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UNITED STATES NUCLEAR REGULATORY COMMISSION l
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January 6, 1981
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MEMORANDUM FOR: Chaircun Ahearne o
Commissioner Gilinsky Comissioner Hendrie
/ Y %o Comissioner Bradford r
FROM:
William J. Dircks, Executive Director for Operations
SUBJECT:
DAILY STAFF NOTES,,JAfiUARY 5,1981 LL 1.
Consuners Power Company (Midland Nuclear Power Station) - Proposed Imposition of Civil Penalties - $38,000 (EN-80-58).
2.
Brunswick Unit 1 (Carolina Power & Light Co.) - Malfunction of Target Rock Safety Relief Valve, (PNO-II-81-01),
3.
Dresden 2 (Corr.nonwealth Edison) - Minor Release of Contaminated Stea:n During Isolation Condenser Testing, (PNO-III-81-01).
4 IriCU5Lrial In5peCL10n InGU5Lr1tf5, Inc., Itur bit caliburi, 01:10 3 Lul ces Radiographic Camera, (PHO-III-81-02).
5.
Fort St. Vrain (Public Service Co. of Colorado) - Malfunction of the Main Steam Hot Reheat Valves (PNO-IV-81-01).
6.
Atlas Minerals Corporation, Moab, Utah - Uranium Mill Fire, (PNO-IV-81.02).
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CHecAGo.tLLINel$ C CC1i u... C...n November 20, 1978
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Mr. J. G. Keppler, Regional Director Offica of Inspection and Enforcemenc -
U. 5, Nuclear Regulatcry Commission Region III 798 Roosevelt Road G2en Ellyn, Illinois 60137.
Re CONSUMERS POWER COMPATY (Nidland Plant, Units 1 and 2)
Docket Nos. 50-329 and 50-330 (Operatine Licenses Preceedine)
Dear Mr. xeppie=
I have received from Mr. 01= stead of the Nuclear Regulatory Commission a copy of a letter and report from Consumers-Bechtel to you; which were attached as enclosures to my copy of his November 16th letter to the Licensing Board.
The report from Bechtel-Consumers is dated September 22, 1978 and accompanied your cover memorandu=
to Mr. Thoraberg dated November, 1978. At page 2 of your November 1, 1978 letter to Mr. Thornberg you stater
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"In our view, this deficiency [that is, the deficiency in connection with the diesel generator building settlement] has the potential for affecting the design adequacy of several safety related structures at the Midland site."
In view of the seriousness of'this statement and the enorm7us sums of money which Consumers continues to spend, I should like a more full explanation, including a submission or a listing of all memorandums, communications, letters and reviews, whether formal or informal, which form the basis for the Region III's conclusions made by you.
Please also tell me how you. justify continued construction, in view of this serious breach of quality control, unless, of course, hn A?A/ h,% 0 L'
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Mr. J. G. Keppler November 20, 1973 f
page two I
i you are content to permit " magic" to ensure safety.
I am
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most concerned over what appears to be a cavalier attitude towards construction.
Can it be that your organization 1
(whether intentionally or otherwise and whether conscious cr unconscious) is affected by the amounts of money Consumers e:as spent so that you blind your eyes to reality.
If so, l
you do a disservice not only to the people of the United States but also to the utilities who unfortunately take advantage of such lax enforcement.
Do we need a serious accident before i
enforcement, in your mind at least, equals the importance of monetary investment?
Also attached with your letter to Mr. Thornberg cf November 1 were communications sent to you from Consumers '
Power Company, in particular a letter from Howell dated September 29, 1978 and a September 22, 1978 Interim Report 1
No. 1, apparently issued by Mr. Martine: of Bechtel tb Mr. Keeley of Consumers Power Company.
In connection with the last mentioned report, page 3
.has a significant deletion whereby Consumers Power or Bechtel apparently deleted information submitted 'regarding what you labeled as a serious safety problem, i.e. the diesel building settlement.
The report states:
"This portion of the Bechtel Report is deleted because it contains a premature discussion of possible corrective action options."
l In view of the lackluster performance at Consumers' l
Midland site, the history of the defects and bad workmanship i
at the Palisades site, and the overall shenanigans of Consumers (including the allegations of dishonesty), I am surprised and astounded that Region III cornpliance would permit Consumers or Bechtel to delete information on a serious safety issue without even a whimper being heard from the Nuclear Regulatory Commission.*
t Please let me know whether you plan to follow up with Consumers and obtain the information which they have withheld.
It simply is incredible that this issue has to be i
raised by me (or anyone outside of the NRC) and was not followed up on by anyone at the NRC.
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Mr. J. G. Kappler November 20, 1978 page three i
I also wish to inform you that niy lines of communication have reported to me that the resident inspector currently on the Midland site may not be doing his job and may, in fact, have been co-opted by Midland personnel.
Before I take any action,'I would like you to make your own investi-gation to determine whether this person should be replaced and whether the resident inspector operation is working.
I a= requesting all of the information in this letter on an imoediate timeframe.
If it is necessary for me to make a Freedom of Information Act request or take other steps to secure the infor: nation, please let me know imoediately.
In view of all of these situations I,should also like to request advance notice of any inspection which Region III intends to.make at the Midland plant, so that either I or a representative on my behalf can make arrangements to i
be-in attendance.
If any inspection is to be surprise in 4
nature, I will pledge my confidence to maintain the confi-denti.nlity of any such unannouni:ed on-site vistitation and inspection.
I would appreciate sufficient advance notice to i
permit me to arrange my schedule so as to conform with any upcoming inspection (or to permit making arrangements for the attendance on my behalf, of a representative).
Please let me know at your earliest convenience whether such arrangements will be made.
I realize this is a harsh and direct letter.
But these problems at Midland have been repetitive so long that I can no longer believe that'an'yone takes them seriously.
If you and others at the NRC worry. about what shutting down Midland will do to the development of nuclear power more than what eventually will occur aroughout the U.S. nuclear industry, if Consumers becomes the example to follow, then such persons should resign and join the industry, letting others more concerned with good government replace them.
I don't mind my principles losing in an honest adjudication.
I havn no respect, however, when I or my clients' interest cannot get a fair deal.
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e November 24, 1978 MEMORANDUM F0'R:
H. D. Thornburg, Director, Division of Reactor Construction Inspection, IE
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FROM:
James G. Keppler, Director
SUBJECT:
LETTER FROM MYRON CHERRY - MIDLAND The attached letter from Mr. Cherry regarding the Midland construction project is provided for your information. Region III is preparing a response to this letter and will 6 --
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I' discussed Mr. Cherry's charges regarding the resident inspector *
(page 3) with Fy*" "; - ' O n !..
Db cu vo earlier today and asked him whether we should turn this matter over to OIA immediately or whether we should solicit more specific information from Mr. Cherry in our response to him. Morris indicated he would dl"-"as the enren-u4*h
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SY ames G. Feppler Director
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Attachment:
Letter, Cherry to Keppler, dtd 11/20/78 cc w/ attachment:
J. G. Davis, IE E. M. Howard, IE W. J. Olmstead, ELD 1
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Mr. Myron M. Cherry One I3M Plaza Chicago, Illinois 60611 s
Dear Mr. Cherry:
Ihis is in reply to your letter of Noven6er 20,1978, concerning the diesel generator building settlement problem at Consumers Power Company's Midland sita and your serious assertion that "the resident inspector any have been co-opted by Midland personnel". The information requarted by your letter is provided in the enclosure.
I would like to assure you that this office shares your interest in the proper construction of nuclear power plants. Recognizing the history of this p sject, d-
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the commitments I made before the AgIB in 1974 and will not hesitate to recommend strong enforcement action should a serious breakdown in quality assurance occur.
s With respect to the diesel generator building settlement problem we have not yet determined the basic cause of the problem nor when it occurred. We have initiated an investigation into the circumstances of the settling problem and will base our enforcement actions on the findings from this investigation.
With respect to your assertion regardirg the resident inspector I have referred this matter to our Readquarters for investigation by the NRC's i
Office of Inspector and Auditor. "'_-'_"_.'_.,_.,,,s1,
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If you have any questions regarding this response, please contact me.
Sincerely, S AE
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l DEC14 378 Hyron M. Cherry 2-Inclosure:
Information Requested by Myron Cherry w/ attachments cc w/ enclosure and Incoming Letter J. G. Davis II H. D. Thornburg, II W. J. Olmstead. ILD i
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Requested Information M and the enormous "In view of the seriousness of this statement 5
suas of money which Consumers continues to spend, I should like a more full explanation, including a submission or a listing of all memoranduas, communications, letters and reviews, whether formal or informal, which form the basis for the Region III's conclusions made by you."
Sumarv Response The Resident Inspector was initially informed by consumers Power Company of a possible problem with the settlement of the Diesel Generator Building on August 21, 1978. Subsequently, on September 7, 1978, Region III was informed that the settlement was considered reportable pursuant to 10 CFR 50.55(e). A listing of correspondence generated in connection with this matter is provided as Attachment 1.
(Copies of the listed correspondence are provided)
I The concerns which prompted me to raise this probles as a potential safety issue can be sumarized as follows:
1 Evidence of settlement in excess of. design specifications a.
has been observed with the Diesel Generator Building. This buildin's is a safety related structure in that it houses the emergency diesel generators, which are required to provide emergency power to equipment important to nuclear safety in the event of loss of normal offsite power. Our concern was that proper operability of the, diesel generators could be affected by the exces,sive settlement.
b.
The excessive settleaset of the Diesel Generator Building appears to be rela *.ed to the fact that sufficient compaction of the supporting soil was not achieved. This, in turn, appears to result from random fill esterial being used to support the structure rather than " controlled, compacted cohesive soils" (FSAR coanitaant).. Several other buildings or portions of foundations are also supported by random fill l
meterial. As such, although no excessive settlement of these structures had been observed to date, we are vencerned that the potential any exist for excessive settlement which could possibly affect the operability of safety related equipment.
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Statement in memorandum from J. C. Esppler to E. D. Thornburg dated November 1, 1978 "In our view, this deficiency has the potential for affecting the design adequacy of several safety related structures at the Midland sith."
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i In that the issue is a design question and one which involves the design criteria initially reviewed and accepted by the NRC, we recosunended that this problem be evaluated by the NRC's Office of Nuclear Reactor Regulation - the NRC Office responsible for assuring that the facility design meets the General Design Criteria contained in Appendix A of 10 CFR Part 50. This transfer of review responsibility was formally completed on November 17, 1978.
2.
Recuested Information "Please also tell as how you justify continued construction, in l
view of this serious breach of quality control, unless, of course, I as most you are content to permit " magic" to ensure safety.
concerned over what appears to be a cavalier attitude towards Can it be that your organization (vbether construction.
intentionally or otherwise and whether conscious or unconscious) is affected by the amounts of money Consumers has spent so that you blind your eyes to reality. If so, you do a disservice not only to the people of the United States but also to the utilities Do who unfortunately take advantage of such lax enforcement.
we need a serious accident before enforcement, in your. mind at least, equals the importanca of monetary investment?"
Summarv Response As discussed in my letter, the NRC has not yet determined fully the furidamental cause(s) that has resulted in the excessive settle %nt of the Diesel Generator Building - nor have we We established the time frame associated with the problem.
h ve faitiated an investigation to determine the facts associated W.th de probles and will base our enforcement actions ca the findia'gs from this investigation.
With respect to the
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the following considerations are important:
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- facilities sad the NRC regulation of them is the defense-in-This concept consists of three levels of depth concept.
safety involving (1) the design for safety in normal operation, providing tolerances for system malfunctions, (2) the assumption that incidents will nonetheless occur and the inclusion of safety systems in the facility to minimize damage and protect the public, and (3) the inclusion of systems to protect the public based on the analysis of very unlikely accidents.
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3 In the safety design of nuclear power plants, the objective is to achieve a competent design at each level and for each physical barrier provided to prevent the release of radio-activity from the plant. At the same time, it is realized that, although extensive efforts are made to obtain high quality, perfection can never be achieved because of the normal deficiencias in au processes involving aan and sacerials. In fact, it is the rea11:stion that deficiencies l
will occur that has led the safety design of reactors to be based on the defense-in-depth concept.
Saying it another way, nucisar facilities are protected by exacting standards of design and construction, independant safety systems and redundant safety systems to provide protection in the unlikely event of multiple failures.
3ecause of " defense-in-depth," nuclear reactors do not
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require perfect performance and perfect quality for the protection of the health and safety of the public.
b.
The excessive settlement probles with the Diesel Generator Zuilding is recognized and win have to be resolved to the satisfaction of the NRC.
'c.
The settlementi of other safety related structures is within design specifications and is being monitored continuously.
As such, there is no probles at this time. However, this matter will be considered as part of the NRC's overan evaluation of this problem.
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Uit' respect to your comments about what you characterize as our "ca.ralier attitude towards construction," I want you to know that while public besith and safety is not predicated on error-free construction, my staff and I are every bit as concerned as you are that nuclear power plants are built with proper attention to quality. The NRC has the authority to stop construction or operation of a facility if there is sufficient cause to do so I
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and, in fact, has taken such action at Midland. As you know. I l
testified before the Midland Atomic Safety and Licensing Board
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Recuested Information
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"In connection with the last aantioned report, page 3 has a significant deletion whereby Consumers Power or Bechtel apparently l
deleted information submitted regarding what you labeled as a serious safety problem, i.e., the diesel building settlement FIsase let me know whether you plan to follow up with Consumers and obtain the information which they have withheld."
I Sunnary Resoonse The interin report on the settling of the Diesel Generscor Building was submitted in accordance with the requirements of 10 CFR 50.55(e).
This reguistion provides that an interia report on a reportable 1
deficiency be provided if.the final report can not be submitted e
within the 30-day period.
The written report of a reportable cons'truction deficiency is to include a description of the deficiency, an analysis of the safety implication and the corrective actions taken, and sufficient information to permit analysis and evaluation of the deficiency and of the corrective action. The final report will contain the above information. It should be acted that no corrective action had been taken at the time Consumers Power Company submitted the interia report and, as such, I have no basic problem with the deletion of the preliminary discussion from the Bechtel Report.
My staff has seen the full Bechtel report at the site, including the deleted sectica. I will assure you that the final report
. will satisfy the requirements of 10 CFR 50.55(e).
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Recuested Inforestion "In view of all of these situations I should also like to request advance notice of any inspection which Region III intends to aska at the Midland plant, so that either I or a representative on my behalf can aske arrangements to be in attendance. If any inspection is to be surprise in nature, I will pledge my confidence j
to asintain the confidentiality of any such unannounced on-site visitation and inspection. I would appreciate sufficient advance notice to permit as to arrange my schedule so as to conform with any upcoming inspection (or to permit making arrangements for the' attendance on my behalf of a representative). Please let me know at your earliest convenience whether such arrangements will be anda."
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5 Sususare Response The NRC has, for some time, permitted government representatives j
or interested members of the public to accompany NRC inspectors during an inspection. To accompany the inspector an individual must agree to follow the " Protocol for Accompaniment on NRC Inspections" (a copy is enclosed)(Attachment 2) and obtain permission from the licensee for access to the site.
The resident inspector is routinely at the site 40 hours4.62963e-4 days <br />0.0111 hours <br />6.613757e-5 weeks <br />1.522e-5 months <br /> a week, and his inspection effort is supplemented by inspections by personnel from the Regional office. The inspections by Regional Office personnel are usually scheduled about a wesk in advance.
It would not be practical to routinely notify you of inspections sufficiently far in advance to make the necessary arrangements to accompany our inspectors. If you would inform us of the general time you are interested in accompanying our inspectors, we could probably adjust inspection schedules td accomodate you.
Most inspections are not announced to the licensee fa advance. Your asking arrangements with the licensee to enter the construction site would no doubt indicate an inspection were imminent., In the past,'
however, this has not proved to be an obstacle ia permitting the accompaniment.
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ATTACMMENT 1 Docket No. 50-329 Docket No. 50-330 CORRISpONDENCE REIATC 70 DIESEL CENERATOR BUT1. DING SETTLZMENT 09/07/78 - Verbal notification and tracking form for licensee reports per 10 CTR 50.55(e) (Site taspector actified of possible settlement problem os 8/21/78) 09/08/78 - IE Morning Report item 09/29/78 - Interim report from licensee, Iowell to Keppler 10/24/78 - Acknowledgement letter for 9/29/78 interia report i
11/01/78 - Neuo. Esppler to Thornburg, w/ attachments requesting transfer of lead responsibility 11/03/78 - Trasemittal letter, Appendia A and IE Report Nos.
50-329/78-13 and 50-330/78-13
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11/03/73 - Meso. 01metead to Yassallo 11/07/78 - Second interia report from licensee, Iowell to Kappler 11/08/78 - Transeittal letter and IE Report Nos. 50-329/78-14 and 50-330/78-14 11/09/78 - Memo, Thornburg tg Gower 11/13/78 - Nemo. Yassallo to Engelhardt i
11/13/78 - Nemo, Sryes to Yassallo 11/17/78 - Treassistal letter and II Report Nos. 30-329/78-12 and 50.-330/7k12 11/17/78 - Transfer of lead responsibility. Reimauch (II) to Yassalle (NRR) 11/22/78 - Achaevledgement letter for 11/7/78 interia report g i
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gmyg 2 Protocol for Accompaniment on NRC Inspections Persons who accompany on inspections, conducted by the Nuclear Regulatory Commission, Office of Inspection asd Enforcement, de so under the following terms and conditionst 1.
Perseas accoopenying on NRC inspections are present during the inspection as observers, not as participants. Specific approval for the accompaniment must be obtained from the Office of Inspection and Enforceneet prior to an observer assompanytag an NRC inspector.
2.
Accompaniment is to observe typical NRC inspectica activities and techniques and is not.a inspection by the observer of the NRC ser of the licensee. Wence, accompaniment is limited to ao sore than two observers on any single taspection and to not more than ten percent of NRC inspections at any licensed facility.
3.
Observers accompanying on NRC inspections shall set, is any mancar, interfere with the orderly conduct of the inspection.
1 NRC inspectors are autherised to refuse to permit continued accespaniment by any individual whose coeduct interfores with a fair and orderly inspecties er whose coeduct does not follow the
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terms and conditions included withis this protocol.
