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Specifications 4 CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE SCHOLLS BLDG G HVAC Approved: t- OTQ [ ] 10200 SW Nimbus Ave Permit## 'pC.— 2cc C`--.c.0' 'z Tigard, OR 97223 Address* O it . ,.. . WA t Suite# z 4 C B diS „&.1 Date: . --ti-.91-. STRUCTURAL CALCULATIONS OFFICE COPY VLMK Project Number:20160257 Reitmeier Mechanical 19570 SW 90th Court Tualatin, OR 97062 412111,1V0 ic-'41° 4ST ii 5359P - .I 8/16 v 0•EGON , c � • 15, 20 'SON C. SP\\\' EXPIRES: 6/30/2016 "V VLMK Prepared By: Reed Newcomer,HT May 18,2016 ENGINEERING + DESIGN Structural Calculations_Scholls Bidu G lIVAG—[IVA( DC-1 Project: Scholls Bldg G HVAC Project Number: 20160257 Project Address: 10200 SW Nimbus Ave Document: Structural Calculations for Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Details S-1 thru S-3 Structural Calculations C-1 thru C-5 Reference Information R-1 thru R-3 DESCRIPTION OF PROJECT The 'Scholls Bldg G HVAC' project consists of the replacement of a HVAC roof top unit(RTU). The unit will sit on a new curb. The scope of this calculation evaluates the existing structural (purlin) members for the additional loading, as well as the attachment of the new units to resist wind and seismic forces. iLcud22Oi6',"0I6O25/ ui.s‘,20160257 DC docs 339, ,,;kelt AvH be n tli 'I i.R 9/239 lel-()(1,3 222.3453 fax 503 2499253 uluik coy„ Structural(cdculations Scholls Bldg 6 HVAC—HVAC DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 201 2 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pt 25 psf Snow Drift As Required Dead Loads Roof(Panelized) Roofing (existing) 2.8 psf Insulation 1 .5 psf Sheathing (5/8" plywood) 1 .8 psf Sub-purlins (2X6 @ 24" O.C.) 1 .1 psf Joists (4X16 Ca3 8'-0" O.C.) 1 .7 psf Glulam Girders 1.5 psf Suspended Ceiling 1.8 psf Mechanical and Electrical 1.0 psf Miscellaneous 0.8 psf Total Roof Load 14.0 psf Additional Loads HVAC RTU 383 Lbs Curb [Est.] 100 Lbs Wind Basic Wind Speed (3-second gust) 120 mph Wind Importance Factor, Iw 1.0 Occupancy Category II Wind Exposure B Seismic Seismic Importance Factor, le 1.0 Risk Category II Mapped Spectral Response Accelerations 5, = 0.974 Si = 0.424 Site Class D Spectral Response Coefficients Sds = 0.721 Sd, = 0.446 Seismic Design Category D Component Anchorage Factors a RP IP Hanging HVAC Equip 2.5 6.0 1.0 G'.kad2016.20160257vCalcs\?0160257 DCrloH 3933 stAi Kelly Avenue Fottlu iJ,OR 97`239 tel. 503 222 4253 fax 503.2489253 v:vLni:,on: NEW 4x8 WITH SIMPSON'HUS48' FACE MOUNT HANGER,CUT BACK EXISTING SUB-PURLIN AND NEW HVAC UNIT TO BEAR SECURE WITH SIMPSON'LUS26' ON NEW OR EXISTING FACE MOUNT HANGER FRAMING ON ALL CORNERS (WEIGHT—383#) - VERIFY EXISTING FRAMING UNDER MECH.UNIT AS SHOWN, NOTIFY ENGINEER IF OTHERWISE. (E)GLULAM BEAM PROVIDE ADDITIONAL 2x6 FRAMING PER SECTION A. NEW 4x8, USE SIMPSON • 'HUS48'FACE MOUNT HANGER, EACH END Jcc ce J J D ' a a <O tD co X X X � � V W (E)2x4 SUB-PURLINS AT 24"O.C.TYPICAL ENLARGED PARTIAL FRAMING PLAN 1/4"= SCHOLLS BLDG G HVAC 20160257 MAY 2016 �.E 10200 SW NIMBUS AVE JRN JCS INTV L M K TIGARD,OR 97223 "RWN " `NECKED