Dworshak DM No.6.pdf

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DESIGN MEMORANDUM NO.6

MAIN DAM,

FOUNDATION GROUTING AND DRAINAGE,

AND INSTRUMENTATION

DWORSHAK DAM AND RESERVOIR

NORTH FORK CLEARWATER RiVER, IDAHO

U. S . ARMY ENGINEER DISTRICT, WAL-._A WALLA

CORPS OF ENGINEERS

3 NOV 1964

r

REPLY TO

ATTENTION OF:

DEPARTMENT OF THE ARMY

WALLA WALLADISTRICT. CORPS OF ENGINEERS

BUILDI"''G 602. CITY-COUNTY AIRPORT

WALLA WALLA. WASHINGTON !o>9362

NPWEN-DB 4 November 1980

SUBJECT: Letter Supplement No. 1, Dam Drainage, to Dworshak Design Memorandum No. 6, Main Dam, Foundation Grouting and Drainage, and Instrumentation

Division Engineer, North Pacific

1. Inclosed for your review an~ approval are five copies of the subject supplement.

2. By copy of this letter, HEDB is requested to furnish final location of the sump and wastewater line to tailwater to avoid interference with the future power unit No. 4.

FOR THE DISTRICT ENGINEER:

1 Incl as

CF:

HEDB

f//t)J;

W. E. SIVLE~

Chief, Engfneering Division

. ~,Vmlh:

· rrr>· .. 4t, l;

•n .;t.:f~

~ riP "

(4 Nov 80) 1st Ind NPDEN-TE SUBJECT: Letter Supplement No. 1, Dam Drainage, to Dworshak Design

Memorandum No. 6, Main Dam, Foundation Grouting and Drainage, and Instrumentation

DA, North Pacific Division, Corps of Engineers, P.O. Box 2870, Portland, Oregon 97208 28 November 1980

To: District Engineer, Walla Walla

Letter Supplement No. 1 to Design Memorandum No. 6 is approved subject to a satisfactory resolution of the enclosed comments. Revise or amend the supplement as appropriate to incorporate our comments and send three revised copies to us prior to submittal of plans and specifications.

FOR THE DIVISION ENGINEER:

1 Incl Incl 1 wd Added 1 Incl

2. NPD Cmts

Acting Chief, Engineering Division

NPWEN-DB (4 Nov 80) 2d Ind SUBJECT: Letter Supplement No. 1, Dam Drainage, to Oworshak Design Memorandum

No. 6, Main Dam, Foundation Grouting and Drainage, and Instrumentation ......__

DA, Walla Walla District, Corps of Engineers, Bldg. 602,City-County Airport, Walla Walla, WA 99362 21 January 1981

TO: Division Engineer, North Pacific

As requested in 1st Ind, inclosed are three revised copies of subject supplement for your review and approva).

FOR THE DISTRICT ENGINEER: ''-'-

2 Ir.cl ~~· ~1. t{ BRAt,lHER

Added 1 Incl Acting Chief, Engineering Division

3. Revised Supple.

NPDEN-TE (4 Nov 80) 3rd Ind SUBJECT: Letter Supplement No. 1, Dam Drainage, to Dworshak Design Memorandum

No. 6, Foundation Grouting and Drainage, and Instrumentation

DA, North Pacific Division, Corps of Engineers, P. 0. Box 2870, Portland, Oregon 97208 11 February 1981

TO: District Engineer, Walla Walla

Subject revised supplement is approved.

FOR THE DIVISION ENGINEER: ,_

Incl wd

A)!&~,._

~ERBERT H. KENNON --

~-Acting Chief, Engineering Division

6.

U. S. ARMY ENGINEER DISTRICT, \'lALlA WAllA

CORPS OF ENGINEERS

Bldg. 602, City-County Airport Walla Walla, Washington 99362

NPWEN-PP 3 November 1964

SUBJECT: Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

TO: Division Engineer U. s. Army Engineer Division, North Pacific

1. Transmitted under separate cover for your review and approval are copies 1 through 13 of subject design memorandum dated 3 November 1964.

2. A letter on additional studies of longitudinal and transverse joints and joint grouting will be submitted to your office about 20 November 1964.

1 Incl as fud sep lsi E. J. \Villiams, Jr.

I for I FRANK D. HcELWEE

Colonel, Corps of Engineers District Engineer

COPY

NPDEN-TE & NPDEN-GS (3 Nov 64) 1st Ind SUBJECT: Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho; Design Memorandum No. 6 - ~min Dam, Foundation Grouting and Drainage, and Instrumentation

U. S. Army Engr Div, North Pacific, Portland, Ore., 12 January 1965

TO: Chief of Engineers, ATTN: ENGCW-EZ

1. Since submission of the subject design memorandum, the following Co~respondence, pertinent to this design memorandum, have been received:

a. Your letter ENGCW-EC dated 1 December 1964, subject:

"Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho - Structural Behavior Inl.itrumentation", copy inclosed.

b. NPW letter dated 8 December 1964, subject: '~eport on MOnolith Joints and Joint Grouting, Dworshak Dam and Reservoir", copy inclosed.