4.
Observers accompanying on NRC inspections must stay physically present with as NRC inspector throughout the course of the inspecties.
5.
Observers accompanying on NRC faspections may be present during any discussies by the NRC inspector with the licensee with 1
regard to taspectisa of matters covered by the acceepanimaat.
This includes the discussion with licensee maeagement at the conclusion of the inspection.
6.
Observers receivias infotestion of a proprietary or physical l
security asture shall safeguard such inforestica euch that it is not disclosed to assutherised perseas.
7.
Observers accompanytag sa WRC inspections de se at their own risk.
The Nuclear Regulatory Commissies will accept me responsibility i
for injuries and espesare to hernful substances which may be received during the taspecties and wfil asume se liability of any kind for acties te or by the acceapanying individual.
Observers acceepanying en NRC inepectione agree to weive all claims of if ability assinet the Ceemission.
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Protocol for Accompaniment 2-on NRC Inspections 4.
The NRC will not make arrangements for the persons accompanying the NRC inspector to asia access to the licensee's facility but will saform the liceasse that the NRC has no objectica to the specific individuals accompanying the NRC inspectors as observers.
Specific arrangements to gain access to the licenseas' facilities must be made directly by the accompanying individud.
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MEMORANDUM FOR
,11. C. Knop R. Cook
- 0. W. Hayes T. Vandet D. H. Danielson F. Jablonski K. Naidu E. Lee G. Maxwell G. Gallaghe'r.
W. Hansen K. Ward P. Barrett
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FROM:
G. Fiorelli, Chief, Reactor Construction and Engineering Suppo..r..t...Branc.h '
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1 The attached report was finalized-based on your feedback requested in my memo of October 5,1979...If you.stiLL feet adjustments are necessary please contact me.
If you consider the. report. characterizes.you~r assessment, of,.the' Midland 'pr ject, please con' cur and pass it curren1:
along promptly..-
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G. Fiorelli, Chief Reactor Construction and
Enclosure:
As stated Engineering Support Branch s
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JAMES G. KEPPLER - BIOGRAPHICAL INFORMATION James G. Keppler has been Regional Director of the Nuclear Regulatory Commission's Region III Office of Inspection and Enforcement since 1973.
(The Nuclear Regulatory Commission was formed in January 1975 to take over the regulatory functions of the old Atomic Energy Commission (AEC).
The research and development activities of the AEC were assumed by the Department of Energy.)
The Regional Office in Glen Ellyn is responsible for inspection and enforcement activities at NRC licensed facilities in eight midwestern states. This encompasses 20 nuclear power plants now in operation, 21 plants licensed for construction or under licensing review, 12 operating research reactors, four fuel facilities and approximately 3700 byproduct i
materials licenses -- generally for medical, industrial, research or educational applications.
Mr. Keppler joined the AEC in 1965 as a reactor inspector. Prior to his present post as Regional Director, he was Chief of the Reactor Testing and Operations Branch in the AEC Headquarters in Bethesda, 4
He is a 1956 graduate of LeMoyne College in New York State.
Mr. Keppler's experience in the nuclear field includes nine years with General Electric Company, first in its Aircraft Nuclear Propulsion Department and later in its Atomic Power Equipment Department.
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RESUME 1
g Name:
Charles Howard Gould Date:
March 27, 1979 Wife's Name:.Susanna Derby Gould Department:
Civil Engineering S.S.#: 292-30-3407 Date of Birth:
August 12, 1935 Present academic rank:
Lecturer, January 6, 1977 1
Degrees, with field, instruction and date:
Bachelor of Civil Engineering, Renselaer Polytechnic Institute, 1957 MSE (Construction Engineering and Management), University
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of Michigan, expected August, 1979 Appointment fractions during present term:
90% appointment academic year 1978-79 Other teaching experience:
no previous teaching experience Full-time industrial experience:
1957-61 Civil Engineering Corps, U.S. Navy.
Maintenance and construction of shore establishment.
1961-70 I
Manager / Engineer, Raymond International, Inc.
Heavy construction contracting.
Major Assignments:
1.
Resident Manager for construction of hydroelectric-complex, Liberia, Africa.
2.
General. Manager of special foundations.
3.
Chief Planning Engineer.
1970-76 s
Vice President and Director, Mergentime Corporation.-
Heavy construction contracting.
Major Projects:
1.
Subways:
2 stations, Washington, D.C.
Tunneling and underpinning,'Edmonton, Alberta, Canada 2.
Deep Excavations:- National Gallery of Art-Transit Authority Bldg.
l' Conowingo Dam 3.
Underpinning:
Smithsonian Part-time industrial experience:
none s
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States in which registered:
New York, Distric't of Columbia and' '
Alberta, Canada l
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Consulting work in the past five. years:
Construction ~ planning,_
t estimating, and management.
Expert witness.
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M. T. DAVISSON CONSULTING ENGINEER EDUCATION Akron State University, Bachelor of Civil Engineering,1954 University of Illinois, Master of Science, Civil Engineering,1955 University of Illinois, Doctor of Philosophy, Civil Engineering,1960 PROFESSIONAL REGISTRATION Ohio, Illinois - Professional Engineer Illinois - Structural Engineer EXPERI ENCE t
Responsible charge of site investigations, laboratory testing, engineering reports, plans, specifications, construction control, failure investigations, claims, expert testimony, prebid investigations, design of temporary structures for construction, field testing, dewatering and design of special construction equipment. Proj ect exper-ience includes foundations of all types for of fice and apartment building, heavy mill structures, mining structures, truck terminals, grain storage f acilities, industrial plants, machines for power plants and paper mills, commercial developments, utility company structures, power plants - fossil and nuclear, chemical plants, oil refineries, warehouses, schools, jails, parking garages above and below ground, hangars, hospitals, hotels, museums, banks and post of fice facilities.
Embankment and dam experience includes river locks and dams, earth and rockfill dams, cellular cof ferdams, and reservoir liners. Tunael experience includes cut-and-cover and sunken-tube types. River and port facilities include grain terminals, ore docks, material storage docks, bulkheads, trestles, cells and related structures.
Other experience includes of fshore structures for the petroleum industry, sewage treatment plants, highway and railway bridges including temporary structures for construction, braced excavations, tiebacks, landslides and transit facilities.
Specialized experience includes: protective construction such as Minuteman, pile supported runways at LaGuardia, caisson foundations for the North River project, Northumberland Bridge crossing, mining subsidence, structural and foundation failures, vibratory pile driving, pile driving equipment development and pile driving systems.
Research experience includes: pile buckling, laterally loaded piles and piers, vibratory pile driving, dynamics of pile driving, soil properties for. tar sands, one-dimensional soil properties, rock properties, settlement behavior of structures, load transfer in piles, pile load testing, wave equation analysis of pile driving, diesel hammers, inspection of foundation construction, pile driving equipment development and properties of hammer cushions.
PROFESSIONAL ACTIVITIES Committee on Deep Foundations, Past Chairman, ASCE Task Committee for Manual on Pile Foundations, ASCE Committee on Standards, Excavations and Foundations, ASCE Committee on Foundations for Bridges and Other Structures, Past Chairman, TRB Committee on Concrete Piles, Chairman, ACI
~
Committee on Drilled Piers, ACI Committee on Concrete and Foundations, AREA Committee on Tests on Deep Foundations, Vice Chairman, ASTM Committee on Round Timbers, ASTM a
s
.. PROFESSIONAL & TECHNICAL. SOCIETIES American Society of Civil Engineers American Concre'te Institute American Railway Engineering Association American Society for Testing and Materials National Society of Professional Engineers Transportation Research Board International Society for Soil Mechanics and Foundation Engineering AWARDS Recipient of the Second Annual Alfred A. Raymond Award,1959, for the paper " Lateral Stability of a Flexible Pier."
First place award in international competition for original papers on foundation engineering.
Recipient of the Collingwood Prize,1964, presented by the Anerican Society of Civil Engineers for the paper " Laterally Loaded Piles in a Layered Soil System."
PROFESSIONAL POSITIONS Civil Engineer, E. J. Mcdonald, Akron, Ohio,1954 Structural Engineer, Clark, Dietz and Associates, Urbana, Illinois,1955-1956 Research Assistant in Civil Engineering, University of Illinois, 1956-1958 Assistant in Civil Engineering, University of Illinois, 1958-1959 Consulting Engineer,1958 - to date Instructor in Civil Engineering, University of. Illinois, 1959-1960 Assistant Professor of Civil Engineering, University of Illinois, 1960-1963 Civil Engineer, Naval Civil Engineering Laboratory, Port Hueneme, California,1962 Associate Professor of Civil Engineering, University of Illinois, 1963-1971 Visiting Associate Professor of Civil Engineering, University of California,1964 Professor of Civil Engineering, University of Illinois,1971 - to date OTHER POSITIONS Building Construction, Heavy and Highway Construction, Surveying, Municipal Engineering, 1947-1954 PUBLICATIONS See Attached List l
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=
e PUBLICATIONS - M. T. DAVISSON I
1.
Peck, R. B.; M. T. Davisson; and V. Hansen.
Discussion of " Soil Modulus for Laterally Leaded Piles." by B. McClelland and J. A. Focht. Jr.
l Transactions, ASCE 123 (1958): 1065-1069.
2.
Davisson, M. T.
Discussion of " Experimental Study of Beams on Elastic Foundations." by R. L. Thoms. Proceedings, ASCE 87, EMI (February i
1961): 171-172.
i 3.
Deere, D. U. and M. T. Davisson.
" Behavior of Crain Elevator Foundations Subjected to Cyclic Loading." Proceedings, Fifth International Conference on Soil Mechanics and Foundation Engineering, Paris:
Vol. 1, 629-633, i
1961.
4.
Peck, R. B. and M. T. Davisson. Discussion of " Design and Stability-Considerations for Unique Pier." by J. Michalos and D. P. Billington.
j Transactions, ASCE 127, Part IV (1962): 414-424.
5.
Peck, R. B. and M. T. Davisson. Discussion of " Friction Pile Groups in Cohesive Soil." by R. L. Kondner. Proceedings, 'ASCE 89, SM1 (February 1963): 279-285.
i j
6.
Davisson, M. T. and H. L. Gill. " Laterally Loaded' Piles in a Layered i
Soil System." Proceedings, ~ASCE -89,. Si3 (May :1963): 63-94.
7.
Hendron, A. J. and M. T. Davisson.
" Static and Dynamic Behavior of a Playa Silt in One-Dimensional Compression." Technical Documentary.
Report No. RTD TDR-63-2078, AFWL, Kirtland Air Force. Base,' September l
1963.
i l
8.
Kane, H. ; M. T. Davisson; R. E..Olson; and G.
K.' Sinnamon.
"A Study of the Dynamic Soil-Structure Interaction Characteristics of Soil."
Technical Documentary Report No. RTD TDR-63-3116, ' AFWL,f Kirtland Air -
Force Base, December 1063.
s s
1 9.
Davisson, M. T. ; and S. Prakash.
"A Review of Soil-Pole Behavior."
Highway Research Record No. 39,~ NAS-NRC Publication 1159,. Washington,'
(1963): 25-48.
10.
Davisson, M. T.
" Estimating Buckling Loads for Piles." Proceedings,.
Second Pan American' Conference on Soil Mechanics and Foundation Engineering, Brazil, Vol. 1, 351-371, 1963.
11.
Hendron, A.: J. Jr.. and M.
T.' Davisson..." Static and Dynamic Constrained
- Moduli of Frenchman Flat Soils.". Proceedings Symposium on Soil-Structure Interaction, ' Tucson, 73-97, June 1964.
L
'12. - Davisson, M. T. and T.'
R.' Maynard. - " Static and' Dynamic' Compressibility-
. of Suffield : Experimental Station Soils." Technical Report -No.
i '
i WL TR-64-118,' AFWL, L Kirtland. Air Force Base, April 1965.
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1 13.
Davisson, M. T.
Discussion of " Buckling of Long, Unsupported Timber i
Piles." by E. J. Klohn and G. T. Hughes.
Proceedings, ASCE 91, SM4 (July 1965): 224.
14.
Davisson, M. T. ; T. R. Maynard; and V. G. Koike.
" Static and Dynamic Behavior of Sands in One-Dimensional Compression." Technical Report No. AFWL-TR-65-29, AFWL, Kirtland Air Force Base, December 1965.
15.
Davisson, M. T. 'and K. E. Robinson.
" Bending and Buckling of Partially Embedded Piles." Proceedings, Sixth International Conference on Soil _
Mechanics and Foundation Engineering, Montreal, Vol. 1, 243-46, 1965.
6 16.
Davisson, M. T.
" Design of Deep Foundations for Tall Buildings Under 1
Lateral Load."
Proceedings, Structural Enginee-ing in Modern Building Design.
Illinois Structural Engineering Confer 2nce, Chicago, 157-174, 1966.
'r 17.
Hunter, A. H. and M.'T..Davisson.
" Measurements of. Pile Load Transfer."
ASTM Special Technical Publication, No. 444, Symposium on Deep Foundations, San Francisco, 106-117, 1968.
- 18. Davisson, M. T.-and J. R. Salley.. " Lateral Load Tests on Drilled Piers."
~
ASTM Special Technical Publications No. 444, Symposium on Deep Foundations, San Francisco, 68-83, 1968.
19.
Davisson, M. T. and V. J. Mcdonald. ' Energy Measurements for a Diesel-l Hammer." ASTM Special Technical Publication, No. 444, Symposium on Deep Foundations, San Francisco, 295-337, 1968.
)
20.
Davisson, M. T.
Discussion of " Skin Friction for Steel Piles in Sand."
by Harry M. Coyle and I. H. Sulaiman.
Proceedings, ASCE 95, SM1 2
(January 1969): 373-374.
- 21. ' Hendron, A. J. Jr.; M. ' T. Davisson; and J. F. Parola. "Effect of
~
j
. Degree of Saturation on Compressibility 'of Soils f rom the Defense Research Establishment Suffield." Report S-69-3, ' Waterways Experiment -
Station, Vicksburg, Mississippi, April 1969.-
22.
Davisson, M.,T.
" Static Measurements mt Pile Behavior." ~ Proceedings, Conference on Design and Installation of ' Pile Foundations and Cellular-St ructures. - Lehigh University, Bethlehem, 159-164,. April 1970.
- 23. 'Davisson, M. T. - " Design Pile Capacity." Proceedings, Conference on 4
Design and Installation of Pile Foundations and Cellular Structures.
Lehigh University,. Bethlehem, 75-85, April 1970.
7 24.
Davisson, M. T. and J. R. -Salley.
"Model' Study of Laterally Loaded Piles." Proceedings, ASCE 95, SMS (S' ptember 1970): 1605-1627.
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14 Lt.ke Park Road
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Cha=paign, IL 61820
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Subj ect: Midland Units 1 ( 2 Service Water Pu=p Senacture
Dear Tom:
Enclosed is Technical Specification Nu=ber 7220-C-94(Q) for furnishing, installing, and testing closed end pipe pd.les for supporting the north end of the service water pt=p structure at the Midland site.-
The project has suggested that we conduct a pile load test under the technical requirements of the above centiened specification utili:ing'an existing contract with Canonie at Midland regarding a pipe bridge between the plant and Dow Chemical facilities. This testing vill be under Q/A require = cuts.
We vould appreciate re-cieving any cor=nents you esy have on the specification especially.
vith respect to the pile load test require =ents.
Assu=ing all goes well we vill be inctalling and testing the pile within tuo to th'ree weeks.
At' such time we would appreciate having your representative attend the installation and testing.
Picase let me knov if you need any further infor=ation to complete this review. Thank you.
Sincerely.
s
[
Sherif S. Afifi Assistant Chief Soils Engineer h/AM/aa Inc2csure
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Specification 7220-C-94(Q), Rev 0 TECHNICAL SPECIFICATION FOR SUBCONTRACT FOR FURNISilING, INSTALLING, AND TESTING l
l CLOSED END PIPE FILES I
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1.0 SCOPE 1
i 2.0 ABBREVIATIONS 3
3.0 REFERENCED CODES AND STANDARDS 3,
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'4.0 DOCUMENTATION REQUIREMENTS 3
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5.0 MATERIAL REQUIREMENTS 3
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6.0 DESIGN REQUIREMENTS 4
4 7.0 FIELD OPERATIONS 4
k 8.0 CONCRETE PIACEMENT g
i 9.0 APPROVALS AND RECORDS
- 10 l
lj 10.0 WELDING 11 l
j 11.0 TESTING 11 4
l 12.0 TRANSFERRING OF LOAD 14 s
13.0 CLEANING AND RESTORATION 15 F
,14.0 QUALITY ASSURANCE REQUIRDIENTS 33
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15.0 MEASUREMENT FOR PAYMENT 13 1
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APPENDIMES
.I A
Quality Assurance Requirements for Q listed Materials and Work v
5 Specification.7220-C-231(Q), Forming, Placing, Finishing, and
^
Curing of Concrete, Pages 22, 23, 24, and 25 i
111 mi O
1 1
Specification 7220-C-94 (Q), Rev 0 1.0 SCOPE 1.1 ITEMS INCLUDED The following items are included under the scope of this subcontract and ine olv e f urnishing, installing, and testing closed-end steel pipe piles.
This specification includes quality-related work (Q-listed) where specifically noted and shall be performed in accordance with Subcontractor's quality assurance (QA) program (Appendix A) and this specification.
1.1.1 Furnishing, deliverini, predrilling,
and driving of steel pipe piles 1.1.2 Unloading, sorting, storing, and handling of piles 1.1.3 splicing piles as required 1.1.4 Furnishing and installing spilce plates,and closures, and steel plate pile caps as required 1.1.5 Reading and recording test pile data 1.1.6 Cuttim off piles to required elev atlons 1.1.'7 Placing reinforcing steel and concrete in piles 1.1.8 site cleanup and removal of all waste material 1.1.9 surveying to establish cutoff elevation 1.1.10 Furnishing and installing test pile and all equipment for testing 1.1.11 Performing all load tests 1.1.12 Transfer of load from the corbel to the piles 1.2
.RE!ATED ITEMS NOT INCLUDED 1.2.1 Excav ation, backfill, and grading l
1 i
4
(
Spacification 7220-C-94(Q), R7.-
0 1.2.2 Establishing plant horizontal and v ertical sunieying control points 1.2.3 D/ aluating test pile data 1.2.4 rurnishing concrete 1.2.5 Testing concrete 1.2.6 Furnishing reinforcing steel 1.2.7 The Contractor'shall provide local dewatering such that all excav ated work will be performed in a dry condition.
