ML20138E647

Porous Concrete Investigation Millstone 3 Waterford,Ct

ML20138E647
Person / Time
Site:	Millstone
Issue date:	03/14/1997
From:	Baughman P, Duane White, Wooten R ALDEN RESEARCH LABORATORY, EQE INTERNATIONAL, GEI CONSULTANTS, INC. (FORMERLY GEOTECHNICAL ENGINEER
To:
Shared Package
ML20138E631	List: B16403, Forwards Root Cause Analysis & Residual Strength Assessment, Porous Concrete Matls Properties Evaluation & Containment Structure Seismic Assessment in Response to Rai, ML20138E639 ML20138E647
References
CON-96199 NUDOCS 9705050080
Download: ML20138E647 (97)

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i GEI Consu tants, Inc.

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I l POROUS CONCRETE INVESTIGATION MILLSTONE UNIT 3 Waterford, Connecticut l

Submitted to:

l Northeast Utilities System Millstone Nuclear Power Station l Rope Ferry Road Waterford, Connecticut 06385 I

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Winchester, MA 01890-1970 March 14,1997 (617) 721-4000 Project 96199 hkoggo 05000 23 p PDR

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POROUS CONCRETE INVESTIGATION MILLSTONE UNIT 3 Waterfoid, Connecticut March 1997 Submitted to:

Northeast Utilities System I. Millstone Nuclear Power Station l

Rope Ferry Road Watertbrd, Connecticut 06385 I

Prepared by:

GEI Consultants, Inc.

I 1021 Main Street Winchester, MA 01890-1970 EQE International, Inc.

142 Portsmouth Avenue Stratham,NH 03885 (617) 721-4000 (603) 778-1144 ob $w R. Lee Wooten, P.E.

N&0J'h Paul D. Baughgan, P.E.

Senior Project Manager Project Manager Alden Research Laboratory, Inc. RPK Structural Mechanics Consulting 30 Shrewsbury St. 18971 Villa Terrace I Holden, MA 01520-1843 (508 829-6000 Yorba Linda, CA 92886 (71 . 777-2163

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m dean K. White, P.E. ' Robert P. Kennedy,15 h'.D., Pd Project Engineer Consultant GE: Project 96199 I

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i Porous Co: crete Investigition - Millstone Unit 3 l Northeast Utilities System ,

March 14,1997 I EXECUTIVE

SUMMARY

I Purpose - The purpose of the investigation described in this report was to estimate the effect on l

I I the perfonnance of the Millstone Unit 3 reactor containment structure if all of the cement in the foundation porous concrete layer were to be lost. The investigation evaluated two performance I

characteristics: 1) the dynamic response of the structure to the Safe Shutdown Earthquake (SSE) and 2) the settlement of the structure upon loss of the cement due both to static loading and loading by the SSE. Northeast Utilities (NU) contracted the services of three primary expert consultants: gel Consultants. Inc. (gel); EQE International, Inc. (EQE); and Alden Research lI Laboratory (ARL) for the poreus concrete investigation. 1 g The settlements estimated for complete loss of cement from the porous concrete layers are e considered to be worst case settlements. Northeast Utilities initiated this investigation to evaluate the acceptability of worst case conditions. Ongoing investigations are evaluating more realistic projections ofloss of cement from the porous concrete layers.

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Millstoe 3 Foundation Porous Concrete - The Millstone 3 reactor containment structure's foundation subgrade includes two porous concrete layers constructed with different cements:

calcium aluminate cement in the top 9-inch-thick layer and portland cement in the bottom 10-g inch-thick layer. Porous concrete consists of a crushed stone aggregate with cement paste. A E schematic diagram of the foundation subgrade elements is shown in Figure 2.4. The porous  ;

conrete layers are separated by a waterproof membrane and a 2-inch-thick cement mortar layer.

Water is drained from the top porous concrete layer and from drainage systems surrounding the l containment structure (see Fig. 2.4) into a foundation sump that is periodically pumped. NU has l observed paste or sediment in the foundation sump. Other investigations are attempting to determine the source of the paste. NU initiated the investigation reported herein to estimate settlements and structural dynamic responses for a worst case assumption that all of the cement.

in either or both layers had been lost. NU does not consider the complete loss of cement assumption to represent current conditions. No settlements of the reactor containment structure have been observed to date.

Dynamic Rcsponse - The objectives of the structural response analyses were two-fold. The first wr.s to provide estimates of the maximum shear and vertical strains and stresses that might occur in the porous concrete foundation layers during an SSE level event. These estimates would be used as a basis for the strain or stress levels to which dynamic testing would be performed. The second objective was to determine whether degradation of the porous concrete layer would result in any significant changes in the seismic response of the reactor building. For both of these objectives, soil-structure interaction (SSI) analyses were performed on the reactor building I ___

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l Porous Concrete Investigation - Millstone Unit 3 Northeast (Julities System March 1J,1997 ii assuming a worst case scenario that all the cement had been removed from all layers, leaving a 21-inch layer of crushed stone aggregate supporting the basemat.

j i The analyses consisted first of perfonning one-dimensional (1-D) seismic analyses of a vertical profile taken at the center of the reactor building and consisting of a rigid mass modeling the reactor building supported by a 21-inch layer of crushed stone that, in turn, was directly above a unifonn half-space ofbedrock material. A number ofdifferent profiles were studied to account for unceitainties in material properties (see Table 3.2). Tne 1-D analyses were followed by three-dimensional SSI analyses that inciuded the dynamic properties of the crushed stone layer l and the bedrock half-space as well as those of the rnetc1 building itself. The SSI analyses were performed for the same crushed stone property casts as were the 1-D analyses.

Tables 3.7 and 3.8 give summaries of the maximum stresses and strains, and peak acceleration.;

obtained from the different SSI analyses. Figures 3.6 through 3.9 show comparisons between response spectra at Node 7, located on the Operating Floor (El. 50'10"), for the different cases.

z Settlement Estimates - GEI estimated the potential worst case settlements of the porous l concrete layer (s) based on testing performed by ARL and GEI, and using soil structure interaction modeling performed by EQE. In this report, settlement estimates are given for both a 9-inch-thick and a 19-inch-thick porous concrete layer because of current uncertainties about I whether the cement loss is occurring in the 9-inch-thick upper layer, the 10-inch-thick lower portland cement porous concrete layer, or both layers.

GEI modeled total settlements of the porous concrete as two major components: 1) settlements due to static loading conditions upen loss o#the cement and 2) settlements due to seismic loading I conditions. The settlement model assumed that the aggregate changed in volume due to transitions through the following state conditions:

1. Static Loading Conditions Placement State I -

Minimum Density Static Stress Loading

2. Seismic Loading l .

Seismic Shear Loading Seismic Compression Loading y b gel Consultants,Inc.

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Porous Concrete Investigation - Miibtone Unit 3 Northeast Utilities System March 14.1997 lii l

Figure 4.1 shows a schematic presentation of the trausition states used in the settlement model.

Figure 4.2 shows a flow chart of the tasks that gel, EQE, and ARL performed to estimate the settlemer.ts of the porous concrete layer. Table 4.5 summarizes estimated strains and settlements of the porous concrete layer.

Conclusions and Recornmendaticns 1 Dynamic Response - Comparison of the respense spectra from the unife m bedrock case to the response cpectra for the cruswd stone layer case (average properties) showed that the crushed stone layer resulted in lower peak frequencies and lower peak amplitudes. The variation of the peak frequency in the east-west and vertical directions was less than 15%. which is the peak broadening criteria in the MNPS-3 FS AR to account for modeling uncertainties in the structure and soil.

I In the north-south direction, the variation of the average case from the unifo>m rock case was within the 15% peak broadening envelope for the containment shell. The most extreme case falls slightly outside the envelope on the low frequency side of the peak. For the internal l structure in the north-south direction, the variation of the average case was slightly more than 15% from the uniform bedrock case, on the low frequency side. The variation in peak frequency of the various cases considerlag uncertainty in the crushed stone properties (, upper bound, lower I bound) was within 15% of the average (best estimate) case. However, these spectra, while having more than 15% difference in frequency from the uniform bedrock case, fall within the peak broadened envelope of the MPNS-3 design basis spectra because of the decrease in peak amplitude.

l Therefore, it was concluded that while the postulated degradation of the porous concrete layer wr,uld change the frequency characteristics of the dynamic model, effectively softening the soil springs, the change is within the uncertainty range allowed for by the peak broadened spectra used in the plant design.

Settlement Estimates - The Miilstone 3 reactor containment structure is susceptible to I settlements if all of the cement is lost in the foundation porous concrete layer. Estimated settlements under static loading would be about K inch if the cement is lost from the 9-inch-thick i upper layer of calcium aluminate cement porous concrete and would be about 1 inch if the cement is lost from both the upper layer and the 10-inch-thick lower layer of Portland cement t

porous concrete. Estimated additional settlements due to a SSE event would be about 0.3 inch for a 9-inch-thic.k layer or 0.7 inch for a 19 inch-thick layer.

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Porous Concrete Investigation - Millstone Unit 3 Northeast Utilities System ,

1 March 14,1997 IV Loss of all cement in the porous concrete layers is considered a worst case condition. Retention of even a small traction of the cement and bond strength in the porous concrete inay prcvide sufficient strength to prevent any appreciable settlement. We recommend that Northeast Utilities investigate the actual condition of the porous concrete and the predicted perfonnance of the 1 porous concrete with a reduced cement bond.

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Porous Concrete Investigation - Millstone Unit 3 Northeast Utilities System March 14,1997 TABLE OF CONTENTS i

EXECUTIVE

SUMMARY

LIST OF TABLES LIST OF FIGURES LIST OF APPENDICES W

l. INTRO D UCTI O N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1.1 Purpose . . . . . . . . . . . . ...........................................I 1.2 Scope of Services . . ................................................I 1.2.1 GEI Consult ant s. In c. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1.2.2 EQE International. Inc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 1.2.3 Alden Research Laboratory, inc/Protze Consulting Engineers . . . . . . . . 3 1.3 Proj ect Personnel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 f.

1.3.1 GEI Consultants. Inc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 1.3.2 EQE Intemational. inc. ......... ............................ 3 ,

f. 1.3.3 Alden Research Laboratory, Inc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 S 1.3.4 Protze Consulting Engineers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

2. MILLSTONE 3 POROUS CONCRETE FOUNDATION DESCRIPTION . . . . . . . . . 5 2.1 Location and General Plant Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 2.2 Millstone 3 Foundation Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 2.3 Porous Concrete Layers and Potential for Cement Loss . . . . . . . . . . . . . . . . . . . . 6

3. - STRUCTURAL RESPONS E ANALYSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 3.1. Background and Objectives . . . . . . . . . . . . . . . . . . . ....................7 .

3.2 Methods of Analysis . . ...........................................7 .

3.3 Elements of the Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........... 9 h 3.3.1 Free field Motion . . . . . . . . . . . . . . . . . . . . . . . ................... 9 3.3.2 One-Dimensional Analyses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7

3.3.3 Reactor Building Structural Model . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 1 1 3.3.4 Foundation Impedance Functions . . . . . .......................12 4

3.3.5 SSI Response Analyses . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . 13 34 Discussion o f Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

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3.5 R e ferences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 6 k gel Consultants,Inc.

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9 Porous Concrete Investigation - Millstone Unit 3 Northeast Utilities System March 14,1997 l TABLE OF CONTENTS (Continued) i

4. S ETTLEM ENT ANA LYS IS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 4.1 General A pproa c h . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 4.2 Static Settlement Estimate . . . . . . . . . . . . . . . . . . . . . . . . .............. 18 4.2.) Aggregate Sampling and Index Testing . . . . . . . . . . . . . . . . . .. ..... 19 4.2.2 Placement Density Testing and Estimate . . . . . . . . . . . . . . . . . . . . . . . . . 19 4.2.3 Minimum Density and index Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 g 4.2.4 S tatic Compression Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22

'l 4.3 Seismic Event Settlement Estimate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23 4.3.1 Measurement and Estimation of Aggregate Dynamic Properties . . . . . . 23

.g 4.3.2 Estimation of Seismic Event Stresses . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 4 4.3.3 Cyclic Tilaxial Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 4J.4 Cyclic Compression Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 4.3.5 Seismic Event Settlement Estimate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 4.4 Total Settlement Estimate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 4.5 Referenws . . . . . . . . . . ................. ........................ 28 1

5. CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . 29 o.

6. LIMITATIONS . . . . . . . . . . . . . ...................................... 30 a

TABLES i FIGURES APPENDICES 4

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LIST OF TABLES I 3.1 Low-Strain Properties of Crushed Stone 3.2 Summary of Soil Property Cases Studied j 3.3 Stunmary of Strain-Dependent Properties in the Crushed Stone Layer i

3.4 Comparison of Peak Accelerations from One-Dimensional Analyses 3.5 Dynamic Properties of the Fixed-Base Reactor Building Model 3.6 Locations ofIn-Structure Respoase Spectra 3.7 Fummary of Maximum Stresses and Strains from SSI Analyses 3.8 Summary of Maximum Accelerations (g) from SSI Analyses 4.1 Index Test Results 4.2 Porous Concrete Density Test Data 4.3 Minimum Density Tests Summary 4.4 One-Dimensional Confined Compression Test Surmnary, Static Loading with Hydrostone Cap 4.5 Settlements and Strains Estimates Based on Maximum Geismic Stresses from Ref. 4.3 4.6 Cyclic Triaxial Tests Summary 4.7 One-Dimensional Confined Compression Test - Cyclic Loading Summary LIST OF FIGURES 2.1 Site Location. Map 2.2 Unit 3 Plan 2.3 Containment Structure Section 2.4 Membrane & Foundation Mat Detail 3.1 Comparison of Response Spectra of Free-field Time Histories with FSAR Design Spectra 3.2 Shear Modulus Reduction vs. Shear Strain Curves 3.3 Damping Ratio vs. Sl. ear Strain Curves 3.4 Sketch ofReactor Building Soil Spring Structural Model 3.5 Sketch of Foundation Model Showing Subregion Discretization 3.6 In-Structure Response Spectra, Node 7, Operating Floor, Elev. 50'-10" Average Effect of Degraded Crushed Stone Layer (Case A vs. Case B) 3.7 In-Structure Response Spectra, Node 7. Operating Floor, Elev 50' .10" Variability of Effect of Degraded Crushed Stone Layer (Cases B, C and F) 3.8 In-Structure Response Spectra Node 7, Operating Floor, Elev. 50'-10" r

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Effect of Drained Crushed Stone Condition (Case B vs. Cace O) 3.9 In-Structure Response Spectra, Node 7, Operating Floor, Elev. 50'-10" Effect ofIterated SSI Calculation (Case C vs. Iterated Case C) 4.1 Porous Concrete Settlement Schematic 4.2 Settlement Investigation Flow Chan N gel Consultants,Inc.

