RD-A142 890 GRAND RIVER BASIN BOWMAN - HALEY DAM AND LAKE NORTH i/iDAKOTA SEISMIIC EVALUATION AND ANALYSIS(U) CORPS OFENGINEERS OM~AHA NE SEP 83 N

UNCLASSIFIED F/'G 13/13 N

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MICROCOPY RESOLUTION TEST-CHARTNATIONAL BUREAU OF STANDARDS- 1963-A

.1RECONNAISSANCE REPOIRTSeptember 1983

AD'A 142 890

Grand River Basin

BOWMAN - HALEY DAM AND LAKE

North Dakota

SEISMIC EVALUATION AND ANALYSIS

LIL

DTICELECTEJULI1 0 19841

SUS Army Corpsof Engineers EOmaha District

84 07 05 089)

uD aIVm BASIN - BALET, NOmTH DAKOMA

NOWMAN-MUMA DAN ANID IdAZZ

AiEC01UISSANEC REPORT Accession For

NTIS GRAhISEISi C EVALUATION AND AMALYSIS DTIC TAB

Unannounced

J ti fnet~

F os Distribution/

Availability Codes

iAvail and/orDist Special

"Origiral contains colorSPTU 1983 plates: All DTIC reproducl

Ions will bo in black anU.So AM ENGIUEER DISTRICT, OMAA white"

V

GAND RIVER BASIN RAME, WORTH DAKOTA20.1MAN-4WUALf DAI AND LAUE

RECONNAISSANCE REPORT

KISNIC EVN.UATIOE AND ANALYSIS

TAILE OF COENTS

PAR&ARAPH TITLE PAGE NO.

1. PURPOSE AND SCOPE 1

2. PROJECT LOCATION AND DESCRIPTION 1

3. SEISMIC EVALUATION CRITERIA 23.1 Seismic Hazard Analysis 23.2 Postulated Earthquake 2

4. EMBANKMENT 24.1 Embankment Features 24.2 Compaction Equipment 34.3 Embankment Materials 44.4 Material Placement and Compaction 54.5 Evaluation of Embankment Liquefaction Potential 6

5. FOUNDATION 75.1 Foundation Explorations 75.2 Foundation Conditions 75.3 Foundation Design 8

6. PROPOSED WORK TO COMPLETE SEISMIC EVALUATION 86.1 Field Investigation 86.2 Laboratory Analysis 86.3 Evaluation of Data to Determine

Foundation Liquefaction Potential 96.4 Cost Estimate 10

7. RECOMMENDATION 10

TAMU TITLE

Coupaction Equipment Used in Construction 32 Specified Compaction Procedures - Embankment Fill 5

PLATE TITLE

I Location Map, Vicinity Map, and Embankment Sections2 Seismotectonic Provinces and Seismicity Map3 Embankment Plan with Original and Proposed Seismic

Evaluation Foundation Explorations (sheet 1 of 2)

TC-1

V, **tC4, ..C~ ILt *, *** q

PLE TITLE

4 Embankment Plan with Original and Proposed FoundationExplorations (sheet 2 of 2)

5 Embankment Sections 1-1, 2-2, and 3-36 Geologic Profile Along Embankment CL, Section 4-47 Geologic Sections 5-5 thru 8-8 with Original and

Proposed Seismic Evaluation Foundation Explorations8 Geologic Sections 9-9 thru 12-12 with Original and

Proposed Foundation Explorations

APPEDIX A

Preliminary Seismic Hazard Analysis

APPEDIX B

Detailed Descriptions - Earthquakes inNorth Dakota and Adjacent States

I..

~TC-2

, izcomMIssAci ERKORT

SS IC VALUATION AND ANALYSIS

am mu mlsm - HLEY/ |lfG 3AWRIMBASNBLKY , D ORTH DAKOTA

BORM -BLKY n/K AND LAKE

1. PURPOSE AND SCOPE. The Omaha District in accordance with Engineering

Regulation (ER) 1110-2-1806, "Earthwork Design and Analysis for Corps of

Engineers Dams,"' dated 16 May 1983, is required to conduct detailed seismic

evaluations of selected earthdams on sand foundations. The purpose of this

Reconnaissance Report, prepared in accordance with appendix A of ER 1130-2-417

L"Major Rehabilitation Program and Dam Safety Assurance Program," dated

30 November 1980, is to present a summary of available data necessary to

determine the need for such an analysis. The scope of the report includes

(1) a summary of preconstruction and construction data; (2) a preliminary

seismic risk analysis; (3) an evaluation of the embankment materials ability

to resist postulated earthquake shaking without detrimental effects; and

(4) a summary of work required to complete the seismic evaluation of the site.

