 503 - 840-8808 • • y! i Fax :503 - 893 -9738 GeoffreyW � rlghtj 503 64O.6808.id Copyr!oht 012007 by True Joist. a Wayer:.aeusar Business 7 Mlerolla le a registered trademark of True Joint. /� j O 1 0 :12006\04022 \s et ba 1 (`J^/7 d0 \Caicu:acioas\rim211ra stair eaaa.ses • iC) X11 . 1 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. _ lit) 04 • � ' W Double Joist at top of stairs T.14 6 esn( e.10Sid Numben 30 0 17i 11 7/8" TJI® 110 2 Iles 0 M z az7R psi OO. zaa:+o , P 16" O/C Page Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • i i I • - 4 _ 1110 1 I Product Diagram le Conceptud. L O ADS: ' 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 Comment i PoInl(Ibs) I Floor(1.00) 360 117 12' 6 - Header at Stairs . 1 Unifomr(PIf) Floor(1.00) 240.0 90.0 12' 6' To 16' Replaces Stair Loading Uniforn(p Floor(1.00) 40.0 15.0 0 To 12' 6' Replaces Floor Loading SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other P 1 Width Length Live/Dead/Uplift/Total C 1 Stud wall 3.50' 2.25' 466 / 171 / 0 / 636 End. Rim 1 Ply 1 1/4" x 11 718' 0 -8E TJ- Strand Rim Board® 2 Stud wail 150' 225' 1234 / 449 / 0 / 1683 End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E T,! Strand Rim Board® DESIGN CONTROLSi Maximum Design Control Control Location Shear (1b4) - 1614 - 1587 3120 Passed (51%) Rt. end Span 1 under Floor loading Vertical Reactkm (lbs) 1614 1614 2036 Passed (79 %) Bearing 2 under Floor loading • Moment (Ft -Lbs) 3550 3550 6030 Passed (59%) MID Span 1 under Floor loading ' Live Load Oaf! (in) 0.220 0.390 Passed (L/849) MID Span 1 under Floor loading • • Total Load Defl (In) 0.300 0.779 Passed (1.1824) MID Span 1 under Floor loading TJPro I 52 30 Passed Span 1 -Deflealon HIGH(LL:U480,TL11240). - Deflection'anaysis is based on composite action with single layer of 19/32" Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): AU compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.1 i I I PROJECT INFORMATION: OPERATOR INFORMATION; 04 -022 i Geoffrey Wright J2K Engineering Inc. 4680 NE Belknap Court, Suite 115 • Hillsboro, OR 97124 Phone :503840 8808 • Fax :503 - 693 -9738 ' • GeotTreyWrighm503- 640- 6808.id i I copyri 012002 by True =oleG. a Weyerhaeuser Uueinoeu . Tyre and 1 ere rogietered trademarks of Trus Joist. • -I Jolet °.Prom and TJ -pro° arc trades irks or ^ ruS Joiac. 0 L - O Z-' / B, \7004 \ 04077 \0 -pbase _bldg \Caicula_iors \Piosi \dbj ;cite 3rd acaira.sme ! G i3 07 ! I u4 /1LiU5 15:20 FAX 1 +503--693+9738 J2H�NG._I \C. X05 .. A.. s , , 1 111 4P" il4 "`? Rim at Cantilever, 3rd Floor F , . • T�ae�cnwl 8.10 sew w � +i` 2 Pcs of 1 314" x 11 7/8" 1.9E Microllam® LVL User. 2 94rr{OO4 231 :18 PM Page 1 Engine v :1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • Member Slope; 0/12 RodSlope0/12 I AB ctirnensions 16' e ere horizonte . Product ttiegram is Conceptual, ' . til LOADS . III 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 Vertical Lords: Type I Class Live Dead Location Application Comment ' Uniform(pit) Floor(1.00) 0.0 80.0 0 To 16' Adds To Wall Load I . SUPPORTS: ' Input Bearing Vertical Reactions (ibe) Detail Other Width Length Live/Deed/Uplif/Total 1 Stud !prall 3.50' 3.50' 800 / 1212 / 0 / 2012 11 1 Ply 1 314' x11 7 /8' 1.9E MIaolam® LVL 2 Stud Tan 3 -50' 3.50' 800 / 1212 / 0 / 2012 L1 1 Ply 1 3/4' x 11 7 /8' 1.9E MicroUam® LVL DESIGN crONTROLS: I • I Maximum Design Control Control Location Shear) 1970 - 1690 9081 Passed (1996) Rt end Span 1 under Snow loading Moment (Ft -Lbs) 7716 7716 20525 Passed (38%) MID Span 1 under Snow