ML20132A673

Interim Rept Re Settlement of Diesel Generator Foundations & Bldg,Per Presentation at 790718 Meeting W/Nrc.Oversized Drawings Encl

ML20132A673
Person / Time
Site:	Midland
Issue date:	07/18/1979
From:	CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
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ML19248D759	List: ML20132A673
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NUDOCS 7908170393
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{{#Wiki_filter:/Nk' MEETING WITH URC CN MIDLAND PLANT FILL STA'"US AND RESOIUTION July 18, 1979 9:00 AM NEC, Bethesda, Maryland

1.0 INTRODUCTION

2.0 = PRESENT STATUS CF SITE INVESTIGATIONS 2.1 Meetings with Consultants and Options Discussed (Historical) 2.2. Investigative Program A. Boring Program B. Test Pits C. Crack Fonitoring and Strain Gauges D. Utilities 2.3 Settlement A. Area Noted B. Preload C. Instrumentation g l-2.h Recent Revisions A. Deletion of Chemical Grout j' 3. Decision for Site Dewatering l r 3.0 REMEDIAL WORK IN PROGRIES OR PLANNED l= - 3.1 Diesel Generator Structures 3.2 Service Water Pump structure 3.3 Tank Farm 3.h Diesel 011 Tanks t 3.5 Underground Facilities l 3.6 Auxiliary Building and FW Isolation Valve Pits 3.7 - Licuefaction Potential l ( 3.8 Dewatering L' 79081703W 6. L

2-4.0, ANALYTICAL INVETIGATION h.1 Structural Investigation .k.2 Seismic Analysis -h.3. Stractural Adequacy with Respect to PSAR, FSAR, etc h.4 Soils Sumary. 5.0 iCONSULTANT'S STATE!G2iT 6.0. SCHEDULE 6.1-Preload Removal [. 6.2 ~ Auxiliary Building l l 6.3 Tank Farm i .6.h Service Water Building 6.5f. Site Devatering 6.6 Overall Impact 70 CAUSE INVESTIGATION 7.1 ' Analysis - 7.2 Possible' Causes T.3 -: Most Probable Cause - 8.0 QA/QC ASPECTS-8.1 Corrective Actions 8.2 - Q-Lis,t Fill Resumption 90 LICENSING ACTIVITIES AND CHANGE TO FSAR L

O 1.0 I!rrRODUC* ION On August 22, 1978, Consumers Power Company notified the NRC Resident Inspector that there was larger than expected settlement of the diesel generator building. foundation. On September 7,1978 the NRC was notified that it was considered reportable. The first 50.55(e) Interim Report was on Septerber 29, 1978 with the latest Interim Report submitted on June 25, 1979 On March 21,1979 a 50 5h(f) request was issued by H R Denton. Consumers Power Company replied on April 2h,1979 and revisions were sub-mitted on May 31, 1979 and July 9, 1979 Meetings with the Staff and Inspection and Enforcement have taken place at Glen Ellyn and at the site. In addition we have received several questions on this subject from the Staff. Initially, in September 1978 there were several options cor.sidered to n . correct the problems and these included modified mat, preloading, a combina-tion of these, underpinning and removal and replacement of the structure and soil. From that time to the present, there have been many meetings between i Consumers Power Company, 3echtel and the Consultants. Based upon these l-l meetings, a decision has been mde to delete the chemical grout option and j to go to a site devatering concept. This is discussed in more detail later. l-r t i t

v l'

2.0 PRESENT STATUS OF SITE INVESTIGATIONS 2.1 Meetings with Consultants and Options Discussed The investigative program conducted to date has included: meetings with consultants to discuss the options for remedial action as noted in the introduction, discussions concerning the NRC findings, investigation of the various remedial actions and preparations of 50.55(e) Reports. As part of the investigative program, approximately 31 meetings have been held on this subject since September 1978. Various consultants partici-pated in 11 of these meetings while the NRC attended approximately 8 of these meetings. Consumers Power Company attended a majority of the meetings also. During this time the causes of the problem were also investigated. Responses were also prepared to the 50.5h(f) questions. ) 2.2 Investigative Program \\j The major portion of the investigative progra= vas the investigation of the entire site soil conditions, which included appmximately 161 soil borings, lh dutch cone tests and 5 test -pits. (Figures 1 and 2 show locations.for ' soil borings and typical soil boring cross sections. Note: S'equential figure numbers have been added to show sequec:e in which they were presented at the July 18, 1979 meeting.) During this period of time, an investigative pmgram was also launched to monitor all cracks in major Class I structures associated with plant area fill. Strain gauges were also utilized. (See Figure 3 on typical section through Service Water Building.) It should also be noted that an independent fir = Goldberg-Zoino-Dunneliff & . Associates (GZD) was utilized for profiling pipes to determine settlement. (See Figure k on pipe profiling typical section.) A rabbit check of electrical O I duct verk was also utilized for assuring continuity. (See Figure 5.) During l this-period of ti=e the frequency of settlement monitoring of the Diesel Generator Structure was also increased.

~. _, ~ 2.0 2 2.3 Settlement It is very important to note that the Diesel Generator Building is the only Class I structure that was observed to have excessive settlement; however, as a result of the boring program we did find some areas with questionable soils beneath the structures. These areas were: Diesel Generator Building, Service Water Building overharg portion only, Auxiliary Building electrical penetration rooms and Feedvater Isolation Valve Pits. To correct the problems with the Diesel Generator Suilding it was decided to preload to consolidate the soils and accelerate the total settlement. (See Figure 6 on overall site layout of the power block.) Figure 7 shows the settlement of the four Diesel Generator pedestals vs the application of the surcharge. It can be seen that at the completion of the surcharge application the settlement appeared to be leveling out. Figures 8 and 9 show the settlement for the Diesel Generator Building. These figures are profiles looking north and looking in the east-west direction. Figure 10 shows settlement vs log time. Figure 11 highlights the elevation contours and differential settlement between the northwest ~ and southeast parts of the structure. Figure 12 represents the various utilities beneath the building. It should be noted that the Diesel Generator Building was initially partially hung up on these utilities and that after they.were freed the building settled in a more or less uni-form fashion over the last few conths. Figure 13 shows the location and types of instrumentation utilized to monitor the settlement of the building and instruments that vere utilized during the preload program to determine when the pore pressure had decreased to normal. l \\. l i

4 2.0 3 2.h Recent Revisions For the areas of questionable soil discussed previously it has been decided to provide vertical support for the Service Water Building Over-hang and to improve the support of the Electrical Penetration areas and Feedvater Isolation Valve Pits. The investigative program pointed out that certain sand areas were not adequately compacted. This presented a potential for liquefaction under the action of SSE. The initial remedial action plan was to chemically grout the loose sands. After further review of this remedial action, it appeared that while the grcuting vould sufficiently remedy the situa-tion, it would be difficult to prove that all areas had been unifo2=ly grouted. It was noted that there were discontinuous sand lens and fine [ grain sands and, furthermore, there were access problems for grouting. .\\ Underpinning of the Diesel Generator Building as another remedial action presented problems with shoring, support of utilities and schedule. It was decided recently that better remedial action vould be to devater the entire site on a permanent basis. This vill provide a conservative solu- . tion. since any liquefaction questions would be eliminated in any site area in the power block whether or not it was determined that there was a po-tential for liquefaction. More details of the basic plan discussed above are described in subsequent sections. i

O 3.0 an:1 > ^t uoax rn esoontss os etinato 3.1 Diesel Generator Structures The diesel generator building is a box-shaped structure. (See Figure 14. ) Its rain purpose is to provide a housing for the four emergency diesel generators. Structural valls are very rigid and are supported on strip footings. The building and the generator pedestal are founded on approximately 30 feet of fill. During the sunmer of 1978, settlements more than anticipated values were observed and a detailed soil investiga-tion was conducted. The backfill was found to consist of soft to very stiff clay with pockets and layers of very loose to dense sand backfill. The conclusion of the investigation was that the fill was not adequately compacted. Based upon the recommendation of our soil consultants, Professors Peck and Hendron, the remedial measure chosen was to preload e s (J the existing backfill by layers of sand surcharge. l Figure 15 shows in plan the extent of sand surcharge. The surcharge was gradually applied in steps. To date, the backfill under the diesel building is subjected to 20 feet of sand surcharge. Figure 16 shows a cross-section of the building and the surcharge. The surcharge produces stresses in the fill greater than the amount the fill would experience when the stnteture is operatienal. This surcharge vill remain until excess pore pressures are essentially dissipated and the rate of residual settlement becomes small and can be predicted conservatively by extrapolation. The preload consclidates soft areas of clay fill; hcvever, vill not signifi-cantly improve the quality of loose sands. The potential of liquefaction of these sands and aerial devatering of the plant site as a remedial measure ( ') for this problem vill be presented later in detail. N)

1 3.0 2 Figure 17 shows plan and cross-sectional elevations of a typical diesel generator pedestal. This is a reinforced concrete structure having a minimum compressive strength of 4000 psi. The fill beneath the pedestals have also consolidated resulting in differential settlement. Differential settlement of the pedestals vill have no effect on alignment of the engine and the generator because they are both mounted on the same foundation. Furthermore, because of the enormous stiffness of the pedestal, no signifi-cant varping is expected and the top of the pedestal vill generally lie within one plane. The diesel generator vill be set in a level position ir-respective of the amount of differential settlement between the corners of the. pedestal. It will be achieved either by a suitable layer of grout on the pedestal or by chipping a few inches of the top concrete and refinishing it to the required level. i The machine itself has considerable tolerance limits for tilt and roll. DeLaval Turbines, the manufacturer of the diesel generator, stated that a5 combined backward tilt and roll of the pedestal or a forward tilt of l '.h and roll of 5 combined will not affect the perfor=ance of the engine and the generator. Furthermore, during the operation of the plant, if further differential settlement causes this tolerance to be exceeded, the manufacturer states that the generators can be shimmed back to level posi-tion. ~ In su==arizing, for the diesel generator building the remedial work of preload is in progress and dewatering of site is being planned for -implementation soon. No further remedial work on the pedestal than that mentioned above is anticitated. r (,

3.0 3 ,() 3.2 Service Water Pump Structure The service water pump structure is located in the southeast end of the power block area adjacent to the cooling pond. (See Figure 6.) Figure 18 shows a plan view of the structure. The cooling pond is on the southern side. The major portion of the structure is founded on natural soil mate-rial except for the northern portion which is founded on fill. Figure 19 1 shows a cross-sectional view of the structure. As centioned earlier, the northern section, which is cantilevered off the main building, is founded on backfill =aterial. As a follow-up to the investigation of all Class I structures on fill, several borings were taken in this area. The borings 1 indicated that the backfill consists of soft to very stiff clay and loose to very dense sand. The conclusion was that some areas of the fill caterial under the northern part of the structure were not sufficiently compacted. }q t. )' However, no significant settlement of the structure has been noted. The %/ reason for this is that the existing dead loads from this portion are being partially supported by the rest of the structures through cantilever action. The recedial ceasure chosen is to support the north wall on piles driven to hard glacial till. The choice of piles is an economical and expedient solution with minimal impact on the schedule. Figure 20 shows in plan the layout of piles. A total of 16 piles is planned at this time. The piles will have a capacity of 100 tons and are designed as bearing piles to carry only vertical load. The piles will be pipe piles filled with concrete. They will be predrilled through the fill and driven into the glacial till. The length of piles is expected to be approximately 50 feet. rN. i i \\ / v

3.0~ 4 Figure 21 shows the method of transferring vertical load from the vall to the piles by a system of reinforced concrete corbels. As shown in Figure 22 the concrete corbels vill be anchored to the vall by a system of anchor bolts. The pipe piles in turn vill be jacked against the corbels to effect the transfer of load. A tect-pile vill be load tested to determine its capacity. 3.3 Tank Farm Figure 23 shows the tank farm in plan. There are two borated water storage tanks (BWST), a utility tank and a primary storage tank. Of these, only the EWSTs are safety-related. Each BWST has a capacity of 500,000 gallons and is 52 feet in diameter and 32 feet in height. . /~N As shown in Figure 24, a short concrete ring girder foundation with a strip footing is provided for each EWST. The tank is supported on the ring girder and the soil within the foundation. The tank by itself is quite flexible. Adjoining the ring girder for each tank is a small box-shaped structure called valve pit. This houses valves and other controls. At present, con-struction of ring girder and valve pits are ecmplete and installation of l piping is in progress. As a follow-up to the investigation of all Class I structures founded on fill, several borings and test pit examinations were completed in the tank farm area. The results of the investigation indicated that the tanks are supported on medium to 'very stiff clay backfill with oc-casional medium to very dense sand layers. The condition of the fill is l suitable for the support of the tanks. To confirm this, the tanks will be constructed and filled with water in order to make a full-scale test of the ( -\\ foundation so11. l

3.0 5 -73 (_) Figure 25 shows the layout of borated water lines entering the tank through the valve pit. The piping connections are being made to allow startup, flushing, filling and testing of the tank. Selected points on the piping between the BWSTs and the auxiliary building vill be monitored for. settle-ment during construction phase. Any differential settlement measured vill be analyzed in accordance with established procedures. 1 In summary, the backfill material on which the BWSTs are founded is satisfactory and vill be confirmed by a load test. Borated water lines vill be monitored and evaluated for any differential settlements. Therefore, no remedial action is anticipated for these structures. 3.4 Diesel Oil Storage Tanks The diesel oil storage tanks are located in the southeast end of the / ( ) power block area and near the condensate storage tanks. There are 4 diesel v oil storage tanks, each 12 feet in diameter and hk feet in length. (See Figure 6.) Figure 26 shows a cross-sectional view of a tank. There is six feet of earth covering each tank. The tanks are supported at three points anchored to con-crete pedestals. The tanks are founded on backfill and results of the boring program indicated that the tanks are supported on medium to stiff sandy clay backfill. This soil condition is adequate to support the tanks. !breover, the weight of the tanks is approximately equal to the fill that it replaced. In order to verify that the fill is satisfactory, these tanks have been filled with water and settlements are being monitored. It has been three nonths since the tanks have been filled with water and no appreciable settlements have r'"'s been noted yet. Therefore, the backfill is considered adequate and no re-t i t / \\~ medial measures are anticipated.