2. In order to facilitate review, a tabulation is inclosed com paring the proposals of your letter, referenced above, and the plan of Design Memorandum No. 6. The meeting requested in paragraph 3 of your letter will be deferred until you have had an opportunity to review and comment on the design memorandum plan for instrumentation.

3. With regard to reference lb, report on monolith joints and joint grouting, we ~ncur with the District recommendations, subject to confirmation of the present assumptions by tests now underway, that Dworshak Dam be constructed without longitudinal joints or any grouting of transverse joints. The complexity of a grouting program, the dependency of its success upon the numerous items outlined in the report, and the structural hazard of actually causing cracking by pre-cooling for grouting indicate the desirability of eliminating joints and joint grouting.

Exhibits contained in Design Memorandum No. 6, including minutes of the 25 - 26 August 1964 Consulting Board Meeting and letters from the con sultants indicate divided opinions at this stage with the majority favoring construction without a longitudinal joint or joint grouting.

Upon completion of all tests pertinent to this problem, the results will be furnished the consultants for review and comments.

4. Approval of the design memorandum is recommended subject to the above and the following comments:

a. Paragraph 1.02a. It is not essential that the dam alignment be straight. If the alignment used in Design Memorandum No. 3, Supplement No. 1 or other alignment with "dog legs" is more economical, it should be used.

b. Paragraph 5.06a. Specifications for construction of grout curtain should permit grouting pressures of at least 200 psi, at the gauge, NPDEN-TE & NPDEN-GS (3 Nov 64) 1st Ind 12 January 1965

Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation in lieu of the 100 psi specified in this paragraph. Grouting in the valley section can be deferred until sufficient concrete is in place to permit the use of higher pressures, vmich should improve the efficiency of the grout curtain. Drilling of the grout holes at an inclination of 1 on 1, normalto or nearly normal to the axis of the dam, as indicated in subparagraphs (1)-and (3), may be difficult because of the restricted working room in the gallery. This should be checked and revised, if necessary, for the contract documents.

c. Paragraph 6.02c. Uplift assuntptions which were used are conservative. Case A uplift calculations only would have been sufficient.

Case B includes a refinement unnecessary for drains close to the upstream face of dam.

d. Paragraph 6.02e. The values for concrete shown in the table are based on ft = 3,000 psi. Values for shear, tension and modulus of elasticity will vary SUnilar to compressive stress values for different mixes as indicated in paragraph 6.0lg. Corrected allowable stresses for the various elevations at which different mixes are used are not exceeded by actual stresses.

e. Paragraph 6.02g. The tabulation shows concrete design compressive stresses for various elevations. Based on the figures shown, the required concrete strength is:

Elevation Compressive Strength, f~

920 to 1200 3,000 psi 1200 to 1370 1,900 psi 1370 to 1450 1,300 psi 1450 to 1613 800 psi

Actually, concrete of greater strength will be used at the higher eleva tions, i.e., approximately 3,000, 2,500, 2,000, 1,500 psi respectively.

£. Paragraph 6.03b. No ice pressure was applied in the design loadings. This is satisfactory since the reservoir will be low or in the process of being drawn down during cold weather.

g. Paragraph 6.03c. Results of the stability analyses on the appropriate plates show position of the resultant graphically but not analytically. In the normal governing case - Monolith 22, Case II-B, Elevation 950 - the resultant falls approximately 5 percent of the base width within the kern.

h. Paragraph 6.05. The comprehensive cracked analysis is of interest and is possibly the first such made on a gravity dam. The l~DEN-TE & NPDEN-GS (3 Nov 64) 1st Ind 12 January 1965

Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation analysis on Plate 51 indicates a considerable increase in toe compressive stress to 1,350 psi and shear stress to 600 psi. The high stress is limited to a small area and would be expected to be reduced by yielding as mentioned in paragraph 6.04c. Actual ultimate shearing strength for 3,000 psi concrete is in the order of 1,500 psi, so that a safety factor of 2.5 is indicated even without redistribution by yielding.

i. Paragraph 7. 05·. In the first sentence change 11 instrumental" to 11 instrumented 11

• Uplift instrumentation l-lill be relatively extensive because of its importance on structure safety during life of the project.

j. Table lz Sheet 2. The explanation of the increase in construction cost of $5,760,000 for the project feature "Dams" is considered general in nature. The District Engineer will be requested to submit a detailed explanation of the increase prior to the FY 1967 Congressional submission.

(1) Subparagraph a. The rock excavation of 1,106,400 c.y.

for the dam foundation, seems unreasonably high when compared 't·lith the 349,600 c.y. included in the estimate of Design Memorandum No. 3. It appears that the excavation lines, used for this report, are conservative and there is an opportunity for reduction of the quantity during con struction. Close inspection must be maintained during foundation excava tion operations to hold excavation to a minimum commensurate with obtaining a satisfactory foundation.

(2) Subparagraph b. Supplement No. 1 to Design Memorandum No. 3 unnecessarily included a large quantity of reinforcement for the mass sections. This has been corrected in subject report.

k. Plate l~.

(1) To conform to paragraph 10, EM 1110-2-1002 and to conventional standards as required for publications for International Commission on Large Dams, sections such as shown on this sheet should be reversed in future plates and contract drawings so that l-later flo~1 is from left to right. This is not inconsistent with portrayal of maps and layouts oriented ~nth north to the top or left of sheet.

