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Sent by: GROUP MACKENZIE 5032281285; 12/19/96 10:05; .mac #585;Page 2/2 • 6uP 0% t'a 3°Ki° @) cza t -t `ms's el= 3"$1° vencF, t $0 Wrttk I'- to`` ( ) " O 3PC1° Dom. ?o t ee N) = Iikiz. f " �, r 1` I � P / / ' 1, 1 � dt 4--/- /7,4., 4 l7 V a I 0 I GO 16' -1" •' -8 1/2" 13' -10" . I u 2 7/2'" 1 `d MENS TOILETS Q I 3/8'8' -7 1A2" 1 203 I BREAK I 0 IP1A I 233 co d 4 1� �' I ∎ ,I !I r I b 16.2..mt 4 , _f_ ..1 A D - 2 -1: �' in A T II / I 1 (,. Arr cl. a MI ` i I ' L . STAIR p3 11 .- 3 I n \ :X HIALL /C.\ J � . / 1 1 1 1 ,�,-, i`` 1 3 02 I �'�/ / I P1A /.% A a /i. // .„ / - 0 A //// 1 ///' , / •* 4. /; / /ss _ , I N T � ( � ` / / ,/ WOMENS TOILETS / �/,,∎ / - :;M ( 241 1(j STAIR ,� � o II LOBBY PI O Oda 200 � , � r � l l liEr �1 As.4 , - - — ) 41: ®�C- HALL �7 . 4 238 AS.a 6' -3 7/ „,k te r' t 201 �'.' SIM. .� . '` , LT � IlL m 1 ` n � � 2a. - row - � y COPY/FA 8 1 2: I 1 I S1 � 1 ® o r21t�t1 - ` 0 Co I °' r r _ I 54 1 CO -2 . r 1 Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:19; jetrar #676;Page 1/9 •GROUP - 'IVACKE NZ I E I 0690 SW Bancroft Street / PO Box 69039 Portland, OR 97201 Tel; .503 224.9560 Net: infeegrpmack.com Fax: 503.228,1285 FAX COVER SHEET k t t b , , Li '- Date: December 23, 1996 Project Number: 295385 Please deliver the following pages immediately to: Company: City of Tigard - Community Development/Plan Review Attention: Bob Poskins FAX: 684 -7297 Project Name: Providence Health Care Clinic - PC #10 -74C BUP #96 -0566 From: Larry Qeth lac This FAX responds to STRUCTURAL plan review questions dated 12111/96: 1) WP1 & WP2 revised to include :snow load, with additional pages WP2A and WP2B completing the analysis. Panel leg as designed conforms to Code and strength requirements. 2) PDL1 & PDL2 are beam reactions from the 2nd and 3rd floors. Pages L37, L37A, L37B and detail on L37C are attached and indicate adequate resistance to overturning, bearing, and connection detail to footings and floor slab. 3) Spandrels have been detailed, see Drawings S3.2 and related detail sheets. 4) Note 4 on Detail 13/S1.1 calls for special inspection. We don't normally indicate this on S1.0, since the use of 13/S1.1 is typically an option, and one not normally chosen by the Contractor. 5) Detail 6/S8.3 is typical and has been so noted. Detail 7/S8.3 is not typical and has not been noted thusly. 6) (2) - #5 edge bars called for on 'Typical Panel Information' Drawings S3.1 and S3.2. 