ML091330450

Seabrook - Updated Final Safety Analysis Report, Revision 12, Appendix 3G, Containment Liner Anchor Load Tests and 3H

ML091330450
Person / Time
Site:	Seabrook
Issue date:	11/03/2008
From:	Florida Power & Light Energy Seabrook
To:	Office of Nuclear Reactor Regulation
References
SBK-L-08172
Download: ML091330450 (59)

Text

{{#Wiki_filter:SEABROOK STATIONUFSAR DESIGN OF STRUCTURES , COMPONENTS EQUIPMENT AND SYSTEMSContainment Liner Anchor Load Tests Revision 8Appendix 3GPage 3G-1APPENDIX 3GCONTAINMENT LINER ANCHOR LOAD TESTSThe information contained in this appendix was not revised, but has been extracted from theoriginal FSAR and is provided for historical information. SB 1&2 FBAR APPENDIX 3G CONTAINMENT LINER ANCHOR LOAD TESTS 3G-l Amend men t 53 August 1984 SB 1&2 FSAR FINAL REPORT CONTAINMENT LINER ANCHOR LOAD TESTS by Edwin G.Burdette February 5.1981 Tests Performed for United Engineers and Constructors 30'South 17th.Street Post Office Box 8223 Philadelphia. Pennsylvania 19101 Testing Facilities: Department of Civil Engineering The University of Tennessee Knoxville, Tennes$ee 37916*A.endment 52 December 1983 Edwln G.Burdette Consultant 3G-2 .1.INTRODUCTtON SB 1&2 F8AR Containment Liner Anchor Load Tests by Edwin G.Burdette Amendment S2 December 1983 The containment structure for the Public Service Company of New Hamp-shire's Seabrook Nuclear Power Station consists of a right vertical cylin-der, a hemispherical dome, and a thick, flat base.In order to meet leak-tightness requirements for the containment acting.'as a pressure vessel, the entire inside surface of the concrete is covered with a steel liner.This liner is anchored to'the concrete by embedded structural tees, angles, or studs which are welded to the liner place.The containment is designed to resist the high temperature and pressure associated with the most break in a reactor coolant pipe.Under this postulated loading condition, the liner anchors must be adequate to maintain the structural integrity of the system., In order'to evaluate, analytically, the adequacy.of the liner anchors to perform their required function, experimental load-deflection data for individual anchors are needed for shear loads and displace-ments along the surface of the containment wall.'Pte results of load tests on line.r anchors have been reported in ences 2, 3 and 4.Of particular interest relative to the tests reported here-in are the results reported in Reference 2 of tests performed at the University of Tennessee. These test considerable information on load-deflection behaviot of angles and a smaller amount of data structural tees, both and tees being to 1/4 inch thick liner plates.The tests reported herein utilized the same test equipment and essentially the same 3G-3 SB 1&2 FSAR Amendment 52 December 1983 procedure as those tests'in Reference 2 and were designed to provide experi-mental data applicable to the containment liner at Seabrook.1.1 Objective The objective of the tests aeported here is*to obtain the shear load-displacement relationships'for a)the Japanese Tee with 1/4 inch fillet welds which was used to anchor the containment liner at Seabrook and b)for 3/4 inch diameter x 12 inch long studs.The boundary support c:ondi-tions for the liner plate test specimens were designed to represent. as near-ly as existing in the field;if an accurate simulation of field conditions not practical., the support conditions were designed to produce conservative results.A total of six shear tests were performed.to accomplish the stated ob-jective three tests on the Japanese Tee lOOxlOOmm and three tests on 3/4 inch diameter x 12 inch long studs.Information was'obtained in each test to plot the load-deflection curve for the anchor being tested.1.3 Acknowledgment The work reported herein was performed as a part of United Engineers and Inc.; Order No.R.O.56971, Change Order No.1.The facilities of the Department of Civil Engineering the University of Tennes-.see, Knoxville. were used to perform the tests.A number of Civil Engineering students participated in the performance of the tests, with special commend a-tion due to Steve Stethen, graduate student in and