(2) Although it is not the intent to provide large fillet sections to reduce corner stress concentrations, fillets should be indicated at the toe and heel of typical sections tying to the foundation with concrete surfaces no~al to the excavated slopes.

1. Plate 16. The azimuths shoYn on the diagrams for "Adit T-C" and "Adit T-F" designate the direction of dip.

NPDEN-TE & NPDEN-GS (3 Nov 64) 1st Ind 12 January 1965 SUBJECT: Dworshak Dam and Reservoir, North Fork Clean~ater River, Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

m. These plates incorrectly indicate the inclination of the drain holes as 30° in lieu of the correct inclination of 3 vertical and 1 horizontal, indicated in paragraph 5.07 and plate 23.

n. Note 2 states, "Numbers are reference indices for features" which are descriptions of the rock in the calyx holes. The descriptions are not in the report and should be added.

5. The design memorandum primarily presents results of stress analyses of the dam. Other design elements will be presented in separate memorandums. Som~ elements applying to the dam in general should be covered in the feature memorandums or as a supplement to this one.

These would include: overall architectural development of the dam and powerplant, control and elevator buildings, visitors' facilities within dam, general crane requirements, provision of machinery shaft, switchyard location, location of storage pits, and statement on use of vertical face drains. The following comments are based on review of Plates 2 and 3 and should be covered in later design memorandums:

a. The possibility of using embedded penstocks should be considered further and compared in detail against exposed penstocks.

See comment by Mr. c. F. Corns in his "Trip Report - NPD Conference on Steel Specifications", 14 December 1964, paragraph 4d(2).

b. Elevations show three gantry cranes on the deck. Use of a mobile crane and fixed hoist combinations should be studied for economy.

c. Full monoliths w·ith concrete decks are shown at the abutments to the stations where elevation of rock reaches pool elevation. At some lower elevation, it is economical to use retaining walls at the abutments with an embankment section supporting the deck approach road.

d. No powerhouse substructure should be shown for the future units. The only undert-later provision required for the future expansion is a tee-section sheet steel pile embedded in the tailrace structure.

FOR TI~ ACTING DIVISION ENGI~ffiER:

4 Incl /s/ Ray E. Holmes /t/ RAY E. HOLMES

1. wd 3 cys Acting Chief, Engineering Division Added 3 incl

2. Ltr ENGCW-EC dtd 1 Dec 64

3. Ltr NPW, dtd 8 Dec 64 w/incl

4. Tab. comparing D.N. 4fo6 instru.

prog. 't-1/prog. proposed in ENGCW-EC ltr dtd l Dec 64

ENGCW-EZ

SUBJECT:

(3 Nov 64) 2nd Ind Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

HQ, DA, CofEngrs, Washington, D. c., 20315, 19 February 1965

TO: Division Engineer, U. s. Army Engineer Division, North Pacific

1. Approved, subject to the comments of the Division Engineer in the 1st indorsement and to the following:

a. Paragraph 5-06a and Plate 23. The basis for the 450 grout holes, projecting far upstream of the heel of the dam, is not apparent.

Steeper holes, bottoming under the heel, can be kept in line more easily and would thus be more certain of effecting a curtain to the required depth.

b. Paragraph 7-04. Except for those instrumentation facilities directly related to construction control (most thermometers and jointmeters below Elev. 1200), all elements of the structural instrumentation program will be operated indefinitely as an essential part of the continuous safety monitoring of the dam rather than only "during construction •••• and early operating life of the structure."

c. Paragraph 7-11 b and Plate 54. The large 10-inch hole to contain the strain meter rosettes and the pair of 30/60-foot vertical deformation devices shown adjacent to the Monolith 21-22 joint should be located on the Monolith 21 centerline instead. Variations in the upstream/ downstream direction should be determined before attempting to explore possible lateral deviations in the pattern.

d. Paragraph 7-llc. All foundation pressure cells upstream of the grout curtain in Monoliths 21, 22, and 23 should include piezometer piping. Hydrostatic pressures in this zone will likely approach or exceed the practical limit of reliability for the electrical transducer instru ment, and ample leakage water will be available to operate piezometer piping and pressure gage devices.

e. Paragraph 7-lld. In view of the restraint imposed by the foundation and the necessity for rigid control of concrete temperatures in the lower parts of the larger monoliths, ample numbers of thermometers should be installed in the first 10 or 12 lifts of concrete in Monoliths 16 through 32. Vertical spacing intervals of 15 feet-15 feet-20 feet at each of the centerline locations shown on the plates would be desirable.

