ML20072L954

Forwards 830307,08,0405 & 07 Meeting Notes,Including Associated Documents Provided to NRC on 830315.R Landsman 830412 Discussion Verifying That Region III Will Provide Authorization to Excavate Portions of Pier 8E/W

ML20072L954
Person / Time
Site:	Midland
Issue date:	04/14/1983
From:	Miller D CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:	Harrison J NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION III)
References
CSC-6661, NUDOCS 8307140256
Download: ML20072L954 (29)

Text

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Cornpany Midland Project: PO Box 1963, Midland, MI 48640 e (517) 6314650 s_

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U.S. Nuclear Regulatory Conmission at -j

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799 Roosevelt Road Glen Ellyn, IL 60137 (dtdC MW) /20-ATTENTION: Dr. Ross Landsman MIDLAND ENERGY CEhTER GhD 7020 MEETING NOTES FOR APRIL 7, 1983, AND MARCH 7-8, 1983 DISCUSSIONS BETWEEN CPC0 AND NRC File: 0485.21 UFI: 42*05*22*04 Serial: CSC-6661 50*31*01 For your infonnation and use please find the attached meeting notes April 5 and 7, 1983 and March 7-8, 1983, including the associated document submittals provided to NRC personnel on March 15, 1983.

Based on providing the attached documentation of these meetings and submit-tals, we understand per discussions with R. Landsman on 4/12/83, that the NRC Region III will provide authorization to excavate portions of Pier 8E/W.

If you have any questions pie contact this office.

DBM/RMN/klm Attachments B307140256 830414 APR 2 01983 PDR ADOCK 05000329 jff Yl

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}

i Notes of Telecon with NRC on April 5 6 7, 1983.

Subject:

Soils Remedial Work, Auxiliary Building Underpinning Design Documents.

Participants:

~

J. Kane R. Landsman S. Poulous (consultant)

Nuclear Regulatory Commission (NRC)

D. Hood

• W. Kilker *

]

Stone G Webster K. Razdan R. Wheeler G. Murray Consumers' Power Co (CPCo)

N. Ramanujam*

T. Thiruvengadam*

J. Darby

~

M. Lewis S. Afifi*

'J. Anderson

• Bechtel B. Dhar*

S. Hunt

• V. Verma*

~

(*Part time)

Purpose:

This telecon was a follow-up to the telecon with NRC, on March 7 and 8,1983.

During the March telecon, NRC commented on Appendix-D to specification C-195, dealing with the load test for Pier W11, and Specification C-200, dealing with the Admin-istrative action and corrective measures for underpinning activities. Subsequent to the March telecon, NRC was supplied with proposed revisions to Appendix-D and Specification C-200, based on agreements reached. The purpose of this telecon was to get additional comments from NRC on these documents. The following is a summary of agreements and discussions:

1.0 General

a)

D.

Hood advised that the notes of the telecon on March 7 and 8 should be submitted along with the package of information given to NRC on March 14, CPCo concurred, b)

D. Hood asked CPCo whether they were going to submit notes of telecon with NRC of January 25, 1983 regarding the FIVP proof load jacking. CPCo indicated that the agreements of that telecon were already documented in D. Miller's letter dated January 27, 1983, to W. Schaffer of Region III.

R. Landsman also indicated that the agreements reached in that telecon were covered in his report.

It was agreed that no further documentation was necessary.

Page 1 APR 2 01983

2 2.0 Appendix-D to Spec C-195: Testing Procedure for Axial Compressive Load Test of Pier W11.

a) The following agreements were made regarding additional revisions to Appendix-D:

1) Page D-2 Sec 3.1 - Add a new sentence after the fourth sentence of the second paragraph " Care shall be taken to ensure that the antifriction lining does not taper inwards with depth."

2) Page D-4 Sec 5.4.3 - Last sentence of the new para-graph to be revised as "The RGE will require a higher load, not exceeding 600 kips, if needed, based on his evaluation of Carlson stress meter data to ensure that the tip bearing pressure is at least 28.6 k.s.f."

1

3) Page D-4 Sec 5.4.3 - Add at the end of the first sent-ence "but not longer than 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />".

4

4) Page D-4 Sec 5.4.4,- Add the following at the beginning i

of the last sentence "if the short tenn undrained soil modulus of elasticity determined by RGE from data at bearing pressure of 6.8 to 8.8 k.s.f. is 3000 k.s.f.

or more,".

5) Page D-4 Sec 6.1 - Delete "each 20 minutes until 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> from start".

6) Page D-5 Sec 6.2 - Revised section as "Carlson stress meters shall be read and recorded at least three times at times determined by RGE such that:

one loading is

~

4 taken near start of the load increment, one reading is taken near the end of the load increment, and one reading is taken in between. RGE may require additional i

readings to be taken if in his judgement there is variation in the readings".

7) Page D-3 Sec 5.2 - Add a new paragraph after the first i

paragraph as follows "The specified load for the load test pier is 356 kips corresponding to a nominal bearing pressure of 22 k.s.f..

The nominal bearing pressure at 130% of specified load is 28.6 k.s.f.".