to James HaleYe.3G-4 2.TEST SPECD1ENS SB 1&2 FSAR Amendment 52 December 1983 All of the specimens were prepared on" the Seabrook plant site using procedures and materials approved for construction of the containment struc-ture.A compiete description of the test specimens with " is contained in Reference 1, and a sketch showing the*dimensions of the test specimens is shown in Figure I herein.The concrete blocks in which both the tees and the studs were embedded were 3'-4" x 3'-0" x°2'-3""fth the lin-er attached to the 3'-4" x 3'-0" top face*.The embedded tees were 12 inches long, and the two studs were spaced 12 inches apart.The welds for the tees were 1/4 inch continuous fillets on both sides of the The embedded an-chars were located 20 inches from the loaded front face of the test block, a distance equal to the spacing of the structural tee anchors.The length of the liner plate beyond the front edge of the concrete test block was determined by the dimensions of the test rig.After the specimens were cast.they were shipped to the University of Tennessee via truck for testing.At the time of.casting, concrete cylinders of conc:oete in each were cast at the Seabrook site.On the day a particular specimen was tested at the University,. three-corresponding cyl-inders were tested at Seabrook to obtain the compressive strength of the concrete.Four specimens were cast with embedded tees and four embedded*studs.The test plan called for the testing of three specimens of each type.The fourth specimen of each type was cast as a safety measure;if one specimen 3G-5 SB 1&2 FBAR Amendment 52 December 1983 was damaged in shipment or if the results of the first three tests suggested a Tevised testing procedure, the extra specimen would then be tested.It turned out that there was no reason to test the extra specimens; thus, three tee and stud specimens were tested.3.!-IETHOD OF TESTING.3.1 Test Apparatus The concrete block with the liner*plate anchored to its top face was re-strained by bearing against an abutment beam.The.liner plate was fastened to a moveable head beam which was driven by two, 200kip capacity hydraulic rams.The driving of this head beam produced tension in the liner plate and, in turn, a shear load in the anchor.A hydrocal cap was placed between the leading top edge of the concrete block and the top 3 inches of the abutment beam.Calibration curves for the two load cells are included in Appendix C.The test instrumentation consisted of the following key elements: 1.An LVDT was attaChed to the liner plate in the vicinity of the anchor.In the first test the LVDT was located behind the anchor-that is, on the side away from the applied load-but the rotation of the anchor and the re-suIting uplift of the plate behind the anchor caused some inaccuracies in LVDT readings at deflertions beyonrl peak load (see Plates Bl and B2).Thus, for all later tests the LVDT was attached to the liner plate several inches in front of the anchor where there*was no vertical movement of the liner (see Plate B8).2.A Gilmore console was used to control the closed loop testing system: A voltage input at the console causes the pump to drive the hydraulic ram until a voltage output from the LVDT sends a feedback signal that precisely matches 3G-6 SB 1&2 FSAR Amendment 52 December 1983 the input signal, at which point the system is in equilibrium. 3.Load cells are attachedfto the head beam which pulls the plate in such a way that the rams act.. against the cells.The signal from the load cells is transmitted to*a digital strain indicator which is calibrated to read the load directly in kips.4.An XY plotter is keyed into the s;*stem in such a.way that it receives signals from both the LVDT and the load cells.These two signals cause the XY plotter to a continuous plot of load versus deflection while a test is in progress.3.2 Test Procedure The tests as fbllows: 1.A small input voltage t corresponcing to a small deflection t"dialed in" at the console.The.pumps then drove the rams until sufficient movement of the anchor resulted in an output voltage from the which matched the input vol-tage.The required to produce that deflection was read