ML20090L711
| ML20090L711 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 06/12/1979 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-04, CON-BOX-4, FOIA-84-96 7220-C-88(Q), NUDOCS 8405260023 | |
| Download: ML20090L711 (58) | |
Text
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R TECHNICAL SPECIFICATION 3j C5 FOR I*
EE g2 SUBCONTRACT FOR 5t ARIA DEWATERING SYSTDi i1, 10R TaE
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DATE MIVISIONS
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DATE REVISIONS SY CHK'O FACING SHEET J08 No.
7220 i
AIEA DEWATERING STSTEM CONSUMERS POWER CCHPANY g
MIDLAND POWER FLANT UNITS 1&2 c-sa-q 0
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l Specification 7 220-C-88(Q), Rev 0 TECl!NICAL SPECIFICATION I
FOR SUBCONTRACT FOR AREA DEWATERING SYSTD1 CONTENTS 1
1.
SCOPE 2
2.
QUALITY STANDARDS 2
3.
SUBt!ITTALS 2
4.
SERV' ICE REQUIREMENTS 4
5.
FIELD OPERATIONS 7
6.
IN3PECTION l
8 7.
CLEANING AND RESTORATION 8
8.
QUALITY ASSURANCE REQUIREMENTS 8
9.
MEASUREMENT FOR PAYMENT t
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Specification 7220-c-co m,
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SCOPE i
A.
GENERAL The work to be performed under this Subcontract shall, consist of designing a dewatering system 1)
The lowering of the groundwater will allow others to excavate portions o the pond at el 627'+.
the auxiliary building and feedwater isolation valve This specification includes pit in a dry condition.Q-listed work to be performed ex Contractor as noted in Article 7.
l s
B.
ITEMS INCLUDED Design, furnish, install, maintain, operate l
1) l drawings.
Provide and maintain standby equipment and power of sufficient capacity to perform the intended work.
2) l Install, maintain, and observe observation 3) water table elevations at the locations as required i
and approved by contractor.
Dispose of the groundwater to the cooling pond by installing a piping system from the dewatering system 4) indicated in the drawings to the site storm drain l
system via a weir box.
Provide protection of the dewaterik systed in areas designated as construction access as shown in the 5) drawings.
Greut placement for all dewatering holes and wells l
i upon completion of the subgrade dewatering.
i 6) i i
RELATED ITEMS NOT INCLUDED C.
0 1)
Access roads to the area l
determine the amount of fines being remove i
2) l l
Concrete grout for sealing holes and wells 3)
The excavation required (trenching) to provide the areas for installing the dewatering systems 4)
Location of all utilities, embedded plant facilities, and other subsurface structures at t2e locatio 5) the dewatering system i
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Sprcification 7220-c-co m,
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Drilling holes through the turbine building and at the auxiliary building concrete floors at el 614' 6) locations required by Subcontractor Repairing the holes drilled in the auxiliary building q
7) and turbine building concrete floors 2.
QUALITY STANDARDS _
A.
GENERAL Subcontractor shall be responsible for the quality of items and services to meet the requirements of this 1) specification, applicable codes and standards, and j
'1 J
other contract documents.
3.
SUBMITTALS 1
A.
STANDARD FORMS i
Engineering document and quality verification document requirements are summarized in Form G-321-D 1) and are augmented by detailed requirements in this specification.
4 B.
PROCEDURES i
Subcontractor shall submit the following procedures (in i
l detail) to the satisfaction of Contractor.
l 1)
Dewatering plant area procedure 1
2)
Test pits procedure 4
Observation wells /piezometers procedure 3)
J
.l 4)
Jetting procedure i
1 I
1 5)
Grouting procedure i
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f 4.
SERVICE REQUIREMENTS A.
OPERATIONAL REQUIREMENTS An adequate dewatering system shall be installed to lower and control the groundwater to provide a dry 1) condition during construction, excavation, and The dewatering system placement of fill materials.shall be capable of lowering maintaining the groundwater level to el 600' l
initially so construction work can start and th by Contractor to a minimum elevation of 58 operations has been received.
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Specifiest2va
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there is The dewatering system shall be designed sof the independence between the pumping and discharge o 2) i groundwater from beneath the Unit 1 auxil ary building and the pumping and discharge groundwat from the Unit 2 auxiliary building.
i l power.
Contractor shall provide operating electr ca The drawing will indicate these locations.
3)
SUBCONTRACTOR'S RESPONSIBILITY l
for the B.
Subcontractor shall be solely responsib e fa design, installation, operation, and removal oThis 1) k loss of fines in the soil, seepage, boils, quic dewatering system.
trata.
conditions, or softening of the foundation s tion shall The stability of sides and bottom of excava f
be maintained, thereby resulting in every phase o d in the excavation and construction being performe dry conditions.
DATA AVAILABLE ults The subsurface data and preliminary pump test res C.
are available upon request and are forSubcontractor 1)
Subcontractor's information only.
assumes the responsibility for any deductions, is of interpretations, or conclusions made on the bas these data.
Report The test boring report and the Dames a d
2) are available for review.
l is The estimated elevation o'f the groundwater tab e 3) 6278 APPROVAL OF DEWATERING SYSTEM Approval by Contractor of the dewa 4
D.
ct I
1) to use.
to the basic methods Subcontractor intends d on Approval of the dewatering system will be base to satisfy the demonstrated performance of the sy l
E.
CONTROL and measurements The observation wells, piezometers,imary basis of of soil fines shall be used as a prdeterminin i
1) l specification.
Test pits shall be used only as directed by l
2)
Contractor in writing.
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specification */nu-w
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FIsLD OPERATIONS t
5.
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rate, and Subcontractor shall furnish, install, ope l tion, maintain the dewatering system and, l
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d in 1) j f
Subcontractor l
writing in advance by contractor.
i d to remove l
shall perform all associated work requ re j
h t the and control the subsurface water so t aling operations i
excavation, construction, and backfilca l
i s
l ithin the approved by contractor.to remove and control local g excavation will be done by'others. s -
t uired to ToniCHING Contractor shall perform excavation where req i
B.
tem.
allow for installation of the dewatering sys 1) i TESTING DEWATERING SYSTEM
- level, Prior to any excavation below the groundwater C.
l d in the dewater:,ng system shall be tested and p ace i
d and 1) operation to lower the water levels as requ re f
rovide a shall function continuously as required to pThe pump i
until the excavation and backfill operations are l
dry construction area.