ENGINEERING + DESIGN PARTIAL FRAMING PLAN S-2 3933 SW Kelly Avenue Portland,Oregon 97239 I tel 503.222A453 I fax:503.248.9263 I www.vlmk.com -------- ---- - _- — -------- -- -- --- -----SII @t i UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH C (4)#10 x 1/2"TEK SCREWS I SECURE ANCHOR TO CURB WITH(4)#10 x 1/2"TEK ,: � A SCREWS,TYPICAL rim imi 16 GAUGE STEEL'CANFAB' rif WOOD NAILER OR EQUAL ANCHOR,(4) •I UNIT MOUNTING CURB BY UNIT TOTAL,(1)EACH CORNER 1111UNIT (14"HEIGHT) ON LONG SIDES OF UNIT GALVANIZED SHEET METAL MINIMUM 2x P.T.LEVEL COUNTER FLASHING PLATFORM BY CONTRACTOR / EXISTING ROOF SHEATHING, ROOFING BY OTHERS REMOVE UNDER UNIT AS REQUIRED ROOFING BY OTHERS-\t „„ „„„„„/// ii SECURE CURB TO SUPPORT FRAMING WITH#14 WOOD SCREWS AT EACH CORNER AND AT 2'-0"O.C. SUPPORT FRAMING PER PLAN MAXIMUM SPACING,SCREWS MUST BE LONG ENOUGH TO PENETRATE SUPPORT FRAMING 2"MINIMUM . 0 HVAC CURB DETAIL 1 1/2"=1-0" Ir SCHOLLS BLDG G HVAC 20160257 MAY 2016 10200 SW NIMBUS AVE JRN JCS VVLM K TIGARD,OR 97223 °"""" `HECKED ENGINEERING + DESIGN HVAC CURB DETAIL S-3 SW Kelly Avenue Portland,Oregon 97239 Het 503.222.4453 I fax:503.248.9263 I www.vlmk.com VL M K Project Scholls HVAC job g. 20160257 By- JRN nate. May 2016 sheet u: C-2 ENGINEERING a DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment • Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 �`otN TYPICAL SCREEN WALL Fh 2� �� Fv �Fo� w r t1 -411111.12 TYPICAL MECHANICAL UNIT opo, � �� Fh .04 H 4 H 44��0 h DESIGN INPUT B = 300 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 25 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10') Height = 3.83 ft Height of Rooftop Structure or Equipment Width = 4.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = 2.67 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 28.8 ft Height to Top of Structure or Equipment V„lt = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] B Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] K, = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] Krt = 1.00 Topographic Factor [Figure 26.8-1] Kd = 0.85 Wind Directionality Factor [Table 26.6-1] ANALYSIS q2 = 0.00256KZKZtKdi/U,t2 [Equation 29.3-1] • q= = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase & Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1] Af = 15.32 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 10.68 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 7500 sf Building Area Normal to the Wind Direction Fh = q h(GCr)A f [Equation 29.5-2] .4 Fh = 639 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) F„ = gh(GC r)Ar [Equation 29.5-3] At F„ = 352 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) p„ = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmlc.com 1 VVLMK Project Scholls HVAC Job u: 20160257 By JRN Date: May 2016 sheet#: C-3 ENGINEERING , DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design • Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: I x Sin = 0.721 g Design Spectral Response Acceleration S2 = 1.0 Overstrength Factor[ASCE7 12.2-1 or 15.4-1] 3 4 A = 2.5 [ASCE7 13.5-1 or 13.6-1] �cG Rp = 6.0 [ASCE7 13.5-1 or 13.6-1] Ycg �cR Y Ip = 1.00 [ASCE7 13.1.3] • 2 • z = 25 ft Attachment height from base of structure h = 25 ft Average roof height of structure from base xCg Wind Parameters: PLAN VEW PHOR:2. = 41.7 psf Design Wind Pressure (psf), 1.0W PUPUFT = 32.9 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: _EKG Wp = 383 lbs Total Weight zcgl X . 