fugro presentation: geotechnical engineering overview july

JI GDn

Comanche Peak Units 3 & 4NRC Geology Safety Site Visit - July 28-30, 2009

Geotechnical Engineering Overview

Sl£ROComanche Peak Units 3 & 4

1

Glen.I Comanche Peak Units 3 & 4

! i W1 1 L Ii Ji1

iwwfugro.com

Comanche Peak Units 3 & 4

U.-' *.- -

o

ww.fugo.com

2

-run Comanche Peak Units 3 & 4

Main Seismic Category I & II Structures' Details

FHI ConcreteFoundation Foundation TFicknlss SubgradC Below

Building Category Length (ft) Bottom below FoindationsElav. (ft) FoundationsE-w N-S n

RIB I 213-4 308 -11' 783-2' 1'-2' Fig Concrete overLimeslone

TtB 11 185-10" 314 -10' 794'-10' IZ 10'- FFll Concrete overI 5tLimestone

A/B II 133' +4* 2391-3" 7 84 ,-9' " 2'-9' Fill Concrete overLimestone

Fle+ Concrete onerEPSIB I 114 -1C' 69-4' 7 84 -0' - 2F0'i-9"one

Limestone

FIll Concrete overWPOIB I 114-10' 600.-' 704-0' - 20' ie9ntn

PSFSV 1 85' 78 782 - Fig Concrete 0orLimestone

UHS 1 131' 131 775t1077' -0to05 FiA Concrete o orLintestone

Fit Concrete overESWPT 1 25' (Tunnel Width) 791 - 90 Fi esteoe

Limestone

DoCT Banks I T106' (C~Tlidtt 01. 0.11l' 11A ULimestone or Fit Concrete

www.fugrocom


-- 3 !T 7 {

c

-i-il-i - ,"_i'- --

www.fugrocorm

3

-PJ nR Comanche Peak Units 3 & 4

-rMV, Comanche Peak Units 3 & 4

Site Grading* Finish Floor Elevation = 822 ft

* Unit 3 Power Block Existing Grade = 830 ft - 855 ft (Cuts of 8-33 ft)

* Unit 4 Power Block Existing Grade = 842 ft - 865 ft (Cuts of 20-46 ft)

* Observations and monitoring are required to be performed during 1) general excavation, toachieve mat foundation bearing elevations, 2) additional excavations below the design matbearing elevations, and 3) cleanout of any defects in the rock foundation. The exposedexcavation bottoms also need to be mapped by the project engineering geologist.

* Geologic mapping of final exposed rock surfaces beneath Units 3 and 4, and any requiredextension to reach suitable rock material, is periodically carried out at a scale of 1 inequals 5 ft. Areas where further detail is needed for documentation of significant featuresare also documented on the geologic map.

* The geologic mapping program includes photographic documentation of exposed surfacesand laboratory testing and documentation of significant features.

* Similar to Units 1 and 2 foundation excavations, extensometers are also needed duringfoundation excavation for Units 3 and 4 to monitor foundation deformation.

wfugro.com

4


Laboratory Testing (Project Report: TXUT-001-PR-010)

Soil Samples:Grain-Size Distribution (11)Grain-Size Distribution with Hydrometer (7)

Moisture Content (8)

Atterberg Limits (17)

Organic Content (2)

Rock Samples:Moisture Content and Unit Weight (206)

Atterberg Limits (33)

Calcium Carbonate (28)

Specific Gravity (13)Slake Durability (7)

One-Dimensional Consolidation (5)One-Dimensional Swell (9)

Unconfined Compression (64)

Point Load Index (43)

Consolidated-Undrained Triaxial (40)

Unconsolidated-Undrained Triaxial (11)

Direct Shear (7)

Shear Wave Velocity (81)

Petrographic Analysis (39)

X-Ray Diffraction Analysis (14)

WW fugr corm

-PORD-, Comanche Peak Units 3 & 4

Settlement Analysis

Rock Deformation Model

Rock Mass Modulus "Best Estimate"

- Shear Wave Velocity Data- Local influence of Discontinuities & Variations

- Adjusted for Strain Level

Rock Mass Modulus "Lower Bound"

- Laboratory Test Data

- RMR & GSI System (Hoek et al.) for Discontinuities & Variations

- Empirical Relationships (Nicholson et al., Mitri et al., Sonmez et al., & Hoek et al.)

wwýfugto~com

5

?r cUa Comanche Peak Units 3 & 4

i

I

wwwfugro com

Gain, Comanche Peak Units 3 & 4

Comanche Peak Nuclear Power Plant, Units 3 & 4COL Application

Part 2, FSAR

TABLE 2.5.4-229

SUMMARY OF SETTLEMENT ESTIMATES BASED ON "BE" PROFILE

Fo-ndation Sim. I(f) Fodatxon FoUndatron SettleraMnt Estim for C..Oor in)Stiuture category Bottom ElIv. Stafic Load

___ E.. -RIB 1 213 309 (83 113 012 0.20

Tf- iI 186 315 795 59 007 Oil

d1B It 133 239 785 68 009 014

EPS;8 1 115 69 785 43 007 010

WPSB 1 115 69 785 43 008 0 12

PSFSV 1 85 78 782 54 0.06 009

UHS 1 131 131 787 36 005 006

www.fugocom

6

-rPuG Comanche Peak Units 3 & 4

Comanche Peak Nuclear Power Plant. Units 3 & 4COL Application

Part 2, FSAR

TABLE 2.5.4-230

SUMMARY OF SETTLEMENT ESTIMATES BASED ON "LB" PROFILE

Foundatiioni Sie (ft) Fotindabon Foundtadr atlo "Wi S 15-ste •imate far center (in)

