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Specifications UMPWU ENGINEERING INC. DEC 2 23 2015 Email: ppwuengineeringCcDcomcast.net (, i •. , ;, ,, _..� Ph: (503) 810-8309 Structural Calculations: Job # LEN 15439 Date: 12/14/15 Project: Mulberry A Master Reuse Garage Left Lot 35, Oak Crest, Tigard, OR Lennar Homes G N IFFss�o ct. 19421PE 9 2 EGON 22 10,91 '°HILIP Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc.shall have no obligation of liability, whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or othervnse, for loss or use, revenue or profit, or for any other incidental or consequential damage. r �PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Mulberry A Master Version stock plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =28' approximately. D ` C MWFRS A Direction �Ernd Zones 2a C A MVVFRS Direction 2a End Zones Nate: End zone may occur at any corner of the building. a= .10*40' =4' or for h =28' a=A(h)=.4(28')= 11.2' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a= 8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Dt seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100 W Roof Dead load = 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Veneer=40 psf A N Wind per ASCE 7 <tl)pWU ENGINEERING INC. Project Mulberry A \VV Direction Front to Back 3s Gust EAngle oof A 21.3 s S eed Ex A B 6.8 s105mph B26.6 1.00 15.8 ps D j 6:12 D 6.0 psi a Least a= 4.0 ft L(ft) I hAVO(ft) or a= 11.2 ft / CRs oo-mio 40.01 28.01 and a> 1.6 ft z,'x- and a> 3.0 ft huldg. 2a 8.0 ft WR L(ft) 8.0 12.0 12.0 8.0 hA(ft) 4.0 4.0 he(ft) 5.0 8.0 he(ft) 4.0 4.0 hD(ft) 5.0 8.0 W(plf) 0.0 118.9 93.2 111.1 139.2 0.0 0.0 0.0 0.0 0.0 50.0 WRAVc 112.9 p!f 100.0 g+ 50.0 0.0 W2 L(ft) 8.0 12.0 12.0 8.0 IIA(ft) 10.0 10.0 he(ft) he(ft) 10.0 10.0 hD(ft) W(plf) 0.0 212.6 158.4 158.4 212.6 0.0 0.0 0.0 0.0 0.0 300.0 W2AVG 180.1 plf 200.0 100.0 " 0.0 W1 L(ft) hA(ft) hB(ft) he(ft) hD(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 WIAVGI #DIV/0! 0.5 0.0 , e D• rw run e e a e m-u rorrun eN a iCC.�i[ n FRONT (ELEVATION A) w•.ra ���� pWU ENGINEERINA Wind per ASCE 7 �c»1G INC. Project Mulberry A VV Direction Side to Side 3s Gust IRoof A 21.3 psf Seed I Exp. An le A 8 6.8 psf 105mphl B 26.6 1.00 C 15.8 ps 6:12 D 6.0 psf precTon y6W Zonei k]e/ Least a = 4.0 ft W(ft) hnvc lft) or a= 11.2 ft / f 40.01 28.01 and a> 1.6ft 21 and a> 3.0 2a 8.0 ft WR L(ft)l 8.0 20.0 8.0 hA(ft) 4.0 8.0 he(ft) 6.0 he(ft) 8.0 hD(ft) 2.0 W(plt) 0.0 125.7 138.6 170.1 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 142.7plf 100..0 0o m W2 L(ft) 8.0 20.0 8.0 11.0 8.0 hA(ft) 10.0 5.5 4.5 hB(ft) 7.0 he(ft) 10.0 4.5 4.5 hD(ft) 7.0 W(plf) 0.0 212.6 158.4 188.2 113.1 143.1 0.0 0.0 0.0 0.0 300.0 W2AVGJ 159.3 plf 200.0 100.0 0.0 W, L(ft) hA(ft) he(ft) he(ft) hD(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W1 AVG #DIV/0! .0 0.5 0.0 0 iQ Ml[ Y yi MCAIR iQ Ml� b } h I TI lIOAR RIG4T SIDE (ELEVATION A) �.