It appears that this scheme, with the remainder of the layout as proposed by the District, would require about 190 permanently installed thermometers for cooling control. The three short lines of thermometers normal to and in the vicinity of the doto.7nstream face in Monolith 21 should contain five such instruments rather than four, by locating one thermometer at a 6-foot distance from the surface and another at 15-feet in lieu of the thermometer

AIR MAIL

ENGCW-EZ (3 Nov 64) 2nd Ind 19 February 1965

Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation at 10-feet from the surface. Better distribution of data would be obtained by locating the lower two lines about 50 feet above the elevations as now shown.

f. Paragraph 7-lle. It is doubtful that the slight dif-ferences in height or loading conditions of Monoliths 21 and 26 will significantly affect their behavior or their stress patterns and magnitudes. Al~o, the probable results to be obtained from an extensive strain meter instrumenta tion of a sloping base block and a side-hill block, indicated by OCE in the 1 December 1964 ENGaJ-EC letter, do not now appear to warrant the effort and costs involved, and the suggestions are withdrawn. Strain meter and stress meter installations should be concentrated in Monolith 21 and in a monolith to be selected where a horizontal lift surface will be exposeG (or insulated) over an extended winter period. Comments regarding the number of meters in the various clusters are:

(1) Monolith 21. Since the major plane of interest is the vertical plane coinciding with the centerline of the monolith, each strain meter cluster can be reduced to ten. (Duplicate sets of four meters within the vertical plane plus two normal to it). The five-instrument stress meter rosettes can be reduced to three meters per cluster (faces vertical, horizontal, and inclined at 45 degrees, all to measure stress within the vertical centerline plane). A s~ilar arrangement should be adopted for the 3-meter stress meter rosettes planned for the upper portions of block.

(2) Exposed Lift. Provide seven horizontal strain meters in the plane of the monolith centerline, spaced at one-foot vertical intervals from three feet below the exposed lift surface in the old lift to four feet above the lift surface elevation in the new lift. Install three stacks of these meters, at midpoint and at quarter points of the monolith centerline.

No accompanying concrete stress meters are planned.

g. Paragraph 7-llf. Assuming that no monolith joint grouting will be undertaken, the jointmeter layout should consist of approximately ten meters in each of the Monolith 21 bulkhead faces, supplemented by 10 or 15 additional meters distributed at several monolith joints across the dam.

h. Paragraph 7-llh. It is highly desirable that deflection measurements (optical plummet and inverted plumbline) begin during the construction period in order to record the effects of the incremental loading as the concrete heights increase and the response of the foundation and the structure as the reservoir fills for the first time. Deflection measure ment facilities may be planned to accomplish this as follows:

AIR MAIL

ENGCW-EZ (3 Nov 64) 2nd Ind 19 February 1965

Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

(1) Permanently fixed targets for the optical plummet observations should be provided at the bottom gallery level and at each of three intermediate galleries (Elev. 1170, 1260 and 1400) where access to the vertical shaft exists. As concrete placement successively reaches these intermediate elevations, permanent target assemblies or support frames should be installed. These frames should be designed so as to accommodate the optical plummet device temporarily (as well as the per manent fixed target), and a dimensional equation recorded which will achieve continuity between the deflection histories obtained at each of these intermediate plummet locations and the final plummet location in the Elev. 1600 gallery.

(2) An inverted deflection plumb-line should be installed in the foundation (fixed "suspension" point about 80 to 100 feet below the base of the structure) in the vicinity of the Monolith 21 lower instrument room. This device will detect horizontal movements of the structure and will provide a fixed reference point for the optical plummet data.

(3) The transverse alignment markers in each monolith may be installed in the topmost gallery (Elev. 1600), which will facilitate reading operations during the winter seasons. All displacements will then be referred to the two abutment monoliths, and these end points can, if desired, be tied into a horizontal control network by plumbing upwards to the roadway level (Elev. 1613).

i. Paragraph 7-lli. Suggest two additional seismic accelerometers be provided to supplement the one proposed. Locations of the three instru ments should be: (1) on an abutment in general vicinity of the dam to measure conventional shock intensities, (2) in the Elev. 1600 gallery of Monolith 21 and (3) in the Elev. 1260 gallery of Monolith 21.

j. Paragraph 3-11, Table I and Plate 5. It appears that the very considerable increase in rock excavation quantities over those shown in the estimate for Design Memorandum No. 3 is the result of resorting to "overexcavation" to produce a particular foundation shape= It is believed that if shaping of the foundation is limited principally to removal of rock along the primary joint sets coinciding 't>7ith the sound rock contours, considerable reduction in "overexcavation" may be realized.

Close geological supervision to control shaping will be very effective in this regard.

k. Paragraph 3, 1st Indorsement. These comments are concurred

in. In view of the divided opinion among the consultants on this problem, AIR HAIL

EHGCH-EZ

(3 Nov 6l~) 2nd Ind 19 February 1965 Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho; Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation it is believed that, in addition to furnishing results of tests to the consultants, a meeting should be held for the purpose of discussing with them the conclusions that have been reached.

1. It is assumed that the Unit Price Schedule of the contract specifications will include a subitem for "Mobilization and Demobilization," under the principal item 11Foundation Drilling and Grouting".

2. It is requested that specifica~ions sections covering excavation, foundation grouting, concrete, post cooling and instrumentation, together with related plans, be submitted to OCE for review and approval, and that complete plans and specifications in triplicate be furnished OCE when issued.