7) This framing has been revised using a channel at 5' spacing (Keynote 7, S2.4) and Detail 171S8.3 to eliminate roof load from the curtain wall. 8) Engineer of Record will review curtain wall submittal and certify conformance with design intent prior to submittal to City. Please call if you have any questions regarding the above. c by Hand: Dave Scott - City of Tigard Total Number of Pages (including this cover sheet): 1 If you did not receive all pages, please call our Records Department. ORIGINAL WILL X /WILL NOT FOLLOW BY HAND. CONFIDENTIALITY NOTICE The information contained in this facsimile transmission is confidential and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, this serves as notification that any reading, disclosure, copying, distrbution, or the taking of any action in reliance on the contents of this communication is strictly prohibited, If this transmission was received in error, immediately notify us at 503/2249570 to arrange for return of the original facsimile. Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:20; Jet rax #676;Page 2/9 : Mass (overall) Wall Thickness. t[m] Z 72 7 g. -6 7 4 _. _.. • . . , , . • ', IN/ ■ ••clakd Sus:mural Wall Thieknen. t -• 4: , ,,4 40 la a... gr.:-4..., .-1 v (Ram Unkinted Insight hc '. i . n hcit = 21.60 Nev) Pond Lends. L - . r: ft hat OK ( Mr en i Sid Fke. \ • H 1 . : 1 Cirnalvi ! Finest heig111= kNi4,,t9. ft _CT = CanOttice atomicity, 4 1,41/1in _ = El-/ A .: 2 2 2 3 a 1-.4 coming down En= C0c10$11clabo=e, I ? 1 a • • t Wind hessian: SO mph , . = Wind Pressure = Cr Cq 4(s) 1 - 11'7/gir psf 1<-Sc Iect for roof height] i I ,7„ Seismic: late . 3 Wp . 109 psf I 1 2ndFlow , 3 - _ . _ , 1 I . SeitanC treasure - ZICpWr 16.25 psi` Cp = 0.75 L , I A Reduced for Windews Casa 1.1: 2nd ! Load Caws & Loads: Story ast I ; 1 UBC 2 L ( (1) 1.4D - 1.7L NOTE: 1.- Snow for this design. c Opening ' uBC 2625 (c) 4. (9'2) (2) (,4 • ( D * .51 .. E) Note: 112 Snow for this combination. ...... - -..., '' .. LTC 2625 4)4. (9-5) (3) 0.912. -1. 1.4E . . . I/ ___.._____,_,_..J uBC 2609 (c) 1 . 1 ( 0.75 • ( 1 ,4D+ IA +1.7W ) 1/BC 3609(0) L [9-3] (3) 0.91) - (.3W 2[1] - 6 00 Z(4) = 0.00 ft Z(21= 13.67 45] 0.00 0 toist/Girder DL Reaction • P[IDL) = 53.A 16 9s ZI31= 6.0D ft Mist/Girder LL Reaction ■ Pt 1 LLI . :.. Materials: Joist Spacing = r .''s":' ft ,s1 Cuncrete, ft - 5,000 psi Joist Sten Width = t!...: in Concrete Density . 