2. PZOJEC LOCAMT AND DSCIMOo. Bowman-Raley Dam is located on the

North Fork of Grand River in Bowman County, North Dakota. This location is

about 6 miles upstream from the town of Haley, North Dakota and just down-

stream of the confluence with Spring Creek, a left bank tributary of the

North Fork. The project controls runoff from 471 square miles. The dam is a

rolled earth fill embankment, 79 feet high above the channel bottom and

5,730 feet long. The crest is at elevation 2794 and is 25 feet wide. An

uncontrolled earthen cut and grassed emergency spillway is located in the

right abutment. The spillway contains a soil cement scour cutoff and a fuse

plug. The soil cement scour cutoff was provided to halt erosion of the

spillway floor during periods of flow, and the fuse plug was designed to

store 90 percent of the standard project flood but to fail when overtopped by

floods of greater magnitude. The outlet works consists of a two level uncon-

trolled drop intake structure, 10-foot-diameter cast-in-place concrete ser-

vice spillway conduit, a 30-inch-diameter low level gated conduit, and a

Saint Anthony Falls type drop structure and stilling basin. A project loca-

tion map, a vicinity map, and typical embankment sections are presented on

plate 1.

T6 -I-,

3. sSMIc xvALuATfo CRITERIA.

4 3.1 SEISMIC HAZARD ANALYSIS. A preliminary hazard analysis has been

performed for the site, based on a combined probabilistic-deterministic proce-

dure modified from Cornell 1/. Cornell's method for calculating engineering

- seismic risks incorporates postulated earthquake magnitudes; point, line, and

areal sources; and body wave attenuation into a statistical analysis. The

modified procedure incorporates the estimated magnitudes for all earthquakes

within the 111-year historical record, for a 200 kilometer radius about the

site, and known or inferred geologic structures. The resulting

seismotectonic map, shown on plate 2, subdivides the area about the site into

seismotectonic zones. Each zone is defined for a relative consistency with

existing geologic features and seismicity contained within them.

Seismotectonic zones capable of being significant earthquake sources wereused in the preliminary analysis. The preliminary seismic hazard analysis is

presented in appendix A. Detailed descriptions of the earthquakes shown on

plate 2 are presented in appendix B.

3.2 POSTUL*LED EARTHRJhU. For the preliminary hazard analysis, only

the seismotectonic zone expected to produce the highest site acceleration was

evaluated. The highest site acceleration determined by this analysis for the

1000-year recurrence earthquake would be 0.070 g. This acceleration would be

due to an earthquake occurring at a 5 kilometer (km) depth along a line

representing the Williston Basin axis within a 200-mile radius of Bowman-

Raley Dam.

a4.1 BA FATURES. Bowman-Haley Dam is a rolled, homogeneous,

earthfill embankment with a central impervious core flanked upstream and

downstream by more pervious random zones. The embankment is 79.0 feet high

at its maximum section over the channel bottom, has a crest width of 25 feetand a length of 5,730 feet. The top of the embankment was built to elevation

2794.5 feet mean sea level (m.s.l.) which included a 0.5-foot overbuild tocompensate for postconstruction consolidation and foundation settlement. The

upstream slope Is 1 vertical (lV) on 2.5 horizontal (2.5H) from the crest to

1 Cornell, C. A., "Engineering Seismic Risk Analysis," Bulletin SeismicSociety of America, Vol. 58, 1968, pp. 1583-1606.

2

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:&

El. 2769.0, and 1V on 3H to El. 2740; and the upstream berm is 1V on 8H to

- "' original ground. The downstream slope is 1V on 2.5H from the crest to El.

2769; 1V on 3H to El. 2744; and 1V on 3.5H to original ground. Wave

protection is provided for the upstream slope between elevations 2740 and the

V - top of the embankment at elevation 2794. The protection consists of

24 inches of riprap overlying 6 inches of spalls and 6 inches of bedding.

The downstream slope was covered with 9 inches of topsoil and seeded for

runoff erosion control. Seepage through the embankment is controlled by an

internal pervious drain. The drain has a continuous 8-foot-wide inclined

section, top elevation 2781, and several horizontal outlets evenly spaced on

100-foot-centers throughout the embankment, as shown on plates 3 and 4.

Typical embankment sections 1-1, 2-2, and 3-3 are shown on plate 5.

4.2 COMPACTION EQUIPMENT. The compaction equipment used on this proj-

ect was approved by the Corps of Engineers' Resident Engineer. A description

of the compaction equipment used during construction is presented in

table 1.

'TABLE 1

cOMwIoN Eq I T USED IN cossUcTIo

Tamping Roller-~ (a) Bros. Self-Propelled Roller

(b) Model SP-255D with Cat. Engine 125 H.P.(c) 2 Drums, 5' x 5'(d) Tamping Feet

(1) Face area - 7 sq. in.(2) Length - 8 in.(3) Number of teeth per drum = 120

(e) Weight on drums water ballasted - 31,000 lbs. or 3,100 lbs.per lin. ft. of drum

Tamping Roller(a) Bros. Self-Propelled Roller(b) Model SP-255E Ser. #1102 with A.C. Engine 167 H.P.(c) 2 Drums(d) Tamping Feet

(1) Face area - 12 sq. in.

* *'. (2) Length - 8 in.(e) Total weight, water ballasted - 35,000 lbs.