3. The size and importance of this dam requires the exercise of thorough inspection and engineering control over the construction opera tions to insure that the dam, when completed, will be structurally safe and of the required quality. The proposed organization and plans for implementing this control over construction operations should be covered in a design memorandum to be submitted to OCE for approval.

wd Incl

FOR THE CHmF OF ENGINEERS :

/s/ Wendell E. Johnson /t/ WENDELL E. JOHNSON

Chief, Engineering Division Civil tvorlcs

AIR MAIL

NPDEN-TE

(3 Nov 64) 3rd Ind Dworshak Dam and Reservoir, North Fork Clean~ater River, Idaho;

Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage and Instrumentation

U. s. Army Engr Div, North Pacific, Portland, Ore., 12 March 1965

TO: District Engineer, U. s. Army Engineer District, Walla Walla

1. The design memorandum is approved subject to comments of the preceding indorsements. Copies of inclosures 2 and 4 were' forwarded to you on 12 January 1965 with ~opy of 1st Indorsement.

2. It is requested this office be advised of action to be taken on NPD and OCE comments by 9 April 1965.

FOR THE DIVISION ENGINEER:

/s/ Gordon H. Fernald /t/ GORDON H. FERNALD, Jr.

Chief, Engineering Division

NPWEN-DB

(3 Nov 64) 4th Ind Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Memorandum No. 6 - ~~in Dam, Foundation Grouting and Drainage, and Instrumentation

u. s. ArirrJ Engr Dist, t~alla ~valla, Wash. 99362 12 Apr 65

TO: Division Engineer, u. s. Army Engr Div, North Pacific 97209

Acti.on to be taken on appropriate NPD 1st Ind. and OCE 2nd Ind.

comments is as follows:

a. 1st Ind., Paragraph 3 and 2nd Ind., Paragraph lk. - A meeting with the Dworshak consultants is tentatively scheduled for September 1965 when all District tests and resultant conclusions are complete.

b. 1st Ind., Paragraph 4b. -Consideration will be given to increasing permissible grouting pressure. It is questioned that higher pressures increase the efficiency of the grout curtain and such higher pressures materially increase risk of damage to structure. The inclina tion of holes 1 on 1 will be possible since the size of the grouting gallery has been increased.

c. 1st Ind., Paragraph 4c. -The advisability of placing a gallery at a fixed distance from the heel is questioned. The 10 percent rule is logical and thus Case A is extraneous - Case B is necessary.

d. 1st Ind., Paragraph 4j(l). -It is the policy of the District to maintain close inspection and control during foundation excavation.

e. 1st Ind., Paragraph 4k(l). -This District was permitted an exception to paragraph 10, EM 1110-2-1002 in 1950 to show water flow from right to left on plans, sections, etc. The reason for this exception was to provide correct orientation, since the majority of the rivers west of the Rocky Mountains flow from right to left when facing north. (See inclosure 5 from Walla Walla District Drafting Standards).

f. lst Ind. 2 Paragraph 4k~2). - Noted. Corrections will be made.

g. 1st Ind., Paragraph 4m. -Noted. Corrections will be made.

h. 1st Ind., Paragraph 4n. -Noted. .Additions 't·lill be made.

i. 1st Ind., ?aragraph Sa. -Noted. Studies are being made.

NPHEN-DB

SUBJECT:

(3 Nov 6l:.)

Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

j. 1st Ind., Paragraph 5b. -Two of three cranes have been eliminated through changes in fish and log handling facilities.

k. 1st Ind., Paragraphs c & d. -Noted. Corrections will be made.

1. 2nd Ind., Paragraph la. -The scheme of holes is indicated to reflect that grout holes will inasfer as possible be drilled in direc tions that intersect known fractu~es in rock. Definitive directions will not be possible until foundation is excavated; however, delay in selection of exact directions will not interfere with proper canvas of bids.

m. 2nd Ind., Paragraph lc. -The foundation strain meters and deformation meters will be relocated to the monolith centerline as requested.

n. 2nd Ind., Paragraph ld. -All foundation uplift pressure cells upstream from the grout curtain will include piezometer piping.

Electrical transducers will be installed where long vertical and/or horizontal distances to readout stations are required. Approximately 22 of the proposed 70 pressure cells will be equipped with electrical transducers.

o. 2nd Ind., Paragraph le. -Close vertical spacing of thermo meters in the first 12 lifts will be provided. As post cooling will pro bably extend to Elevation 1400, the centerline distribution of thermometers over monoliths 16 through 35 will extend to Elevation 1280, then reduce to the~ometers in four monoliths at Elevation 1350. Above Elevation 1350 thermometers will be installed in two monoliths as shown in the following table:

No. Honoliths Total No. l1onoliths Total Elevation Instrumented Instruments Ele,ration Instrumented Instruments

960 3 11 1220 16 31 980 4 17 1280 20 35

1000 6 16 1350 4 12 1025 7 23 1435 2 2 1050 9 31 1475 2 2 1100 11 30 1525 2 1 1160 14 31 1575 1 1

(3 Nov 64) NPWEN-DB SUBJECT: Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Hemorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

The thermometers to measure downstream surface t~perature gradients will be relocated and reduced to three lines of five thermometers as requested. These instrument groups will be placed in monolith No. 28 instead of monolith No. 23 to get away from the influence of the embedded penstocks.