3.0 6 3.5 Underground Facilities The underground facilities that vill be discussed are Seismic Category I piping and electrical duct banks. Figure 6 shows safety-related piping, namely Service Water Lines, from the auxiliary building.to the service water structure and from the diesel generator building to the service water structure, borated water. lines from the auxiliary building to SWST, and diesel oil lines from the diesel oil storage tanks to the diesel generator building. Also shown are electrical duct banks. To evaluate the present condition of piping, a representative group of piping was selected and profiled by a Nold Aquaducer Profile Settlement Gauge. Figure 27 shows for illustrative purposes a plot of one of the lines profiled. All the pipes profiled were reanalyzed taking into account the measured differential settlement in accordance with the provisions of cur- \\\\ rent codes. The analyses showed that the calculated stresses due to differ-ential settlement are within allowable linits. In su= mary, the pipes are very ductile and calculations show that there are no adverse effects of differential settlement. Therefore, no remedial work is anticipated with regards to buried piping. Electrical Duct Banks - The duct banks are reinforced concrete elements enclosing FVC and rigid steel conduits, thus, providing voids for the cables. Continuity checks that are being performed by passing a rabbit through all the voids was dis-l cussed previously. This program establishes the fact that, to date, the duct banks are intact. Further=cre, the duct banks are reinforced with nominal amcunt of steel, therefore, possesses a considerable amount of ductility in bending. N

3.0 7 OD) As shown in Figure 28, a preliminary calculation indicated that a typical duct bank of 100 feet in length can undergo a maximum of 12" of central deflection in pure bending at ultimate load. In summary, the integrity of the duct bank is established by passing a rabbit through during the construction phase and the duct bank by itself is ductile and can absorb a considerable arount of differential settlement without significant stresses. Therefore, no remedial measures are anti-cipated for duct banks. 3.6 Auxiliary Building and W Valve Pits The following describes the proposed remedial measures for the electrical penetration areas of the auxiliary building and the adjacent feedwater isolation valve pits. The objective of the remedial measures is to re-G/ place questionable bearing capacity as evidenced by soil sampling data. The design of the remedial measure has the objective of replacing the suspect soil bearing capacity with structural elements which extend from the existing concrete foundations to underlying undisturbed glacial till while minimizing disturbances to existing structures and construction operations. In order to accomplish this it is planned to utilize the structural capacity of the electrical penetration rooms to bridge over some of the questionable underlying materials by providing caissons at the extremities of the electrical penetration rooms. These caissons shall have sufficient capacity to support approximately one-half of the dead and live loads of the electrical penetration rooms with the remaining one-half being supported by the control tower. The proposed method for supporting the isolation valve .OV

3.0 8 O pits is to temporarily support them in place, totally undermine them by removing all materials to a depth at which undisturbed glacial till is encountered and filling the excavation with lean concrete. The plan of attack for perfoming the work is as follows: (See Figures 29 thru 33) I 1. Locally dewater the soil above the glacial till in the affected areas. It is essential that the loose granular soils be devatered to pemit excavation under the structures without significant loss of ground. The dewatering system shall be installed and the water drawn down in advance of any excavation. The dewatering system is a curtain cut-off type. A majority of the eductors will be installed from the lower base-O) ment of the turbine building. The discharge vill be monitored for ( piped fines. 2. Temporarily support the isolation valve pit by the use of needle beams spanning between the buttress access shaft and turbine building founda-tion wall at the ground surface. 3 Excavate an access shaft adjacent to the isolation valve pits to a depth of approximately T feet below the bottom of these pits. The excavation would then proceed laterally as a drift until the excavation reaches the extreme edge of the electrical penetration area. 4 Install Jacked caissous at this location utilizing the electrical penetration rooms foundation as the reaction. The jacked caisson method has been selected for the following reasons: O \\ 1 \\J

3.0 9 O It will be possible to Jack through loose sands and soft clays a. without excavating material from within the caisson thus preventing loss of ground from under the electrical penetration rooms, turbine building and buttress access shaft. b. It is known that there are sizable concrete obstructions in the backfill area which will be encountered by the caissons. A caisson provides man-size working room for demolition of the concrete obstructions. Likewise, the man-size working room of the caisson will pezuit c. direct excavation of highly compacted sands and/or clay as well as the glacial till (caissons penetrate the glacial till a minimum of ( 7 5 feet). d. The caisson provides access for direct visual inspection of the glacial till for the ' initial determination of bearing capacity (final bearing capacity is by load test). 5 concrete the caisson and load test same. a. Load test one caisson under each electrical penetration room at 2.0 times design capacity. b. Load test each caisson individually at 15 times design capacity. Load test all caissons as a group at 1.0 times design capacity or c. 1/4" of vertical structure movement, whichever occurs first. A IV) d. Upon completion of any tests the caissons are to be left in a i prestressed state to prevent any settlement. L

10 3.0 O 6. Install support of excavation system alcng the turbine building foundation wall and connect it to the access shaft and the jacked caissons. The jacked caissons which were previously installed under the electrical penetration rooms will temporarily act as support of excavation for the excavation under the isolation valve pit. The containment structure and the buttress access shaft fom the remainder of the excavation enclosure under the isolation valve pit. The support of excavation system along the turbine wall foundation will also act to: a. Support the temporary additional lead imposed on the foundation wall by the needle beams which support the isolation valve pit at the' surface. b. Support the turbine building vertical loads within the zone of influence of the excavation under the isolation valve pit. T. Excavate all material from underneath the isolation valve pits to a depth at which undisturbed glacial till is encountered. 8. Fill the excavation under the isolation valve pits with lean concrete l backfill to within 7 feet of the existing foundation. 9 Place structural concrete in the drift under the isolation valve pits and the access area used for installation of caissons underneath the electrical penetration rooms. 10. Dry pack and transfer isolation valve pit load to the lean concrete s backfill.

3.0 11 b) v The design of the caisson is based upon a ver/ conservative caissen tip pressure of 25 kips per square foot (KSF) for straight sided caissons. This provides a tip load intensity of approximately one-tenth that normally associated with jacked piling, and will bring the long term settlement into line with expected settlements of the balance of the auxiliary building. The bearing strata pressure is limited to 20 KSF for straight sided caisson. If the bottom of the Jacked caissons are belled in the glacial till, the design tip pressure is reduced to 17.7 KSF. The bearing strata pressure associated with belled caissons is not relevant. The steel shells for the Jacked caissons are neglected in calculating the structural capacity of the caisson. bi t / The bearing pressure on the glacial till below the isolation valve pit is only nominally increased by the substitution of concrete for earthen fill. 3 7 Liquefaction Potential Figure 34 presents a summar/ of the predominant fill condition (material type and density) below various categor/ I structures supported on plant area fill. The figure shows the fill under all category I structures supported en plant fill consists of both sand and clay except for the borated water and diesel fuel tanks where the fill is predominantly clay. Liquefaction evaluations were =ade for the auxiliar/ building-control tower area, auxiliar/ building-railroad bay and the diesel generator building. No liquefaction analyses were made for other areas. The x l_

3.0 12 O liquefaction evaluation was based on experience at sites where 11gue-faction did or did not occur and access to pertinent infor ::ation regarding earthquake magnitude, distance from the source, gr;und curface acceleration vere either known or possible to estimate. Figure 35 is a plot of the cyclic shear stress ratio, causing liquefaction versus the standard penetration blowcount corrected to an equivalent over-burden pressure of 2,000 pounds per square foot. The figure correlates the shear stress causing liquefaction in the field and the penetration resistance of the sand. Utilizing this figure, if the standard penetration resistance is known a ; a certain site along with other pertinent information regarding the soil column, the structure and ground surface acceleration, a point can O .c be plotted on this graph. The horizontal coordinate of this. point will be the ::tandard penetration resistance after correction to an equivalent overbuztlen pressure of 2,000 psf and the vertical coordinate will be the shear stress ratio induced during the earthquake. If the point falls below the line, this vill indicate liquefaction would not occur. On the other hand, if. the point plots above the line, this would indicate that lique-faction is possible. This can be illustrtted in tems of factor safety as follova. Factor of safety = cyclic shear stress causing liquefaction induced cyclic shear stress The liquefaction evaluation was based on ground water table at elevation 627 and ground surface acceleration of 0.12g and did account for surcharge from the structure. It is noted that figure 35 is based on data for =agnitude 7.5 earthquake which constitutes a very conservative basis for evaluation of liquefaction at Midland.

3.0 13 O Utilizing this information the line representing a safety factor of 15 has been calculated and superimposed upon the standard penetration blow-count versus depth for the northwest and northeast areas of the diesel generator building as shown in Figure 36 and 37 The figure also shows the line representing a factor of safety of 1.1. It is seen from Figure 36 that a good number of the standard penetation blowcounts are less than those required for the acceptable factor safety of 15 Evaluation of the sands in the northwest area of the building indicates that some of these loose sands may be connected. Figure 37 shows that the great majority of the penetration tests indicate a safety factor well in excess of 1.5 with the exception of three cases below 1.5. Figure 38 is a similar plot for the auxiliary buil, ding railroad bay shcwing \\' that all except a few of the standard penetrations values are well in excess of the required safety factor of 1.5 Some blowcounts in borings AX-1 and AX-10 between elevations (619-623) show a factor of safety slightly below 15, but these occur within a limited thickness and the neighboring boring AX-2 indicate much higher factors of safety within the same depth range. Figure 39A illustrates that the standard penetration blevecunts fmm boring AX-9, AX-6 and AX-18 under the control tower indicate a factor of safety in excess of the required 1 5 in all cases. Figures 39B, C and D show the relationship between standard penetration resistance, relative density, and effective overburden pressure for the three areas indicated. In conclusion, liquefaction analyses show that there could be a liquefaction problem at the diesel generator building. Porings also indicate liquefaction [\\ is very unlikely in the railroad bay and that there is no liquefaction prob-lem in the contml tower area.

lh 30 ? In order to eliminate liquefaction questions anywhere at the site in Midland, a ' general dewatering sel:eme has been adopted. In this scheme the ground water table vill be lowered to the approximate elevation of 600. \\s 1 s t

Settlement Due To Earthquake Shaking With elimination of liquefaction potential the remaining factor to be considered in settlement of sand due.to ground shaking.i Analysis was con-ducted on the basis of studies by Seed and Silver (1972) and Finn and Byrne (1975) which considered relative density, number of earthquake eyeles, ground surface acceleration level, thickness of the sand, effects of multi-directional shaking, and the presence of the -structures. Relative density-t was evaluated on the basis of Gibbs and Holtz relationships. The number of earthqqake cycles were taken as 10 in the Seed and Silver analysis. Finn and Byrne analysis was based on the recorded El-Centro earthquake. Acceler-ation level was taken as 0.12g for the SSE and 0.06g for the.03E. Thickness of the sands were based on the soil borings. Multi-directional shaking effects were counted for the multiplying the calculated uni-directional settlements by a factor.of 2 5 The structure was accounted for as -if it was a uniform curcharge.