Weight on drums = 31,000 lbs. or 3,100 lbs. per lin. ft.of drum

3

-A "". .- -,-,o ".-.-.-. . , . -, , ..% -.- , / .. ,.... . -.- -.- - . ..,.. , . ,

TABLE I (Cont'd)

Tamping Roller(a) Towed type - towed by Allis Chalmers RD-15 Tractor(b) Double drum - 10 lin. ft. total, each drum - 98 cu. ft.(c) Tamping Feet

(1) Face area - 8 sq. in.(2) Length - 8 in.

(d) Roller weight empty - 11,925 lbs.Roller weight as used - 30,937 lbs. or 3,094 lbs. perlin. ft.

(e) Ballast - right drum - old concrete sand- left drum - Bowman Redi Mix sand

Rubber Tired Pneumatic Roller(a) Ferguson (4 wheel) - towed by Allis Chalmers HD-21 Dozer(b) 17' x 8' x 6'(c) Roller weight empty - 40,000 lbs.

Roller weight as used - 21,960 lbs. per wheel

Vibratory Flatwheel Roller(a) Vibratow II - towed by Farmall "M" Tractor(b) Model VT2 Ser. #786(c) 3' x 5' Drum

Crawler Tractor(a) Weight - 40,000 lbs.

It was estimated that the percent of fill compacted by the various rollerswas as follows:

2 - Bros. self-propelled tamping rollers = 65%1 - Towed tamping roller - 25%1 - 4 Wheel pneumatic (towed) = 10%1 - Towed vibratory flatwheel & power

hand tampers - Insignificant

4.3 UNhUT EUEIALS.

4.3.1 garthfill. Material for the impervious core consists of

lean clays (CL), clayey silts (ML), sandy clays (CL), and silts (ML). Mate-

rial for the random zones consists of clays, silts and sands. Fat clays (CH)

were used only in the upstream random fill zone. Material for berm fill is

that material from required excavation which was too wet, and lignite

material. Approximately 75 percent of the fill was obtained from the

required spillway, outlet works, and cutoff trench excavations. The

remainder of the required material, predominantly silt, was borrowed from a

ridge north of the left abutment.

4

................................

47

4.3.2 Embankment Drain Material. The material placed in the

"%I pervious fill sections of the embankment was clean, free draining sa-.0 having

less than 10 percent finer than No. 200 mesh sieve size. This material was

obtained from gravel terraces on the reservoir floor.

4.4 MATRI.AL PLAC AID COMPACTION.

4.4.1 General. Specifications required that the gradation and

distribution of materials throughout the earthfill section of the dam would

be such that the embankment would be free from lenses, pockets, streaks and

layers of material differing substantially in texture or gradation from sur-

rounding material. If the desired compaction of any portion of the embank-

ment was not secured by the number of passes specified below, additional

complete passes were made over the area of the designated portion until the

desired compaction was obtained. Unless otherwise directed, compaction

equipment was operated parallel to the axis of the dam. When approved, the

Contractor was allowed to use other layer thicknesses, number of passes, and

compaction equipment, provided the results were at least equal to those

specified.

4.4.2 Compacted Eankment Fill. The embankment section con-

sists of a central impervious core flanked by more pervious random zones.

The materials were placed so as to provide a progressive increase in permea-

bility from the center out toward each slope. Specifications required thatthe fill material be placed in approximately horizontal layers and compacted

as shown in table 2.

TABIZ 2

SPICIFZD COUFACTIOR PROCURES - AUDM FILL

Type 7ill and 1ezlmm Uncempacted Minim No.Compaction Equipment Lift Thickness (Inches) of Passes

Impervious FillRubber-tired roller 12 3Tamping roller 8 6Power tampers 4 As Required to

Obtain Desired Densities

Random FillRubber-tired roller 12 3Tamping roller 8 6Power tampers 4 As Required to

- ,Obtain Desired Densities

5

lei~' 4~~ .. '

It was intended that the above procedures would provide a final density of at

"-. least 95Z of maximum density. The moisture content was required to be Within

2 percent above optimum moisture content to 4 percent below optimum. The

optimum moisture content was determined in accordance with AASHO Standard T

99-57, Method "A". Field density was determined by sand cone, water balloon,

and nuclear density methods. Portions of the fill which could not be

compacted with rollers because of space restrictions, were placed in 4-inch

loose lift layers and compacted with power tampers to the desired density.

4.4.3 Semicampacted Berms. The material for berm fill was

material from required excavation that was unsuitable for compacted fill.

This included material which was too wet, and lignite. Specifications

required that the semicompacted berms be constructed in layers not exceeding

24 inches in thickness, except for the lignite. The lignite was placed in

'_ the berm as directed and spread in horizontal layers with an uncompacted

thickness of 12 inches. Each lignite layer was compacted by four passes ofthe tamper type roller. Compaction for the other materials was accomplished

by even routing of construction and hauling equipment over the layers.

Moisture control was not specified, except that the upper limit could not

exceed that which would permit the movement of equipment over the fill.

4.4.4 Pervious Fill. Pervious fill was dumped and spread to an

uncompacted thickness of not more than 12 inches and was wetted, as directed,

to facilitate compaction. The amount of water added to the material was

approximately that which would produce substantial saturation when the mate-

rial was in the compacted state. The entire surface of each layer was com-

pacted by not less than three complete passes of rubber-tired rollers. A

small percentage of the pervious fill was compacted, as directed, by a vibra-

tory roller, and an even smaller percentage by a 40,000-lb. crawler tractor.