150 Lb/CuFt Sion(94r4t• 31.5 in • Concrete. Ec = 3,03) ksi Effective Wall math = 0 in Concede, ft 3s4ri(fo) 6 353.55 psi USE b - ,..7775 in "A II, full width a mid-height Reinforcing. Fy 6D ksi Wall weight @ h[cla, P[21= 17.30 kips <-1/2 Panel weight from 3rd down id-beight Reinforcing. Es ■ 29000 ksi Factored Loads Above 2r41. 0 - ' 7.20 Load Ca* -,• (1) (2) (3) (4) (3) That Reinfo 515: ' Kul]. 43.64 3047 23.50 32.73 23.50 kip/ is' width ESZ , t(u2) , 24.26 24.26 15.59 18.19 15,59 kip/ - 1:1" width A(s] = ]* 'b' widdt P[u] - 67.90 63.73 39.09 50,92 39.09 kipi "le width d • 3.75 in will = 0.000D 0.7919 0.2919 0.2317 0.2362 kindftrb' width Check Tension Controls: Strength Analysis: , KHO = Asibd = 0.0055 PHI[K] • 0.37 0.87 0.811 0.83 0.88 0.60•11310(balj.• 0,020) OK /11=PutPH1 = 77.91 77.98 84.26 57.96 44.24 kip P(b] - 0.85 1161 b gip] • A[s]f[y] = 799.90 kips Vert SrsrLd Stress . 100 100 100 100 100 psi ilibl = 08700W(97000+11y])) (St d - 1 hi = .osfe? OK OK OK OK OK Beni) 1 •• `3,STi PH1 = 0 ...TT:71 a= 0.44 043 0.38 0.40 0,33 in Stiffness Sonlon Properties: a - (Pa .t. AsFy) / ,*5f c b) Gross Section Modulus. 1$- 4,465 Mt /BETA[1] • 0.55 054 0,47 030 0.47 in br3/12 As - 3.94 3.86 333 3.61 3.38 in2 Merl trligi(V2)= 421 in A's' ( Ph ' AsFyyFy - Effective Arca of Steel DELTA[erl = McrHe2/(9.6E0 0.06 in nRk(a - 0.06 0,06 0,05 0,05 0,05 =nA's/14 k'd = 0.94 0.93 0.87 0.90 0.37 in Ramu414 set for Cl. reinf AND 2..face reinf. -> k'd = 4 d'sert(nitlia'21 Cone Strain .• 0.00124 0.0012.4 0.03124 0.00124054 0.00)24054 = rorEe kd - 1.41 1,41 1.41 1,41 1.41 in kel > led 7 OK OK OK OK OK Al= 112.00 '79585 701.24 746.53 701 24 in Mn • (Po + AsFY) - Pet ( d - ha) L Pla Mn ... 706 695 620 656 620 in THETA • 0.00074 0.00075 0.00072 0.00073 0.00072 ra4ar's DELTA[THETA) = 2.01 2.01 1.96 1.93 1,96 in Calculate deflection 84 &sign Monte& Strcngth baled On Internal an& -0. DELTAFNETAI - THETA' hel / 9,6 11 Icr • 297.62 213.16 265.92 270.33 765.92 in4 Cakulate Cracked Moment of Inertia -> regAsFY*PnYTY)•(d-c) 4 (14)c1 1 / DELTA[P)l Mn] - 1.61 1.61 1.58 1.59 1.111 in Calculate deflettitha at design moment strength hued moment sow:gels --> DELTA[PHI Mn] = (PHI Mn) • he-2 1(3.6 Es lee) 1 / Which DELTA? 2.01 2.01 1.96 1.541 1.96 in Mu - 137 209 (57 164 141 in-1: Calculate "Applied" faL mamma at mitirbluisbs of waft - 1, . Mu = wfulbc^2/96 + lief) c12 + (1 + flu2)) • DELTA Iluitivi - 0 a 0 o 0 in Check (l W4) Top - •:- Multopi - flu I] • e 1 i , 1 Which Mu? 137 203 157 . 164 141 in-11. PHI Mn' Mu? OK OK OK OK OK Compare strength provided versus strength required -> Check StrAec Manion: Ms' 51 IDS 103 101 50 in-k SUMMARY Assumed DELTAls] - bon5D • LDS in Thickness= 7.50 in DELTA[s] - 0.06 Das nos 0,06 0,06 in Reinforcing- 6 - lin rg CL. OK OK OK OK OK SeeViCe Deflection .. 