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completed to the upper limits of the orig naSubc l
written approval from contractor before discon groundwater level.
i the dewatering operation.
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f DISPOSAI, OF WATER f
subcontractor shall be responsible for all aur D.
i ns and subsurface water resulting from its ope *:a l
h 1) and shall dispose of all water removed from t e f
r dewatering system in a manner that will not e public health, property,her subcontractors andThe wa under construction by ot l
t to associates working in the area.
conveyed through piping from the dewatering i
fter it l
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the existing site storm drain system h
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j the weir box.
4 l
STANDBY EQUIPMENT subcontractor shdll provide standby equipmen l
E.
installed and available for immediate opera d uately I
i 1) may be required to maintain the dewatering a on a continuous basis in the event that all o l
te part of the dowatering system may becom i
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i or fail, k
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y specification 7220-C-88(Q), Rev 0 1
I l
Subcontractor shall provide and maintain in an l
2) operable condition standby diesel-powered pumpsa:
operate all pumps and other required dewatering equipment for the duration of the dewatering.
8, t
F.
OBSERVATION WELLS subcontractor shall supply, install, take l
1 measurements, and maintain the required number of l
1) j observation wells and/or piesometers and such l
addiMonal observation wells as may be ordered buW Contractor.
and/or piesometers and volume of water shall be recorded and aubmitted to contractor daily, Monday through Friday, during dewatering.
i I
The observation wells shall be of a type that will 2) permit portions of the riser to be removed as theThe propo l
i excavation work progresses.
l be submitted to contractor for approval prior to installation.
l l
subcontractor shall, by adding or removing water from 3) demonstrate that the all observation well risers observa,tionwellsarefunct1oningproperlypriorto commencement of dewatering.
l Any observation wells and/or piesometers that become i
4) inactive, damaged, or destroyed by subcontractor shall be replaced within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> by subcontractor at f
no additional expense to contractor.
Jetting shall not be used for the installation of the 5) observation wells /dowatering wells under any Controlled jetting may be used for the structure.
installation of the observation wells / dewatering i
walls outside the structures, provided the jet water i
is brought up through the inside of the etted casing and does not blow up the outside of the setted casing l
The above is applicable after the casing has been installed 10 feet below the ground surface.
G.
DEWATERING r
i.
i
. subcontractor shall be solely responsible for the 1) arrangement, location, and de9ths of the dewatering l
j system necessary to accompliss the work described under this section of the specification.
Limits of t
the work are shown in the drawing.
The dewatering l
shall be accomplished in a manner that will reduce l
the hydrostatic head in water-bearing' strata below any excavation to the eatent that the water level and piesometric water levels in the construction area are substantially-(a minimum of 3 feet) below the prevailing excavation surface; will prevent the loss 5
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l Specificarica,
i or of fines, seepage, boils, quick condit ons,intain l ma softening of the found', tion strata; wil vation; stability of the sides and bottom of the exca ions being and will result in all construction operatFor the area o overlay l
performed in a dry condition.
of the structures where pervious soil strata l
the considerably less pervious soil strata i us i
i l
As the area is strata shall be lowered to the top of the less pervious strata.
i str.sta, any excavated to the top of the less perv j
i us strata I
removed by l
above the less parvious strata shall be i
lled in such 7
others.
The dewatering operation shall be contro il in the z
a manner that the amount of fines of the s This is 2) discharge water shall be limited to 5 ppa.t of fines in l
to be determined by measuring the amoun the weir box and corresponding water meter.
l described Contractor shall perform this inspection as l
in Article 6. of this specification.
d ce in Jetting of any type shall be approved in a van writing by contractor and as indicated in 3)
Subparagraph 5.F.5 of this specification.
s i fied If the dewatering requirements are not sat s ing because of inadequacy or failure of the dewater l
d/or 4) system, loosening of the foundation strata anTh l
f ala work instability of the slopes may occur.
all labor, materials, and the performance o necessary to carry out, additional work forsuch reinstatement of foundation soil resulting.from inadequacy or failure shall be unde l
- tractor, and at no additional expense to contractor.
i
- level, Frior to any excavation below the groundwater peration l
l the dowatering system shall be placed into o then shall 5) to lower the water levels as required and he operated continuously 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> a day, 7 d l
l h
ubgrade week until construction and placement of t e s I
ily i
structure and backfill has been satis l
notified by contractor in written form.
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subcontractor shall obtain written l
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6)
/
dowatering system.
subcontractor shall seal, with 2,000 psi min l
i d or concrete grout, any dewatering equipment bur i
left in place under the structure and all ob 7) i wells, test pits, and holes after the dowater n l
6
I specification 7220-C-88(Q), R;v 0 operation is discontinued in accordance with the latest Michigan Wells Act.
I 6.
INSPECTION l
A.
CONTRACTOR Contractor shall inspect the effluent of the well 1)
M nts to determine the amount of material (fines) i h ine removed by the dewatering operation.
This i
moni* orir.g is Q-listed and shall h in accordance with 10 CFR 50, Appendix 5.
!ahatazing system shall be accepted by Contractor I
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42)
The base l en the quantit/ of fine observed in the weir
{
box :f.ibrated in gallons.
The quantity of fines shall not exceed 5 gallons for even one million h quantity of l
gallons of dater (5 ppm) pumped.
fires shall be determined using a full flow weir box and in in-line flowmeter with a totalizer which will be provided by contractor.
Measurements shall be i
taken as close to a whoin million-gallon figure as 4
l practical (i.e., 1 million, 2 million, 3 million, 4
etc).
l Each individual well shall also be inspected by 3) contractor during installation in accordance with the following criteria.
After the initial 15 minutes of I
pumping, the effluent shall be tested for fines using an Imhoft cone.
i a)
If the fines observed are 0.1 al/l or less, the well shall be accepted.
b)
If tl.3 fines observed exceed 10'al/1, the well shall be rejected and pumping atopped.
l If tho' fines observed are less than 10 al/1, but c)
The i
more than 0.1 al/1, the pumping shall sto!p.
well may be ratested in accordance with tse above 4
criteria after a minimum of a 1-hour delay.
If l
the well has not met the acce:ptance criteria for fines within three ratests, tse well shall be l
rejected and pumping stopped.
l l
Records shall be maintained for each well and for the I'
4) entire system, including the amount of fines, ppa or al/l as applicable, each time readings are taken.
r i
B.