2.0 ABBREVIATIONS ACI American Concrete Institute ASTM American Society of Testing ari Materials AWS American Welding Society 3.0 REFERENCED CODES AND STANDARDS ACI 304-1977 Measuring, Mixing, and Placing Concrete ASTM A,36-1977aStructural Steel ASTM A 252-77a Welded and Seamless Steel Pipe Files ASTM D 1143-74 Testing Piles Under Axial compressive Lead AWS D1.1-1979 Structural Welding Code 4.0 DOCUMENTATION REQUIREMENTS 4.1 Engineering and quality verification documents shall be submitted to contractor by Subcontractor.
Permission to proceed, based upon Contractor's review of the procedures, does not constitute acceptance or approral of desig n details, calculations, analyses, test methods, or materials developed or selected by Subcontractor and does not relieve Subcontractor from full compliance with contractual obligations.
The submittal requirements are summarized in Form G-321-D, 2
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apec1;.icat an s..w s-3 a,,....
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I attached.
These requirements are augmented by 1
detailed requirements in this specification.
g 4.2 As a minimum, Subcontractor shall submit the 4
following procedures (in detail, including a
hold points and witness points) to r
Contractor's satisfaction.
6 i
D 4.2.1 General pile procedure - This procedure 4
shall include the werall concept of the work irwolved, including the
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interface of all the operations listed
,x below.
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i 4.2.2 Pile installation procedure e C A2 J
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4.2.3 Load transfer procedure 4
4.2.4 Cleaning and placing concrete in the
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,$ +$ k pile procedure A
4.2.5 Pile testing procedure
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j 4.2.6 Welding procedures and qualifications d
4.2.7 Final cleanup procedure I
4*d 5.0 MATERIAL REQUIR M TS
' $ (u 5.1 PIPE PILt3 s
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3
' Q%
Pipe piles shall conform to ASTM A 252, I 1f 4
Grade 2, be seamless, and shall be one piece Eh k
,,p without splices below the cutoff elw ation.
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Prwlously used or rejected pipe shall not be %
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5.2 MISCELIANEOUS STEEL
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5.2.1 Steel r splicing, end closures, and i
71scel tra-scrtal shall conform to j
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AS'IM A 36.
'the closure plate shall be 1
j 1-1/2 inches thick minimum and hwe an
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outside diameter of 15 inches y
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5.2.2 l'1 s/shall gonformio1 Ash $
l 5.3 MILL TEST REPORTS I
Materials shall conform to the abwe standard specifications, and Subcontractor shall submit to contractor certified copies of mill test 3
2
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- Spacificaticn 7220-C-94 (Q), Rev 0 I
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reports ccuering chemical composition and physical properties of all material used as 3
specified by the applicable specifications.
Q s
5.4 CONCRETE
'Q Concrete for filling piles shall be prcv ided k
by Contractor and shall conform to ASTM C 94, 3
using Portland Cement Type I.
Compressiv e 1
strength shall be a minimum of 6,000 psi at
'4, p )g
'4 28 days.
The maximum aggregate size shall be 3/4 inch._ Slump shall be h Q inchesx x 1'mcD
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6.0 DESIGN REQUIREMENTS 6.1 Pile size shall be as shown in Table 1.
The 4-pile longth and capacities indicated are
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They may be adjusted after the g
load test.
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TABLE 1 2
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I Desig n Outside Minimum Wall N
Diameter Thickness Leng th sj I
i Capacity (tons)
(inches),
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(ft) b
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100 14.00 0.5 55 4
g d4[
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e' e'n a :, portion dykingaIY19ing of (he pi4e v
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,t giles.
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', 1 Piles shall have the butt end square cut and a j
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.W-closure plate welded to the tip end.
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ubcontractor shall' submit, to the T
~
satisfaction of the contractor, detail 4
drawinga showing proposed fit ~up.
I 7.0 FIELD OP2 RATIONS l
/
H Pile's shall h fabricated [ full length for the'1engthgA f# 9'\\
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of the plie to be lef t in place.
Field splices may be dade on the piles for the longth of the pile not to Se left;in place (i.e.', cutoff section). : Field splicing ilocations and details shall be subject to
.(9 '
All splices shall be such,as j
/gappecwal 'of Contractor.to tul.ly bet elop the capacity of the pile.
- .Sp1'. icing i
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detailssh,al} u. submitted'.to Contractor fo japprais) j prior ho' usee J
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..1,7.1 DRIVING EQUIPMENT REQUIREMENTS t c h, {, ~l.
7.1.1 Tee-drieing ;;;ip eat til E e t y,_ -
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-pip; pi hs.
The equipment shall be in
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good working condition and shall be subject to review and apprwal of
.s w
-f M7 Contractor.
Such equipment shall be furnished in the quantity and capacity l
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Ir necessary to perform the driving k
required by this specification.
The a
o valve mechanism of steam and air b
d.$
hammers shall be so maintained that pafff* 80s4 row i
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'I r4 longth of stroke,and number of blows l
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per minute for which the hammer is 4T5 designed will be attain,ed. W c_
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a M D=shuse at the pressure, speed, 4
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capacity shall be 'sufficierit to operate and stroke recommended in writing by
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the manuf acturer.f lioller or compressor
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the hammer continuously at the full i
.A.I
- j rated speed and energy.
f,o,n g
7.1.2 Driv ers shall hwe leads extending,d9wp' to the lowest point of the hammer Willv trw el, supporting the pile firmly in i
position while maintaining axial alignment of the pile with the hammer.
7.1.3 The hammer energy (manufacturer's rated energ y) shall be a minimum of 33,500 tt-1k o. A s. Myr n um } S0 0 0* g,, g
- 1 j
y Nammers shall be single acting med[M l
7.1.4 i
_ ;:bi: :: 2;1 L.. ir.;
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l 7.t.5
- m.,ile '-4v--
11 nare a minimum
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of 500 hp.
7.1 Pile cap blocks and driving caps shall be suitable for the proper operation of the hammer, hw e the correct shape and
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dimensions, and prwide adequate fit to M protection fo:- the pile.
Cap block 1
material shall consist of alternate layers of Micarta plastic and aluminum l
I s-5 l,
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i e
4 Specification 7220-C-94(Q), Rev 0 m
disks.
They shall be subject to I
approval by Contractor.
7.2 PILE HANDLING' REQUIREMENTS 7,2.1 PP rr*11.h.Jan@gd.r3dfh0 ai[
4 nob -
- --==.de s ic - he n
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_ r cett-in the
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J.tresse ->' unt leadsCEi> 'rev ing-during-l drTv,ingi -
.1Ga,. -siipported in.rie ad o-_th at-ex_ ten _d_-t in 2 6 4 o 7 u --
-1
.. w v5 4hangooene.
Before driving is atarted,
the leads and pile shall be plumbed.
A satisfactory driving cap shall be prwided to provent damage to the top of the pile and to hold the pile g i
centered under the hammer.
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7.3 PILE DRIVING PROCEDURES l
7.3.1 After assembly, all' piles shall be
l appra ed by Contractor before being driv en.
J 7.3.2 Predrilling shall be required to an l
i approximate elevation of 600 feet for g
l.
all piles, or as directed by g
i Contractor.
Jetting shall not be allowed.
7.3.3 Piles shall be accurately positioned 1
0.7 ',
, with hea'ds square to the driv ing axis,
f W
g and shall be driven plumb.
The maximum g,E 4
I allowable deviation from the indicated
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location at the cutoff elevation for any dircetJonQn y;r,@.p;[r,3...,f'j/
f any pile shall be 3 inches, measure,d in l
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l 7.3.4 Unless otherwise approved in writing by contractor, piles exceeding this tolerance shall be' withdrawn and redriven by and at the expense of i
Subcontractor.
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Specif ication 7 220-C-94 (Q), F.w 0
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,' 7.3.5,/ Piles shall be spliced when required with full-penetration butt welds all q
around. *i
.,,;. 11 M incat d in y
s the sect ida ^;;4tre-ptre una s Y
- 4 f
waAA not trs~~lEl--4a pl...
Plate splices may be N
uTiid only with written apprw al of D4
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Contractor.
Splices shall be made and
.N}
installed to ensure good aligrunent o,L_ _
Ih the spliced parts. %1 Jim @3W 1
denrin
.ce.-C.. e with aws ui. F.
7.3.6 Piles shall be driv en only upon.
l appewal and in the presence of Contractor.
Unless otherwise approved, driving shall not be done within 25 feet of concrete that has been in place less than 3 days.
Each pile shall, without interruption, be driv en to the required resistance, unless delayed by splicing operations, by unforeseen causes or as otherwise required by Con,. tractor.
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,,,,penTtra tion -h-11 5: sut:in;d '-'aye tha 4inal ht - ::::t io ta -af 7.3.7 Piles shall be driv en to the specifi'ed' *
- blowcount determined by Contractor from 4
the pile load tests performed before the start of production driv ing.
The hammer used in the production driv ing
.:-y ~ ee be M e shall
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. p, ~~~~~ ~kp mair.,e 4L med e =
i r used for the test.
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7.3.8 Piles shall penetrate ;.n _ __ ____
2 pinto the bearing stratum, whi,ch F9 occurs at an approximate elevation of Q (4h,i 580 feet, and shall obtain the minimum h /
6 i
number of blowcounts determined by the 11 0
test load unless otherwise directed by D
V g
Contractor.
7.3.9 Af ter driv ing, a'll piles shall be cut l
off square at the cutoff elev ation, and the surplus material shall be disposed of as directed by Contractor.
7.3.10 The following procedures shall be followed for the pile driv ing:
1 7
l l
Sp2cificaticn 7220-C-94 (Q), Rrv 0 a.
Af ter initial driving and before 9
4 another adjacent pile in the same l
cluster is driv en, the elevation g
of each pile shall be established.
t c
b.
Uplif t of the driv en piles shall be checked by resurveying the pile h
after all piles in the same e
i cluster are driv en.
3 i
I c.
All piles which here an uplift of e
more than 1/2. inch shall be
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redriven as indicated in
'a6.,p-l Sections 7.3_.10.4 and 7.3.10.e. _
f Ahy P.e -1* hen;'uy M
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r,oug ht
/.4-inches-pr.mo.
V to the a a of.co or for Nt 4
et on..on an iEdW idual_ba
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The piles to be redriven shall be marked at 1/2-inch intemrals and blowcounts shall be recorded for each 1/2 inch of redrive.
j e.
The piles with uplift of less than 2 inches shall be redriven to a 4
minimum resistance of 10 blows per i
1/2 inch using the ha mer described in Section 7.1.
Th br blowcount figure is based on evallable information and is subject to change af ter evaluation of pile driving data.
f.
Complete records of uplift of 1
piles and redriving shall be Contractor for reviewy d At ly, /'
maintained and submitted,to i
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The redriving' of the piles shall not be j
considered as a pay item.
7.3.11 Piles determined by contractor to be damaged, mislocated, or driv en out of l
alignment shall be withdrawn and replaced with new piles or cut off and l
l abandoned as directed by Contractor.
and a new pile driven.
All acthrities, l
involved in withdrawing, cutting o.ff,
l and abandoning, driving, and replacing shall be by, and at the expense of, subcontractor.
i 1
8 l
?
Specification 7220-C-94(Q), Rev 0 7.3.12 No pile driv ing shall be carried out while a pile load test is in prog ress.
t 7.3.13 Pile centerlines are located 21 inches from the edge of the building (reference Drawing C-2000).
The top of 1#
the pile during driving shall at all times be abov e el 656'-0".
After the pile has been driven to the desired depth, it shall be cut at the elevation A
shown on the desLgn drawings.
8.0 CONCRETE PLACEMENT 8.1 Subcontractor shall submit to the satisfaction of Contractor a detailed procedure, including hold points and witness points, describing the placing of concrete in the piles.
As a minimum, the placing, and consolidation of the concrete shall be in accordance with g ;g
- 8*'" 9 - 11.0...e 1
- :.0 :f C ::if! = isn h* 4
_. ;;rr unless otherwise specified herein.
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g 8.2 Concrete shall not be placed until installation of the shells has been approved by contractor.
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8.3 Prior to filling with concrete, all piles shall be inspected and all water and debris shall be removed from the pile to the satisfaction of Contractor.
Subcontractor shall provide equipment necessary for inspection (lights and mirrors).
Piles shall l
be free of deformations that reduce the l
cross-sectional area of the pile by more than 54.
All piles shall be watertight.
8.4 Concrete shall be placed continuously in a manner to eliminate segregation and voids in the concrete according to the recommendations
. of ACI 304.
The method of placement and equipment shall be approved by Contractor prior to the start of this work.
8.5 Contractor shall perform slump, percent air content, temperature, unit weight, and concrete placed. fark,ylinder tests on theseth J q co compressive strength c lp p-gcA roJL s'
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.P Specification 7220-C-94(Q), Rev 0
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- s 8.6 Subcontractor shall assist Contractor when y
performing all concrete testing.
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i, 8.7 The concrete shall be water-cured a minimum of 7 continuous days, starting as soon as the
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application of water does not damage the 5
concrete surface.
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N 9.0 APPROVALS AND RECORDS h
N 9.1 Driv ing shall not be started without prior
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written appecwal as to the type and weight of a
hammer to be used.
l f
i 9.2 Subcontractor shall be responsible for g
maintaining the pile driving record.
As a N
j minimum, the driving record shall include the o
- N following information:
i
'j a.
Date and time of driving
~
b.
Type and size of hammer and hammer blows per minute at specified pressure c.
tocation and description of pilo
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Designation of pile section r
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p O
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Longth of pile taken into the y
[y leads D
f.
Tip elevation when driving is completed
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Cutoff elevation R
j h.
Number of blows per foot g
i.
1btal number of blows per pile 1
j.
Number of blows per inch for the j
last 6 inches of penetration
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Number and location of any piles redriven and the hourly time required v
s l
10 l
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Specification 7 220-C-94 (O), Rev 0 l
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10.0 WELDING 10.1 All welding shall be performed in accordance wi th AWS D1.1.
Contractor shall approve all welding procedures.
10.2 All welders shall be qualified to the applicable welding procedures in accordance with AWS D1.1.
11.0 TESTING 11.1 TEST REQUIREMENTS 11.1.1 One pile shall be installed separate from the others for the purpose of performing the required load test.
The locations.cf such a pile shall be as shown in design drawings or.as instructed by Contractor.
j 11.1.2 All test loads shall be performed in the presence of Contractor.
t l
11.1.3 No pile shall be tested until 5 days af ter being driv en.
The load test shall be complete without interruption.
11.1.4 Subcontractor shall supply load test equipment with a capacity of 300s of the pile design capacity.
Test piles shall be of the same size and material as the production piles and shall be -.
e 4
yriven with the samest2Vipment and $,m O L.
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thod as specified for the production
,1 0 les.
y, 11.2 TEST METHOD g\\ -
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11.2.1 The load test setup and testing shall 3
conform to ASTM D 1143, modified as l
specified herein.
The loading dev ice shall be in accordance with ASTM D 1143, Section 2.3, apply load by hydraulic jack from anchor piles or Section 2.4, applying load by hydraulic l
jack f rom weighed box or platform (reference Figure 1).
11.2.2 Where anchor piles are used, the arrangement shall consist of at least four piles with a minimum of two piles on each side capable of resisting a load a minimum of 300% of the design 11
,l
Specifica2icn 7220-C-94 (C), Revc f'
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Sp3cificaticn 7220-C-94(0), R:V 0 capacity of the test pile.
Tne load
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shall be applied by a hydraulic jack (s) equipped with a calibrated load cell and gages accurate to within 2% of the applied load.
The loading f rame shall be designed so that the jacking load is distributed equally to all reaction piles.
11.2.3 For weighted box or platform arrangement, the weight shall be such 2
that a static test load of at least 300% of the design capacity can be applied to the test pile.
11.2.4 A sketch showing an acceptable load 1
test setup is shown in Figure 1.
4 11.2.5 subcontractor shall submit its proposed i
load test arrangement drawings along with the proposal.
11.3 COMPRtaCI9N LOAD TESTS
- 11.3.1 Subcontractor shall test the piles for I
bearing in accordance with ASTM D 1143 l
with modifications specified herein.
l 11 3.1 Load tests shall be carried to three times the pile design load and shall be
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in accordance with sections 4.1, 4.2, i
,)
and 4.4 of ASTM C 1143.
Se ttlement r
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' ' teading s shall pe taken and. recorded at the instant <the load increment is
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h / reached and then wo 10 minutes,werts
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reaction piles, if used, shall also be monitored.
Deflection shall be taken before each load increment.
11.3.3 Cyclic 1 cad tests shall be performed after completion of the load testa described in section 12.3.2.
The piles shall be reloaded from 0 to 100 tons
, and sustained at 100 tons for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.
The load shall than be cycled three
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times between 95 and 105 tons ab a a ra1H g
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Specification 7220-C-94(Q), Rev 0 i
11.3.4 Subcontractor shall prepare the report specified in Section 6 of ASTM D 1143 d g.
and submit to Contractor for apprwal prior to starting production work.
11.4 MEASURING EQUIPMENT I
11.4.1 The primary measuring system shall be M )Y dial gajes conformirv) to Sections 3.1, f
3.2, and 3.2,1 of ASTM o 1143 and a l
secondary measuring system shall i
consist of two wire altrors and scales conforming to fictions 3.1 and 3.2.2 of ASTM D 1143.~ 7 T i
11.4.2 A strain rod 3/8 inch in diameter within a 5/8-inch id and 3/4-inch od
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oil-filled steel tube estending to the r
i tip of the test pile shall be installed on desi nated piles as shown in Figure Strain measurements shall be i
taken after application of each test j
load increment.