8) Page D-5 Sec 6.6 - Change the number for reading and recording from ".001 inch" to ".0005 inch'.'.

9) Page D-7 Sec 8.1 (t) - Insert the word " top and tip" after the word "versus".

l

10) Page D-7 Sec 8.1 (u) - Insert the word "tip" after "versus".

3

11) Page D-7 Sec 8.1 (x) - Replace the word " movement" by

" measurement".

b)

J.. Kane requested that NRC be supplied with a copy of draw-ing C-1445-1 which gives the specified load for Pier W11.

(This is not considered necessary by CPCo since the speci-fied load will now be listed in the proposed revision to to Section 5.2 (see item a.7) above).

c) The following is a sumary of additional discussions for Appendix-D:

1) Page D-4 Sec 5.4.4 - In response to an NRC question, CPCo stated that the calculated bearing pressure of 22 k.s.f., corresponding to the specified load for Pier Wil, is at least equal to or greater than the maximum design bearing pressure for any other under-pinning pier and the permanent wall.

2) Page D-6 Sec 7.2 - NRC concurred with the adequacy of 20 feet. NRC also indicated that the drifts for Piers E/W-8 could be approved. However, NRC indicated that they would like to review the infomation on the load-settlement data from the initial jacking of Piers E/W-12 and E/W-9 before approving the excavation and remaining work for Piers E/W-8 Tnis infomation was transmittedto NRC and a copy is attached to these meeting notes.

2.0 Spec C-200: Administrative action and corrective measures for underpinning activities, a) He following revisions were agreed for Spec C-200, SCN 13001.

1) Page 2 of 7, revised Sec 5.2 - First sentence, replace

"(strain for SWPS only)" by "(strain not applicable for Aux Building)".

2) Page 3 of 7, revised Sec 5.3 - First sentence, replace

"(strain for SWPS only)" by "(strain not applicable for Aux Building)".

3) Page 3 of 7, revised Sec 5.3 - Add a sentence after the first sentence "n e RSE shall identify whether it is a category 1 event" and add at the beginning of the second sentence, "in case it is not a category 1 event,".

4) Appendixes B, C 6 D - Replace " Exhibit E" by " Appendix E" where reference has been made to the former.

5) Appendixes B, C 6 D - Replace the box "Take Emergency Action" by "Take Emergency Action per Appendix E or other appropriate measures".

4 b) The following is a summary of other discussions about the drawings referenced in Spec. C-200:

1) NRC indicated that the Drawing C-2039 (Rev. 0) specified alert and action levels for strain of.001 and.002 res-pectively instead of the values of.0007 and.0014 speci-fied in the SSER (Supplement No. 2).

(Subsequently,CPCo reviewed this item and found that the new Revision 1 of this drawing, dated 3/21/83, had the correct values per the SSER).

NRC indicated that A, values for Phase IV, shown in Draw-2) i C-1493, were not consistent with the values given in Table 2-7 of SSER Supplement No. 2.

CPCo replied that the alert value ford), for Phase IV on the drawing C-1493 is 0.25" and is consistent with the value given in the attachment to the meeting notes of the July 27-30, 1982 design audit issued by D. Hood. These were the agreed values during the audit.

SSER Supplement 2 gives a value of 0.2".

It seems that the SSER should be revised. NRC stated that they will get back te CPCo on this item after their review.

3.0 Attachments

a) Pier Load Test Data - Top Load versus settlement for Piers E12, W9, E9, W12 - (4 sheets).

b) Plot of bearing pressure vs tip deflection, composite curve for Piers E/W-9 6 E/W-12.

K. Razdan 4/13/83 l

l

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6

t Notes of Telephone Conversation with NRC, on March 7 6 8, 1983.

Subject:

Soils Remedial Work Attendees:

J. Kane

- R. Landsman S. Poulous (consultant)

Nuclear Regulatory Comission (NRC)

D. Hood

• K. Razdan 9

R. Wheeler

• R. Wieland G. Murray*

Consumers Power Company (CPCo)

D. Sibbald*

N. Ramanujam*

~

S. Hunt J. Anderson B. Dhar*

Bechtel J.DasGugta*

M. Lewis

(*Part time)

~

Purpose:

The purpose of this telecon was to discuss with NRC, the following:

1) Auxiliary Building Pier Load Test Procedure.

4.

2) Specification C-200, dealing with Administrative Action and corrective measures for underpinning.

3) Construction Dewatering in the Service Water Pump Structure (SWPS) area.

4) Deep Probing for Utilities in the Sh,'PS area.

1

5) Procedure for Dutch Cone for observation well number 4.

In addition, R. Landsman wanted to discuss the construction sequence which was presented by CPCo to NRC Region III in a meeting at Midland Plant Site on i

March 3, 1983. Also J. Kane wanted to discuss the penetrometer readings from Piers 12 East 4 West.

'Ihe following is a sumary of the discussions and the agreements:

1) Auxiliary Building Pier load Test:

a) NRC provided coments on Appendix-D to Specification C-195, Testing Procedure for Axial _ Compressive Load Test of Pier W11. These coment's l

were then discussed.

