ML19317E774
| ML19317E774 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 02/26/1968 |
| From: | DUKE POWER CO. |
| To: | |
| References | |
| NUDOCS 7912180961 | |
| Download: ML19317E774 (12) | |
Text
{{#Wiki_filter:_____ - 1 1 DUKE POWER COPPANY KE0 WEE-T0XAWAY PROJECT JOCASSEE DEVELOPMENT I -
SUMMARY
OF MATERIALS TESTING AND STABILITY DESIGN i 4 '
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. e DUKE POWER COMPAMV KE0 VEE-T0XAWAY PROJECT JOCASSEE DEVELOPMENT
SUMMARY
OF MATERIALS TESTING AND STABILITY DESIGN OUTLINE i l Testing l l 11 Tabulation Soil Properties From Testing
. 111 Bases for Stability Analysis ! IV Criteria for Allowable Safety Factors V Design VI Results of Stability Analysis
! i' a) Case I - Steady State L). Case ll - Construction c) Case iII - Sudden Drawdown j I Sliding Block on Foundation d) i t 4 e . e e = l N,
b I Testino A materials testing and subsurface exploration program was carried out by Duke personnel and by Law Engineering and Testing Company prior to detailed design. In the summer of 1965, a pilot quarry was opened and test embankments were con-structed using materials available for main dam. The design values used for stability analysis were based upon the results of shear and density tests con- > ducted on the test fills and on supplementary laboratory tests. A compilation of these design values is attached. il Tabulation Soil Properties From Testing (See Page 2) lll Bases of Stability Analysis Materials available dictated that the dam be built as a combination earth and rock-fill section with a central impervious core. The materials range from hard rock to random rock having a large proporation of fines, to sIIty sands and clayey silts. The stability analysis used appli' cable methods for both earth fill and rock-fill embankments. Sliding block, sliding wedge, and cir-cular (or cylindrical) modes of failure were examined. The primary tool of the stability Investigat ion was a computer program based on the " Method of Slices Swedish Slip Circle" analysis procedure as outlined in
! EM 1110-2-1902 of the Corps of Engineers. The computer made it practical to analyze a very large number of possible slip circles and locate the potential ! failure surfaces. Once the critical circles were determined, the " Friction Circle" method as given in Taylor's " Fundamentals of Soil Mechanics" was a applied to the same circles by hand computation. It is believed that appil- ! cation of the slip circle method through zones having large proportions of r granular cohesionless materials yields somewhat lower safety factors than 1 would actually exist. It is further felt that the friction circle results i reflect more closely actual performance of in-place materials. in every ' Instance where slip circle and friction circle safety factors were compared, for the same center and radius, the friction method gave higher values. It
- was determined that the safety factor design criteria were satisfactorily met i if the friction circle values equaled or exceeded the design values.
Considering the embankment as a rock-fill, the sliding wedge method was used to choose trial shear planes; however, the calculated factors of safety were so high that this method was not considered to determine a critical condition. A modified sliding wedge analysis, which has recently been used by the Corps of Engineers for rock-fill dams, was later adopted as the design analysis for. that failure mode. This procedure considers the extreme condition where the down-stream mass of the dam is acted upon by a driving force due tc !5a "at rest" condition in an assumed horizontal embani'. ment to the top of the dam. Using this analysis and neglecting any effective initial strength or " cohesion" along the foundation contact, higher safety factors were determined than those from either of the two, methods for circular are failure described. IV Criteria for Allowable Safety Factors The Factor of Safety criteria used for Jocassee' Dam are as follows: 8 t e N _ . - \. . - . . _ . . - , _ . .. - , . . _. , _ . - - . - . _ . . , . - - -
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b ' o ems b 3 o IV Criteria for Allowable Safety Factors - contd Case No Condition of Dam Recuired Safety Factor i Reservoir Full (Steady Seepage) 1.5 ll Sudden Drawdown 1.25 Ill Construction Period With Reser- 1.25
- voir Empty -
Material strength values which were used for analysis are as follows:
- k) "Q" - Construction Period and zones never subjected to saturation.
- 2) "R" - All zones below line of saturation and steady scepage.
