ML20114E715
| ML20114E715 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/09/1979 |
| From: | Howell S CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| HOWE-199-79, NUDOCS 7907110416 | |
| Download: ML20114E715 (19) | |
Text
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Q Stephen H, Howell Senint Vue lhesi. tent General Of Hees: 1945 West Pernall Road, Jocheon, Michtgen 40201 * (517) 788 0453 Jul: 9, l?T9 Eeve 199-70 US 'iuclear Pegulatery Cc'rnission
/tt Mr Eumid ' f.enten D @M' Q Office of !!uclear Hetetor Per.ulation AI
. ashincton, DC 20555 UUH UHjQ-
"IDLAND PROJECT -
COCKET NO 50-329 ARID 50-330 -
RESNIISE 'N 10 CFR 50,5h REQUFST O!! FLANT FILL -
FILE 01485.16 SFRIAL 7260 Fnclosed et e ten (10) copics of Revisien 2 to Consumers ibuer Cor.pany's response of April 24, 1979 to your 10 CPt 50.5'4( f) renuest regarding plant fill drtted thrch 21, 1979.
Revisien 2 includes the final response to Questione 17 and 20 (previously identified as interim resyonse.s' Fevision 2 also introduces the plan to use a perrranent devnterine sy.:t, in lieu of the chemical grouting of sands to eliminate the potential fc r l 'ouefaction; the res;onse to Questian 12 hes been updated to refleet th!6 chance. A "Surr:ary of Revision; to the 10 CFR 50.51 (f) Fespr nses" pare identifies all changes included in Revision 2.
Censumers Power Corr.pany Dated July 9, 1979 by(
,1 4 _. k. -
v-% M k Stephen ibwell, Senior Vice President Tv9rn nnd subscribed to before r.e on this 9th day of.Tuly 1979.
c.Yb Y. b o. b.c f.:
L ilo ta ry I'uff ic, heknon Courri,y, flichiran
'ty cor':riiss ion expiren 'lepterrber 21, 1982 CC JGKeppler (w/la titt)
NPC, Region III vtin 4/4 D y
SUM:1ARY OP REVISIONS TO Tile 10 CPR 50. 54 (f) RESPONSE PREPARED ON JULY 9, 1979 The following rcuisions have been incorporated into the responses previously submitted on April 24, 1979, and July 9, 1979:
1.
Cover sheet: Added date of revision.
2.
Preface: Added a new paragraph and second page to describe the modification of several earlier responses pursuant to grouting of sands.
3.
Completion status page: Revised to reflect completion of Questions 17 and 20.
Also revised to indicate future revision of Questions 4 and 15 to remove reference to grouting of sands.
4.
Page 12-1: Added a new paragraph to describe the inclusion of the dewatering system.
5.
Table 12-1, Pages 1, 3, and 4: Revised the table to include the dewatering system in lieu of grouting ~
treatment, and made other minor corrections of previously submitted material.
6.
New attachment to Table 12-1: Added, for information, a copy of FSAR Figure 2.5-47, Revision 18.
7.
Question 17 a)
Pages 17-1, 17-2, and 17-3 and Table 17-1: Revised as necessary to complete the response.
b)
New Table 17-2 and Figure 17-2: Added information to complete the response.
c)
Note: No change to Figure 17-1.
8.
Question 20 a)
Page 20-1: Revised as necessary to complete the response.
b)
New Page 20-2: Added page to complete the response.
O i
Revision 2 7/79
l RESPONSES TO THE NRC 10 CFR 50. 54 (f) REQUEST i
REGARDING PLANT FILL FOR MIDLAND PLANT UNITS 1 and 2 CONSUMERS POWER COMPANY DOCKET NUMBERS 50-329 AND 50-330 Consisting of:
1.
Preface 2.
Completion Status of Each Response 3.