Preliminar/ analysis based on these parameters indicated'a settlement range of h inch to 1 inch for the diesel generator building area. It is noted that these estimates are conservative since they are based on the assumption that the sand is dr/. Because the sand will be moist, the precence of capillary force vill reduce actual settlements below those predicted. ka

15 3.0 OV 3.8 Devatering Figure 40 is a Plan View of Area Devatering System. The soil as described before by others generally censists of sand and or clay fill placed on the original cand or c1cy strata. The original sand Generally extends from elevation 570 to elevation 600 with clay beneath the sand - though in a few areas the underlying clay extercls to the original ground surface. The present ground water level is about elevation 627 - the cooling pond level. As part of the original dike construction, an impervious cutoff vall has been installed around the West, North and East sides of the area. The cut-off vall, a slurry trench or clay core, extends into the original clay till. The sources of recharge for ground water within the Q listed area are rain-fall and the cooling pond water from the South side of the area. The coefficient of pemeability of the soil as detemined from the initial pumping test conducted in Auxiliary Building area is less than 0.007 feet per minute. Additional data about the permeability of the soil and total yield vill be obtained during temporary dewatering of the Valve Pits and Electrical Penetration Rooms. Also there are considezeble grain size data available from the extensive boring program that has been carried out at the site. The present conception is to enclose the Q listed area with a permanent exterior devutering system. The devatering syctem veuld consist of s 't

w ~ 3.0 16 /( submersible deepvells that would extend to the original clay till. Approxicately 200 to 300 deepvells would be installed. The number required r to maintain the ground water at the desired level vould be operated and i the remainder would be redundant. There vould be sufficient redundancy to provide for interruption of parts of the system. Also there vill be 100% standby generation availability. 1 The pumps vould be wired electrically such that they are staggared and l l sectioned so that one interruption does not affect a continuous length i l . of the devatoring system. f l The pemanent interior devatering system would be used to mop up ground water remaining within the area enclosed by the perimeter devatering system. The wells would be pumped as required to remove ground water J that collects within the exterior perimeter system because of the recharge i from rain,. shut down etc. The ground water removed would be monitored to assure that no fines are being removed from the soil. After an initial pumping period of about six months the basin that is devatered should be large enough that the pemanent devatering system could be down completely from one to two weeks before a significant rise in the water level within the devatered area vould occur. The principal source of recharge is ~ the cooling pond and the rate the ground water flows through the soil from the pond is icv. Pie::cceters vould be located at key points to monitor the ground water \\v level and alert the plant when the ground water has risen above a pre-detemined elevation.- i,-

'30 17 . p) L Figure hl is a north-south section through the area to be devatored. ':"ne deepvells would extend to the original clay till, they would be spaced close enou.-A to cut off the flow of water into and remove the water from within the Q listed cres. Figure 42 indicates that the devatering system would be buried below the frost depth. The necessary disconnecticns vould be provided to pemit screening the 'deepvells. In area of heavy traffic a manhole would be provided for access to the deepvells. The capaciti.es of the well screens (6" diameter) are considerably in excess of the anticipated equilibrium ficw of 1 to 10 gpm per well. f"] The well screen diameter, 6 inches, is necessary to provide the ( ) 'w/ clearance required for the submersible pump. The well screens vould extend the full depth of the soil to be dewatered and they would be encased in a select sand filter for their full depths. Figure 43 shows that for areas where there is no objection to having a slight protrusion above the 6round surface, pitless adaptors would be used to provide access to the wells and pumps instead of manholes. Figure 44 is a sketch of an interior permanent deepvell. Smaller diameter wells would be used to remove the water perched within the q listed area. These wells would be pumped initially and occasionally therefore as required. O /v) l

E h.0 ANALYTICAL INVESTIGATION The following is a brief overview of: h.1 Structural Investigation b.21 Seismic Analysis 4.3 Structural Adequacy With Respect to FSAR, FSAR, Etc Structural analysis is defined as static analysis when the various loadings are applied to the structure as static loads and then the design forces are detemined for sizing reinforcing steel. Whereas, seismic analysis-is de-fined as the dynamic analysis that is used to determine structural response. Figure 45 shovs the various items that were reviewed in the structural . investigation. For the diesel generator building, the original design was governed by tornado missile impact and a 3 psi vacuum loading. The s seismic. response for this structure was relatively small. As an indica-tion, the calculated shear stress 'in the east-west -direction was h0 psi and 25 psi in the north-south direction. The new analyses that are being performed vill involve using a finite element model to investigate the variable foundation properties. Up to now, the maxir:um cracking observed in this structure has been approximately 30 mils and this occurred in the short valls from the vertical duct bank -loadings during construction. The structural investigation of the service water pump structure revealed the following: The original design for this structure was governed by - tornado missile impact and the 3 psi vacuum loading. Seismic response was relatively low with a calculated shear stress in the major valls of about { 20 psi. - The new analyses that will be used for this structure vill involve 'V/

4.0 2 g () conventional techniques considering the walls and slabs with the piling that will be used to support the portion of the structure on top of fill. Cracking in this structure to date has not exceeded 20 mils. This cracking occurred in the walls and the roof. Up to now there has been no detectable settlement for this structure. The structural investigation of the auxiliary building penetration areas revealed the following: The original design was governed by the safe shut-down earthquake and the pipe break. The original, analysis was conservative since it was based on a system of beams and columns to simulate the large walls and floors. As far as the seismic response, the structure was near capacity using this original model. A new analysis is being performed which will involve a finite element analysis of the structure, this will include [7 the caissons which will be used for end support. In this structure the ( ) cracking as measured to date has not exceeded 15 mils. This has occurred N/ in the walls and there has been no detectable settlement. For a review of the seismic analyses, refer to Figure 46. A general review is as fbilows: The ground response spectra is presented in the FSAR and this is based on an OBE of.06 g's and an SSE of.12 g's. Stick mass models with foundation springs were used. Material damping values are presented in the FSAE; modal damping was limited to 10% except for rigid body modes. The analysis technique used both the response spectrum and the time history metho ds. For the diesel generator building the original analysis used a shear wave velocity of 1,360 rps. One analysis was performed and equipment response ,y spectra was widened by + 15 percent. A new analysis has been completed using l \\ / t

- k.0 3 O a lover limit shear wave velocity of 500 fps. The new spectra vill. . envelop both the 500 and the 1,360 fps analyses values. ~ Referring to Figure 47, the seismic analysis for the service water building involved an original analysis which used 1,360 fps as a base case. Then the foundation shear modulus was varied by 150 percent. These three analyses were used to generate equipment response spectra and the spectra used was the envelop of all three. A new seismic analysis is being done which will - use a shear wave velocity of 1,360 fps. The piling vill be modeled in this analyses, but only to resist loads in the vertical direction. Torsion vill also be considered in this model. The equipment will tnen be reexamined for the response spectra from both the original and the new analyses. For the auxiliary building, including the control tower and electrical .(. h y/ penetration areas, the original analysis used composite foundation springs with the equipment response spectra widened by 115 percent. The composite springs were used to represent different foundation materials for various parts of the structure. A new analyses will be perfomed including the caissons under the electrical penetration areas. The equipment response spectra vill be videned by 15 percent and equipment will be checked, if this response spectra is greater than the original in any frequency range. The different types of loads are shown in Figure 48. The first types of loads are' primary loads. This type of load results in stress. As an example, the most critical type of loads would be what are considered mech-anical loads. These vould be dead load, pressure, vind. All these types of loads have a constantly applied force. \\l

h. 0 -' 4 The next type of load, but of lesser severity, would be seismic inertia load, :however, these are of a short duration. The third type of load of lesser severity would b'e missile impact or pipe rupture loads. These types of loads have a limited energy input. The next classification of load would involve what is known as secondary loads. This term is quite comon in ASME codes. This type of load merely results in strain. They can result from internal self-constraint. As an example, if a pressure vessel has the bottom restrained, bending r:oments vould develop which would be secondary in nature because they are due to internal self-constraint. Seismic displacements in piping systems would be of a secondary nature since - different support points would only move a set amount relative to each other and induce strain. However, these types of loads can be cyclic in nature. Another type of secondary load would be a thermal load, such as a themal gradient through a vall. This type of load is also cyclic. Settlement is the least effective type of secondary loading because it prir:arily has only one/ half cycle of load with a limited input. Settlement is similar to forming r:aterials which are also half cycle. Forming is used for manufacturing pressure vessels and steel piping. Pipes are rolled to a particular shape. They exceed yield in this process, however, due to the low strain rates relative to ultin: ate, there is an undetectable reduction in the ultimate strength. It is also cer:r:on to form reinforcing steel. As an example, in reinforced containments the n:ajor hoop bars are bent to .Iv c.

h.0. 5 l shape and this involves a yielding of the steel. This also does not lead to any detectable reduction in strength and, of course, hooks are com=only used in reinforcing steel. ' Figure h9 shows a summary of the Midland design criteria. The first category is what is in the FSAR. The first is primarily dead and live 4 load, the 'second combines the small earthquake with live and dead, the third combines live and dead load plus vind, and the fcurth combination involves dead load,. live load plus the safe shutdown earthquake. The final load combination is dead load and live load and the tornado loading. 1 After discovering the settlement problems on the diesel generator building at the Midland -jobsite, it was decided to add some additional criteria. As a reference, ACI 318-1977 was used and it should be noted that in this code they recognized the fact that settlement only affects serviceability. This \\s./ means it would induce some additional cracking, which if then exposed to a corrosive envimnment, could result in corrosion of reinforcing steel. Therefore, in ACI, settlement loads are only combined with normal operating Ltype of loads such as live load and dead load. Using this as a base, the additional criteria shown in Figure 49 vere created. The first combination involves dead load, live load and settlement. The second combination con-siders 1.h x dead load plus 1.4 x settlement. These are based on service-ability. Since the design vind and the small earthquake are postulated to occur more then once at the site, two load combinations have also been added as shown which include live load, dead load, settlement and either design vind or the op-erating basis, earthquake. - s_

- = ~ 4 k.0 6 ?-[ In summary, either the source of load has been removed, or additional' supports have been added for the various structures that are founded v. fully or partially on fill at the jobsite. For the diesel generator 1 building, the duct banks have been cut'ioose, removing the source that i~ i caused the cracking. The service water ~ pump structure will be supported by adding piling. In the auxiliary building electrical penetration areas, caissons will be added. So again, either the source of load has been re-moved or additional support has been supplied. With respect to the significance of what has happened to date, the cracking ij' 'only affects serviceability, cracks over 15 mils will be sealed in the future. As far as present and future actions are concerned, new seismic analyses are being performed and new static analyses checking the i structural design will also be performed. For the diesel generator

g i

building, the building will be analyzed for variable foundation conditions. This will be the only building that will involve applying the additional i criteria since variable foundation properties will be investigated. 2 s In conclusion, the structures are box type, reinforced concrete, with high strength and good ductility. If it were not for the diesel generator building settlement the concrete cracking of the structures would probably not be of any concern,. since all reinforced concrete structures do czeck under service, and that is the reason why reinforcing steel is used. With the original FSAR criteria, and the additional criteria, together with the f modifications, the structures will be able to safely resist all normal type ~ of loads and postulated events. 1 1 v __. _. _ _ _... _._ _. - ~..__,_ _.__ _, _._,.__. _,,_.._ _,_ _....__ _ ______,_, __..___ ___ _

4.0 7 4.h soils Sa m r/ The diesel generator building settlement noted in August of 1978 was larger than expected. An exploration program was initiated to investigate the seat of the settlement and 3rs. peck and Hendron vere consulted to discuss the evaluations and corrective actions required. Based on the exploration and the consultants recommendations it was decided to surcharge the building and surrounding area with a load exceeding the operating load. Instrumentation was installed to evaluate rate of soil consolidation and settlements of the structure and supporting soils. The preload was com-pleted to a height of 20 feet in April 1979 Figures 50 through 53 illustrate locations of 'the various instruments associated with the preload program. Figure 50 shows the locations of . building survey settlement markers and pedestal settlement rods. Figure 51 shows the location of surface settlement plates and borros anchors installed in the fill primarily at three different elevations to monitor the movement of the soil as a result of the surcharge. The figure also shows locations of 4 deep (elev 535) borros anchors installed for use as reference points for the precise measurements during secondar/ compression where the movement has subsided to a ver/ small rate. Figure 52 illustrates locations of piezometers installed primarily at three different elevations below the building to monitor the dissipation of pore water pressure during consolidation. Figure 53 illustrates the locations of Sondex instruments intended for measuring :: oil rebound in order to estimate the modulus of elasticity below the building to check the range used in dynamic analysis. ) v

4.0 8 h Figure 54 illustrates tynical results of the settlement and pore water measurements for the building. It is seen that within a short time after the completion of the surcharge the settlements of both the soil and the building has subsided to a very low rate and the pie:ometer water levels have declined significantly. At present the piezometers indicate approx- . imately the same water level as the general ground water level (elev 627). This indicates essentially total dissipation of pore water pressure. A preliminary plot of the building settisment during secondazy compression based on survey measurements indicates that the residual settlement of the building should be less than 15 inches during its service life. The exploration program below the diesel Generator building has indicated that the fill is quite variable both in the material type and quality. Therefore, additional explorations were made in the remaining plant site fill to evaluate its condition. The expanded exploration program indicated that although there was no settlement elsewhere, there were certain areas that the fill was of a quality requiring corrective action of the structure involved. These areas are the auxiliary building, electrical penetzution rooms, valve pits, and the fill supported portion of the service water structure. Figures 55 and 56 summarize the fill type (sand clay) below the structures and the planned remedial measures for the various structures supported on plant area. Liquefaction evaluations based on published experience at sites where lique-faction did or did not occur showed that in certain areas of the sand fill, _ O

n.-_. _ _ - - - _ - _ - _ - _ _ _ _ - - _ - _ _ - _ _ _ - _ _ - _ _ _ _ _ _ _ - _ _ _ _ _ -. _ _ - _ _ _ _ _ _ _ __ 9 4.0 under the maxi =um ground water level cf elevation 627 and the SSE of 0.123, the factor.of safety was less than the acceptable value of 1.5 These areas are primarily in the diesel cenerator building. As a result of these evaluations consideration was given to grouting of the sands and also to pemanent area devatering. Che latter approach of de-watering was proven most beneficial in that it could be monitored simply. Settlements 'of the sands following an SSE event would be on the order of k to 1 inch in the area of the diesel generator building. Regarding the subject of esti:::sted settlements for plant structures supported on fill, these settlements vill be re-evaluated utilising the following infomation: O) 1. Settlement of the own weight of the fill based on borros anchors (V installed in areas where no structures are involved 2. Measurements on existing structures and foundations 3 Soil boring infomation 4. Laboratory test information 3. Diesel Generator Building surcharge experience These analyses will account for additional induced settlements due to devatering. These evaluations vill be made and reported in the FSAR as part of the current committment. D (x

50 CONSULTA E'S STATEfEr (Dr R B Peck), I have been a consultant to Bechtel on the Midland Project, together with Professor A J Hendron, beginning shortly after the settlements were noted in the Diesel Generator Building. I speak for myself and, I hope, for Professor Hendron, who is unable to be here because he is out of the country. I will not discuss anything that you have not already heard this morning. It is my intention, however, to review the proposed remedial measures and to emphasize those aspects that, in my jud ment, are of greatest importance. 6 .The investigations at the Diesel Generator Building rather quickly showed that the seat of settlement was in the clay fill underlying the structure. They also showed that the clay fill was extremely variable with respect to its density, its water content, and even its composition. Furthermore, the investigations showed that it would be feasible to surcharge the area in such a way as to stress the subsoil of the structure to levels exceeding the final stresses that would exist under operating conditions. After conaideration of a number of alternatives, it was decided to prestress the subsoil by means of a surcharge. In my view, this procedure had several important advantages. One of these is the oppor-tunity to provide instrumentation, principally piezemeters and subsur-face settlement gages, that could furnish data permitting a reliable upper-bound settlement forecast. Furthermore, the procedure auto-matically prooftested the subsoil with respect to its fature settle-ment behavior. Therefore there would be no need, in determining the f m