and recorded, and the XY plotter made a continuous record of load and deflection cp to that point.2.The procedure just described was repeated for increments of deflection small enough to obtain an accurate plot of the measured data.tleasuremcnt of load and deflection continued until the full 0.5 inch travel of the LVDT was reached or failure of the anchor occurred.For those tests where failure had not occur-red at the limit of travel of the the LVDT was disconnected from the specimen, and the test was continued to failure to observe the mode of£a11-ure of the embedded anchors*.A dial gage was attached to the specimen tovide a check on the deflections measured by LVDT.3G-7 SB 1&2 FSAR 3.3 General Comments Two aspects of the testing procedure merit special comment: Amendment 52 December 1983 1.The load was applied to the anchors in the tests through a pull on the plate rather than.a push on the plate as used in*the tests in Reference 4.This type of load application obviated the need for any bending stiffeners on the liner plate, permitting a realistic representation of the rotation of the liner plate at the anchor.However, the fact that tpe unloaded end of the liner plate was unrestrained permitted it to lift off the test block as a result of the ,anchor rotation.In an actual liner-liner anchor system.this lift-off would be restrained by another embedded tee or row of studs, restraint that would add to the stability of the system.This effect is par-ticularly important in tee tests.Therefore, the method of testing these specimens was such that the load-deflection curve obtained for an anchor would be a conservative representation of the actual load-deflection relationship for an anchor in an actual fieldvoltage corresponded to a deflection and the rams acted to produce this de-flection;the load required to produce this deflection was then read from the-multimeter. This method of controlling the.tests permitteddefinition of the descending portion of the load-deflection curve for an anchor.4.TEST RESULTS The test results are summarized in Tables 1 and 2.and load-deflection curves are shown in Figures 2 and 3.Original data.including XI plots.are included in Appendix C.Selected photographs are presented in Appendix B to 3G-S SB 1&2 FSAR Amendment 52 December 1983 illustrate the testing operations and the mode of failure of the anchors.4.1 Discussion of Results The irregularities present in the load-deflection curves shown in the XI plots in Appendix C arefor the most part, to relaxation of the concrete causing a reduction in load under a constant.deflection. the test was stopped to take readings or, for that matter, when the person dialing in the voltage hesitated a bit, the system responded by constant de-flection;lnd the load required to maintain this deflection immediately de-creased.T-he curves for the tees, shown in Figure 2, drop off sharply after peak load is reached.At peak load the rotation of the tee in the concrete a crack on the back side of the flange of the tee.The local instability of the anchor results in a sharply reduced load-carrying capacity;in fact, the only load-carrying capacity remaining is*that required to fail the concrete wedge directly in front of the embedded tee.The drop-off in load beyond the peak was so sudden that.for T-I..and T-3, the testing equipment was incapable of tracking it accurately. The sud-den load instability of the concrete around the tee would permit the anchor to move too far forward,"overshooting" the dialed in voltage.The rams would then try to rectify the situation by retracting; however, the rams were not counected to the head beam, so their retraction allowed the load to go to zero.This situation is illustreted by the load-deflection curves obtained from the XY plotter and included in Appendix C...This loss of load presented no part1c-ular problem;a new, higher voltage was d'ialed in, the test was continued, and 3G-9 SB 1&2 FSAR a continuation of the load-deflection curve was obtained.Amendment S2 Deeember 1983 In an actual con-tainment liner-liner anchor system.the restraint provided by an adjacent anchor would almost certainly reduce the sharpness of the