It was agreed that CPCo would provide NRC w&th a l

marked-up copy of this Appendix with the agreed changes. This wo61d

' allow NRC to review the proposed revisions. Subsequent to this meeting, l

NRC was provided with proposed revisions to Appendix-D (attached) on January 15, 1982.

It should be noted that the mark-up includes additional j

minor proposed revisions besides those based on NRC comments.

Page 1 i

2 b) CPCo agreed that two additional carlson stress meters, one at top and the other at bottom, will be provided for Pier W11.

It was also agreed that the lower carlson meters will be located as close to the Pier bottom as practical.

c) NRC questioned the basis of the 20 feet exclusion zone in Sec 7.2 of Appendix-D.

It was pointed to hRC that no work on drifts or piers would be done in this zone while Pier W11 was being load tested. After discussions, it was agreed that NRC would be provided with a marked-up drawing showing the exclusion zone.

Further discussions would then be held between CPCo and NRC as to which other work can be pennitted concurrently with the load test. NRC was provided with marked-up prints of drawings C-1417 (plan) and C-1417-1 (elevation), showing the exclusion zone, on January 15, 1982. A copy of these drawings is attached to these meeting notes.

d) NRC asked CPCo as to how long it would take them to evaluate the test results after the load test is completed. CPCo indicated that it was planned to have the engineers available at the site for evaluating the load test data. CPCo would be prepared to discuss the load test data and its evaluation with NRC during their site visit at the time of the load test. NRC concurred to review the evaluation at site.

e) NRC asked with reference to Sec 5.5 page D-4 of Appendix-D, as to which Deep Seated Bench March (DSB) would be read for the upward movement criteria while Pier W11 is being jacked.

It was pointed to them that DSB-2W would be the applicable bench mark.

f) NRC asked about the minimum compressive strength required for the pier concrete before it could be jacked.

It was pointed that 2000 p.s.i. is required and that the approximate bearing pressure under the bearing plates under the jacks was 275 p.s.i.

NRC was satisfied that the concrete strength was adequate.

g) NRC requested a copy of Specification C-195 for reference. This

'was subsequently provided.

2) Specification C-200, dealing with Administrative Action and Corrective Measures for Underpinning:

NRC provided comments on Revision 1 of this specification. These comments were discussed and agreements were reached as to their resolution.

It was agreed that based on these agreements a Specification Change Notice (SCN) be issued for this specification so that the changes can be impicmented at the site, and a copy of the SCN be provided to NRC for their review.

If NRC had any further comments they could then be incorporated in another revision to the specification.

CPCo provided a copy of SCN 13001 to Specification C-200, dated 3/11/83, to NRC on 3/15/83. A copy of this SCN is also attached to these meeting notes.

J

3

3) Construction Dewatering in the SWPS Area:

CPCo asked permission for the drilling of wells numbering approximately 130.

NRC indicated that they would give permission to drill 6 preliminary wells of continuous soil sampling to confirm the elevation of the sand layer.

After t' ? drilling of these wells, discussions would be held with NRC and they wLid then give pemission to proceed with the reinaining wells.

4) Deep Probing for Utilities in the SWPS Area:

CPCo explained the proposed procedure, using jetting, for deep utility probing in the SWPS area.

In reply to an NRC question, CPCo stated that there were approximately 16 deep probe holes in the area of soil which was not to be replaced and the remaining probe holes would be in the area where soil is planned to be replaced. NRC indicated that they would give pemission for the deep probing inside the area where soil is to be replaced.

CPCo would then discuss with NRC the records of the first 5 or 6 probe holes i.e. the rate of penetration, range, material type etc. Based on this record, NRC would make a judgement whether sthis method of drilling would be allowed for the remaining probe holes in the area where the soil is not to be excavated and replaced.

5) Dutch Cone Penetration Test' for Observation Well (OBS) number 4:

NRC provided comments on Specification C-113, static cone penetrometer tests (cone soundings). After discussion of NRC comments it was agreed that the refusa1 rate, referenced'in1 Sect.5' of the specification,would be reduced to a range 40 to 90 kilonewtons and the value would be detemined by the Project Geotechnical Engineer (PGE). NRC indicated that with this change they would approve this work. (S:ubsequentlySec 7.5 of the specification has been revised, with SCN13001, as follows Refusal shall be defined as a maximum guage pressure between 200 and 460 Kgf/cm (thrust of 39kn to 90kn). as detemined by PGE).

6) Auxiliary Building Underpinning Construction Sequence:

R. Landsman made comments regarding a 3/3/83 meeting, which he attended at the plant site, between CPCo and NRC Region III, where CPCo explained the construc-tion schedule. The following is a summary of discussions which followed R. Landsman's coments:

a)

R. Landsman pointed out that the schedule showed that Pier W10 would be started before completion of the Pier W11 load test.

CPCo indicated that there was a slight error in the infomation i

presented to him.