loading • Uve Load befl (in) 0.155 0.522 Passed (1./999 +) MID Span 1 under Snow loading Total Load Dell (in) 0.390 0.783 Passed (L1482) MID Span 1 under Snow loading i - Deflection 'Criteria; HIGH(U (./360.TL :U240). - Bracrne(L4): All Compression edges (top and bottom) must be braced at 2 8' o/c unless detailed otherwise. Proper attachment and positioning of 1 lateral brains is required to achieve member stability. F_ ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Tnis 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 ONLYI 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: r 04-022 Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court, Suite 115 Hillsboro, OR 97124 Phone : 503.640 -6808 Fax :503. 693 -9738 GeoffreyWright ©503- 640 -6808. id Z iroir e a e`9 7run 7oIct. n W yorhaauear Lwe:neea egietered tra of Tnu Jaiat. 5:% 20041 040]" 2“� •yhea�olapNG ecr lculaCt000Wina113dr rir rim. QL,r 0 �j e I 1 4 32. . v'i,i,uo 15:20 FAX 1 +503 +693 +9738 J2R_EKG. _INC . RI 06 it Member In 3rd Floor to Caltilever to pick up Roof and Floor O � A TJ-0selnbq rT 9.10 serial Humber. 7. 073 7017 2 Pcs of Veer 2 1 3/4 " x 11 7/8" 1.9E Microllam® LVL O Page 1 Engine e vers 1 03 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED blerr slope: 8M2 Roof slope0112 I . 1 L overall Di>rnensimC 10' P I I 0 8 T O~ 1 2. —.3 I AN dlnensions are horizontal. LOADS: Product Diagram is Conceptual. Analysis Is!for a Header (Flush Beam) Member. Tributary Load Width: V • Primary Load Group - Snow (psf): 25.0 live at 115 % duration, 15.0 Dead Vertical Loads: 1. Type I Class Live Dead Location Application Comment 1 ? Point(Ibs) I Snow(1.15) 1600 2424 10' 6' Rim at Cantilever Unifom�(plf) Snow(1 -15) 400.0 240.0 0 To T 6• Replaces Roof Load �'$�ap� °6 ws�� 1 Uniform(plf) Floor(1.00) 0.0 160.0 0 To 10' 6' Replaces Wall Load Uni orrn(plf) Floor(1.00) 640.0 240.0 0 To 10' 6' Replaces Floor Load ii SUPPORTS: Input Bearing Vertical Reactions Ibs ) Detail Other ! Width Length LivelDead/UpitftlTottal • 1 Stud Wail 3.50' 3.50• 3560 / 1105 / 0 /4866 L1 2 Stud wall 9.50' 10.75' 8551 / 7439 / 0 / 15990 Overhang 1 Ply 1 314' x 11 7/ 1.9E Miicrollarna LVL . - Bearing length requirement exceeds input at supports) 2. Supplemental hardware is required to satisfy bearing requirements. , DESIGN C ONTROLS: l Maximum Design Control Control Location Shear (Ibs9 - 8565 -6644 9081 Passed (73%) Rt. end Span 1 under Snow loading Moment (Ft -Lbs) -17888 -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 r Total Loaci Deft in ( ) 0.275 0.315 Passed (2L/274) Right OH under Snow ALTERNATE span loading -OeflectioniCriteria: HIGH(LL:U360,TL :U240), -Bra dng(Lu): All compression edges (top and bottom) must be braced at 7 8' o/c unless detailed otherwise. Proper attachment and 9 ( P ) lateral bracing is required to achieve member stability. posifionirtg of -The load conditions considered in this design analysis include alternate member pattern loading. • I PROJECT INFORMATION: OPERATOR INFORMATION: 04-022 Geoffrey Wright • J2K Engineering Inc. 4880 NE Belknap Court, Suite 115 ' Hillsboro, OR 97124 Phone : 503-640-6808 • Fax : 503-693-9738 GeoffreyWrght ©5503••840- 8808.Id 1 Copyright O5 5003 by Trua Joist, a YeyerCaauser euatnoaa 1 BiQ011aom Ca a rogiataroa tradaaaro or Tr,./, .;oi ec. Ni \700 \OI0�1k , �OhaaS .bldp\[alculac- ansNFina: \roor Ci1C•Brtd �� I/ D 7rf . ' 7 (-•• I 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG. _INC . _ l 07 i (‘0X10) Deck Beams 1 C W reITM,a1oSwia�Hummer �' 00 5 112" x 9 1/2" 1.1E Solid Sawn Hem-Fir #2 0 ,1Rae. " p~ Page 1 Engine VWSIOn: 1 .10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I I I ; 2 ' • 1 _ d ,..r e . 