0.06 in PORTLAND CLINIC FILENAME; I;tSTRUCT)PDXCLNCIT295315.1VB I Panels 2 & 10, 2nd Floor-3rd Floor By 1.130 - GROUP MACKENZIE D. 0. SW. BANCFT RO STREET - BOX ono, Job No. 295343 PoRTLaND. OREGON( 9720141619 (503) V.L4S60 FAX 003) DJ. ass 6a 234h.r.-06 SbcetE= of - - VANIW)rgr, fUs lataNti EN.) Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:20; Jeff= #676;Page 3/9 1 - l - 1,1„, ((weal]) WAIL Thickness, t{m) ; ," in i - tr.10.rt Srmcoral Wall Thickness. t- ' uobraced height, kc - i i 0; ft in het ■ 21,60 Prwi Flier rtr m Pat 0 .-++1 Panel Length L = ?+ T ft hch OK Rid Geier Parapet height= j' 0 \ \ i - Conner: km Ecce cuicily, e. e+,c.L S in ® iL _UT io 3 Lands coming down Item coot/peoci abc v. n ' E e_ I 1 t ` ' Wind Pressure: 10 mph �� - = We Wind Nerd= = Cc C9 91 I = `�'I'� `' psf [<- Select for roof height) M.' a c Seismic: Zone =3 Wp= 100 of Nu Rom V • _ - m I ; = Seismic Ptnsr- Z1CpWr 16..5 psf Cp -0.75 Ead v.ee A Reduced for Windows Load Casa & Lads: -- L . UBC 2609 (c) 1. [9.11 ( 1.4D * 171 NOTE; L = Snow for this design. Case 3M: Tall Wall IQ Opening U8C = 6 2 5 (04. [9 2j (2) Lt + (D + L • E ) UBC 2625 (c) 4. (9-3) (3) 0. H_ 1.4E UDC 2609 (c) 1, [9 (4) 0.75 • ( 140 * 1.7L * 1.7W ) UBC 2609 (0) 1. (9.3] (5) 0 9D *1.3W Z(1] 6,00 Z(41. 0,00 ft 2(2] _ 13.67 2(5] - 0.00 ft Joist /Cinder DL Reaction - P(I DLI = .. y ' ''a •',' kips -4-." IZ 1 �j CL''i f L7T Z[3] = 6.00 f Joist/Girder LL Reaction - P(11L] - . i( .',:?�p '04 kits f'e. L- S ti L Nut.A.b: Joist Spacing = ,' (P' . . ft Concrete. fc = 5.000 psi Joist Stem Width = ti` in Concrete Density = 150 Lb/CuFt Stem(W)•41 • 31,5 is • Foncrne, Ee - 4,03I ksi Effective Wail Width - o in Concrete, ft ■ Ssgrt(fc) = 353.55 psi USE b- ME= in -Zt1], full width @ aid - height. Reinforcing, Fy - 6o ksi Wall weight @b[31/2, P[2] • 0.00 kips Calculated by RISA model see 9(1014 Reinforcing, Es - 29000 kn. FBetared Wools n U. 7.20 Load Case -> (1) (2) (3) (4) (5) Trial Rclnforcing; P[ul]- 166.60 166.60 107.10 124.95 107.10 kip/ le width ' P(1121• 0,00 0.00 0.00 0.00 000 kip/ b• widrlt A[s] - 47' , Ln2/ +b' width ?N)= 166.60 166.60 107.10 124.95 107.10 kip/ "b' width d • 3.75 in e..8.75'deepx24'oride W[u] • 0,0001 0.2919 02919 00000 0.00co kip'f r'b • width Check Tension Controls: Strength Analysis: RHO - Aid - 0.0080 PFALPg1 0,311 0.7$ 0.12 0.11 0.82 0,60•REIO[balj - 0.0201 OK Pn- Pu/PHL - 214.53 214.33 130.50 154.75 130.50 kip Kb) e. 0,65 ire] b a[b] - A[s[tr - 413,11 kips Vert SrecLal Suess = 441 441 441 441 441 psi a[b] _ ((17000/(17000+tt.y])) (Beta(11) 6 - 178 in > .Otte Reduce Sttess! 