In reality, Pier 10 would be restrained by the completion of the load test.

b)

R. Landsman infomed hPR that the construction schedule showed that CPCo was planning to use the Utility Access Tunnel (UAT) for approaching the CT Piers. NRR indicated that any significant changes should be discussed with them before proceeding. CPCo pointed that NRC was notified about the proposed change at the site during the March 3 meeting, and CPCo also mentioned at the i

meeting that they were available for technical discussions with NRC.

S. Poulous indicated that this change was an improvement in the design.

It was agreed that sketches of the UAT scheme would be supplied to NRC. Subsequently on March 15, prints of drawings SK-C-856, SK-C-857 and SK-C-865 showing the sequence and detaiis for the UAT scheme were provided to NRC. A copy of j

these drawings is attached to these meeting notes.

4 c) NRC asked whether there were any other proposed changes which were significant. CPCo indicated that there was one other change regarding the top level bracing of the temporary underpinning piers (W Piers) adjacent to the electrical penetration area.

Previously it was intended to brace the top level aglinst the containment. Because of the interference with the containment structural integrity test, it is now proposed to brace the top portion of these piers against the Turbine Building Mat. This is termed as the Tie Back scheme.

CPCo indicated that this change was also reflected in the constniction schedule presented to NRC Region III on March 3.

NRC asked that they be provided with sketches of this scheme for their review. Subsequently on March 15, CPCo provided NRC with sketches SK-C-839 and SK-C-840.

Copies of these sketches are attached to these meeting notes.

d) NRC emphasized that any significant future changes to underpinning from the SSER supplement 2 should be discussed with them. CPCo indicated that they understand the requirements and intend to do so.

7)

Penetrometer Data for Piers E/W-12:

NRC asked about the average values obtained from the cone penetrometer readings for Piers E/W-12.

M. Lewis indicated that an average value of 6.5 to 7.0 k.s.f.

for the shear strength was obtained.

It was agreed that this value seemed reasonable with respect to the design assumptions.

J. Kane was interested in the actual datafrem the cone penetrometer readings for his infomation.

M. Lewis provided these values over the telephone on 3/9/83. These values are attached.

8) Miscellaneous:

J. Kane asked for copies of the following drawings to enable NRC to prepare for their forthcoming site visit at the time of the load test:

C-1417, C-1492, C-1492-1, C-1490, C-1491, C-1492, C-1493, C-1493-1, C-1495, C-2003, C-2004, C-2039, C-2039-1, C-2039-2, C-2039-3

'Ihese drawings were subsequently sent.

9) Attachments:

i a) Proposed Revision to Appendix-D, Spec C-195, Testing Procedure for Axial Compressive load test of Pier W11.

b) Marked-up prints of drawings C-1417 and C-1417-1, showing 20 feet exclusion zone during the load test.

1 c) SCN 13001 to Specification C-200 Revision 1.

l d) Sketches SK-C-856, SK-C-857 and SK-C-865, showing the sequence and details for the UAT scheme, c) Sketches SK-C-839 and SK-C-840, showing the proposed Tie Back scheme.

f) Cone Penetrometer data for Piers E/W-12.

(3 sheets)

K. Razdan 4/13/83

a Specificatica 7220-C-195(Q), 2.07 1 Appent.ic 0 oggpoSed f, eV s SW,t :

i TESTING PROCEDURE I

FOR

' I AXIAL COMPRESSIVE LOAD TEST OF PIER / Wli 3 W g3 CONTENTS 1.0 SCOPE 1

2.0 EXCAVATION REQUIREMENTS FOR SOIL, 1

SOIL SAMPLING, AND TESTING 3.0 PIER INSTALLATION REQUIREMENTS 2

4.0 PIER INSTRUMENTATION REQUIREMENTS 3

5.0 LOADING REQUIREMENTS 3

6.0 LOAD TEST MONITORING REQUIREMENTS 4

j 7.0 OTHER UNDERPINNING ACTIVITIES - RESTRICTIONS 6

8.0 FIELD LOAD TEST REPORT 6

i il l

l

f EXHIBITS

-M*wtMewts A -1 Pier Load Test DataAForm A -t Pier L ea d Tesi bach.- Carlse Le d s p,..

N oad Versus Settlement Form B-I

.,j BL dp L el Verses SeglemeJ. Tere C

Settlement Versus Time Form D

Pier Load Test Data / Set Up Form l

E l *ad h Cartsan (evg,g gf y y e

0127n i

APR 2 0192 4

..,,- ~ ~ --

^

Specification 7220-C-195CC). 29? 1 Appendix D APPENDIX 3 TESTING PROCEDURE FOR

~

AXIAL COMPRESSIVE LOAD TEST OF PIERf N4 ll 1.0 SCOPE 1.1 GENERAL This procedure describes the specific requirements for the engineering, materials, and services required for construction of test pier and for performance of incremental axial compressive load test on the designated pier.

This procedure supplements Specification 7220-C-195(Q) by augmenting the unique requirements for construction of the test piers and monitoring of the test load.

1.2 The tests'will be performed under the direction of the resident geotechnical engineer (RGE) or his designated i

representative and it will be his responsibility to have all test data properly documented.

l In addition to the RGE's documentation of pier test data, Subcontractor shall document the pier proof load test data and pier acceptance records, as in the case of any other pier.

i' 1.?

