ML20077S609

1994 Annual Insp of Snsw Dam & Wwcb Dikes

ML20077S609
Person / Time
Site:	Mcguire, McGuire
Issue date:	12/31/1994
From:	Shaban W DUKE POWER CO.
To:
Shared Package
ML20077S598	List: ML20077S595 ML20077S609
References
NUDOCS 9501240173
Download: ML20077S609 (26)

Text

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McGuire Civil Engineering 1994 Annual Inspection of SNSW Dam and WWCB Dikes McGuire Nuclear Station Standby Nuclear Service Water Pond Dam and Waste Water Collection Basin Dikes Meckle*'urg County, North Carolina Inspection Date: Nov. 3, 1994 Inspection Team: Mr. M.D. Hunt - Civil Engineering Mr. W.E. Shaban, PE - Civil Engineering Summarz The 1994 Annual Civil Inspection of McGuire Nuclear Station )

included the following areas of the Standby Nuclear Service Water Pond Dam (SNSW): the upstream and downstream slopes, the spillway overflow / outlet works, the areas near the right and lef t abutments,  !

and the toe of the dam. Also inspected were the Waste Water )

Collection Basin's (WWCB) north dike, south dike, and outlet works. '

No conditions were observed which would adversely affect operations of the SNSW Pond. Recommendations for future inspections and modifications are contained in Section V of this report.

. M__ a W.E. Shaban Civil Engineer, P.E.

North Carolina 16728 State P.E. No.

9501240173 950104 '

PDR ADOCK 05000369 G PDR

l I. ENGINEERING DATA l

A review of the previous 1993 inspection report found the following applicahle recommendations.

A. Annual C/E Insnection (Oct. 1993)

1. SNSW Dam and Outlet Works

a. Oil boom around overflow drop box should be I replaced.

Status: New oil boom is in place.

b. Repair ruts and re-seed area on South end of l upper downstream face.

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! Status: The South end of upper downstream face l has not been repaired.

2. WWCB Dikes and Outlet Works No repairs needed.

II. MONITORING DATA l '

Existing monitoring consists of 6 observation wells and 2 piezometers on the downstream slope of the SNSW Dam (see MC-1018-2). Flow monitoring presently consists of seepage through the dam for the SNSW Pond. The monitoring of the

! spillway overflow was deleted from procedure PT/O/A/4400/04 as of May 2, 1984. Surface monuments located on the SNSW Dam <

provide information concerning settlement and lateral displacement. .

The reservoir level, seepage flow rate, observation wells, and piecometers are read monthly and the survey monuments are read annually. This monitoring is referenced in the McGuire FSAR (Section 2G.5 and 2G-C-7), Design Basis Document (Volume 2, Section 30.1.1) , and Tech. Spec. 3/4.7.5. This monitoring should be continued at its current frequency. There is no instrumentation on the WCCB Dikes. (See attachment 1 for pond l elevation plot) l A. Piezometers and Observation Wells A review of available data shows no significant changes j in the trends for both the piezometers and observation ,

wells (See attachments 2-9). In past inspections, DW3 l and DW6 had large variances which were attributed to l

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infiltration of surface runoff. DP3 is located beside DW3 and has a bottom elevation of 691.7' (FSAR, Fig. 2G-C-1 & 2G-C-5). Monitoring data indicates that DP3 is dry so water level is below 691.7', therefore DW3 readings are deemed to be invalid (FSAR, sect. 2G-5). DP6 bottom elevation is 698.6' and it is located beside DW6 (FSAR, Fig.2G-C-1 & 2G-C-5). DP6 monitoring data indicates a steady water elevation while DW6 has large fluctuations which are . influenced by surface runoff, therefore DW6 readings are also considered invalid (FSAR, sect. 2G-5).

B. Seenace Readinos The average seepage rate remains below 20 gpm' as referenced in the previous reports (See attachment 10).

The March and May readings were taken after a large rain therefore surface runoff and high WWC pond level made readings invalid. All seepage continues to be clear and free flowing.

C. Monument Readinos All surface monument readings are within approximately

.02 ft, of their originally measured elevations (See attachments 11-19). The slight variation in values is reasonable between consecutive readings due to field tolerance and the accuracy of the instrumentation used.

All readings indicate a stable condition with reference to soil settlement and dam movement.  !

i D. Conclusions Monitoring data should continue to be collected monthly on the reservoir level, dam seepage, obser. ration wells, i and piezometer water levels. The survey monuments shall continue to be read annually. Overall, the results indicate a relatively stable phreatic surface for the SNSW Dam. Seepage monitoring should not be performed within 2 days after a rainfall in order to avoid the effects of rainwater runoff in the readings.

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III. DESIGN FLOOD AND SPILLWAY ADEOUACY A. Standbv Nuclear Service Water Pcf

1. Hydraulic /Hydroloav Desian i

The SNSW Pond has a drainage area of 171 acres and a normal full pond water surface elevation of 740.0 mal (Ref. FSAR, Section 2G and Design Basis Document Volume 2, Section 30.1.4) . Pond elevation is controlled by.the drop box outlet facility.

The SNSW Pond was designed for the conditions listed below:

a) A 40 mph sucto Ned overland wind from the most critical dit- ion coincidental with the Probable Maxh sa Flood- (PMF)- having surface elevation of 746.9 msl. '

b) Probable Maximum Hurricane (PMH) winds of 124 mph coincidental with the full pond water elevation of 740.0 msl.

The maximum runup elevat. m .n the SNSW Pond Dam parapet due to the wave action of case A) is 748.35 msl, slightly less than the parapet elevation of 748.5 msl. The maximum pond elevation with 100%

runoff from the Probable Maximum Precipitation is 746.9 msl.