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Northeast Utilities System March 14,1997 LIST OF FIGURES (continued) 4.3 ' Boundary Schematic 4.4 Minimtun Density Envelopes 4.5 Minimum Density - Mold Boundary Area Plot

4.6 Compression Test Schematic y 4.7 Seismic Force Components 4.8 TriaxialTest Schematic 9 LIST OF APPENDICES A. Alden Research Laboratory,Inc./Protze Consulting Engineers Laboratory Data B. GEI Laboratory Test Data

- Gradation Plots (6)

- Triaxial Test Plots (3)

- Compression Test Plots (7) g

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Porous Concrete Invcstigition Millstoin Unit 3 I Northeast Utilities System March 14,1997 1

1. INTRODUCTION 1.1 Purpose The purpose of the investigation described in this report was to estimate the effect on the performance of the Millstone Unit 3 reactor containment structure if all of the cement in the s foundation porous concrete layer were *o be lost. The investigation evaluated two performance characteristics --(1) the dynamic response of the structure to the Safe Shutdown Earthquake (SSE) and (2) the settlement of the structure upon loss of the cement due both to static loading and loading by the SSE.

The settlernents estimated for complete loss of cement from the porous concrete layers are considered to be ,vorst case settlements. Northeast Utilities (NU) initiated this investigation to evaluate the acceptability of worst case conditions. Ongoing investigations are evaluating more realistic projections ofless of cement frora the porous concrete layers.

1.2 Scope of Sen> ices NU contracted the services of three primary expert consultants - GEI Consultants, Inc. (GEI),

EQE International, Inc. (EQE), and Alden Research Laboratory (ARL), for the porous concrete investigation. ARL subcontracted Protze Consulting Engineers (Protze) to assist in most phases of its testing. The services of the three expert consultants were interdependent and were generally performed concurrently. The following sections describe the major services performed by each consultant.

1.2.1 GEI Consultants, Inc.

The primary goal of GEI's services in this investigation was to estimate the settlements of the Unit 3 reactor structure due to compression of the porous concrete layers if the cement in the porous concrete foundation layers were to be completely lost and if the site were to experience the SSE. The major services under this investigation provided by GEI toward the realization of this goal were to:

1. Perform supporting laboratory tests on crushed stone aggregate. Tests meluded geotechnical index tests (gradation, speci0c gravity, minimum density, and maximum density). static compression (one dimensional) tests, cyclic compression tests, and cyclic triaxial tests.

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2. Observe and interact with ARL during selected tests perfonned by ARL to estimate placement densities of the porous concrete aggregate.

3. Estimate settlements of the reactor structure due to compression of the porous I concrete layers if the cement in the porous concrete foundation layers were to be completely lost and if the site were to experience the SSE. Incremental settlements were estimated for (1) loss of the cement only, (2) settlement under static weight of reactor structure, (3) settlement due to SSE-induced shear stresses, (4) settlement due to SSE-induced compression stresses.

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4. Measure aid estimate d.inamic parameters of the aggregate for use by EQE :n the soil structure interaction analyses.

5. Attend meetings with NU and other expert consultants to discuss and present findings.

6. Prepare report sections related to GEI's services and compile all repon sections provided by other expert consultants into this report. Chapters prepared by consultants other than GEI are so noted in the report. ,

GEI has also provided consulting and field services for the installation of groundwater monitoring wells performed as part of NU's investigation into the chemical mechanisms for the potential deterioration of cement in the porous concrete. Those services will be I reported separately.

1.2.2 EQE International, Inc.

EQE carried out seismic analyses of the reactor containment structure. The objectives l of the analyses were two-fold. The first was to estimate the stresses and strains that would occur in the porous layer during the Safe Shutdown Earthquake. These stresses and strains were provided to gel for use in the testing. The second was to determine the I effect of the change in the porous layer on the seismic response of the building.

Two cases were analyzed. The first case considered the subgrade to be a uniform halfspace of bedrock, as was done in the design basis analysis. The second case considered the subgrade to be a layered halfspace consisting c,f one layer of degraded porous concrete overlying the bedrock. The analysis of both cases followed the guidelines for soil-structure interaction (SSI) analysis in the NRC Standard Review Plan.

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I Porous Concrzt3 Iny:stigstion - Millsto:3 Unit 3 Northeast Uti:ities System March 14,1997 3 1.2.3 Alden Research Laboratory, Inc/Protze Consulting Engineers Alden Research Laboratory, Inc. (ARL), in conjunction with Protze Consulting Engineers (Protze), carried out three major tasks in support of the investigation reported herein.

Procure Number 57 aggregate, Determine the unit weight of the porous concrete mix placed using the techniques used at Millstone for field placement, and l -

Determine the unit weight of the aggregate alone, placed in a loose state.

1.3 Project Personnel 1.3.1 GEI Consultants, Inc.

The following GE! personnel perfbrmed the laboratory analyses, reporting, and consultation services on this investigation:

I Gonzalo Castro, Ph.D., P.E. In-House Consultant R. Lee Wooten, P.E. Project Manager i Todd D. Moline, P.E.

Douglas J. Aghjayan Laboratory Director Laboratory Engineer Katherine E. W~ood Laboratory Engineer 13.2 EQE International, f ac.

I The following EQE personnel were involved in the project:

Paul D. Baughman, P.E. Project Manager Dr. James J. Johnson, P.E. Project Consult:mt Dr. Gordon S. Bjork. man, P.E. Project Consultant I Oleg R. Maslenikov Lead Project Analyst a David J. Deyle Project Analyst Kent M. David Project Analyst Tim Lu Project Analyst Dr. Robert P. Kennedy, P.E. o/RPK Structural Mechanics Consulting was engagad by EQE as a consultant for the project.

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Porous Corcrets investigraion - M.ilistone Unit 3 Northeast Utilitin System March 14,1997 4 1.3.3 Alden Research Laboratory,Inc.

The following Alden Research Laboratory, inc. personne! were involved in the project:

George E. Hecker, P.E. President, Alden Research Laboratory,Inc.

Johannes Larsen Vice President, Hydraulic Stmetures

- Dean K. White, P.E. . Project Engineer 1.3.4 ' Protze Consulting Engineers The following personnel from Protze Consulting Engineers were involved in the project:

David W. Johnston Project Manager Patrick H. Murphy Laboratory and field Services Manager Geoffrey Harvey Senior Laboratory Technician t

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Porous Concrete Invcstigiti:n - Millstons U it 3 Northeast Utilities System March 14,1997 5

2. MILLSTONE 3 POROUS CONCRETE FOUNDATION DESCRIPTION 2.1 Location and General Plant Description Northeast Utilities Millstone Nuclear Power Station is located in Waterford, Connecticut and includea three nuclear power reactors (see Site Location Plan, Fig. 2.1). Unit 3 is the newest of the Millstone reactors and was first placed in service in 1986. Figure 2.2 shows the layout of the Unit 3 part of the power station.

2.2 Millstone 3 Foundation Description The Millstone 3 reactor containment structure foundation was constructed within an excavation into soil and bedrock extending from the ground surface at about El. +24.0 to about El. -38.9 at the bottom of the excavation on bedrock (see Fig. 2.3). Figure 2.4 shows a schematic diagram l of the lower foundation elements. Below the containment structure, the foundation consists of the following elements, from the top of the reinforced concrete mat at El. 27.25 down:

Foundation Element Thickness Top Bottom Function (feet. inches) Elev. Elev.

Reinforced Concrete 10-3 -27.25 -37.5 Provides foundation to dis bute Mat containment and reactor stresses. >

Top Layer of Porot.s 0-9 -37.5 -38.25 Collects and drains ground water I Concrete (calcium and intemal seepage and leakage to aluminate cement), foundation sump.

g includes porous cement I drain pipes Portland Cement 0-2 -38.25 -38.42 Protects waterproof membrane Mortar layer from top layer of porous concrete aggregate.

l Two Layers of Butyl 0 '/,, -38.42 -38.42 Reduces ground water seepage into R Rubber Waterproof top layer of porous concrete.

Membrane Bottom Porous 0-10 38.42 39.25 Provided a drainable, level working ,

Concrete Leveling surface during construction of the Layer (Ponland foundation cement)

Bedrock -

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tion - Millstore Unit 3 Northeast Utilities System March $4,1997 6 All of the foundation elements described above are loaded by the weight of the reactor i

containment structure and its contents. The venical stress due to this weight immediately under the reinforced concrete mat is about 52 pounds per square inch (psi).

2.3 Porous Concrete Layers and Potential for Cement Loss The two foundation porous concrete layers were constructed with different cements: calcium aluminate cement in the top layer and portland cement in the bottom layer. 'Be porous concrete consisted of a crushed stone aggregate with cement r.iste. The layers are separated by the wategroof membranes and the 2-inch-thick cement moi'.ar layer. Water is drained from the top porous concrete layer and from drainage systems surrounding the containment structure (see Fig.

2.4)into a foundation sump that is periodically pumped.

NU has observed paste or sediment in the foundation sump. Other investigations are attempting to determine the source of the paste.

NU initiated the investigation reported herein to estimate settlements and structural dynamic responses for a worst case assumption that ah of the cement in either or both layers had been lost. NU does not consider the complete loss of cement assumption to represent current i conditions. No settlements of the reactor containment structure have been observed to date, NU initiated this investigation to evaluate the acceptability of worst case conditions. Ongoing investigations are evaluating more realistic projections of loss of cement from the porous concrete layers.

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March 14,1997 7

3. STRUCTURAL RESPONSE ANALYSES (piepared by EQE International, Inc.)

3.1 Background and Objectives The objectives of the structural response analyses were two-fold. The nrst was to provide estimates of the maximum shear and vertical strains and stresses that might occur in the porous concrete foundation layers during a Safe Shutdown Earthquake (SSE) level event. These estimates would be used as a basi.s for the strain or stress levels to which dynamic testing would be performed. The second objective was to determine whether degradation of the porous concrete layer would resuh in any significant changes in the seismic response of the reactor g building. For both of these objectives. soil-structure interaction (SSI) analyses were performed R on the reactor building assuming a worst case scenario that all the cement had been removed from all layers, leaving a 21-inch layer of crushed stone aggregate supporting the basemat.

The analyses consisted first of performing one-dimensional (1-D) seismic analyses of a vertical profile taken at the center of the reactor building and consisting of a rigid mass modeling the reactor building, supported by a 21-inch layer of crushed stone, which, in turn, was directly above a uniform half-space of bedrock material. These analyses used the " equivalent linear" method to estimate the dynamic properties of the crushed stone. A number of different profiles I were studied to account for uncertainties in material properties. The 1-D analyses were followed by three-dimensional SSI analyses, which included the dynamic properties of the crushed stone I layer and the bedrock half-space as well as those of the reactor building itself. The SSI analyses were performed forthe same crushed stone property cases as were the 1-D analyses. In addition, a benchmark SSI analysis was perfonned for which the bedrock was assumed to support the l

basemat directly. This configuration was considered to be equivalent to that used for the design analyses performed for the plant and was used as the basis against which the other analyses would be compared. From the SSI analyses, maximum base forces were obtained that were used I to estimate maximum stresses and strains in the crushed stone layer. Response spectra were also obtained which were compared to the benchmark case. One additional analysis was performed for one of the crushed stone property cases. For this analysis, iterated SSI calculations were I. made. The shear strains calculated from each SSI analysis were used to obtain new estimates i

of dynamic properties, which would then be used in a subsequent SSI analysis, to obtain equivalem linear properties in the same manner as was done for the 1-D analyses.