?:: the pler ed errpreceive 10:d tect :t pier 411, th epecified Iced 1

$00 tip cr.d the p:::f t :t 10:d i: 520 kip, ::::1 ting ir :

p:cef t :t h:::ing pr ::ur; cf 21.0 kaf.

1 L

2.0 EXCAVATION REQUIREMENTS FOR SOIL, SOIL SAMPLING, AND TESTING 2.1 Two density tests of the pier subgrade soil i

shall be performed (by Contractor's testing agency) by either of the following two methods as directed by the RGE:

2.1.1 Two volumetric density tests shall be performed at the level of approved 1

0127n D-1

~

=

1

\\

Specification 7220-C-195(C), Rev 2 f/\\

Appendix D i

cubgrade of the pier in accordance with ASTM D-1556.

2.1.2 Between 1 and 1-1/2 feet above the minimum pier tip elevation shown in Design Drawing 7220-C-1417-1(Q), two 10-inch cube samples shall be obtained for density tests in accordance with USBR Earth Manual E-2.

kaarin3 ercepitzuc.

2.2 In addition to densit tests, a dinimum of six f

cone penetrometer te ts shall e performed by the RGC for the pier subgrade[: il; ;;;1; tien.

g 3.0 PIER INSTALLATION REQUIREMENTS 3.1 A special antifriction lining shall be constructed inside the pier lagging in accordance with Subcontractor's approved procedures.

The antifriction lining shall be installed from the elevation of the bottom of the shaft to the access drift floor (or approach pit')

elevation.

The lining construction shall be either of the following two options or as modified in Subcontractor's approved procedure.

Option A -

Attacha1/2-inchthichfpIEw d

lining to the lagging.

Coat with grease or tar as required to attach an inner lining of 1/(ginen 4

thick asphaltic fiberboard such as i

Celotex.

The inner lining joints shall be taped to prevent concrete contact with the outer lining.

.' option B - Attach a 1/2-inch thic(R plywo)dd mi-lining to the lagging. 3 Completely, cover with a layer of grease or tar.

Attach an inner lining of 1//-inch thick plywood.

The inner lining joints shall be taped to prevent concrete contact with the outer lining.

3.2 The lagging and support for the designated test pier shall be constructed to allow for the antifriction lining such that the minimum g

t pier concrete dimensions shown on the design

/2\\

drawings or the concrete dimensions as modified in Subcontractor's approved procedures are met.

l 0127n D-2 o

i l

n.

u.,-.

,,.,-,.--,..s

..--..-e,

,_ayw-

--..-w

,.c

.u-A Specification 7220-C-195(C), ? rt :

Appendix 0 4.0 PIER INSTRUMENTATION REQUIREMENTS 4.1 Axial deflection measurements will be obtained from the upper and lower telltale dials described in Specification 7220-C-195(Q) and shown in Drawings 7220-C-1492(Q) and C-1492-1(Q).

4.2 Lateral deflection measurements will be obtained by marking the initial dial stem locations on the reaction plates and by measuring changes in the dial stem positions.

Lateral movements greater than 1/8 inch will be recorded and noted on the data records prior to applying subsequent load increments.

5.0 LOADING REQUIREMENTS 5.1 The pier load testing shall not begin until the prerequisites specific ' in Sectica 6.3.{**g '."

of Specification 7220-C-lSSi") have been,J/

verified and the RGE has approved thp'tast setup. (nd W dittc4ed b R&G add?tsinekinertheelt nof tueedaQ S*/. ad decrembts riot eseec loy.)

y 5.2 Jack loading of test pier' shall be performed at the following incremenual sequence unless otherwise directed by th RGE or his designated representative:

5, 25, 50, 40, 30, 20, 10, 20, 30, 40, 50, 05, 80, 90, 100, 105, 2

l 110, 115, 120, 125, 130,n120, and 110% of the specified load shown in Drawing 7220-C-1410(Ci.

344f-I tQ).

Each increment load shall be maintained for the duration specified in Section, 5.4.

5.3 Calculated gage pressures for the pier load testing shall be determined by combining the individual jack calibration datai "'.:th:r ^*

r^t the j2cMr 52": T:t : 20 : lit:: tic; ch;;%.

dired the R$g.u aNnshallbethefollowing4 rement

1. *NT 5.4 Load

,g g,+.4 Loadincrements,excepta[,specifiedin 5.4.1 Sections 5.4.2,end 5.4.3,Ashall be held until the rate of pier top settlement is less than 0.005 inch in 30 minutes, but not longer than 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />.

5.4.2 In the unloading / reloading cycle, the decrement 5at 40, 30, 20, and 10% and incrementiat 20, 30, 40, and 50% shall 0127n D-3 i

l

~

e

, - _. _ _ ~. - = -.. - - - - -

3:acificatica 7220-C-195(G), Rav 1 Ahpendix D 9

hd!

d be held for 20 minutes.

During this yg 3

L t

e loading cycle, it is not required to 2v 4 -6 J

}

meet any settleme: t criterion before 49 4

!y. 1.9 t proceeding to the next decrement or 8j E T, mSU.I! E increment lead.