11.5 EQUIPMENT CERTIFICATION Subcontractor shall be responsible for supplying all testing equipment, jacks, goges, 1
load cells, and stu11ar items.
Such equipment shall be certified and calibrated by a reputable testing laboratory within 30 days of the start of the project and each time the 4
equipment is remmed from the site.
12.0 TRAN$rERRING g Jgg, l
12.1 Atter the piles, hw e been successfully J. *-
installed by Subcontractor and the bearing l
i plates, girder, jacking stand, and corbel hw e
)
been installed by Contractor, Subcontractor j
shall then transter the load on to the piles.
I 12.2 The transfer of load shall be in aceerdance l
with Subcontracter's procedure.
Subcontractor shall submit, to the satisfaction of I
Contractor, a procedure describing all hold points and witness points in detail and the i
proposed method of transferring the load on to the piles. The load shall be transferred -
simultaneously to all piles at 75 tons por pile.
g4 i
O
Specification 7220-C-94(Q), Rev 0 13.0 CLEANING AND RESTORATION ~
Subcontractor shall' restore'the work area to the same condition that existed prior to the start of i
operation and to the satisf'ction of Contractor.,
14.0 QUALITY, ASSURAl[CE REQUIREMENTS Subcontractor's QA program shall be in' accordance with Specifichtion 7220-G-23, Appendix A, Attachme'nt.2.,'VThe following hperations are to be controlled in accordance with Subcontractor's appros ed QA ' pfog ram.
~
14.1. The installation, testing, concreting,
grouting, load transfer, and all other
. incidentals for the permanent piles for the sersice water pump structure 14.2-Because ofsthe nature of the work, an independent overlay inspection shall be performed by Contractor in accordance with',
~'
this specification and Subcontractor's procedure.
15.0 MEASUREMENT FOR PAYMENT ISs1 Mobilization and prepafatory. work shall be measured as a lump sum for each rig.
Mobilization and preparatory work shall consist of furnfshing, transporting, and assembling the t6ols, equipment, supplies, and materials reiulie'd for the work at the site.
It shall'also include ~ con'struction of' temporary f acilities t'equired by Subcontractor, demobilization, and site cleanup.
s s
15.2' PRODUCTION PILES.
This item sh'all be_ measured in feet ar.the c
number'of feet of vertical pile satisfdctorily installed and as measured from the-tip eler atior to the des 4n cutof f e1ev ati'on along i
~
the centerline of each pile accepted.
This item includes-storing, ~ handling, supporting,
)
.debr ing, prov iding. closure plates, redriv ing,
j l
cleaning and inspection, installing concrete, and all other woriF'necessaey to complete the s
l pile.
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Specification 7220-C-94(O), Rev 0,
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15.3 WASTE PILE This item shall be measured in feet as the.
number of feet of unused pile wasted from the standard pile length specified for the order by Contractor.
This item includes l
transportation to the site disposal area designated by Contractor.
15.4 ANCHOR PILE This item shall be measured in units as the number of satisfactorily installed anchor piles required by the load test.
15.5 PILE TESTS Pile tests shall be measured in units as the number of tests satisfactorily performed.
A test shall include furnishing and setup of loading devices. ",and measuring equipment,
' ~
application, removal, and maintenance of loads' and all other items necessary to complete the test.
Test piles shall be measured for payment as indicated in Section 15.2.
- 15.6 ON AND OFF PILE DRIVING RIGS Prcv iding and remcving pile-driv ing rig s becaus~e of chan'ges in schedule as requested by Contractor shall be measured as a unit.
15.7 PREDRILLING This item shall be measured in feet as the number of feet of predrilling approved by Contractor.
This item includes equipment and material, and drilling and disposing of mud, water, and soil.
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To File
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COHSumBm Darc August 10, 1979 Power Company Suoscer MIDLAND PROJECT GWO 7020 - PRE-MEETING AND GENERAL MEETING UITH CONSULTANTS File:
B3.0.3 UFI: 00234-S Serial: CSC-4306 coEc""Noence l
Cc Attendees R>Nheeler CSKeeley, P14-408B KCBrooks(2)
DBMiller Attendees:
Karl Wiedner, Bechtel Dr. M. T. Davisson, Consultant Phil Martinez, Bechtel Chuck Gould, Consultant Sheriff Afifi, Bechtel Dick Loughney, Consultant 1
Bimal Dhar, Bechtel Tom Cooke, Consumers Power Company Al Boos, Bechtel Don Sibbald, Consumers Power Company l
Art Arnold, Bechtel Don Horn, Consumers Power Company Dr. Ralph Peck, Consultant Thiru_Ttiruyengandam, Consumers *P M i C'o'.)
3 Dr. A. Hendron, Jr., Consultant Please note that serials CSC-4274 and CSC-4255, above subject, omitted the location and dates of the meetings. 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, s
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"?T7 [h,-) AUG 1 01975 (ROH CDnsun12rs August 8, 1979 POVf8T g,,,
MIDLAND PROJECT GWO 7020 - MEETING TO DISCUSS CONSULTANTS' REVISED PROPOSAL - CHANCE TO PEIDIANENT DEUATERING - JUNE 22, 1979 gt"Q,,,,,
File: B3.0.3' UFI#-00234 Serial: CSC-4297 cc Attendees KCBrooks (2)
Attendees Consumers Power Comoany Bechtel Power Corporation T. C. Cooke S. Afifi G. S. Keeley R. L. Rixford D. B. Miller G. L. Richardson W. R. Bird L. A. Dreisbach B. W. Marguglio J. Milandin D. E. Horn G. Tuveson T.7R. Thiruvehgadam i A. J. Boos D.'E'.'SibbaTd~~~'
D. Jinnett K. R. Kline R. Simanek P. A. Martine:
W. Jones e
J. Uanzeck S. Blue T. Johnson After lunch at a meeting in Ann Arbor on June 19, 1979, the consultants got together and decided that there ma'y be some advantages to the Project in installing a permanent dewatering 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, climinate the problems associated 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 with the grout penetrating building cracks, utilities, etc.
The railroad bay grouting is not required and no longer needs to be considered. The consultants also requested that the need for complete mining below the Auxiliary Building wings be re-evaluated if liquef action problems are eliminated.
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 pipes b*efore and af ter dewatering and duct bank checks and verification would also have to be mode.
The piling solution for the service water structures will remain i
e h
s
f Page 2 File Midland Project GWO 7020 - Meeting to Discuss Consultants' Revised Proposal 1
Change to Permanent Dewatering - June 22, 1979 File:
B3.0.3 UFI#-00234 Serial: CSC-4297 4
August 8, 1979 1
unaffected. Resolution of whether or not permanent dewatering 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 wells, and a system to monitor the effluent for fines would be required.
At the meeting on June 22, 1979, Mr. Tuveson 'also noted that he would have to recheck his design calculations on the buildings to see whether or not the removal of the buoyant forces would have any effect on the 40-year life of the structures.
I The consultants apparently believe that the dewatering 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 support 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 Million for grouting,
$2.2 Million for underpinning, $750,000 for dewatering, with nothing allowed for elimination of tie-up of the Diesel Generator area or mining obstructions.
As a sideligh6,I&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. Prio r to -
the Thursday meeting with the consultants in Denver ~ (June 28), a matrix should be drawn to show the advantages and disadvantages of various matheds proposed to date.
This would include not only our responses to the 50.54f. items and the consultants' latest proposal, but also some of the earlier alternates used which were previously discarded for one reason 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 l
MCAR 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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AUG S 5 73 -
To File hg
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rnou TCCooke ggg Duc August 6, 1979 POWN Susaccr MIDLAND PROJECT GWO 7020 GENERAL MEETING WITH CONSULTANTS File:
B3.0.3 Serial: CSC-4255 UFI#-00234 S
$*,Suocuer cc Attendees GSKeeley, P14-408B DBMiller-KCBrooks (2)
Attendees:
Karl Wiedner, Bechtel Dr. M. T. Davisson, Consultant i
Phil Martinez, Bechtel Chuck Gould, Consultant Sherif Afifi, Bechtel Dick Loughney, Consultant Bimal Dhar, Bechtel Tom Cooke, Consumers Power Co.
Al Boos, Bechtel Don Sibbald, Consumers Power Co.
Art Arnold, Bechtel Don Horn, Consumers Power Co.
Dr. Ralph Peck, Consultant Thiru Thiruvengadam',' Consumers PoVier C6'.
~
^
Dr. A. Hendron, Jr., Consultant Introduction
~
P. A. Martinez noted that this meeting was beins held to finalize the consultants' recoc:nendations for information to be sent to the NRC on July 6 in preparation for-l' the July 18 meeting.
Mr. Martinez also stated that lique. faction and treatment of material below the Class I structures were the main topics and he briefly reviewed the discussion of the previous evening.
4 Liquefaction Potential and Sand Bickfill around Category I Containment Structures There is no problem with dewatering since the till can easily support the.contain-ment load of 10KSF.
Containment Building diameter change of approximately 1/4" j-due to pre-stressing is too trivial to consider and should be deleted from any The consultants stated that the permanent dewatering system should be concerns.
j designed to do the job regardless of site conditions (dike locations).
~ fter A
completion of the conceptual design, the initial wells should be installediand dewatering should quickly determine (a few weeks af ter start of pumping) what is -
required for the minimum practical design. The permanent dewatering system should l
contain sufficient redundancy. with more units than required for maintenance pur-Routine maintenance and renovation over the years will 'take up a certain-poses.
number of wells.
Total system redundancy would not be required because there would be a, time lag 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) power available for the pumps.
~dewatered whether problems are known or not..To be -practical, all power _ block areas 1It was noted -that Regulatory Guides overlooked the pumping of fines, however,_ this was thought-to be key point and -
wells generally should be kap.t 50' minimum' from-structures on the permanent de-watering system.
Continuous sand zones in till would be advantageous for drainage,
. 1
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t Page 2 File Fndland Project CWO 7020 - General Meeting with Consultants File:
B3.0.3 Serial: CSC-4255 UFI#-00234 August 7, 1979 J
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 wells 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 system stopped pumping.
Since we would have time to make repairs or shut the plant down, only the piezo-meters need to be Q-listed.
Mr. Loughney estimated that the wells should be at about 12' centers with sand vertical drains possibly to help drain crown and perched water tables and some wells in the middle for balance (critical area).
The designer would have to plan his systems so as to prevent fines extraction (proper screens and/or distance). For an area of 600' x 500', Mr. Loughney estimated that 250 to 300 wells maximum with submersible pumps would be required on the peri-They could be of the type that has heavy wall plastic well screen which would meter.
be good for about 40 years. The pumps would normally have a five-year life and cost about $300 each. It could be assumed that about 20 to 30 pumps would go out each year. Timers would be required for the pumps and 440V would be the best voltage.
The total well cost rould be approximately $3,000 per well. Added to that would have to be the piezometers (Q-listed) and temporary or observations wells.
Non-Q standby generators, if desired, could be purchased and installed for about $40,000.
The cost of that, the piping and the electrical should be around $2 Million. It was estimated that $25,000 to $35,C00 a year maintenance cost would be required after, say, 25 wells go out, and to take care of acid treatment of the walls 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 additional settlement due to the dewatering would be in the -range of 0-1/2".
a The design changes required for a wet versus dry fill would be primarily administrative in nature in the FSAR below Elevation 618'. The bearing capacity and sliding friction would be enhanced.
The settlement calculations have to be revised in any cvca t.
Wells should extend 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 casure the grouting effectiveness. Dewatering totally eliminates the' liquefaction problem.
Removal of Surcharge The consultants noted that it would take - spproximately eight weeks of accurate readings 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 consultants need to see the trend on the settlement first Dewatering of the Auxiliary Building would change the trend conditions slightly.
That would be the earliest tine (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 data needs to have temperaturs corrections applied. Goldberg-Zoino-Dunnicliff are working on correcting the data for temperature.
It was also noted that due to long-term setriement, some flexibility in the utilities may have to be designed into the connections based on the settlement predictions -
which could include differential settlement.
8 4
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Page 3 File.
4 Midland Project GWO 7020 - General Meeting with Consultants f
File:
B3.0.3 Serial: CSC-4255 UFI#-00234 August 7, 1979 Chemical Grouting Art Arnold noted that because of verification problems with chemical grout, it would not be necessary unless a very permeable trench was encountered during dewatering. Silica grout in the sand may be acceptable for that situation. It can be deleted as a remedial action from the responses because it is too much of a problem to prove to everyone's satisfaction that adequate grouting has been performed.
i Need for Removal of Loose Sands Under the Diesel-Generator Structures i
i 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 expected that this will be.in the range 1/2 to 1" and take place in a few weeks.
It would be better for predicting long-term settlement if the water table was not lowered.
No other vibratory means approach the use of the diesel generator for pre-vibrating the foundations. Mr. Davisson noted that he needed the diesel generator rpm for his information.
i Mr. Afifi noted that.the running of the generators would also help the seismic calculations. The exact amount of settle-l ment will be determined at a later date based on refined data.
At present, a refined calculation is needed because old calculations were based on saturated sand.
Mr. Davisson noted that we should look hard at connections of utilitics to i
the diesel generator end 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 ccmplicated because of the fact 3
that there is sand on the north side of the foundation and clay cut the south side of the foundation.
The pre-load would predict an additional long-term settlement of the clay, then af ter the diesel generator run, any setriement due to vibration p
could be determined. We could then add scismic settlement of ' sand from'the earth-quake motion and dawatering settlehent.
Need for Removal of Loose Sands and/or Sof t Clavs under Electrical Penetration Areas of RJ Valve Pits
- B. Dhar summarized the Auxiliary Building electrical penetration areas analysis.
He-included static and dynamic loads, horizontal and torsional loads.
Mr. Dhar noted.
that the horizontal shear of approximately 1,200 :co 1,300 Kips would be transferred to the soil and possibly. through the soil to the Turbine Building and/or Containment -
Building which are analyzed as separate structures.
~
It was noted that the upper floors of the Auxiliary Building wingwalls have a two-inch styrofoam cushion between
,I the two floors and the Containment Building. The shear modulus is calculated from a' composite 1,200 foot per second shear wave velocity. The cantilever portion of.
.the structure is probably resting partially on the till and some load -is being taken
.up by the structure.
Based on-preliminary analysis, a deflection of.1/4" to 1/2" -
~
is anticipated based on an uncracked section and ACI 381 "E" Value.
reach a tensile stress of 50 KSt.
.The steel would
-wall would eliminate any serious cracking problem.1,500 Kips vertical support at the end This assumes that tha ' soil would -
be taking zero load.
If the structure is. required to ;take the total moment load, two areas 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 diaphram wall.
~At 3,000 O]
Page 4 File Midland Project GWO 7020 - General Meeting with Consultants
/
File:
B.3.0.3 Serial: CSC-4235 UFIf-00234 August 7, 1979 Kips, there would be zero 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 to the Turbine Building slab for the horizontal support. We would also have to change the Auxiliary Building seismic analysis model to some extent. Chuck Could then outlined the options for taking care of the Auxiliary Building electrical penetration areas problem as,follows:
Temporary support of valve pit L..
b.
Possible sky hook for the 1,500 Kip load contingent on further structure analysis a
c.
Excavate 7' beyond the bottom of the slah d.
Grout the loose sand to stabilize the working face Start temporary Turbine Building slab support e.
f.
Af ter stabilizing, start work on five 4' diameter jacking ca' ssons i
g.
Transfer the-load from the sky hook and move to Unit 2 h.
Install the remaining caissons for the 3,000 Kip load 1.
Possibly drif t east and soldier pile to support the excavation when the mass is renoved (also serves as bearing support for the Turbine Building)
{
- j. Excavata tha fill Fill the material back with laan concrete and then dry pack or grout k.
afterwards. The maximum depth of lean concrete would be about 29'.
It would take a long 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 some other options to include using the valve pit for access, removal of the soil under the valve pit to the till, and a tie to the electrical penetration area for horizontal shear.
Possibly tying into the access gallery or mining valve pic. fill filling with concrete and tying in for horizontal loads would be a way to proceed.
It was decided that we should install the caissons and transfer the horizontal load to the valve pit or Turbine Building slab with mining the balance of material l
under the electrical penetration area only if required by analysis.
The meeting then broke to allow the consultants time to write their preliminary report, a copy of which is attached.
the break.
This report was briefly discussed following s
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FURNISHING, INSTALLING, A'iD TESTING
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7220-C-94(Q) 2 l
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7220 (CgI E LAW Pl. ANTS UNITS 1 &'2.
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Specification 7220-C-94(Q), Rev 2 1 d\\
TECHNICAL SPECIFICATION FOR SUBCONTRACT FOR FURNISHING, INSTALLING, AND TESTING CLOSED END PIPE PILES CONTENTS 1.0 SCOPE 1
2.0 ABBREVIATIONS 2
i l
3.0 REFERENCED CODES AND STANDARDS 2
4.0 DOCUMENTATION REQUIREMENTS 3
5.0 MATERIAL REQUIREMENTS 3
6.0 DESIGN REQUIREMENTS 4
7.0 FIELD OPERATIONS 5
8.0 CONCRETE PLACEMENT 9
9.0 APPROVALS AND RECORDS 10 10.0 WELDING 12 1
11.0 TESTING 13 12.0 TRANSFERRING OF LOADS 15 13.0 CLEANING AND RESTORATION 15 14.0 QUALITY ASSURANCE REQUIREMENTS 16 15.0 MEASUREMENT FOR PAYMENT 16 APPENDIXES A
Quality Assurance Requirements for Q-listed Materials and Work B
Specification 7220-C-231(Q), Forming, Placing, Fini-shing, and Curing of Concrete, Pages 22, 23, 24, and 25
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Specification 7220-C-94(Q), REO' 2 A
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FIGURES x
1 Individual Pi.le Driving Record.
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2 Load Test 3
Location of Movement Monitoring Points
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Specification 7220-C-94(Q), Rev 2 I /h 1.0 scope 1.1 ITEMS INCLUDED j
The following items are included under the sccpe of this subcontract and involve furnishing, installing, and testing closed-end steel pipe piles.