•. •a It uu 11 BLI 11 UIA 11 1111 It 11111]] 111 It[I I III 1111 11 IJU It uu III �R < } i f iGr R•R b i t llft l REAR (ELEVATION A) w•. Q Lill 111111 111]ILUMUiLung LM It flu it Hit R HU I III It H fill HU If TOI.ILR I Bull Hull 11111111 A, lilt Hull Bill]HitY MFRA TCT RAR G 1 4p L � n LEFT SIDE (ELEVATION A) w•.TQ Seismic & Governing Values VVV�pWU ENGINEERING INC. Project MulberryA Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 SDs/(R x 1.4)]W Category R SDs D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load:6psf V= 0.100* Exterior Wall Dead Load: 12psf Veneer:40psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 36 ft] = 83.0 pl < 112.9 pl Wind Governs W2 = [0.100 . (15+5+3+4+4) ' 55 ft] + 83.0 pl = 253.9 pl < 293.0 pl Wind Governs W = [0.100 ' (15+5+3+4) + 253.9 pl = 253.9 pl #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) 40111 = 92.2 pl < 142.7 pl Wind Governs Wz = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 pl = 216.5 pl < 302.1 pl Wnd Governs W, _ [0.100 * (15+5+3+4) + 216.5 pl = 216.5 pl #DIV/0! #DIV/0! #DIV/01 Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads \VVVV� ENGINEERING INC. Project Mulberry A High Roof Diaphragm -Upper Floor Walls Line A P = 1.13 11' LTOTAL = 10-Oft v = 1.13 k / 10.0 ft = 113 plf JTypeAWall h = 8.0 ft LWORST = 10.0 ft MOT = 113 plf 8.0 ft 10.0 ft = 9.03 kft MR = (15 psf ' 2.0 ft + 12 psf 8.0 ft) * (10.0ft)' / 2 ' 0.6 = 3.78 kft + (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 3.78 kft = 3.78 kft T = 9.03kft - 3.78kft / 10.0 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd Line B P = 2.26 k LTOTAL = 53.0 ft v = 2.26 k / 53.0 ft = 43 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 43 plf 8.0 ft ` 12.0 ft = 4.09 kft MR = (15 psf * 2.0 ft + 12 psf ' 8.0 ft) * (12.Oft)2 / 2 0.6 = 5.44 kft + 0 Ib ` 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 5.44 kft = 5.44 kft T = 4.09kft - 5.44kft / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P = 1.13 k LTOTAL - 34.0 ft v = 1.13 k / 34.0 ft = 33 plf Type A Wall h = 8.0 ft LWORST = 16.0 ft MOT = 33 plf * 8.0 ft 16.0 ft = 4.25 kft MR = (15 psf 2.0 ft + 12 psf ` 8.0 ft) * (16.Oft)' / 2 * 0.6 = 9.68 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 9.68 kft = 9.68 kft T = (4.25k-ft - 9.68kft / 16.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 2 P = 1.07 k LTOTAL = 12.0 ft v = 1.07 k / 12.0 ft = 89 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 89 plf ' 8.0 ft * 12.0 ft = 8.56 kft MR = (15 psf 10.0 ft + 12 psf * 8.0 ft) * (12.Oft)2 / 2 ` 0.6 = 10.63 kft + (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 10.63 kft = 10.63 kft T = 8.56kft - 10.63kft / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 3 P = 2.57 k LTOTAL = 13.0 ft v = 2.57 k / 13.0 ft = 198 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 198 Of ' 8.0 ft 13.0 ft = 20.56 kft MR = (15 psf 8.0 ft + 12 psf 8.0 ft) * (13.0ft)' / 2 0.6 = 10.95 kft + 0 Ib 0.0 ft + 500 Ib * 7.0 ft = 3.50 kft + 10.95 kft = 14.45 kft T = 20.56kft - 14.45kft / 13.