L

'291 o 4s S

T I

u 8Y 5.4.3 The 100 M *.29 increment load shall

r 3 c'; j 0.h A N h be held until the rate of pier tcp 27

" 1i~ t Q-f settlement is less than 0.005 in 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br />.

o,'

I. uI E I &u2' W' Sher-f.5

• a i, +-

43f Wedges shall be ndtight for snugfit

.:q f 5.~f k'"8 h

'+ E E 2 2 at 110% of load, and shall not be 3*

yj readjusted with '"-"-- increments.-H-

{t y*b h!Dunenc.ary

}'l a

NN 5.4.4 When the acceptance criterion for pier I5 g

jd top settlement at the 120' i" N """" t P**I ES+

C'

$ h$hj ut load is achieved, (less than 0,005 in#ch '5 F

• 'S

-s t ajU in 1 hour) the jacking. load shall be f*- y ~ at fIl.P'Is f 2 C

• II"*b r dg to 110% of the specified load.^ N d 4,rf )k O,3 ntained on active jacks with

l t k$ '

wedges handtightened for a snug fi t

• }
• E The construction activities in the y j u g, 3.y 5 vicinity of test pier shall then resume g8 g-as directed by the RGE.

+ 5.4.5 ceptance of pier at 110% of the f 2." f. &.0 specified load, locking off the loads w q..,k N and maintenance of jacking loads on the y E. s,= pier shall be in accordance with

• 4 *j respective sections of i

Specification 7220-C-195(0). ) y#N x 5.5 If at any time during loading of the test pier gV3 there is an upward movement of the existing p,., J T 6 structure in excess of 0.03 inch ac the designated monitoring point, further jacking

• [h g.

operation shall follow the procedure specified ') a in Section 6.3.10.f of ,vj! 3 j 'y"[e ] Specification 7220-C-195(Q). 6.0 LOAD TEST MONITORING REQUIREMENTS iei J p T E 6.1 Unless otherwise directed by the RGE, pressure 1 I N' ' l d +0 gages and upper and lower tell-tale dial E indicators shall be read and recorded 'rtil om2 th: 1;; din 'u t' n ::quirc :nt: for each increment M "r:i' N t the following minimum times from the start of jacking: 0 (just prior to start of jacking).51, b lo, 20, 30, 4 0,' 50, 60, % 80, 100, 120 minutes, and each i 20 minutes .d 120 -i=" ten l un A 2, heurr G.m siset, cath I have ordd LO hevrs Oa St*% W %*n earA 2. hevrs unQ we inc,,,,,M duraM regatreinewh are mei. 0127n D-4 lI .,- - ww g c w we

• e p

.a -m= w

Specification 7220-C-195(Q), Rev 1 Appendix D and decrement e diretei bpe Rc,s.. Caricon ctrp d meters shall be read and 6.2 recorded at least twice oer lead I i' j 3- ' incrementd fir t r - '. f i d n 2;; r c 4~'.-l. 3 % A, t 10 minu m aft : 1:25 i n :: :aen t-Ms--Mer. 6 "I % i onlied unu second reading.;icair. V $ ~~ f ap.;s:xisctcly 10 T.inut:0 pric: to changir.g the- )

• *}

1;;.d ine::=ent. 4 e 5 0s o 6.3 Building movement A4 and other bupding .I,# }$.I instrument data shall be recorded ^o Eg t e each increment load, as specified in mA*b Drawing 7220-C-1493(Q). -% f h To the extent possible A pasare 56'*'d iellkledial yge E., 's 6.4 3 readings shall be ofa taken simultaneously and r.e orded along with w. N yfEf the clock times on theftTsE umentation data a .d w }L og. -f. the attached sample data form (Exhibit A) to forms. D i;; J;nn;y';;. The.RGE shall complete a j +o.6 consolidate the instrumentation and pressure Me mj data into a common form. Instrumentation data ' 's ,5 d 5 s +,j .:. - {. shall be made available to subcontractor for \\ 3 rw e its records, as specified in section 6.3.8 of j g8J$4 Specification 7220-C-195(Q). c5 of 2.c. o s.-r.t'6.5 All dial indicators, reference points, and a QC pressure gages shall be clearly identified .s i "g g }/t 1 with a reference number or letter to assist in 7 recording data accurately. MW rpnd \\A3 ? 6.6 Dial readings shall be nterpelated and .A 3 recorded tot 0.f001inedandaveragedtothe i. e. Q nearest 0.001 inch when computing movements. l-*.5 ester fressure gages shall be recorded to the hf nearest 25 psi. Carlson stress meter readings j.g shall be recorded to the nearest 10 psi. s 6.7 No e d observations shall be recorded on TY the forms and shall include, but shall

• 5 L

not be limited to, the following: description 1}

I and explanation of adjustments made to

• 6 instrumentation or field data or both; 3-l l

l} notation of any unusual occurrences during g testing; detectable lateral movement of the pier and direction; and any other pertinent $g 2 observations related to the performance of the 'l f test. (indalleg weght of pier) ,0., { for 6pendavemy 3d 6.8 Plots of (a)3 load ve sus average top 7 3 settlement, (b)3 oad versus average tip I; e settlement, and (c) settlement versus time N U will be main.tained by th RGE to monitor the progress of the test., gandEg), rms for these plots are attached (Exhibita l 0127n D-5 i _ =.. -.. _,. _. _ _