A maximum uncompacted lift thickness of 4 inches and a minimum number of four

complete passes were required when compacting with the crawler tractor.

4.5 KVALUATION OF I IBAI MT LIQUEFACTION POTU .IAL. The construc-

tion records indicate that the central core of the embankment is comprised of

mpervious material and therefore, not subject to liquefaction. The

construction records also indicate that the random fill sections that

buttress the central core and the pervious fill were properly compacted to

assure satisfactory performance. These materials are considered to have

6

adequate resistance to postulated earthquake shaking, since it is generally

agreed that virtually any well-built embankment can withstand moderate

earthquake shaking with peak accelerations of 0.2 g and more with no

detrimental effects.

V.,5. FOUNDATION.

5.1 FOUNDATION WXLOR!IOES. The subsurface exploration program at

Bowman-Raley Dam consisted of drilling 33 borings to varying depths, ranging

from 18 to 114 feet. The purpose of the exploration program was to determine

the embankment and outlet works foundation as well as borrow and emergency

spillway area soil characteristics. Four initial borings were drilled in the

right bank spillway location in the fall of 1959. The remaining borings were

completed during 1963. These were located along the embankment centerline,

in the outlet works location, in the right bank spillway location, and the

-Aalternate spillway location on the left bank. Disturbed jar and moisturesamples were taken from these borings at every change of material and at

.. ' ~intervals not greater than 5 feet in depth.

q The locations of borings in the vicinity of the embankment

centerline are shown in plan on plates 3 and 4 and in profile 4-4 presented

-~ on plate 6.

5.2 FOUNDATION CONDITIONS. The foundation at the dam site consists

of alluvial soils In the flood plain and residual soils in the abutments.Ludlow Formation (bedrock) underlies these surface soils. The alluvium

varies In thickness from about 2 to 25 feet and is predominantly fine sand

and silty sand with minor amounts of lean and sandy clay, underlain by grav-

elly sand, clayey gravel and sandy gravel. The residual material mantles the

abutments to a thickness of 0 to 5 feet and is generally friable, lean clay

and fat clay. A gravel terrace overlain by colluvium is located in the leftabutment and underlies a section of the embankment. At the centerline the

gravel deposit Is 1 to 3 feet thick. The Ludlow Formation is composed of

soft to very stiff clays; medium dense to very dense, fine-grained sands;

soft to hard, thin-bedded sandstones; soft shales and soft to hard lignites.

The Ludlow Is described primarily by soil terminology due to the poorly

Indurated characteristics of the material.

7

%I %b

5.3 FOUNDATION DESIGN. Positive underseepage control was provided in

the valley section from Sta. 29+00 to Sta. 60+00 by a cutoff trench through

the alluvial sand and gravel. The bottom of the cutoff trench was raised and

lowered in the field, as directed, to establish the trench bottom at the

bottom of lignite layer "A" which overlies an impervious clayey sand horizon.

The trench was excavated with 1 on 1 side slopes and a 25-foot bottom width,

and backfilled with impervious material. A somewhat shallower trench with 1

on 1 side slopes and a 25-foot bottom width extending only through the sandygravel zone and not to the "A" lignite layer was provided in the left

abutment from Station 60+00 to Station 70+00. Since completion of theproject, four seeps have developed along the "A" lignite layer in the left

bank of the discharge channel near the stilling basin. No seeps have

developed along the right bank. Seepage in this area is controlled by the

cutoff trench which extends throughout the "A" lignite layer. The cutof f

trenches are shown in the embankment profile presented on plate 6.

6. PROPOSED ADDITIONAL VORK To COMPLETE SEISMIC EVALUTION.6.1 FIELD INVESTIGATION. Standard Penetration Test (S PT) data,

necessary to determine the potential of the valley foundation sands and

gravels to resist liquefaction during earthquake shaking, are not available.

The proposed initial field investigation would consist of seven StandardPenetration Test (SPT) borings drilled along the downstream toe of the dam.

Continuous SPT results with split spoon samples would be obtained from each

boring for the full 25-foot depth of the valley alluvium. The plan of

proposed borings is presented on plates 3 and 4. Geologic sections 5-5

through 12-12, shown in plan view on plates 3 and 4 and in cross section on

plates 7 and 8, are considered representative of foundation materials at the

site. These cross sections also show the various reaches of the foundation

% proposed for initial investigation. The final field investigation, if

necessary, would consist of companion borings that would generally recover

representative, undisturbed sand and silt samples for laboratory cyclic

triaxial testing.

6.2 LABORATORY ANALYSIS. Laboratory classification tests would be

performed on all jar samples and undisturbed samples obtained from the

exploratory borings. Mechanical Analysis Tests to the D10 gansz ol

~' 8

-7 12

be performed on all samples having a Unified Soil Classification of poorly

graded Sand or Gravel (SP), well graded Sand or Gravel (SW), Silty Sand

(SM-SP or SM), and Silt (U). Cyclic Triaxial Tests and relative Density

Tests would be performed on representative specimens of these nonplastic

(cohesionless) materials. Atterberg Limits Tests, Moisture Tests, and

Gradation Tests would be performed on all clayey materials to determine

vulnerability to severe strength loss as a result of earthquake shaking.