structure C.U E-y ato Bottom -Eh. Stiatc Lead

F 213 309 783 113 030 037

T18 II 186 315 795 59 019 020

NIB II 133 239 785 68 023 026

EPS/ 1 15 69 785 43 018 0 18

WPS/ I 115 69 785 43 0.20 021

PSFSV

UHS

15

131

78 782 54 1 017 0 16- - -1 - - --- - -- --- --------- -i-

131 707 30 014 0 12

ooS.ugrO.com


Bearing Capacity* General Shear Failure

* Local Shear Failure

* Compressive Failure

Comanche Peak Nuclear Power Plant. Units 3 6 4COL Application

Part 2, FSAR

TABLE 2.6.4-228

SUMMARY OF ULTIMATE BEARING CAPACITIES

F•O n I.Oe ) FoundawII Ultbreat a11nna 044Ca 0y •1ks1E-W N-5SBel IS- G(.,),10 Sh.- L-al Shir CoEas.t.

141" 1 2113 AN1 /H3 'kA W4

TO II 06 315 795 3.12 339 1G

AM If M31 2104 /K', W3 3N, '46

60.0690 I f1it %. 785 343 340 4

FVSV 1 03 70 702 Y15 X-2 I

L4 1s I Sil 131 707 Y% - 5

m.Ougrofxfrm

7

-r---- Comanche Peak Units 3 & 4

Comanche Peak Nuclear Power Plant. Units 3 & 4COL Application

Part 2. FSAR

Table 3.8-202Summary of Bearing Pressures and Factor of Safety

Bearing Pre-n fkf) Uktj Avalable Factor of Safety

Building StBetr Cae Seismic Clearingc.ll "(alStatic Cae aa. tal Sl,Ce.. Case Ca..

RB !11 IBS 146-M 29 77

Tie 5 ? 74 146 0: 247 1•7

Sn 6 F 1-19 146,0 22) 3s3

PSIBs 3 74 146OZ 2'4 1 197

PSFSVs 2$ ' 5 I 14614- 3 0,3 .6

UHSRS 454 16 2 146.7Z 324 90

ESWPT 32 1246 1462 40 6 I'6

Notes:

dI) An•simIc o• tearing preaures are based all ie t e-m".fit FIRS fh 0 1 g PGA asdesacribed in Sbseon 3.7 1

2 Se-isc case beamg pressures si aboe include static bearing preýsses

31 The pressure show includes bearog onessure due to ful fel oil tanks

4) The pressure Sholn includes bewaing o•essole dte to ful reservoers

51 The raoimum 1beatting ressures occur underneah tre Portion of the ESVVPT sMortingsi antake mini e shields adjacent to the UHSRS.

waefugrogcom


Lateral Earth Pressures (CALC. No.: TXUT-001-FSAR-2.5-CALC-010)Lateral Static Pressures

- Backfill Pressures* Yielding Walls (Level & Sloping Backfill)

* Unyielding Walls

- Surcharge Pressures

- Hydrostatic Pressures

- Compaction Pressures

- Lateral Seismic Loads

- Rock Lateral Pressures

- Resistance to Lateral Loads

* Friction Resistance

* Passive Resistance

www.fugro.com

8

_r O OR Comanche Peak Units 3 & 4

WWW.fugm.com

-r..S-,OComanche Peak Units 3 & 4

Structural Fill SpecificationStructural Fill is used in excavated areas around Units 3 & 4 and north-facing fill slope areasadjacent to SCR.Should consist of durable materials free from organic matters or any other deleterious or perishablesubstances, and shall be of such nature that it can be compacted readily by watering and rolling toa firm and non-yielding state,

Should be granular in nature, with a well-graded grain size distribution and less than 30 percent byweight passing standard US Sieve No. 200 (ASTM D422 and D1140),

* Should not contain particles greater than 3 inches in the maximum dimension, with less than 15percent by weight larger than 2.5 inches,Should have an expansion index (ASTM D4829) less than 20; material otherwise deemed to beexpansive and is not acceptable,Should have a liquid limit less than 40 percent, and a plasticity index not exceeding 12 (ASTMD4318)., and

Should be placed in lifts no thicker than 8 inches (measured in loose state); moisture conditioned toat least within 2 percent of the optimum moisture content and compacted to a minimum relativecompaction of 95 percent (ASTM D1 557).

Fill is derived from either off-site borrow areas or on-site cut areas and foundation excavations.The excavated materials from on-site areas require appropriate segregation, handling, andprocessing. Geotechnical testing is required for all fill materials to verify that their characteristicsand properties meet the minimum requirements.

www.fugm.oom

9

-IrO! Comanche Peak Units 3 & 4

Compacted Fill Soil Design Parameters

* Based on the specification requirements, the geotechnical properties for thecompacted granular fill materials are estimated as follow:

Total Unit Weight (s) - 125 pcf

* Internal Friction Angle (ý) - 320Shear Wave Velocity (Vs):

- 650 fps for 0 to 3 ft depth (Variation: 325 - 975),

- 800 fps for 3 to 20 ft depth (Variation: 400 - 1200), and

- 1000 fps for 20-50 ft depth (Variation: 500 - 1500).

• Poisson's Ratio (ave.) - 0.35

Verification seismic velocity and resonant column/torsional shear (RCTS) testing oncompacted fill material placed around seismic Category I and II structures are requiredto confirm that the non-linear properties of the fill are within the above describedvariability.

www.fugro.com

-R" Comanche Peak Units 3 & 4

ýwwfugrocom

10


...... , . .

wwwfugro.corn

-FR" Comanche Peak Units 3 & 4

C,.

-> - - - - -

wwfugro com

11

-rll~aRn

S.Comanche Peak Units 3 & 4

g•..... . . .. . . .

0 0

Itwtgmc~


w E'

12

fugro presentation: geotechnical engineering overview july

Documents