drop-off of the load-deflection curve and enhance the ductility of the tee anchors.The distinctly different" shapes of the load-deflection curves for the tees and for the studs reflect the different modes of failure for the tWo anchor systems.The fillet welds joining the tee's to the liner plate we.re of sufficient strength to prevent a failure of the steel" embedment; thus, the shear strength of the anchor was Ifmited by concrete tension acting to resist the rotation of the tee produced by the applied shear.Ductility of the em-bedded tees resulted from*the development ofsecondary mode of failure.namely, the diagonal tension failure of the wedge of concrete directly in front of the tee.Conversely. the strength element in a stud test was the shear strength of the studs.In each case the studs sheared just below the weld which attached them to the liner plate.The resulting load-deflection relationship resembles the stress-strain curve for steel, with a corresponding high degree of ductility. Interestingly, the maximum shear stress in the studs fat an average of the"three" tests was 60 ksi.5.CONCWSIONS The load-deflectian curves shown in Figures 2 and 3 represent. in theinion of this wrjter.a reasonable description of the shear load-deflection behavior of the anchors tested.Because of the absence of any hold-down re-straint on the free ends of the liner plates in the tests, the descendingtions of t*he curves for the tees should be somewhat higher.*Thus.the curves"in 3G-IO SB 1&2 FSAR Amendment 52 December 1983 Figure 2 may be thought of as reasonable but somewhat conservative represen-tations of the behavior of actual embedded tee anchors.3G-ll SB 1&2 FSAR REFERENCES Amendment 52 December 1983 1.Galunic, Branko,"Procedure for Containment Liner Anchor Load Test'" United Engineers and Constructors, Inc., Philadelphia, PA 19101, Revised August 25, 1980 (attached to Purchase Order No.H.O.56971.Change Order No.1)..2.Burdette, Edwin G.and Rogers,"Larry W.,"Liner Anchorage* Tests" Jnal of the Structural Division.ASeE.Vol.101, No.ST7, Proc.Paper 11432, July 1915, pp 1455-1468. 3.Lee.T. Gurbuz.0.,"Assessment of Behavior and Designing Steel Liners for Concrete Reactor Vessels", Final Report, Engineering 'Research Iowa State University, Ames, Iowa, Nov.197.3 (prepared for the U.S.Atomic Energy Commission Under No.AT(1l-l)-2267). 4."Liner Plate Anchorage Tests", Bechtel Corporation. San Francisco,ifornia, for"Arkansas Nuclear One, Arkansas Power and Light Co., April 18: 1969.3G-12 SB 1&2 FBAR APPENDIX A TABLES AND FIGURES 3G-13 AJMnd1Dent S2 Deeeuer 1983.. S8 1&2 FSAR Table 1 Test Data for Tee Amendment 52 December 1983 Concrete Peak Peak Defl.Peak Load at Age f'Load Load Load Ii*0.25 in.c Specimen (Davs)(osi)(k/in) )(kins)T-I 20 5,710 152 12.67 0.070 36 T-2 24 5,770 156 13.0.0.070 34 T-3 28 5,950 144 12.0 0.060 3i Avg. 150.7 12.6 0.067 34 Table 2 Test Data for Stud Specimens I Concrete Peak Peak Defl.at Load at Age f'LoadLoad Peak Load Ii=0.*25 in.c Specimen (Days)(psi)(kips).(k!stud)(Ins.)Cki'Ds)5-1 42 6,100 51.5 25.8 0.390 48 S-2 56 6,060 54.S*27.4 0.620 46 5-3 67 6,500 52.5 26.3 0.395 49 Avg.6.220 52.9 26.5 0.468 47.7 3G-14

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CU'RVE5-'S-rUD 2 ,,c\Z" STuD'S-.3G-17 SB 1&2 FSAR APPENDIX B PHOTOGRAPHS 3G-18 AmencJmen t 52 December 1983 SB 1&2 FSAR Amendment 52 December 1983 Plate BI: Specimen T-I.Test Assembly at Start of Test I.1**,1..-;_..'.....Plate B2: Specimen T-I...Plate Stages of Testing 3G-19 SB 1&2 FSAR Amendment 52 December 1983 Plate 83: Specimen T-1.Concrete Surface After Removal of Liner Plate Plate B4: Specimen T-1.Liner Anchor (Tee)After Test 3G-20 SB 1&2 FSAR Amend.ent 52 December 1983 Plate B5: Specimen T-2.Liner Deformation at End of Test Plate B6: Specimen T-2.Top of Concrete at End of Test 3G-21 SB 1&2 FSAR Amendment 52 December 1983 Plate B7: Specimen T-2.Liner and Tee at End of Test Plate B8: Specimen T-3.Instrumentation at Start of Test 3G-22 SB 1&2 FSAR Amendment 52 December 1983 Plate B9: Specimen T-3.Concrete Surface After Removal of Liner Plate Plate BI0: Specimen T-3.Liner and Tee After Removal of Liner Plate 3G-23 SB 1&2 PSAR Amendment 52 December 1983 Plate Bl1: Specimen S-I.Start-up of Test Plate B12: Specimen S-I.Studs in Concrete After Shear Failure 3G-24 SB 1&2 FSAR Amendment 52 December 1983 Plate B13: Specimen S-I.Detail of Sheared Stud in Plate Plate B14: Specimen 8-1.Detail of Sheared Stud in Concrete 3G-25 SB 1&2 FSAR Amendment 52 December 1983 Plate B19: Specimen 8-3.Sheared Studs in Concrete After Test Plate B20: Specimen S-3.Sheared Stud in Plate After Test 3G-28 SB 1&2 FSa APPENDIX C LOAD CELL CALIBRATION AND ORIGINAL DATA---------------------------3G-29 AIIenduaen t 52 Decembe r 1983 SB 1&2 F8AR Amendment 52 December 1983'.