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd Line 4 P = 1.50 k LTOTAL = 19.5 ft v = 1.50 k / 19.5 ft = 77 plf IType A Wall h = 8.0 ft LWORST - 2.8 ft MOT = 77 plf * 8.0 ft ' 2.8 ft = 1.69 kft MR = (15 psf * 2.0 ft + 12 psf 8.0 ft) * (2.8ft)' / 2 * 0.6 = 0.29 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.29 kft = 0.29 kft T = 1.69kft - 0.29kft / 2.8 ft = 0.51 k + 0.00 k = 0.51 k No hd req'd Low Roof I Upper Floor Diaphragm -Main Floor Walls Line A P = 2.93 k LTOTAL = 49.0 ft v = 2.93 k / 49.0 ft = 60 plf Type A Wall h = 9.0 ft LWORST = 17.0 ft MOT = 60 plf 9.0 ft ' 17.0 ft = 9.15 kft MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (17.0ft)' / 2 0.6 = 11.96 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 11.96 kft = 11.96 kft T = 9.15kft - 11.96kft / 17.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 5.86 k LTOTAL = 32.0 ft v = 5.86 k / 32.0 ft = 183 plf IType A Wall h = 9.0 ft LWORST = 12.0 ft MOT = 183 plf 9.0 ft * 12.0 ft = 19.78 kft MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (12.0R)' / 2 0.6 = 5.96 kft + 0 Ib 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 5.96 kft = 11.96 kft T = 19.78kft - 11.96kft / 12.0 ft = 0.65 k + 0.00 k = 0.65 k No hd req'd Line C P = 2.93 k LTOTAL = 42.5 ft v = 2.93 k / 42.5 ft = 69 plf IType A Wall h = 9.0 ft LWORST = 5.0 ft MOT = 69 plf ' 9.0 ft ' 5.0 ft = 3.10 kft MR = (15 psf 2.0 ft + 12 psf ' 9.0 ft) * (5.0ft)' / 2 0.6 = 1.04 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 1.04 kft = 1.04 kft T = 3.1 Okft - 1.04kft / 5.0 ft = 0.41 k + 0.00 k = 0.41 k No hd req'd Line 1 See FTAO Calc Line 3 P = 7.55 k LTOTAL = 11.5 ft v = 7.55 k / 11.5 ft = 656 plf Type C Wall h = 9.0 ft LWORST = 11.5 ft MOT = 656 plf ' 9.0 ft ' 11.5 ft = 67.94 kft MR = 05 psf ' 8.0 ft + 12 psf 9.0 ft) * (11.5ft)' / 2 0.6 = 9.05 kft + 0 Ib ' 0.0 ft + 500 Ib * 11.5 ft = 5.75 kft + 9.05 kft = 14.80 kft T = 67.94kft - 14.80kft / 11.5 ft = 4.62 k + 0.00 k = 4.62 k Use type 3 hd Line 4 P = 3.17 k LTOrnL _ 9.5 ft v = 3.17 k / 9.5 ft = 334 plf Type A Wall h = 9.0 ft LWoasr = 1.5 ft MOT = 334 plf 9.0 ft * 1.5 ft = 4.51 kft MR = (15 psf 2.0 ft + 12 psf 9.O ft) (1.5ft)' / 2 ' 0.6 = 0.09 kft + 0 Ib * 0.0 ft + 500 Ib ' 1.5 ft = 0.75 kft + 0.09 kft = 0.84 kft T = 4.51 kft - 0.84kft / 1.5 ft = 2.44 k + 0.00 k = 2.44 k See FTAO Calc Use type 1 hd on garage piers only r -*PWU ENGINEERING INC. Force Transfer Around Opening Method (FTAO) @ Main Floor Line 1 Worst Case L1 = 7.0 ft Lo = 8.5 ft L2= 3.0 ft 4- V= 2.45 k vp= 132 plf vp= 132 plf vp= 132 plf hu = 1.0 ft v= 245 plf v= 245 plf F1 = 1.18k F2= 0.51 k ho= 5.0 ft F1 = 1.18k F2 = 0.51k v= 245 plf v= 245 plf 4- 4 -> > F- vp= 132 plf vp= 132 plf vp= 132 plf hL= 3.0 ft T= 0.42k T= 0.42k vp= 2.45 k/ 18.5 ft= 132 plf H:W Ratios v= 2.45k/ 10.0ft= 245 plf Use: TypeAWall 5.Oft : 7.Oft = 0.7 : 1 5.Oft : 3.Oft = 1.7 : 1 F1 = (245plf- 132p1f) * 7.Oft* 1.5= 1.18k F2= (245 plf- 132 plf) * 3.0 ft* 1.5= 0.51 k Use: (2) Bays BLKG MOT= 2.45 k* 9.0 ft= 22.01 kftl MR= [( 15psf* 2ft+ 12psf* 9.Oft) * (18.5 ft)^2 * 0.6/2] + ( 0.0 ft *5001b) = 14.17 kft T= ( 22.01 - 14.17 )/ 18.5 ft= 0.42 k Nohdreq'd 1.0 - 0.51 k 0 0.5 - 0.0 -0.5 - -1.0 - -1.5 - -1.18 k �PWU ENGINEERING INC. Force Transfer Around Opening Method (FTAO) @ Main Floor Line 4 L1 = 3.0 ft Lo= 6.5ft L2= 3.0 ft V= 2.00 k vp= 160 plf vp= 160 plf vp= 160 plf hu = 1.0 ft v= 334 If v= 334 plf F� = 0.78 k F2= 0.78 k ho= 6.0 ft F� = 0.78k F2= 0.78k v= 334 plf v= 334 plf <-- 