2 5.0 /%U acceptability of the foundation, to depend on the results of additional borings, samples, compaction tests, or other similar activities. Such tests would be likely to prove inconclusive en account of the hetero-geneity of the fill material, but they would also be irrevelant in view of the knowledge of the actual behavior. The results of the preload procedure have been convincing. The observed pore pressures were small, smaller than actually anticipated, and they dissipated rapidly. Hence, primary consolidation was accomplished quickly and the curve of settlement as a function of the logarithm of time became linear shortly after the completion of placement of the fill. Therefore, it is possible'to forecast the settlement that would occur at any future time by simple extrapolation, on the assumption that the sur-charge will remain in place. Even this amount of settlement would be \\ acceptable. However, the projected settlement determined on this basis is an upper bound, because-the surcharge will be removed and the real settlements will certainly be smaller. In my judgment, the foregoing circumstances eliminate any uncertainties concerning the settlement behavior of the Diesel Generator Building resulting from the underlyin6 clay fill. The investigation at the Diesel Generator Building also showed, however, the presence of zones of sand, including some portions that were loose. This finding indicated a potential for liquefaction under severe earth-quakes, and the possibility of settlement originating in the sands due to shakedown under seismic conditions. The surcharge would, of course, be ineffective to remedy this condition. O m

5.0 3 Of the various possible remedial measures, grouting, probably using chemicals, would, in my judgment, be feasible. Nevertheless, it would be difficult to be assured that all injected materials had been successfully treated, or that all loose zones had actually been injected. Thus, chemical grouting would at best be a piecemeal solution. It would be difficult to give a positive answer to the question whether all significant zones that might liquefy had been identified and treated. The chosen alternative to grouting is general permanent dewatering of a large portion of the plant site. This solution has the advantage of being a positive solution to the liquefaction problem. Therefore, it provides positive answers to such questions as those just mentioned. The solution has the further advantage that it can be monitored effec-p tively by simple procedures, primarily by the use of piezometers. In j .ib my view, one of the greatest advantages of general dewatering is the margin of safety inherent in the time lag that would be required for recharge of the dewatered zone if the pumps should cease to operate. That is, the beneficial effects of the dewatering would persist for a period on the order of weeks after pumping might be interrupted. Failure of the pumping system because of an earthquake would, therefore, not destroy the protection achieved by the dewatering. In addition to being a positive solution to the liquefaction problem, wherever any such problem might exist in the dewatered area of the plant site, the drainage will reduce cubstantially any settlements that might be induced by compaction of the sands during an earthquake. The present methods of estimating settlements due to seismic shakedown v

4 50 are overconservative, because they are based on the results of laboratory tests on dry sands. Even the settlements estimated on this basis would be acceptable. However the presence of capillary moisture in the soil would greatly reduce the freedom of the sand grains to assume a denser position during vibration. Therefore, I consider that dewatering will essentially eliminate any potential problems of seismic shakedown. The continuing investigations of the plant area indicated other poten-tial trouble areas. In my view, these potential trouble zones have now been adequately defined by the boring program and other investigations. One such area is the location of the Borated Water Tanks. Beneath these tanks the investigations have indiaated better and more consistent subsurface conditions than beneath the Diesel Generator Building. It [ is proposed to fill the tank with water as a test load. The filling will I constitute full-scale proof tests with respect to the bearing capacity of the subsoil. It is anticipated that the tanks will settle under the test load, and this settlement will increase the bearing capacity. l Furthermore, by making settlement observations at various deaths in the subsoil during and after the test leading and by combining this informa-tion with stress calculations and theory, it will be possible to make l reasonable settlement predictions that take into account the actual subsurface conditions under realistic loadings. The Electrical Penetration Structures extending from the Auxiliary Building, and the adjacent Valve Pits, are to be underpinned. This i is a positive' solution that will lead to satisfactory and predictable

50 5 results irrespective of the nature of the fill materials that may presently underlie these structures. The operations are expedient, in the sense that they are compatible with the general construction sched-ule. The nine caissons under each of the Electrical Penetration wings will be tested individually to 150 percent of the anticipated loading, and collectively to 100 percent of the anticipated working load. The latter procedure, in which all nine caissons are loaded simultaneously, constitutes a proof loading that will eliminate any doubts concerning the ability of the underpinning to support the structure without sig-nificant settlement. 1-The Diesel Fuel Tanks are buried structures that have already been sub-jected to a full-scale loading by filling them with water. The settle-ments under these test conditions were minimal. Whatever settlement U of the tanks may occur will be associated primarily with settlement of the underlying and surrounding fill under its own weight. Since the tanks will be settling with fill, the differential movements between the tanks and the surrounding soil and piping will be minimal, and the i connections can be expected to settle approximately equally with the tanks. Therefore, I do not consider that any unusual conditions exist with respect to the Diesel Fuel Tanks, and that attention to details providing reasonable flexibility will satisfy all requirements. I The Service Water Structure lies outside the area of planned permanent dewatering. Therefore the wing presently supported by fill will be picked up by a system of piles. The proposed procedure provides x

6 50 positive support. The piles are to be designed to carry the stntetural loads at their buckling strength and will therefore be effective even in the event of liquefaction of the surrounding soil. Since these piles are not clustered in such a way as to stress highly a large mass of the bearing material, as in the case of the caissons proposed for the Electrical Penetrations of the Auxiliar/' Building, they are not to be proof loaded as a group, but will be loaded individually to 150 per-cent of the anticipated working load. This procedure is conservative. In summary, my overall impressions and conclusions concerning the proposed remedial measures are as follows: The investigation has proceeded in a progressive fashion. Like most investigations of this kind, it has not always proceeded in a straightforward way, but has appropriately pursued various approaches. Although it is still con- \\M tinuing in some respects, I consider that it has now disclosed the significant conditions and potential problems associated with the foundation conditions of the site. As a result of the studies, a variety - of solutions has evolved. Each colution is suited to the specific conditions and problems of a particular part of the facility. However, the potential for liquefaction has been eliminated once and for all, and many potential uncertainties have been eliminated by full-scale loading or proof testing where such procedures have been found advan-ta6eous. In my judgment, this is a strong advantage of the procedures adopted. x

i 50 7 O Finally, the proposed solutions do not require unreascnable mainte-nance or monitoring during the lifetime of the plant, and can therefore be adopted with confidence. h l t 1 l f I i -,v. ~~~-~,venn.,- -,r~. -.~nen,.,,, ~.- - ~ - ~ ~

mC 6.0 scHEnuts Figures 57 through 60 show the schedules of the four major remedial activities. The work on bearing piles for the Service Water Pump structure (Figure 57) will commence as soon as the administrative activities were completed, probably this fall, and should be completed sometime in early 1980. Since this is an independent activity it is expected to have no impact on the overall project schedule. Figure 58 covering the Unit 1 and 2 Auxiliary Building Electrical Penetration areas and the Unit 1 and 2 Feedwater Isolation Valve Pits indicates that this work should complete about mid 1980; however, the actual schedule would probably extend 2-3 months beyond the dates shown. Again this is a separate activity and would not have an impact on the overall project schedule; however, it should be noted that this work would probably cause some additional work for construction due to congestion in the areas where other activities were taking place. It is not expected to be a major problem. ( (v) Figure 59 shows the borated water storage tanks activities however, this is a method of completing this activity and may not be the final method. This particular method includes a temporary cross tie between the two borated water storage tanks (Unit 1 and Unit 2) and would take until mid 1981 for final completion. This may be the most critical schedule activity as far as the overall project schedule is concerned, in that flushing activities and testing activities are taking place in the same time frame as the preload. After further evaluation, this schedule may be modified somewhat. Figure 60 shows the permanent plant dewatering system. We had previously informed the NRC that because of the preloading activities there could be an overall impact of two months on the project schedule. At this time, because of a revised testing philosphy, the Unit 1 and 2 Diesel Generator turnovers need not take place until November of 1980 and August of 1980 respectively. This actually allows some float time in the schedule. A} !Lj

I ? 6.0 2 4 Approximately six months had been allocated in the schedule for l dewatering the power block area to the design depth and about three 4 l months had been allowed after that time for recharge rate testing. f-This would allow all activities to complete prior to Unit 2 fuel load, l and again, would not impact the overall project schedule. The major problem being that of site congestion and interference with other site activities. This is a construction problem and'one that does j. not seem to be a major obstacle at this time.

pb 7.0 cat'SE IWESTIGATION The investigation into the cause of insufficient compaction of plant area fill was made by Bechtel using a problem analysis technique known as the Kepler-Tregoe (K-T) method. This approach invclved the following steps and is shown on Figures 61 through 71. (1) Identify deviation, in this case insufficiently compacted plant area fill. (2) Develop criteria for determining in which plant area fill the deviation exists. (3) Identify distinctions and changes which might have caused the deviation considering the subject of the deviation, where it occurred, time factors, and the extent. (4) Develop list of possible causes using all distinctions and changes. (5) Test possible causes for most probable causes. ,- s f \\ ( ) N- / It should be noted that-although all areas were included in the investigation where deviations were identified by the soils in-vestigation, some deviations were thought to be insufficient to require corrective actions. Two examples of such areas are the borated water tank area and the auxiliary building railroad bay. In these areas the compacted fill is adequate despite some indications of localized insufficiently compacted material. Seventeen distinctions or changes were found to have occurred which could have been possible causes and these have all been evaluated. Specifications, first identified as a possible cause, were not included in the most probable cause list because it was felt upon evauluation that variances from the PSAR and FSAR and the various relatively minor inconsistencies could not have been a cause of the problem under investigation. The investigation is still under way into soils testing methods, equipment, results, retests, reviews, and /-~~ ( I J

7.0 2 t3 (,/ evaluations, since these were found to have contributed to the cause. The five most probable causes remaining after evaluating the possible causes are not necessarily in order of importance: (1) Lift thickness /compactive effort. Recent tests have shown that lift thicknesses in some cases exceeded the capability of equipment being used, verifying that equipment was not adequately qualified in all cases. (2) Compaction equipment / qualification. Same comments as for (1) apply. (3) Test procedures and results. This included repre-sentativeness of tests, procedures for comparison with standard proctor specimens, procedures for taking soil tests within a lift, calculation of relative density, and use of nuclear densimeter. (4) Inspection procedures. This included the use of a .fss k ,) surveillance type pro 6 ram in the power block area v for at least part of the time. (5) Reliance on test results. This included construction's reliance on test results for qualification of equipment during the work and for acceptance of the work by Con-struction and Quality Control personnel. Personnel were not included as a most probable cause because a review of qualifications and experience of both Bechtel and U. S. Testing personnel had shown presence of sufficient education, experience, and training to carry out the tasks assigned. \\ ' Vl L

8.0 QA/QCASPECTS 8.1 Corrective Actions This section discusses the QA/QC aspects including the probable causes identified and the corrective action taken and/or to be taken. The possible and most probable causes were discussed in Section 7.0. The matrix found on page 2 (Most Probable Causes per K-T Analysis) indicates the corrective action taken or to be taken. The deficiencies and items of concern from the 50 54(f) Report and the IE Inspection Reports 78-12, 78-20 and 79-10 and corrective action taken or to be taken are provided in two matrices and a tabl e. [ Deficiency Description (Items of Concern)," " Corrective Action State for Deficiency Description (Items of Concern)" and " Corrective Actions on a Generic Easis."[ These are found on Pages G 4, 6 and 11, respectively. The first of these matrices is a cross-reference showing the specific item of concern in IE Inspection Reports and in 50 54( f). The second matrix shows the status of action based upon 50.sh(f) answers to date for Items 1 through 13. The second = atrix also shows status of action on Items ik through 18. A plan view of the Tank Farm (Tank Farm Boring Plan) is provided on Page 12 to aid in locating test and inspection pits, air bubbles mapped, borings com-pleted and borings proposed.

-.. _ ~.. -. -. _ ~. ~- - Probable (. p 8/79 cn i Most (,jl as Per K-T Analysis

• o v

Item _No Possible Causes Per K-T Analysis Corrective Action 1. Lift Thickness /Compactive Effort and Onsite geotechnical soils engineer at the site. Also, 2. Compaction Equipment / Qualification geotechnical soils engineer from the Geo-Tech Dept in home office to give technical direction.. Specification C-211 has been revised such that the uncompacted lift thickness of the backfill material shall be determined by the onsite geotechnical soils engineer after evaluation of the proposed compaction equipment. However, in no case shall the unconpacted lift thickness exceed 8" for heavy self-propelled equipment and h" for hand operated equipment. This specifica-tion has also been revised to read, '*fhe onsite geotechnical soils engineer shall verify that the equipment used for com-Facting the backfill materials be capable of obtaining the desired results and obtaining the same acceptable compaction i effort achieved in the test pad area." This verification shall include, but not be limited to, the following: number of passes, speed, revolutions per minute (frequency), overlap per pass, lift thickness requirements and uniformity. Specification C-211 states, " Selection and approval of all the proposed compaction equipment shall be on the basis of demon-strated ability to accomplish adequate compaction without damage to, or overstressing of, the adjacent structural members". 3. Testing Procedures & Results a. Methods Specification C-211 is revised such that Proctors are made with every field density test. l i b. Equipment The nuclear densometer will not be used. c. Results/ Reports The onsite geotechnical soils engineer will review and approve each soil test report. This will include, but not be limited to, gradation, moisture and density tests. US Testing will be checking all field density tests for cohesive material against a zero-air-voids curve. Any field test result which plots on i or to the right of the zero-air-voids curve shall be regarded as suspect and cause for retest. The onsite geotechnical soils engineer shall determine all density test locations.

