ML20082G419

Rev 0 to Topical Rept 093, TMI-1 Reactor Bldg Twenty Yr Tendon Surveillance (Insp Period 6)

ML20082G419
Person / Time
Site:	Crane
Issue date:	03/22/1995
From:	Lazorchak S GENERAL PUBLIC UTILITIES CORP.
To:
Shared Package
ML20082G405	List: ML20082G402 ML20082G419 ML20082G444
References
TR-093, TR-093-R00, TR-93, TR-93-R, NUDOCS 9504130245
Download: ML20082G419 (19)

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-THREE MILE ISIAND UNIT 1 -

REACTOR BUILDING TWENTY YEAR TENDON SURVEILLANCE (INSPECTION PERIOD 6)

TOPICAL REPORT 093 Rev. O e

PROJECT NO:

B/A 123321 W.O.

3200-51065.

Se.mYh. $ME sliihs c

PREPAREb BY: Stephen M. p orchak DATE APPROVALS:

WY 3ho/W ION' MANAGER

/DATI L o. W 3.n. w DIRECTOR @ GINEER AND DESIGN DATE W2z/9f VICE PRESIfENT DATI '

. TECHNICAL FUNCTIONS (SIGNIFICANT IMPACT REVIEW)

SL WP \\ REPORT \\ TMI-20YR-TENDONSURVEIL e

9504130245 950407 PDR ADOCK 05000289 p

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. ABSTRACT i;

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...specified -in. TNI-1 Technical Specification = Section: 4.4.2.1,_ a T

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surveillance' inspection of the Reactor Building post tensioning system has been' conducted.

This surveillance, designated Inspection Period 6, wasI

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conducted 20 years after the initial Reactor Building Structural Integrity f.

Test (S.I.T.).

The. field ' work. was ' conducted _ from September, 1994 to.

November, 1994 and'the surveillance was completed'on January 9, 1995.

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. During the twenty year tendon surveillance', a total of: 11. tendons were -

inspected / tested: < 3 done, 3. vertical... and 5 horizontal, tendons.. These tendons.were inspected / tested to' evaluate the following items:

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1.

Tendon wire bundle physical condition 2.

Corrosion protection system performance

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'3.

Condition of anchorage area concrete E1 4.

Tendon force level-5.

Anchorage assembly physical condition t

r In addition.to the inspection of tho' above tendons, seven previouslyt

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inspected done tendons were monitored for concrete. crack growth and anL eighth 'and - ninth - will.be -inspected during the next scheduled ' plant refueling outage during the fall of '1995.

l The results of the inspections l;and tests.haveL been assembled.and evaluated. This evaluation and the test data demonstrate that the Reactor:

- t Building - post tensioning system is.in good condition! and C capable 'of 4 performing its. intended function during all ' design basis ' events.

The functional capability of the system. remair.s within ; design limits and' no.

abnormal relaxation of prestressing force s-in the' surveyed tendons shas -

occurred.

The Reactor Building's-post tensioning. system satisfied all the requirements of TNI-1 Technical Specification; Section-4.4.2.1 and 'is adequate for operation. A graphical' plot of tendon' force vs years after~

the Structural Integrity Test (SIT) indicates that the hoop tension, dome tension, and vertical tension forces have.been nearly constant during the 10th, 15th,"and 20th year surveillancesi(see Attachment B, C, and D).

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Topical Report 093' Page-3 of 19' TABLE OF CONTENTS SECTION TlILE IME ABSTRACT 2

1.0 INTRODUCTION

4 2.O METHODS 5-2.1 Surveillance Procedure 5

2.2 Equipment Calibration 6

3.0 RESULTS 6-3.1 Sheathing Filler 6

3.2 Anchorage Components 7

3.3 Tendon Lift-Offs and Detensioning 8

3.4 Wire Inspection and Testing-9-

3.5 Tendon Rotensioning and Resealing 9

3.6 Concrete Crack Crowth Inspection 11 3.7 Comparison with original Installation Data 12

4.0 CONCLUSION

S 12

5.0 REFERENCES

13

' i 6.0 ATTACHMENTS 14 - 19

-i A

Summary of Crease Added to Tendon Ducts B

Hoop Tendon Force vs Years After Structural Integrity Test C

Dome Tendoa Force vs Years After Structural Integrity Test D

Vertical Tendon Force vs Years After Structural Integrity Test ENCLOSURE:

PSC Report File No. 463, 20th Year Physical Surveillance of the Three Mile Island Unit 1 Containment Building, Revision 0, dated 2/22/95, 2 Volumes, 9 Sections

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INTRODUCTION li0 This Report describes the twentieth-year tendon. surveillance jInspectionD l

Period 6, for'the Three Mile Island Unit 1 Reactor, Building.: The Reactor, Building tendon surveillance. is - a systematic' means of assessing: the,

. adequacy and structural performance.Lof.the post tensioning system..The-p twentieth-year: tendon surveillance is the sixth. in ' a series.. It'was, conducted twenty years after the Structural Integrity Test (SIT).