4-- 1- f--- F- 4- vp= 160 plf vp= 160 plf vp= 160 plf hL= 2.0 ft 1' T T= 0.20k T= 0.20k vp= 2.00 k/ 12.5 ft= 160 plf H:W Ratios v= 2.00k/ 6.0 ft= 334 plfUse: Type A Wall 6.Oft : 3.Oft = 2.0 : 1 6.Oft : 3.Oft = 2.0 : 1 F1 = ( 334 plf- 160 plf) * 3.0 ft* 1.5 = 0.78 k F2 = ( 334 plf- 160 plf) * 3.0 ft* 1.5 = 0.78 k Use: (2) Bays BLKG MOT= 2.00 k* 9.0 ft= 18.04 kftl MR= [( 15psf* 6ft+ 12psf* 9.Oft) * (12.5 ft)^2 * 0.6/2 ] + ( 12.5 ft *5001b) = 15.53 kft T= ( 18.04- 15.53 )/ 12.5 ft= 0.20 k Nohdreq'd 1.0 0.78 k a. 0.5 0.0 x -0.5 - a : 1.0 �. /n� a 7 � c - Ik o T o rap — ra} d UPPER FLOOR LATERAL PLAN qxo �J F W i �i,�Api3� D zdo g§ y�.7• i'-Y d-1Y p'j• a 1 � J I _ e � z I nownw D a UPPER FLOOR LATERAL PLAN 4'�ro R it Jill D (� m �P81 I b 4Z TH gra•. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor nchor Tensio NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corne S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB 8X24 S=5730,= w=667 3 HDU5-SDS2.5 (2)2x 5645 4065 SB/X24 SB/X24 =57 =5730, 5 5 w=6675 w=6675 _SST28 (N 6.) SSTB34(NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8" MIN STEMWALL w=7615 lw=8710 8 HDU 11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32'min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert rein bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A I N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28%" minimum embedment depth. SHEARWALL SCHEDULE (a-m) ONLY REQ'DON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FIELD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft(WIND) A6'OSB (1) SIDE 8d 6" 12" " Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 6'OSB (1) SIDE (f) 8d 4" 12" 2'Dia.A.B. @ 18"o/c (m) 1 Ed @ 22"o/c A35 @ 15"o/c 395 553 C -s" OSB (1) SIDE (e,f) 8d 3" 12" Z'Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 767 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c(m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E6'OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 6"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggeredA35 @ 6"o/c 790 1106 G 6 OSB (2) SIDE(d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGAI0KT @ 8"o/c 1010 1414 H is"OSB (2) SIDE (d,e,f) Sd 2"Staggered 12" z'Dia.A.B. @ 5z'o/c (m) 16d @ 12"o/c(2)rows staggeredl HGAI0KT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"xY"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Ed walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC. 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Ph: 503 810-8309, Email: pwuengineeringdcomcast-net .71k 2YA 159k 7A- .ZI ° TIs9k 5' (•SX Y2-1" " • 4-R,• 4k. 331k- 140 llypsi ISa/r� 3.a2k4 Z Vq D{4t2 Use: St1 #rc� �r Uk L= l9 = b R=�t1ak S6 k# r 101 r,,'1 71�1kI "x n L 7AA �o Mate s..T....�. _ S' 'xIgGL eR 6/y'�,c16"�.L2aEau� AOR .A `'I /2 �1.59k R' d. • ?r.-/oe IG' 9Z o9k K9 OPA Mg lik 7MAV. 2' �PWU ENGINEERING INC. Ph: 503 810-830g, Email: pwuengineeringocomcastnet LZ L4 ury g= ask meaW4 R`lk ( 160 S R_ay M= R:L73k tl-I.S4 Dr,2 )v_ 4k9 DF'92 L= 14 Gyd rl "Y4 R= r.29k n- lz9 �l'+ d� abWR E; 4x:,aDF�2 ?► O -- 92X lulu L,,= S' w=I96PL� omk t6 9c o.4sk M-Omk4 Use= 4-.8 12