3.2 Methods of Analysis The soil-structure analyses performed for the evaluation of the reactor building response used a substructure method of analysis. The method is implemented in the CLASSI system of h GEI Consultants,Inc.

i Porous Co crete Investigrtion - Millstone Unit 3 Northeast Utilities System

+ March 14,1997 8 computer programs [1]. The substructure method, as it applies here, separates the SSI problem into a series of simpler problems, solves each independently, and superposes the results. The elements of the approach as applied to structures with assumed rigid foundations subjected to earthquake excitations are: specifying the free-field ground motion; defining the soil profile; calculating the foundation input motion; calculating the foundation impedance functions; modeling the structure; and performing the SSI analysis, i.e., combining the previous steps to calculate the response of the coupled soil-structure system.

s Several assumptions apply to the analysis procedure. Most notably, the foundations are assumed to behave rigidly. Strictly speaking, the analysis procedure is linear. Nonlinear soil material behavior is modeled in an equivalent linear fashion, i.e. equivalent linear soil shear moduli and material damping values for each layer. The remaining constants for the material model are mass density, Poisson's ratio, and water table location.

Etee-Field Grottad. Motion - Specification of the free-field ground motion entails specifying the control point, the frequency characteristics of the control motion (typically, time histories or

, response spectra), and the spatial variation of the motion. In general, the control point is specified on tne free surface of soil or rock. The control motion is acceleration time histories.

In most cases, vertically incident plane waves are assumed, which define the spatial variation b of motion once the soil properties are identified.

Soil Profile - Defining the soil profile for SSI parameter development first involves defining the low strain soil properties as functions of depth. The important parameters are soil shear moduhis, soil material damping, Poisson's ratio, mass density, and water table location - all as a function of depth in the soil. An additional aspect of defining the soil properties is the f variation in soil shear modulus and soil material damping with shear strain level, i.e., the reduction in shear modulus and the increase in damping as shear strain increases.

, Enundation Innut Motion - Foundation input motion is the hypothetical motion of the massless foundation, in the absence of the structure, due the free-field motions. It differs from the free-field ground motion in all cases, except for surface foundations subjected to vertically incident waves, primarily for two reasons. First, the free-field motion varies with soil depth. Second, the soil-foundation interface scatters waves because points on the foundation are constrained to move according to its geometry and stiffness. For vertically propagating seismic waves impinging on rigid surface foundations, the i'oundation input motion is the same as the free-field motion.

Foundation Imnedance Functions - Foundation impedance functions describe the force-displacement characteristics of the soil. They depend on the soil configuration and material k GEI Consultants. Inc.

f i

Porous Concrete Investigition - Millstons Unit 3 Northeast Utilities System March 14,1997 9 behavior, the frequency of the excitation, and the geometry of the foandation. In general, for a linear clastic or visco-clastic material and a uniform or horizontally stratified soil deposit, each element of the impedance matrix is complex-valued and frequency dependent. For each rigid foundation, the impedance matrix is a 6 x 6, which relates a resultant set of six forces and moments to the six rigid-body degrees-of-freedom.

Structural Model - The dynamic characteristics of the structures to be analyzed are described by their fixed-base eigensystem (mode shapes and frequencies) and modal damping factors. Modal damping factors are the viscous damping factors for the fixed-base structure, expressed as a fraction ofcritical damping. The structure's dynamic characteristics are then projected to a point on the foundation at which the total motion of the foundation, including SSI effects, is determined.

SSI Asiysis - The final step in the substructure approach is the actual SSI analysis. The results of the previous steps are combined to solve the equations of motion for the coupled soil-structure system. For a single rigid foundation. the SSI response computation requires solution of, at most, six simultaneous equations - the response of the foundation. Once the motion on the foundation has been determined. in-structure response can be determined from the dynamic characteristics of the structure.

3.3 Elements of the Analysis The substructure approach was used for the SSI analyses of the reactor building. The procedure that was followed consisted of the following elements:

3.3.1 Free-field Motion The free-field control motions were defined by the Milbtone Unit 3, free-field SSE design response spectra [2]. Three acceleration time histories, two horizontal components and a vertical, were generated to match the design spectra, using the enveloping and statistical independence criteria set fonh in the USNRC Standard Review Plan [3]. Power spectral density functions were also calculated for each time history and were seen to be smooth functions without any significant deficiency in frequency content.

Figure 3.1 shows plots comparing response spectra of the time histories, calculated at 5%

damping, with the corresponding design spectra from [2].

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Perous Coxcrete tavsstigstion - Millstona Unit 3 Northeast Utilities System March 14,1997 10

\ 3.3.2 One-Dimensional Analyses

- Estimates of the properties in the crushed stone layer, consistent with SSE level excitation, were determined by one-dimensional analyses using the computer program

[ SHAKE [4]. SHAKE performs a one-dimensional linear analysis to compute response in a horizontally layered soil-rock system subjected to transient, vertically propagating shear waves defined by an acceleration time history. " Equivalent linear" properties are calculated by performing iterative analyses in which the shear modulus and material .

o damping ratio are estimated for each layer, and shear strains are calculated for a specified input motion. The maximum shear strain in each layer is factored by an effective strain ratio (typically 0.65) to obtain the effective strain. This is used in combination with soil degradation cm ves, relating the reduction in stiffness and increase in damping with an increase in strain levels, to obtain new estimates of the properties, which are then used in a second analysis. This procedure is repeated until the properties converge for all layers. The converged properties thus obtained are called the " strain-dependent" properties.

The calculation of strain-dependent properties by the equivalent linear method uses the following infonnation for each layer: the low-strain shear modulus, typically at strain levels of I x 104 % or less; the shear modulus reduction vs. shear strain curve; and the material damping ratio vs. shear strain curve. This data was provided by GEI for ASTM No. 57 crushed stone [5,6]. For each category, best estimate., upper bound, and lower bound values were provided. Table 3.1 from [6] lists the low-strain properties; Figures 3.2 and 3.3 show the shear modulus reduction and damping vs. strain curves. The different sets ofdata were combined into six crushed stone property cases for which both one-dimensional and SSI analyses were performed. Table 3.2 summarizes the different combinations. The table includes as Case A the benchmark case for which only the bedrock was modeled. No 1-D analysis was perfonned for this case, because the bedrock properties were assumed constant for all analyses and were taken from the design analysis.

For each analysis, the profile was assumed to consist of a 21-inch layer of ASTM Type 57 cmshed stone, directly overlying a uniform bedrock half-space. Directly above f the crushed stone was a rigid layer having a weight per unit area equal to the average total static vertical load per unit area of the reactor building. The saturated unit weight of the crushed stone was taken as 118.9 lb/ft), and the dry unit weight was taken as

[) . - 86.2 lb/ft', per the recommendations in [6]. The bedrock half-space properties were determined based on infonnation in Section 2.5.4 of the FSAR [2] and on design calculations [7]. The unit weight of the bedrock was taken from the FS AR as 165 lb/fP.

h GElConsultants,Inc.

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Por:us Concr:ts Investig tirn - Millston: Unit 3 Northeast Utilities System l March 14,1997 1I l The shear modulus and Poisson's ratio were taken from [7] as 1.41.x 106 psi and 0.4, respectively Material damping in the bedrock was assumed to be 0.5%. The control motion consisted of one of the horizontal free-field SSE time histories described in Sec. 3.3.1 above and was applied as an outcrop motion at the top of the bedrock layer, scaled to a peak acceleration of 0.17g.

The strain-dependent properties obtained from the six SHAKE analyses for the crushed stone are shown in Table 3.3 below, along with their corresponding low-strain values.

The results show some significant degradation of the crushed stone properties. By I comparison, the bedrock shear modulus is 203,040 ksf.

h After the strain-dependent properties were obtained, the motion at the top of the crushed E stone layer was compared to the input motion. First, the maximum accelerations at the interface between the crushed stone and the rigid top layer were calculated. Additionally, a second set of SHAKE analyses was made in which the rigid layer was removed, making the crushed stone layer the top layer. For these analyses, the strain-dependent properties from the first set of analyses were used. Table 3.4 shows these comparisons. One can see from the table that, as one w auld expect, the motions at the top of the layer are almost identical to the input motions. Response spectra were also calculated for the second set g of analyses. Comparisons showed that the spectra at the top of the crushed stone were p within 5% of the input motion for frequencies below about 20 Hz for all cases. Because of the close comparison, it was judged that the free-field control motions discussed in i Sec. 3.3.1 could be applied in the SSI analyses at the top of the crushed stone layer without significant enor.

3.3.3 Reactor Building Structural Model The SSI analyses used the building model that was developed for the reactor building I design analyses for the uncracked containment condition. The model was reconstructed using the data in the reactor building seismic design analysis calculation [7]. The model I consisted of an assembly of beam elements modeling the containment shell and stiffness elements modeling the wall systems of the internal structure. The model included the soil spring elements used for the design analyses, so that its dynamic properties could be verified against those of the design model. This comparison gave exact agreement for both frequencies and mode shapes. The soil spring elements were then stiffened to make them rigid, thereby creating, in effect, a fixed-base model. Figure 3.4 shows a sketch of I the soil spring model. Eigenvalue analyses were performed on the fixed-base model to obtain its dynamic characteristics. Forty modes were obtained up to 50 Hz. Table 3.5 summarizes the dynamic properties of the fixed-base model. The dynamic properties of L

k GEI Consultants,Inc.

Porsus Co crete Investig: tion - Millston Unit 3 Northeast Utilities System March 14,1997 12 the model were then projected to the foundation reference point, located at the bottom of the basemat at its center.

Table 3.5 indicates that only about 70% of the mass was captured in the dynamic properties. However, virtually all significant dynamic response to seismic excitation would be expected to occur at frequencies below about 33 Hz, and the CLASSI method accounts for the rigid-body mass effects of the higher modes. Almost all of mass not l included dynamically (28.6%) was located on the basemat (Node 1). The rigid-body effects of this mass were accounted for in the projection of the model to the foundation reference point.

3.3.4 Foundation Impedance Functions Impedance functions were generated for the six crushed stone cases identified in Table 3.2 above (Cases B - G) and the benchmark case (Case A) consisting of the uniform half-space of bedrock material. The impedance functions were used for the SSI response analyses discussed in Section 3.3.5.

The impedance functions were calculated using the CLASSI computer programs GLAY and CLAN [1]. These programs calculate impedance functions for flat foundations of l arbitrary shape situated on a layered half-space. The half-space is modeled as a set of horizontal layers. Green's functions, relating displacements at observation points at g different distances on the surface to a set of point loads at a source point on the surface, y are first calculated for a specified number of frequencies with program GLAY using linear continuum mechanics. The foundation is modeled as an assembly of rectangular l sub-regions. The foundation model is combined with the Green's functions in program CLAN, which constrains the sub-regions to move as a single rigid body. The result is a set of 6 x 6 complex-valued impedance matrices calculated at the specified frequencies.

l The programs are also capable of calculating impedance functions for multiple j foundations, in which case the impedance matrices are of size 6N x 6N where N is the g number of foundations. Program CLAN is also capable of calculating wave scattering i vectors, relating the Foundation Input Motion to the free-field motions, for non-vertically l incident waves impinging on the foundations at arbitrary azimuths and incident angles.

For this study, it was assumed that the reactor building was situated on the surface of a horizontally layered half-space, subjected to vertically propagating shear and compression waves, with the free-field control motion defined at the surface. For this situation, there are no wave scattering effects (i.e. the Foundation Input Motion is the same as the free-field control motion). The top layer consisted of the 21-inch crushed k GEI Consultants,Inc.

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Porous Concrete Investigation - Millstone Unit 3 Northeast Utilities System March 14,1997 13 stone layer. The uniform half-space of bedrock was directly beneath. The material properties were those obtain in the 1-D analyses (Sec. 3.3.2). The Poisson's ratios used were 0.40 for the bedrock, taken from the design calculation [7], and 0.30 for the crushed stone in the drained condition (Case G) [5]. For the undrained condition, GEI i recommended using Poisson's ratios consistent with a constant bulk modulus of 83,000 L ksfin combination with the strain-dependent shear modulus. However, this led to some

, values over 0.49, which resulted in numerical problems. Therefore a value of 0.48 was used for all undrained cases.

The basemat was modeled as a flat rigid circular plate, of radius 79 feet, on the surface.

Figure 3.5 is a sketch of the foundation model showing the discretization of its subregions. Impedance matrices were calculated for 32 frequencies up to 33 Hz.

3.3.5 SSI Response Analyses

, SSI response analyses were performed for the seven cases described in Table 3.2. The dynamic properties of the building model (Section 3.3.3) were used in combination with

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the impedance functions described in Section 3.3.4 and the free-tield time histories (Section 3.3.1) applied as surface motions at the top of the crushed stone layer. As was discussed in Section 3.3.2 above. it was shown that the motion at the top of the crushed stone was virtually the same as that at the bedrock outcrop and therefore any error introduced by the use of the free-field control motions at the top of the crushed stone would be insignificant.