SUBCONTRACTOR subcontractor shall perform all inspection and 1) recording of the piesoseters/ observation wells in accordance with its approved procedure.
All other inspection shall be in accordance with Subcontractor's approved procedures.
f 7
e m l
t Spesification,....
.j GLEANING AND RESTORATION in the same Subcontractor shall leave the work areacond[
7 tion and to the l
A.
satisfaction of Contractor.
l l
QUALITY ASSURA!!CE REQUIREMENT 1 il in the discharge I
i I
med and controlled The monitoring of the fines of the so 8.
i l
f water is Q-listed and shall be per orby contr m
l.
A.
J Contractor has the authority to stop ordamage to any part f
of the dewatering operation to prevent l
5.
f, of Contractor's work.
l I
i i
MEASUR0ftCNT FOR PAYMENT 9.
l BASIS OF MEASUREMENT l
fixed I
Mobilization and demobilization will be at A.
f I
price for each occurrence.
lling, and 1)
Designing, scheduling, furnishing, insta l
with provsding the dewatering system, comp ete d observation 2) specified standby equipment and specifie be paid on a l
wells, piezometers, and test pits, will 1
fixed unit price baais.
i g system to Operation and maintenance of the dowater n filling l
ensure water-free excavation and back l
k) will be 1
'3) operation (24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> a day, 7 days a wef l
4 direct I
The followit g items will be measured forll be include payment, and the cost of such items sha
/
l 4) i f
l in Item 2 above.
Well point - per linear footCollection and d linear l
a) 4 I
b) foot l
Observation wells c)
Piesometers 3
f sealing with 2,000 poi concrete grout, all d)
?
Test pits y
observation wells and/or piesometers, and an e) l dowatering equipment buried or lef t in place f) j f
d for direct l
The following items will not be meas l ded in I
3 5)
I lls Monitoring and recording of observation we j
Item 2 above.
k Surveying as required to accomplish the wor I
t is.
a)
Any period during which the dowatering sy l
t or shut down because of malfunctio b) ired
[
e) l the to operate the dewatering system to lower i
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unauthorized h
groundwater to its level before t e shutdown extra work on a The following items will be paid as t left in The cost of any dewatering equipmen 6) unit price basist place as approved by contractor a) f i
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j AFFINDIX A ni amiAT10N REQUIRENINTS I
h Subcontractor shall furnish docuasatation in accordance 1.0 with the specification as summarised and directed by form l
0-321-D.
To complete form 0-321-D, the Subcontractor l
shall check is column 8 ubish docussats are being trans-j aitted, and shall sign line 21. h Subcontractor shall Estries such i
fill in lines 13 through 20 as applicable.
as N/A (not applicable) and "See attached sheets" are m esepleted G.321-D form is then used for I
permineible.
a sover sheet as directed on the back of the form.
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j P.O. Box 1000 3500 E. Miller Rd.
Midlande Michigan 48640 I
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' TCCooke gggg 04tc August 10, 1979 Power sunacct MIDLAND PROJECT CWO 7020 - PRE-HEETING AND GENERAL MEETING UITH CONSULTANTS File B3.0.3 UFI: 00234-S Serial 'CSC-4306 cll",EEoc.e CC Attendees RH4 heeler CSKeeley, P14-4083 KCMrooks(2)
DBMiller Attendees:
l Karl Wiedner, Bechtel Dr. M. T. Davisson, Consultant Phil Martines, Bechtel Chuck Could, Consultant Sheriff Afifi, Bechtel Dick Loughney, Consultant Binal Dhar, Bechtel Tom Cooke, Consumers Power Company Al Boos, Bechtel Don Sibbald, Consumers Power Company Art Arnold, Bechtel Don Horn, Consumers Power Company Dr. Ralph Peck, Consultant TI)iru,Ttjiruvengas} dam, Consumers t_od7' 'o'./
C Dr. A. Hendron, Jr., Consultant Please note that serials CSC-4274 and CSC-4235, above subject, omitted the location and dates of the meet '.ngs.
Both meetings were held in Denver, Colorado..
The Pre-Meeting (CSC-4274) was held on June 27, 1979, and the General Meeting (CSC-4255) was held on June 28, 1979.
Please attach this letter to your copy of the meeting notes.
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MIDLAND PROJECT GWO 7020 - MEETING TO DISCUSS CONSULTANTS' REVISED PROPOSAL - CHANC'O TO PERMANENT DEWATERING - JUNE 22. 1979 File 33.0.3 UPIf-00234 Serial: CSC-4297 gg Attendees KC5 rooks (2)
Attendees Consumers Power comoany Bechtei Power Cornoration T. C. Cooke S. Afifi G. S. Keeley R. L. Rixford D. 3. Miller G. L. Richardson W. R. Bird L. A. Dreisbach B. W. Marguglio J. H11andin D. E. Horu G. Tuveson T."R.Thiruve,ssadam}
A. J. Boos b.'*E'.*Sibbafd'~
- D. Jinnett K. R. Kline R. Simenek P. A. Martines W. Jones J. Wansack
- 3. Blue 4
T. Johnson Atter lunch at a meeting in Ann Arbor on June 19, 1979, the consultanta got l
together and decided that there may be some advantages to the Project in i
installing a permanent devatoring system as an alternative to some of the fixes transmitted to the NRC in conjunction with the 50.54f. questions.
In the opinion of the cons 61tants, this revised scheme would resolve all questions for potential liquefaction; and, therefore, eliminate the problems associated i
with the chemical grout. The consultants had noted that the chemical grout in the area of the Diesel Generator Building would not be completed until June or July 1980 at the earliest. They also discussed the problems wit'a the grout l
penetrating building cracks, utilities, etc. The railroad bay grouting is not
}
required and no longer needs to be coseidered. The consultants also requested I
that the need for complete mining below the Auxiliary Building wings be re-i evaluated if liquefaction problems are eliminated.
1 They stated there is a possibility the remaining work would include shear velocity testing underneath the Auxiliary Building electrical penetration areas to estimate contact stresses with possible grouting of local void areas. Profiling of pipee l
before and af ter dowatering and duct bank checks and verification would also have to be made. The piling solution for the service water structurse will remain e
e Page 2 Filo
}udland Project GWO 7020 - Heating to Discuss Consultants' Revised Proposal Change to Parmanent Dewatering - June 22, 1979 File:
83.0.3 UFI#-00234 Serial: CSC-4297 August 8, 1979 unaffected. Resolution of whether or not permanent dowatering system would have to be a safety system and structure, the possibility of combining the permanent system with the temporary system. Installation of Q-list monitoring walls, and a system to monitor the effluent for fines would be required. At the meeting on June 22, 1979, Hr. Tuveson also noted that he would have to recheck his design calculations on the butidings to see whether or not the removal of the buoyant forces would have any effect on the 40-year life of the structures.