Responses to the 22 Questions Report Date:
April 24, 1979 Revisior. 1:
May 31, 1979 Revision 2:
July 9, 1979
{2
PREFACE Subsequent to the March 5, 1979, mooting at the NRC Region III offices, additional soils investigation work has been per-formed at the Midland jobsite to further evaluate the question-able plant fill material.
To date, about 45 additional borings have been performed, including some borings taken through the base mat structural slabs to evaluate the fill materials directly beneath several Seismic Category I buildings.
Locations of borings performed in 1978 and 1979, including these recent borings, are shown in Figure 12-1 (attached to the Question 12 response).
In addition to the borings, crack mapping and settlement monitoring of the diesel gen-erator building and several other Seismic Category I structures are currently underway.
These subsequent investigations have identified several areas of questionable fill material.
These areas are described in Table 12-1.
Table 12-1 also summarizes the planned remedial actions for each area.
Concurrent with the investigations described above, several other significant activities have been performed and/or completed since early March 1979.
Preloading of the diesel generator building with approximately 20 feet of granular, fill material has been completed.
The roof slab of the diesel generator building was poured last month, and the construction of this building is now complete.
The emer-gency diesel fuel oil tanks have been filled with water, and the settlements resulting from this load test have been recorded.
Various pipes in the plant area have been pro-filed.
An extensive engineering review and analysis of these site investigations are currently being performed.
The following responses to the 22 questions transmitted in Mr. H.R. Denton's March 21, 1979, letter to Consumers Power
. Company include input from the various investigations and j
evaluations.
Upon conclusion of these investigations, the final safety analysis report (FSAR) requirements will be reviewed and updated to reflect the results of these evalua-tions.
I
.Please note that additional activities are required to complete several of the responses.
An interim response, including a scheduled completion date, has been included where additional information is needed.
l Since the initial submittal of this report in April 1979, several responses have'bcon completed and review and roanalysis 2
continues.
Based on further review, several earlier responses Revinica.'
have now been modified.
To eliminate any liquefaction potential of the sands, the use of a permanent dewatering system in lieu of chemical grouting is now planned.
This solution was recommended by the soil consultants, Dr.
R.D.
Peck and Dr. A.J. Hendron, Jr.
The response to Question 12 has been revised to incorporate areal dewatering as the 2
remedial measure fbr eliminating the liquefaction potential.
Responses to any remaining questions which refer to chemical grouting will be reviewed and revised as required by August 1979 to eliminate conflicting remedial methods.
Revision 2 7 / 7th
1
)
COMPLETION STATUS Date to Complete Responso Question
_ (If Applicable)
Actions and/or Remarks Question Status 1
Complate Corrective actions are currently in process.
2 Complate 3
Complete 4
Interim August 1979 Provide acceptance critoria.
Revise response pursuant to grouting of sands.
l 5
Complete 6
Complete 7
Complete 8
Complete 9
Complete 10 Complete 11 Complete 12 Complete Complete response submitted in Revision 1.
13 Complete 14 Interim August 1979 Provide analysis and evaluation.
15 Interim December 1979 Provide evaluation.
August 1979 Revise response pursuant to grouting of sands.
I 16 Complete 17 Complete Complete response submitted in Revision 2.
I 18 Complete 19 Complete 20 Complete Complete response submitted in Revision 2.
21 Complete 22 Complete G
TRevLainn 2
5
-Quention J2 Document the condition of soils under all safety-related structurus and utilities founded on plant area fill or natural lacustrine deposits.
Based on the results of in-vestigations, comparc the properties and performance of existing foundation materials under all expected loading conditions with t' hose which would have been attained using the criteria stated in the PSAR.
If the foundation' materials are found to be deficient, discuss measures that will be taken to upgrade them to criteria stated in the PSAR.
Response
Soil conditions beneath safety-related structures and utilities and planned remedial measures are summarized on
-Table 12-1.
The soil conditions described for each struc-ture are based on the borings completed to date.
Figure 12-1 shows the boring locations.
These borings were made from l
July 1978 to April 1979.
One additional boring is planned in the middle of the diesel oil fuel tanks area and three more borings are planned in the auxiliary building control tower area.