Maximum base forces at the foundation reference point were obtained as well as acceleration time histories at selected locations in the structure. The base forces were used, in combinaticn with the foundation geometry, to calculate maximum shear and vertical stresses. Stresses due to direct base forces were calculated by dividing the force by the basemat area. Stresses due to overturning and torsional moments were calculated at 2/3 of the distance from the center of the foundation to the edge. The stresses were combined as the square-root-sum-of-squares of the la ger stress due to base shear (or overturning moment) with the stress due to torsional moment (or vertical force). Shear strains were calculated by dividing the shear stresses by the corresponding shear modulus. Vertical strains were calculated by dividing the vertical stresses by the corresponding constrained modulus.

Response spectra were calculated at six locations in the reactor building and on the z

basemat. Table 3.6 list the locations.

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r Perous Cercr:t2 Inv:stigrtion - Millstor Urit 3 Northeast Utilities System March 14,1997 14 E

[I The SSI analyses described above used strain-dependent properties of the crushed stone layer taken from the 1-D analyses (Section 3.3.2). In addition to these analyses, one further analysis was performed for Case C which used properties consistent with the maximum shear strains from the SSI analysis. This was an iterative analysis which was I perfonned in a manner similar to the 1-D analyses, except that new properties were calculated manually. Case C was selected because its strains exhibited the largest l variation from the 1-D analysis. The same responses were obtained for this analysis as for the other ones.

3.4 Discussion of Results The first objective of this study was to obtain estimates of maximum stresses and strains in the crushed stone due to SSE level earthquake excitation, and to provide these values to serve as a basis for stress and strain level to which to perform dynamic testing of the crushed stone. The second objective was to estimate the changes that might occur to building response due to SSE f level excitation as a result of any degradation of the porous concrete layer.

Tables 3.7 and 3.8 give summaries of the maximum stresses and strains and peak accelerations obtained from the different SSI analyses. As can be seen from Table 3.7, the maximum shear

[ strains vary from 0.09% to 0.26% for Cases B - G, and 0.45% for the iterated SSI analysis of I Case C. By contrast, the maximum shear stresses only vary between 2.13 ksf and 2.65 ksf, a difference of only about 25%. Thus, it can be seen that, while strains varied considerably, stresses remained relatively constant. Therefore, it was concluded, in light of the uncertainties inherent in the equivalent linear method, especially for such large strain levels, that stress controlled tests should also be performed.

I Figures 3.6 through 3.9 show comparisons between response spectra at Node 7, located on the Operating Floor (Elev. 50'-10"), for the difTerent cases. Figure 3.6 shows the average effect of i the cegraded cmshed stone layer. Here, the results from the Best Estimate analysis are compared with those from the Bedrock analysis. As can be seen from the plots, the frequency of the I spectral peak was reduced by about 15% in the N-S direction and by only a slight amount in the E-W direction. In both directions, the peak spectral acceleration was reduced. The vertical response shows no noticeable change.

Figure 3.7 shows the variability of the efTect of the crushed stone layer. Ilere, lower and upper bound Cases C and F are compared with the Best Estimate Case B. In both horizontal directions, there was some variation of peak amplitudes. However, any increases above Case B generally were less than about 10%. Very little shift of peak spectral frequencies was seen. Again, the k GEI Consultants,Inc.

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Porous Corcr:t:Inv:stigithu - Millstone Unit 3 Northeast Utilities System

-.- March 14,1997 15 vertical response was unaffected. Similar effects were seen when comparing Cases D and E with Case B.

Figure 3.8 shows the effect of assuming drained conditions in the crushed stone (Case G vs. Case B). Here, a downward shift of the peak spectral frequency of about 15% was seen, primarily in the N-S direction, and the peak amplitudes are reduced, drastically in the E-W direction. The vertical spectrum shows decreased peak in the 15 Hz to 20 Hz range and a corresponding increase at about 10 Hz.

Figure 3.9 shows the effect of the most extreme case, where the Case C properties were iterated in the SSI analysis. The horizontal spectra show the same differences as in Fig. 3.8. The vertical spectra are virtually the same.

Based on comparisons at all in-structure locations, the overall effect of the degraded crushed stone layer was a downward shift in the frequency of the peak spectral acceleration with an associated decrease in peak amplitude. The average frequency shift was about 15%, depending on direction and location in the structure; in the most extreme case (iterated SSI analysis for i Case C) it was about 30% in the N-S direction and less than 15% in the E-W direction. The average ieduction in spectral amplitude was about 10%, with variations of about the same amount.

In the course of evaluating the above results, it was noted that the spectral peaks in the upper I portion of the internal structure were about twice as high in the E-W direction as in the N-S directiort Part of tnis appears to be due to the fixed-base dynamic properties of the structural model. As can be seen in Table 3.5 the first mode (4.8 Hz) is in the E-W direction and has about 22% mass participation, which is all in the internal structure. The second and third modes are containment modes. The fburth mode (5.7 Hz) is the first N-S mode in the internal structure.

Another factor contributing to this was differences in the free-field time histories. When the two I horizontal components were reversed and the response was recalculated, the N-S and E-W peak spectral values were closer.

Comparison of the response spectra from the uniform bedrock case to the response spectra for the crushed stone layer case (average properties) showed that the crushed stone layer resulted in lower peak frequencies and lower peak amplitudes. The variation of the peak frequency in the east-west and vertical directions was less than 15%, which is the peak broadening criteria in L the MNPS-3 FSAR to account for modeling uncertainties in the structure and soil.

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In the north-south direction, the variation of the average case from the uniform rock case was within the 15% peak broadening envelope for the containment shell. The most extreme case k gel Consultants,Inc.

Porous Cozerets I:vestigition - Millston Urit 3 Northeast Utilities System March 14,1997 16 falls slightly outside the envelope on the low frequency side of the peak. For the internal structure in the north-south direction. the variation of the average case was slightly more than 15% from the uniform bedrock case, on the low frequency side. The variation in peak frequency of the various cases considering uncertainty in the crushed stone properties (upper bound, lower bound) was within 15% of the average (best estimate) case. However, these spectra, while having more than 15% difference in frequency from the uniform bedrock case, fall within the peak broadened envelope of the MPNS-3 design basis spectra because of the decrease in peak amplitude.

Therefore, it was concluded that while the postulated degradation of the porous concrete layer would change the frequency characteristics of the dynamic model, effectively softening the soil g springs, the change is within the uncertainty range allowed for by the peak broadened spectra y used in the plant design.

3.5 References

1. H. L. Wong and J. E. Luco,1980. " Soil-Structure Interaction: A Linear Continuum 1 Mechanics Approach (CI.ASSI)," Report CE 79-03, Department of Civil Engineering, University of Southern California, Los Angeles, CA.

2. Millstone Nuclear Power Station, Unit 3, Final Safety Analysis Report, July 1993.

3. US Nuclear Regulatory Commission, Standard Review Plan, Section 3.7.1 - Seismic I Design Parameters, Revision 2.1989.

4. P. B. Schnabel, J. Lysmer, H. B. Seed,1972. "SHAKd: A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites," Report No. EERC 72-12, University of California. Berkeley, December.

I 5. Letter Report from T. O. Keller, GEI Consultants, Inc., to K. Lakshmi, NUSCo, July 17, s

i 1996. " Dynamic Properties of ASTM No. 57 Crushed Stone, Millstone 3 Nuclear Power Plant, Waterford, Connecticut."

6. Letter from R. Lee Wooten, GEI Consultants, Inc., to Paul Baughman, EQE, January 15, I 1997. " Recommendations for Shear Wave Velocity, Shear Modulus, and Poisson's Ratio in Soil Structure Interaction Analyses and Comments on Draft Project Work Plan for Soil Structure Interaction Analyses, Millstone Unit 3, Porous Concrete Evaluation."

l 7. Calculation No.12179-SM-025, " Seismic Analysis of Reactor Containment," by Stone &

Webster Engineering Corp., August 20,1985.

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l Porous Cencrete Invcstigztion - Millstm Uzit 3 Northeast Utilities System March 14,1997 17

4. SETTLEMENT ANALYSIS 4.1 General Approach gel estimated the settlements of the porous concrete layer (s) for complete cement loss based on testing performed by ARL and gel and using soil structure interaction modeling performed by lD EQE. In this report, settlement estimates are given for both a 9-inch-thick and a 19-inch-thick porous concrete layer because of current uncertainties about whether cement loss is occurring in the 9-inch-thick upper layer or the 10-inch-thick lower Portland cement porous concrete layer, or both.

GEI modeled total settlements of the perous concrete as two major components - (1) settlements I due to static loading conditions upon loss of the cement and (2) settlements due to seismic loading conditions. The settlement model assumed that the aggregate changed in volume due to transitions through the following state conditions:

1. Static Loading Conditions - Static loading conditions were expected to induce settlements if the cement in the porous concrete were completely lost. These static settlements were divided into components modeling the transitions (1) from the placement state to the minimum density and (2) from the minimum density to the static stress loading state.

Placement State - The condition of the porous concrete crushed stone aggregate before loss of cement.

Minimum Density - The condition of the crushed stone aggregate after loss of the cement but before experiencing the static loading of the containment structure. The minimum density is the loosest density at which the aggregate can be randomly placed without cement. As described in sections 4.2.2 and 4.2.3, the placement state density of the aggregate was looser than the minimum density. Consequently, the model includes settlements for a state change from the placement to the minimum density state due to the loss of cement. The minimum density state was assumed to be the starting state for laboratory compression tests on aggregate alone.

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Static Stress Loading - The loading condition of the crushed stone aggregate due to the static weight of the reactor containment structure. The static stress loading state for the crushed stone aggregate was modeled as a one dimensional (vertical) strain condition because the wide lateral extent (160 feet) of the thin (9 or 19 inches) layer and because the bedrock excavation wall contains laterally the foundation layers.

l l E GEI Consultants,Inc.

Porous Co: crete Investigiti:2 - Mill: ton Unit 3 Northeast Utilities System March 11,1997 I8 Static stress loading was modeled in the laboratory using oedometer or one dimensional compression tests.

[ 2. Seismic Loading - Seismic loading was divided into two components - shear loading and P compression loading as described below. These two components would occur simultaneously during a seismic event; however, because of laboratory testing lF- constraints, the loading and modeling were divided into the components. The separation and addition of these components should provide a conservative estimate of the settlements due to a seismic event. The Safe Shutdown Earthquake (SSE) loading was used to determine the model seismic loading.

Seismic Shear Loading - Seismic shear loading included shear stresses induced by the seismic horizontal forces and torsional forces of the containment structure on the top of the porous concrete. Seismic shear loading was modeled in the laboratory using cyclic triaxial tests.

b Seismic Compression Loading - Seismic compression loading included compressive l forces induced by rocking of the containment structure and by vertical acceleration of the structure. As noted under static loading, the compression loading would be g one dimensional (vertical) strain due to the lateral extent and constraints on the l porous concrete layers. Seismic compression loading was modeled in the laboratory using cyclic oedometer or one-dimensional compression tests.

Figure 4.1 shows a schematic presentation of the transition states used in the settlement model.

Figure 4.2 shows a flow chart of the tasks that GEI, EQE, and ARL performed to estimate the

( settlements of the porous concrete layer. The following sections,4.2,4.3, and 4.4 give details of the tasks involved in the static settlement estimate, seismic event settlement estimate, and total settlement estimate, respectively.

4.2 Statie Settlement Estimate 1

Static settlements were estimated based on laboratory measurements of density or changes of aggregate samples placed (1) as porous concrete (with cement), (2) at the aggregate's minimum density (without cement), and (3) under the static stress of the reactor containment structure.

ARL performed laboratory testing for porous concrete placement density and for minimum

, density of the aggregate in a large (36 inch x 36 inch x 9 inch) mold. GEI performed index testing, minimum density testing, compression or consolidation testing, and settlement estimates.

The following sections describe the testing and analysis for the static settlement estimate.

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5 hrous Corcr:te I:v:stig ti:n - Millstone Unit 3 i Northeast Utilitio System March 14,1997 19 4.2.1 Aggregate Sampling and Index Testing The ASTM #57 coarse aggregate used in the test program was procured by ARL from Tilcon Connecticut, Inc., the operator of the Wallingford Quarry which was one of the sources of the ASTM #57 coarse aggregate for the Millstone Plant during the original construction. A sieve analysis of the aggregate taken at the quarry indicated that the stone met ASTM Designation C33-93 for No. 57 coarse aggregate, (see gradation in Appendix A). Approximately 20 tons of No. 57 coarse aggregate was delivered to ARL in Holden, MA for use in the study. Upon arrival the stockpile was sampled and the gradation was found to meet the requirements of ASTM Designation C33-93 for No. 57 coarse aggregate,(see attached gradation in Appendix A).