These soils are considered to have the following characteristics:

Percent finer than 0.005 - sieve <15%Liquid Limit <35Water Content >0.9 x Liquid Limit

-*':.If soils with these characteristics plot above the A-line on the plasticity

chart, their cyclic loading characteristics would be determined by Cyclic

Triaxial Tests.

6.3 IYALUATION OF DATA TO DTET NE FOUNDATION LIQUEFACTION

POITZTIAL. A procedure suggested by Seed 2/ would be used to evaluate

foundation liquefaction potential. This procedure compares the cyclic shear

strength resisting liquefaction, based on corrected SPT data, with the

average shear stress induced by the postulated earthquake. These corrected

blow counts would be incr-ased by 7.5, as appropriate, using procedures devel-

oped in a recent study by Seed and Idriss 3/, which verified that certain

silts and silty sands are less vulnerable to liquefaction than sands with sim-

ilar corrected SPT resistance values. The foundation soil layers would be

considered seismically stable when the computed safety factor is greater than

1.5, using this procedure.

2/ Seed, H. B., "Soil Liquefaction and Cyclic Mobility Evaluation for LevelGround During Earthquakes," Journal of the Geotechnical Engineering Division,ASCE Vol. 105, No. GT2, Feb. 1979, pp. 201-255.

3/ Seed, H. B., Idriss, I. M., "Evaluation of Liquefaction Potential of Sandeposits Based on Observations of Performance in Previous Earthquakes," In-

Situ Testing to Evaluate Liquefaction Susceptibility, ASCE Conference, St.Louis, Oct. 26-31, 1981 (Preprint).

9

ii. , , . - ,. . . , , . - - . . . . . . . . . . . . . . • . - -. , , . . . . . . ,,., '-'

6.4 COST ISTDUTh "OR WNITIAL SIISKIC NVALUATION IORT.

Drilling Costs $ 33,000

Laboratory Costs 10,000Office and Reproduction Costs 15,000

Total Cost $ 58,000

7. I EDWflOU. Presently $50,000 is scheduled during FY 84 for prepara-

tion of the Seismic Evaluation Report for the Bowman-Haley Dam project. It

is recommended that this reconnaissance report be approved as a basis for

preparation of the Initial Report.

4.

A.:_A

20

g ~ U.S. Gov't. Boundary

Maximum operating pool, El. 2773.0-'.

Multi-purpose pool El. 2755.0 AISO

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El. 2794.5

Gross controlled storage El. 2781.0

Max. oper. pool El. 2773.0 E.26.

Multi-purpose pool El. 2755.0011 Ran.dom 4/--mperi

Original ground El. 2740.0 fill fillI- on8 '4-1on 2

ark Berm StipnO~tet ork StippngCut-off trench

AXIS F DAMEMBANKMENT SE

Emevencyspewa,- ..- AXIS OF DAM

Multi-purpose pool El. 2755.0 Fobig 0? E 7

I on 2

Intake structure- -- r- -"--

OWL. OUTLET WORKS Pf

VICIN

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Lak~e_________ F~a kase * Yackton,

It, .s aS'd S'Q. C tya',8 Lae

LOCATION MAP

El. 2794.5 AXIS O F DAM

.4 Gross controlled stor age El. 2781.0 l. 2794.01. 7 1.

Ma oe. ol l.2730El. 2769.0 &El. 2769.0

utti purpose pool El. 2755.0 I 0, Random ~oudRandom Impervious~ El- iud. 74. fill fill IE 2 3. tillviu fil l 2744.0

- - ----- pervious fill

Berm Stipniottec on 1 "Embankment drain outlet

EMBANKMENT SECTION

AXIS OF DAM1. 2755.0

Pi'table hand rail I. 794..- Foot bridge

7 El. 2769.01 on 3 El. 2759.5 Original ground

1 on 2 1oon2 "El. 2734.0 El 2716-0-

P P Stlh igbasin

1. 2712.0 El. 2721 -01. 71 . 1on2 5

Ion 10

El. 2700.0 Discharge channel

OUTLET WORKS PROFILENOWH MWU O CRAP GMN *W11. MOWNh DIOTA

BOWMM-HALEY DAM AND LAKERECONNAISSANCE REPORT

SEISMIC EVALUATION AND ANALYSIS

VICINITY MAP. LOCATION MAP AND TYPICAL SECTIONS

U.S. ~RM ENN 065TPT, OMAHA

COMPS OF 1NSOMMR OMAH4A, NEBRASKA

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LEGEND

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OffStO LOCATION OF SEISMIC EVLA

BOWMAN -HALEY DAM AND LAK~ERECONNAISSANCE REPORT

SEISMIC EVALUATION AND ANALYSIS*CAL I NCO' !00 FEET EMA'War PLAIN WITM ORIG114AL AND PROPOSED

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RECONNAISSANCE REPORTSEISMIC EVALUATION AND ANALYSIS

EMMOOM4T U1ICTIONS 1-1. 1-2 AND 3-3

RAM 5

U.