'S v/10/79 co O Item No Possible Causes Per K-T Analysis Corrective Action 3. d. Retests All material represented by failing tests is to be re-worked until the specified density and/or moisture is obtained. No material will be placed on any known failing material until satisfactory tests are obtained. e. Reviews / Evaluations See Item c above. f. Personnel An onsite geotechnical soils engineer and a part-time Geo-Tech soils engineer have been added at the site. The onsite geo-technical soils engineer coordinates with craft superinten-dents and notifies QC of selected areas to be backfilled, moniturs subgratie quality and preparation, calling for testing as required. He evaluates size of fill area to determine testing frequency, monitors material and lift thickness placement. Calls for tests in borrow areas Oor cohesive fill. !Aonitors compaction process including moisture control for clay. Calls for tests at proper frequency and designates location. Works with craft superintendents and QC to obtain effective remedial action on failing tests. The geotechnical soils engineer provides overview and inputs technical assis-tance as required. 4. Inspection Procedures and 5. Reliance on Test Results a. Different Inspection Methods The Project Quality Control Instruction has been revised to include a daily soil placement report which is used for each area where soils work is being performed. This report includes sketch showing areas of soil placement, identification of equip-ment being used, identification of supporting personnel, record-ing lift thickness measurements which are representative of the fill being placed, compactive effort used, location by grid coordinates and elevation of all tests taken and testing frequencies, types of material placed (cohesive /cohesionless). A Quality Control Engineer will be assigned 100% of his time to soil placement. Consumers Power Company will perform over-inspection on a sampling basis of the soil placements. Also see Item 2.f. above, b. Placement Methods See Item 1 above. u l l

Deficie Descri tion 7/18/79 s ) (Ite Concern) Locatica in Location 50.54(f) Location in 78-12 Item Deficiency Description Page No in 78-20 Page No No (Items of Concern) (Item) Page No (Item) 1. Inconsistency between specifications and I - 1, 3 9, 10, 16, 8 the D&M Report. A & B (1) 17 2. Lack of formal revisions of Specs to re-I 3 9_14 7-8 flect clarification of Spec requirements. A & B (2) (4) 3. Inconsistency of information within the I - 2, 4 6-8 6-7 FSAR relating to Diesel Generator Bldg A & B (3) (3) fill material and settlement. 4. Inconsistency between basis for settlement I 4 20-21 calcuations for Diesel Generator Bldg & A & B (4) design basis. 5. Inadequate design coordination in the I 5 23-24 10 design of the duct bank. A & B (5), (8). 6. Insufficient compactive effort used in I - 10 backfill operation. A & B (1) 7. Insufficient technical direction in the 1 - 10 & 11 24-26 field. A & 3 (2) 8. Inadequate Quality control inspection of I - 13, 14 25-29 placement of fill. A & B (1) 9. Inadequate soil moisture testing. I - 13, 15 14-16 8 A & B (2) (4) 10. Incorrect soil tes. results. I - 13, 15 A & B (3) 11. Inadequate subcontractor test procedures. I - 13, 14 & 16 A & B (4) 12. Inadequate corrective action for repeti-I - 21 & 22 17-20 tive conditions. A & B (1) c-13. The Bechtel Quality Assurance Audit and I - 21 & 22 17-20 Monitor Program failed to identify the A & B (2) problems relating to the settlement.

O 7/18/79 \\ (*J O O Location Location Location in 78-12 in 79-10 Item Deficiency Description in 78-20 Page No Page No No (Items of Concern) Page No (Item) (Para) 14. Effect of ground water on DGB settlement - 9 7 10 unresolved. (3d) (8) j 15. Inadequate subgrade preparation af ter 16-17 winter freeze - 16. (NRC Question No 362.2 on FSAR Section 8-9 l' 2.5.4.5.1) (5) 17. (Cracks in concrete structural wall & 9 I footing in the DC Bldg) (6) 1 i 18. (Air bubbles in Tank Farm Area and lack 6-7 i f, of action) (5) N. l. / i 3-T

• e I

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'l/10/79 Corr:ctiv ton Stntum for IcsErTp t fon--~ ) er e ~# tems t Conecrn 'o Corrective Action 50.54(f) Discussion Items Located on Iten Deficiency Description Page No No (Items of Concern) (Item) Action Status 1. Inconsistency between specifica-I 8 a. The review of the Dames & Moore Report is com-tions and the D&M Report. C & D (1) plete. Specification C-211 revised accordingly. b. Resolution of the audit findings on the Design Requirement Verification Checklist Audit con-tinues. 2. lack of formal revisions of Specs I - 6, 8 a. Generic Corrective Action - Engineering Depart-to reflect clarification of Spec C&D (2) mental Procedure 4.49.1 has been revised to incorporate clarifications and instructions for requirements. use of Specification Change Notices. b. Generic Corrective Action - Reviewing specifica-tions for specificity completed. Resolution shortly. 3. Inconsistency of information within I - 6, 8 Complete review of pertinent portions of the PSAR the FSAR relating to Diesel Genera-C & D (3) Section 2.5 and 3.8 have been completed. l tor Bldg fill material and settle-ment. Correct settlement calculations are to be made ( 4. Inconsistency between basis for I 9 a. l settlement calculations for C & D (4) subsequent to Diesel Generator Building sur-l Diesel Generator Bldg and design charge removal. s s. b. Generic Corrective Action - Scheduled audits will be performed on Geo-Tech section on a six month basis. The first audit is scheduled for July 27, 1979. c. Generic Corrective Action - Also, audits are scheduled for each design disciplines calcula-tions on a yearly basis. 5. Inadequate design coordination in I - 7, 9 _ Generic Corrective Action - Drawings have been the design of the duct bank. C & D (5) reviewed for possible effect of vertical duct bank restrictions in other areas. Ten areas resolved, C' one still in process.

(m) [,,} 7/18/^-) m/ co Correc ,/ Action N_/ s s 50.54(f) o Discussion Items Located on Item Deficiency Description Page No No (Items of Concern) (Item) Action Status Re-evaluation of construction equipment used for 6. Insuf ficient compactive ef fort I - 11 a. used in backfill operation. C & D (1) compaction is still in process. b. Generic Corrective Action - The review of other construction specifications and procedures to identify equipment requiring qualifications is still under way. An onsite geotechnical soils engineer and a Geo-7. Insufficient technical direction I - 11, 12 a. in the field. C & D (2) Tech soils engineer have been assigned to the job. b. Generic Corrective Action - Field Procedure FPG-3.000 has been reviewed to assure clarity and completeness and found adequate. c. Consumers Power Company to implement over-inspection for soils placement and US Testing activities in the soils area. l Project Quality Control Instruction C-1.02 has l 8. Inadequate Quality Control inspec-I - 16, 18-20 a. ( tion of placement of fill. C & D (1), D (5) been revised to provide inspection rather than surveillance and to record daily inspection I

reports, b.

Generic Corrective Action - All active PQCI's have been reviewed for surveillance vs inspection callouts and are now being evaluated. Generic Corrective Action - Bechtel is working c. to incorporate scientific sampling plans for inspection areas instead of using percentage sampling (being used now). d. Consumers Power Company to implement over-inspection for soils placement and US Testing activities in the soil area on a sampling basis. 9. Inadequate soil moisture testing. I 20 The use of the nuclear densometer has been discon-C & D (2), D (5) tinued. N

7/18[I9 ) (v) P3 Corre6w t Action o 50.34(f) Discussion Items Located on Item Deficiency Description Page No i No (Items of Concern) (Item) Action Status The Project Quality Control Instruction C-1.02 10. Incorrect soil test results. I 20 a. C&D (3), D (5) has been revised from surveillance to inspection of the testing operation, b. The in-depth review of soil test results is still in process, Generic Corrective Action - The in-depth audit of c. US Testing has been completed. Two findings were a result of this audit. One, administrative problem by US Testing, the other by Bechtel Sub-contracts. These audit findings will be closed prior to soil placement. d. Generic Corrective Action - PQCI's have been reviewed for adequacy of documentation callouts and are being resolved. Consumers Power Company will implement an over-e. inspection of US Testing activities in the soils area. f. Bechtel has directed US Testing to check all field density tests for cohesive material against a zero-air-voids curve. Any field test results which plots on or to the right of the zero-air-voids curve shall be regarded as suspect and cause for re-test, Bechtel Geo-Tech has re-emphasized to US Testing g. the importance of taking accurate tests. 11. Inadequate subcontractor test I 20 a. Generic Corrective Action - An in-depth audit of C & D (4), D (5) US Testing has been completed with no problems procedures. found in the area of the test procedures. An in-depth review of the Bechtel Trend Program 12. Inadequate corrective action 1 - 22 a. for repetitive conditions. C & D (1) Data has been performed by Eechtel QA Management with no items indicating trends found. co

..._ _ m O ("N 7/18/7A I / a,. ( ,) Correc , Action (,)

*o 50.

42) 7 Discussion Items Located on Item Deficiency Description Page No i No (Items of Concern) (Item) Action Status 12. (Contd) b. Training sessions have been held in Ann Arbor, Jackson, and Midland site to all Consumers and Bechtel QA Engineers and auditors to increase their awareness of the-settlement problem and discuss auditing and monitoring techniques to i increase audit effectiveness. 13. The Bechtel Quality Assurance I - 22 Same as 12 above. Audit and Monitor Program failed C & D (2) to identify the problems relating to the settlement. 14. Effect of ground water on DGB-As discussed in the K-T Analysis,the effect of settlement - unresolved, ground water on the Diesel Generator Building settlement would be insignificant had the compac-tion of the material been to the proper density. 15. Inadequate subgrade preparation This als.o has been discussed in the K-T Analysis after winter freeze - and has been eliminated as a causa to the Diesel Generator Building Settlement. 16. (NRC Question No 362.2 on FSAR This has been addressed. Section 2.5.4.5.1) i 17. (Cracks in concrete structural This has been addressed in a previous presentation. j-wall & footing in the DG Bldg) 18, (Air bubbles in Tank Farm Area Air bubbles have been mapped as indicated in the and lack of action) sketch of the Tank Farm Area. An inspection pit has been dug from 628' + to 616' + in the Tank Farm Area indicated with 3 in the sketch. The pit was approximately 20'x20' @ 628' and approxi-mately 10'x10' @ 616'. The material from 628' to 624' was sof t wet and disturbed material. The material from 624' to 622' was a transition area. The material from 622' to 616' was very good hard stiff clay with some sand pockets. There was no evidence of under-i mining from the air bubbles. The air pipe is approxi-4 mately @ elevation 611'. The excavation was dis-continued due to the adequate material between 622' y) A 616', m

f 7/18/7 fn p/ Action - O Correcs 50.14('f) Discussion Items Located in. Item Deficiency Description Page No No' (Items of Concern) (Item)- Action Status 18. (Contd) Four borings are proposed in the areas of bubbles indicated on the sketch. Two of the borings are located where previous borings were taken during the soils investigation, to correlate the effect. of the air bubbles. Two are in progress at this time. A new air line has been placed in the steam tunnel and the air line in the Tank Farm is no longer in use. O

- 8.o - 11 7/18/79 i Corrective Actions on a Generic Basis i The final review and update of the PSAR commitment list continues and will-be com-pleted by January 1, 1980. [ f . Review of Engineering Departmental Procedure 4.22 " Preparation and Control of Safety l Analysis Reports" has been completed and no chan3es were required. A review of.. sections _of the FSAR is being performed. 1 A Quality Assurance audit will be made of these three activities. t 4 i f' + l 4 O l t t l o P l..' L i 1 t I

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13 8.2 Q-List Fill Resumptien The following figures (pages l!+ through 19) describe these Consumers j Power prerequisites inich must be' co=pleted prior to resumption of Q-list backfill. Scme of these prerequisites were referenced in IE Inspection Report 79-10 and are so indicated on these figures. Following these figures is a matrix showing the status of corrective action (Pages i 20 through 22). l 1 t-r i a W ,e -,-wre---- ee-,., ,,,,.-.m_,,,,. _... ,, _ =, _. _., -

O. O o c 3_ s CPCo PREREQUISITES PRIOR TO l RESUMPTION OF Q-LIST BACKPILL i i Item 1%, _ Prereaulaltes 79-10 1 1. lOENTIFY CONFLICTS WITHIN FSAR' e i 2. 10ENYlFY INCONSISTENCIES GETWEEN PSARI e AND SPECIFICATIONS OR DRAWINGS l 3. IDENTIFY INCONSISTENCIES OR OMISSIONS WITHIN SPECIFICATIONS l 4. RE-EVALUATE CONTINUED USE OF " RANDOM e FILL" IN ZONE 2 AREAS "r

1. = Located in Indicated Document a mos 2.