\1\n.'-..J 200 J l1J\&0lG:C>}: 14-0 6\z.o OJ-loo l-e go.-0 (;,0\;\:.t JU D'2.0 S 0 0t<c,b...'t:>\\N\t)S-o'-CSolJ,ED G,-\0-Sop>>D-30 SB 1&2 Amendment 52 FSAR December 1983 UNITED.ENGINEERS' LI1i=:R AnCEO£{LOAD?ZST.2 OE.Z..--7ES T SPEC IHEl'J: 1.PB.-\K LOAD: 15Z KIPS flc: PSI DIAL#I LOpATION:Ltug ,e> Hl:)!='";ILCi>?b' . bIAL jf 2 L CATl.Ol'i: 00 0;:" Fo,c:.S'c::£5\.0'r.-,.6 I J:rl.Q<, VISHAY-ELLIS CALIBRATIONf:1UL TI-METER LVDr LOAD DIAl#2.READING DEFL (KIPS)(IN)r IN)C\'OLTS).(IN)xl0'3.3./5 o.tS'd"35.Z ZD4.--1..o.zoo zzz.32..00 4:z5 O.ZI:3.35.8 Z.37 32 4.50 O...zz.s.35.)Z4B 33 4.75 .35.0 ZI.5 3'3 5.00 O.Z50 35.4 Z7S 33 5.zS 0.7.t..3.31.Z Z6C!33'C:;;o......" 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.00 00 435 00 502 00 432 Cu 507 00 427 00 505 00 427 00 502 0041B 00 ,05 00 413 00 503 00411 00 500 00 397 00 4'S 7 00 390 00 501 00 380 D.30 00 496'00 365*00 49*7 00 334 00 492 00 2*9 9 00 494 00 267 00 495 00 214 00.497 00 129 00 489 00 Oa8 00'.87 0.0 00 000 00 488 \,,01'\,0 00 457 (J1tJ' )o.zs 00 484 00 483 00 4BO'P\..O"'T= 5Z.S(: 00 473 0..., ...:51.G:;,,, 00 4806'uo'476 3G-49/7';'"7-SB 1&2 FSAROx'b FNu:::t:::::>>, E:.....,'C 00 214 00 237 00.244-00 245 00 245 DO6 00 245 0.55 00 241 00 241 00 243 OD 241 00 238 00 219 00191 00 157 00 lQJ9 00 067 o.so 00 025 \ \Q:CMDVE t:::>\,,'-:s=-I'Amendment 52 December 1983 00 00 3G-50 000 487 5B 1&2 FSAR'-end.ent 52 December 1983 3G-Sl SB 1&2 FSAR CONTAINMENT LINER.ANCHOR LOAD TEST FABRICATION OF SPECDlENS SEABROOK PROJECT Date: April 7, 1981 Prepared by:B.Galunic 3G-S2 Amendment 52 DeceJDber 1983 1.INTRODUCTION SB 1&2 FSAR Containment Liner Anchor Load Test Fabrication of Specimens* Seabrook Project Amendment 52 Deceaber 1983 The containment structure at the Seabrook Nuclear Project 1s a right vertical cylinder having an inside radius of 140 feet and wall thickness of 4'-6".and it has a dome which is 3'-6" thick.At the base is a 10 foot thick mat.It is designed to resist the pressure from the most severe break in a reactor coolant pipe.In order to meet the leak tightness requirements of the vessel, a steel liner plate is installed over the inside surface of the concrete.The liner is generally 3/8 inch thick in the cyl-indrical portion and is thickened to 3/4 inches in the penetration areas near the base.The liner in the dome has a uniform thickness of 1/2 inch and it is 1/4 inch thick on top of the mat.*It is anchored to the concrete shell by embedded structural tees and studs welded to the liner plate.Headed studs are only used on the 3/4 inch plates in the penetration area.The tees are used in all other regions.The purpose of these tests is to define a load-deflection curve for the anchors which canbeused in the analysis of the liner/anchor system.The liner strains and anchor displacements must meet the requirements of the ASHE Section III Division 2 Code.2.MATERIALS The tees are made from SA36 steel.They were rolled in Japan and accord-ing1y have metric dimensions. The tee WI 10OxlOO corresponds verY closely 3G-53 SB 1&2 FBAR with the American WI 4x7.5 (3.94 in.vs 4.0 in.flange width).Amenc:llllent S2 December 1983 2.2 Studs The stud material conforms to ASTM Specification A-lOS Grade 1018.The yield stress is approximately 50 ksi and the ultimate strength is approximately 60 ksi.2.3 Liner Plate The liner plate is made from SA 516 Grade 60 steel (Specification 9763.006 15-1).The plate was cut so that the tensile load on the plate during the test is applied in the direction of rolling.The plate thickness used for all tests, including the studs, was 3/8 inch.In