.ARL provided GEI with approximately 14.6 cubic feet (two 55-gallon drums) of the ,

aggregate sample for gel's laboratory testing program. GEI performed index testing to l characterize the aggregate. Index testing included gradation (ASTM Cl39), specific l 5 gravity (ASTM C127), minimum density testing (ASTM D4254), maximum density testing using a vibratory table (ASTM D4253), and unit weight using rodding (ASTM I C29) and jigging (ASTM C29). Index test results are summarized in Table 4.1.

Gradation curves are included in Appendix B with other GEI test results. Section 4.2.3

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l discusses gel's minimum density testing.

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4.2.2 Placement Density Testing and Estimate  ;

1 E The porous concrete used in the test program was prepared by ARL and Frotze in accordance with Northeast Utilities " Specification SP-M3-CE-001, Supplement to SP- <

CE-354 and SP-CE-36. Specification for: Porous Concrete Mock-up Testing, Phase III, with Containment Mat Concrete" [4.1]. The cement used met the requirements of

.g paragraph 8.3 of the specification and the concrete mix met the requirements of

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Paragraph 9.0 Mix B (porous concrete with Calcium Aluminate Cement). The mixing water was analyzed and found to be acceptable for use in concrete, (see water qtiality report in Appendix A).

The porous concrete was placed in the 3-foot-wide by 3-foot-long by 9-inch-high wooden

mold, in a single 9-inch-thick lift by discharging two 4 cubic foot capacity mixers directly into the mold. The concrete was spread in the mold using rakes and the top surface of the concrete was screeded to the top of the mold and tamped by a single pass of a hand tamper consisting of a board measuring 8-inches wide by 18-inches long attached to two 5-foot-long wooden poles serving as handles. Instructions for placing and tamping the porous concrete were provided by Mr. Richard P. Williamson, an employee N

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Porous Concrete Investigatio3 - Milhtone Unit 3 ,

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March 14,1997 20 I of Stone & Webster Engineering Corporation who observed the placement of the pomus concrete at Millstone.

The density of the aggregate contained in the concrete as placed in the mold was i i computed by two methods. The first method, called the excess method, required the careful washing of the concrete remaining in the mixers to account for the leftover  ;

aggregate. This was accomplished by washing the leftover mix over No. 4 wire screen l (4.75-millimeters or 0.187-inch-size openings) to remove all the cement and capture all of the plus No. 4 aggregate. This aggregate was dried and weighed and this weight, .

h corrected for the minus No. 4 fines (fines lost in svashing), was subtracted from the total weight of the aggregate used in the mix. The second method, called the ratio method, used the weight of the concrete in the mold and determined the weight of the aggregate I in the mold based on the proportions of the mix design. Results using the two methods differed slightly with the ratio method giving consistently lower densities by 2.1 to 3.5 )

g pounds / cubic foot (pct). An average of the two methods was used to determine aggregate l

F density because neither calculation method could be discounted and it would be expected  !

that the excess method was overestimating density and the ratio method was i underestimating it.

Since the surface of the porous concrete was irregular, the depth of the concrete in the j mold was difficult to measure. The position of the top of the concrete was determined by l flooding a membrane placed on top of the concrete with a known volume of water and  !

then subtracting the average depth of the water from the measured distance between the I water surface and the bottom of the mold. The values obtained using this method were corrected for the porosity of the concrete surface that would exist had the concrete been placed against a rigid boundary.

The results of casting and measuring three porous concrete test molds, using the techniques discussed above, are presented in Table 4.2. An average estimated density of 87.1 pcf was selected as the best estimate of the porous concrete aggregate placement .

density using this aggregate sample. This value averaged results frem all three tests using both the ratio and excess method of estimating aggregate density.  ;

4.2.3 Minimum Density and Index Testing GEI and ARL both performed minimum density tests on the aggregate using a variety of mold sizes. In all of the minimum density tests, the aggregate was placed loosely by gently dropping the aggregate with a scoop or shovel from a small height into the mold.

GEI performed minimum density tests in the following size molds:

k gel Consultants,Inc.

R Porous Coocr:te Anvestigitlom - Millston2 Unit 3 Northeast Utilitus System March 14,15'.97 21 6-inch-diameter x 6.1-inch-high,0.10-cubic-foot cylindrical mold, 11-inch-diameter x 9.1-inch-high,0.50-cubic-foot cylindrical mold, 15-inch-diarneter x 15.3-inch-high,1.57-cubic-foot cylindrict.i mold, 23.5-inch-diameter x 24.0-inch-high,6.04-cubic-foot cylindrical mold.

ARL performed minimum density tests using the same 3-foot-wide x 3-foot-long x 9-t i nch-high mold (6.75 ubic feet) that was to be used in the placement density tests described in 4.2.2.

A range of mold sizes was used to determine the ciTect of the mold size on the minimum

, density. Tests in smaller molds resulted in lower minimum densities because of the g relatively high ratic of mold boundary area to the sample size. The zone of the sample g; next to the mold boundaries tends to have more voids or to be looser because of the lack of abutting and intruding aggregate. Figure 4.3 shows a schematic representation of the mold boundary effect.

GEI used two slightly different method.s to determine the minimum densities. Method 1 1 is as described in the ASTM D4254 procedure for minimum density that allows " slight  !

projections of the larger particles above the top of the mold" which "shall balance the h larger voids in the surface below the top of the mold." Method 2 differed frorn Method 1

.g in that the top of the sample was screeded level such that no particles projected above the top of the mold. ARL used Method 2 in their minimum density tests. Figure 4.4 shows g

a schematic representation of the difference between the two methods. Method 2 l F densities were lower than Method I densities because Method 2 included more voids at ,

the top of the sample.

Method 2 was used to be consistent with the method of estimating the placement density for the porous concrete as described in Section 4.2.2. In the porous concrete placement density tests and in the Method 2 minimum density tests, the sample volume was determined using the top of the aggregate particle asperities as the top of the sample.

The results from GEI's minimum density tests are tabulated with the index tests in Table 4.1. The results from ARL's minimum density tests are described in Appendix A.

,I Table 4.3 summarizes the minimum density test result averages for each mold size and method. Figure 4.5 shows the effect of mold boundary area to volume ratio and of test method on the minimum density. Results from gel's Method 2 minimum density test using the 23.5-inch-diameter mold agreed with ARL's Method 2 minimum density test results using the 36-inch x 36-inch mold.

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w Porous Concrete Investigction - Millstone Unit 3 Northeast Utilities System l March I4,1997 22 i The minimum density of 88.4 pounds / cubic foot (pef) from ARL's minimum density test was used for settlement calculations (1) because the tests were performed in a consistent l

mold and manner as the concrete placement density tests and (2) because the agreement I

,g with GEI's largest mold tests indicated that the method of placement was consistent

,W ]

between the two labs. This same method of placement was used by GEI to prepare static '

compression tests, cyclic triaxial tests, and cyclic compression tests.

4 4.2.4 Static Compression Testing 4

GEI modeled compression of the aggregate due to the static load of the reactor containment building using one-dimensional strain oedometer or compression tests.

Compression tests were performed in rigid wal!, cylindrical steel oedometer molds with diameters of 6, 8, and 10 inches. Aggregate samples were placed loosely in the oedometers to initial heights of 3,4, and 5 inches. Uniform loads were applied by a load

I- frame through a rigid steel loading plate. Loads were measured by an electronic load cell. Displacements or settlements of the samples under load were measured by averaging threc electronic displacement transducers placed at equal intervals around the cedometer circumference. Samples were loaded in increments to 52 psi, the static stress g under the containment structure. Water was added to the sample at the 52 psi load 3 increment. Samples were then loaded either to the limit of the load frame or in a manner to model seismic loads as described in Section 4.3.5.

Initial tests on the aggregate samples were performed with the steel loading plate resting directly on the aggregate sample asperities. These tests resulted in large initial strains as I the asperities were pushed or reoriented into the body of the sample. Loading the asperities in this manner did not represent the loading conditions on the existing porous cement layers which had been (1) flattened with tampers and (2) uniformly covered with the overlying mortar or concrete layers. To more accurately model the existing loading conditions, a hydrostone loading layer was cast on plastic wrap loosely placed over the g samples. Hydrostone, a stiff plaster-like material, distributed the load more evenly over E) the top of the aggregate by partially filling in large voids between the asperities. The flat top surface of the hydrostone previded an even surface for the loading plate Sida I friction between the hydrostone and the cedometer was prevented by placing a removable rubber strip around the circumference of the hydrostone during casting. Figure 4.6 shows a schematic of the cedometer with the hydrostone layer.

Table 4.4 summarizes the results of the compression tests performed with the hydrostone layer. Test data and plots are contained in Appendix B. Sample strains at 52 psi did not g .

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I Forous Concrets investig tion - MZist=2 Unit 3

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March 14,199' 23 indicate any clear trends with height-to-diameter ratios or with cedometer diameter.

I Consequently, all tests' results for static loading at 52 psi after wetting were averaged to estimate strains. The average strain for samples placed at the minimum density under the 52 psi load was 3.9%

4.2.5 Static Settlement Estimate

~I The static settlement was estimated as the sum of the settlement due (1) to the change m aggregate density from the placement state (87.1 pc0 to the aggregate minirnum density I_ (88.4 pcf) and (2) to the compression under 52 psi static stress from the containment structure. The static settlement was estimated to be nbout 5% of the original porous layer I thickness which would be about % inch settlement for a 9-inch-thick layer or about 1 inch settlement for a 19-inch-thick layer. Estimated settlements are summarized in Table 4.5.

j 4.3 Seismic Event Settlement Estimate

~

Estimates of settlements due to a seismic event after loss of cement in the porous concrete layers were based on application of cyclic stresses modeling the SSE on aggregate samples in the laboratory. Cyclic triaxial tests were used to model seismic shear forces and cyclic one-I dimensional strain oedometer tests were used to model seismic compressive forces. Figure 4.7 schematically shows the seismic stress components of shear and compression applied to the porous concrete layer.

EQE performed soil structure interaction analyses to estimate appropriate forces to apply in the cyclic testing. GEI performed the cyclic testing and estimated strains and settlements based on the testing. GEI also made field measurements and provided estimates to EQE of suitable

~

dynamic parameters to use for the aggregate layers in the soil structure interaction analyses. The following sections describe the testing and analyses for the seismic settlement estimate.

4.3.1 Measurement and Estimation of Aggregate Dynamic Properties gel provided EQE with estimates of the following dynamic properties for the aggregate:

- Shear wave velocity, Vs

- Shear modulus, G

. Reduction in shear modulus as a function of cyclic shear strain

. Damping ratio as a function of cyclic shear strain

- Poisson's ratio I

k GEI Consultants,Inc.

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Porous Concrete investigation - Millstone Unit 3

g Northeast Utilities System

!g March 14,1997 24

,g Shear wave velocity estimates were based on measurements made by GEI of shear wave M velocitics at the surface of a Dat~ top stockpile of No. 57 crushed stone aggregate at Tilcon Connecticut Inc.'s quarry in Plainville, Cormecticut. GEI provided initial recommendations for dynamic parameters in a letter report of July 17,1996. These estimates were revised in GEI's letter of January 17,1997 to renect updated aggregate densities determined from ARL's placement tests and to provide estimates of Poisson's ratio for undrained conditions.

g Table 3.1 summarizes GEI's recommended maximum values of shear wave velocity and

g shear modulus. Figure 3.3 shows GEI's recommended curves for shear modulus and damping as functions of shear strain. GEI recommended a Poisson's ratio of 0.3 for

}g drair.ed conditions and that, for tmdrained conditions, Poisson's ratio be adjusted so that iB the aggregate layer bulk modulus be equal to that ofwater-filled gravel.

4,3.2 Estimation of Seismic Event Stresses

EQE estimated the stresses that the SSE seismic ceent would induce in the porous

concrete layer using the soil structure interaction model described in Chapter 3. These

, stresses included (1) shear stresses induced by (b) horizontal accelerations and (c) torsion and (2) vertical or compressive stresses induced by (a) vertical accelerations and (b) overturning moments. GEI based the stresses used in laboratory triaxial and compressive

tests on the values provided by EQE on February 18,1997 [4.2]. EQE updated the model

stresses on March 11.1997 [4.3]. Chapter 3 reports the updated model stresses. The model stresses used by gel based on Ref. 4 2 and the updated model stresses reported

, by EQE in Ref. 4.3 were as follows:

Model Stresses Used by GEI Updated Model i to Determine Laboratory Stresses Reported by Test Stresser., Based on Ref. EQE, Ref. 4.3 4.2 Maximum Shear Stress' 2.957 2.648

!g Maximum Compressive 8.593 7.339 E Stress Notes:

j 1. Model stresses used by GEI to determine laboratory test shear stresses equaled the 2

arithmetic sum of the maximum shear stresses due to horizontal acceleration and due to torsion as reported in Ref. 4.2. Model stresses reported by EQE in Ref. 4.3 j equaled the square root of the sum of the squares of the horizontal acceleration and b gel Consultants,Inc.

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Porous Concrete Isve:tig tion - Millstone Unit 3

,I Northent Utilities System March 14,1997 25  !

torsion induced stress maxima. Maximum values were taken from the Case E

.I undrained model using the upper range of G/Gmax and lower range of damping ratio vs. strain estimates.