48.0 in Base Dimension (max) ' ' Y = 32.0 in Base Dimension (min) SIDE VIEW Z = 46.0 in Height of Unit Zcurb = 14.0 in Height of Curb, where occurs Load Combinations: Xca = 23.0 in Center of Gravity Seismic: Wind: Ya, = 15.3 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Z, = 16.5 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4)anchors/corners together) Seismic: 0.4a SOS W z Fp = ° ° (1+2- = 138 lbs <_1.6SosJPWP = 442 lbs OK Rp/Ip h >_0.3S„sI PWP = 83 lbs OK Base Shear, QV„E = 138 lbs Seismic, QE ‘Iii : Vuw = 834 lbs Wind, 1.0W V,,,BASE = 834 lbs Wind = 500 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 2.15 in ev = 1.465 in • 1 23 529 15.3 234.09 Mx-x = 297 in-lbs M„-y = 202 in-lbs 2 25 625 15.3 234.09 Y Direction X Direction 3 23 529 16.7 278.89 V1,3 = 37 lbs V1,2 = 38 lbs 4 25 625 16.7 278.89 V2,4 = 38 lbs V3,4 = 38 lbs 2308 1025.96 Wind: V1,2,3,4 = 209 lbs Max Yu,ANCHOR = 209 lbs Wind = 125 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 4211 lb-in Seismic, QE Net Tension: Tx* = 266 lbs Mres,x = 6657.8 lb-in Seismic, QE T,,* = 396 lbs Mres,y = 4428.9 lb-in Seismic, QE Wind: Mot = 25020 lb-in Wind, 1.0W Max T,, ANCHOR* = 396 lbs Wind Mres,x = 7928.1 lb-in Wind, 1.0W = 232 (ASD) Mres,v = 5273.9 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift 3933 SW Kelly Avenue Portland,OR 91239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com 1 V V L MK Project 04.1.1 Aim Job#: 20160 S} BY, Date:,E4 neo Sheet#: a-1' ENGINEERING•DESIGN l 1�. I l /> _- 0,4447-3__ Pe5rc).-4� : i ; • .ti.= 12.r* - 46.-I- t . 8.S4r-,if 2' • 141Lpff i , • I SL= 25-r* - z' - 50eP 1 1,b`71.4 _ 1.t3-.PW .E+4 IWL•tr 1, 1 ' - 2 16" i i . i l /00vi 6 14 "fpk ' 4pg3.• 1,: /tb; •0v 1.o4,$r . iilsb•f.o 16-4 f i j , e-eri-Pit .ex,3T ;.'14. 'NIL.llg4 w/ 4x_ 8 Fk4me 'pVi- to/� ' . - 1 I�$ •I,or O�) i I •Pt, .,t-1 ( Ax/l, . Ci 12,5 . 30U I 1 . (fgt6 4,1, •Cl. s 4.k Or . ; 1 • 1 .••.. \ ti N. \. \ `, I I 1 1 zdo4-4• c" !- • 1 M t i I 1� 1 /I H,,, 300 2,` + f� s� + is+)1(4\l(1.(, 1 � 8 t 20 f `)187,101 Ib-.,, 1 i MALL..,4 I. I=o if.. •I.16'- k4.4'. —-. ...- ' DCKa�c1 *tris c,t• i9 4 1 ' re , Pv1U.1- e4 1 ' 1 I I I 1 - i • �Esf tv�� 3933 SW Kelly Avenue Portland,OR 91239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com l F 0 R T E MEMBER REPORT ROOF, Sub-Purlin PASSED 1 piece(s)4 x 8 Douglas Fir-Larch No. 2@ 24" OC C-5 Overall Length:8 0 0 + + 0 0 •I. 788 I' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 380©7 10 4 3281(1.50") Passed(12%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(lbs) 335 @ 7 3 0 3502 Passed(10%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Commercial Moment(Ft-lbs) 722 @ 4 6 12 3954 Passed(18%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Dell.