Report No. GR 83-5, Evaluation of Concrete Cores, Black Canyon Dam…€¦ · · 2016-07-01of concrete cores, black canyon dam, idaho ... evaluation of concrete cores black canyon

EVALUATION OF CONCRETE CORES, BLACK CANYON DAM, IDAHO

June 7983 Engineering and Research Center

department of the Interior Bureau of Reclamation

Division of Research oncrete and Structural Branch

. .... ,- - 7

Evaluation of Concrete Cores, Black Canyon Dam, Idaho

I 9. P E R F O R M I N G O R G A N I Z A T I O N NAME AND ADDRESS 10. WORK U N I T NO.

7 . AUTHOR(S)

Peter 0. Castaneda

I Engineering and Research Center Bureau of Reclamation

8. P E R F O R M I N G O R G A N I Z A T I O N R E P O R T NO.

GR-83-5

1 1 . C O N T R T NO.

I

15. S U P P L E M E N T A R Y N O T E S

Denver, Colorado 80225

12. S P O N S O R I N G P G F N C Y NAME A N D ADDRESS -

Same

Microfiche and/or hard copy available at the Engineering and Research Center, Denver, CO E~:RDM

13. T Y P P E R I O D C O V E R E D

WE%: EZF 14. SPONSORING A G E N C Y C O D E

16. A B S T R A C T

In 1977, 6- and 10-inch-diameter cores were extracted from Black Canyon Dam, Idaho. This dam was built by the Bureau of Reclamation in 1924, and the coring and subsequent testing program provides necessary data for evaluating the structural integrity of the dam as well as providing data for design modifications required to withstand the redefined maximum inflow design flood and maximum credible earthquake. Test results are included for compressive strength, density, modulus of elasticity, Poisson's ratio, and shear and sliding friction. A complete petrographic analysis of the concrete is also included.

17. K E Y WORDS A N D D O C U M E N T ANALYSIS

a . D E S C R I PTORS- - concretes/ cores/ compressive strength/ modulus of elasticity/ Poisson's ratio/ mass concrete/ petrographic investigation/ concrete properties/ absorption/ density/ shear strength

I b I D E N T I F I E R S - - Black Canion Dam/ Boise Project/ Idaho/ gravity dam/ PN Region

I C . c o s ~ r l F ~ e l d / G r o u p 13M COWRR: 1313 SR IM:

EVALUATION OF CONCRETE CORES

BLACK CANYON DAM, IDAHO

by Peter 0. Castaneda

Concrete and Structural Branch

Division of Research

Engineering and Research Center

Denver, Colorado

June 1983

UNITED STATES DEPARTMENT OF THE INTERIOR * BUREAU OF RECLAMATION

L

l

L

L

L

Frontispiece.-Black Canyon Dam, Payette Division, Boise Project, Idaho. Photo P3.100.847.I

III

ACKNOWLEDGMENTS

This study was conducted by members of the Concrete and Structural Branch. Significant contri-

butions to the report were made by J. N. Hartwell, Applied Sciences Branch, who performed the

petrographic examination; and by members of the Geotechnical Branch, who performed the shear

and sliding friction tests.

As the Nation's principal conservation agency, the Department of theInterior has responsibility for most of our nationally owned publiclands and natural resources. This includes fostering the wisest use ofour land and water resources, protecting our fish and wildlife, preserv-ing the environmental and cultural values of our national parks andhistorical places, and providing for the enjoyment of life through out-door recreation. The Department assesses our energy and mineralresources and works to assure that their development is in the bestinterests of all our people. The Department also has a major respon-sibility for American Indian reservation communities and for peoplewho live in Island Territories under U.S. Administration.

IV

CONTENTS

Introduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Conclusions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Core extraction and drilling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Shipping and receiving. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Core testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Appendix A - Petrographic examinaion .........................

Appendix B - Break bond and sliding friction test results. . . . . . . . . . . . .