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L/1Z! topior,- 'r" 'ou J' e 16

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EMBANKMENT SECTION 1-1 270SAEI INCH 20 Pitt

2< f )~0 0 20

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- 4 Approir ory noI

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* *,** ~:.< ~ RECONNAISSANCE REPORT *.

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RELATIVE DENSITY IN PERCENT

FIG. I RELATIONSS bErwN C-NG RE!SISTANCE OF SAPLE N gLONS PER ,oAND1 RELATIVE DENS7 If0FO GRANUL.AR S0I.S

*VE DURMISTER. DiM. 1940 - PRACTICAL METNOD5 F0R THE CLASSIFICATION IF N FOR OF GRAND W90C. NOMN DAKOTAsOLS. PURDUE SME s/P 129 BOWMAN -HALEY DAM AND LAK~E

RECONNAISSANCE REPORTSEISMIC EVALUATION AND ANALYSIS

UEOLGIC NWUIL AWWN CMAIIIWNT 4L. SECTION 4-4

U.L ARMY UNSIUR D45T160, OMAHA

CON OF &MUe#4 OIM0 HIeCASKA

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ON 34 FROPOSED SEISMICropl7 ol&yv 5m E L 2

7"] - EVALUATION DOMING

ON S4Al 2720

I 27to1 1w fe

2100

N 2690

2660

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300 200 (.0 0 6

SECTION 8 -

BWMAN - 1ALEY DAM AND LAKERECONNAISSANE REPORT

SEISMIC EVALUATION AND ANALYSISGEOLOGI SECTIONS S - 3 THRU - 8 WITH ORIGINAL AND

PROPOSED 3SMC EMuJATION FOUNDATION EXPLORAkTIONS"~MM GOSMM hICT. OMAH4A

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SECTION 6-6

UPSTREAM OLDAM DOWNSTREAM

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SECTION 8-8

WUAN -MALEY DAN AND LAKERECONNAISSANCE REPORT

SEISMIC EVALUAATION AND ANALYSISGEOLOGIC SECTIONS 5 - S THRU 4 - 8 WITH ORIGINAL AND

PROPOSED SEISMIC EWjkLUA-tION FO~ADTtON EXPLORTIONSUt' AMY 10"Hil6l 13 ITROCT, OMAHA

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? WILLISTON BSIN AXISENTER DEPTH TV' FCUS-*~, AULUAI tFWI:TH tir SCIUf~lE AND Mr,A[ Q AL VISTANEt IN KXI.DMkT"RS

IS THE SOURI:F -YMi*TkI(: A1401111 11*I ,l 1'

4~** Q TYPE Y OR N.

CAN A LINC NmfiRMt TO' Tis* jd(iiWV 141 104AWNFROM 7WI C.LLI.E'-'f F-r (IN TH& 1_lltitIClf m' *ri* F.jw*

.4.. TYPE Y OR N? Y

~~ ~ THE SOIJRCF WILL Dl- (..N.im((r. : Fs'Nl I-ALitrKOr rlIFFERr-Nl I ENGOTHS. irLFA'2P FNIt,: rl'W11%.N F Vk(*1SITE TO SCEURCF.

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Cl - .21C2 -20

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T 1000.0

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ISUM OF GEO)METRY FACFI'M J V) .. , IF-O0.1

I-(c2/SF:TA) IN((SV)(rC)(T)) 654

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A 4 .3.973t

L, ACCELERATION -. 065 V,

OR

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0 A w 67.92' qACCELERATION a .069 0

.0 END ANALYSIS DV. LKtIWIAN IIA1.rY PAMSOURCE AREA -- WILLISTON WiJN AXIS.

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%TV4

APDIX B

DE LD 3RSCLIPTIONS - 3hI!BQUAKfS IN NORTH DAKOA AD AJACUT SATES

Intensity,L ocality En, I/Date Let. N. Long- Wo (st'd Nag. ,) Description 2

09 February 1872 Ft. Sully, SD III The local earthquake was440361 1000461 (3.4) felt.

17 August 1876 Lower Brule Indian IV The shock lasted 7 seconds.Reservation, SD (3.8) Loud rumbling noises were4406' 990361 heard.

15 April 1878 Glendive, MT IV Three shocks at half hour47"08 104"41' (3.8) intervals rent the ground

for 500 yds. at Glendive,MT.

25 June 1894 Casper, WY V Dishes fell to the floor. A42*54' 1060181 (4.3) number of people were

thrown from their beds.The Platte River becamethick with mud.

11 October 1895 Black Hills, SD V The shock was felt at Roch-

43°541 1030181 (4.2) ford, Keystone, and Hill

City, SD. Two aftershocksrocked houses and rattleddishes.

14 November 1897 Casper, WY VII The Grand Central Hotel was42°54' 106*18' (5.0) damaged considerably, with

2 to 4 inch crack extend-ing from third to firststory. Frightened citizensdashed into the streets.