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: • 1 Input Bearing Vertical Reactions (Ws) Detail Other ' • Width Length Live/Dead/Uplift/Total 1 Stud wall 3.51' 3.50' 930 / 270 / 0 / 1200 By Others - Rim 1 Ply 1 1 /4' x 9 1/2' 0.8E TJ-Strand Rim Board® • 2 Stud wall 3.50' 3.50' 9301270 I 0 / 1200 By Others - Rim 1 Ply 1 1/4' x 9 1/2' 0.8E TJ-Strand Rim Board® DESIGN gONTRoLS; • Maximum Design Control Control Location • Shear (Ibs) 1174 -1032 2438 Passed (42%) RL end Span 1 under Floor loading . Moment (Ft -Lbs) 4451 4451 4854 Passed (98%) MID Span 1 under Floor loading ' Live Load Defl (in) 0.331 0.500 Passed (L/551) MID Span 1 under Floor loading T • otal Loads Defl Cm) 0.428 0.758 Passed (L/427) MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:0.500',TL: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 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 1 ADDITIONAL NOTES: - IMPORTANTI The analysis presented is output from software developed by Trus Joist (Ti). TJ warrants the sizing of its products by this will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or Ti technical representative for product availabifdy. • Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On - line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. • - Allowable Stress Design methodology was used for Building Code UBC analyzing the solid Sawn lumber material listed above_ I4 . • 1 MECT�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 • • li i ' oe503.640-6808.id • Copyright O 7 D H — ozZ 003 by True Jolec, a weyechaeueer Bun/news • ' 3 Y o-r3 9 04/12/05 15:20 FAX 1 +503 +693 +9738 J2H_ENG._INC. i J 2K Engineering, Inc. • t cp 1 vstLe•..1r 1.4)114 to G • Fbe:.. CAUVi LrEVEQ.G l3 . wgC.14 I. rye- b -50-i.- vi;01e4L . Mit 66 Is - t i.► ."41.4 ?ri0a>3, �. i+4. Fou.c�..,ia 6 c�uiva -s.ir. ". l4n4421�GM A�aT . 8� ' Em,E.V E.0 .0 1,.; oQ o - e.e. .-b ' 061!41..7 • Mir&• -.43E4E_: sizli..r, . QVA.T•kT, f ..a'� - 4BI. +11. 1ia4 5PAw t-c2.410 ikaa, G 10 ' m . o.). S , 'p _.. 0 . 5 ( 4°T )C 4 9+1Z, Kp- 'Z(14, a •3 • • li * o. z"^) C .4. - 140 PI,F. Cwa.4-. - Z>� : LA l I►at.). I . • • 1 27 � PZ M _ .._.. = w1 � + ' P a .} PL I . • .. - 4408 *r- uBS , I ee& t.®5 Oar .. -. : . 13 3 . ;.. y J . , : , ges�ulva,sr c. `1p sCQ� " e 3. ±.. E Q10141:I (3.5 F! + -Cu, 06 43 4 1 MMr� = Iuo C\L + P CL) . dtCt - .*)G10 PT -4, s ✓ I • V % Zo.%.d• Les 7- 1 IBS a Las : 'rekica ... , • t " T. /i " Leaaop.0 7. ,2; Fr 1 1'1 I � V • :I- . ... ;....: • w. • 1Z. o5): ... • at � Project: 4 15ueeeoe._ C' a.n ° 1 Job No .:4 -022 Description: Poge:35 of: a9 r M 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG._INC. _ Qio 2nd Floor Cantilever For Decks T.F�eeme 6.16 Send Number. a °' 2 Pcs of 1 3/4" x 11 7/8" 1.9E Mlcrollam® LVL User z 4/12121:05 043:17 MI . Page 1 engine Venter 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Oeerei Dimension: 11' x i ®rte Product Diagram is Cweceptu . LOADS: Analysis Is for a Header (Rush Beam) Member. Tributary Load Width: V 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) Floor(1.00) 640 192 10' - Deck Beam Unifonn(plf) Floor(1.00) 0.0 160.0 0 To 11' 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' - Equivalent Deck Beam reaction SUPPORTS: Input Beating Vertical Reactions (Ibs) Detail Other Width Length LMelDead/Upllft/Total 1 SUrd wall 3.50' 1.50' -338 / 1284 / 0 / 1284 