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-The tendon surveillance is' performed on a randomly pre-selected group of.

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tendons.

Thisi provides 1 confidence : in ?the condition' and functional capability of the system, and an opportunity for itimely ? corrective :

1 measures if adverse conditions are detected. -The tendon surveillance testing consists of those items. listed in paragraph 2.1 of-this report.

The collection of data, quality assurance and construction' management were; performed by-Precision Surveillance Corporation (PSC),'under contract to-GPU Nuclear Corporation.

This surveillance ' began in September 1994 and the field' portion was -

I completed in November 1994.

It was conducted in accordance with TMI Surveillance Procedure SP-1301-9.1, Rev.12 and PSC developed Surveillance Procedures.. A copy of these. procedures,(uncontrolled. status)-is included' in Section 9 of the PSC Report. The surveillance was completed on January 9.-1995 and the-final PSC report was issued to GPUN on February 22,21995, d

i The number of tendons scheduled for, this inspection include : three t (3)L

-l dome, five (5) horizontal ~and three (3) vertical-in compliance with the'

'l NRC Regulatory Guide,1.35 - Rev.

3. (Reference 5.2) and TMI Technical' Specification 4.4.2.1. ' Plotting the average tendon stress vs years after SIT on a 1:1 scale. graph determined that the normalized average hoop.

.J tendon force, done tendon force, and vertical tendon force have remained l

nearly constant for the past 10 years (see Attachments B, C,fand D)'.

1

-In addition to the eleven (11) tendonLinspections, seven'(7) done tendon anchorage areas were inspected in accordance with Technical Specification Section 4.4.2.1.5 to determine if crack growth in the. concrete could be.

detected.

An eighth and ninth done tendon;will be inspected during the

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next plant shutdown refueling cycle, due to their proximity to the main

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steam relief valves.

q An evaluation of the-tendon condition was then performed based on the following:

1.

Tendon wire bundle physical condition 2.

Corrosion protection system (grease) performance 013/024 1

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Condition of anchorage. area concrete-l s

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> Tendon force level t

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Anchorage assembly physical condition.

s The inspection and test results show that the TMI' Unit'1' keactor Building -

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' post tensioning system is in good condition, the ' functional capability of

.the system has not diminished, and. the. tendons have ' maintained an

-acceptable level of prestressing force. No hydrogen embrittlement problem was detected.

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2,0 METHODS 2.1.

Surveillance Procedures Section 9 o of the enclosed PSC. Report contains..the detailed 2

procedures for conducting the tendon surveillance. The surveillance consisted of the following:

r 2.1.1 Sampling of sheathing 1 filler grease for visual examination and laboratory analysis of contaminants.

2.1.2 Visual inspection of exposed. tendon components for.

corrosion, cracking, breakage, missing wires or off-size button heads.

2.1.3 Measurements of threads. on' anchor heads to ensure adequate strength when coupled with the stressing ram adapter.

2.1.4 Lift-off of the tendons to determine as-found tension.

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2.1.5 Inspection of adjacent concrete for cracking or other significant damage.

2.1.6 For one selected tendon from each-of the three groups:

a.

Total detensioning of the tendon after lift-off b.

Removal of one tendon wire (of the 169) from the -

tendon bundle.

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c.

Visual inspection of the removed wire for corrosion.

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Tensile testing of the removed' wire to det$rm'ne i

yield. stress,.. ultimate ' stress. and J. percent.

elongation.

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Rotensioning of the tendon and determination ' of

.as-left lift-off and elongation.

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.t' 2.1.7 Regasketit.f and reinstallation of each inspected tendon grease cap.

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2.1.8 Regressing of each inspected tendon, i

2.1.9 Concrete crack growth inspection.

2.1.10 Evaluation of test and inspection results to assess-the general condition of the post-tensioning system, j

2.2 Eauinment Calibration j

The stress jacks were calibrated prior to. starting - and after ~

f finishing the surveillance test.