V Design
}' As was described in Section lil, the majority of the stability calculations were l done by use of a computer program. In general, for each circle center in a large specified grid, the minimum safety factor value was determined by testing numerous radil, starting at a depth of 40 feet into the assumed firm foundation, and index-Ing upwards in 50 foot increments. The circles having the lowest safety factors were chosen from the grid as the potential critical failure circles. These circles ] were then examined by friction circle method of analysis.
Prior to the fixing of the final design cross section and slopes, numerous pre-t ilminary trials were run on the computer with the total number of circles examined
; running into the thousands.
i VI Results of Stability Analysis j Attached, Section VI, is a summary chart for each of the final design conditions
! showing the matrix of calculated minimum safety factor values with their respective i radii. The critical circle or circles are shown as they would pass through the e completed embankment. Also noted for each critical circle is the corresponding safety factor computed by the friction circle method.
The safety factors identified with an asterisk (*) are those which h ve relatively low values, but are considered to represent a sheet sliding mode of failure not critical to the stability of the embankment. For d11s type of failure, the shear planes are very shallow and the condition is an indication of the ratio of the slope to the angle of internal friction of the material. This surficial sheet
- sliding on circu!ar planes more or less parallel to the surface is actually l equivalent to a shallow wedge failure parallel to the surface.
The limiting minimum safety factor. for sheet failure is SF = **" where B is the angle of the slope with the horizontal. When the safety fact i 1.0, B = b and the slope would be at its angle of repose which is equal to the angle of internal friction in the slope surface. The safety factor criteria in Section IV do not apply in this case, since the majority of dumped or rolled rock-fill dams have been constructed with the downstream " sheet failure" safety factor equal to 1.0 and the slope at the angle of repose. l l i I. f ce-i s. -
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O O M' of th. C us IG!! FOR JOCASSCE DAli Analysis for scismic loading of Jocassec dam has been made using the same criteria that wre used at 1%owec dam and outl ined in answer to question 8.6, Supplement t!o 1. A complete static stability analysis was first performed using as a principal tool a
., computer program based on the "liothod of Slices Swedish Slip Circle" found in l
Eli 1110-2-1902 of the U S Army Corps of Engineers. The computer made it pract cal to analyze a very large number of possibic slip circles and locate the potential critical failure surfaces. In addition, the critical circles thus determined were
, analyacd by hand computation using the " Friction Circio l'.cthod" as illustrated in Taylor's " Fundamentals of Soil itechanics."
It is the opinicn of our Consultant, Professor George F Sowers of Law Engineering Testing Company, that application of the slip circle method through a zoned dam having large proportions of granular, cohesionless ma.tcrials yicids somewhat lower safety factors than would actually exist. It is further felt that the f riction circle analysis moro closely reflects the actual performance of the in-place materials. It was, thus, determined that (Se safety factor criteria were satisfactorily met if the friction circle analysis yloided values equal to or exceeding the critical safety factor for the same ci cle as detmeined with the slip circle method. For seismic design the computer program, with modification to account for .10g acceleratic. uns again used as the basic tool in locating the critical failure circles, it was found, O as expected, that the critical failure circles under seismic loading ucre not the same as for those found in the static loading casc. The critical, centers and corresponding safety factors were then used in performing the dynamic analysis based on Dr itewmark's method, as was previously done for Little River and Keowee dam seismic design. Listed below are the design criteria for Jocassee dam: Analysis ffesion Condition Required Safety Factor ( Reservoir Full (Steady Scepage) 1.5 Static ( Sudden Drawdown 1.25 ( Construction Period (Reservoir Empty) 1.25 ( Earthquake (a_ = . log) 1.0 Scismic ( lieunark's 3 FS 1.0 ( Factors 'N .10 Attached is a tabulation of safety factors for both the static and the scismic design loadings. Also attached are prints of sketches showing the matrix of lowest safety factor valucs for each point and the failure surface circles which have been taken as
~ - ~
critical. t The safety factors identified with an asterisk (*) are those which may Lave lower values but are considered to represent a sheet-sliding mode of failure, not critical to the stability of the embankment. The safety factor criteria listed above do not apply in O this case, since the large raajority of dumped or rolled rockfil! da.as have been con-structed with the " sheet failure" safety factor equal 1.0 and the slope at or near the angic of repose. CQR-i 6-12-70 Copy of data taken to AEC by P H I,arton on June 17, 1970.
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