The consultants apparently believe that the dowatering system would be easier to defend to the NRC and that it is a less complicated fix for liquefaction.
It was noted on June 22, 1979 that the consultants possibly did not consider the structural recheck required without the buoyant s'ipport or the FSAR revisions, which were primarily administrative in nature.
W. Jones noted that the cost of total dewatering would be in the neighborhood of $10 to $15 Million with required redundancies. This was for a cased well with permanent submersible pumps con-sidered. Dewatering for the Diesel Generator only would cost approximately
$2 Million. This would be balanced by a savings of $2 Hillion for grouting,
$2.2 Killion for underpinning, $750,000 for dowatering, with nothing allowed for elimination of tie-up of the Diesel Generator area or mining obstructions.
As a sidelight,1&E Report 79-10 discussing Air Bubbles in the Tank Farm, was also suggested as a topic for the July 10 meeting with the NRC in Washington. Prior to.
the Thursday meeting with the consultants in Denver (June 28), a metrix should be drawn to show the advantages and disadvantages of various methods proposed to date.
This would include not only our responses to the 50.54f. items and the consultants' 1stest proposal, but also some of the earlier alternates used which were previously discaried for our reassn or another, since conditions have changed. These items will be discussed prior to the Thursday meeting with the consultants in Denver and at a meeting in Ann Arbor at 8:00 AM on June 27. It was also decided to send the HCAR 6 Interim Report with a copy letter noting that there are other evaluations being made at this time and mentioning the dewatering option.
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t AUG S 13n To File rae TCCooke COM oarc August 6, 1979 NE Comperf konct MIDLAND PROJECT CWO 7020 CENERAL MEETING WITH CONSULTANTS File: 83.0.3 serial: CSC-4155 UF1#-0023LS c..
aws CC Attendees l
08Keeley, P14-4048 i
DSM111er RC3 rooks (2)
Atteedoes:
j Karl Wiedner, Bechtel Dr. M. T. Davisoon, Consultant l
Phil Martines, Sechtel Chuck Could, Consultant i
Sherif Afiti, Sechtel Dick 1.oughney, Consultant 31aal Dhar, Sechtel Tom Cooke. Consumers Power Co.
Al Boos, Bechtel Don 51bbald, Consumers Power Co.
Art Arnold, techtel Don Horn, Consumers Power Co.
Dr. Ralph Peck, Consultant Thtru intruvengadam', Consumers Po'wer CD.
Dr. A. Mondron, Jr., Consultant Introduction P.' A. Martines noted that this meeting was being held to finalise the coneuttants' recossendations for information to be sent to the NRC on July 4 in preparation for l
the July 13 meeting. Mr. Martines also stated that liquefaction and treatment of satorial below the Class I structures were the main topics and he briefly reviewed the discusaton of the previous evening, j
gauafaction Potential
=d
- " lackfill are= d Catesory 1 Cantainannt Structurea l
There is no problem with dewatering since the till can ese11y support the sentain-neat load of 10KSF. Containment Building diameter change of approsinai
, 1/4" i
due to pre-streesing is too trivial to consider and should be deleted free any The coneuttants stated that the permanent dowatering sys 'en should be concerne.
designed to de the job regardless of site conJitions (dike locatione). After completion of the conceptual design, the initial wells should be installed and dowatering should quickly determine (a few weeks af ter start of pumping) what la required for the mintaun practical design. The permanent dowatering system should contain aufficient redundancy, with more units than required for maintenance pur-l Routine maintenance and renovation over the years will take up a certain poses.
i number of wells.
Total system redundancy would not be required because there would be a time las from the cessation of pumping before water in an area could rise to a critical level. It would probably be a good idea to have some standby (non-Q) l power available for the pumps. To be practical, all power block aread should be devatored whether problems are known or not.
It was noted that Regulatory Guiden overlooked the pumping of fines, however, this was thought to be key point and wells generally should be kept 30' minimum from structures on the permanent de-watering system.
Continuous sand nones in tilt would be advantageous far drainage, i
Page 2 File Kidland Project CWO 7020 - General Meetine with Consultants File 33.0.3 Serial: CSC-4253 UF1#-00234 August 7, 1979 1
I however, that condition cannot be assured. Mr. Loughney stated that we should put a ring of wells around the power block. The wells should extend to the clay till. Some of the temporary dewatering wella should be made permanent to allow draining of any crown water (rain, etc).
It was again noted that the water would take a week or two to return to the power block area if the systen stopped pumping.
Since we would have time to make repairs or shut the plant down, only the pieso-seters need to be Q-listed. Mr. Loughney estimated that the wells should be at about 12' centers with sand vertical drains possibly to help drata crown and perched water tables and some wells in the middle for balance (critical area).
The designer would have to plaa his systems so as to prevene finee outraction l
(proper screene and/or distance). For an area of 600' x S00', Mr. Loughney settmated that 250 to 300 wells maximum with submersible pumps would be required on the peri-seter. They could be of the type that has heavy wall plastic well screen which would be good for about 40 years. The pumps would normally have a five-year life and cos about $300 each. It could be assuesd snat about 20 to 30 pumps would so out each year. Timers would be required for the pumpe and 440V would be the best voltage.
The total well cost would be approximately $3,000 per well. Added to that would have to be the piesometers (Q-listed) and toeporary or observations wella.
Sw..-Q standby generators, it dentred, could be purchased and installed for about $40,000, The cost of that, the piping and the electrical should be around $2 M1111on.
It i
l van estimated that $25,000 to $35,000 a year maintenance cost would be required I
af ter, say, 25 wolle go out, and to take care of said treatment of the valle at three-month intervals. A chemical grout curtain in sand around some pipes could be considered at a later date. However, this should not be a problem.
If local clay areas are encountered, the wells should still remain at 12' intervals. The i
i additional settlement due to the dewatering would be in the range of 0-1/2".
The design changes required for a wet versus dry fill would be primarily administrative in nature in the PSAR below Elevat1Jn 618'. The bearing capacity and slidLng friction would be enhanced. The settlement calculations have to be revised in any (vont. Wells should entend down to till.