The calibration is summarized in Table VII~of Section 2 of the enclosed PSC. Report.

i A before and after comparison of the stressing jack. ram - areas revealed that none of these jack calibrations varied by.more than

=

0.984, indicating that they were in a properly calibrated ' status 2

.(within +/- 24) throughout the surveillance.

j 3.0 RESULTS a

The following'are the surveillance / testing operations accomplished and the results obtained.

3.1 Sheathina F111gr 3

A sample of sheathin5 filler-(grease) was removed-from each end of each surveyed tendon. Chemical tests'were performed on -

each sample. Surveillance Procedure SP-1301-9.1, Enclosure 3

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(Section 9 of the PSC Report) describes the tests performed on the grease samples and the acceptance criteria. -The results-from the laboratory (Suburban Laboratories) are summarized in.

Table I of Section 2 of the enclosed PSC Report.

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i Maximum acceptance limits of 10 percent by weight for water-content and 10 parts per million for water-soluble chlorides, nitrates and sulfides were established in Procedure SP-1301-9.1, Enclosure 3.

All samples met the acceptance criteria.

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P 3.2 Anchorage Components

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l3'2;1-In order:to! inspect,the tendons; the' grease can.

gy and the grease were removed.' During the' removal,f the r grease was visually inspected for waterJ and,

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M other; contaminants.;

s 3.2.2 After the anchorhead threads were cleaned) f the

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thread diameters were measured. This was done to check for proper thread strength capacity before g

.the.' anchorage was coupled'with

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stressing 1

' adaptor.

The results cof the. thread.. diameter 1

q' measurements 'are ~ summarized in -Table III Vof.

Section 2 of - the ~ enclosed' PSC Report.

In Tall-

' cases, the first adaptor. chosen, was determined 1j acceptable with the anchorage measured.

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-l 3.2.3

'Next, the. anchorage. components- (anchorhead, bushing,. shims, button heads and bearing. plate)'

were inspected for corrosion. level and crecks peri Procedure SP-1301-9.1,.- Enclosure 6.. The 4esults Lof.this inspection are summarized:in Tablei1V of; 1

Seetion 2 of the enclosed.PSC Report.- The button c heads were inspected for physical condition and'a-count wasi nade-of protruding and missing' button heads.

The. results ~ of a these inspections ' are

summarized in Table ' V ' of

Section, t 2 of the~

enclosed PSC. Report.

In 'all cases,Teorrosion-conditions were. found ; acceptable and no cracks were found in'the anchorage' components' or button :

heads.

No 1 tendon had any 'new ' protruding vor i

missing button ' heads ' or. missing wires.

'_All

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i tendons had'169 wires, except tendon V-126;which i

was originally installed 'with'168 ' effective wires -

and one broken wire.

3.2.4 The concrete was-inspected for cracks per Procedure SP-1301-9.1, Enclosure 6.

The'results

.of this' inspection are summarized in Table'VI'of Section 2 of the. enclosed Report-No concrete:

crack widths exceeded. 0.010 ; inches except - at tendon D-225 where several.020" wide cracks: vere observed.

A review of previous. surveillance reports determined that tendon D-225 was inspected during Inspection Period 4 and several.

cracks not wider than.020" were observed.

All R

cracks are judged acceptable and do-not impair j

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-Topical. Report 093, Page 8 of.19

...the structural integrity of the Reactor Buildir.g.-

. There fore, -. the tendon end anchorages and ' adjacent concrete surfaces are adequate as. required in. Technical-Specification.

Section 4.4.2.1.2.

3.3 Tendon Lift-off and Detensionina During' the surveillance, ' a lift-off was performed on-each.

surveillance tendon to monitor the force in' those tendons.

Procedure SP-1301-9.1, Sections:8.2 and 8.3 detail the steps to perform a lift-off.

The-results are. summarized in Table VIII of Section; 2 of th'e enclosed PSC Report..A " Base Value" tendon force was calculated-in accordance with NRC Regulatory.

Guide' 1.35 (Reference 5.2). The allowable " lower limit" force for each tendon. tested is 95% of the calculated " Base Value".

The following is a discussion of the lift-off results:

3.3.1' All measured-' lift-off forces. were found to - be -

above the allowable lower limit.. Tendon H24-40.

was the only ' tendon that did. not exceed. thel s

calculated " Base Value" lift-off force.