I

O O O l [ CPCo PREREQUISITES PRIOR TO ' ~] g RESUMPTION OF Q LIST BACKPILL (Cont.) ltem A Prerequisites 79-10 l 5. PROVIDE: Flow Diagram of Necessary Steps for Quality Control and Assurance of Soll Work Specifle Organization Responsible Specific Procedure Used Specific Acceptance Criteria 8. ASSURE THAT ALL " CLARIFICATION 8" AND " INTERPRETATIONS" ARE RESOLVED VIA OFFICIAL SPECIFICATION CHANGE NOTICES G e = Located in indicated Document o ms ss

l g / CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q LIST BACKFILL (Cont.) i Item _Not Prereaulaltat_ 79-10 7. APPOINT SINGLE INDIVIDUAL RESPONS!BLE FOR l EACH OF THE FOLLOWING: Directing Construction Aspects of Soils Werk Directing Design Aspects Directing Quality Control Aspects 8. INSTITUTE 100% INSPECTION OF SOILS PLACEMENT WITH CORRESPONDING INSPECTION RECORD DOCUMENTATION OF SPECIFIC CHARACTERISTICS INSPECTED IN EACH CASE \\ ) . - i o,....a io soai-.. a n~..

o O o CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q-LIST BACKFILL (Cont.) Item Jit_ Prerequisites 79-10 I 9. RE-EVALUATE CAPABILITY OF EQUIPMENT BEING e USED IN RELATION TO MAXIMUM ALLOWABLE LIFT THICKNESS AND COMPACTION REQUIREMENTS 10. RE-EVALUATE APPROPRIATENESS OF CONTINUED USE OF NUCLEAR DENSOMETER, WITH ITS MEASUREMENT ACCURACY BEING OUESTIONABLE RELATIVE TO MOISTURE CONTENT SPECIFICATION LIMITS OF "PLUS OR MINUS TWO PERCENT OF OPTIMUM" 4 s e = Located in Indicated Document o oen v

O O o 5 CPCo PREREQUISITES PRIOR TO j RESUMPTION OF Q LIST BACKPILL (Cont.) i j ltem i No. Prerequisites 79-10 11, RE-EVALUATE SARs, SPECIFICATIONS AND e PROCEDURES RELATIVE TO THEIR ADEQUACY IN } SPECIFYING: l Points in Process at which Measurements or Test are to be made 4 Frequencies of these Measurements or Tests Conditions under which New Laboratory Standards Must Be Acquired 12. ASSURE THAT METHOD EXISTS'.THREE e DIMENSIONAL AND VOLUMETRIQ!FOR IDENTIFYING SPECIFIC LIFTS WHICH ARE INSPECTED AND TESTED 5 (

• = Located in Indicated Document

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O O o e o CPCo PREREQUISITES PRIOR TO RESUMPTION OF Q LIST BACKFILL (Cont.) Hem No. Prerequisites 79-10 i l 13. ASSURE NONCONFORMANCE REPORTS ARE e 1 l DISPOSITIONED j 14. ASSURE THAT FIELD DENSITY / MOISTURE TEST ) THAT PLOT TO RIGHT OF ZERO AIR VOID CURVE ARE UNDERSTOOD e

• Loested in Indicated Document.

o om u l i i t

8.0 20 STATUS ATTACHMENT 7/18/79 0F 14 '1EREQUISITES Consumers Power Company Item Number * ! Action (s) and Status 1. Identify all conflicts within PSAR, Project Engineering and Geo-Tech performed a within the FSAR, or between the review of subsections FSAR section 2.5 pertain-PSAR and the FSAR, and correct ing to backfill operations to eliminate incon-these inconeistencies via official sistencies, etc. changes to the appropriate docu-ments. Project Engineering and Geo-Tech performed a review of the Dames & Moore Soil Report. Resolved CPCo-PMO comments on FSAR Section 2.5. Completed via Rev 7 to Spec C-211. 2. Identify any inconsistencies between Resolved CPCo-QA comments on Specifications the PSAR/FSAR and the detailed speci-C-210 and C-211. Completed via Rev 7 to Spec fications or drawings, and correct C-211. these inconsistencies via official changes to the appropriate documents. 3. Identify any inconsistencies or Same as Item #2 above. omissions within the specifications and correct these inconsistencies via official Specification Change Notices. 4. Re-evaluate the appropriateness of Specification C-211 revised to redefine random the continued use of " random fill" fill with special emphasis on soils supporting in Zone 2 areas. structure. Completed via REv 7 to Spec C-211. This will be accomplished through overview by the onsite geotechnical soils engineer. 5. Provide a flow diagram of the steps A combined flow chart has been prepared illus-which are needed for the quality trating the backfill process and the respons-control and assurance of soils work ibilities of the ensite geotechnical soils and assure that for each step there engineer, Geo-Tech soils engineer, Soils Quality is a designation as to the specific Control Engineer and US Testing. This flow chart organization primarily responsible has been placed in Field Instruction FIC-1.100 for the action; a designation of the "Q-Listed Soils Placement Job Responsibilities specific proceAtre to be used; and Matrix". a designatio-of the specific accept-ance criteria for the step.

• Per:

(1) Meeting minutes from the April 24, 1979 Bechtel/CPCo meeting on resumption of Q-listed backfill. (2) Added action items at the April 26, 1979 Diesel Generator Task Group Meeting. s i 3 (3) JFNewgen letter to TCCooke BCCC-3995 dated May 4, 1979.

8.0 21 7/18/79 Consumers. Power Company Item Number

• Action (s) and Status 6.

Assure that all " clarifications" Engineering Departmental Procedure Instruction and " interpretations" are resolved. 4.49.1 has been revised to incorporate clarifi-via official Specification Change cations and instructions for use of Specifica-

Notices, tion Change Notices.

7.: Establish a single individual at The following positions have been established: the site to be responsible for a) Onsite geotechnical soils engineer. each of the following: b) Geo-Tech soils engineer. directing the construction aspects c) Soils QC Engineer. of the soil work; directing the design. aspects; and directing the Their responsibilities are defined in the flow quality control aspects. chart described in '5' above. 8. Institute 100 percent inspection of Bechtel QC has revised the Project Quality each lift placement with a correspond-Control Instruction PQCI/QCIR for backfill ing. Inspection Record documentation placement. Revised PQCI/QCIR calls'for of.the specific characteristics inspection of backfill work by a full time ~ inspected in each case. Soils QC Engineer with generation of a daily report for each area of backfill worked. ~9. Re-evaluate the capability of the Hand held equipment has been qualified for.the equipment being used in relation two sands to be used. Qualification of equip-to the maximum allowable lift ment to be used on cohesive materials are still O / thickness and the compaction re-in p:ugress. All equipnent will be qualified ( quirements. in specific, soils prior to its use. 10. Re-evaluate.the appropriateness of The use of the nuclear densometer has been dis - the continued use of the nuclear continued for record inspection use. densometer, with its measurement accuracy being questionable relative to the moisture content specifica-tion limits of "plus or minus tve percent of optimum". 11. Re-evaluate the SAR's specifications Geo-Tech has performed this review. and procedures relative to their An audit has been performed on US Testing by adequacy in specifying the points Bechtel to determine the adequacy of their soils in the process at which the measure-testing procedures. The Audit was performed on= ments of tests are to be made, the 4/25 - 26/79. Two findings on administrative frequencies of these measurements policies were found. One against Subcontracts or tests, and the conditions under and one against US Testing. Corrective action which new laboratory standards must will be taken prior to starting backfill. be acquired.

• Per:

(1) Meeting minutes from the April. 24, 1979 Bechtel/CPCo meeting on resumption of Q-listed backfill. (2) Added action items at the April 26, 1979 Diesel Generator Task Group Meeting.

d (3) JFNewgen letter to TCCooke BCCC-3995 dated May 4, 1979.

8.o 22 7/18/79 Consumers Power Company Item Number

• Action (s) and Status "1.

Assure that there is a method, on Bechtel QC has revised the Project Quality ._,) a three dimensional and volumetric Control Instruction PQCI/QCIR C-1.02 to cover basis, for identifying the specific this. lif ts which are inspected and tested. 13. Assure that each nonconformance For each Q-listed area all Discrepancy Reports report (regardless of the type of and NCR's (Bechtel and CPCo) will be fully report) is dispositioned. dispositioned and closed out prior to placement of backfill. This will be covered on case-by-case basis prior to backfill starting in a particular area. Additionally, P.E. will release areas for back-fill which are listed in MCAR 24 as questionable areas on a case-by-case basis by memo or TWX. 14. Understanding the field density / Bechtel has directed US Testing to check all moisture test in the Oily Waste field density tests for cchesive material against Area that plotted to the right of a zero-air-void curve. Any field test result the zero-air-void curve. which plots on, or to the right of the zero-air-voids curve, shall be regarded as suspect and cause for re cest. Bechtel Geo-Tech has re-emphasized to US Testing the importance of taking accurate tests. nPer: (1) Meeting minutes from the April 24, 1979 Bechtel/CPCo meeting on resumption of Q-listed backfill. ,_s g ') (2) Added action items at the April 26, 1979 Diesel Generator Task Group Meeting. j (3) JFNewgen letter to TCCooke BCCC-3995 dated May 4,1979. j

i C) ,.o s1cznS1:n Ac 1,1 1sS mm csumSS 10 zSAR With respect to the Site Fill problems at Midland, Consumers Power Company has received several documents from the NRC requesting information. This includes questions via 50.54 and the FSAR. There are still some questions yet to be answered and it is our intent to 1 answer these by amendments to these documents. We will be keeping the NRC informed by means of further 50.55e reports. Upon completion of the corrective actions and answering all questions, the FSAR will be changed to update it to the as built condition of the . plant. As indicated in reply to 50.54, the FSAR is being re-reviewed for technical consistency with respect to project design documents, consistency between FSAR subsections, and documenting the PSAR commitments have.been dispositioned. The re-review is scheduled to be completed by January 1,1980. 0 U 4 i

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0FQR/6/NAL EXCAVATICH TYP/ CAL SECX \\ i v 5s 3/ ~ ' * ~ ' __.,..,y ,.,,,_,,,.7

N, N !peroe a:a ar i9 .. s '~ ~ u- ~ - 'f.} / ~. / b 'L [TEMPORhRY i ~ ,'/ VALyE PIT 3 SUPPORT 5 A v 4 . q -.... l. >:a= wi L:se>,( gxc VA~naJ { r'M i n,, i g -,- - 3 a, g;"_,,a.n <,:e> s u WW ' 'A 5' gehW g>pNIQtd W l 4 CEdf!t 4' dtellff m

• q>

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• - Q.. ' \\0*h.i."h L-p _ g g

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wu _ n r; : s 3.w

',4 - - '.b) - 't -,,,.9,w. h;4 ~ t &,,,<*t y s, la ~ ' ~ \\ / / titt l 2OOK- ~ Q e g. ( p,, 4 ce b'-2OOP F ~ kf Q TEME 50.. R 3.3 (4.h . kl- -h-- rac 9.5 ( r %, il 4/4% 5.2 LauffI htStes) ~q N picsd & y.1 7.e 'attr'2twaC - J I a:e T J J.. u:s* smur": Y a o' u:o* i et rs, uf,,,, +, = -+ 3 5 52 ver ocn.u-M i 10 8 Zes ar<epy ne) 12 PLAN + l .WN

z. _ = EXISTb FOUND'N-

d. 'o : W...'.

O. ':,.;;hea: O.:m.e.. T s s. ..-~i f WEDGE'G u . STAND _ B R G lt, a aa ]- [. %,r n -.s. ev. e., dy.e.N h,' I I ' " ' ' ~ ~'5 l 1 PI L E PIER m - CAISSON STEP 1 STEP 2 i i i i }}. i WEDGES f fe?. [4 l -JACKS +: I sf I a l' T t ' y. ( [ i i I ra t ^ v O O i 4 SeC ea - SGC 8-a STEP 3 STEP 4 f PRESTRESS PROCEDURE x R s. 33

O ~ STRUCTURES SUPPORTING SOIL TYPE A. AUXILIARY BUILDING Medium dense to very 1). CONTROL TOWER dense land. 2). UNIT 1 ELECTRICAL Dense to very dense and PENETRATION AREA with layers of loose sand and soft.clag 3). UNIT 2 ELECTRICAL Medium dense'to dense PENETRATION AREA sand with medium stiff ^ ^ M u to very dense sand. B. FEEDWATER ISOLATION VALVE PITS O' Loose to dense sand and 1). UNIT 1 medium stiff to very stiff. clay. 2). UNIT 2 As UNIT 1. 4 C. SERVICE WATER PUMP Soft to very stiff gigytand STRUCTURES loose to very dense and. j D. BORATED WATER TANKS $ed m to stiff sandy clay Medium to stiff sandy clav E. DIESEL FUELTANKS togigy. F. DIESELG.ENERATOR Soft to stiff clay and loose BUILDING to denseland.

SUMMARY

OF PREDOMINANT FILL TYPE AND CONDITION BELOWVARIOUS CATEGORY I STRUCTURES SUPPORTED ON PLANT AREA FILL i F::GUTsE 3b n.. .--,,-,,,,..n-...,.,,,.,w, n.,,,-,

e Liquefacticn; stress r'. tic based cn estirroted accekraticn S Liquefcetion; stress ictio based en good ccceleration dcto O e m ii a cticn, suess.