.1/ Modified from Barstow, N.L., et al. "An Approach to Seismic Zonation for SitingNuclear Electric Power Generating Facilities in the Eastern United States," U.S.Nuclear Regulatory Commission, NUREG/CR-1577, 1981.

./ Modified from Docekal, J., 1970, Earthquakes of the Stable Interior, with Empha-sis on the Midcontinent, v. 2, A dissertation presented the faculty of the graduatecollege in the University of Nebraska in partial fulfillment of requirements for thedegree of Doctor of Philosophy, Ann Arbor, Michigan, University Microfilms Ltd.,p. 1-332.

B-1

17--7 7 7 77....... .

DETALD DESCRIFTIONS - IN1TE(lJAUS$ 1ORT DAKOTA AND ADJACUT STATES

Intensity,Locality na V1

Date Late o. Lo .. (Iet'd Nag., ab) Description 2/

14 March 1900 Aberdeen, SD III-IV Two slight earthquakes were45"28' 98028' (3.6) felt.

09 May 1906 South Dakota- VI The shock was felt in Rush-Nebraska Border (4.7) vlle and Valentine, NE.43*00' 101018'

08 August 1915 Williston, ND IV A shock was felt lasting 2", • 48"09' 103038' (3.8) to 5 seconds which awakened

residents, shook houses,and rattled dishes.

23 October 1915 Kadoka, SD V The earthquake was felt.43048' 101030' (4.2)

24 February 1916 Pine Ridge, SD III Two moderate shocks lasting a4300' 102030' (3.4) total of 45 seconds were

felt.

14 July 1920 Oelrichs, SD III A shock with no noise was" 43*10' 103013' (3.7) reported as lasting a few

seconds. The shock was alsofelt at Hot Springs, SD,where rumbling was heard.

30 December 1924 Hot Springs, SD IV Several shocks occurred over430281 103*32' (3.8) a 20-minute period and were

felt by many persons. Thedisturbance consisted ofabrupt rocking accompaniedby rumbling. At Rapid City,the ground vibrated in anorth-south direction.

17 November 1925 Bighorn, WY V An earthquake felt by many.44*40' 10700 (4.3) It lasted 1.5 to 2.0

minutes. Rumbling washeard in the mountains andthe ground trembled in anortheasterly-southeasterlydirection. Affected to alesser extent were: Buffalo,Dome Lake, Ft. Mckenzie, andSheridan, WY.

B-2

S'. . .. , ..- ' '.. " .j'' '' ''.''''W - " ". . k 'e"l'' - --' - -' -'- . - -. -" " *

D•TAID mSCIPTOEs - ZEAITUAnS IN OITH DAKOTA AND ADJACENT STATES

Intensity,Locality n 1/

Date Lat. N. lona. V. (at'd Nag., ab) Description 2/

01 May 1926 Osage, WY IV The earthquake was distinctly430591 1040241 (3.8) felt. Objects moved and

dishes shifted.

29 April 1927 Hebron, ND III A trembling and rocking in an45541 102041 (3.4) east-west direction was

felt. Pictures moved,hanging objects swung.

13 February 1928 Near Thermopolis, WY V Mine props loosened during43030' 108012' (4.3) the earthquake and later

- became tight.

16 November 1928 Black Hills, SD V The shock was felt at Custer44007' 103044' (4.2) and Rockford, SD. Rocks

fell on tracks and doorsswung open.

10 January 1932 Colstrip, MT IV Two severe shocks were felt.45054' 106038' (3.8) The first and strongest

sounded like a uf fleddynamite blast and shook ahuge power shovel until itscables whipped.

29 January 1934 Newark, SD IV The shock awakened several. 45054' 97044' (4.2) persons and rattled dishes.

16 October 1935 Chinook, MT III A slight earthquake was

48036' 109o14' (3.0) reported.

30 October 1936 Hot Springs, SD IV The tremor rattled dishes.43"28' 103032' (3.8)

25 May 1941 Hot Springs, SD IV-V The shock was also felt at43*28 103032' (4.0) Rapid City and Martin, SD.

One wall cracked and hang-ing objects swayed.

B- 3

i %.. .

.s. ~nJu uMSCRIuNuS - Z&TUBQIAUS El NORTE DAKOTA AMD ADJAT STATES

DatesLtty"-'-'Louatity m a I./

Dat..e Lat. 1. 'an, (Est'd lkg., S) Deription 2/

11 March 1942 Sturgis, SD III-IV Distinct tremors were felt in

44*251 1030311 (3.6) a narrow strip in the north-ern Black Hills. Reportswere received from Black

Hawk, Lead, Fort Meade,Sturgis, Englenwood, Trojan,Nevada Gulch, and Terra-ville. Rapid City reportedthat rumbling occurred andthat the shaking lasted for12 seconds.

NP 11 December 1942 Casper-Columbine, WY Many people were awakened by43*11' 106*18' a sharp shock. Dishes

rattled. It was also feltstrongly at Edgerton andGlenrock, WY.