Natural lacustrine deposits (sands) are addressed in the response to Question 2.
Remedial measures will not necessarily result in densifying the fill to the degree of the PSAR compaction criteria, but support will be provided for the structures and utilities that will meet the intent of the PSAR in that settlement and structural response will be acceptable.
Subsequent to the above response submitted in April 1979, the boring program to document the condition of soils under and/or adjacent to safety-related structures has been completed.
The soil conditions observed during this boring work are summarized in Table 12-1.
Boring logs for the borings listed in Table 12-1 have been included into the FSAR, Appendix 2A (Revision 21).
This table also summarizes the planned remedial measures to correct any deficient foundation conditions.
For a detailed description of the planned corrective actions, refer to Interim Report 6 to MCAR 24, which was issued in June 1979.
General areal dewatering of the power block area is planned to eliminate the liquefaction potential of any sand backfill.
{2 The dewatering system will lower the piezometric level from the present elevation of approximately 627 feet to approx-imately clevation 600 feet.
9 I
12-1 Revision 2 j
7/79 e
4 TA?LE 12-1 SUP.v.ARY OF SUPPORTING SOIL CONDITIONS AND PIANNED REMEDIAL MEASURES FOR ALL SAFETY-RELATED STRUCTURES AND UTILITIES Borings Performed from 7-78 Structures to 5-79 Supporting Soil conditions Planned Remedial *.:casures A. Auxiliary BuildingL1I
- 1. Control AX-6, 9, 18 Medium dense to very dense sand backfill over Pressure grouting of void l2 tower dense glacial till with the exception of possible below concrgte mud mat as local void under concrete mud mat elevation 590'
- needed, P
to 589' at boring Ax-9.
- 2. Unit 1 AX-7, 15 Generally donso to very dense sand backfill with Removal of unsuitable electrical occasional layors of looso sand and soft clay. The material and replacerent Penetration backfill is underlain by denso glacial till. Concrete by lean concrete to the area was also used as backfill. A layer of concroto extent required to ensure 2
was encountered from olevations 583.5' to 580.1' structural integrity at boring Ax-7.
- 3. Unit 2 Ax-8, 19 Medium dense to dense sand backfill with occasional Corrective actions similar ehetrical medium stiff clay layers over danse glacial till, to the Unit 1 penetration p'netration with the exception of very loose to looso sand room will be used.
area backfill pockots encountored between elevations 596.5' to 600.5' at boring AX-19.
Concrete was also used as backtill.
4.
Railroad AX-1, 2,
10 Medium to very dense sand backfill over dense Areal dewatering to bay e.d)grth glacial till. Concrete was also used as backfill.
eliminate liquefaction 2
potential B. Feedwater Isolation valve Pits
- 1. Unit 1 AX-5, 11 (adjacent) Loose to dense sand and modium stiff to very stiff Removal of unsuitable clay backfill with occasional soft zones over material and replacement dense glacial till. Concrete was also used as by lean concrete, backfill.
- 2. Unit 2 Ax-4, 3, & 12 Loose to dense sand and medium stiff to very stiff Removal of unsuitable (adjacent) clay backfill with occasional soft zones over dense material and replace =ent glacial till. Concreto was also used as backfill.
by lean concrete.
A layer of concrete was encountered from elevations 585.2' to 575.5'.at boring Ax-4.