All tested tendons were found to be i acceptable. in.

accordance'with Procedure SP-1301-9.1.

3.3.2 The average ' normalized' lift-off force for 'each' tendon group.was(calculated and.the results are summarized -in Table - IX of Section - 2 :of -' the enclosed PSC Report. These values and previously calculated. averaged normalized ;1ift-off ; forces are plotted on a graph, utilizing's 1:1 ' scale, of tendon force vs years.after SIT (see_ Attachments B, C, and D).

Based on this~ data.it is apparent' that the hoop tendon. force, 'the. done tendon

force, and the vertical. tendon. force-.have remained nearly constant for.the past 10' years.

In addition, the.-average' normalized ' lif t-off :

force for each tendon group is above the minimum average design force required ' by Procedure SP--

1301-9.1.

3.4 Wire Insnaction and Testina One wire was removed from each of one horizontal (H35-47), one

.done (D-248), and one vertical-(V-78) tendon-for corrosion investigation and physical testing.

Summarized results of these tests are tabulated on Table X of Section 2 of the

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.' enclosed PSC_ Report. 'In all cases, the corrosion conditions-l of the wire were' acceptable. The wire diameters-were within

- 0.250" 10.002", the ultimate strength exceeded 240 kai'and the.

' elongation at failure was' greater than.4% for all wire samples l

i tested.

-3.5 Tenkan'Ratensionina and Resealine Those tendons (H35-47, D-248,-V-78) that were detensioned were m

subsequently retensioned per Procedure SP-1301-9.1, Sections 8.2.8 through 8.2.11 and 8.3.

The results of the retensioning-operation are summarized in Table XI Section 2 of the~ enclosed i

PSC Report. Acceptable elongation measurements"(within +54, 0% of the original installation) and acceptable lift-off-

. values were obtained.

After the tendons were surveyed, th'e. grease cans (and' caps) were replaced along with the necessary amount. of sheathing fi filler (grease).

Procedure SP-1301-9.1 and Procedure ? CNP-

--1410-Y-83. governs the grease replacement. 1 Vertical._ tendons-were filled. by groasing from the ' top ; and.. only;l this j is a -

standard and acceptable - practice used on1 vertical tendons 1

since _ venting of: air is possible. _ Results; of the grease _~

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replacement ~ are summarized in Table XII of the. enclosed

Report, l.:

ProcedureSP-1301-9.1,1 Sections 9.4 and 9.6 require that.the' difference in grease removed.andl replaced for each tendon _be:

within four gallons.

In cases where1the 4-gallon limit is

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1 exceeded, an engineering evaluation of the discrepancy is-

'j required. The 4-gallon value'is derived from Regulatory Guide 1

1.35, Revision 3 (

Reference:

5.2), and is based'on 5% of net tendon conduit volume.

As stated. in the Regulatory Guide',-

this requirement serves as a check for leakage of the grease-

'j in the tendon conduit system.

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The amount of grease added to each tendon during the past 20 L

years is summarized by tendon group in Attachment A.

Based upon the accumulated surveillance dated, field observations of 3

grease stains on the exterior surfaces of the. Reactor Building, and knowledge of the" process used to refill the i

tendon duct system with grease,2 the_following conditions are observed:

Grease has been observed - leaking from seals on the tendon duct end can assemblies' and a current maintenance program is reducing / eliminating this condition, i

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From within the " alligator pit" (semicircle compartment

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g' immediately above1the lower tendon gallery): grease' is c leaking from. vertical hairline concrete cracks. These L

cracks, appear to be at regular ~ intervals. and. are judged:

to be at the center' lines of the vertical tendon ducts.

i The. leaking cracks extend 'up the : wall-to about 7'-6" above the floor. '.The grease stain is narrow and forms a point at; the top of the crack, flaring outward to both T sides of the.. crack at the ' floor slab and frequently '

overlapping the grease leaking. from-thec adj acent vertical cracks.

A review'of previous bulk filler data sheets' indicates that relatively little grease leaks out from behind the '

split shim plates of hoop and' dome tendons during the.

surveillance process. However,' a significant amount of grease is drained from vertical tendonsLwhen the lower-end can. assembly is removed. Hoc grease pumped into the tendon end can assembly is judged to solidify, quickly as 1

it comes in contact with thick steel components within

.the end can and the sides of. the duct. -Vertical and-hoop tendons are judged to be refilled completely. while -

dome tendon data indicates that it takes;1ess grease'to-refill an assembly than was removed from the duct. This phenomena is likely caused by a plug; of the originally ;

installed bulk grease' flowing down the arched portion of' the duct between the time the quantity.was measured' and i

the' time hot grease was pumped into the resealed tendon.