0 - Uric Eaetcalc. column se/ momcat analysis, not slender w Be4r1) oillECM PHI = ■ - 1.13 1.13 0.85 0.93 0.85 in SdffnaaSalton Properties: a- (Po + AsFy) / (.35fc b) GrossScrtineModulus,lg - 2,33I in4 c - a/BETA[1 } - 1.41 1,41 1,06 1,16 1.06 in br3/12 As • 5.75 5.75 4.35 4.75 4.35 in2 Mcr- f[r]18 /(t/2) - 239 in-lc A's = (Ps + Asfy)rfy - Effective Area of rued DELTA(er} = McrHc^2/(9,6Ec 0,06 in n$HO' - 0.15 0.15 0.12 0.13 0.12 -nAhll i k'd • 1,51 1.58 1.3$ 1.42 1.3$ in Formula set for CL reinf AND 2 -face aid, -> k'd _ - d•sgrt(nRHO' ^2 *2nRHO.nRHO') Cane Strain - 0.00124 0.00124 0,00124 0.00124054 0.00124054 -fr/Ec • kd - 1.41 1.41 1.41 1,41 1.41 in kd> k'd 7 Use kd Use kd OK Use kd OK Mn - 1131.20 1131.20 1160.50 935.04 360.50 ink Mn - (Pn 4 AsFyr(d.(101/3)) - Pn (d - h/2) I PHI Mn - 87$ 3711 706 . 755 706 in-I4 THETA -' 0.00033 0.000318 0.00036 0.00038 0.00036 radians DELTA[THETA] - 2.41 241 2,35 2.41 2.35 in Calculate deflection at design mnwent Wang* based PP internal angle - DELTA[THETA I = THETA • he^2 / 9.6 1 1 ter 293.73 293.73 254.31 256.36 254.38 iq4 Calculate Cracked Mrwrest of Inertia n•((AsFy+Pn)/Fy)•(dc1 - 2 * (h/3)c^3 ( / DELTA(PIB Mal= 203 2.03 1.33 1.92 1.33 in Calculate deflection at design moment strength based memeut south - DEI-TA[PHI Mal - (P14114n) • he^2 1(9,6 Ec Lcr) 1 / Which DELTA? 2.41 2.41 2.35 2.41 2.35 In • aMe • 402 412 332 301 253 la 4 Calculate 'applied' factored moments at acid bdgist nOwol Mu • •4u1hc"2/96 + P(91) e2 * Moll. Pjn2)) • DELTA Mu[ropj'- 0 0 0 0 0 in 4r Check c Wall Tap . - > 3444W0 - P14 • r 1 / . I Which Ma? 402 432 332 301 252 Itelr P)D hfa *Mu? OK OK OK OK OK Compare su gth provided verses =math required - Check Sorrier PieQoction: Ms = 129 185 134 129 0 in-k SUMMARY Moaned DELTA(s) • hd150 = LOS in Tbickness= 7.50 is DELTA(s)= 0.06 (106 0.06 0.06 0.06 in Reinforcing= 7 - *S r Cl. lEdgc & Typl OK OK OK OK OK SerYice Defection= 0.86 is PORTLAND CLINIC FILENAME: I:LSTRUCI+PDX CLNC1T295335,Wg1 Panels 2 & ]R. Ground -2nd Floor By LBO CROUP MACKENZIE . Desk I 1a -96 I 0690 S.W. BANCROFT SWEET - BOX 69039 lob No. 295335 PORTLAND, OREGON 9Y111 0034 f5075 224.9id0 FAX 1503) 2231-12/5 Sheer B.,11 of Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:21; Jeifax #676;Page 4/9 p�� - @ of re4e Flo ft.) Qom -- cxN - 15 .0'1(45 - c0 Z s) ( ,1)12 = 4°) - _ NI SUL t Q m wIN17%kDI S 4.S x .I x 2f 2 ( �- LESS '6A O t.) CA 1et{1;.