TABLES

Table

1 Summary of Black Canyon Dam core testing. . . . . . . . . . . . . . .

FIG URES

Figure

1 General location map - BlackCanyonDam. . . . . . . . . . . . . . . .

2 Drill hole locations - Black Canyon Dam. . . . . . . . . . . . . . . . .

'"

Page

1

1

2

2

2

9

15

Page

4

5

7

INTRODUCTION

The Black Canyon Dam, on the Payette River near Emmett, Idaho, is a concrete, gravity-type

dam with an ogee overflow spillway. Built by the Bureau of Reclamation in 1924, the dam has

a structural height of 183 feet and serves to divert water to the Payette Division through the

Black Canyon Canal. The dam heads the gravity distribution system in the 114,000-acre Payette

Division. The Bureau continues to operate and maintain the dam. A general location map is shown

on figure 1.

In June and August 1977,6- and 10-inch-dial1leler cores, respectively, were extracted from the

dam. These cores were tested to evaluate the condition of concrete in the dam. These data and

analyses were provided for use in evaluating the "tructural integrity of the existing structure and

for design modifications required to withstand the redefined maximum inflow design flood and

maximum credible earthquake.

CONCLUSIONS

1. Though only a limited number of specimens were tested, compressive strength and density

results indicate that the concrete in Black Canyon Dam is of good quality, when compared

to the concrete design strength of 2,000 pounds per square inch required in the original specifi-

cations. The average compressive strength was 4,500 pounds per square inch, and the average

density was 155.4 pounds per cubic foot. Considering the age of the concrete and construction

methods available at the time of construction, the test results were favorable.

2. The petrographic examination (app. A) indicates that the concrete is of satisfactory physical

and chemical quality. No evidence of alkali-aggregate reaction, sulfate or chloride attack, or

freeze-thaw deterioration was observed in the examined interior concrete.

3. Direct shear test results, analyzed by linear regression, are comparable to results obtained

on other Bureau projects, with the cohesion on sliding friction tests averaging 215.5 pounds

per square inch, and the average angle of friction (<1» was 390 . Sliding friction results indicate

1

similar behavior in both unbonded and bonded joints. Statistical variances prevented any con-

clusions on the break bond tests.

4. From visual inspection and the testing, the concrete is of good quality and is serviceable,

with only surface deterioration occurring on the downstream face.

CORE EXTRACTION AND DRILLING

About 78 feet of 6-inch-diameter cores and 86 feet of 10-inch-diameter cores were extracted from

the dam in June and August 1977, respectively. Two galleries run throughout the length of the

overflow section, one 25 feet and another 50 feet below the top of the section. Core drilling

occurred in these galleries, with drill hole 76-1 drilled in the left one-third of the upper gallery,

and drill hole 76-2 drilled in the middle one-third of the upper gallery. In the lower gallery, drill

holes 76-3 and 76-4 were in the left one-third, and drill holes 76-5, 76-6, 76-6A, and 76-6B in

the middle one-third. Locations of the drill holes are shown on figure 2.

SHIPPING AND RECEIVING

Cores were marked appropriately for location and elevation, packed in damp sawdust, and shipped

to the Engineering and Research Center in Denver, Colorado, for testing and examination. When

the cores arrived in Denver, they were unpacked, logged, and inspected. Lift lines were identified

and marked; however, the locations of two of the lift lines were later questioned by the Rock

Mechanics Section after erratic results were found during direct shear testing (app. B). All cores

were damp and undamaged when received; however, they were then subjected to an extended

drying period of about 4 years in the laboratory before testing. Just prior to testing, all cores were

placed in a vacuum for at least 30 minutes, and submerged for vacuum-saturation for 72 hours.

CORE TESTING

Compression tests were performed on the 6-inch cores, and direct shear tests on the 10-inch cores.

Compressive strength tests were run in accordance with ASTM designation: C 42 (Obtaining and

2

II!' I

Testing Drilled Cores and Sawed Beams of Concrete). Prior to testing, the 6-inch-diameter cores

were sawed to 12-inch lengths to conform to the standard length-diameter ratio of 2:1. The density

of each specimen was determined in accordance with ASTM designation: C 642 (Specific Gravity,

Absorption, and Voids in Hardened Concrete), except that specimens were saturated by vacuum

saturation rather than by soaking in boiling water.