(in) 0.022 @ 3 11 15 0.257 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.043 @ 4 1 1 0.385 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) T]-Pro'"Rating N/A N/A -- -- -- •Deflection criteria:LL(L/360)and TL(1/240). •Input live load span ratio deflection limit is below building code minimum value of L/360.This minimum value was used for design. •Input total load span ratio deflection limit is below building code minimum value of L/240.This minimum value was used for design. •Bracing(Lu):All compression edges(top and bottom)must be braced at 7 8 8 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(los) Supports Total Available Required Dead Snow Total Accessories 1-Hanger on 7 1/4"DF beam 1.75" Hanger,. 1.50" 138 200 338 See note 1 2-Hanger on 7 1/4"DF beam 1.75" Hangers 1.50" 191 200 391 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger Connector not found N/A N/A N/A N/A 2-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Snow Loads Location Spaebg (0.90) (1.15) Comments 1-Uniform(PSF) 0 0 0 to 8 0 0 24" 12.0 25.0 Roof 2-Point(Ib) 5 6 0 N/A 137 _ Max RTU Comer Weight Weyerhaeuser Notes ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by JRN Forte Software Operator Job Notes 5/17/2016 5:42:24 PM Reed Newcomer Forte v5.0, Design Engine:V6.4.0.40 VLMK Engineers (503)222-4453 reedn@vlmk.corn Page 1 of 1 Unit Report For 3T Project: —Untitled110 04/19/2016 Prepared By: 04:07PM R - 1 Unit Parameters Dimensions(ft.in.)&Weight(1b.)*** Unit Model. 48VL-B360603 Unit Length. 4'0.1875" Unit Size- 36(3.0 Tons) Unit Width. 2'8.625" Z Volts-Phase-Hertz. 208-1-60 Unit Height 3'9.9375" 0 Heating Type- Gas "' Weights and Dimensions are approximate.Weight does not include root Duct Cfg VerticalNertical curbs,unit packaging,field installed accessories or factory LL! 60,000 Btuh installed options. Approximate dimensions are provided primarily for V shipping purposes.For exact dimensions and weights,refer to appropriat Z Standard Unit product data catalog. W Total Operating Weight 383 lb LU LL LU Warranty Information ce 1 year warranty on parts 5 year warranty on compressor 5 year warranty on heat exchanger No optional warranties were selected. NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48VL-B360603 Rooftop Unit 1 Base Unit Accessories CPHSTART002A00 Compressor Hard Start Kit 1 CPCRKHTR008A00 240V Crankcase Heater 1 Packaged Rooftop Builder 1.40 Page 2 of 7 Certified Drawing for 3T Project: -Untitled110 04/19/2016 Prepared By: 04:07PM R - 2 >J LAIT ELECTRICAL U8IT WT. GAIT IEI0(7 I6rw (CRIER OF GRA3IT7 Ivo, 1 CI4NACTERISTICS LA FG •6• 1 7 4 0 4831(-111)621(0401060 HC 708/230-1-60 330 149.6 42-'18 1070 22-15(16 579.1 15-5416 388 8 15-•1(16 398 5 1871.,-/1171101040/060(21/510 248/230-1. 2087130-340 31?_155.0 14-218 1121 22-13(16 579.1 15-51.6 388.1 15.13716 102.6 1831(-76)63610601090)(3(570 106(750-1. 206/230-3-60 516 100.1 46-158 1172 22-15/16 513.1 15-5116 188.9 '6-518 472.5 W 4831(-76)8361060(090160 460-3-60 390 173.8 16-158 1171 22.137.6 571 4 15-5(16 088 I 16-518 1?? 3 U UNITS ypLTA( CORNED 12IGIT 1.041.6 Z "2• •3• •1. 611 1681.