2. Model stresses used by gel to determine laboratory test compressive stresses equaled the arithmetic sum of the maximum vertical stresses due to vertical  !

acceleration and due to overturning reported in Ref. 4.2. Model stresses reponed by EQE in Ref. 4.3 equaled the square root of the sum of the squares of the vertical 4

. acceleration and overturning induced stress maxima values. Maximum values were taken from the Case G. drained condition model only.

ig The model stresses used by gel to determine laboratory test stresses were larger than the B updated EQE model stresses by about 10 to 15 percent as shown in the above table.

Seismic settlement estimates originally based on Ref. 4.2 stresses were linearly decreased in proportion to the updated stresses as described in Section 4.3.6.

4.3.3 Cyclie Triaxial Testing j l

GEI modeled seismic shear loading on the aggregate using cyclic triaxial tests. In a l ig triaxial test, a rubber-membrane-encased cylindrical aggregate sample is confined by a l

.E uniform cell pressure around the sample and is loaded axially at the ends of the semple. '

The axial load creates shearing force.s within the sample. Axial loads in a triaxial test are selected to provide the required shearing forces on phenes within the sample at 45 to the amal load. Figure 4.9 illustrates schematically how a triaxial sample is loaded to create

. shear stresses on the 45 planes within the sample.

I l Maximum horizontal and torsional fbrces for the SSE were determined by EQE in their SSI modeling [4.2]. The typical maximum shear stress on the porous concrete layer was estimated to be the sum of the maximum horizontal shear force and the maximum torsional shear force at a location Ws of the structure radius from the center of the

g structure. The maximum shear stress components reported in Ref 4.2 by EQE were

~W 7.478 kips / square foot (ksf) or 17.2 psi for the horizontal shear stress and 0.479 ksf(3.3 psi) for the torsional shcar stress. The estimated maximum shear stress was 2.957 ksf (20.5 psi). Since the vertical static stress is 52 psi, the seismic shear stress of 20.5 results

in a shear stress to normal stress ratio of 20.5 psi / 52 psi or 0.39. As described in Section 4.3.2, EQE updated these stresses in Ref. 4.3 and recommended maximum shear stresses based on the square root of the sum of the squares of the horizontal and torsional shear stre.ss. The updated maximum shear stress [4.3] was slightly less than the maximum shear stress used to determine the laboratory test shear stress ratios.

k gel Consultant Inc.

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I Porous Concrete Invectigation - Millstone Unit 3 Northeast Utilities System

.I- ,

March 14,1997 26 In egular seismic loading is typically modeled in the bboratory by applying an equivalent

I number of uniform cycles of stress to the sample. As noted in the Millstone 3 FSAR

[4.4], the SSE can be represented by five equivalent cycles ofloading. Equivalent I loading levels are prescribed as uniform shear loads equal to 65% of the maximum shear loading [4.5]. Cyclic triaxial loads were selected by GEI to give ~65% of the maximum shear stress to nomial stress ratio or about 0.65 x 0.39 = 0.26 at maximum and minimum axial cyclic loading. The peak shear to normal stress ratio can also be described as the mobilized friction angle, tand 0.26 = 14.4 .

GEI performed three cyclic triaxial tests using this target cyclic stress ratio. Strcsses for the initial test were selected to give both the cyclic stress ratio of ~0.26 in extension and compression and a maximum shear stress range from compression to extension equal to

I twice the equivalent uniform cyclic stress if calculated directly from EQE's maximum

shear stress (4.2], i.e., ~2 x 0.65 x 20.5 psi = 27 psi. The first test was performed under an all around confining pressure of ~50 psi. The two other cyclic triaxial tests were

. performed at ether all around pressures that bracketed the initial test to simulate simultanecus cannges in vertical stress caused by rocking and vertical seismic

l movements of tha containtnent structure. Actual applied cyclic stresses in the triaxial tests differed sligatly from the target stresses because of the difficulties in applying g precise cyclic stresses.

B The cyclic triaxial tests were perfonned as drained tests with electronic measurement of sample volume changes that occurred during the tests. Data summaries and plots for i

each of the triaxial tests are contained in Appendix B. Table 4.6 summarizes the three cyclic triaxial tests stress conditions and the measured volumetric strain after five cycles ofloading. The average volumetric strain from the three tests was 1.4%. Because of the one-dimensional strain constraints on the actual porous concrete layers, the vertical g incremental strain due to shear'mg was estimated as equal to the volumetric strain J

measured in the triaxial tests.

4.3.4 Cyclic Compression Testing GEI modeled seismic cornpression loading using cyclic compression or oedometer tests.

The same cedometer apparatus and test setup (molds, load frame, loading plate, hydrostone) as used in the static compression testing (Section 4.2.4) were used for the

=

cyclic tests. In fact, the initial consolidation test stages to 52 psi for the cyclic tests provided static compression test data.

f jl M oei consuitants,Inc.

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Porous Cencrete Investigmion - Millston2 Unit 3 Northeast Utilities System March % 1997 27 ,

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Maximum seismic compression stresses were determined by summing the maximum vertical stres::es due to (1) rockmg at % radius distance from the center of the structure j and (2) vertical acceleration as estimated by EQE in .Ref. 4.2 for drained conditions.

N Drai ted conditions were used for the stress estimation because. tmder tmdrained

'E cont.itions, the water trapped in the porous concrete layer would suppoit the compressive loaJs due to its low bulk compressibility, As described in Section 4.3.2, EQE updated these stresses in Ref. 4.3 and recommendeo maximum compressive stresses based on the square root of the sum of the squares of the vertical acceleration and rocking compressive stresses. The updated maximum compressive stress [4.3J was slightly less than the maximum compressive stress used to determine the laboratory test shear stress ratios.

Four cyclic oedometer tests were performed. Cyclic compression loads for the first cyclic

)1 ocdometer test were set to the maximum seismic compression stress applied through one cycle. Cyclic compression loads for the second cyclic oedometer test were set to an j equivalcat uniforra load (-65% of maximum seismic compression stresses) applied N

through five cycles. Loading during the first test through a single cycle of the maximum compression load produced a slight!) larger strain than did loading through five cycles of factored (~65%) loading. The two additional cyclic oedometer tests were then perfonned in molds smaller and larger than for the first two tests and used a single cycle loading of the maximum compression load.

The average compressive strain from the three cyclic oedometer tests performed using i a single cycle of the maximum load was 3.1%. Table 4.7 summarizes data from the four cyclic oedometer tests. Test plots and data summaries are enclosed in Appendix B.

4.3.5 Seismic Event Settlement Estimate Seismic event settlements of the porous concrete layer were estimated as the sum of the strains due to shearing and compressive loading on the layer. The estimated settlements

~

and strains from the laboratory test program were revised by linearly scaling incremental seismic strains in proportion to the updated seismic stress estimates [4.3] which were s lower than the seismic stresses used in the laboratory tests (Section 4.3.5). The settlements ana .ctrains are reported in Table 4.5. The incremental volumetric strain (1.3%) due to shear and the incremental volumetric strain (2.6%) due to compressive loads taken from the test data reflect strains relative to the consolidated height of the sample or layer after loading to 52 psi. Relative to the initial unconsolidated height of the layers, these values will be 1.2% for seismic shear loading and 2.5% for seismic

{ compressive loading or an additional total of about 3.7% for combined seismic loading.

k gel Consultants,Inc.

H l

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l Porous Concrete Investigation - Millstone Unit 3 g Northeast Utilities System g ,

March 14,1997 28 g Thus the settlement due to loading by the SSE was estimated to be about 3.7% of the g original porous layer thickness which would be about 0.3 inch settlement for a 9-inch-l thick layer or about 0.7 inch settlement for a 19-inch-thick layer. Estimated ceismic settlements and strains are summarized in Table 4.5.

4.4 Total Settlement Estimate I Estimated total settlements and strains are summarized in Tables 4.5. Settlements of the porous concrete due to complete loss of cement, static loading by the containment structure and seismic loading by the SSE are estimated to be about 0.8 inch for a 9-inch-thick layer of porous concrete or about 1.7 inches for a 19-inch-thick layer using the updatert stress estimates from Ref. 4.3.

4.5 References g 4.1 Northeast Utilities Service Company (1994), " Specification SP-M3-CE-001, Supplement to SP-CE-354 and SP-CE-363, Specification for Porous Concrete Mock-up Testing, Phase III, with Containment Mat Concrete," Revision 1, l December 2,1994.

I 4.2 EQE International, Inc., " Maximum Base Forces and Stresses", handout from February 18 & 19,1997 project meetings.

I 4.3 EQE International, Inc., Facsimile transmittal from Oleg Maslenikov, dated March 11,1997 to Lee Wooten. GEI Consultants, Inc.

4.4 Stone & Webster Engineering Corp., Millstone Nuclear Power Station Unit 3. Final Safety Analysis Reoort, July 1993.

4.5 Seed, H.B., Idriss, I.M., Makdisi, F., and Banerjee, N. (1975), " Representation of Irregular Time llistories by Equivalent Uniform Stress Series in Liquefaction Analyses," Report No. EERC 75-29, Earthquake Engineering Research Center,

.I University of California, Berkeley, CA, October.

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I Porous Concrete Investigatior. - Millstone Unit 3 Northeast Utilfries System l March 14,1997 29

5. CONCLUSIONS AND RECOMMENDATIONS i

1 Dynamic Respense - Comparison of the response specua from te unifonn bedrock case to the I response spectra for the crushed stone layer case (average properties) showed that the crushed stone layer resulted in lower peak frequencies and lower peak amplitudes. The variation of the l peak frequency in the east-west and vertical directions was less than 15%, which is the peak l j

oroadening criteria in the MNPS-3 FSAR to account for modeling uncertainties in the structure e.nd soil. l In the north-south direction. the variation of the average case from the uniform rock case was i

within the 15% peak broademng envelope for the containment shell. The most extreme case l

,g falls slightly outside the envelope on the low frequency side of the peak. For the internal M structure in the north-south direction. the variation of the average case was slightly more than 15% from the uniform bedrock case. on the low frequency side.. The variation in peak frequency of the various cases considering uncertainty in the crushed stone properties (upper bound, lower  ;

bound) was within 15% of the average (best estimate) case. However, these spectra, while I having more than 15% difference in frequency from the uniform bedrock case, fall within the I peak broadened envelope of the MPNS 3 design basis spectra because of the decrease in peak l amplitude. l Therefore, it was concluded thet while the posttdated degradation of the porous concrete layer l would change the frequency characteristics of the dynamic model, effectively softening the soil i

}g springs, the change is within the uncercainty range allowed for by de peak broadened spectra l

^B used in the plant design.

Settlement Estimates - The Millstone 3 reactor containment structure is susceptible to i settlements if all of the cement is lost in the foundation porous concrett layer. Estimated

settlements under static loading would be about % inch if the cement is lost from the 9-inch-thick I upper layer of calcium aluminate cement porous concrete and would be about 1 inch if the  ;

cement is lost from both the upper layer and the 10-inch-thick lower layer of Portland cement j porous concrete. Estimated additional settlements due to a SSE event would be about 03 inch l

B for a 9-inch-thick layer or 0.7 inch for a 19-inch-thick layer. i Loss of all cement in the porous concrete layers is considered a worst case condition. Retention 1

of even a small fraction of the cement and bond strength in the porous concrete may provide i sufficient strength to prevent any appreciable settlement. We recommend that Northeast Utilities investigate the actual condition of the porous concrete and the predicted performance of the porous concrete with a reduced cement boud.

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B' 6. LIMITATIONS jg i Conclusions and recommendations presented in this report were based on project infonnation g providea to us at the tiine of the report and may require modification if there are changes in the j5 project canditions. Professional services for this project have been performed in accordance l

. with generally accepted engineering practices. No other warranty, expressed or implied, is  :

made,  !

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1 B l Table 3.1:

Low-Strain Properties of Crushed Stone prom [61L_

I_ Shear Wave Velocity (ft/sec) Shear Modulus (ksf)

)

Moisture Lower Best Upper Lower Best Upper

, Condition Bound Estimate Bound Bound Estimate Bound l Dry 1,240 1,460 1,690 4,120 5,710 7,650

.g Saturated 1.060 1.240 1,440 4,120 5,710 7,650 3 _

a l

l Table 3.2: Summary of Soil Property Cases Studied

~8 L w Strain Ppties GIGr,, Ratio Damping Ratio Case Description vs. Strain vs. Strain )

(Table 3.1)

I A* Bedrock only (Fig. 3.2)

No SHAKE analysis performed (Fig. 3.3) l B Best Estimate Best Estimate Average Average C Lower Dound Lower Bound Average Average  !

D Lower Bound Best Estimate Lower Range Upper Range E Upper Bound Best Estimate Upper Range Lower Range F Upper Bound Upper Bound Average Average  !

I G ** Best Estimate Best Estimate Average Average

• Case A is a uniform half-space consisting of bedrock only and was not included in the 1-D l analyses. It is a benchmark case for comparison of SS: results and is listed here only for completeness. l

' l

• • Case G is a repeat of Case B except that drained conditions are assumed.