The direct shear tests were performed as described in appendix .B, and analyzed in accordance

with Bureau Report No. GR-15-76.' The 10-inch-diameter cores were cut to a height of about

8 to 10 inches, with an identified lift line located at midpoint, and oriented perpendicular to the

axis of the cylinder. The specimens were then embedded in 4-inch steel load rings, and shear loads

were applied to the joints. Sliding friction and break bond tests were run on intact (bonded) joints;

only sliding friction tests were run on unbonded joints. The purpose of these shear tests was to

aid the designer in selecting the angle of friction (<1» and the cohesion to predict structural

performance.

Representative fragments of the cores were selected for petrographic examination to determine

the petrographic quality of the concrete and evaluate leaching at the lift lines. The selected frag-

ments were examined megascopically, microscopically, by x-ray diffraction and differential ther-

mal analysis, and by some qualitative physical and chemical tests.

A summary of results from data for density, compressive strength, and shear strength tests is given

in table 1. Detailed petrographic evaluations are given in appendix A, and details on the shear

testing are given in appendix B.

,Haverland, M. L., The Angle-Envelope Method of Analyzing Shear Tests, Report No. GR-15-76, Bureau of

Reclamation, Denver, Colorado, January 1976.

3

""""'"

Table I.-Summary of Black Canyon Dam core testing'

Specimen Compressive Modulus of Break bond Sliding friction2

Drill hole depth strength elasticity Poisson's Density Break Normal Cohesion Tan I/>

No. (ft) (lb/in2) (lb/in2 x106) ratio (lb/ft3 ) value load (lb/in2)

(lb/in2 ) (lb/in2)

76-1 4.9 3,260 3.34 0.30 147.176-1 8.9 5,470 3.46 0.18 155.976-1 9.4 265 0.94

76-2 1.0 4,750 3.68 0.16 153.776-2 6.8 3,460 2.84 0.19 153.276-2 7.2 542 100 227 0.60

76-2 11.0 595 96 200 0.78

76-3 32.0 827 50 354 0.83

76-3 3.5 721 114 227 0.71

76-3 5.5 5,100 4.17 0.20 157.876-3 38.2 945 198 177 0.83

.f;o. 76-3 10.0 4,350 3.13 0.15 165.476-4 2.4 4,320 4.69 0.22 155.876-4 3.0 187 1.17

76-4 4.8 4,050 2.78 0.19 154.776-5 2.8 3,430 2.87 0.28 156.376-5 4.8 4,260 3.20 0.16 155.176-5 6.5 131 0.84

76-5 8.0 4,350 3.81 0.19 155.476-6 2.7 152 0.74

76-6 10.8 7,180 4.20 0.21 154.476-6A 4.0 414 106 181 0.89

76-6B 2.6 227 1.03

12.4 481 207 139 1.05

Average 4,500 3.51 0.20 155.4 206 0.87

,Compressive strength testing used 6-inch cores, and 10-inch cores were used for direct shear testing.

2 Sliding friction results are by linear regression analysis.3 Lift line may not have been precisely marked.

AREA

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J'i;

~ ~ "ft\'

Lowman\t'

0 p(];~et

~,,,e"

j

~ 0(.;i :I:

~ -<O:::IQ0'-

CANYON

/\

ANDERSON RANCH

HESERVO!R

10l.....

5SCALE OF MILES

0 10

Figure I.-General location map.

5

rIII", .,

N. W. S. El. 2497.5

- - - 64.0' x 14.5' Dum gote not shown W. S. El. 2482.5

-- -- - - - Timber 5-0 x bulkhead 5-0 shaf t wrr

t 0 '20.3' ga1lW'y Drum pate chamber

(Drainage gallery for

Axis o f dam--

No. 4 t 25.6

C Pier No. 2 3 Sta. 2 + 79.2 C: Pier No. 3

Sta. 3352.4

PLAN-EL. 9456

3

ier

SECTION THRU SPILLWAY

NO. 4 Axis Pier No. 2 DH 76-5 / ' D H 76-6 \ AXIS Pier No. 3 a . 2 + 7 9 . 2 1 $to. 3+152 stu. 3.35 J sta, 3 + 52.4

PLAN- EL. P4PO.J

Sto. 4 * 25.6

NOTE All stotions measured along axis o f dom.