` - 615)C >> )12 = c 1,2) 6 U - = 245 .17( ) +25.1Z (n+1a +(t9 +zZ)j 1 25. ( CO In a2 QLF P6CiF LL - w - 25.11( 2) - 315 PLF MI 40 a 40 O C 0 N 4 (o + 2s.17(4%-/:) j z - 52 L 1 15, 11( 3 15) j 2 4 4- St.5 c'^S E u E Ttt r\tSVS'e'S �G t 3 C - ) ¶o'ec = 100,25 ?sr 5 WQ a o � ; te r"v25 y a �w Z 1.4(5 4 It 7c, • CP o , o L W w = 1 . ( = 2°� 3 "`F M ,� = - (p .t�1 p use 7 � y O P .. sEe WP2r5 c Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:21; Je #676;Page 5/9 MACKENZIE ENGINEERING, INC. CIVIL* STRUCTURAL "TRANSPORTATION . 0690 S.w.Bancroft Street P.O.Box 69 Portland, Oregon 97201 -0039 (503) 224 -9560 Date: 12123196 Page:WP2E RECTANGULAR CONCRETE COLUMN DESIGN 2°)S 3'4: PORTLAND CLINIC - Panel 2, Lowest Level Dead Load + 112 Snow + Out of Plane Seismic DESIGN DATA COLUMN DATA LOAD FACTORS USED f'c - 5000 psi Column Depth - 7.50 in ACI 9.1 & 3.2 DL - 1.40 Fy - 60000 psi Width - 72.00 in ACI 9.1 & 9.2 LL - 1.70 Seismic Zone 3 Height - 13.50 ft ACI 9.1 & 9.2 ST - 1.70 live & Short Term Loads Act Together Reber Layout... .... Seismic - ST 1.10 Eff. Length Factor - 1.00 Set #1: 6 6 at d - 3J5 in ACI 9.2 Group Factor - 0.75 Column is Braced ACI 9.3 Dead Load Fact - 0.90 ACI 9 -3 Short Term - 1.30 Total Reinf. Area - 2.64 in2 j t ,b e . p UBC 2625ic14 "1.4" Factor - 1.40 ...% Steel - 0.49 % -4-- UBC 2625ic14 "0.9" Factor - 0.90 APPLIED LOADS ' • Axial Dead Load - 52.00 k Moments... @Top @Bottom Dist DL- 0.0, LL- 0.0, ST- 0.3 klft @ 0.00 •> 13.50 ft Live Load - 2.00 k Dead - 0.0 0.0 V( Short Term - 0.00 k Live - 0.0 0.0 k•ft Eccentricity - 0.00 in Short- 0.0 0.0 k -ft SUMMARY SLENDERNESS CHECK 9 -1 9 -2 9 -3 ' Actual klulr - 72.00 Elastic Modulus - 4031 ksi Pu : Max. Factored - 76.2 75.6 46.8 k Beta - 0.80 Pn "Phi @ Design Ecc. - 1240.1 874,9 515.8 k 9 - 9 9-3 OK OK OK Neutral Axis Dist - 6.86 in 4.93 in 3.18 in Mc- Delta :B'M2b + PM - 0.70 0.70 0.70 Delta:S"M2S - 5.2 9.3 9.3 k•ft Limit klulr - 34.00 34.00 34.00 Final Eccentricity - 0.83 1.48 2.40 in Beta - M:sustainedjM:max - 0.955 0.963 1.000 Magnification Factor - 1.16 1.16 1.10 Cm - 1.000 1.000 1.000 Design Eccentricity 0.96 1.72 2.62 in El - Max[1.2 "Ec'Ig +Es'Is))ll+ Beta }- or•.4Eclg1ll +Beta })11000000 Po' .80 = 1953.7 1953.7 1953.7 k - 2087 2079 2040 P : Balanced - 352.95 352.95 352,95 k Pc : Piz' El 1(kLulz - 784.86 781.83 767.35 Ecc: Balanced - 4.15 4.15 4.15 in Alpha: MaxPu l(Phi " Pc) - 0.139 0.138 0.087 Delta:b- CmJllAlpha! - 1.161 1.160 1.095 Delta:b ' M2b - 0.0 k -ft 0.0 k -ft 0.0 k -ft • Deltas ' M2s - 0.0 k -ft 9.3 k -ft 9.3 k -h Ecc: Etc Lds +Moments - 0.825 in 1.483 in 2.396 in Design Ecc - Eccielta - 0.958 in 1.721 in 2.625 in ill ' IIIIpCIiIII ! � ! I I AL�62.0 i � I � �I1 II IIIIiI1 I � 1 I I I I 1 «. =-oh, I 1 11 :11i l'I 11�1�111�'I 1111.III.I:I I I�I[1 1 1111111 i I III! ll' 11�111111� I I I 1 1 . 