End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50' 3.4T 1549 / 3605 / 0 / 5154 Overhang 1 Ply 1 314' x 11 718' 1.9E Microllarrl® LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2888 2401 7897 Passed (30%) Right OH under Floor loading Moment (Ft -Lbs) -5414 -5414 17848 Passed (30 %) Right OH under Floor ALTERNATE span loading live Load Dell (in) 0.052 0.157 Passed (2U999 +) Right OH under Floor loading Total Load Dell (in) 0.061 0.315 Passed (21./999+) Right OH under Floor loading • - Deflection.Criteria: HIGH(LLIJ480,TL :11240). ,• - Bracing(Lr5): 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. • ADDITIONAL NOTES: - IMPORTANT The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input, design loads. and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • -Vote: See TJ 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 cvvyripht 11,2004 by 'rem Joist. a IayarPaauaar Rua:naaa mercuric' id a registered trademark of rus Joist. r-}— e> 22 1 \iNm r ork\job_fi lea\ 200 040221- ymse _A:da\Calc::atioasWinalk2nd Es eaat.ama 3tp a-= 39 04/12/05 15:20 FAX 1 +503+ 693 +9738 J2R_ENG. _INC . _ Il10 1q O � Garage Header TJ- fiesn(TM)4.10 Send wm6ar.7009007 017 3 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 User Pew ? ' Engine 1.0..33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 49 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 Unifonn(plf) Floor(1.00) 0.0 200.0 0 To 9' Adds To Wall Load SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Width Other dth Length Live/Dead/Uplift/Total 1 Stud wall 3.50' 3.50' 360 / 105010 / 1410 By Others - Rim 1 Ply 1 12' x 11 1 /r 1.5E TimberStrand® LSL 2 Stud wall 3.50 3.50' 360 / 1050 / 0 / 1410 By Others - Rim 1 Ply 1 1/7 x 11 114' 1.5E TrmberStrand® LSL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1358 -1025 2494 Passed (41%) RL end Span 1 under Floor loading • Moment (FI -Lbs) 2942 2942 5919 Passed (50 %) MID Span 1 under Floor loading Live Load Dell (In) 0.015 0.269 Passed (L/999+) MID Span 1 under Floor loading Total Load Dell (in) 0.060 0.433 Passed (1/999 +) MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:L1360.TLL240). - Brecing(Lu): All compression edges (top and bottom) must be braced at 7 B' o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng 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 NOS 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 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. - 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 : 503-640-8808 Fax :503.693 -9738 o(503- 640- 6808.id • 1 Copyrtgs O 2001 by ?rub Join. J weyerbeeuuer Bub neoe uu r-t7 Z 2- 3 ?or 31 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K _ENG._INC. F l 11 1 1 C %4l Beam at Entry Opening 1 *3 ^crie6. "sow m ' 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL ' user. 2 927206132392 PM i 1 Pu6e E1ghe Varaon:,.,6, THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I P 3 • i f I J Ili LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 6' 3' Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 12.0 Dead Product Diagram b Concep u . 