Pump pressures that are> restricted to prevent damaging l grease seals are not' adequate to push a~ grease plug up

'the dome tendon duct. Therefore smal1Lvoids may exist' in part.of the' duct after the refilling process.

This.-

condition is judged acceptable due to the fact - that ~

tendons were pre-coated with grease before installation-and bulk filled ' afterward.

The pre-coat grease L of

.Visconorust 2090P protects indefinitely-without continued bulk filling due to its adhesion and the fact that there is no mechanism for washing or rubbing away the coating within the tendon conduit or end cap.

The removal of bulk grease is a messy. Job requiring-careful inventory of the material removed.

Depending upon the crew doing the work some inaccuracy between 1/2 gallon and 1 gallon could ' be introduced into the reported values.

013/024

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Topical Report 093 Page 11 of 19 The 4-gallon criteria was met for all'3 dome ~ tendons; 2 out of '

the 5 horizontal tendons, and 1 out of the' 3 vertical tendons.

Therefore, in accordance with Procedure SP-1301-9.1, a

surveillance deficiency report (SDR) was issued and an engineering evaluation was performed..In all cases %ere the 4-gallon criteria was. exceeded, the maximum excess amount was 5.75 gallons. The evaluation concludes that the discrepancies were due to normal grease shrinkage, observed leakage at the end cans, observed leakage ' from vertical hairline cracks within alligator pit, and to the.particular method used to remove and regreare the tendons. As part of that evaluation, the grease in contact with concrete for long periods of time was determined from industry experience and vendor information to have no deleterious affect on concrete strength or durability.

The ~ amount of grease lost to leakage - or incomplete filling during original construction could not be determined due to the lack of documentation.

However, 20 l

years of data. indicates that the average vertical tendon will J

be filled with about 5.97 gallons of grease, the average dome tendon will be filled with about 3.53 gallons of grease, and the average hoop tendon will be filled with 3.20 gallons of grease, more than was removed during the surveillance (see Attachment A). Therefore, based upon engineering evaluations and data. accumulated, no modification will be made to the tendon surveillance program regarding grease losses.

3.6 Concrete Crack Growth Inspection Concrete in the vicinity of dome tendons D118 (SW end), D203 (NE and), D218 (SE end), D225 (NW end), D249 (SE end), D313 (SE end), and D329 (SW end) were inspected for concrete crack growth and the results of that inspection are summarized in Table XIV, Section 2 of the enclosed PSC Report.

Cracking within the vicinity of dome tendons D-103 (NE end) and D-334 (NW end) was not inspected during plant operation due to the proximity of these tendons to the main steam exhaust vents.

However, these tendons will be inspected during the plant's llR refueling outage in the fall of 1995.

The majority of the cracks found had widths less than 0.005".

Concrete cracks which had widths larger than 0.005" were j udged as having the same lengths and widths as during.

previous inspections.

Therefore, the observed cracking is judged structurally insignificant and does. not impair the structural integrity of the' Reactor Building.

If the inspection of the two remaining tendons during the next refueling outage indicate the same findings, the data will be 013/024

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Topical Report'093-Page 12 of 19

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- filed in CPUN's document control system and the results willl be discussed in the 25th year tendon surveillance report.-

3.7 Comoarison With Oririnal~ Installation Data In an effort to detect any evidence of system degradation, data from this surveillance was compared to. data from the original installation. Table.XIII, Section 2 of the enclosed PSC F4 port shows a comparison of number of effective wires and =

lift-off (lock-off at original installation) forces.

The number of effective wires was compared to.see if any wires had brchen since the original installation. An excess number of broken wires would indicate possible poor wire quality (strength) or corrosion problems.

The comparison revealed that no wires have broken since installation.

The average lift-off forces for this 20th year surveillance were compared with the average lift off forces from the 10th and 15th year surveillances. The comparison showed that.the force for each tendon group has been nearly constant,- the losses are within' acceptable limits, and there 'is no indication that any system degradation will occur between 20th year surveillance and the next surveillance period at 25 years-after SIT.