This specification includes quality-related work (Q-listed) where specifically noted and shall be performed in accordance with subcontractor's quality assurance (QA) program (Appendix A) and this speci fication.
1.1.1 Furnishing, delivering, preaugering, and driving of steel pipe piles and 2
~
pipe casings 1.1.2 Unloading, sorting, storing, and handling of piles 1.1.3 Splicing of test piles as permitted and I dh required 1.1.4 Furnishing and installing splice plates, end closures, and steel plate pile caps as required 1.1.5 Reading and recording test pile data, production pile test data, building movements, and preparing pile test
/hg report 1.1.6 Cutting off piles to required j
elevations 1.1.7 Placing reinforcing steel and concrete in piles and making test concrete cylinders to be approved by testing dh laboratory 1.1.8 Site cleanup and removal of all waste material p.P 1.1.9 Surveying to estab ish cutoff elevation g
and to check heave driven piles
- l. zhs 1.1.10 Furnishing and installing test pile _and c11 equipment for testing 1
Specification 7220-C 94(Q), Rev 2 1 di 1
1.1.11 Performing all load tests 1.1.12 Transfer of load from the corbel to the l
piles
{
1.2 RELATED ITEMS NOT INCLUDED 1.2.1 Excavation, backfill, and grading 1.2.2 Establishing plant horizontal and vertical surveying control points 1.2.3 Evaluating test pile data 1.2.4 Furnishing concrete 1.2.5 Testing concrete 1.2.6 Furnishing reinforcing steel 1.2.7 The Contractor shall provide local dewatering such that all excavated work will be performed in a dry condition.
1.2.8 Locating buried utilities l fh 2.0 ABBREVIATIONS AASHTO American Association of State Highway and Transportation 2b' Officials ACI American Concrete Institute ASTM American Society of Testing and Materials AWS American Welding Society 3.0 REFERENCED CODES AND STANDARDS AASHTO M115-1978 Asphalt for Dampproofing and Waterproofing A
AASHTO Mll6-1943 Primer for Use with Asphalt in Dampproofing and Waterproofing ACI 304-1977 Measuring, Mixing, and Placing Concrete ASTM A 36-1978 Structural Steel
/
Q ASTM A 252-77a Welded and Seamless Steel Pipe
/
Piles 2
l
Specification 7220-C-94(Q), Rev 2 ASTM A 615-78 Deformed Billet Steel Bars for Concrete Reinforcement ASTM D 1143-74 Testing Piles Under Axial Com-pressive Load AWS Dl.1-1977 Structural Welding Code 4.0 DOCUMENTATION REQUIREMENTS 4.1 Engineering and quality verification documents shall be submitted to Contractor by Subcontractor.
Permission to proceed, based upon Contractor's review of the procedures, does not constitute acceptance or approval of design details, calculations, analyses, test methods, or materials developed or selected by Subcontractor and does not relieve Subcontractor from full compliance with contractual obligations.
The submittal requirements are summarized in Form G-321-D, attached.
These requirements are augmented by detailed requirements in this specification.
4.2 As a minimum, Subcontractor shall submit the following procedures (in detail, including hold points and witness points) to Contractor's satisfaction.
4.2.1 General pile procedure - This procedure shall include the overall concept of the work involved, including _the interface of all the operations listed below.
4.2.2 Pile installation procedure Pilethansferprocedure-4.2.3 4.2.4 Cleaning and placing concrete in the pile' procedure 4.2.5 Pile testing procedure 4.2.6 Welding procedures and qualifications l
4.2.7 _ Final cleanup procedure 5.O MATERIAL REQUIREMENTS 5.1 PIPE PILES l
Pipe piles shall conform to ASTM A 252, Grade 2, be seamless, and shall be one piece 3
Specification 7220-C 04(Q), Rev 2 i dh
~
without splices below the cutoff elevation.
Previously used or rejected pipe shall not be y
used.
Splicing of test piles is acceptable, provided it meets the requirements of Sections 7.3.5 and 10.1.
h h# 6 5.2 REINFORCING 3 TEEL 6 Qh. u Reinforcing steel shall conform to ASTM A 615, 9'/jj"gt" 8
Grade 60.
Bars supplied for welding shall have carbon content below 0.30% and manganese
- gg-v content below 0.60%.
.V 5.3 MISCELLANEOUS STEEL y*
Steel for splicing, end closures, and j0 8(_7~df$,
f miscellaneous metal shall conform to ASTM 1
A 36.
The closure plate shall be 1-1/2 inches thick minimum and have an outside diamey ~ fpg*
flush with the pipe.
~
dh 5.4 MILL TEST REPORTS Materials shall conform to the above standard specifications, and Subcontractor shall submit to Contractor certified copies of mill test reports covering chemical compositi.on and physical properties of all material used as specified by the applicable specifications.
5.5 CONCRETE j k Concrete for filling piles shall be provided by Contractor and shall conform to ASTM C 94, using Portland Cement Type I.
Compressive strength shall be a minimum of 6,000 psi at 28 days.
The gaximum aggregate size shall be 3/4 inch.
Slump shall be a maximum of 5 inches +1 inch.
One cubic foot of cement grout shall be placed in pile prior to pouring fh concrete.
6.0 DESIGN REQUIREMENTS 6.1 Pile size shall be as shown in Table 1.
The pile length and capacities indicated are estimated.
They may be adjusted after the load test.
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.,,k Specification 7220-C-94(Q), nev 2 dl(,9 m '
TABLE 1 p
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End
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N Closure h(A Design Outside Minimum Wall
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Plate A)
Capacity Diameter Thickness Length iDiameter g
Q' (tons)
(inches)
(inches)
(ft)
(inches)
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{.O' 100 14.00 0.59 55 "
1-1/2x14
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'" Pile for pullout test sha P bt 34 fe sill 1 t re-quire design capacity of 100 tons 6.2 Piles shall have a closure plate welded to the tip end flush with the pipe.
Subcontractor shall submit, to the satisfaction of the Contractor, detail drawings showing proposed fi t-up.
Any defects or deviations from specified requirements shall be approved by A
the Contractor.
7.0 FIELD OPERATIONS 7.1 DRIVING EQUIPMENT REQUIREMENTS 7.1.1 The equipment shall be in good working condition and shall be subject to review and approval of contractor.
Such equipment shall be furnished in the quantity and capacity neceesary to perform the driving required :.; this 7 specification.
The fr':c:P mechanism of
" steam p[d air hammers shall be so
- 9. maintained that the position of strokeM length of stroke et
- E '_h-g
-5 for which the hammer is designed will be attained.
Hammers shall be operated at final drive at the u-- u- : : : 1. C l stroke recommended f f;in writing by the manufacturer.
Subcontractor shall submit to Contractor a complete copy of the manufacturer's maintenance instructions showing hammer timing instructions and specifications.
Boiler or compressor capacity shall be sufficient to operate the hammer continuously at the full rated speed and energy.
7.1.2 Drivers shall have leads extending down to the lowest point the hammer will 5
a 5
Speci fica tion' 7220-C-94(Q), Rev 2 l /h travel, supporting the pile firmly in position while maintaining axial alignment of the pile with the hammer.
7.1.3 The hammer energy (manufacturer's rated I __,,gnergy) shall be a minimum of x4 37,Jc2 ft-lb, and a maximum of I dh
/
31 50,000 ft-lb.
7.1.4 Single acting air / steam hammers shall be used.
Pile cap blobks and Crw)-Lng--4 Taps shall OI P.1%M 7.1.5 be suitable for the proper operation of the hammer, have the correct shape and dimensions, and provide adequate fit to and protection for the pile.
Cap block material shall consist of alternate layers of Micarta plastic and aluminum s
a gock. M py (V4 W4 disks.
Theg shall et to M
approval by on'tfactor.
,c 7.2 PILE HANDLING REQUIREMENTS l'
7.2.1 ' Piles shall be handled and lifted so as -
lW not to exceed e deEign_ bending __ stress
_q o f 21. 0 Piles shall be braced in t
eads __to prevent whippina during driving.
The pile shall be supported in rigid leads, thct cxtend-tMlan fcct of the clevat-ion-the--pile caters Mo thc givbud.
Before driving is started, the leads and pile shall be plumbed.
A satisfactory driving cap shall be provided to prevent damace to the top of the pile and to hold the pile centerqd under the hammer.
7.2.2 Piles shall be handled and lifted in a manner that will prevent overstress,
/bg excessive bending stresses, damage, or mislocation of pile tip during driving.
7.3 PILE DRIVING PROCEDURES 7.3.1 After assembly, all piles shall be approved by-Contractor before being.
driven..
7.3.2 1
Sreaugering shall be required to an approximate elevation of 600 feet for all piles, or as directed by 6
W w
Specification 7220-C-94(Q), Rev 2 l
~ l Contractor.
Preaugering hole diameter 1
shall be equal to or greater than the
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pile.
Jetting shall not be allowed.
No predrilling shall be allowed after spudding in of pile for pullout test.
7.3.3 Piles shall be accurately positioned with heads square to the driving axis, and shall be driven plumb.
The maximum h[Q g/[- allowable deviation from the indicated location at the cutoff elevation for Of' pt any pile shall be 3 inches, measured in any direction.
i 7.3.4 Unless otherwise approved in writing by Contractor, piles exceeding this tolerance shall be withdrawn and redriven by and at the expense of subcontractor.
7.3.5 only the test piles shall be spliced l dh when required with full-penetration butt welds all around.
Plate splices may be used only with written approval of Contractor.
Prior to use, splicing details shall be submitted to Contractor for approval.
Splices shall be made and installed to ensure good alignment of the spliced parts.
7.3.6 for the test pile, a bi coating s a w lied e piles for their le gth-in i
The oat shall be AASHTO M sur ype B.
The prime coat shall be AAS A
Av s;
M 116.
7.3.7 Piles shall be driven only upon approval and in the presence of Contractor.
Unless otherwise approved, driving shall not be done within 25 feet of concrete that has been in place less than 3 days.
Each pile shall, without interruption, be driven to the required resistance, unless s'
delayed by unforeseen causes or as otherwise required by Contractor.
Care shall be taken to not drive piles more than 10% higher than nominal design
/h driving requirement.
7.3.8 Piles shall be driven to the specified blowcount determined by Contractor from the pile load tests performed before 7
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Specification 7220-C-94(Q), Rev 2 l jpg the start of production driving.
The hammer used in the production driving /AA M i b '"
u.<.r-d43.vd shall have the same rated energy as the
/
}
hammer used for the test.
7.3.9 Piles shall penetrate into the bearing l /h stratum, which occurs at an approximate elevation of 580 feet, and shall obtain the minimum number of blowcounts 4
determined by the test load unless otherwise directed by Contractor.
The i
pile for the pullout test shall not penetrate below fill.
jpg i
7.3.10 After driving, all piles shall be cut off square at the cutoff elevation, and the surplus material shall be disposed of as directed by Contractor.
7.3.11 The following procedures shall be l /b6 i
followed for the pile driving:
j-a.
After initial driving and before another adjacent pile in the same cluster is driven, the elevation of each pile shall be established.
b.
Uplift of the driven. piles shall be checked y resurveying the pile t
inc after.all piles'in the ld 0\\
~
sam luster'are driven.
g,0 O
c.
All piles which have an uplift.of.
more than 1/2 inch shall be redriven to the original pile 4
elevation and blowcount criteria-
-[i j
determined in Section 7.3.8.
Ng.b' fh d.
The piles to be redriven shall be marked at 1/2-inch' intervals and AD
.g blowcounts shall be recorded for j
J each 1/2 inch of redrive.
e.
Complete records of uplift lof 2'
i piles and redriving shall be maintained and submitted to; Contractor for review i
The redriving'of'the piles =h='1'rrt i:
considered as a pay item.
4 7.3.12 Piles determined by' Contractor to be.
l' d '
damaged; mislocated, or driven out 'of:
alignment shall be withdrawn and 8
e 4
4
.... ~.
Specification 7220-C-94(Q), Rev 2 l /h replaced with new piles or cut off and abandoned as directed by Contractor.
/
and a new pile driven.
All activities involved in withdrawing, cutting off, and abandoning, driving, and replacing shall be by, and at the expense of, Subcontractor.
Abandoned piles shall be filled with concrete and abandoned holes shall be filled with sand and gravel.
./
7.3.13 No pile driving shall be carried out while a pile load test is in progress.
7.3.14 Pile centerlines are located 21 inches l [k from the edge of the building (reference Drawing C-2000 ).
The top of the pile during driving shall at all times be above el 656'-0".
After the pile has been driven to the desired depth, it shall be cut off at the I fh elevation shown on the design drawings.
7.3.15 Should obstructions (including timbers or boulders) be encountered which prevent securing adequate penetration or cause any pile to drift from its required position, driving shall cease and the pile shall be considered a
/b completed pile for the length driven for payment purposes, unless the removal of such obstructions by the v/'
Subcontractor is authorized by the Contractor and the pile material is undamaged, permitting further driving.
8.0 CONCRETE PLACEMENT s
8.1 Subcontractor shall submit to the satisfaction of Contractor a detailed procedure, including hold points and witness points, describing the placing of concrete _ in the piles.
As a 1
minimum, the placing and consolidation of the v'
concrete shall be in accordance with Appendix B of this specification, unless otherwise specified herein.
8.2 Concrete shall not be placed until s'
installation of the pipe has been approved by l /hg Contractor.
8.3 Prior.to filling with concrete, all piles l
shall be inspected and all water and debris H
shall be removed from the pile to the
\\
9 a
Specification 7220-C-94(Q), Rev 2 l /h satisfaction of Contractor.
Subcontractor shall provide equipment necessary foy inspection (lights and mirrors).
P4 ess aT~1 that refu d t
/
/cr_o_s e free deformat' ctional a of the jn'-re b re than All p,jle all be watertig 5
8.4 Concrete shall be placed continuously by means of hoppers and drop chutes in order to eliminate segregation and voids in the concrete according to the recommendations of j
The drop chute shall extend at least f
(,,jfl,(
3 feet into the pipe pile.
The method of e
placement and equipment shall be approved by Contractor prior to the start of this work.
8.5 contractor shall perform slump, percent air content, temperature, unit weight, and s/
compressive strength cylinder tests on concrete batches for each truck load.
8.6 Subcontractor shall assist Contractor when performing all concrete testing.
bN 8.7 Concrete in the top 5 feet of each pipe pile shall be vibrated during placing.
p 9.0 APPROVALS AND RECORDS L
9.1 Driving shall not be started without prior
} n mm e rMe u n ed, --~
und veighT.~of {
M written approval,as-to-the-i.ype 9.2 Subcontractor shall be responsible for maintaining the pile driving record (reference Figure 1).
As a minimum, the driving record shall include the following information s
(numbered to correspond to pertinent items in Figure 1):
1.
Production day number 2.
Rig number 3.
Pile designation 4.
Actual length of pile under the hammer; if spliced, the length of each piece 5.
Description of pile cross-section 6.
Start time in hour and minute when the hammer first starts driving the pile on a given day 10
1 J
Speci fication 7220-C-94(Q), Rev 2 l /St j
7.
Finish time in hear and minute when the hammer strikes the last blow on a given day for a given set-up of the hammer on the pile (Redriving of a pile is treated as a complete separate drive with respect to both start and finish time.)
8.
Date of driving 9.
Name of person preparing the pile driving record 10.
Blow count and depth in feet which the pile penetrated under the static weight of the hammer 11.
Blow count recorded in 5-foot intervals when the pile is penetrating-casily 12.
Blow count recorded in 1-foot intervals when the pile is penetrating suf ficiently slowly 13.
Depth and time at which driving is stopped temporarily 14.
Blow count recorded in 1-inch intervals when final bearing is imminent and penetration is sufficiently slow 15.
Approximate ground elevation at location of the pile 16.
The final depth of penetration of the pile below ground (Depth should be measurqd from ground elevation.).
17.
The final rate of penetration in-blU23 N N blows per inch 18.
Hammer model 19.
Blow rate (The number of hammer blows -
per minute should be recorded for firm f-driving when the hammer is operating essentially as it does at final bearing.
The rate should be in the range indicated by the hammer manufacturer.
This should be recorded several times per day as a minimum,
,f' plus as many times as required for the inspector to develop a feel for proper hammer speed.)-
11 w
Specification 7220-C-94(Q), Rev 2 bN 20.
Boiler or compressor precsure shall be recorded several times per day and shall ajways be adequate to maintain 1 A y' hammer ;$EeA,-at final driving.
It should also be as recommended by the hammer manufacturer.
I 45 21.
Remarks covering reasons for delays, other than any unusual or nonroutine l /hi items noticed during the driving operation, e.g.,
pile damage, drift of the pile off center after hitting an obstruction, or reasons for rejection J
22.
The depth to which drilling or spudding l /%s was performed prior to driving, if applicable 23.
The length of pile preaugered through I /Ds overburden above cut-off elevation, if applicable (This is the difference between ground elevation and cut-off elevation.)
24.
The pile footage marks at which splices were made and remaining length of pile under the hammer if the head is trimmed of damaged material prior to splicing 25.
Indication if the record applies to redriving a pile 26.
Indication if the pile has been rejected (The reasons for rejection should be stated under remarks.)
27.
Location, names of project, owner, engineer and contractor 10.0 WELDING j
10.1 All welding shall be performed in ac7ordance with AWS Dl.l.
Contractor shall approve all welding procedures.
10.2
.All welders shall be qualified to the applicable welding procedures in accordance with AWS D1.1.
10.3 Welding electrodes.shall be approved by the Contractor prior to the start of work.
/
12 9
d
j Specification 7220-C-94(Q), Rev 2 l f(
11.0 TESTING 11.1 TEST REQUIREMENTS 11.1.1 One pile shall be installed separate from the others for the purpose of performing the required load test.
The e
g locations of such a pile shall be as shown in design drawings or as instructed by Contractor.
11.1.2 All test loads shall be performed in
./'
the presence of Contractor.
11.1.3 No pile shall be tested until 5 days
,e after being driven.
The load test shall be complete without interruption.
11.1.4 Subcontractor shall supply lopd test equipment with a capacity of M of g.{
the pile design capacity.
Test piles j
(
shall be of the same size and material
,,/'
(could be non-Q) as the production piles.