Specification 72 G-C-195(Q), Rev 1 Appencix D 7.0 OTHER UNDERPINMIMG ACT!VITIES - RICTRICTICMS 7.1 Jacking other than to maintain specified loads shall not be allowed at any other piers within 100 feet of the test pier during the test. 7.2 Excavating shall not be allowed within 20 feet of the test pier during the test. 7.3 Other construction activities which cause vibrations or which may disturb the test pier instrumentation shall not be allowed as-determined by the RGE during the test. 7.4 All operations in connection with pier load testing shall be carried out in such a manner so as to avoid personnel exposure to hazards. Only authorized personnel shall be permitted within the immediate test area. i l 8.0 FIELD LOAD TEST REPORT I 8.1 A field load test report will be prepared by j the RGE. As a minimum, it shall include the following information: i a. Project identification ' ~ b. Project location c. Test pier location and designation } d. Name of the RGE or his designated representativets) e. Log and description of excavation and soil testing l f. Cone penetrometer,:: Cult: ;.2 density; and e+her i test results g. Brief description and sketch of Carlson stress meter installation and imlfale install M g Description # h. 3of antifriction lining As-built pier dimension (s%a salaiawa e4 h,tip a4 qh f i. and sketch p t.3) g 3 P'2" l j. Date concreted and concrete cylinder 3 j test results and clate madrairpre_d_ansLLir.ir. nest 0127n D-6

5. Specification 7220-C-195(G), nev 1 Appendix D k. Surveyed pier tip elevarion and top elevation 1. List of related drawings indicating pier rebar, instrumentation details, etc m. Date tested n. Brief description and sketch of load pplication apparatus, including jack capacities, jack arrangement, pressure gage arrangement, and arrangement of pump. A sample of the form to be used is attached (Exhibit D). o. Identification, location sketch, and description of all gages and reference points p. Certification and calibration reports of jacks and gages q. Tabulation of all time, load, stress, and movement readings Notes and observations recorded during r. testing 3 g f== h prowduresinctuds anq causval euwv eues a cl dev;.3;..g s. Temperature and environmental conditions during the test t. I%F *E hp load versos moverwtnt # E' M.d tD venus setthent Y-PMs 4 +*P *M he Sethnt vers.g Q W. Plet.E topand +iP Gar son [ve3 4 y K. Greve4wo4ev levels and 63;5 of ' " "58 '" M K~d_5'il mod _yyy and basis (c,,q49,g) 1 0127n D-7 t ....... - - =. - -~r-

-. ~.... Sp;cificction 7220-C-195(Q), nev 1 ,l ; Appindix D, Exhibit A -1 y ; PIER LOAD TEST DATA - MOVEMENTS Project MIDUND UNITS 1 AND 2 i (See Sheet No.- for Plan) location MIDLAND, MICHIGAN (See Sheet No. for Notes) Owner CONSUMEFIS POWER COMPANY Engineer __ BECHTEL. ANN ARBOR, MICH. JOB NO. 7220 Time Pressure GeGee (poll s T*PrLoad Avg Top Avg Pier Not Tap ' A65 fip Destindicators t_ 5 p M**" g I"+d '"^ I g; Sellmt Compt Settml ' Se+4 mt Etschre 6T Clock f.s.ntr.lltheiZ /_ 2. 3 y Nom A4 (loch) (mcht finch) t eit c h 1 2 3 4 Absal ChL.g __ By Diels By Diale By Diale S-( Osals her.1.mt (b) i o -~ l l I; 1 4 4 ~' v i 4; r i i : 7220 358 8/82

i By

_ Date Pier No. !i sheet _ o g _.. _, _ i 1I

o Specification 7220-C-195(Q), Rcv 1 .I Appendix D, Exhibit A 4 f. l PIER LOAD TEST DATA - civti. son LoAos Project MIDLAND UNITS 1 AND 2 (S9e Sheet flo.- for Plan) location _ MIDLAND, MICHIGAN (Sen Sheet flo. for Holes) Owner CCNSUMERS POWER COMPANY i Engineer _ BECHTEL-ANN ARBOR. MICH JOB NO. 7220 T hia T( {> t r ed C Af' _t-Sn.4 STr.r55 Mf ft,t (CADirG((gi TPPLoAD 'T$ toad Wfl6dr Tm A L. (r"in?

i

[ t I 1 \\ 9 1 l_ 8 L \\ 4 7220 3'20 61'12 By Date Pier No. Sheet of_ s 9 -s-memm e - m wem .om gm-m -e.s. ..._. _ _ _ __ _ _ ~ _.. _. _ _ _...._..-._.. _.. - - Epscificatica 7220-C-195(Q),2ai A;:ptedi: 3, 2:hi*;1: 3_; t ". ~ <o .I(, PIER LOAD TEST DATA,LOAO VEpsus p., f..=..u.._w..T t 1i I l l Project. MIDL4ND UNITS 1 A,yD : l 1.0 Cation _ MIDLAND, MiChlGAN Owner CONSUMERS POWER COMPANY D