The Walla Walla District Water Control Section has requested addi tional ~emperature instrumentation to measure forebay surface water and air temperatures for future research now planned for the reservoir. The cost estimate for this addition is $10,300.

p. 2nd Ind~, Paragraph lf. -All strain and stress meters will be concentrated in monolith No. 23 ( former monolith No. 21) and orientated to measure the vertical transverse plane stresses as requested.

The strain meters to measure differences of strain across an exposed lift will also be placed in monolith No. 23. All rosettes will consist of four stress meters (two vertical, one at 45 degrees, one horizontal) except the four rosettes in the vicinity of the monolith lower exposed faces. These four rosettes will contain eight strain meters, two stress meters, and one no-stress strain meter. The following table shows the general scheme of instruments for monolith No. 23:

Total No. of Instruments Elevation No. of Rosettes Stress Strain

1000 (approx) 4 16 0 1150 2 8 0 1280 3 12 0 1430 1 4 0

3 0 23 1000 (approx) 2 4 18 1150 2 4 18

Total Strain Meters - 59 Total Stress Heters - l~8

q. 2nd Ind., Paragraph lg. -Assuming that monolith joints will not be grouted, the proposed number of joint meters has been reduced from 122 to 46. These are generally located in the two bulkhead faces of monolith No. 23 and one face of monolith No. 28 adjacent to the plumb well.

NPWEN-DB

(3 Nov 64) Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation r.

construction plummet have

2nd Ind., Paragraph lh~- Deflection measurements during and life of the dam by means of plumb wells and optical been provided as requested.

An inverted 80-foot plumbline will be installed in monolith No. 23 foundati~n to detect horizontal movement and provide a fixed reference for the optical plummet as requested.

Horizontal alignment markers in each monolith will be installed in the 1602 gallery and tied into a horizontal control network as requested.

s~ 2nd Ind., Paragraph li. -A total of two accelerometers should be sufficient. By installation of one accelerometer in the instrument room, Elevation 980, monolith No. 23, conventional shock in tensities could be obtained without the construction of a special struc ture on the abutment to contain the accelerometer and related DC electrical system required. The second accelerometer should be installed at Eleva tion 1260, monolith No. 23, near the mid-height of the monolith.

t. 2nd Ind., Paragraph 11. -Close control of excavation will be maintained during construction in accord with District policy.

u. 2nd Ind., Paragraph 11. -Unit Price Schedules for drilling and grouting will be on basis of sub-items.

v. 2nd Ind., Paragraph 2. -Subject plans and specifications will be submitted to OCE for review and approval and three sets of bid plans and specifications will be furnished when dam is advertised.

w. 2nd Ind., Paragraph 3. -Subject design memorandum will be prepared.

FOR THE DISTRICT ENGINEER:

Added 1 Incl

5. Drafting Standards

Is/ E. c. Franzen /t/ E. C. FRANZEN

Chief, Engineering Division

14-

NPDEN-TE (3 Nov 64) 5th Ind SUBJECT: Dworshak Dam and Reservoir, North Fork Clean~ater River, Idaho;

Design Memorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

u. S. Army Engr Div, North Pacific, Portland, Ore., 19 April 1965

TO: Chief of Engineers, ATTN: ENGCW-EZ

Action indicated in preceding indorsement is satisfactory to this office.

FOR THE ACTING DIVISION ENGINEER:

1 Incl nc

Is/ Raymond E. Hole I for I GuRDON H. FERNALD, Jr.

Chief, Engineering Division

ENGC\-1-EZ (3 Nov 64) 6th Ind SUBJECT: Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho;

Design Hemorandum No. 6 - Main Dam, Foundation Grouting and Drainage, and Instrumentation

HQ, DA, CofEngrs, Hashington, D. c., 20315, 19 May 1965

TO: Division Engineer, u. s. Army Engineer Division, North Pacific

The additional information provided by the 4th indorsement is satisfactory, subject to the following comments.

a. Paragraph p. Because of the stress patterns 't·lhich could develop in the lower portions of the structure, each of the six instrument rosettes at El. 1000 (approx) and the four at El. 1150 should consist of duplicate sets of five strain meters (four in the vertical transverse plane and one normal to it), three stress meters (vertical, 45-degrees, horizontal), and a no-stress strain meter to serve all strtin meters llithin a single lift of concrete. This arrangement would total about 104 strain meters and 30 stress meters at these two elevations. Rosettes of stress meters only at El. 1280 and El. 1430 are satisfactory, except that the reason for duplicating only the vertical-oriented meters is not clear. If duplication is justified in order to better assure a complete stress determination at a rosette location, all instruments in the rosette should be duplicated.

b. Paragraph s. A third accelerometer should be provided near the top of Monolith 23 to provide data on the response of the structure over its entire height.

l1d incl

FOR THE CHIEF OF ENGINEERS:

Is/ Wendell E. Johnson /t I lVENDELL E. JOHNSON

Chief, Engineering Division Cifil Horks

AIR MAIL

NPDEN-TE

SUBJECT:

(3 Nov 64) 7th Ind Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho; Design Memorandum No. 6 - ~min Dam, Foundation Grouting and Drainage, and Instrumentation

U. s. Army Engr Div, North Pacific, Portland, Ore., 27 May 1965

TO: District Engineer, U. s. Army Engineer District, Walla Walla

Forwarded for action indicated in preceding 6th Indorsement.