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'g Table 3.3: Summa:y of Strain-Dependent Properties in the Crushed Stone Layer g Low-Strain Properties Strain-Dcpendent Properties j Case Shear Modulus Damping Ratio Effective Strain Shear Modulus Damping  !

(ksf) (%) (%) (ksf) Ratio (%) l B 5710 0.8 5.0 X 10

• 1727.2 12.0 C 4120 0.8 9.6 X 10'* 686.5 15.3 D 5710 1.0 7.8 X 10'8 1068.7 19.7 i E 5710 0.5 3.5 X 10 2 2448.0 5.3 F 7650 0.8 2.9 X 10-2 2866.7 9.4 i l G 5710 0.8 5.0 X 10 2 1732.1 12.0 l 1

Tahle 3.4; Comparison of Peak Accelerations from One-Dimensional Analyses Peak Acceleration at Top of Layer (g)

Case B C D E F G

I Top of Rigid Layer-Surface 0.186 0.193 0.183 0.182 0.179 0.186 j Top of Crushed 0.186 0.193 0.182 0.182 0.179 0.186 Stone, interior Top of Bedrock, 0.157 0 156 0.156 0.161 0.160 0.157 Interior Top of Bedrock, 0.173 0,173 OM3

0.173 0.173 0.173 a

Outcrop E Top of Crushed 0.17.4 0.178 0.175 0.174 0.174 0.174 R Stone, Outcrop I

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l Table 3.5: Dy amic Properties of the Fixed-Base Reactor Building Model

{

Percent Mass Participation Mode Frequency X-di'ection Y-diEction Z direction Number (Hz) (N-S) (E-W) (Vertical) 1 4 81 0.159 21.896 0.010 2 4 92 24.838 0.220 0.000 3 4 90 0.220 24.837 0.000 4 5 66 23.868 0.800 0.287 5 6 18 1.260 2.729 0.001 6 8 34 0.000 0.000 0.000 7 11 02 0.000 6.469 0.000 8 11 02 6.469 0.000 0.000 9 11 89 0.040 2.653 0.012 10 12.93 1.038 4.587 0.984 11 13.49 6.988 1.285 2.614 I 12 13 14 13.58 13.82 0.000 0.000 0.000 0.000 30.659 0.000 i 16 33 0.179 0.007 27.233 15 19 00 0.429 2.424 0.000

.1 16 19.00 2.424 0.429 0.000 17 l?2.42 0.000 0.000 0.000 18 22 42 0.000 0.000 0.000 19 24 28 1 20 24 95 0.000 0.295 0.000 0.002 0.000 1.057 21 25.33 0.007 0.047 0.114 22 26.20 0.010 0.551 0.020 1 23 28.51 0.618 0.000 0.000 24 28.51 0.000 0.618 0.000 25 ~

29.64 0.282 0.003 0.013 1 26 30.48 0.102 0.007 0.005 27 l 31 86 0.022 0.443 0.000 28 31.86 l

m 29 30 33.57 34 85 0.443 0.000 0.000 0.022 0.000 0.000 0.000 0.000 2.849 31 37.80 0.252 0.017 0.000 32 37.80 0.017 0.252 0.000 1 33 30 02 0.016 0.001 1.471 8

34 42.15 0.193 0.193 0.000 i 35 42.15 0.193 0.193 0.000 36 42.79 0.000 0.151 0.000 37 43.24 0.001 0.018 0.046 38 45.54 0.005 0.059 0.001 39 46.78 0.452 0.00'2 0.007 40 50.26 0.060 0.000 0.000 Total % Mass Participation 70.879 70.916 67.382 1

c 1

Table 3.6: Locations of in-Structure Response Spectra  !

1 Node Location Desc'iption Elevation Number Node 3: Internal Structure. Steam Generator El. 3'-0" Support Slab,

. Node 6: Internal Structure, Top of Primary Shield Wall, El. 24' 6" Node 7: Inter tal Structuie. Operating Floor, El. 50'-10" Node 9: Internal Structure, Top of Crane Wall, El.109'-1" Node 15: Containment Shell, Springline, El.10e'-0" Node 17: Containment Shell, Dome Apex, El.163'-4" Table 3.7: Summary of Maximum Stressas and Strains from SSI Analyses t -

Maximum Shear Maximum Shear Maximum VerticalMaximum Vertical Case Stress '(ksf) Strain (%) Stress (ksf) Strain (%)

A 2.410 .001 % 7.127 .001 %

B 2.418 .140 % 7.201 .016 %

C 2.294 .259 % 7.275 .032 %

D 2.214 .207 % 6.949 .025 %

E 2.648 .108 % 7.781 .012 %

F 2.560 .089 % 7.439 .010 %

G 2.126 .123'l'o 7.339 .121 %

Iterated SSI 2.194 .447 % 6.602 .052 %

l (Case C)-  !

t

. . . . . . . . ~ . . . - _ _____ -

i Table 3.8: Summary of Maximum Accelerations (g) from SSI Analyses I Location Direction A B C D E F G C*

Free-Field N-S .173 .173 .173 .173 .173 I

.173 .173 .173 E-W .174 .174 .174 .174 .174 .174 .174 .174 I Vert .115 .115 .115 .115 .115 .115 .115 .115 !

Basemat N-t:i .176 .208 .235 .219 .204 .198 .211 .232 l

E-W .176 .195 .202 .192 .200 .194 .193 .221 l Vert .118 .121 .123 .122 .120 .120 .133 .126 Node 3 N-S .278 .267 .264 .251 .271 .264 .248 .256 '

E-W .322 .317 .298 .289 .352 .340 .264 .279 Vert .160 .158 .158 .157 .159 .158 .169 .156 I Node 6 N-S E-W Vert

.318

.365

.158

.312

.357

.154

.300

.343

.155

.289

.332

.153

.317

.393

.154

.307

.381

.153

.286

.313

.167

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E TABLE 4.4 - ONE DIMENSIONAL CONFINED COMPRESSION TEST SUMiAARY STATIC LOAOING WITH HYDROSTONE CAP Porous Concrete investigation I Millstone Unit 3 Waterford, Connecticut I Test Number Mold Diameter Sample Depth Strain @ 52 psi After Wetting (1)

(in.) (in.) (in./in.) _

CC-1 6 (2) 4 0.040 j C-8 8 3 0.041 3 C-9 8 4 0.038 CC-3 8 (2) 4 0.033 CC-2 8 (2) 4 0.036 C-10 8 5 0.033 CC-4 10 (2) 4 0.052 Average 0.039 I 1. Measurements of strain at 52 psi are those measurements taken as close to 52 psi as testing apparatus would allow.

2. Measurements taken at first loading of 52 psi for cyclic tests.

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Tnble 4.5 - SETTLEMENTS AND STRAINS ESTIMATES l BASED ON MAXIMUM SEISMIC STRESSES FROM REF. 4.3 Porous Concrete investigation Millstone Unit 3 Waterford, Connecticut Aggregate State (from lab Total Strain Settlement or Settlement or based on incremental Strain based incremental Strain Compression for tests) on Original Height from Previous State Compression for Original Height 9-Inch-Thick Layer 19-inch-Thick Layer (inches / inch) (inches / inch) (inchaslinch) (inches) (inches) in Porous Concrete U OOO 0.000 0 000 0.00 0.00 At Minimum Unit Weight 0.015 0.015 0.015 0.13 0.28 Under 52 psi Static Load 0.053 0.038 0.039 0.48 1.01 After Cyclic Shearing (1) 0.085 0.012 0.013 0.59 1.24 After Cyclic Compression (2) 0.090 0.925 0.020 , 0.81 1.71 Notes: 1. Incremental compressive strains for Ref. 4.3 maximum shear stresses estimated as 2.648/2.957 or 90.0% cf incremental laboratory cyclic triaxial test volumetric strains.

Notes: 2. Incremental compression strains for Ref. 4.3 maximum compressive stresses estimated as 7.339/8.593 or l 85.4% ofincrementallaboratory cyclic compressive test strains.

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Table 4.6 - CYCLIC TRIAXIAL TESTS

SUMMARY

Perous Concrete Investigation Millstone Un4 3 Waterford, Connecticut Test Stress Consolidation Average Peak Cyclic Average Peak Cyclic Peak Shear Stress to Mobilized Friction Angle Volumetric Strain @

Number Units Stress Vertical Stresses (1) Shear Stresses (1) Normal Stress Ratio 5 Cycles Compression Extension Compression Extension Compression Extension Compression Extension (degrees) (degrees) (cubic inicubic in.)

CR2 ks! 7.27 5.19 -2.96 2.60 -1 48 0 27 -026 15 3 -14 8 U.J139 psi 50 5 36 1 -20 6 18 0 -10 3 CR3 ksf 8 66 5 79 -3 55 2 89 -178 0 26 -027 14 5 -15 0 0.0180 psi 60.1 40.2 -24 7 20.1 -12 3 CR4 ksf 5.02 3,40 -2.16 1.70 -1.08 0 26 -028 14 6 -15 9 0.0106 psi 34.9 23 6 -15.0 11.8 -7.5 Average: 0.0142 Note 1. Tabulated Peak Cyclic Verbcal Stresses. Shear Stresses, Shear Stress / Normal Stress Ratios, and Mobilized Friction Angtes are average peak values from first five cycles.

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' TABLE 4.7 - ONE DIMENSIONAL CONFINED COMPRESSION TEST CYCLIC LOADING

SUMMARY

I Porous Concrete investigation Millstone Unit 3 Waterford, Connecticut I Test M old Sample Additional Additional i

Number Diameter Depth Cyclic Strain Cyclic Strain I. (in.) (in.) after 1 cycle after 5 cycles (in./in.) (1) (in./in.) (1)

JlW

, CC-1 CC-3 6

8 4

4 0.033 0.026 1

l CC-4 10 4 0.035 -

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0.023 Average 0.031 0.023 4

, Note: 1. Ac;ditional cyclic strain is the change in strain measured from the initial I loading of 52 psi to the loading of 52 psi et the end of the noted cycle with respect to the height of the sample at the initialloading of 52 psi.

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I 4

                                                                                                                                   \

1 i. j APPENDIX A i ] Alden Research Laboratory. Inc./Protze Consulting Engineers Laboratory Data i i

B 4

 ,                                                                                                                                 1 i-t i

'1

• i

I

!I 4 I I

 . . _ _ _ _ _ _ _ _ _ _ _                                --             - - - - _ _ _        --~

g.) 2 2 N$6 / # 67 Fourfh Av:nus Needham He!ghts, MA 02194 ARC 7,iepnon, (637) 444 4,ig Protze Consulting Engineers rocsimii. c6i73 444.si33 Project No. TP-04518 November 20,1996 Alden Research Laboratories Holden, Massachusetts Gradation Analysis of Aggregate Porous Concrete Mock-Up Tests - Phase HI GEI Test Program Reference No. 965-151 Date Received November 19,1996 Specimen One - 60 lb. sample No. 57 coarse aggregate taken by us at the Wallingford, CT quarry of Tilcon CT. Method of Test Tests conducted in conformance with ASTM Designations C702-93 and Cl36-95a. Results Gradation Sample Specification ASTM C33 Passing l Sieve 100 % 95 - 100 % 3/4 92 1/2 48 25 - 60 3/8 19

                                              #4                                          3                            0 - 10 8                                          2                             0-5 F.M.                                                      6.85 Remarks                  The above test indicates the gradation rneets the requirements of ASTM Designation C33-93 for No. 57 coarse aggregate.

Respectfully Submitted, Protze Consulting Engineers f _j, Patnck H. Murphy Laboratory Manager HDTED NOV 2 71996 s.t.g, l A division of Engitek, Inc.

NK CfE I V P IT 67 Fourth Avenue DEC gg NKdhom Heights.MA 02194 Pretse consultin9 Eng,neers i Telephone (617) 444-4910 rocsimite (617)444 5133 Project No. TP-04518 November 26,1996 [ Alden Research Laboratories L Holden, Massachusetts r Gradation Analysis of Aggregate ( Porous Concrete Mock-Up Tests - Phase III GEI Test Program ( Reference No. 96S-154 Date Received November 25,1996 { Specimen One - 60 lb. sample No. 57 coarse aggregate taken by us at the AARL stockpile, Holden MA Method of Test Tests conducted in conformance mth ASTM Designations C702-93 and Cl36-95a. Results Gradation Sample Specification ASTM C33 [ Passing 1" Sieve 100 % 95 - 100 % 3/4 90 1/2 40 25 - 60 3/8 17

                       #4                                   3                                0 - 10 8                                    2                                 0-5 F.M.                                               6.89 i

Remarks The above test mdicates the gradation meets the requirements of ASTM Designation C33-93 for No. 57 coarse aggregate. Respectfully Submitted, Protze Consulting Engineers [ #:rd /7 Patnck H. Murphy Laboratory Manager

                                                                                                    +wb@ds.

NOTED DEC 2 1996 G. Ell. A division of Engitek. Inc.