It was noted that the wells would be much more positive than grouting to prevent liquefaction.
It would not be possible to unsure the grouting effectiveness. Dewatering totally eliminates the liquefaction problem.
Removal of Surcharae_
The coneuttants noted that it would take approximately eight weeks of accurate reading 1 prior to removal of the surcharge to obtain required evidence, even though an accurate prediction could probably be made at this time by bracketing the resi-dual settlement expected. Although rebound is independent of long-term settlement, the data will be useful. The coneuttants need to see the trend on the settlement first Dewatering of the Auxiliary guilding would change the trend conditione slightly.
That would be the earliest time (present schedule) to remove the surcharge with de-pendable information.
It was noted that about 0.032" has been the maximum deflection in the last three weeks, however, all of the d4ta needs to have toeperature correction 4 applied. Coldbers Zotno-Dunnic11tf are working on correcting the data for temperatura.
It wa4 also noted that due to long= torn settlement, Nome fleMihility in the utilities may have to be designed into the connections based on the settleeent predictions which could include dif ferential settlosent.
I rase 3 T11e tildland Project CWO 7020 - Ceneral Heeting with Consultants Files 33.0.3 serial: CSC-4235 Urtf-00234 August 7, 1979 Chemical Croutina Art Arnold noted that because of verification problems with chemical grout, it i
would not be necessary unless a very permeable trench was encountered during dowatering. silica grout in the sand may be acceptable for that situation. It can be deleted as a remedial action from the responses because it ta too much of a problem to prove to everyone's satisfaction that adequate grouting has been performed.
i Need for genovel of Loose sands Under the Diesel-Cenerator Structures l
This requirement disappears with option 5, however, settlement of sand due to vibration has to be calculated. The diesel generator should be started as soon as possible to induce the maximum settlement due to vibration.
It is sapected i
that this will be in the range 1/2 to 1" and take place in a few weeka.
It would be better for predicting long term settlement if the water table use not lowered. No other vibratory means approach the use of the diesel generator for pre-vibrating the foundations. Hr. Davisson noted that he needed the diesel generator rps for his information. Hr. Afif t noted that the running of tie generators would also help the seismic calculattune. The exact amount of settle-ment will be determined at a later data based on refined data.
At present, a refined calculation la needed because old calculations were based on saturated l
i sand. Mr. Davisson noted that we should look hard at connections of utilittee to 5
the diesel generator and the building and that allowance should be made for a maximum of one-foot movement in any direction. This allowance would be over kill for any potential problems. The problem was further complicated because of the fact that there is sand on the north side of the foundation and clay on the south side of the foundation.
The pre-load would predict an additional long-tere settlement l
of the clay, then af ter the diesel generator run, any settlement due to vibration could be determined. We could then add seismic settlement of sand from the earth-quake motion and dowatering settlement.
$rQar teneval of Loose _Sanda and/or Sof t Clava under slectriemi Penetration Areat of M Valve Pits
- 3. Dhar ausserised the Auxiliary lu11 ding electrical penetration areas analysis.
He included static and dynamic loads, horisontal and toratonal loads. Hr. Dhar noted i
that the horisontal shear of approntaately 1,200 to 1,300 Kipe would be transferred to the soil and possibly through the soil to the Turbine Building and/or Containment i
suilding which are analysed as sopprate structurae.
It was noted that the upper
' floors of the Aua111ary su11 ding wingwalls have a two-inch styrofoas cumklon between the two floors and the Containment Building. The shear smdulus is eniculated from a composite 1,200 foot per second shear wave velocity.
The cent 11over portion of the structure is probably resting partially on the till and some load to being taken up by the structure.
Based on prelisinary analysis, a deflection of 1/4" to 1/2" is anticipated based nu an uncracked section and Act 381 "r." Value.
The etsel would reach a tenette streme of 30 R$t.
1,300 Kips vertical support at the end of wing =
va11 would eliminate any serious cracking problem. This assumes that the soil would be taking soro load.
If the structura is required to take the total noment load, two eruns would be over-stressed. One would be the wall framing at the southwest area of the control tower and the other would be at the diaphran wall. At 3,000
l Page 4 Tilo Midland Project CWO 7020 - General Meeting with Consultants files
- 3. 3. 0. 3 Serial: CSC-4233 UFIf-00234 August 7,1979 Ktps, there would be aero deflection in the structure (3,000 Kips vertical support applied at the end of the wingwall). A detailed analysis is in progress which will take approximately two to three weeks. The wingwalls could be tied j
to the Turbine Building slab for the horisontal support. We would also have to change the Aua111ary Building seismic analysis model to some extent. Chuck Could l
l then outlined the options for taking care of the Auxiliary Building electrical penetration areas probles se followes a.
Temporary support of valve pit b.
Possible sky hook for the 1,500 Kip load contingent os further structure analysta 1
c.
Racavate 7' beyond the bottom of the slab d.
Grout the loose sand to stabilise the working face Start temporary Turbine Building slab support e.
f.
Af ter stabilising, start work on five 4' diameter jacking caissona g.
Transfer the load from the sky book and move to Unit 2 h.
Install the remaining caissons for the 3,000 Kip load t
1.
Possibly drif t east and soldier pile to support the excavation when i
the mass is removed (also serves as bearing support for the Turbine Building)
- j. Excavate the fill k.
Fill the material back with lean concrete and then dry pack or grout, afterwards. The sentaua depth of lean concrete would be about 29'.
It would take a 16ng time to dry pack. The possibility of caissons settling would be discussed.
It was noted that the work could stop at Step h.
Davisson then discussed noen other options to include using the valve pit for access, removal of the soil under the valve pit to the stil, and a tie to the electrical penetration area for horisontal shear. possibly tying into the access gallery or mining valve pit fill, f tiling with concrete and tying in for horisontal loads would be a way to proceed.
I It was decided that we should install the caissons and transfer the horisontal load to the valve pit or Turbine Outiding slab witti mining the balance of material under the electrical penetration area only it required by analysis.