1 11 1 1I , i1 1 1 1 1! 11 !1'1 lli 11!1 :11 , 1111111111i1111111��J1/1 1 242.1 . ■ 1 III kI � � 01111111: ` I I I I I I 1 iii - oitl� ill 11 .1„ :1�11 II11'1 I1111�III1111'1 I I 1 11 ! I • 1! l 11111;111h,l�l ,1111111:11 111 if �1;11t1 [1111 1: 1053.7. _ . I 1 ; '11 �:I, 1 i 1 I 11 1 1 11 P 1 111111 ll; 1111.p111 !1111 11I 1,1!1 Illlll .. ,' $46" . 11 h 11 11 1 , : 1 I :111111111,1 11 MI. I . , fl I I ! � I 1 I 1 li j11 1 i�; 111. i1 I '�! !1!'1111! 11:.11 ll ! I ' 1 l 976.0. q I I f 1 l l:i 1 ! 1 111 ' I I 111 11 'IItI I I I 11! I 1 1 it ' � ' � I. I 1 �1 i 1 I 11 i 11 1111111 1 111 II 111 ..,. l 1$ . 1 I , .1. Illii 1.1 11,1 I:! iI Ii ill 1111111d : . III 1 1111 li ' !1111.111111111 li 1111;1111 ! 1$1 �I!? ai. a 1 I I ; , ilk I III!!! 1111 1011,11111. 111111 1111111111111111 :11111111.111111111 III 111 li 55.s 7 1 :7,6 145,5 179,4 I I nof7CNY - Kloa Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:22; Jet #676;Page 6/9 •g Dye p �' - . 4. <� Y , 22 p y 3 0 , % ¢3,4 1 E - oe ,, ro i --' LC 2'' . �l vpz j ► 14-, Co 2z,C, 1 w s i a .O f T CD n 1 ` —SIN ....4. 6,1 -.i2. - w _ bcD 10 - . _ _ V 4 - 1 2.2 1 14.1 on cO G " + . m V Tr ° • " T ," I (5f ISI P� M 6, cd i y� 0 77 ii POL t - 1 1 FL . I49• b a E C PAN CL tz k1Ps n E a x KoY SO. BC*. G z1.5 `:7 j + I¢, C ) + 12.2 �j �22. ) O 0 m c 4.7t ki 0 s'- -- V� - 1,�(12.Z ?3,3) - 11°) •1 K. 4 • 2 m .• \ \\ tom. ('E ZY{ ' PIN - ` CiN t rill ri pt..E. h G `3 �N OT �11J S o v�ti. �S(4XS1.Z - p 6 c M 44 nc.* - 'o K `fir■ ( _. 2tc2.3 VSO (ier) - '3/4"4 1)2 Nt _s L 36 •— J 5 _�1,m . 5/4",6 A. t-,).--1_ 1 v ��►= ( ? /5)C 14.,a N 5 = 2.2� �� 1 L = (f)(qj) / - 1 3 55 � 1 06E w 44 t4L-v= 1 cAovr.c.f c,.. am sites � � .�1� 14- GS.1 1 L 1 )/ • Sent by: GROUP MACKENZIE 5032281285; 12/23/96 10:22; Jedr #676;Page 7/9 • OV TU e+.) I ti) G 4 rvco, 1bF_'Z.tLt N Ca -• tf -- V b = © 3�, a(4-4,5 J Z'j,.( C) )~ 14,c0( 17.=3) 4- 12.2 (2cp ,$) — 1 65. 5 (4) - 2p(c) f( o9)60)-4- I4r2(2 ) - 43 i ra ti v.iX a!LTi N a Ddbi L s r DL C — 3 J - 17E.51.- ', - $a) +14' I. 3 310 , Coo f 0 Oft! f't' a 14 >. 0 21 62 rsf as,r-.cetG •Atn t J •'u5 T's4 . 4 l r S D; D L. 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