/
Revision 2 7/79
e Tcble 12-1 (centinusd)
Borings Performed
~
f corn 7-78 Structures to 5-79 Supporting Soil Conditions Planned Remedial Measures
- c. E crgency DC-1 through 6 Medium dense to very dense sand and soft to very diesel DF-4, 5, 6, 7 stiff silty clay backfill over very dense sand fuel oil 0-2 lines SwL-1
- d. Scrated SWL-8, 8A Very loose to medium dense sand and medium stiff to water T-9, 10, 21 hard silty clay backfill over very dense sand 1:nes
- 2. Electrical
- 2. None ant I s eds Dcet 32nks(2)
Discusse etail in response to Question 13,
- a. Auxili.ary Q-3 through 7, 10, Soft to very stiff silty clay and asiium dense to Section 5a and Note 2.
building 11, 12 very dense sand backfill over very dense sand to the SwL-3, service Sw-4, 7, 9 water pump structure
- b. Aaxiliary AX-6, 9, 18 Medium to very dense sand backfill over concrete tailding DG-19, 9, 14, and hard glacial till based on borings AX-6, AX-9, to the 13, 32, 28, 31, and AX-18 1 2 diesel 29 3
v.:ncra tor t,a ilding
- c. D:csel CT-1, 5, 6, Medium dense to very dense sand and medium stiff to generator DF-4, 5, 7 very stiff silty clay backfill over very dense sand building DG-7, 27, 30 to the Q-2 c.orgency dicsci fuel oil tanks a.d the e
service water valve pits
- d. Auxiliary SWL-8,8A Very loose to medium dense sand and medium stiff building T-9, 10, 21 to hard silty clay backfill over very dense sand tO the horsted water tanks Revision 2 7/79
Table 12-1 (centinued)
Borings Performed from 7-78 Structurms to 5-79 Supporting Goil conditions Planned Remedial Measures u
3.ServiceWajg{
- 3. None anticipated.
valve Pits Refer to Question 13, Section Sc, and Note 3.
- a. Unit 2 DG-7 Stiff to very stiff silty clay and medium dense sand r"
Pit backfill over hard glacial till 2
- b. Unit 1 DG-27 Stiff to very stiff silty, sandy clay and medium pit dense to dense sand backfill over dense silty sand.
F. Retaining W-4, SW-13 Borings made adjacent to the structure indicate that None antielpated Wall Adja-supporting backfill below the foundation level cent to consists of stiff to very stiff clay. The backfill Service is underlain by medium dense to very dense sand.
Wator Pump Structure G. Diesel DG-1 through 32 Very soft to very stiff clay with pockets and Surcharge for preco.7solidation Genorator layers of very loose to dense sant backfill over and areal dewatering to eliminate 2
Building medium dense to very dense sand. Concrete was also liquefaction potential of sand and Asso-used as backfill, backfill ciated Utilities NOTES:
(1) The auxiliary building is partially founded on glacial till and partially supported on plant fill materials, as described in the above table. However, for savoral areas intended to be founded on glacial till, construction activities necessitated local excavation of the glacial till material (e.g., construction slopes for lower elevation excavations). Lean concreto backfill was used locally as required.
inis condition may occor beneath the foundation slabs adjacent to Area A (as shown on FSAR Figure 2.5 47),
including Areas B, C, D, C, I, J, K, and L (as shown in the same figure).
(Reduced copy of FSAR Figure 2.5-47 l2 is attached.)
1 i
(2) The electgical duct banks are reinforced concrete alcments enclosing PVC and rigid steel conduits thus providing a void for the cables. The following information generated during construction is being used to evalcate the adequacy of the Seismic Category I electrical duct banks in the plant area fills (a) A construction inspection with a rigid foam rabbit prior to cable pulling (b) The cabic pulling records
- n ; lition, at least one conduit in each duct bank will have a continuity check made with a hard fiber com..ition rabbit prior to cable pulling. Existing spara conduits will be maintained as long as feasible to c..ow future continuity checks. At present, one sparo exists for the electrical duct bank from the
=
iary building to the service water pump structure and ono from the diosal generator building to the
$5E '
aux;
"====)
emergency diesel fuel oil tanks.
At prosent, only the electrical duct bank from the auxiliary building to the service water structure has had cable pulled. However, the romaining conduits in that duct bank have had :he continuity check made with the solid rabbit. The information did not indicate that any section of the dact bank had abnormalities or obstructions in common.