The setting then broke to allow the connuttants time to write their prelitsinary report, a copy of which is attached. This report was briefly discussed following the break, j
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C0iiySiy Generet offices 212 West MacMesa Avenue, Jackson, MieMean 49201 *(517) 795 4800 March 27, 1980
'Mr J A Rutgers Project Manager Sechtel Power Corporation PO Box 1000 Ann Arbor, MI 48106 MIDLMTD PROTH:T -
50.54(f) MONTELY STA'IUS REPORTS - SOILS FILE 0485.16 UFI 00234(S); T1*01 SERIAL 85k8 We require a more ccuprehensive listing of action items than currently given in the monthly reports. In addition to response written commitments listed in the reports, we believe it necessary to have all actior. items related to and derived fro = the 50 54(f) responses.
Per your Mr Rixford, we understand that other action items or implied com-citments are being inputted for the purpose of tracking progress. This in-formation vould be useful to us t' o access the inpact of 50 5h(f) questions.
To supplement your 1 st we have attached three letters from T C Cooke which deal with 50.5k(f) r pons es. Please review same and inptt appropriately to your system of tracki and statusing.
N Additionally, please add liction items as follows:
Project Engineering is\\ o provide a document which will prohibit final 1.
t connectin6 piping until December 31, 1981 in accordance with the response to Question 27.
Consumers Power Company v' 1 advise Bechtel when underpinning and devatering 2.
activities are to con:mene t.
- 3. ' 3esolve previous decision to the effect that by the end of 1979 all settle-ment ' readings can be compaa*>2d to some criteria for indication of excessive settlement prior to exceedi g total allovable settlement.
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Bechtel Power Corporation 777 East E sennewer Parwvay f {[j,0w newees P O. Bos 1C00. Aen Attor.
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Y Consumers Power Company e
Mr. G. S. Keeley Project Manager (s ; -
g 1945 West Parnall Road Jackson, Michigan 49201 Midland Unita 1 and 2 Consumers Power Company Bechtel Job 7220 SUM!dJutIIS of PRESENTATIONS to the NRC on JULY 18. 1970 Files 1605/2801
Dear Mr. Keeley:
Attached are summaries of the presentations made by Bechtel personnel and consultants at the aseting with the NRC in Bethesda on July 18, 1979.
Agenda Item No.
Presenter 3.6 C. Gould 3.7 S. Afifi 3.8 R. Loughney 4.1, 4.2, 4.3 T. E. Johnson 4.4 S. Afifi 5.0 R. Peck t
7.0
- . A. Martinez i
These attmehments are for use in preparing a meeting summary for the NRC.
As agreed, we will be avai3able for discussion on this summary or possible 1
reworking of the material submitted as soon as you have had a chance to review it.
Very truly yours,
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- s. '[,'j p]y,h P. A. Martinez
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j PAM/RCR/pp Projact Manager Attachannes 7 I Un. 11979 l
d!ii.4, c.WJECT l
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by ef' Ib 8. d C. H. GOULD, P.E.
GEOTECH A?#4.* 9 2 C ft 1165 Barcisrown Trail OlSTRIBUTION Ann Arbor.Mi 48105 313/663-5028
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- R E C'D ' ' ' " ' 1313 1 A3 0 July 23,1979 Bechtel Associates Professional Corporation 777 East Eisenhower Parkvay P. O. Box 1000 Ann Arbor, IIichigan ti8106 Attention:
Dr. S. Afifi
Reference:
!!asting with NRC, July 18, 1979
Dear Sherif:
Enclosed is an auc11ne su:meary of my presentation at the referenced neecing. ne outline correlates to the overhead slide sequence previously furnished the NRC.
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3'v, its ry e C. H.
uld, P.E.
State of New York Enclosure i
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C. H. GOULD, P.E.
1.
Chuck Could, private consultant to Bechtel on underpinning.
2.
Remedial measures for " Wings" i
A.
Locate on plan i
3.
Explain 1/2 plan and symatry.
C.
Electrical penetration area of aux 111ary building equals " wings" 3.
Design of Remedial Measure A.
Area to be supported equal crosshatched ares 3.
Underpinning design
- 1) Permanent, positive and tested support a.
Passing thru fill b.
Founded in undisturbed till.
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- 2) Provide installation procedure capable of a.
Passing thru (1) Loose sands (2) Soft clays (3) Dewatered state.
(4) Mon-made (concrete) obstructions (5) Highly costpacted sand and/or c1py i
b.
Minimizing loss of ground c.
Jacked caissons (1) Push thru loose and soft meterials without excavation (2) Man-size access for derolition of obstructions and excavation of compacted soils.
4.
Plan of Attack I
A.
Temporary support of valve pit at ground surface.
- 1) Bearing on turbina foundation walls and buttress access shaf e 3.
Excavate access shaft C
Mine drift under valve pic D.
Install permanent caissons under end of wing
- 1) Control settlement to 1/2 inch
- 2) Stress, test and transfer load.
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E.
Install temp support caisso'as and tangent caissons in vicinity of isolation valve pit.
F.
Mass excavate all fill under isolation valve pit down to till C.
Fill excavation and drift under wing with concrete II.
Trsasfer valve pit to mass concrete b
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C. H. GOULD, P.E t
5.
Questions NOTE: For the record Dr. R. Peck stated that a aroup load test to 1.5 times design load *would be perforned on the caissons which support the wing. I cocumunicated to both Dr. Peck and Lyman Heller that it was our intention to load test each caisson individually to 1.5 times design load and group test to 1.0 times design load or a maximum upward vertical movement ** of the structure not to exceed 1/4"; whichever occurrs first.
Design load = calculated dead and line load.
- Movement = distance travelled during the test period of time.
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SUMMARY
OF FRESENTATICN MADE TO THE NRC ON 7/18/79 IN WASHINGTON D.C.
This is the input required by S. S. Afift into the summary requested by the NRC. Consultants R. D. Feck, C. Loughney are planning to submit summaries for the portions for the presentation.
C. E. Gould already gave us his portion of the summary.
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- LIQUEFACTION Figure 1 presents a summary of the predominant fill condition (material type and density) below various category I structures supported on plant area fill.-
The figure shows the fill under all category I structures supported os plant W d esa/' $
fill consists of both sand and clay except for the berated water tanks g
where the fill is predominantly clay. Liquefactica evaluations were ade for the auxiliary building-control tower area, auxiliary building-railroad bay and the diesel generator buildias. No liquefaction analysde were made for other areas. Liquefaction evaluation was based on experience at sites where liquefaction did or did not occur and access to pertinent information regarding earthquake magnitude, distance frem the source, ground surface '
j acceleration were either known or'possible to estimate.