• ecsed en estimctedccce*
• a O No liquefcetion; stress ratio based on good ccceleraticn dcto' O.5 i

/ / / Lcwer bound for sites f where liquefcetion occurred \\/ / i 'o 0.4 - / / h. / e e e / .S / o / o 2 / e 0 g .3 / i 3 e .E o O o p 30.2 eOe O Q g O v, s p o e c e G O U 50.1 o s e. 3 4 ? O I I I I O 5 10 15 20 25 30 35 40 [ N, - blows per foot CCRRELATION SETWEEN STRESS RATIO CAUSING LIQUEFACTION IN THE FIELD AND PENETRATION RESISTANCE CF SAND. (of ter Seed et cf.) 7 cU?.E 2 5 v 1 '""" ~ y, -.,. - -,---,,.+__e.-y.,-,,,y,,.,..~.,_,,,-,,p7m_.y, _. -.. -. <,

47. - ~-,. --_-

.m_--.,,.-.y. ,m_.,.e ,w -e

---

m.--.--

O O o 1 c "N" VALUE - BLOWS PER FOOT 0 10 20 30 40 50 60 70 80 (634) 0 DIESEL GENERATOR BUILDING 4 Bottom of spread fooling 628 ft. l 10 s ^ 20 d 9 9

w. e l

E 4 w / / E 'd '#s-- 30 \\ M=71 40 MIDLAND UNITS 1 & 2 7220 - 101 N01,(TilWEST AREA g a l STANDARD PENETRATION RESISTANCEVERSUS DEPTil FOR Tile fl0RTilWEST AREA 0F Tile DIESEL GENERATOR BUILDING i

O O o "A" VALUE-BLOWS PER FOOT 0 10 20 30 40 50 60 70 80 I I DIESELGENERATOR BUILDING 1 Bottom of spread footing a 10 ^ l ^ a ^ ^ ^ 20 li '? '? a ~ ^ a + + ^ ^ '. E a G. a / / o E 'd '* 30 \\\\ i

1. ~II

\\ 40 MIDIAND UNITS 1 & 2 7220 - 101 NORTilEAST AREA 50

• a STANDARD PENETRATION RESISTANCE VERSUS

'1 DEPTil FOR Tile NORTilEAST AREA 0F Tile i DIESEL GENERATOR BUILDING

i o 0 8 2 t .f tf 5 1 Y5 0 SI 07 ;A*.3 o 1 B46 0 T 3 1 I D 6 7 1 b N bl u U S A a Oas 0 U Rl M 2 L sf 2 D S o 7 N R I f 0 iA om Al EV 6 l R po D E G ot t To I CN B M NI T AD TL O S I O U I F 0 5 S B R E E RY P R N A S OI L W TI I O AX L 0 RU O B 4 TA E NE Y E o E HA U a PTB L D R D A R O A V F 0 A O "N a Dl R 3 i NT L o PI A E A o T o o S DR 0 0 2 2 1 a 1 t. e* .XX X 9 AA A e ee 'o 0 g?.fg 1 0 0 0 0 0 0 E 1 3 4 5 O _g E5o i y M i~

l!' o 0 yC g 8 2 R.b 1 E 0 'd a S R I 7 Wl 1 Os t 0 T E ) f I Tf 1 N W 7 o5 O = L U S M Om8 0 T o0 2 U L Rt 6 2 D S Tt 7 N R O 0 No AI E R B T 6 O L V C D N TO I N C M U T OG O CN O WI F 0 D 5 O L R L I B U E P N B S O-Y W o R I T O A A -O L 0 R L I B 4 I I e E X N E E U U P A L A D R V R O 0 F 3 AD H "N NT P O AT E S D o c 0 8 2 9 6 1 q'?* d XX X AA A q# e o 0 1 0 0 0 0 0 0 0 1 2 3 4 5 {. bE O a$ og lI l

..O BLOWCOUNT (N) 0 10 20 30 40 50 60 70 0 u 3 ,j \\ tiORINf NUMBER c g, U) S 1000 84J ',. _ 4 - ' =- x ~) v) ,,e h 23 \\ \\ a

a. 2000 g

-- g a" p w ~ A.'. \\-4@ Q ~ \\ g 3000 _ _._{_ g 'e \\ e- \\ 4000 I \\ i i y s s 3 20*A30% 40 % 50% 60 % 70% 75 % 80 % 90% MIDLAND - DIESELGENERATOR BullBING I et s U Ei t., b u 'O Q l

SG) O' I "N" VALUE - BLOWS ~ PER FOOT 20 40 60 80 100 0 1 i i RELATIONSHIP BETWEEN STANDARD PENETRATION RESISTANCE, RELATIVE DENSITY AND EFFECTIVE OVERBURDEN PRESSURE 1 d s \\ - g2 p00 b o,o 8 l o e i

3. I t

=3 l {}*O g D$ e O w o k i o o o s, e 1 \\ l l m (RAILROAD BAY) 7220 101 g MIDLAND UNITS 1 & 2 o o AX-1 y- . AX-2 tt e AX-10 w I 6 \\ 7 \\ f \\ \\ 907 i 507a 70?o 307a i 607. 307 207,' 407 7: mar sc

O "N" VALUE - BLOWS PER FOOT 20 40 60 80 100 0 t i i RELATIONSHIP BETWEEN STANDARD PENETRATION RESISTANCE, RELATIVE DENSITY AND EFFECTIVE OVERBURDEN PRESSURE (CONTROL TOWER) II" 7220 101 \\ MIDLAND UNITS 1 & 2

• cr I

\\ 22 \\ z j W \\ 3 g \\ c. O 6 g d5 ,i 4 )f cf e 1 \\ E o 5 8 E k I o AX-9 y e AX-6 . AX-18 0 t l 7 I l\\ \\ \\ \\ \\ 50% 70 % 907. 30% i 60% 30 % 20 % 40% FIGJRE 39D O

g __ o _.o_ l - ~ ~ ~g ~ ~ j t ,,,,,,,o '/x o usreo mee. ,/ I / l PERMANENT l / l DEWATERING l l - p/f l SYSTEM i / t e -(lo,r//2,[='/ / ./'s n' use s / / / \\ ~ 8 r l / =* " c / I 7'// A MILifaY e f i g l aulLDING' PERMANE / og,gg,,p /I i / / INTERID i i REACTOR REACTOR' l e aLDo l ', atoo./' l SYSTty l I i_. l ADfAN. RJt.LINE ' Z/ ~ / / / /L/' "9' / / / \\ I atDo. / / TuRalNE / aulLDING ,./ / j l PERMAIJENT \\' r / l 'o"e#EN"ino P1ESEL SE RAT f /P"f,*, ,/,/ / ,/ l * * "'" i

• • • " LINE 'O'

/ -SERVICE ' / /,/ / /l / / / ( \\ wAreR m \\_ l PUMP Ib -> A l siRuoTURE ltl E XT E HION / CIRCULATING WATER g PERMANENT DEWATERING SYSTEM 4l INTAKE STRUCTURE 77,,

O O .o i 4 CLASS i AUMILIARY SulLDING TURBINE BulLDING DiESE L TANK GENERATOR l SULOWG PLANT GRADE l Ws b,- bE LEVATION ^ [ k I 634' A m p i ( T f W l \\ 1 s_s i-l \\ / DETAIL @ SEE SEE DETAll h 4 PERMANENT DEWAT ERING SYSTE M l i 1 SECTION A-A ) .l l 1 I 8 n 5 i

_ SURFACE ELEVATIO i

• (r-7 I

F ~ f I l* STEEL MANHOLE / ] WITH COVER 'lm 4' y f l 4' l / ELECTRIC OtSCCMdECT SWITCH p f PUMP DISCHARGE [ / OISCHARGE rf ~! I EVE ei h f*EE 8EA' e--- H E ADE R PIPE ,r i { f-4 I, ELECTRtc Os WIRE S ~ n 1 RfSER PIPE

• SELECT SANO FILTEN

=w _ = - WELL SCREEN ELECTRIC WIRE PUMP AND WELL SaH-SueMERS18LE PUMP 1 DETAIL- @ [. 7 205.,93.* **O--

9 bSk?h$* PITLESS ADAPTERS FOR SUBMERSIBLE PUMPS-4" & LARGER WELLS O. In a Snappy submersible pump installation. the well Snappy pit!ess adapters are certified water-tight under casing is extended above ground, an excavation is the standards of the Pitless Adapter Division of the made around the casing and a hole is cut in the castng Water Systems Council (PAS 1), below the frostline. The Snappy casing litting is then Snappy pitless adapters are available for well sizes attached to the casing around the hole to provide a from 4 to 3 inches I.D. and for drop and delivery pipe delivery pipe. The pump, suspended from the Snappy sizes of I and 1-1/4 inches I.D. with either clamp-on drop pipe fitting, is lowered into the well with the or weld-on casing fittings. neck of the drop pipe fitting pointed toward the casing FEMURES fitting. When the neck reatches the level of the easing FROSTPROOF.--No heating required. All water con- {ttting, the Snappy actuator automatically inserts the duits are buried below frostline. neck with an 0-ring seal into a socker in the casing PUMP 15 EASILY SET - by simply lowenna pump Gtting and locks it there thus providing both a support into well suspended from drop pipe fitting with neck for drop pipe and pump within the well and a fluid of the latter pointed in the casing Gtting direction. tight conduit between the drop pipe and the discharge pipe. To remove the pump. the drop pipe fitting is PUMP 15 EASILY PULLED - by first supporting first supported with a hoist. Then the neck of the drop pipe with hoist and then manually pulling con-

1. I ** ' '* " E "* P

• drop pipe fitting is unlocked and withdrawn from the socket by a manual pull on the control cable thus re.

LOW COST - Regular we!! casing is used all the leasing the drop pipe fitting from the casing fitting so way. Extra cost of larger upper well casing used that the pump can be lifted out with the hoist. with spool type units and expensive pit or well house construction are eliminated. Snappy pitless adapters with weld-on casing fitting are approved by the Boards of Health of Michigan and CORROSION PROTECTION - C! amp-on and weld-on Wisconsin. However. Wisconstn approval requires casing Gttings are galvaruzed gray iron and stainless factory welding of the casing fitting to the well casing steel respectively. All parts within the well casing except for residential water systems serving no more are either hot-dipped galvanized or constructed of than three families, corrosion resistant materials. Continued 0 w

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1. ELATED U.S. PATENTS: 3.035.722 3.054.02: 3.t:3.383 3.138.362 3.165.370 3.239.307 3.4M.573 J.722.586 3.3C2.5b:

IVANSV'LLE #tSCONSIN 53536 r L PHCNE: t608) 182-6100 rrenitec civinen F E*?E 43

I i ) .O~ j. I j 4" PIPE PLUG t i r PLANT GRADE ELEVATION 634' i 1 d g l. m ,( 4 4' STEEL PIPE i 1 l 4 to' ,i ) I JL i a } h DETAll q n E E. L I 4 N ii a l 9 EE 3" WELL SCREEN 4 in 3, m 3$ I C -I ,k h, =

1 i 4 1 1 5 i O STRI!CTl!PiiL IiFiESTIG!T10.! i I (1) ORIGINAL DESIGi! 4 i 1 i .{ ) i k i (2) SEISi!IC RESPONSE 4 4 10 4 l }; if I I (3) NE!! AllALYSES i 1 i i I l I l i i a i i ~...

? 0 1 SEISMIC A?!ALYSIS t GE!iERAL i (1) RESP 0:!SE SPECTRA PRESE!!TED Ill FSAR (2) STICK I4 ASS i:0DELS llITH FOUNDATION SPRIi!GS (3) !%TERIAL DAf PING VALUES PRESE!!TED IN FSAR (MODAL DAMPING LIfiITED TO 10% EXCEPT RIGID EODY MODES) j (u) SPECTRUii RESPOliSE A!!D TII:E HISTORY MODAL Ai!ALYSES DIESEL GE!!EPATOR BUILDIi1G (1) ORIGINAL (V = 1360 fps) - ONE ANALYSIS EQUIPMEili SPECTRAWIDki!EDBYi15% i (2) flElf (V = 500 fps) - !!EW SPECTRA WILL Ei VELOP E0TH V = 5b0 fps AilD 1?50 fps i s 4 1 E FIGUP.E 46 O 1

O SEIS."IC A?iALYSIS i

SERVICE WATER BUILDIi!G i i (1) ORIGINAL (V = 1350 FPS EASE CASE) THEi! G VARIED BY 50% - $QUIFiE!T SPECTRA E! VEL 0o [ (2) ilEW (V = 1350 FPS) - PILIliG IS i'.0 DELED FOR VERTICAL DIRECTiOMAilDTORSI0iiISC0:;SIDERED AUXILIARY BUILDIi:G (Incture C0!! TROL TO'lER aid ELECTRICAL PS!ETRATIO:1 AREAS (1) ORIGIlIAL - 0!E A!!ALYSIS USli!G C0i'POSITE FOU: DATIO?! SPRI!!GS

p l V WITH EQUIFIEiT RES?CNSE SPECTRA WIDECED BY 15%

(2) flBI OliE Ai!ALYSIS IflCLUDI!!G CAISS0i!S U:lDER ELECTRICAL PEiETRATION AREAS., EQUIFiE!T RESF0iSE SPECTRA WIDEiED BY t 15% i t I i i e e 4 6 6 4 4- ,+-,.n...-,-- ,.,.cen,-,,.,.mr-,n-. ._.,_,y,w_ n.,,, _en_-.e. e.y,_,.,-.--,.,n. n,._. ,ge,.y- ---,--m,,m,-n.-

__---___...m__- I 4 O TYPES OF LOADS i i i PRIIMRY 1. L'EC!IAllICAL (DEADLCAD, PRESSURE, !!IMD, ETC.) i f 2. SEISMIC I:!ERTIA (BUT SHORT DURATIO:1) r 3. MISSILE II' PACT a PIPE RUPTUFI (LI:i!TED E:'ERGY) i 'r SECONDARY i 1. INTERHAL SELF CONTRAI?!T i (A) SEISMIC DISPLACEME!T (CYCLIC) (s) THERMAL (CYCLIC) 2. SETTLEEEli (1/2 CYCLE) 3. F0PJilNG (1/2 CYCLE) i i l i i i: 3"F.2.. k l l 1 1 ->-=,---+----.-e-e.--..,--%--,-,-m_

.. = _. 4 i

O MIDLallD LESIEl CRITERIA i

I FSAR (A) 1.4D + 1.7L (s) 1.4 (D + L + E ) +... o i (c)

1. 25 (D + L + ',!) +...