FOR THE DIVISION ENGINEER:

Is/ Raymond E. Hole I for I GORDON H. FERNALD, Jr.

Chief, Engineering Division

HEADQUAl.l.TERS

DEPARTMENT OF THE ARMY

Office of the Chief of Engineers Washington, D.C. 20315

ENGCW-EC 1 December 1964

SUBJECT: Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho - Structural Behavior Instrumentation

TO: Division Engineer U. s. Army Engineer Division, North Pacific

1. Reference Consultants Meeting Brochure, 25-26 August 1964, above project, and Section 5 therein.

2. In accordance with the discussion during the 25-26 August 1964 meeting, the structural behavior instrumentation program proposed in the above-referenced document has been reviewed and the following comments and suggestions offered.

a. Temperatures. A total of 247 resistance thermometers in liOnoliths 16 through 31, placed in a grid arrangement from rock to elev. 1280, should be provided for concrete cooling control. Temperature gradients normal to and near the downstream face should be measured at three elevations only, all in Monolith 21, in lieu of the five groups originally proposed. The use of portable resistance thermometers in the gallery drain piping will not assist appreciably in concrete cooling control operations. In addition to the thermometer grid arrangement suggested, static cooling water checks and expendable short-lead thermo couples (10 to 15 feet) should also be extensively used for control of the cooling operations. The remainder of the thermometer facilities proposed are satisfactory.

b. Contraction Joint Hovement. In the event that transverse monolith joints are to be grouted to a specific height (e1ev. 1250), a total of 61 joint meters across the joints from Mon. 16 to 31 and below the top of grout .z.;rould be adequate. An additional 16 at elevations above the grouted level would also be provided.

c. Hass Concrete Cantilever and Beam Stresses. A total of 262 Carlson strain meters and l:.l Carlson stress meters in the fol1o.zving locations:

11onolith 21 Side•hill monolith Sloping base monolith Exposed lift

COPY

Strain Meters

Stress Heters

ENGCW-EC

1 December 1964 Dworshak Dam and Reservoir, North Fork Clearwater River, Idaho - Structural Behavior Instrumentation

d. Pore Pressures. Satisfactory as proposed.

e. Uplift Pressure~. As proposed, except that siting of th~ cells directly under a gallery, where possible, would be advantageous.

f. Foundation Deformation. Reduce the five 10-inch diameter 200 feet deep calyx holes to three such holes 100 ~eet in depth, and insert precast cylinders containing strain meters in the bottom and at mid-height of each hole. In addition, provide six BX holes with pipe and joint meter, similar to the facility instal1.ed in Yellowtail Dam by the Bureau of Reclamation.

g. Structural Deformation. Plumb wells in Monoliths 21 and 30, from roadway to foundation, .with provision for measurements at inter mediate elevations. Use of the Wild SLQ optical plummet should be satisfactory provided the effective range of movement for the vertical line-of-sight will be adequate to accommodate the extremes of deformation expected. In addition, provide two inverted plumb lines in each of these two monoliths, similar to the facility currently being designed for Green Peter Dam. Suggest the installation of embedded plugs in every monolith to detect horizontal movement at the roadway level, and the deletion of that part of the triangulation network intended to measure structural deflection or deformation.

h. Seismic Action. As proposed, uith the possibility that m~craseismic noise detection instrumentation may be added to the scheme.

3. After the District personnel have had an opportunity to further study and modify the program, in the light of these suggestions it is requested that a meeting be held in Walla Walla, to include Dr. Roy Carlson and representatives of NPD and OCE, for further discussion of the program so that the District can proceed with preparation and submission of the DM on instrumentation.

FOR THE CHIEF OF ENGINEERS:

Is/ /for/

Horace A. Johnson toJENDELL E. JOHNSON Chief, Engineering Division Civil Works

COMPA..~ISON OF N:E'l-1 D. H. NO. 6 29 December 1964 ON I'NSTRUHEl'ITATION FOR DWORSHAK DAM

R!!!!

ENGW-EC RECOMI1ENDATIONS Til 1 DEC 64 LETTER

Reguested by ENG~l-EC letter f'emperatures

(!) 247 resistance thermometers in Moncliths 16 through 31 placed in grid arrangement from rock to Elev. 1280 for concrete cooling control.

(2) Thermometers at three eleva tions only in Monolith 21 to measure temperature gradients normal to and near the dol·m stream face.

(3) Provide additional expendible short-lead thermocouples (10 to 15 ft. in length) for use in static cooling \-;rater checks.

Planned by NPWEN-81 in D. M. No. 6.

157 resistance thermometers planned for t1onoliths 16 through 32 from rock to Elev. 1600.

3 groups of l} thermometers to measure downstream face gradients.

12 Carlson resistance thermometers shown on U/S face of ~ronolith 21 for measurement of vertical forebay temperature gradient.

Contraction Joint Movement (Provided transverse joints are grouted to Elev. 1250)

(1) A total of 61 joint meters across 95 joint meters planned to Elev. 1250 joints from lronolith 16 to 31 be-lol-l top of grout (E lev. 1250) would be adequate.

(2) Provide additional 16 above 28 joint meters planned for above 1250.

grouted level.