1 Figure 21s plot of the cyclic shear stress ratio causing liquefaction versus the standard penetration blowcount corrected to an equivalent over-burden pressure of 2,000 ponds per square foot. The figure correlates the shear stress causing liquefaction in the field and the penetration resistance of the sand. Utilising this figure, if the standard penetration resistsace is haeva at a certata site along with other pertiment information regarding the soil column, the strucurre and ground surface acceleration, s point ess
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l be plotted on this graph. The horizontal coordinate of this point will be i
the standard penetration resistance after corraction to as equivalent overburden pressure of 2,000 pef and the vertical coordinate will be the 1
shear stress ratio induced during the earthquake. If the point falls 4
beluw the line, this will indicate liquefaction would not occur. On the
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j other hand, if the point plots above the line, this would indicate that l
liquefaction is possible. This can be illustrated in terms of factor I
safety as follows.
A Factor of safety. cyclic shear stress causina 11cu9 faction induced cyclic shear stress 1
i The liquefaction evaluation was based on ground water table at elevation 627 l
1 and ground surface acceleration of 0.123 and did account for surcharge froa the structue. It is noted that figure 2 is based on daca.for nagnitude 7.5 l
l acrthquaka which constitutes a very conservative basis for evaluation of liquefaction at Midland.
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Utilizing this information the line representing a safety factor of 1.5 has 1
been calculated and superimposed upon the standard penetration blevcount -
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versus depth for the norhtwest and northeast areas of the diesel generator i
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building as shown in Figure 3 and 4.
The figure also shows the line l
t representing a factor of safety of 1.1.
It is seen from Figure 3 that a I
good number of the standard penetration blow counts are less than there i
required for the aceeptable facto!r safety of 1.5.
Evaluation of the
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l sands in the northwest area of the building indiestes that seen of these l
1eese sands may be senaseted. Figure 4 shove that the great majority of the penetraties tests indieste a safety factor well in assess of 1.5 with the exeepties of three cases below 1,.5.
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Figure 3 is a similar plot for the auxiliary building railroad bay showing l
that all except a few of the standard penetrations values are well in excess of the required safety factor of 1.3.
Some blowcounts in borings M-1 and
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) show a factor of safety slightly below 1.5, but i
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these occur within a limited thickness and the neighboring boring AZ-2 l
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indicate auch higher factors of safety within the same depth range.
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Figure 6 illustrates that the standard penetration blowcounts from boring 1
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AI-9, AI-6 and AI-18 under the control tower indicate a factor of safety i
in excess of the required 1.5 in all cases.
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In conclusion, liquefaction analyses show that there could be a liquefaction l
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problem at the diesel generator building. Serings also indicate liquefaction i
is very unlikely in the railroad bay and thac there is ac liquefaction probles-l i
in the control tower area.
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In order to eliminate liquefaction questions any where at the site in Midland i
a general dewatering scheme has been adopted. In this scheme the ground i
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water talble will be lowered to the approximate elevation of 600.
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SETTLEMDT DtTE TO EARIRQUAKI SEAKDG t
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With elimination of liquefaction potential the r===4=iat factor to be considered i
i is settlement of sand due to ground shaking. Analysis was sesducted on the a
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basis of studies by Seed and Silver (1972) and Finn and Syrae (1975) which i
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considered relative density, number of earthquake cycles, ground surface a
acceleration level, thiskases of the sand, effsets of multi-directional j
I shaking, and the processe of the structures. Relative density was evaluated
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on the basis of Gibbs and Bolta relatieaships. The number of earthquake i
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l cycles were taken as 10 in the Seed and Silver analysis. Finn and Byrne analysis was based on the recorded El-Centro earthquake. Acceleration level was taken as 0.123 for the SSE and 0.063 for the 03E. Thickness of the sands were based on the soil borings. Multi-directional shaking effects were counted for by maltiplying the calculated uni-directional settlements by a factor of 2.5.
The structure was accounted for as if it was a uniform surcharge.
i Freliminary analysis based on these parameters indicated a settlement l
range of 1/2 inch to 1 inch for the diesel generator building area. It is noted that these estimates are conservative since they are based on the assumption that the sand is dry. Because the sand will be moist, the l
Pr'esence of capillary force will reduce actual settlements below those i
predicted.
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,arger than expected. An exploration program was initiated to i t see i
s khk. seat of the settlement and Drs. Fack and Eendron wer onsulted to N.
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' discuss the evaluations and corrective actions re red. Based on the N.
exploration and tha,, consultants recommenda as it was decided to surcharge l
fthebuildingsadsurround1'asges a load exceeding the operating head.
Instruentation was Last,alled eval ate of soil consolidation a:Ld l
settlements of the stru re and supporting soils.
reload was completed to a height of 20 et by late March 1979.
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igure through10 illustrate locations of the various tastruments cisted i
oad prostem. Phare 7 shawa ^= ' t: '--- ** huilding a ey l
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STRUCTURES SUPPORTING S0ll' TYPE 4
l A. AUX 1LIARY Bull. DING i
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CONTROLTdWER Medium dense to very l
denseland.
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UNIT 1 ELECTRICAL Dense to very dense HDd l
PENETRATION AREA with layers of loose sand r
and softrJg j
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UNIT 2 ELECTRICAL Medium dense to dense I
PENETRATION AREA sud with medium stiff
.rJulayers.
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RAILROAD BAY Medium to very dense stad.
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FEEDWATER ISOLATION j
VALVE PITS Loose to dense 301and 1).
UNIT 1 medium stl# to very stl#rJg.
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UNIT 2 As UNIT 1.
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SERVICEWATER PUMP Soft to very stl# rJEand 4
i STRUCTURES loose to very dense HDd.
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D. BORATED WATER TANKS MWlum sd# san d E. DIESF 7UELTANKS to fdg.
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F. DIESELGENERATOR Soft to st!# rJg and loose BUILDING to dense 180d.
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FIGURE 1 -
SUMMARY
OF PREDOMINANT FILLTYPE AND
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i CONDITION BELOWVARIOUS CATEGORY l I
STRUCTURES SUPPORTED ON PLANT AREA FILL 9
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3 e Liquefaction; stress ratio based on estimated accelerotion
$ Liquefaction; stress ratio based on good occeleration doto o Noliquefacten; stress rate based on estimated accelerotion O No liquefactioni stress ratio based on good occelerotion dato
- 0.5 I
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Lower bound for sites
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I where liquefaction occurred h/
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Fig.2 CORRELATION SETWEEN STRESS RATO CAUSING e
LIQUEFACTlON IN THE flELD AND PENETRATON RESSTANCE OF SAND, (of ter Seed et al)
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"N"-VALUE BL' WS PER FOOT 0
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10 20 30 40 50 60 73 80 (634) 0
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DIESEL GINERATOR UILDING Bottom of spread footing 628 ft.