4.0 CONCLUSION

S Based on the test and inspection results described above, it is concluded that the post tensioning system for the Three Mile Island Nuclear Station Unit 1 Reactor Building is in good condition and the functional capability of the system has not been diminished below acceptable levels. The system shows no detectable evidence of significant deterioration.

The test-results also indicate that.the inspected tendons have maintained an acceptable level of prestressing force, thus fulfillivg the design requirements.

The Reactor Building post tensioning system satisfies all the requirements of TMI-1 Technical Specification Section 4.4.2 and is adequate for operation.

5.0 REFERENCES

5.1 Three Mile Island Unit i Tendon Surveillance Procedure SP-1301-9.1, Rev. 12.

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I 5.2 Regulatory Guide.1.35, "In-Service Inspection : of Ungrouted -

Tendons in Prestressed Concrete Containments,"-U.S. Nuclear Regulatory Commission, July 1990, Revision 3.

5.3

. Proposed Regulatory Guide 1.35.1, " Determining Prestressing, Forces for. Inspection of Prestressed Concrete Containments",

U.S.: Nuclear Regulatory Commission, July.1990.

5.4 TMI-1 Technical Specification Sections 3.19 and 4.4.2.

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5.5 Three Mile Island Unit 1 Corrective Maintenance Procedure CMP-1410-Y-83, Rev. 1.

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~Page 14 of 19' ATTACHMENT A, Sheet 1 of 3

SUMMARY

OF ADDIT 70 MAT GnWARE NRRBED TO FILL VERTICAL TENDONS

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Tendon 5th yr 10th yr 15th yr 20 yr 1 yr 3 yr

-No.

' gallons gallons gallon gallons no data no data' V-14 5.5 V-16 V-18 7

V-19 0.0 V-21 1.5 V-22 3

.V-23 12 V-25 V-27 V-30 3.5 V-31 9.9-V-32 6.5

-3,0 V-48 V-50 9

V-55 7

V-61 V-72 V-78 5.25 V-83 6

V-84 3

5 V-85 12.5 V-86 V-97 V-105 9.5 V-119

.V-126 5.75 V-138 9.9 5.5 V-139 9.5 V-158 V-160 11.5 Average 8.66 6.43 6.13 2.67 AVERAGE JF ALL VERTICAL TENDONS FILLED - 5.97 gallons / tendon i

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> ATTACIDENT A,-

Sheet 2 of 3 4

SUMMARY

OF ADDITIONAL GREASE NEEDED TO FILL HOOP TENDONS r

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Tendon - 5th yr 10th yr 15th yr 20 yr 1 yr 3 yr.

No.

gallons gallons sellon sa11ons no data.

no data H13-24 H13-34 813-35 2

H13-36 2.-

H13-37 2.5 H13-46 H24-19

'H24 20

'0 H24-21 H24-26 3

H24-28 0 H24-29

.5 H24-31 1.0

.l H24-31 3.0

.i H24-38 H24-40 S.0 H24-47 H24-49 0

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H24-51 1.0 H35-10 H35-11 H35-16 0 H35-23 S.25 H35-26 2.5 H35-28 H35-29 H35-47 4.0 i

B46-24 B46-28 4

546-30 0 H46-32 0 B46-34 3.0 i

H51-11 O H51-12 R31-13 562-10 0 i

H62 **

B62-12 B62-13 4.0 H62-16 562-26 3

7.5 5.5 H62-28 3 H62-30 2

H62-47 H62-49 4.0 B62-51 0 Average

.3-2.43 2.86 4.75 AVERAGE OF AL1. BOOP TENDOWS FILLED (w/o Sth year data) = 3.20 sellons/ tendon 013/024 1

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Page 16 of 19;.

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ATTACHMENT A.

Shoet'3 of 3 a

SUMMARY

OF ADDITIONAL GREASE NEEDED TO FILL DOME TENDONS Tendon-5th yr 10th yr

-15th yr-20 yr 1 yr

'3 yr -

No, gallons gallons-gallon gallons

.noodata no data D-101 D-116 D-130 D-131 7

D-133 1

D-141

-2.75 D-145:

2.5 D-147 10 D-148 D-201' D-202

• • ~

D-203 12 D-218 10 3.0 D-219 D-220

.D-225

-1.5

-1.0 D-248 1.5 D-301-D-314

-2.5 D-316 D-334 D-336 9

D-346 6

i

.D-347

-1.0

D-348 Average 9.0

.-1.0 1.5

.75 AVERAGE OF ALL DONE TENDONS FILLED - 3.53 gallons / tendon I

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