7,,,,
Revision 2 7/79
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Attachment to Table 12-1 Revision 2 7/79
Ouestion 17 Identify and document the cornmt condition of all seismic Category I piping founded in the plant area fill.
Include all piping founded in the plant area fill whose f ailure could adversely impact safety-related structures, foundations, and/or equipment.
Also, discuss how code-allowable conditions will be assured throughout plant life.
If any essential piping has now or should_later approach code-allowable stress criteria or cannot be determined, what measures will you take to alleviate these conditions?
Response
Seismic Category I piping founded in the plant area fill is I
listed in Table 17-1.
To evaluate the present condition of this piping, a representative group was selected for profiling by a Nold Aqueducer profile settlement gage, which is described in the response to Question 19.
A portion of the service water lines was chosen for the investigation of Seismic Category I pipe because it goes through much of the plant fill area and it has a wide range of pipe sizes (8-inch to j
36-inch diameter).
When two pipelines were parallel and in the.same proximity, only one was profiled.
The borated j2 water lines are scheduled to be profiled by optical means.
In addition to the seismic Category I piping, some of the non-Seismic Category I piping was also profiled by the settlement gage.
The piping systems profiled in and around the diesel generator building are shown in Figure 19-1.
The balance of the profiled piping systems are shown in Figure 17-1, with the profiles recorded shown in Figure 17-2.
The design stresses for these pipes are tabulated in Table 17-1, and the settlement stresses are tabulated in Table 17-2.
Piping systems experience loads of both a primary and secondary nature.
Primary stresses are the direct, shear, or bending stresses generated by the imposed loading which are necessary to satisfy the laws of equilibrium of internal and external forces and moments.
Primary stresses are due to the internal
. pressure, dead weight, and the seismic inertial loads.
Secondary stresses are usually of a bending nature, and arise because of the differential deflections of the pipe wall.
Stresses due to thermal expansion and relative end movements are of this type.
Secondary stresses are not usually
'2 a source of direct failure in ductile materials upon single load application.
Even if they are above the yield strength, they merely affect local deformation, which results in a red'.stribution of the stresses.
Secondary stresses can be 17-1 Revision 2 7/74
cyc1Je or noneyelic.
The strenses caused by difforontial settlement arc of a noneyelic nature.
This type of stress has an insigniticant effect upon the strength and the strain capacity of the pipe.
For exampic, for a buried pipe which is 100 feet long and 10 inches in diamator, with a displacement of 12 inchos at the contor relativo to the ends, the induced strain from secondary bonding is as follows-d=D b
ra i
where:
I d
= bending strain l
D
= diameter of pipe = 10 inche-R
= radius of curvature 2
R
=L (assuming a constant radius of curvature) i where:
length of pipeline (inches) 2 L
=
$ =
displacement at center (inches)
= ((12) (100))2
= 15,000 inches R
(8) (12) therefore:
((,=
10
= 3.3 x 10-4 in/in (2) (15,000) i and the bending stress:
j i
9h== dI E I
4(3.3 x 10-4) (30 x 10 ) = 10,000 psi l
6 t
If the yield stress was 30,000 psi, the displacement would L
have to be 3 x 12 = 36 inches to approach yield stress.
Using the above example for a 36-inch diameter buried pipe, the displacement at the center of the pipe run would have to exceed 10 inches to approach yield stress.
l The above discussion shows the minimal effect that differential settlement will have on the pipe stress.
For ductile stcol buried piping, it takes'very large relativo settlement to cause yield stresnes and even larger settlement to cause 17-2 Huvinion 2 111 *a
significant strains.
Fu r t he rr. ore, the settlement stresses are in the longitudinal direction, whereas the critical j
pipinq stresses from intern'i :" snure are in the' hoop i
direction.
Thorofore, the effect of one has very littic influence on the other.
The ASME code recognizes this fact j
and allows that the checking.of settlement stress be separated from the stresses.due to other loadings (Articic NC-3 652. 3,Section III, Division 1).
For Seismic Category I piping systems, the design was carried out very conservatively as indicated in Table 17-1.