(-/l181110402010)80 2081234 49.5 22.5 66.0 28.9 38.9 14.9 115.4 5?.4 LL 4861.(-.411530(044/4607,.34510 2082234 51.3 73.5 68.4 31 0 102.5 16.5 119.6 51.5 1831(-7418361010(010)(115:0 1081731 56 4 75.6 15.7 34 I 117 1 51.2 13'.5 59 I W t 4881.-/4111561060,010)611460 56.1 25.6 75.2 34 1 121 7 55.3 156.5 62.0 l m (211 15 .1 ."i1 ((12'41. ROTE. ALL TAAL(51TA RELE586T FOR ALL FACTORY'WALLED ��CLEAN S��• 1-"1f OPT/015((CEPT ECOAO0I7EA [113555 ERN] W ID, . TOP OF U4IT '4 1355OE 67 Ce ILLI (OCT SIDE OF 74(1 2 (53.6] 7_wI i SIO[OPPCSIIE DUCTS .4 (355.6] tss 15 ID IIb4f saw pi 607040r 119]T .. .12 (12 7] FLOE PAWL . 34(III 11 _ °TOM aT404111.• IIC IMS CWNNICIR 4tit1� . 1111.11 •1�ti,1 - I1866S EA1f1 [414 61 3; 1St 6ITWIEI U6I1S, PONEP lRT9T SIDE 17 11066.8] 1 - '1'.• ', MT OMIT AD BLOCROUNDED A Oa COKRETEES.WALLS AM OTTjEpTP 5I0[. ..36 H11.0] 1 ;it - v. 630080[0 SURFACES, P0103 06131 SIDE 42 11066.8] °M°,cATL 111 f1 11mAAm C(.EA1uIICE 5'01 OIIsM71d1 MD a71l1ceo IACAES[Rrl •r ■ 1 EPN (OIL ACCESS SIDE.... 46 1066.8] _..._____,1_ 113717 PORN COTR1 SIDE 42 1(366.0] :EICEPT FOR NEC REOFIREREITS! / PI OBIT TOP .48 11219.2] / SIDE OPPOSITE DUCTS ...34 1914.07 1 Ian ton-, •boos cmOOCT 41157 .17 1304 616 11P MEW 68I3I681 OISTANCES:IF UNIT IS PLACED LESS TIAN 12(301.81 F856 WALL 1TSTEN.TIER SISTEN FEIFOANA3CE 11876E CONFR(3NISEC. DINE6SI04S II 11 APE I6 w * 4. 11-1.•4 019.11 (IN 51 IN 411 -'• 1;4'11 _ _ ____ 111111a i HUI .1111IIIIMIMIIII! 1 41. 1 111 UN In 17'84 414 [Una] C31}IOL • [ / / I MI 5.1,,, ,,i,.�/ 1 �N5 t7 -I °1E.7k t!1 -s.,1it '}`!"s 1-sn _t�n5 1 - - ---J [uf.II I (5µd1[fN1716- IIY ' Phtl tea• •0 /�JYI• 4_. .Q. I [7111 R] Fimam =le" 1116 T1 IEM.42MMME3 MIMS 1-14,18 1/11 UPI? 7't't 01 1.T 1-1.14 »f'' 11-1111 - (1t I WIMP IS'!1 4-1711 )t-5.1 F1f1 f'4.1/1�1 r, f1� 1� lbr1N f1�11 1,µi1{ 07011 015.51 1150 11 1:N 127.11 06• SIDE • SCE VEW SPAR vEW r 48315/03/6 Packaged Rooftop Builder 1.40 Page 3 of 7 . r ',-7''1 '•S'---",.n'"!t••1 ... t ulr-+M1.' --kit, ...... i ') ,.�b 4, _ � ik V +� — _ R-3 ' 't' • J 1 t; • MIf 0 , rI u� I r s • �\-y.A.. LLL Z { LC �t �• .....„„,,,.15.,;•'7•L0'r"Y I(.rN.eoen�y •�i' a3 I `� re ;.-1- '� ; of • IL. ' a ,. -wfe� , ..+v.t.o.. a y o: r,-,..-/ 'i W i i --1---1,4,74:41 +I rvI a/ ,� rL...rk Je. I .„- ..,,,e_.....1 - . . /—,_ f'�ue �e.�'"' i.fy Isar I _-_•`f�__.1.-' _ �� Ill• • p 1 j i°.rom. 6 ...., 'r-.rls. I 1 j i p i� �n -`I`-- on evC Eo'; o j o a4 p•a.'a Y }� II 11 .I NI t J A'PROX.LOCATION —lit') .I 1 i EE' Y.tr'.. '-Q UNIT. I L ID V ; • ah X4.+"1 r .v ,.....Y 1 ia 'll•�'1 f iC �- h • lee I a� '� 1..ISA �i is aw•1 - `oess r' /47411 } 1 D M I "1 '« * r•s' �y.t4 ,sk r,e�i'e.1�\ '{I.j/:44 f'r of��°mss I [•.,:!'1 Mgt y, 111/ C •'%).. fi Yl V' f.Y7 T4'la ,2•L I1G�Ay( � - J� b.. .(F � f 4. — y C I �v �_-_ a•...o-. ... .N of ii a ROOF FBA1'l/N5_ aia PL-,9_0V - LOG _,. a{sra'.'mogvNoeC__1 wee are,ya•,....a11 9 ..e l,:F*9.rePQ .G.�la f�.zip.sENn Yun,AQ fi QJ ! . U w. sse.s<-->rrrarow w.a..rr i iI el f I1 • 4 , .,. . G ii S.15 _ _ . �'� 1.1.1.1I.r. ,i„ wlw f tttt ItttrlY r,l 1.71*PtIt ttltrtt rI �... ,I I. — .J 7ay� i ...r L -i -' rye. t t f • t . e e ,- — -- — _ — 1 _ 11IA�Y 16 •,1990 L