. i Engineer BECHTEL-ANN ARBOR MICHIGAN Job o 7220 ep Load (tons) i

) i I ' l l J I ' I f I l l I y I i 6 6 l l t i f I l 1 4 6 t, ? y 1 i I i I i e r' i #, i 9 i I i! ' 3 - I ,, 9 q 4 i a e 1 l* 0 iy ' i u .I i 6 s,w e MW M S ti j l$ i l l i 3 T i 3 a.I,! 0 -..B a.r i, ls t l* . i l l ! i 1 I i f i MW -- M. N ,y-,,v- ---w,-m-w-_,--,--ww~w..~twy e,,ww-.,-.w--, wg i--,- e,g,a-,,ww,,,we-wa. wwwe.--+-w_ww-,.-ww w-W- e,-e-wa-a

• m

-we - --w-m e-.ii----w-a - - - ::.....-'.w Y Specification 7220-C-19MQ),Ra, Appendix D, F.xhibit B. Yn? PIER LOAD TEST DATA. :.0;,; VERSUS SETTLEMENT 3 Project MIDLAND UNITS 1 AND 2 Location MlOLAND, MICHIGAN Pier No. Date Owner. CONSUMERS POWER COMPANY Engineer _ BECHTEL. ANN ARBOR. MICHIGAN Drawn By -- Jcb No. 7220 E*p Load (tons) I I I [ ,I ,I ,I g g I I ,i,i l 1 1 i l l 8 b 1 2 1 j i. Il ^ ~ .l .i .i I L. D-1 4 l' t-1 t i 8= == i 1 - - - -R' 1 rt l l l. m - -- n.we,-- -e- ,,r.-.- e e-.--- 4 e e e+.w www--.. - -. m--,,, w, -*=.-=*--h.. + ~ww-. ---+-+b. .-->m ---wv--- - ---.-w - - - ----- - - + - - - - -

• Sptcification 7220-C-195(Q), Rev 1 Appendix D, '.d.ibi: O

(, PIER LOAD TEST CATA ScTil.EMENT VERSUS TIME Project MIDLAND UNITS 1 AND 2 Location M10 LAND, MICHIGAN Pier No. i Owner CONSUMERS POWER COMPANY Date ); Engineer BECHTEL. ANN ARBOR, MICHIGAN Drawn By ) Job No. M i \\ Ji Time (minutes) l E ] ] i I l I I - 1 I I l I I i I I I l l l l l - 2 I 3 I - ,g I I i a e f I I 1 l i 1 1 4 I i I i I i I l I I I I ! I iI I I I 1 3 1 I I l I l i i 1 i a f ) i ? 4 i 'd pl l ,,g j 1 g l i! a - 1 i, i . i ,, t i i I r ^t i 6 I b '4 e j t g 'E h l ,i e t i e i i i I i I f I I L f i 4 1 1 4 i I 4 9 1 ( -pW -,,r --,-n---- ,,,,-w,--+-- --e,~~,,,,,, --..a, -, - - -, - - - - - - - -.., - - _ - - - - - - - ,.,.s 39ecifiestien 7t0 t'-1?!(M.": r A pendi D, E: hibit 3 ( PIER LOAD TEST DATA /S:ETUP sheet et Frej2ct M:Ol.AND UNITS 1 AND 2 Data l.ccatica M!OLAND, MICHIGAN Pier No. Cwner CCNGUMERS POWEP COMPANY 3y Engineer _ BECHTEL. ANN APBOR, MICHIGAN JOB NO. 7220 Weather Temp 'F caMhn % Jack Serial Numbers.A : Hydraulic Jack / Gage C P" :: 't, See Sheets: Gaga Serial Numbers: Spherical Bearing Numbers: Stress Meter Serial Numbers: Pier and Boring Locations See Drawing Numbers: Soll Cata

Reference:

Notes: ~ Show Sketches Below for (1) Test Setup, and (2) Plan of Pier Locations j q ,r i.' i g e = . I a ~ 1> i 778 MIS 7 te2 - - ~ ~ --., e. T p w q M-w -www w -ei-we*,-- -yw w +h'tW=F T ep,w,+g e + v7-rw---+NMe-y+1 p--ge-yY----t'P--^--

r-- -- - -- 27. = ;. -- - - - _ - - - - - - - - - ~ - - S rcification 7220-C-195(Q), Rev 1 P .spp endi:: C, 2:hibi: <> STEE55.f CTEf5 Olen i n a.n r.e.c.-.-a.um x. w.,.4 p _e t; gng P0 ject MICLAND UNITS 1 AND 2 i.ocation _ MIDLAND, MICHIGAN P!er No. Owner CONSUMERS POWER COMPANY Date. Engineer __ BECHTEL ANN AR3OR, MICHIGAN Drawn By, Job No. 7220 .,a j j j I' l' l i I 1, 5 l l ll-ll l l l l

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