Both t-the primary stress due to internal pressure and dead weight and secondary stresses due to seismic displacement are low compared to the code allowables.
Table 17-2 indicates that settlement stresses range from 14 to 27 ksi, which is well within the code allowable of at least 45 ksi.
Based on the 2
above figures, there is no reason to believe that the stresses in seismic Category I piping systems will ever approach the code allowables.
With the inherent factor of safety in the code, the failure of these piping systems is highly improbable.
The strrctural design of non-Seismic Category I piping systems is the same as Seismic Category I systems, except 4
for the requirement for seismic calculations and the governing j
code (ANSI B3.1.1).
In Table 17-2, the settlement stresses for some of the non-Seismic Cctegory I piping are given.
The magnitude of these stresses are in the same range as j
those for Seismic Category I piping.
Because the ANSI code l
~
does not cover the settlement condition, the ASME code l
allowables are used.
4 i
l 17-3 Itovision 2 i
7/79
TABLE 17-1 SEISMIC CATEGORY I PIPING Design Condition Secondary Primary Allowable Stress Allowable Stress Valup (SSE, Shisar, Value Pipe (Wt (3) + Pressure)
Sh Ul and Compression)
Sa (1)
Line Profile (ksi)
(kei)
(kei)
(ksi)
Remarks P
Service water lines 26*/36"-OHBC-15 2.8(4) 15.0 7.30 22.5 Parallel to 26"/36"-ONBC-16 I
26*/36"-OHBC-16 Yes
- 2. 8 (4) 15.0 7.30 22.5 26*/36"-OHBC-19 Yes 2.S(4) 15.0 7.30 22.5 26*/36"-0HBC-20
- 2. 8 (4) 15.0 7.30 22.6 parattet to 86'/368-8830-18 26*-OHBC-53 2.8 15.0 7.27 22.5 Parallel to 26"/0MBC-55 26"-OHBC-54 Yes 2.8 15.0 7.27 22.5 26"-0HBC-55 Yes 2.8 15.0 7.27 22.5 26"-OHBC-56 2.8 15.0 7.20 22.5 Parallel to 26*-0HBC-53 10"-0HBC-27 Yes 1.8 15.0 7.23 22.5 10*-0HBC-28 1.8 15.0 7.23 22.5 Parallel to 10"-0HBC-27 8"-1HBC-81 Yes 1.7 15.0 7.22 22.5 2
8"-1HBC-82 1.7 15.0 7.22 22.5 Parallel to 8"-1HBC-81 S*-2HBC-81 1.7 15.0 7.22 22.5 Parallel to 8"-2MBC-82 8*-2HBC-82 Yes 1.7 15.0 7.22 22.5 8*-1HBC-310 1.7 15.0 7.22 22.5 Parallel to 8"-1Hac-311 8"-1HBC-311 Yes 1.7 15.0 7.22 22.5 8"-2HBC-310 1.7 15.0 7.22 22.5 8"-2HBC-311 1.77 15.0 7.22 22.5 Borated water lines IS*-HBC-1 Parallel to IS*-1HCB-2 18*-1HCB-2 Yes(
t 18"-2HCB-1 Yes(
IS*-2HCB-2 Parallel to 18"-2HCB-1 Emergency diesel fuel lines 11/2"-lHBC-3 11/2"-1HBC-4 11/2"-2HBC-3 11/2"-2HBC-4 2*-1HBC-497 2*-1HBC-498 2*-2HBC-497 2"-2HBC-498 (1) Equation 10, ASME Section III, Division 1, Subsection NC (2) Equation 8, ASME Section III, Division 1, Subsection NC (3) Because the lines are continuously supported, the stresses from dead weight are low.
The assumed value is equal to 1 kai.
(4) For the 26-inch diameter portion only.