11.2 TEST METHOD 11.2.1 The load test setup and testing shall conform to ASTM D 1143, modified as specified herein.
The loading device shall be in accordance with ASTM D 1143, Section 2.3, apply load by hydraulic jack from anchor piles or
/
Section 2.4, applying load by hydraulic v/'
jack-from weighted box or platform l fp (reference Figure 2).
4 11.2.2 Where anchor piles are used, the arrangement shall consist of at least
\\
four piles with a minimum of two piles on each side capa resisting a 1 --
Acati a minimum o f the design 40,\\
capacity of the t ile.
The load rycy O shall be applied by a hydraulic jack (s) g4f equipped with a calibrated load cell g
s
and$ gages accurate to within 2% of the
\\gb applied load.
The loading _ frame shall be designed so that the jacking load is distributed equally to all reaction piles.
11.2.3 For weighted box or platform arrangement, the weight shall b.e such that a static test load of at least p
~
1
'13
[
Specification 7220-C-94(Q), Rev 2 l zhs lf 300% of the design capacity can be applied to the test pile.
11.2.4 A sketch showing an acceptable load test setup is shown in Figure 2.
11.2.5 Subcontractor shall submit its proposed load test arrangement drawings along with the proposal.
11.3 COMPRESSION LOAD TESTS 11.3.1 Subcontractor shall test the piles for bearing in accordance with ASTM D 1143
, apd ~
with modifications specified herein.
11.3.2 Load tests shall be carried to three p JS-A,7 y1U' #{
times the pile design load and shall be p,j 9
gb g
- p cy in accordance with Sections 4.1, 4.2, p
D 4fT'of ASTM D 1143.
Settlement
- po'go and, dings shall be taken and recorded at rea the instant the load increment is
, g o 'p reached and then every 10 minutes.
The reaction piles, if used, shall also be o-monitored.
Deflection shall be taken before each load increment.
The pile tQ#k r
shall be held at the maximum load for a fi l gh.4/,
time to be specified by the Contractor.
'~
U[A,Y 11.3.3 Cyclic load tests shall be performed after completion of the load tests described in Section 11.3.2.
The piles l di 4
shall be reloaded from 0 to 100 tons and sustained at 100 tons for 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.
4 i
The load shall then be cycled three times between 95 and 105 tons as rapidlysas the readings can be accurately made.
l 11.3.4 Subcontractor shall prepare the report specified in Section 6 of ASTM D 1143 and submit to contractor for approval prior to starting production work.
11.4 MEASURING EQUIPMENT 1
11.4.1 The primary measuring. system shall be dial gages conforming to Sections 3.1, 3.2, and 3.2.1 of ASTM D 1143 and a
/
secondary measuring system shall consist of two wire mirrors and scales conforming to Sections 3.1 and 3.2.2 of l
ASTM D 1143.
(
14 e
k
Specification 7220-C-94(Q), Rev 2 l d 11.4.2 A strain rod 3/8 inch in diameter within a S/8-inch id and 3/4-incl. od oil-filled steel tube extending to the tip of the test pile shall be installed 7
on designated piles as shown in
- ?'
- Figure (yN. Strain measurements shall be taken after application of each test load increment.
O 11.5 VERTICAL PULLOUT TEST
/
,P h
The vertical pallout test shall be conducted
\\d.4'q'[5 g(, h by reversing the hydraulic jack and applying an uplift load increment of 25% of the tension do work load per hour, using the same cycle of 4
7 g.p testing and time intervals specified for the p3 4
l vertical compression load tests.
pp 11.6 EQUIPMENT CERTIFICATION J
Subcontractor shall be responsible for
/\\
supplying all testing equipment, jacks, gages, px/.f 4
load cells, and similar items.
Such equipment VM/
shall be certified and calibrated by a reputable testing laboratory with equipment
[
s q,g traceable to the National Bureau of Standards prior to project use and recalibrated 6 months thereafter.
12.0 TRANSFERRING OF LOAD 12.1 After the piles have been successfully installed by Subcontractor and the bearing plates, grider, jacking stand, and corbel have
, % $g been installed by Contractor, Subcontractor
/
f shall then transfer the load on to the piles.
At transfer, pile concrete shall have attained g
its 28-day compressive strength.
t 12.2 The transfer of load shall be in accordance
\\
with Subcontractor's procedure.
Subcontractor shall submit, to the satisfaction of
/
contractor, a procedure describing all hold points and witness points in detail and the proposed method of transferring the load on to the piles.
13.0 CLEANING AND RESTORATION Subcontractor shall restore the work area to the same
[
condition that existed prior to the start of operation and to the satisfaction of contractor.
15
~
ee
Specification 7220-C-94(Q), Rev 2 l 4
-14.0 QUALITY ASSURANCE REQUIREMENTS 14.1 Subcontractor's QA program shall be in accordance with Appendix A of this specification, unless otherwise stated.
The following operations are to be controlled in accordance with Subcontractor's approved QA program.
14.1.1 The installation, testing, concreting, grouting, load transfer, and all other incidentals for the permanent piles for the service' water pump structure 14.1.2 Because of the nature of the work, an independent overlay inspection shall be performed by Contractor in accordance with this specification and j
Subcontractor's procedure.
Witness and v
hold points have been established
}
throughout the specification.
These Ib witness and hold points must be maintained.
15.0 MEASUREMENT FOR PAYMENT 15.1 Mobilization and preparatory work shall be measured as a lump sum for each rig.
Mobilization and preparatory work shall i
consist of furnishing, transporting, and s/'
assembling the tools, equipment, supplies, and materials required for the work at the site.
1 It shall also include construction of temporary facilities required by i
Subcontractor, demobilization, and site cleanup.
s 15.2 PRODUCTION PILES This item shall be measured in feet as the number of feet of vertical pile satisfactorily installed and as measured from the tip elevation to the design cutoff elevation along the centerline of each pile accepted.
This p/'
item includes storing, handling, supporting, driving, providing closure plates, redriving, cleaning and inspection, installing concrete, and all other work necessary to complete the pile.
1b.3 WASTE PILE This item shall be measured in feet as the number of feet of unused pile wasted from the 16
Specification 7220-C-94(Q),.Rev 2 l z$s standard pile length specified for the order t
l by Contractor.
This item includes v'
transportation to the site disposal area designated by contractor.
15.4 AUCHOR PILE This item shall be measured in units as the e
v' number of satisfactorily installed anchor piles required by the load test.
l 15.5 PILE TESTS i
Pile tests shall be measured in units as the l
number of tests satisfactorily performed.
A test shall include furnishing and setup of loading devices and measuring equipment,
/'
application,. removal, and maintenance of load; and all other items necessary to complete the l
test.
Test piles shall be measured for l
payment as indicated in Section 15.2.
I 15.6 ON AND OFF PILE DRIVING RIGS Providing and removing pile-driving rigs P
because of changes in schedule as requested by contractor shall be measured as a unit.
l /b 15.7 PREAUGERING This item shall be measured in feet as the number of feet of preaugering approved by I fh contractor.
This item includes equipment and material, and drilling and disposing of mud, 6
water, and soil.
j 15.8 SPLICES FOR TEST PILES This item shall be measured in units as the
.j j
number of splices satisfactorily installed at V
locations approved by the contractor.
15.9 STANDBY TIME Standby time shall be measured by the hour for
/h unmanned or manned driving rigs and includes all time spent in waiting to proceed with the
'k' work at the request of the Contractor.
15.10 OUT-OF-SEQUENCE MOVE This item shall be measured by the hour and includes time lost as a result of any L/'-
Contractor-requested interruptions of the 4
17
Specification 7220-C-94(Q), Rev 2 jp, 4
agreed driving sequence, relocating equipment and material to a new location, and continuance of pile driving in a new sequence.
15.11 OBSTRUCTED PILES This item shall be measured in feet as the number of foot of vertical pile installed to the point of obstruction which may prevent p-adequate penetration or cause the pile to drift, unless the removal of such obstructions in authorized by the contractor and the pile material in undamaged, pennitting further driving.
l s
18
y -\\
Specification 7220-C-94(Q), Rev 2 l /k,
+
APPENDIX A QUALITY ASSURANCE REQUIREMENTS FOR J
l Q-LISTED MATERIALS AND WORK l
f l
1.0 Subcontractor shall establish and maintain an i
effective -quality assurance program which will meet the applicable requirements of Specification G-23 to ensure that all materials and workmanship hereunder for Seismic Category I structures confrom to the specification.
2.0 Contractor shall have free access to all work and shall have the authority to stop work or reject shipment if the specification requirements, including those for documentation, have not been fulfilled.
3.0 Subcontractor shall furnish documentation in l
accordance with the specifications as summarized and i
directed by Form G-321-D.
To complete Form G-321-D, subcontractor shall check in column 8 which documents are being transmitted, and shall sign line 21.
Subcontractor shall fill in lines 13 through 20 as applicable.
Entries such as "NA" (not applicable) and "See attached sheets" are permissible.
The completed Form G-321-D is then used as a cover sheet as directed in Instructions for Preparing G-321-D.
ATTACHMENTS 1.
Form G-321-D, Engineering and Quality Verfication Document 2.
Specification 7220-G-23, General Requirements for Supplier Quality Assurance Programs, Rev 7 3.
Data Sheet 1, Quality $ Assurance Program Elements, j
Rev 0 s
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Specification 7220 C 94Q Appendix A; Attachr. cat 1 Paga 3 of 4 DOCUT.'.ENT CATEGORY DEFWITIONS f t t t procedures, reports Entneenng Docume ts This term compnses procedures, draw ngs, specifecations. CA c!ans. prototype ow..ca.on es cmer s.Nar documents that require Bechtel perme.,s.on to proaed pnor to fatncat.on, or pnor to use of the doc l
/'
n t
l documents for hef,ng atet.orr, or other work process unless otheenise indicated The term is a'so awed to p >ce bsts, and erstruc ona
, storage, ma.ntenance, etc., that are of informational interest only to project en;.neenng f
t st (V)- Quatety Ver:ticaton Documents TNs term composes matenaltest reports, heat trea: ment charts, w*ld.ng r n
ments repr.,rts. etc., wh.ch demonstrate or certfy conformance to the techn.cs or inspect,on requirernents of the procueeme t 10 DRAWINGS (E)
C.Ar.e C.nensons. Semces and Foundat.on Mountog Detads Drawings providog caternat crwesope,incta o
focA,n ec see for e%ctr. cal cab:e. condst, f:u.d. and other serwce contwctions. sometocs, and detals #6 ate 3 to 1.1 1
rnuntings Oran.n;s DetMed dransegs md.catog sutt.cient informat on to facd tate asser-bfy of the corvor ent par 12 Assemb'f elem Shoo Detad Draw.ngs Oran.ngs wNch prowde sut6cient deia.1 to facehtate the fabncaten or manufactu e r
ciudes but >$ not hmated to, spoof dr4*egs. i+at escheger in'ern# detais, intemal pip;ng and winng, cross sec 13 CNiecturat details Winng D>ag ams. Drawings wh.ch sScw the schematic *inng and connect.on oformat.on for electncal items t.4 Control Logic 0.aarams Ornames wNch show the paths which eput signafs must follow to accomplish the required a
1.5 Ps Os Pipeg and instrumentation Diagrams wNch show p peng system details and the bas.c control elements 16 2 0 PARTS LIST AND COST (E) Es.,toced v.e w.th identSed parts and recommend.ad scare parts for one sear's coerat on w<th unit cost 3 0 CCVPLETED BECHfEL DATA SHEETS (E) Informat on provided by a suppl.er on data sheets furnished by B f
numt,ers, operating ranges, etc.. of equepment that the suppher intends to delwer to sahsfy the speciticat.on requirements 1
4 0 INSTRUCTCNS (El Erect on instartaten Deta ted wntten procedares, estructons. and drawegs regered to erect or install material or eau 4.1 Operating. Detai ed writ'en estrucw ca cesenbing how an item or system should be operated l
42 Mactenance. Detaded written instruct.ons required to d.sassernete. reassemble and maintain items or systems in an o 43 i
t.on.
S.te Storage and Handfing Detaired wntren instruct,ons wNch defee the recuirements and time penod. for tubr.caton, I.ft,ng or otner handling requeements to prevent damage or ceter. oration dunng storage and handhng at pots.te. T 44 sh,ppeg instructons 5 0 SCHEDULES ENGINEERING AND F ABRICATION ERECTON (EP Bar charts. entical path methods, etc.. wNch ch quence of activities 6 0 OUAUTY ASSURANCE MANUAL PROCEDURES (E). The document (s) wNch desentets) the pfanned and systematic j
ed to assure that structures, systems, and components we meet the requirements et the procurement documents 7 0 SEISVC DATA REPORT (E). The ana'ytical or test data which provides physical respor.se mformation ort an stem, re system in relaton to the conditions imposed by the stated seismic cntene.
a 8 0 ANALYSIS AND DESIGN REPORT (E) The analyt. cal cata. (stress, electncalloading, fluid dynamics, etc.) which assu r
specified reauirements.
9 0 ACOUST C D AT A REPORT (E) The no<se, sound and other vibration data required by specification wNch is in the audi setsmic frequency.
to O SAMPLES (El A representative data package wNch will be submitted for the items purchased as required in the specif. cation.
t 1 G.1 1
10.2 A representative esemple of the materet to be used l
110 M ATERIAL DESCRIPTION (E). The technical data describeg a mater.at wNch a supplier propoles to use for a scecific order TNs I
1 pbes to arcNtectural items e g. metal siding. deckeg coors, pamts, costags.
i t
. 0 WELDING PROCEDURES AND QOAUFICATIONS (E). ANO VERIF CATCN REPORTS (V) The weldog procedures. specification ting qualification records required for welding, hard faceg. overlay, bra cg and soldereg. A verificaten report of weeds per I
the identificaton ct the quahfied welder (s), and the procedure (s) used, and cer'ification that the welder (s) were qualefied.
A AG 070219 C32104UP A O
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I m *) cf meed ub as 3 3 o vatt nTt. cNRA rROCEDOES tEl + T% o*o:eLees fs contrcn; esmce. b Mn3 St~a;e. and true
. *Md t vt.ng matenf re%N ea rertee-14 0 FMA F4&CE3Uar$ rE) 13 0 V AJCR AF AA VER:F*C AfCN REPORTS tV). The r oceves tor.on -
t o ts r.a, met de *NJ toca.:
%nt y.ee n; tea.ng etc, wbtewt therrml tnattents and fe# accept nee.n*pect on Ver^ca an rep r f hetNet a totys (m ;st rveat t ist renc4ts fear t Iter rr-etal. p'e and post *4 d heat treatment records. 'CE records, etc. The res%t t
ry is m4cr or hot is a Bechtelitsspons b4.ty f
t f $rt, greate or ef'er sur-
. O CLEWNG AND COATING PROCEDURES (E). AND VENFic ATICN REPORTS (V I
t yeparat.on. seface profle, rutenais, etc. MurmJ ty dMa. temwata e dea and cnat.ng thenet.s data M re esed b r
I documents.
16 0 NEAT TFEATf/ENT PROCEDURES (E), ANO VER:rCA7 TON REPORTS (V). The procedures for contro as a Onction of tNcAr.ess, furnace atmosphere, coofing rete and me thod etc Veniscation reports nortnelty records which ide tJy 49d cert.f y tt e item (s) treated, the procedure used, furnace atmosphere, time at tem e
1.on data rqy te m e&.6r na ratwo or tabular form I
17 0 CENT 6FIED YAtt R At.MOPLHTY REPORTS (V) f.tf A tCet4J Wer'ai fest Repcuts) Ttee terms inade all chemical, phys. cal, mechanicat a d elvetrica' pcpart, tv n
as ed by tre r%tr? al spec.fecaton nd app 5 cat'e cudes Thes is appWWe to cement, concrete, nietals. cdo 11 1 rabar sptices. etc The cert.f.ed MTR shallinclude a statement of conformance that the matenal meets the spe r
r t 7 2 Impact Test Data. Res3's of att Cha py or drop neght fests inclueng specirnen cont.gurat,on. test tempe r
Report of the Ntr 'e orwh ge t'.t ste'es steel rna'er.a's us.r1 inclueg cast.np & wetJng i tier re etals.5.f a 7
113 Fernte Cita 4 l
Materun! Cerifica'e of Compt ance. VeAcation docv*ent wh.ch cent.f.es corforrriance to t*ie reptements of the aj 17 4 t
Specif cation 17 5 Electrical Pecperty Reports. Report of electncal charactenstics e g, d efectnc. #mpedance, res4tance, flame t
/acteer or ant #er 18 0 COOR CCVPUWCE IV). Ve%eg rfocumees (such as data forms U-1. N 2. State. etc ). *hth are prapared by t? e man 6t.d cert ed by ite Aattoeged Code inspector t
19 0 UT ULTRASONIC D AVINATCN PROCEDURES (EL AND VERiFICATCN REPORT presence and ceria.n character:stect of d sconteuities and eclusions en matenals by the use et high frequency acoustic 20 0 Rf RA0iOCRAPWC Ex AV;N ATiON PROCEDURES (EL AND VER:FCATCN REPORTS IV). Metnod presence a d certam characteristics of Oscont nwt es and eclus.ons e materials by a-tay or gamma ray esposu n
d f de'ection and ese ncatior
. O MT V AG*dEftC PARfCLE D Av;N ATCN PROCEDUAES (El. AND VERIFICATICN REPCRTS (V). Metho o t
f res#s o sudace (or rear surf ace) @sconteu.I es e ma;,netic materials by d stortion of an accLed magnetic field i
r
[
22 0 PT. LCuio PENEfRANT EXAMiNATCN PROCE DURES 1E) AND VERIFC ATCN REPl j
face d scontinuities en mater.a's by acclication of a penetrating I. quid a conjunction with suitable development techniques 23 O E007 CURRENT Ex AMINAfiON PROCEDURES (E). AND VERIFICATION RE" ORT I
f escontmu.t.es a ma'enal by estortion of an appi.ed electromagnetic field.
l 24 0 PRESSURE TEST HYDRO. Aim. LEAK. BUSSLE OR VACUUM TEST PROCEDURE f
evaluateg the structural and mechan. cal asequacy or etegnty by appication of differential pressures, and report of the t i
25 0 INSPECTCN PROCEDURE (E), AND VERIFICATCN REPORTS (V). Organ l
venfication report 26 0 PERFORMANCE TEST PROCEDURES (E), ANO VERfFCATCN REFORTS (V) e Tests performed to demonstrare th operational parameters are enet by each item produced and the report of the test results Test resufts performed as vent.
to qual.f.caten requerements shad be submitted as engineereg documents.