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2. Structural Adecuggy The SNSW Dam is a ho/A sneous earth fill dam l

designed for normal anc .4eismic loadings. For location see drawing MC-1022-1. The top of the i SNSW Dam is 747.0 msl with a concrete parapet l

extending to elevation 748.5 msl (Ref. Dwg. MC-1022-7). The factors of safety for the slope stability of the SNSW Dam are all more than the .

l required minimum. The seismic loading in )

conjunction with the steady seepage condition has -  ;

! factors of safety on the upstream and downstream slope of 1.27 and 1.24, respectively, using the Newmark Method (Ref. calculation MCC-1124.05 0002).

The SNSW Pond Outlet Works and Dam were designed for conditions A) and B) as shown previously (A -

40 mph with PMF, B-PMH with 124 mph wind), (Ref.

t FSAR, Section 2G and Design Basis Document, Volume l

2, Section 30.2.1). For the outlet facility, the 4

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factors of safety for load cases A and B are:

Slidina Overturnino l

A 2.35 1.59 B 1.75 2.81 The factor of safety against structural failure due to wave forces on the outlet works is 1.24.

B. Waste Water Collection Basin .

1. Hydraulic /Hydroloov Desian Information on the hydraulic / hydrology studies is not '

readily accessible for the WWCB. However, Law Engineering Testing Co. performed an approximate hydrologic analysis for the 1980 NCUC inspection and ,

found "a high degree of hydrologic safety." The Law Engineering Testing Co. calculated the water surface elevation rose to approximately 692 f t. msl during the 100 year flood. The elevation of the dike crest is 697.0 msl which leaves approximately 5 ft. of freeboard.

2. Structural Adecuaev l 1

The WWCB is impounded by two small homogeneous earth  !

fill dikes at the far west end of the pond (Ref. DWG MC-1022-1). The north dike (larger of the two) is ,

situated across the original creek bed and the south i j dike spans ?.he low area between natural terrain and  !

l the railroad embankment. The crest length of the l l north and south dikes are approximately 190 and 150 i

! feet, respectively, with a crest width of 20' (Ref.  !

l DWG. MC-1022-8).

l l IV. FIELD INSPECTION (Nov. 3, 1994) l The following structures were inspected: the Standby Nuclear Service Water (SNSW) Dam and Outlet Works and the Waste Water t Collection Basin (WWCB) Dikes and Outlet Works. The I

inspection was performed on a sunny afternoon with 70 degree temperatures.

A. SNSW Dam and Outlet Works The upstream rip-rapped face of the dam appeared to be in i good condition with some vegetation beginning to grow.

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l The concrete parapet / ditch at the crest of the dam appeared to be in good condition with the exception of some cracking and spalling of concrete on the south end of the dam. No cracks or spalled areas were significant and they will not inhibit the structural capacity of the ditch. The concrete lined ditch South of the concrete parapet / ditch has a 2" diameter hole near the bottom. The hole was patched with concrete on 11/7/94. The concrete parapet / ditch had approximately 1/2" of dirt in the bottom of the ditch and some vegetation was seen. On 11/7/94, the ditch was cleaned out.

The overflow drop box was free flowing. The oil boom which is placed around the drop box was in good condition.

The upper portion of the downstream slope appeared to be in good condition except for some bare areas on the South end.

The lower portion of the downstream slope, from the railroad bed down to the toe, was in good condition except for settlement South of DW6. The landfill leachate pipe buried down the slope of the dam was not compacted well enough and has settled.

l The inlet and outlet to the culvert running underneath the railroad berm (near the south end of dam) are in good condition.

l The rip-rap ditches at the toe of the dam all appeared to l be in good condition with some vegetation beginning to grow. -

Seepage from the filter blanket, monitored by the flow l from the relief riser, was free flowing and clear. The l

ditch between the relief riser and V-notch weir has algae buildup and vegetation present.

The concrete ditch for the SNSW dam overflow was free flowing. As reported in the past reports, there are several cracks in the ditch and some small spalled areas.

No cracks were found to be excessive and the construction I joints were constructed with water stops to prevent leaks.

B. WWCB Dikes and Outlet Works The upstream rip-rapped face of the dikes appeared to be in good condition. The downstream slopes on both dikes l were re-sodded and appeared to be in good condition.

The overflow spillway and sluice gate were functioning 6

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. l properly. Some minor corrosion was observed inside the  !

overflow corrugated pipe. The oil boom around the (

overflow spillway was in good condition. j i

The concrete flume running from the overflow outlet to the j water monitoring structure is in good shape and no sign of '

water leaks were observed. l l  !

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V. RECOMMENDATIONS  !

i A. SNSW Dam and Outlet Works

1. Spray'the riprap on the upstream face and downstream j toe of the dam to kill ' any vegetation. Also kill l vegetation between the relief riser and V-notch weir. )4

! 2. Repair ruts and re-seed areas on upper and lower areas l of downstream slope of dam in spring of 1995. The j leachate pipe which runs down the lower downstream j face of the dam needs additional fill material which.

should be compacted and grassed.

3. Clean out ditch between relief riser and V-notch weir.

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4. Update drawing MC-1022-7 to show leachate pipe running along downstream slope of dam (Civil' Engineering).

5. Per PIP 0-M94-1628, install earth berm behind existing riprap on North abutment. Berm will start where j existing concrete parapet wall / ditch ends and will end just past the overflow structure (Civil Engineering to install in Spring of 1995). Drawing MC-1022-7 will be i updated.

B. WWCB Dikes and Outlet Works

1. Spray riprap on the upstream face of the dam to kill any vegetation.

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