4 (D)

1. 0D + 1. 0L + 1. 0Ess +

(s) 1.0D + 1.0L + 1.0N + T l ADDITIO:!AL CRITERIA (A) 1.0ED + 1.28L + 1.05 SET (s) 1.4D + 1.4 SET -(c)

1. 0D + 1. 0L + 1. 0U + 1. 0 SET l

(D)

1. 0D + 1. 0L + 1. 0E + 1. 0 SET 0

l i D: DEAD LOAD Ess: (SSE) EARTH 0l!A!:E t L: LIVE LOAD W: TOR'!AE0 7 E: (OBE) EARTHOLMXE SET: SETTLE!'Elli l o W: DESIGiH!!1D 4 { FIGURE k9 i ___j .. ~

-aaa, -.-u,- s, 6 O O O O J kl l me c ~$m l' 7 O.--------s_____,! r O e 2O ~ e i 3 z 3 "s w_ __ _ _ _ _.?- - - - - 'O Z l o n + 5S O o O z g g $ 3 3 i i F t ea 2:i a s %-- - -- -,_ _ _ _ _ _ s e o E o E 3w I g J-g w 58 l 55 5 -l a mg= =' i i = 0e ck__ _ -- - -- - - *O =g w =e ea-er - O O g c"@ 2 <Sw w z c z w w @ o _, O e m e r--- - - - % - - - o g i w g _w i, e -8O i i 2 1 a m2c io*-------,______an O -0 t [ s___ i i 1 I p = _ en no ao ao.mo d u[' %a O r:ca r so

u a oco o 3 0 ES o o a a __=s 80 l l 'O @M -x ( xo o GDoo a S o-f Lo [ t-g, o zw l l g.5 e a-o 't-- g - - ' -_ _a--. y9 =e a a oooo = ia $a 0-( 0 [ co o y a gw c,---_--,-----, 3 ma m -=s i l e m so-c,i i a za I en m 2 eo EE<85 I----- ea-Ba" _ 8 a sm o x. 1 9_xgg 0 m o O t. f 5 .u m e e_ m w g p- - - - - - - s - _ _ - _.' d g gEa E o i l e S o i a

==W I i c i m.u w o 1 i L - - -- -- ',. - _ __ _ _ ; mm= a a aO@ m 'O U ( a 5' 3 r-@----- 9 o a o 1 I l I ~ a os l o I o __g L----- s-~5 o-( a F 1 o a a ,g o c o a a F*7JEI 51 u

_A. .A_ A a La-A-. _b-m.C -,d_ 3-m >a w--- e 4 4 O J hi i 4 4 C 44 f L r-s _4_ _ _4_ l i I l 8 4 t_______

---

J g

4 444 444 35 _= 2 %g I C W 4 4 CDh p D 44 c______ ,_, _ _ _4, g E< g 3 = I b w5 6 d 4 4 I l ~ i z C 2 C.D c. 4 l l = 3 _s 6 4 I p. .J g mw 4 4 t______ 4 c gg . _= g = W 5z T c W W ( C.D p___ . *-----1 3 4 44l i W w-i i m W %3 l i Emo i i e I L _ _ _ _ s,. _ _ J I I y 4N { r - -- - - N _ _ _ _ _ 4: 4 ~ =< 4 1 I l l 4 1L __ ..sTT~--"j F 1 44 4 ). l 4 j

O m cZCm c2 1 M C $l l c -$o 5 - l.. m w i__.__.___.,s _ _ _. g2 w I I i mo I 1 mm t 2Z I H 2O L _ _ __. _ _ / ~ ~ ~ ~ ~ ~ -o cg Z E g 3 <y = 0 3 c t 3 $m [ A c M dm r------ s______, 3_ e E_ z a I -m cc 2..I Zo .I g C2 I g OD D m c., i a2 - cz2 8m SE !._______r---- J ce O O I >- = En w w 3 t 5 O5 T c e e y, r _-__. _ _. I y w I m _! m 1 I w w O-I I c mc IL g __ s, __ _ __ _; = ~ ~ I I i s Tl r-------- -______,I 1 l I 1 1 l l -~ L_______,~______J l r 1 FIGURE 53

e y[' t n zo l t 04J f w r-w e $' d Ng e o v a 5 %g g 6.

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a. w-y-

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j. {

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• g g

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f a

iii,, gm o e Aja aQ 5 4 s- = 2 4 g g4 3 o w4 _v w W $wg w P A d C ai. ? 5 ~

5. $ 0

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• Y kG.
• 1 k=
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• *
• 22 e i! : J

+o l \\ o e o e o o o o e3 ** *'* 3 e .o 4 o o a. e. a a l \\ / 1734 ' 29.vtmfoc lr, e e^ GJ. m ' LN3N 3711.1", j99 M AY '1.) NQt1VAJ"3 ~ g l'

O O o i l f NO. of SUPPORTING PLANNED STRUCTURE BORINGS FILL TYPE REMEDIAL MEASURES l t q l A. AUXILIARY BUILDING 1). CONTROLTOWER 3 SAND NONE* 2). UNIT 1 ELECTRICAL PENEIRATION AREA 2 SAND & CLAY UNDERPINNING 3). UNIT 2 ELECTRICAL l PENETRATION AREA 2 SAND & CLAY UNDERPINNING 4). RAILROAD BAY 3 SAND NONE B. FEEDWATER ISOLATION VALVE PITS 1). UNIT 1 2 SAND & CLAY UNDERPINNING 2). UNIT 2 3 SAND & CLAY UNDERPINNING 4 l C. SERVICE WATER PUMP. STRUCTURE - PORTION ONFILL 9 CIAY & SAND UNDERPINNING l ~ l

• GROUTING IS PLANNED BELOW MUD NOT AT AX - 9.

l i 3 4 i en l L':

SUMMARY

OF FILLTYPE AND l PLANNED REMEDIAL ACTION i )

O O o I i NO. of SUPPORTING PLANNED l STRUCTURE BORINGS FILL lYPE REMEDIAL MEASURES j D. TANKS 1). DIESEL FUEL Oil STORAGE TANKS 7 CLAY NONE l 2). BORATED WATER i STORAGE TANKS 6 CIAY NONE E. DIESELGENERATOR l BUILDING 32 SAND & CLAY SURCllARGE l F. UTILITIES l 1). PIPING 50 SAND & CLAY NONE 2). DUCT BANKS 38 SAND & CLAY NONE' 3). VALVE PITS 2 SAND & CLAY NONE h ~ l El

SUMMARY

OF FILLTYPE AND PLANNED REMEDIAL ACTION i I

• N*'****W*

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4 IV f!S i

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t.' o _ a _ _ _ _ _ _.o 3 e a Oa O h 7 cl. 5, >l$3 E o ho2d 2 {- c y i l' O [ g l 3 p 4 g g' 5 E E j i(9 ji8o s. r=m 19 ( + - - -.,_--y -,--,,------,___-w-.- .c-.

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<> _12 5 ---k, t g, ) g d!'E C) !;; ' s !- 11 ll $5, 3 4 5g g d t o S-o we lo $w 8 ~ g-e j ; f [ ~o . l. j hYh e o e g k lf'lo < ~ a g tl c() d sw 0 \\ d BE3 l O 86

i t i j i i CRITERIA FOR It3SUFFICIEidTLY l COMPACTED PLArdT AREA FILL (On a "To Date" Basis) i

• SETTLEMENT GREATER THAN EXPECTED i

l 1 l

• RESULTS OF SOILS INVESTIGATION l

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SEIStalC CATEGohty 1 STRUCTURES OM FILL

• AUXILIARY BUILDING (Part)
• SERVICE WATER PUMP STRUCTURE (Part)
• RETAINING WALL AT SERVICE WATER PUMP STRUCTURE
• BORATED WATERTANKS 3
• EMERGENCY DIESEL GENERATOR FUEL OIL STORAGE TANKS
• SERVICE WATER PIPE LINES AND VALVE PITS
• FW ISOLATION VALVE PITS
• DIESEL GENERATOR BUILDING
• ELECTRICAL DUCT BANKS (Part) il
• EMERGENCY DIESEL FUEL OIL & BORATED WATER LINES 5i, e

O O O INSUFFICIENTLY COMPACTED PLANT AREA FILL WHAT is is Not Distinctions Changes DG Bldg Aux Bldg Time Differential Control between Placement Tower of Fill and Constr of Facility Diesel Tank Area Plant Area Plant Fill Not Dike Placement Method Dikes Controlled Borated Storage Tank Area Compaction Results Specification C-211 Lift Thickness SW Pipelines 1 Aux Bldg Elec Pen Areas Moisture Control FW isolation Viv Pits SW Pump Structure (Part) Frost Protection Aux Bldg RR Bay Materials Structural Backfill Emerg Diesel Fuel Lines introduced Borated Water Lines (Spec C-211) Elect Duct Banks (Part)

• A SW Viv Pits Acceptance Criteria Rolled on Testing

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INSUFFICIENTLY COMPACTED PLANT AREA FILL WHERE AND EXTENT Is is Not Distinctions Changes Plant Fill Area Plant Dike Small Areas increased Test Frequency and Location Different Contractor (Bechtel) Struct backfill introduced 1 Hand'-Held Equipment Nonuniform Compaction Methods Open to Cooling Moisture intrusion in Ground Pond G 0695-OF 1 t=1

O O p I INSUFFICIENTLY COMPACTED PLANT AREA FILL WHEN Is is Not Distinctions Changes Pond Filled 3/78 Moisture intrusion During Placement of Plant Fill lOsed Stockpile for Weathered Material . Borrow after'3/77 initial Moisture Content Material in Stockpile? 1977 Dry Year Final Moisture Content Late In Backfill Own Weight Operation Settlement (Cales) N o oess o. .)

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O O INSUFFICIENTLY COMPACTED PLANT I AREA FILL (Cont.) WilEN is is Not Distinctions Changes During 0C Changed to Surveillance inspection Placement of in Summer 1978 Plant Fill Procedures Personnel Qualifications Canonle OC Program Discontinued 9177 Canonle Worked 8177 - 9177 Changed Moisture Control Method 8177 - 3173 1974-75 Slowdown Personnel Mohlilzation Bechtel U. S. Testing Spec C-211 issued & Revised to include Clay Materials N t =1 b O po3h Ou i

i O O o 4 j POSSIBLE CAUSES ) I 1 Possible Distinction or Chanje Cause Comments 1. TIME DIFFERENCE BETWEEN NO Cannot Cause Insufficient PLACEMEMT OF FILL AND Compaction CONSTRUCTION OF FACILITY 2. PLACEMENT METHOD s Lift ThicknesstCompactive Effort YES Equipment Capability Exceeded in Certain Areas Compaction Equipment YES Equipment Capability Exceeded in Certain Areas Type of Materials NO Compatibility Confirmed Moisture Control NO Period of inadequate Moisture Control Occurred after All but Top Few Feet Compacted i Compaction by Flooding NO Problem Occurs in Clays Also 3. ACCEPTANCE CRITERIA: NO Testing to Con' firm TilEORETICAL COMPARISON OF BMP COMPACTION VERSUS 2 l SETTLEMENT t *1 ,i G 0805-05 i 1

l POSSIBLE CAUSES (Cont.) i Possible l Distinction or Change Cause Comments l 4. SPECIFICATIONS NO i i 5. SOILS TESTING YES investigation in Process Methods Equipment I Hesults/ Reports ) Retests ) ReviewstEvaluations i i Personnel l 6. TEST FREQUENCY FOR SMALL NO Problem not Confined to Small AREAS Areas ] 7. DIFFERENT CONTRACTORS l 1 Personnel Qualifications NO See #16 Different inspection Methods YES See #15 Placement Methods YES See #2 ?! pj o osos o. til i

t i .O ~ 1 4 i i POSSIBLE CAUSES (Cont.) Possible Distinction or Change Cause Comments 8. EXTENSIVELY REEXCAVATED NO Similar Problems in Areas i l AREA Where Reexcavation Was Not Done i j 9. MOISTURE INTRUSION IN GROUND NO Not a cause for Poor Compaction Possible increase in Settlement if Compaction was Poor 10. LEAN CONCRETE FlLL NO 11. POND FILLED MARCH 1978 NO See #9 Above i i ) 12. STOCKPILED MATERIAL NO See #13 Below l Weathering I Drying Out I ."1 i a N o oess ai g

l O o l ' POSSIBLE CAUSES (Cont.) i Possible Distincilon or Change Cause Comments i ,1 i 13. DRY YEAR 1977 NO 1977 Not a Dry Year I i 14. OWN WEIGHT SETTLEMENT NO Cannot cause Poor Compaction l (Calculations) t 15. INSPECTION PROCEDURES YES Bechtel Quality Control Method { Relied on the Test Results 16. PERSONNEL NO Review of Qualifications of Bechtel and U.S. Testing. Personnel Shows ) Sufficient Education, Experience 1 17-EFFECTS OF 1974-75 SLOWDOWN NO and Training to Carry Out Tasks I Assigned ) l l 0 06s5-22 ,o id 3 l

MOST PROBdBLE CAUSES } I

• LIFT THICKNESSICOMPACTIVE EFFORT
• COMPACTION EQUIPMENTIQUALIFICATION i

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• TEST PROCEDURES AND RESULTS
• INSPECTION PROCEDURES r

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• RELIANCE ON TEST RESULTS ao si n

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