1 Vertical Loads: Type ' Class Live Dead Location Application Comment i Uniform(plf) Floor(1.00) 70.0 27.0 4' 8' To 8' Adds To Additional Floor Loading S UPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other 1 Width Length LIve/Dead/Up6ftfTotal 1 Stud wall 3.50' 3.50' 1051 / 385 / 0 / 1418 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ Rim Board® 2 Stud 'wall 3.50' 3.50' 1194 / 421 / 0 / 1615 End, Rim 1 Ply 1 1/4' x 11 7/8 TJ Rim Board® I DESIGN CONTROLS: I Maximum Design Control Control Location ', Shear (lbs) - 1543 - 1080 7897 Passed (139'x) RL end Span 1 under Floor loading Moment (Ft -Lbs) 2749 2749 17848 Passed (15%) MID Span 1 under Floor loading i Live Load Del (in) 0.029 0.192 Passed (L/999 +) MID Span 1 under Floor loading Total Load Dell (in) 0.039 0.383 Passed (1)999 +) MID Span 1 under Floor loading -Deflection Criteria: HIGH(LL•U480,TL11240). - Bractng(Lu): All compression edges (top and bottom) must be braced at 7 8' o/c unless detailed otherwise. Proper attachment and positioning of i lateral braang is required to achieve member stability. i ' ADDITIONAL NOTES: 1 -IMPORTANTI The analysis presented is output from software developed by Tn/s Joist (TJ). TJ warrants the sizing of Its products by this software wit I be accomplished in accordance with TJ product design criteria and code accepted design values. The s 1 and stated dimensions have been provided by the software user. This output has not been reviewed Pic product application, inpui design bade, -Not all producis are readiy available. Check with by a TJ Associate. I yo ur 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 Ti Custom product fisted above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. 1 PROJECT INFORMATION: 04-022 i OPERATOR INFORMATION: Geoffrey Wright J2K Engineering Inc. 4660 NE Belknap Court Suite 115 Hillsboro, OR 97124 r i Phone : 503- 640 -6808 Fax :503- 693 -9738 Geof freyW right41)503- 640•6808. id • Mgr s nre e ei j i ° 11 a ark Y Ot Tr r ua e ]a 8 ,V "a II: \20041\ 01072 ■eyb m po aae_bldp∎cblculetians\rit \em at oncry.aea i O - .. 6 2 04/12/05 15:20 FAX 1 +503 +693 +9738 J2K_ENG._INC. _ 1 12 g I ,, • ` Headers @ 8'-6" Windows at Garage TJ$porn(7U) 6.10 saiai Itr �oo�aoo>'ot "`�"°" 3 1 /2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 0 unit 2 11/1M004 a,o:1S1"M THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 CONTROLS FOR THE APPLICATION AND LOADS LISTED ______________L • 14 PI EI ■ Product Diagram is Conceptu . LOADS: Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 12.0 Dead . Vertical Loads: Typo Class Live Dead Location Application Comment i UnIfonn(plf)) Floor(1.00) 640.0 240.0 0 To 6' 6' Replaces Floor Loading Uniformm(plf) Snow(1.15) 200.0 120.0 0 To 6' 6' Replaces Roof Loading I UnMorm(ptf) Floor(1.00) 0.0 180.0 0 To 6' 6' Replaces Watl Loading SUPPORTS: input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/DesdlUprrft/Total 1 Stud wall 3.50" 3.50' 2730 / 1785 / 0 / 4515 By Others - Rim 1 Ply 1 1/2' x 11 1/4 TlmberStrand® LEL 2 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 DESIGN CONTROLS: Maximum Design Control Control Location Sheer (Ibs) 4284 2808 2868 Passed (98%) Lt. end Span 1 under Snow loading Moment (Ft -Lbs) 8604 6604 6806 Passed (97%) MID Span 1 under Snow loading i Live Load Deft (in) 0.041 0.206 Passed (U999 +) MID Span 1 under Snow w loading Total Load Deft (in) 0.068 0.308 Passed (L/999 +) MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL :Lf360,TL :L/240). i - Bracing(Lu : All compression edges (top and bottom) must be braced at 7 8" o% unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. t - The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of In So. I I I i • PROJECT INFORMATION: OPERATOR INFORMATION: t 04-022 Geoff Wright J2K Engineering Inc, 4660 NE Belknap Court. Suite 115 • Hillsboro, OR 97124 Phone : 503 - 640-6808 • Fax : 503-693-9738 I 1 L of 503- g40- 6808.Id � pyright 0 oc, by ?ni ]Disc, a WeyornaYyaor 14+81naca 1 • • 1