I Mechanical Test, e g. pu p curves. valve strokeg, load, ternperatu e rise. cabbret.on, environmental. etc.
r m
26 1 j
26 2 Electncal Tests, e g. load, impulse, overicad. contevity, voltage, temperature rrse, cakbret.on, naturat.on, loss, etc.
2F 0 PROTOTYPE QUAUFICATCN TEST PROCEDURES AND TEST REPORTS (E normaNy ecludes tests *Nch trey, or could be espected to, result e damage to the item (s) tested s
I as O PERSONNEL QU ALIFCAflON PROCEDURES (El. Procedures fot qualifyeg welders, espectors and other special proce h
29 0 SUPPUER SHIPPtNG l' REP ARAfiON PROCEDURE (E). The orocedure used by a suppt.or to precare f. rushed mater i
l
.neni t,om Ns f acy, ic ine,oesde.
Specification 7220 C-94Q f
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0 (OPEN) to Appendix A l
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GENERAL REQUIRDtENTS FOR SO/ PLIERS QUA* 1TY Specification u
T3 ASSURANCE PROGRNtS 7220-G-23 7,
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Speci fi ca tion 7220-C-2 3 ldh; Rev.
7' 1.0 SCOPE 1.1 This specifi, cation provides the-quality assurance requirements for the equipment, material, or services as specified in the purchase order, specifications, or material requisitions.
1.2 This specification does not delete or revise
/ki (but is in addition to) those requirements defined by the procurement documents.
If a supplier believes that an inconsistency exists between this specification and the procurement documents and referenced codes and standards, he shall immediately notify Bechtel for resolution.
1.3 Definitions used herein are derived from ANSI N45.2.10-1973.
If tho' supplier needs clarifica-
\\
'S-tion, requests departure, or feels an inconsis-toney exists between this specification and the procurement documents, he shall immediately~
notify Bechtel for resolution.
1.4 For all activities within the scope of the AS.NE B&PV Code, the supplier shall maintain a quality program that is in compliance.with current Code requirements.
All revisions jp necessary to meet these requirements shall be submitted to the buyer.within=seven days.after the supplier receives written acceptance by the authorized inspection agency.
Evidence of Code acceptance shall accompany the submittal.
2.0 GENERAL PROGRAM REQUIREMENTS 2.1 The term supplier, as used herein, includes seller, vendor, contractor, and subcontractor.
2.2 The project quality assurance. program is governed by NRC Regulation 10-CFR 50, Appendix B,
" Quality Assurance Criteria for Nuclear Power Plants."
To satisfy this requirement, the supplier shall establish and implement a quality assurance program that conforms to the p-.
applicable provisions of ANSI N45.2-1971,
" Quality Assurance Program Requirements for Nuclear Power: Plants" as delineated on Data Sheet 1 (Exhibit A) and to the other codes and standards as cited in the contract documents Eor commodities within the scope of the ASME" hh a
E.
Specification 7220-G-2 3l/hg R v-7 l/@s B&PV Code, the Code shall govern; for those items not within the scope of the Code, ANSI N45.2-1971 QA program requirements shall be applicable.
These quality assurance requirements shall apply to all aspects of the work necessary for carrying out this contract, including design, procurement, fabrication, inspection,
..s.
installation, and testing.
(Data Sheet 1 is attached to this specification for reference only.
This co:npleted form is attached to the ghi material requisition package.)
2.3 In the event a supplier does have a quality assurance program in accordance with Paragraph 2.2 and if the supplier's function is limited to placing the. order with the actual manufacturer, the supplier shall be responsible for providing a controlled copy of the manufacturer's quality assurance program documents to Bechtel within 30 days after the award.
The manufacturer's and supplier's quality assurance program documents must meet the requirements as outlined in this specification that pertain to the activities he performs.
In no case will the supplier start activities without prior approval of the portions of the program applicable to
.j{g the respective operation.
2.4 When audits are required the supplier shall J
implement a system of internal and external audits consistent with the requirements of ANSI N45.2.12, Draft 4, Rev.
1, dated November 1,
1974, " Requirements for Auditing of Quality Assurance. Programs for Nuclear Power Plants."
2.5 When it becomes necessary for the supplier to procure materials, components, or services f rom a subsupplier (s), it is the suppliers responsibility to establish and implement a procurement control process consistent with the requirements and guidelines of ANSI N45.2.13, Draft 3 Rev. 3 dated June 1975, " Quality Assurance Requirements for Control of Procurement of Items and Services for Nuclear Power Plants."
2.6 Definitions. utilized in the Supplier's Quality Assurance Program shall be consistent with.
2
Speci fi ca t i on 7220 -G-2 3 l rii Rev. 7 3.0 ADDITIONAL REQUIREdENTS 3.1 Within 30 days after award of contract and f
prior to starting any activities relating to the applicable contract, the supplier shall submit a controlled copy of his quality assurance program documents which defines the program in that he will follow to meet this specification.
With his quality assurance program documents, the supplier may be required to submit a facsimile of data sheet 1, on which he shall complete the " Supplier Document and Paragraph References" column by listing document identity numbers and applicable paragraphs which satisfy the criteria imposed on him (as delineated in the lefthand column of the data sheet).
Such a requirement would be invoked at the time of l
submittal of the controlled copy of the quality assurance program documents.
3.2 Bechtel may approve, approve with comments, or disapprove the supplier quality assurance program documents.
Upon Bechtel's approval, activities may proceed.
If approved with l{g j
comments, the Supplier may proceed, provided that he incorporates Bechtel's comments in the l
quality assurance program documents (i. e.
revisions, addenda, or amendments) and resubmits them for final approval within 30 days.
In no case will the supplier start activities ~without prior approval of the portions of the program applicable to the respective operation.
Changes to the Bechtel approved program shall be submitted by the supplier for approval in the same manner as' original submittals.
NOTES: Approval does not relieve the supplier of the obligation to comply with the j
requirements of the procurement documents,-
including this specification.
If the program is subsequently found to be ineffective.or inadequate in providing-for acceptable control, Bechtel reserves-the right to require necessary revisions.
All proposed program modifications.
shall be submitted to Bechtel for review and acceptance 1in accordance
-with the requirements for initial program submittals.
%4 3
A J
Speci fica tion ' 7220 G-2 3l. ik Rev. 7 3.3 In o,rder to comply with Subsection 50. 55 (e) of 10 CFR 50 Appendix B, the supplier, in less
/
than 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> after detection, shall report to Bechtel Project Engineering each deficiency found in design, manufacturing, and/or construc-tion, which, were it to have remained uncorrected, could have affected adversely the safety of operations of the nuclear power plant at any time throughout the expected lifetime of the plant, and which represents:
a.
A significant breakdown in any portion of the quality assurance program conducted in accordance with the requirements of ANSI N45.2 b.
A significant deficiency in final design as approved and released for manufacturing and/or construction such that the design does not conform'to the criteria and bases stated in the specifica-fhg tions A significant deficiency in manufacturing c.
and/or construction of/or significant damage to a structure, system, or component which will require extensive evaluation, extensive. redesign, or extensive repair to meet the criteria and bases stated in this specification or to otherwise establish the adeqdacy of the structure, system, or component to perform its intended safety functions d.
A significant deviation from performance specifications which will require extensive evaluation, extensive redesign, or extensive repair to establish the adequacy of a structure, system, or.
component to meet the criteria and bases stated in the specifications or to otherwise establish the adequacy of the structure, system, or component to perform its intended safety function.
e.
Notification of reportable ~ deficiencies as delineated above shall be~by. telephone ghs or TWX, followed up by a completed SDDR form per-instructions in Appendix II.--
4 i
3, ;3 Rev. 7 4C/l 3.4 Any departure from the requirements of the procuring documents or Bechtel. approved supplier technical documents which the supplier intends to incorporate in the completed item or service provided must be documented on a Supplier Deviation Disposition Request (SDDR).
Deviation requests shall-be submitted to the Bechtel project engineer with a copy to the Bechtel supplier quality representative if one is assigned within five working days after detection.
Specific instructions are contained in Appendix II.
The signature of the suppliers authorized representative in block number 17 of the SDDR form, signifies compliance with Paragraph 3.3.
In addition, the supplier shall also maintain a status list of all nonconformances.
3.4.1 Definitions a)
Rework is defined as the process by which a nonconforming item is made to conform to a prior specified requirement by completion, remachining, reassembling, or other corrective i
means.
Items classified as rework'
/h; do not require submittal of the SDDR.
b)
See sheet 2 of SDDR for difinition of repair.
I 3.5 Engineering and quality verification documents
~
shall be submitted to Bechtel in accordance with the provisions of Form G-321-D.
While in
-j the supplier's facilities these and other i
records required by applicable codes an 1
1 standards which are necessary to verify activities affecting quality, shall be-maintained in facilities to protect contents from possible destruction by causes such as fire, flooding, i
tornadoes, insects, rodents, and'from possible deterioration by a combination of extreme variations in temperature and humidity conditions.
r Storage systems shall provide for the accurate retrieval of information without undue delay.
F j
(Compliance to ANSI N45.2.9-1974, " Requirements l:
e for Collection,. Storage,.and Maintenance of:
Quality Assurance Records for Nuclear Power s
Plants" fulfills these requirements.)
Quality assurance records are those records which 1
5 i
L 2o
Specific.ition 7 d o-G-2 31,4 pg{
Rev. 7 furnish documentary evidence of the quality of I
items and of activities affecting quality.
Records become quality assurance records upon issuance for use.
3.5.1 Records shall not be stored loosely, i
They shall be firmly attached in binders or placed in folders or envelopes for storage on shelving in containers.
Steel file cabinets are preferred.
3.~ 5. 2 An audit system shall.be established to assure that the quality assurance records' storage system is effective.
The following shall be performed as a minimum:
a.
Periodic surveys to assure that records logged in are available o
and have been placed in their
' proper location within the files and to assure that the control system is adequate b.
Periodic audits to assure that.the facilities are in good condition and that the temperature / humidity controls and protective devices are functioning properly c.
Periodic audits of the records to assure that the documents are not deteriorating due to improper storage practices or rough handling d.
The frequency of surveys and audits delineated above shall be determined by the supplier and addressed in the quality assurance program documents 3.6 All quality related records, procedures, and qualifications shall be available for examination by Bechtel or Bechtel's authorized agents.
3.7 The applicable quality assurance records shall be considered valid only if stamped, initialed, signed, or otherwise authenticated and dated s,
by authorized personnel.
These may be either.
the original or a high quality reproducible copy.
O 6
4
l Specification 7220-G-23b \\
phh Rev. 7 3.8 No quality related record shall'be destroyed or otherwise disposed of without written permission of Bechtel (or their designee).
3.9 QUALIFICATIONS OF INSPECTION, EXAMINATION, AND TESTING PERSONNEL 3.9.1 The supplier's quality a'ssurance program shall provide measures to assure that personnel performing safety-related inspections, examinations, and tests are qualified to perform these activities.
Such measures include procedures for qualifications of personnel describing the minimum experience, training, and A
4 proficiency testing required for qualifica-au tion.
The measures shall also include requirements for records documenting l
qualifications for each of the suppliers' inspection, examination, and' testing personnel.
(Compliance to ANSI N45.2.6, Examinati.on,lj
" Qualifications of Inspection, and Testing Personnel for the Construction j
Phase of Nuclear Power Plants" fulfills these requirements.)
3.9.2 Nondestructive examination performed according to the quality requirements of Section III of the ASME Boiler and Pressure Vessel Code shall be performed by supplier personnel 1 certified to SNT-
~
TC-1A 3.9.3 Personnel qualification procedures will be reviewedsby Bechtel, prior to initiation' of inspections, examinations,.or tests.
4.0-QUALITY SURVEILLANCE 4.1 All designing, procuring, manufacturing, processing, assembling, testing, examination, and inspection operations performed by the supplier and his lower-tier suppliers are i
subject to surveillance by Bechtel or Bechtel's authorized agents.
This surveillance shall in 2
no-way relieve the supplier of any contractual responsibilities.
NOTE: _The term surveillance, here, may; include-inspection, survey, and/or audit.
7 2
Specification 7220-G-23!.h, g
Rev. 7 4.2 The Bechtel ' supplier quality representative k
shall-be given free accesLs to the supplier's s
and his subsupplier's facilities to perform Id the necessary surveillance and report on the work.in all phases of design, manufacturing, and testing, i'
4.' 3 The supplier shall give the Bechtel. supplier bk quality representative at least five working days prior notice of all tests, and.other check points in the manufacturing program specifically requested by the representative,
{ ~h.~
af ter a joint review of supplier's work plan (s) and this specification.
4.4 If the recuirements of this soecification have l
not been fulfilled, the Bechtel supplier h
~
quality" representative has the authority to refuse release for shipment.
t l
's i
e 4
e J
3 i
s Q
ww 3
8-
.m, 9
Specification 7220-G-23 ll,\\
Rev. 6 E
' APPENDIX I PROPOSAL (This sheet applies to the bid stage)
With his proposal, each bidder shall submit a summary description of the quality assurance program to be implemented in the performance of the work, or an uncontrolled copy of his quality assurance manual or procedure.
This shall include information on the organization of the bidder, including the authority and responsibility of personnel performing OA/QC functions.
It shall also explain administrative policies and procedures to be used in carrying out the program.
The bidder shall provide an adequate statement of justification if his quality assurance program dces not need to contain all of the elements or portions.thereof called for in Data Sheet L (Exhibit A).
Any modifications agreed to by Bechtel "g-f will be identified in the procurement documents.
Bechtel will evaluate the description of the quality assurance program to determine its-acceptability.
An acceptable g_uality assurance program is a mandatory requirement for placing an order.
2 If a bidder is currently performing to or has completed a Bechtel order which invokes the requirements of this specifica-tion, he may, in lieu of submitting a copy of his manual, submit a letter listing the date of Bechtel' acceptance, the controlled manual to be used and the revision that is currently fQ in effect or was in effect, and a statement that it will apply for thic proposed effort.
Bechtel reserves the'right to survey / audit the bidder / supplier-to determine the adequacy of his-quality program as he proposed or is executing.
E e
1
~
E
Specification 7220-G-23g{g
,A Rev. 6 2-3 APPENDIX II L
SDDR INSTRUCTIONS DEVIATION - any departure from the requirements of the procuring documents, which the supplier intends to incorporate in the completed item or service provided.
1.0 The supplier shall be required to submit deviation requests to the.Bechtel project engineer with a copy
[gj to the Bechtel supplier quality representative within five working days after detection.
When this time limit cannot be met, notification by telephone, TWX, etc is acceptable; at that time, a revised submittal date shall be established.
Any deviation is considered unacceptable until approval from Bechtel in writing is obtained.
0" T
2.0 SDDRs must be supported by technically valid information that is sufficient for project engineering evaluation.
When necessary, the supplier shall attach supporting technical documents (of reproducible quality) to the SDDR.
One copy of each attachment must also be
-((
supplied to the Bechtel (supplier quality representative),
if assigned.
3.0 Detailed instructions for completion of the SDDR are shown on the attached form and instruction sheet, Exhibit B.
It is required that all portions of the SDDR applicable to the supplier be completed prior to submittal to Bechtel including Block No. 10.
If the de entries are not completed, the SDDR will be returned to the supplier for inclusion of the pertinent informa-tion..
4.0 A copy of the SDDR, with the applicable ' attachment (s), is
/\\
returned to the supplier after completion of Bechtel engineering actions.
5.0 For approved SDDRs, suppliers may be required by project engineering to change their engineering documents to reflect the "as-built" condition without.
extra cost to the Buyer.
A copy of the completed SDDR (including attachments) shall be included by the supplier in the QC data package for the item (s) to which it applies.
The SE )R is considered complete when all entries are made including the appropriate verification signatures by j@g the supplier and Bechtel supplier quality representative.
If no representative is assigned for the order, o-a
I s.
specification 7220-G-23 Rev. 6 e
s arrangements will be made by Bechtel engineering for verification of implementation.
6.0 A copy of the SDDR form shall be maintained as a OA record by the supplier after all entries have been completed.
O
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- r*
6-2 4
QUALITY ASSUKANCE PliOUSA!.1 L LET.idKIS EXi!ISIT A TO
( D ATA S!!EET 1 )
7220-G-23 THE FOLLO?.'l* G A7.Sl N45.2 1971 OUALITY ASSUR ANCE Rev. 7 I
PHOGRA*a ELEf/ElJTS APPLY TO ThtS SPEC 610ATION.
TO DE CCia?tE TED TO DE COrdPLITED CY TaiE SUPPLitn SY 1 EC1iTEL SUPPLIE:1 DOCtst..P;T AND PAR AGR APH HEl-LT;2.NCL S APPLICAELE QUALITY AS URANCE PdOGRA!4 CRGANIZATICN CES;GN CCNT:iOL PROCURER.iENT DOCU /.ENT COtJTROL INSTRUCTION
S. PROCEDURE
S. AND ORA 7.'INGS DCCUMENT CONTROL cot:!ROL OF PURCHASED IAATL.. EQUIP., & SERVICES
/
IDLn l 6 s.:, TROL CF MATLS., PARTS,CC:4PONENTS CO:. TROL C:- SPECIAL PROCESSES INU2CT:CN TLST CONTT.CL T
.I CONTROL OF "EASUf;ll;G AND TEST EQUIPf2ENT.
HANDLINC. STORAGE AND SHIPP!NG INSPECT:Ct.. TEST AND CPERATING STATUS NONCCNFC.7:.hNG iTEMG 5
COTnlECTIVE ACTION QUALITY ASSURANCE RECORDS AUDITS
]
OTHERS NO.