Contraction Joint Movement (Provided transverse joints are not grouted)

Some to be provided, but no specific number recommended.

l:-7 planned for Honolith 21 and 25 planned for Hono1ith 26.

Hass Concrete Cantilever and Beam Stresses

Strain 1-Ieters tron. 21

Side Hill Iron.

Sloping base Hon.

Exposed lift l:.S

Stress Neters

16 Mon. 21 Mon. 26

Strain Meters

3 Fdn, Hon. 21 24

COPY

"No Stress" Strain Meter

Stress Heters

29 December 1964 COMPARISON OF N~l D. M. NO. 6

ON INSTRUMENTATION FOR DWORSUAK DAM

WITH

ENGCW·EC RECOMMENDATIONS IN 1 DEC 64 LETTER

Requested by ENGCW-EC letter Planned by NPWE~-Tii in D. M. No. 6

Pore Pressure and Uplift (Pressure Transducer Type)

As indicated in Aug 1 64 Consultants Brochure

- 58

Uplift by Piezometer Pipina

Something over 25 contemplated in Aug 1 64 Consultants Brochure

Foundation Deformation

(1) Three - 100 ft. deep 10" diam. calyx holes contain strain meters at bottom and mid height each hole.

(2) Six - BX holes with pipe joint meter installation similar to USBR Yellowtail Dam.

Structural Deformation

(1)

(2)

(3)

Plumb wells in Monoliths 21 and 30 from roadway to fdn. with provision to read at intermediate elevations (recommend using Wild GLQ optical plummet).

Installation of one each inverted plumb lines in Monoliths 21 and 30 similar to systems planned for Green Peter.

Installation of embedded plugs in each monolith to detect horizontal movement at roadway level; delete triangulation system.

Seismic Action

Possible installation of microseismic detect iO.i.l instrument at ion roPY

Two - 60 ft. deep 1011 diam. calyx holes containing strain meters at 60 1 and 30 1 depth levels (Mon. 21).

Three deformation meters 30 1 deep and three 60' deep (1 pair located at Mon. 21-22 constr. joint, one on each side of joint). ~ ~

One each 16 in. diam., 550ft. long plumb wells planned in Monoliths 21 and 26 to be read with optical plummet.

None planned.

Installation of collimation system planned across top of dam using a theodolite, reference monuments and movable-mounted target.

Installation of accelerometer to mea~ ure seismic accelerations.

RQ_.

7.1 7.2 7.3 7.4 lOA lOB lOB(C-1)

Dt-IOR~HAK DAM ANO RESERVOIR

DESIGN MEl-iORA.."'DUMS Cover

Ill.1£ ~

Hydrology

Type and Height of Dam General Design Memorandum

Revised 1 October 1960

15 December 1960 20 July 1960

15 September 1961 Supplement No. 1, Site Selection and

Type of Concrete Dam Supplement No. 2, Power Installation

Deleted Powerplant Main Da~Grouting and Drainage, and

Instrumentation Initial Relocations, Access, and

Detour Roads Supplement No. 1, Relocations, Access, and Detour Road, Lower Reservoir Area Deleted Deleted Powerhouse Access Road Left Abutment Access Road Part 1 - Real Estate Damsite Construction

Area, Borrow Areas, Road Relocation and Spoil Areas (Right Bank Access Road), Partial Public-Use and Flowage Areas

Part 2 - Real Estate Reservoir Area Diversion Tunnel, Temporary Fish Facili ties, Cofferdams Supplement No. 1 - Design and Cost

Revisions, Temporary Fish Facilities Reservoir Preliminary Master Plan Reservoir Master Plan Public Use Development Temporary Field Facilities Spillway and Outlets Log Passage Facilities Fish Passage Facilities Deleted Concrete Aggregate Investigations Concrete Temperature Investigations Relocations, Upper Reservoir Area

24 October 1962

8 January 1963

18 August 1964

31 December 1962 10 December 1963

22 April 1964

14 October 1964 29 March 1963

Reservoir Clearing 16 September 1963 revised 3 December 1963

Buildings, Landscaping, and Grounds Utilities Cost Allocation Studies

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-1 ._,, ~ SECTION 1 - INTRODUCTION

1.01 1.02 1.03

Purpose Scope References

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Project Location Climate

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2.02

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General

a. Soil b, Highly Weathered Rock

c. Moderately Weathered Rock

d. Lightly Weathered Rock

3.02 3.03

3. Ol~ 3.05

3.06 3.07

e. Fresh Rock Foundation Investigations Surface Studies Bore Hole Camera Studies Ad its a.

b.

c.

d.

e.

General Adit TB Adit TC Adit TE Adit TF

Calyx Holes Foliation r*· ,

3.08 Jointing

3.09 Shearing ••• "'

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TABLE OF CONTENTS (Continued)

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L}. 01 4.02 4.03 l}. 04 l; . • 05

Properties of Rock Samples Properties of Rock ~~ss ' k ' &1 L ' ~ 'f'l't t'f 1 I • ,.. ' ,... 1.,;

In-Situ Testing Jacking Tests

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a. Design

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c. Procedure

d. Creep Effects

e. Hen sur at ion

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f. Results Chamber Tests Geophysical Tests

a. General

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