(5) Profiled by optical means Revision 2 7/79 h
^~
TAOLE 17-2 4
SETTLEMENT STRESSES OF PROFILED SYSTEMS Seismic Location Profile Code w
Category Shown in shown in Stress (1)
A12owable (2)
Line I
Fiqure Fiqure (ksi)
(ksi)
Service water lines p-2 26"/36"-OHBC-16 Yes 17-1 17-2 14.0 52.5 26"/36"-OHBC-19 Yes 17-1 17-2 27.0 52.5
}
26"-0HBC-54 Yes 17-1 & 19-1 17-2 & 19-1 22.0 52.5 26"-OHBC-55 6
Yes 17-1 & 19-1 17-2 & 19-1 27.0 52.5 10"-0HSC-27 Yes 21.9 45.0 8"-1HBC-81 Yes 19-1 19-1 17.7 45.0 8
8"-1HBC-82 Yes 19-1 19-1 11.5 45.0 2
8"-1HBC-311 Yes 19-1 19-1 24.1 45.0 26"-1J8D-2 No 19-1 19-1
. 3. 0 47.1 26"-2JBD-1 No 19-1 19-1 16.1 47.1 Condensate water line 20"-1HCD-169 No 17-1 & 19-1 17-2 & 19-?
22.0 47.7 (1) Analytical values generated from settlement gage data.
These zones will be subjected to further investigation. Rounding in excess of the accuracy of the gage was necessary in several zones.
(2)
Equation 10a. ASME Section III, Division 1, Subsection NC 1
0 Revision 2 7/79
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17-2 DATE: Jm 6 co ro 147o,
i Question 20 4
Provide assurance that the str" c icvels of all components (e.g., pumps, valves, vessels, supports) associated with seismic Category I piping systems that have been or will be exposed to increased settlement will be within their code-allowe.ble stress Limits.
Also, provide assurance that
' deformations of active pumps and valves installed in such systems will be kept within limits for which component operability has been established.
Response
The analysis of Seismic Category I piping systems which have been or are expected to be affected by settlement will encompass the total extent of the settlement effect on the piping.
Affected pump and vessel nozzle loadings will be analytically checked to verify that they are within specified or vendor-accepted limits.
If necessary, flanged joints may be disassembled and the nature of the resulting separation may be used to evaluate the loads transmitted by the joint.
Equipment supports are normally designed to accept the allowable piping reaction loads, and therefore will be unaffected by settlement as long as the nozzle allowables are not exceeded.
For piping systems which have been subjected to loads induced by settlement, piping support loads will be verified by analysis to be in accordance with the design loads.
The maximum differential settlement will be used to verify that pipe support loads will not become excessive, or alternately, to establish a requirement for future support adjustment.
The valves are generally stronger than the piping in which they are welded.
Because the pipe (not the valve) governs the piping design, the valve deformations, if any, will be insignificant.
The status and the results of the review and analysis work described above are as follows.
Field inspection, drawing review, and stress analysis of the
~ Seismic Category I service water piping, borated water piping, and the emergency diesel fuel lines indicate that 2
the stress levels of all components are and will be within the code allowables.
As of June 27, 1979, the, service water piping was not connected to the strainers and the pumps.
If the predicted settlement 20-1 Revision 2
.T /7 w
D Ii'.'e! ndicates nozzle loads exceeding allowables, for the plant i
steps will b.
taken by adding restraints and/or other design changes to m
.-t tne design requirements.
The piping is now on temporary : supports, so the adjustments can be made to the permanent sul: orts if required.
In summary, no active components will be affected by the differential settlement.
I The borated wat.or piping has no active pumps or valves in the first 100 lineal feet of the pipe run from the wall penetrations.
The active components are sufficiently removed such that differential settlement has no effect upon their 2
integrity.
The piping has temporary and unshimmed permanent supports with a sufficient margin for adjustments.
The emergency diesel fuel lines are 2 inches and smaller'in i
diameter.
These lines have sufficient flexibility to withstand the differential settlement without exceeding the code allowable stresses.
At this time, there are no active components buried within the diesel generator buildir.g.
20-2 Revision 2 7/79
_