DATE REVISIONS SY CHECKEO APPROVED JOB flO.
v**
7220-C-23 DOCUMENT NO.
F.E V.
DATA 3:iEET 1
~
F
g,,
EXilIBIT B A
S.#
Supplier Deviation Disposition Request 7220-c-23 y
...j Rev. 7 Par.e 1 of 2 l
g(q $g;ptl[2 (;$[
f.0!I: The re.erse pie of Inis torn ecotains tne gg ga est 7-)
anstrucl.cns for its pre; ara!.cn a7d uw.
St;;ler SCURF.1 DaIe SLM*IId items r"arked with an astef an t el are tar
- F'Eh#I b0 R I4
- b3Ie E K e'*fd I
$*c h*et te t* *es cMv
., ~
- ~. - -
.. ~. _ -,, -..
S tet.er 15ait (c. : ee a:i t.reo s 1 inregn l5 c..:n :"aa s..* cr t :e..ri:er. Use !.a tsr ?.:t A:;i. cat:e i
- 3. Su;;her f.'a?.e:
. - ~. _
/$$ress Ci') ?. $?afe ZI; _ _ _ _
- 2. Su;;I.er's C.&r No.
- 3. 56;;:.er's Pari!.o.
- 4. 5;;;her's Part f c.e
- 5. Cate Devia!4n fe'cf.?iried
- 6. Preocu s S C M L*.1 r. 0.'ei
- 1. Eect.telP 0. f.o.
- 8. Becntel Part i\\o
- 9. Eccr.tet Part f.a. e la Ecch:el hs;<ct:.r P.:!sfied I L S O'el [rg. 9.;*.f.a
_ !?. Ctj uprial.' o 11 Ceaa!.cn Gescrot.on 4"xn es:ra sncess ; reb,rs;,ns, urtenes, c'c. as reessarys
~
Il Su;9t er's C4;cial.:n Crass t.cate:n:
] Use *; a O re: air O t9.etr e ariRecure-ent r
e
- 15. Prcocwo Dre: sit.on ar d Technical Justif, cat.:n: iAttach citra sheets sketches etc. as necessarys l
4
\\
- 16. Anocia ed 56:pi.er Cxur ent Chance ise r
- 11. Cost Ettects:
11 St,:st;ers Actncri:co Re:resentative Signature:
htte:
Name:
Dah:
319. Eechtei [ngrg. Act.on :
Engrg. Fotion-co:
. O D s Chanie other Pacxsad Preposed Dh:esition Discosition 0 5;ecSea Chans.
Accerted O netected~
O otner Sv:stiers attected
- ?O. tech:et c.s;esit.cn Sta'er ent includmg Justif. cation i At:ach entra sneets, ssetches. etc. as necenaryl f
021. Secn:el Acces an:e Date verit. cat.on Signatures Date C5-PE -
- 22. Sv;ptier P E E ___.
'23. Bechtel 56,catier A A.C.03C6 73 ED.2/ HLV. s
1 EXM hl1 11
/N i
7220-G-23 f
INSTRUCTIONS FOR COMPLETING SDDR FO R *d Rev. 7 IUse 111ast Int e>r T) pewriieri Page 2 of 2 d
Tto,(nm is used by a turi ier to:
g
,)
Notify !!cslitet of detiations from approtied teshnkat tcquirements and doturnent the supplier's profoscJ dopetition.and r
sith thear te.hnicaljustitkatson L) RecorJ flechtel's dncminen of the SI)DR.
A i esiation is any dep.siture from the teshnical r@irements of the procuring documents which the typher propoes to incorpmate in the wmpktcJ item or sersice presided. Deviation ditosinon (an be cbsutled as Repair. Use As-Is.or %todify Nuirement.
Repair is defined as the process of restorin/ a nonconforming characteristic to a conJation suth that the aanbility of an Item to furetion relbbt) and sJfety is unimpaired. cien though that item still may not cunforin to the oririnal requirement. Repair inetades alter,tii m to the properties of the materbt thriw;h heat treating, iselJing. metal stepai: ion, chemical processing, etc.111is form is not 10 be esd for cases wfarc Bechtrl has pre = iou % pm*ided.iurho'itation to proceed uomy an accepted repir procedure ce,*erint a spec;!k t) pe of ufor; h.m ewr, re.erJ. mast be numa dneJ for cada spesific repair.
^
E:;htel's cr;incering ac!ian anj dhpmition statement Joes not reUsse the S.pphr ficrn reporaibdity fer the accuracy,adquacy.or sait.
.titit) of the I:emor smise bci3 provided as deli..cd in t!.c procating duci.coents, nor does it curatitute waiser of the ;ht to ter. ir tsate the terms of the procuring documents.
NOTE: Items marked by an asterisk P) are for Gechteline only.
Dieck No.
(*ntry Information 1.
Supplier's name ari
- address. List lower-tier Supptser's name and location (City and State) if applicable.
2.
Eriter the Supplier's order number af one has been assigned.
3.
Enter Supptier's P.st No. as a.wticabte from the drawing, estafet. L,ternal specification, etc. If the De.iation Request appt.es to all parts and add 4tional sp.~ S needed.'a list of parts to wh.ch the rewest arpfees may t,e attached.
4.
Enter Supplict's Part Name.
5.
Enter t'e Jane and the method (S;ee. review. NDE.d.clectric test.etc.) swd to dactese the deviation.
6.
List any r evious SDDR's and their dates that have teen subtnitted for deviations requested on this Pi.rchase Order.
7.
Enter the Bechtel Purchase Order Number.
8.
Enter the Bechtel Requisition frem. Part, tag or code piumber as it appears in the requintian. If additicnal space is creded. a wraf ate s'.cet en4y t e arrashed.
9 Enter the Bechtel rart Name if one has i.een at, signed.
10.
Enter the date and the method (TwX, letter.cte.) uscJ to notif> the Bahtet Sarrlier (.% fit) A prewnt.ii.e.
II.
Enter the date and the r9ethod (TA X.fet?r.etc.) uwd to noufy Bechtel Erfineerir; 12.
As applicable enter ttvantities et senal nurribers of the items to which the desistion applies, if not scristared. record lot, batch, heat or other appiscable identif yms information.
13.
Describe the desiating chaiaeteristics and defme the estent of the out of-specification et ndition for each identified piece aff ected. Ideetity the tocaben 0: the denahng chasactenstic by pnnt Coorden4Les ce specafic tocahon, as appt Cabte. Attach tatra sheets, pnotographs. sketches. etc., as necessary.
\\
14.
jdentify disposition elassification.
15.
Describe the propowd dh;osition and provide technical jusufication for Bechters evaluation. If the deviation h correctable by repair submit a detailed repalt procedure or reference the procedure previoub accepted flevel 1) by Brchtel for une tn similar situations. Provede Bechtet contrut number. suppber' control number and procedure title.
16.
tdentify the nature of changes that may result on associated supplier documents (drawings, spees.. proceduses. Installation Instruc tions, e tc.).
17.
Inter the cost impact of the subject destation.
s 18.
Inter the name (t} ped or printed). signature and title of the supplier representJtive authoriain; the disposition request anil date signed.
- 19.
I nier an X in the applicable boses.
- 20 Proside appropriate justilleation for the Beshts! action (s) indicated in Diosk 19. When ebanyes to drawine. specirkations, requisitions. nr other Bechid doeurnents are innolved, each document shou!J he i.lentified anJ ihe awoeisted chanje hrieth described. lf other suppliers are alles ted. indicate uho they are anil the doctanent that initiated resolution of that imohement.
-Other" follow.up action se.y.. the need for additional Innhiel calculations, aJJitional drawinp or sketshes. inspection by a Project l'nyineering representatisc.etc.) should also be identitieJ here.
'21.
CS.- Siynature of the respons hfe Diwirline Group Supenisor awepting the l'nyineering action and she date siyned.
l PE - Siynature of the Deshiel projut I:nyineer and the date signed.
l
\\
22.
Si; nature of the supplieriinsreetor or other reprewntatise authorized to serify that the accepted dispwition was correctly aanmphshed.
- 2.1 Siynature of the llechsel Supplier Quality Representatise or other representatise scrif)ing that the accepteJ disposition tsJs euitutl> auompihhed.
SOTI.:
A s op3 of the coir eiered SDt)R forni shalllie insluJcJ b) the supplier in the (K data pas L. ige for eash iicm :o uhish it apphes.
i e
e b---
Appendix A Attachment 3 Page 1 of 1 QUALITY ASSURANCE PROGRAM ELEMENTS (DATA SHEET I)
THE FOt. LOWING ANSI N45.2-1971 oVAU TY ATSUR ANCE PROG 9 A'4 E LL'AENTS APPLY TO THI S SPECI FI CATION.
TO BE COMPLLTED TO BE COMPLETED BY THE SUPPLIER SY BECHTEL SUPPLIER DOCUMENT AND PARAGRAPH REFERENCES APPLICAGLE lx OUALITY ASSURANCE PROGRAM L_
X ORGANIZATION
. DESIGN CONTROL x
PROCUREMENT DOCUMENT CONTROL x
INSTRUCTIONS PROCEDURES AND DRAWINGS DOCUMENT CONTROL
_x__
x CONTROL OF PURCHASED MATL, EQUIP,6 SERVICES x
IDENT.L CONTROL OF MATLS. PARTS. COMPONENTS CONTROL OF SPECIAL PROCESTES
__~
x INSPECTION x
TEST CONTROL
[
CONTROL OF MEASURING AND TEST EQUIPMENT HANDLING. STORAGE AND SHIPPING s
_l INSPECTION. TEST AND OPERATING STATUS x
NONCONFORMING ITEMS
~
CORRECTIVE ACTION
_X X
OUALITY ASSURANCE RECURD5 AUDITS x
~
ANSI N45.2.1; N45.2.2; N45.2.10; OTHERS X_
N45.2.12; N45.2.13; (As defined in the yuvuuiomcui Jeu-cuid i
i N 1'- 77 ISSUED FOR PIELD USE_
( M ld
/ I.) ZN#//./
j NO DATE REVISIONS
['
BY.
CHUCKED APPROVED CONSUMERS POWER COMPANY JOB NO 7220 BAPC MIDLAND POWER PLANT UNITS 1&2 DOCUMENT NO REV MIDLAND, MICHIGAN C-94 (Q) 0 ED 41 (4 74) 4
specification 7220 C-231Q
+
. i.
A i
APPENDIX B to Specification 7220 C-94(Q)
Rev. 0 I
T CONVEYING AND Pl ACING 3
-Conveying and depositing of concrete shall be in accordance with ACI 301, ACI 318, ACI Co==ittee 304 Report ACI '614, ASTM C-94 and _ as follows: "" lacing Concrete'by Pumping Methods",.
An adequate communication system will be provided.
No_ aluminum pipe or other conveying equipment containing aluminum, that will be in contact with the fresh concrete,-shall be1used for conveying concrete to point of placement.
or' pneumatic placers.
Steel' pipe shall be usedl for concrete pu=ps vided a valve is installed atA piping arrangement utilizing a "Y" will be permitted pro-the branch point which will' direct the flow into i/#
only~one branch at any one time. 'The equipment shall.be cleaned at the end of g
each~ operation.
i/k_
11.1 Clean-up' Preparation Before depositing concrete, all placing equipment shall be cleaned.
Debris, mud, snow, standing. puddles of water, and ice.+ hall. be recoved from spaces to receive concrete, and the reinforcement and other metal r
to be embedded shall be thoroughly-cleaned of all coatings which might g.
- impair the bond.
All compacted soil.. rock or concrete surfaces to receive concrete shall be thoroughly saturated before placement.-
11.2 Deposition Critical-structural ' concrete as designated on the drawings, shall be deposited in accordance with an appr'oved schedule showing _the number,: size 4
and sequence of_ concrete placements. Slabs shall be placed in a checker-
, /'
-board pattern unicss otherwise approved. A concrete placement-checkout card shall be completed. prior to concrete deposition.. See Section 11.9 for procedures for Isrge placements.
k Page. 22 of' -34
i Appendix B rev. o Specification 7220 C-231 T_/
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/
11.3 Time Eeta cen Adjacent Pincoments l'nlenn shown on clie drawings or directed by Project Engineering, a mininun of 3 dayc shall elapse between the placin;; of concrete of
,g adjacent horizontal sections of cass pours. greater than 2-1/2 feet
,.13 in the least dimension.
11.4 Adequate provisions shall be made to protect the concrete from rain or snou during placenent, and the exposed surfaces of fresh concrete after placement.
11.5 Segregation Concrete shall not be dropped through dense reinforcing steel uhich might cause segregation of the coarse aggregate.
In such cases spouts, flexible drop chutes, or other suitable neans chall be used. /
In any
- ent, concrete shall_no.t_htd epped_ free._through a height y
t of nore than 6 feet, except as otheruise approved by Engineer' g
On the bottom of for=ed b'ennraiid~slabT wheWthe ccngestion of N
steci near the fore: makes placing difficult, a layer of nortar, M,
not to exceed one inch in depth shall be first deposited.
The j
cortar shall have, as a minitun, the sane cement-sand. ratio as
/'4 used in the concrete. Mortars of higher cement-sand ratios approved by Project Engineering muy be used.
11.6 Placing Linitations
'd w
Concrete shall-be deposited in horizental layers of not' greater f
depth than 24 inches so that satisfactory consolidation can be V
achieved with vibrators.
Concrete shall not be allowed or caused-to flow a distance within the = ass of more than 5 feet fron point-of deposition.
11.7 Substitution of Mixes g:
With the exception of the containment exterior, non-pozzolan mixes may be substituted for mixes containing pozzolans, provided-the concrete-is 3 feet or less in the least dimension.
~
11.8 Additional Water Concrete for Class I structures shall be rejected when the established water /cceent ratio is exceeded. Water shall not be
./
added to the concrete after it has been discharr,ed from the batch
~
plant.
11.9 Requirecents for Planning Procedures for Large Placements - (single
/
item exceeding 600 cubic yards).
l The proposed procedure shall be submitted t.o the Project Enr.incer V
.Q at least tuo weeks in.. advance of the placeuent, and shall contain J v _.
consideration of the following items:
l
~!
Page ; 23.or '34
}
i
Appendix B rev. 0 Specification 7220 C 231 p') -
11.9.1 The anticipated size and duration of the placement including M
both the caximum and average placing rates.
/
11.9.2 The proposed staffing over the anticipated duration of the placement, including curing, including a breakdown of the number of supervisory personnel, vibrator operators, finishers /
and laborcrs planned per shift.
'11.9.3 The proposed conveyance system (i.e. the nu~.ber of transit-mix trucks, the conveyor system, pu=perete system and /or
/
crane and bucket assemblies, chutes, and trenies) planned to accomplish the pour at the anticipated placing rate.
11.9.4 The planned sequence of the pour to achieve a nonolithic slab and to insure against cold joints and the planned j
movecents of the conveyance system (s) to accomplish this.
11.9.5 The checklist for approval of the pour including embednents.
[
11.9.6 The weather protection facilities proposed to prevent danage in the event of the inclenent weather and in the case of
/
planned cold weather placenents the enclosure to acco=plish the heating requirements for the necessary 7 days.
Include the specifics on the heaters. '
6 11.9.7 The procedures to follow in the case of emergencies
/
43.
(i.e. batch plant breakdown with a resultant requirement for an unplanned construction joint).
12.0 CONSOLIDATION OF CONCRETE f
Methods for consolidating concrete shall conform with the recom : ended practices of ACI 309.
Concrete shall be consolidated, thoroughly worked around the reinforcenent and embedded fixtures, and into corners of the forms by cechanical vibrating equipment. The vibrating equipment shall be of the internal type and shall at all times be adequate in number of. units and power of each unit to properly consolidate all concrete. The frequency vibration shall be not less than 7000 cycles per minute. The duration of vibration shall be limited to the necessary time to produce satisfactory g
consolidation without causing objectionable segregation.
In consolidating each layer of concrete, the vibrator shall be-operated in a near vertical position, and the vibrating head shall be allowed to penetrate under the action of its own weight and revibrate the concrete in the upper portion of the underlying layer.
Surface vibrators. hall not be used unless specifically approved by Project Engineering.
(
i
- l Pare 24 or 34
=
Appendix G 7ev. 0 Specification 7220 C 231 (j
Form vibrators nay be used in areas of extreme con;;estion as approved i
by the ricld Engineer.
The forn vil.rntion shall conform with the recom ended practice of ACI-309.
.ibr: tors shall not be used to inove or spread concrete.
Sufficient spare vibrators shall be kept avaliable for Jr.. mediate use at the point of desposition.
(Recor.nend one cpare vibrator for each three ir use.)
Provisions shall be reade for auxiliary power to provide continuity of vibratica in case of power failure from the principal source.
Experienced and corret er.:
operators shall be providcd for each vibrator being used, and nhall have received Instructions in cronor vilirarina a r ~ a^
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s i
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N, p
Pary 25 or 34
Speci fication 7 2 20--C -9 4 (0), Rev
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OAK WEDCZSi 8
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l intervals for lateral support TEST
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PILE l
ARRANCEMENT I
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13"i dimaetet c sing 5 feet in length Installed in a preaugered hole prior CASING STRAIN ROD to driving the test pile CASING WITil STRAIN ROD FIGURE 2 LOAD TEST
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- 8 EOT/ CORBEL gel. 635'-0" i
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el. 627'-6"
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v [pkf hl[ M. T. DAVISSON FOUNDATION ENGINEER Reply to: 2217 Civil Engineering Building 14 Lake Park Road Urbana, Illinois 61801 Champaign, Illinois 61820 Area 217: 333-2544 Area 217:3 3 5206 15 April 1980 ) JI Dr. S.S. Afifi c1 Bechtel )[' ~ s,.. .J/* l P.O. Box 1000 Ann Arbor, Michigan 48106 Re: Midland - Pile Specification Service Water Pump Structure
Dear Sherif:
I have your letter of 2 April 1980 enclosing Appendix B - Concrete Specification. Please note that we cannot reas-onably raeet Section 11.5 (limit of 6 f t drop) and Section 11.6 (vibration). This should be clarified. Yours very truly, r \\ M.T. Davisson l MTD:lal l 4 e e e
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