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.g MIDULND UNITS 1 & 2 7220 - 101
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i FIGURE 3 - STANDARD PENETRATION RESISTANCEVERSUS DEPTH FOR THE NORTilWEST AREA 0F THE DIESEL GENERATOR BUILDING
"N" VALUE - BLOWS PER FOOT 0
10 20 30 40 50 60 70 80 (634) 0 g
i DIESELGENERATOR BUILDING Bottom of spread footing a
628ft.
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MIDLAND UNITS 1 & 2 7220 - 101 NORTHEAST AREA 50 i
i FIGURE 4 - STANDARD PENETRATION RESISTANCEVERSUS
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DEPTH FOR THE NORTilEAST AREA 0F THE DIESELGENERATOR BUILDING
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"N" VALUE-BLOWS PER FOOT 0
10 20 30 40 50 60 70 80 0
i RAILROAD BAY Top of slab 634.'S ft.
Bottom of slab 630.5 ft.
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50 FIGURE 5 - STANDARD PENETRATION RESISTANCEVERSUS DEPTH FOR THE AUXILIARY BUILDING
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"N" VALUE-BLOWS PER FOOT 0
10-20 30 40 50 60 70 80 O
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y CONTROL TOWE.R Bottom of slab 608.5 ft.
40 AX - 9 e AX - 6 I 7220 - 101 MID ND UNITS 1 & 2 e AX - 18 I
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. STANDARD PENEl' RATION BLOWCOUNT VERSUS
' DEPTH FOR AUXILIARY BUILDING CONTROLTOWER
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LOUGHNEY DEWATERING INC.
awaisng and suit stabiti=ation sm and sytems
- w. o. sox see. Am= ammon seecnesa deios 2260 GRAND AVENUE 213.Fe1 3489 SALDWIN, N. Y.11510 S16 223 9500 July 26, 1979 Bechtel Associates Professional Corp.
P.O. Box 1000 777 E. Eisenhower Parkway Ann Arbor, Michigan 48106 Attention: Mr. Sherif S. Afifi, P.E.
Re: Midland Power Plant Permanent Dewatering System
Dear Sir:
Per your request attached please find a written description of the slide presentation of the proposed Permanent Dewatering System for the Midland Power Plant that was presented at the N.R.C. meeting, July 18, 1979.
We trust that this is sufficient for your present needs. Please call should any part require further clarification.
Very truly yours, LOUGHNEY DEWATERING INC.
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1 Richard W. Loughney President RWL/rr Attachment e
D EEPWELLS EDUCTOR WELLS ELECTRO OSMOSIS PUMPfNG WELLPQ8NTS
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LOUGHNEY DEWATERING INC PRESENTATION AT N.R.C. MEETING JULY 13,1979 MIDLAND POWER PLANT Slide 1 - Plan View of Area Dewatering System. The soil as described before by others generally consists of sand and or clay fill placed on the original sand or clay strata. The original sand generally extends from elevation 570 to elevation 600 with clay beneath the sand - though in a few areas the underlying clay extends to the original ground surface.
The present ground water level is about elevation 627 - the cooling pond level.
An impervious cut off wall has been constructed around the West, North and East sides of the area. The cat off wall, a slurry trench or clay core, extends into the original clay till. The source of recharge for ground water within the Q, listed area is rainfall and the cooling pend water from the South side of the area, and some minor seepage through the cut off wall.
The coefficient permeability of the soil as detemined from the initial pumping test conduct in Auxiliary Building area is less than 0.007 feet per minute. Additional data about the pemeability of the soil and total yield will be obtained during temporary dewatering of the Valve Pits and Electrical Penetration Rooms. Also there are considerable grain size data available from the extensive boring program that has been carried l
out at the site.
The present conception is to enclose the Q listed area with a permanent exterior dewatering system. The dewatering system would consist of submersible deepwells that would extend to the original clay till.
Approximately 200 to 300 deepwells would be installed. The number required to maintain the ground water at the desired level would be operated and the remainder would be redundant. There would be sufficient redundancy to provide for interruption of parts of the system, also 100 percent
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standby diesel powered generators would be provided.
The pumps would be wired electrically such that they are staggared and sectioned so that one interruption does not affect a continuous length-of the dewatering system.
The permanent interior dewatering system would be used to mop up ground water remaining within the area enclosed by the perimeter dewatering system. The wells would be pumped as required to remove ground water that collects within the exterior perimeter system because of the re-charge from rain, shut down etc.
.The ground water removed would be monitored to assure that no fine lines are being removed from the soil.
After an initial pumping period of about six months the basin that is dewatered should be large enough that the permanent dewatering system could be down completely from one to two weeks before a significant rise in the water level within the dewatered area would occur. The principal
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source of recharge is the cooling pond and the rate the ground water l
flows through the soil from the pond is low.
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l LOUGHNEY DEWATERING INC.
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Piezemeters would be located at key points to monitor the ground water level and alert the plant when the ground water has risen above a pre-detennined elevation.
Slide 2 - A N-S section through the area to be dewatered. The deepwells would extend to the original clay till, they would be spaced close enough to cut off the flow of water into and remove the water frcm within the Q listed area.
Slide 3 - The dewatering system would be buried below the frost depth. The necessary disconnections would be provided to permit screening the deepweils. In area of heavy traffic a minhole would be provided for access to the deepwells.
The capacities of the well screens (6" diameter) are considerably in excess of the anticipated equilibrium flow of 1 to 10 gpm per well. The well screen diameter, 6 inches, is necessary to provide the clearance required for the submersible pump.
The well screens would extend the full depth of the soil to be dewatered and they would be encased in a select sand filter for their full depths.
Slide 4 - For areas where there is no objection to having a slight protrusion abcve the ground surface, pitless adaptors would be used to provide access to the wells and pumps instead of manholes.
Slide 5 - A sketch.of an interior permanent deepwell. Smaller diameter wells would be used to remove the water perched within the Q listed area. These wells would be pumped initially and occasionally therefore as required.
In my judgment the system would be fool proof.
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