67 Fourth Avanue CEO 6 1995 Ne:dhom H:lghts, MA 02194 Proh, consultin9 Engirteers Telephone (617) 444 4910 Facsimile (617) 444-5135 Project No. TP-04518 December 5,1996 Alden Research Laboratories 30 Shrewsbury Street ITolden, MA 01520-1843 Attention: Mr. Dean White, P.E.

• Porous Concrete Mock-Up Tests Phase III Test No.1 - GEI Test Program

Dear Mr. White:

On December 4,1996, the following principals met at ARL to carry out Test No. I of the GEI Testing Program. Dean White ARL Patrick Murphy Protze Consulting Engineers Earl Love YAEC Geoffrey Harvey Protze Consulting Engineers The Tilcon No. 57 aggregate had been previously dried to constant weight in conformance with specifications and stockpiled in the testing enclosure. The aggregate was weighed into three lots of pails, with each lot amounting to approximately 8 cu.fl. Mold No. 2 was selected for use in Test No.1. The mold measured 3 x 3 x 0.75 feet holding a volume of 6.75 cu.fl. The weight of the empty mold was 162 lbs. The aggregate was carefully poured from the buckets into the mold, keeping the surface of the aggregate even as the level was brought up to the top of the mold. The surface was then flattened off with a 2x4 inch screed to ensure the mold being properly filled. The mold, filled with dry aggregate, was then weighed to complete the test. The test was performed in three runs with the following results: I II III Average Mold with #57, Ibs. 757 763 757 l Mold empty, Ibs. 162 162 162

    #57 Aggregate,Ib.                     595               601            595 1    Mold Volume, cu.ft.                   6.75             6.75-           6.75 Unit Weight, pcf                      88.1             89.0            88.1              88.4

( A division of Engitek, Inc.

3 l After each of the test runs, the 8 cu.fl. of weighed and dried aggregate was saved in the separate stockpiles for use in the forthcoming Test No. 2. Yours very truly, Protze Co ulting Engineers

                                                                                                               < Patrick H. Murphy cc. Love (By Fax: 860-444-5677) l I

I I I I , I I I . w

67 Fourth AvQnue NGGdhom Heights, MA 02194 Telephone (617) 444-4910 Protze consumn9 En91neerS Focsimite t6i7) 444.sias Project No. TP-04518 RECEIVED December 12,1996 Alden Research Laboratories Ei; 131996 30 Shrewsbury Street Holden, Massachusetts 1 gg Attn: Mr. Dean White, P.E. Porous Concrete Mock-'Up Tests g Phase IH l GEI Test Program Chemical Analysis of Mixing Water

Dear Mr. White:

One sample of Holden, MA tap water from ARL which is being used in the subject test program I was delivered to us for analysis to determine its suitability for use in the subject testing program. Our subcontractor, Hub Testing Laboratories of Waltham, MA, has completed the analysis of this I sample using EPA Method 200.7 and Wet Chemistry Analyses; EPA 325.2,375.4, SM 2540D and SM 4500-P. We have reviewed the results of the Hub analysis as compared to maximum tolerance concentrations for mixing water as outlined in ASTM Publication STP 169B. Conversions required for comparative purposes were made in conformance with ASTM Designation D596. Impurity ARL Sample, ppm Maximum Tolerance, ppm I 1. Sodium and Potassium Carbonates

2. Sodium Chloride

3. Sodium Sulfate 38

                                                                 ' 22 1000 20000 8                          10000 I       4. Calcium and Magnesium Bicarbonates

5. Iron

6. Suspended Solids 9

0.1 10 400 40000 2000 The significance of the foregoing information presented indicates the impurities in this sample are well under the tolerances suggested for concrete mixing water. Further, the Canadian Portland I Cement Association has published data indicating that the water supplies of rnost cities of over 20,000 population in the U.S. and Canada are suitable for use as mixing water for concrete. Yours very tmly, Protze Consulting Engineers l gna der; i61996 ttit CM Patrick H. Murphy I ahnratnrv Manmoer A division of Engitek. Inc. l 1

67 Fourth Avenue Needhom He!ghts, MA 02194 Telephone (61D 444-4910 ProtZO Consulting Engineers rocsimite (6iD 444-5135 4 Project No. TP-04518 January 6,1997 Alden Research Laboratories 30 Shrewsbury Street Holden, Massachusetts Attention: Mr. Dean White. P.E. Porous Concrete Mock-Up Tests I Phase III Test No. 2 - GEI Test Program l l

Dear Mr. White:

Comoression Tests of Mit B Concrete Cores and Cylinders I Date Cast: Dece aber 9.1996 Core Size: 5.70 x 9.0" Date Tested: January 6,1997 Cylinder Size: 6.0 x 12.0" I Cores drilled from Mold No. I on 12-30-96 I Cylinders cast with Mold No. I on 12-09-96 Ref. Compressive No. Series Consolidation Specimen Density, per Age, Days Strength, psi 96S-167 2A N/A Core 103 28 580 2B " 108 I 950 2C " 104 " 660 I 2D " " 112 1070 96S-161 2A Leose Cylmder 97 28 470 2B " 97 " 500 I 2C Rodded 118 " 1380 2D " " 118 1580 Respectfully Subndtted,

I Protze Consulting Engineers l AM. 4 Patrick H. Murphy l Laboratory Manager I A division of Engitek. Inc.

lI -.

R EC FIVFn _ e . 67 Fourth Avenue

                                                                                                                           ]

gr.J $ jgg7 Needhorn Heights, MA 02194 Telephone (617) 444-4910 ProtzeAGMhsulting Engineers rocsirna c6n> 444 6i36 Project No. TP-04518 January 6,1997 1 i Alden Research Laboratories 30 Shrewsbury Street Ifolden, Massachusetts Attention: Mr. Dean White. P.E. Porous Concrete Mock-Up Tests Phase III Test No. 2 - GEI Test Program

Dear Mr. White:

Comoression Tests of Mir B Concrete Cores and Cylinders Date Cast: December 6,1996 Core Size: 5.70 x 9.0" Date Tested: January 3,1997 Cylirader Size: 6.0 x 12.0" I Cores drilled form Mold No. 2 on 12-30-96 Cylinders cast with Mold No. 2 on 12-06 96 Ref. Compressive No. Series Consolidation Specimen Density, per Age, Days Strength, psi 96S-166 1A N/A Core 110 28 1060 1B 112 " 1010 1C " 111 1030 1D " 109 " 1080 96S-160 1A Loose Cylinder 97 28 510 1B 96 " 470 IC " I Rodded 121 1760 1D 122 " 1770 I Respectfully Submitted, Protze Consulting Engineers E a rt Patrick H. Murphy Laboratory Manager I cc: E. Love ugng JAN 131997 00-A division of Engitek, Inc.

I 67 Fourth Avenue Needhom Heights, MA 02194 1 I Protze consultin9 Engineers Project No. TP-04518 3V'U Telephone (61n 4444910 roestmiie c6:n 444.sias . J a g 7,1997 .I Jsi 10 1997 Alden Research Laboratories I 30 Shrewsbury Street IIolden, Massachusetts ARC ' i Attention: Mr. Dean White. P.E. l Porous Concrete Mock-Up Tests I Phase III Test No. 2 GEI Test Program

Dear Mr. White:

Comoression Tests of Mir B Concrete Cores and Cylinders

                                                                                                                           )

Date Cr.st: December 10.1996 Core Size: 5.70 x 9.0" J Date Tested: Januarv 7.1997 Cylinder Size: 6.0 x 12.0" J 'I Cores drilled from h1old No. 3 on 12-30-96 Cylinders cast wrth Stold No. 3 on 12-10-96 1 Ref. Compressive j No. Series Consolidation Specimen Density, per Age, Days Strength, psi i ! 96S-168 3A N/A Core 112 28 1040 'E " 3B " " 110 " 1030

-3         ..

3C " " ' 106 " 880 3D " 109 " 980 I 96S-162 3A 3B Loose Cylinder 96 97 28 460 510 3C Rodded 118 " 1510 3D " 118 " 1600 Respectfully Submitted, l Protze Consulting Engineers s k? f ~/ Patrick H. Murphy Laboratory Manager m J AN 131997 11.?.

 'I                                           A division of Engitek. Inc.

I >

I 1 1 I I l I APPENDIX B GEI Laboratory Test Data

   - Gradation Plots (6)
   - Triaxial Test Plots (3)
   - Compression Test Plots (7) 1 I

)

                                                                                                                                                                                                                                                                                                                                     }

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          ; Project No. 96199                                    Cilent: Northeast Utilities                                                                                                           ' Remarks:

Project: Millstone Unit 3 o Sarnple washed through #4 sieve j prior to analysis

          !o Source:                                                                                    Sample No.: SA-4                                   Elev.tDepth:
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                                                                                                                                                                                                                           ~

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     ;  Project No. 96199                                                               Client: Northeast Utilities fRemarks:
     ; Project: Millstene Unit 3 lc Sarnple washed thiough #4 sieve prior to anaylisis o Source:                                                                                                                  Sample No.: SA 5                                                 Elev./ Depth:

i l 1 O GEI Consultants, Inc. ng.

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MATERIAL DESCRIPTION l USCS { AASHTO 3 ASTM.57 Crushed Stone GP iProject No. 96199 Cilent: Northcut Utihties Remarks: Project: M"tstone Unit 3 0 Sample washed through #4 sieve prior to analysis

        $a Source:

I Sample No.: SA-6 ElevlDopth: 4 si j O osl consultants, rnc. n. _ . _ . . . . . . _ . . . _ _ . . . . . - . . . . - . . . - - m---- - - o e it

3.0 - - - SAMPLE INFORMATION Sampie: Cn:shed Stone Type: 4-inch diameter reconstituted sample 2.5 -

Description:

No. 57 crushed stone

          @                                                                                                                                                 l     SPECIMEN INFORMATION (After saturation)

T 2.0 t - -- - l Ileight: 7.67 inch Diameter: 4.03 inth Area: 12.73 in'

         -E                                                                                                                                                i b                                                                                                                                                                Dry Unit Weight: 88.4 pcf l
        $         1.5               -        -                i TEST 

SUMMARY

3 .

                                                                              .__; - o                                                                     i           Consolidation Stresses: 7.27 ksf vertical, 7.27 ksf latern!

g -~ y : ~5 W" Back Pressure: 8.17 ksf 1.0 T- ' l B Coefficient: 0.99 3 l Dry Unit Weight: 41.0 pcf y - Volumetric Strain @ End of 5th c)cie: 1.39 % 0.5 Peck Cyclic Venical Strese i 519 ksf compression. -2.96 ksf extension Peak Mobihred i'riumn Angle *- + 15.3 2 compression,-14 8' extension I 0.0 - REMAlth$:

• Ascuged u!ues f,um first live cycles.

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I e a Jl u - i- : "- - a 0.00 0.50 1 00 1.50 2.00 0.0 2.0 40 6.0 S.0 10.0 12.0 Axial Strain (%) Average Effective Stress, p' (ksf) Northeast Utilities Porous Concrete Investigation CONSOLIDATED DRAll;ED Test by: D. Aghjayan Waterford, Connecticut Millstone Unit 3 CYCLIC TRIAXIAL TEST CR2 Test Date: 2/21/97 Waterford, Connecticut Crushed Stone Checked by: R.L. Wuoten GEI Consultants, Inc. Project 96199 March 1997 Fig. 3/12/97

                             ~                   .-                   - -                                .              -                   .                   .-                                  -

7 3.0 - - - - - - - - - - - - - - - SAMPLE INFORMATION

                                                         ,                                     ,                                                                                      Sample: Crushed Stone l                                      l                                 ,                                                    Type: 4-inch diameter reconstituted sample 2.5          -   --

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Description:

No. 57 crushed stone _M M [  ;  ; & d$ S".-- SPECIMEN INFORMATION (After saturation) 5 2.0 f------ ' - -- - - =qrnEEEE'- -- M- BW

                                                                                                   ~

lieight: 7.54 inch Diameter: 3.99 inch Area: 12.51 in* Dry Unit Weight: 35.6 pcf C ,

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TEST

SUMMARY

C 'c~~~ u_. . . Consolidation Stresses: 8.66 ! ' vertical, 8.66 ksf lateral E l . i i l __ Back Pressure: 6.12 ksf B ..ent: 0.99 j 1.0 i <-F ' i Dry Unit Weight: 88.6 pcf y x Volumetric Strain @ End of 5 Cycles: 1.80 %

                                                                                               .                                                                                      Peak Cyclic Vertical Stress *- +5.79 ksfcompression,-3.55 ksfextension 0.5                                                         ,

Peak Mobilized Friction Angle' +14.5 compression. -15.0' extension i l-~-  : REMARKS:

• Averaged values from first five cycles.

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Northeast Utilities Porous Concrete Investigation CONSOI.lDATED DRAINED Waterford, Connecticut Millstone Unit 3 CYCI IC TRIAXIAL TEST CR3

          , rest by:                     3. Aghj.ayan Test Date:                                 2/21/97                                                                                                                                                                       Waterford, Connecticut Crushed Stone Checked by:                   R.L Wooten GEI Consultants, Inc.                                                                                             Pmject 96199                                                                     March 1997                     Fig.

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