16 May 1943 Hot Springs, SD IV Dishes rattled for 5 seconds43*28' 103032' (3.8) at Rot Springs, SD, and

southward for severalmiles.

24 June 1943 Homestead-Froid, MT VI A strong shock was felt.48024' 1040301 (4.8) Subterranean sounds were

heard, basement vallscracked and a granarycracked severely.

06 September 1943 Buffalo, WY IV A shock caused houses to

44021 , 10642' (3.8) creak and windows to rattle.Many people felt a swayingmOtion.

26 October 1946 Williston, ND IV A slight shock lasting 548009 103"38' (3.8) seconds rattled dishes and

was felt by many persons.Plentywood, NT, reported avery slight shock at thesame time.

14 May 1947 Selfridge, ND IV The shock ws felt in the46*021 100*57' (3.8) Missouri River Valley and

possibly from Beulah, ND,to Pierre, SD.

3-4

..:.. msmr r s - -o - - .-r~

DItTAILE DESCRIPTIONS IN NOR'~Kz EDTH DAKOTA AND ADJACENT STATES

Itensity,

Dat_e Iat_ N1 LOo . (Ist'd Nag., 3h) Description /

16 May 1947 Pierre, SD III-IV Pierre reported a slight

44024' 100018' (3.6) shock lasting 2 seconds. Afew persons felt the shockwhich rattled dishes.

27 August 1948 Casper, WY IV An earthquake of a few42051' 106"181 (3.8) seconds duration rattled

loose objects. Buildings

creaked.

03 June 1949 North Central IV The shock was felt in SouthSouth Dakota (3.8) Dakota and Nebraska.4500' 10o00,

15 November 1952 Pactola, SD IV The sharp tremor startled44005' 103031' (3.8) people during the night.

21 December 1953 Zeona, SD III-IV The earthquake caused a table45012' 102054' (3.6) to jump and rattle. A

single observer made thereport.

02 December 1956 Vandalia, MT IV The shock stampeded cattle.48021' 106052 , (3.8)

31 December 1961 Pierre, SD V-VI Plaster cracked, a cement440241 1000301 (4.5) floor cracked, a clothes

dryer moved several inches,and hundreds of fish leaped

into the air along theMissouri River. Manypeople were alarmed.

24 March 1964 Hot Springs, SD V The shock, lasting 3 to 543028 , 103032' (4.2) seconds, was felt by many

persons. Small rocks fellin Wind Cave. Smallobjects and windows

rattled. Moderate rum-bling noises were heard.

B-5

DKTALED D SclTIU S - IAI2BhUS IN NORTH DAKOTA AiD ADJACENT STATES

Intensity,

Date Lat. N. Longo go (Ist'd Nag., sh) Description 2/

28 March 1964 Merriman, NE VIl Dishes were shaken from42054' 101036' (5.1)* tables, canned goods fell

from shelves, cracksappeared in the road, and

the banks of t- NiobraraRiver slumrn" ur shockswere felt 4 - autes apart.The shocks originated fromthe northwest and wereaccompanied by thunder-likenoises. A number of townsreported slight damage con-sisting chiefly of crackedor fallen plaster andbroken dishes. The depthof focus was about 41 km.The felt area was estimatedto be 90,000 square miles.

26 August 1964 South Dakota IV The shock was recorded with43*48' 102012' (4.4)* a focal depth of 15 km.

21 August 1964 Keeline, WY V The moderately strong shock

42054' 104042' (4.3) was a31% f " usk, LostSprings, Li:., Creek, JayEm, and Rode, WY.

21 August 1964 Keeline, WY II A mild aftershock was felt.

'a. 42054' 104*42' (3.0)

26 June 1966 Keystone, SD VI The shock made well water

44*181 103043' (4.1)* muddy. One observerreported that he saw theground move, buildingscreak, and dishes rattle.At Rapid City, concretesteps cracked and pulled

* Magnitude was instrumentally determined.

B-6

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DETAILD DESCRIPTIONS -EARTIHQIJAKES IN NORTH DAKOTA AND ADJACUKT STATES

Intensity,

Locality WHU VDate Lat. No Long. W. (Ist'd Nag., Description -/

26 June 1966 (Cont'd) away from houses, and var-

ious objects were shakenfrom walls. Moderatelyloud earth noises were

heard.

08 July 1968 South Central IV A description is not avail-North Dakota (4.4) able.

46030' 100036'

19 October 1971 South Dakota IV The shock occurred between44*00' 10100' (3.0) Philip and Pierre, SD. A

description is not avail-able.

16 May 1975 Edgemont, SD IV A description is not avail-43014' 103041' (2.9)* able.

25 August 1975 Pierre, SD -- A description is not avail-44"15' 100"27' (3.1)* able.

13 September 1981 Nebraska-South IV The shock was felt at MartinDakota Border (3.4)* and Vetal, South Dakota.43000' 1010481

03 March 1983 Stephan, SD V The shock was centered near44*12' 99o18' (4.4)* Stephan, South Dakota.

Minor damage was done totwo nearby Indian reserva-tions. The earthquake was

. felt from Sioux Falls toPierre, South Dakota.

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