the containment structure the studs are welded to a 3/4 inch plate.It is expected that the thinner plate used in the test will permit larger rotations of the anchor in the vicinity of the plate causing larger stresses in the concrete aDd thereby conservative results.2.4 Concrete All concrete was mixed in accordance with PSNH Specification 9763.006 69-7 and 9763-69-3. The design strength-vas 4000 psi.The concrete mix is the same as used in the containment structure. An air-entraining and retard- admixture was used.The concret"e was Atlantic Type II and the coarsegregate conforms to ASTM C-67.2.5 Reinforcement The concrete is reinforced with rebar that conforms to ASTM A615 Grade 60 Specifications. 3G-54 3.DESIGN OF SPECIMENS SB 1&2'SAR Amendment 52 December 1983 The dimensions of the specimens, the reinforcement and pertinent details are shown in the drawing LT-l.The overall size of the specimens and the length and taper of the liner were based on the dimensional limitations of the testing equipment. The reinforcement served two purposes.It first provided a confinement of the concrete and prevented cracking that could occur duting transportation and other handling.Also, additional rebar were placed on the side of the tees away from the load application. The purpose of these bars was to prevent overall cracking of the specimen when the test load is applied.They are intended to eliminate failure modes that might occur due to the phy-sical limitations of the test specimen.Any cracking of the free vertical surfaces would not be representative of what could occur in the actual struc-ture which is continuous. The length of the tee specimens was held to 12 1n-ches, to minimize the effect of the free edge.These problems are not expected to occur when studs are used because the failure will be localized to a small area.The same overall dimensions were used for simplicity of fabrication. 4.POURING PROCEDURE The test block forms were fabricated at the Seabrook site.The liner formed one side of the form as is the case in the containment structure. The tees were oriented during the pouring operation. Before the con-crete was poured a thin coating of WD-40 was sprayed on the liner to eliminate bond between the liner and concrete. was mixed at the Site Batch Plant and*brought to the test area by trucks.The concrete was placed into the forms by a pump truck to simulate actual field placement conditions. 3G-55 SB 1&2 Amend.ent 52 FSAI December 1983 Each specimen was fabricated in three lifts.After each lift a vibrator was used to consolidate the concrete and eliminate voids.Two different trucks were used.Twelve cylinders were taken from each truck.In addition.six cylinders were made for each specimen.These were stored on site in a controlled environment curing room.Three were broken on the day of the test of the specimen.At the end of the pour the top of the concrete surface was troweled to a smooth finish.A chemical curing compoUQd was applied to the exposed surface to seal in moisture and thereby replace water curfng.5.TRANSPORTATION The specimens were transported to Knoxville, Tennessee on two flatbed trucks 14 days after fabrication. Five day cylinder breaks indicated a strength of 3550 psi.3G-S6 100 mfn SB 1&2 FSAR 100mOl\t (M37')i i=t==---.,..(O.!ISI')$T()D/)ETA ,'-3G-57 Amend1Dent 52 December 1983 N ii tI II'1 tI::I_M'\D CD\It WN rn'IIiI tld tn....16'0" r--0 I ,l" tJ J'4$10 ,I_l.;'02 021LLED MUll410 1'-fA,'.All£.WRO£:D 11------=:.... . ,'*a 1*1'*8- 1'*&1.,--I-';r--------/ 'I II1 II 6 I I ,II I, ,f,," fJ HflU S I'UN(JJED=::r-1---, J%-'".L I-'ir.: 'j O(Ot"LLft)AFfEt--::.4 4 t--I'D' !':" toQ...I-,.-, lIT I"ltSARE)**..:.1.::.!-:L!1"I----;r-:t-*,=-=-+ Q:--i.-.---1 OUUC.TlO).lQ, I I ,II I I'OF RDlLlNq.!.I I II Of IZOLUNt1..)L--::1._-1.I'-:1.--1.--\1--L-LJYii 100100 4'" 1...!.J..r'i 4'i--I Jr-Iii4,,15 (WPPS.l)1'f PLAN PLAN If t , F 16Uee 11! FOil sruosr It foe lEEl.SCALE'.r*r*o 1-l;r.,:.'SCALE,'(I$ASte.qltU)*10 I ,.Cor!..9.....I\..I.W/dA'TH.00"***..a L'l*6A1lS 20 USlL"w/WT4"lS (W"U)AS-'W,ll r.._Aruos....lII'-I@tI 4....PI to I\tC\Q" ('7J t lA5/1l GflUJ ,t"*4*1 c... 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