M I L L HOLE LOCATIONS

Axis Pier No. 2 Sta. 2 + 79.2 Sto. 3 + 52.4 2 l i f t s + ?' Relocated dr i l l hob over drummy

l D H 7 6 - 1 1 6.610' I 2 4 5 6 . 0 I 2 r Z O I (hiin. I / 1 I cmcrete in gallery floor. I . . . I . . ' I . . . , ' I

. I , e . .

8 . .

, /DH 76-1 DH 76-% ,/' as" k l l e r y ,

' :,QJ C r J y

A

' 1 c 5L0.x 5:0' ~ ~ u ~ c e w a y s . . *

. . , '. . . . , . . .

(DH 76-4 /DH 76-3

' ... . 0 0 x I4 Construction by - pass

I I

?

SECTION A-A

W 76-4 6 ' 6 lo' 2 l i f t s 2' Relocated dr i l l hok in area o f I 2420'3 I ' * " 1 (Min. 1 1 ) I wet gallery.

DH 76-2 6' 6 lo'

W 76-66

# 6-inch cores nw'o drilled m t e l y from the 10-inch cores, but in the same vicinity as the 10-inch cores.

W76-6

W 76-64

F i %.-Drill hole locations - Black Canyon Dam.

24"' O

10.

6'610'

10'

' 35

2420.3

2420.3

2420.3

3 l i f t s + 2' (Min. 16)

3 t 35

Use l i f t lines vis& in inclined stairway as a guide in Mmking core.

Relocated t o intercept l i f t lines which appwred opm in inclined stoirwav.

3 * 35

3 t 35

+ 2, (M;,,, 161)

I l i f t + 2'

I l i f t + 2'

Relocated d r i l l hole inside 7' gallery ceiling t o faci l i tate dr i l l r ia set up.

APPENDIX A

PETROGRAPHIC EXAMINATION

I UID

~ppendix A

.""j-'

O'1tONAL .0.. NO. 10JULY '.7~ 1(0"1°"G'50'"~ 4'" C.". 101.11..

"-UNITED STATES GOVERNMENT

MemorandumTO

Memor and urn

Chief, Concrete and Structural Branch

,,~

D~nver, Co10radQDATE: April 14,:1982

FROM ~Chief, Applied Sciences Branch

SUBJEl;T: Petrographic Examination of Concrete Core - Black Canyon Dam - ,80iseproJect,Idaho

Examined by: J. N. Hartwell

Petrographic referral code: 82-21

INTRODUCTION; T

A cursory examination of Black Canyon Dam 6-. and lO-inch-diameter:RPnq-etecore from drill holes 76-1 through -6, -6A, and 6-B was performed in theConcrete LabQratory to se lect representative fragmen~s for furtper.test ingand examination in the Petrographic Laboratory. "Atl holes were drilfedfromgalleries w,ithin the dam. -'

...

The purposes of theexarnination w,ere to determ.ine, the petrographic qual'tty ofthe concrete, including deterioration due fo alkali-aggregate reaction, andinvestigate leaching at the lift lines. In addition, comparative observationswere made between lower and higher .strength .concrete.

'J

PETROGRAPHIC EXAMINATION

The selected concrete fragmentsv.'ere examin,ed megascopically, microsc9P.ically,by XRD (X-ray diffraction) and DJA(differential thermalanalyS;is), and b"ysome qualitative .physical and chemical tests.

A detailed "Petrographic Exarnination of Concrete" sheet is attached whichincludes the cursory observations and petrographic descriptions of aggregate,paste, air voids, secondary and hydration products, microfractures, and otherobservations. Fragments from the various drill holes are petrographicallysimilar and, therefore, are described together.

CONCLUSION-DISCUSSION

Concrete

The examined concrete from Black Canyon Damis petrographically of satisfac-tory physical and chemical quality and, therefore, is considered serviceable

i BIt;1 U.S. SlIfI;"[.S BtmJs Rt[,lIlarlJ tm Iht P/lYroll 5a,,;,,1,s PI/RI..,.., ..

11

concrete. No evidence of alkali-aggregate reaction, sulfate or chlorideattack, or freeze-thaw deterioration was observed in the examined concrete.

The aggregate is physically satisfactory and chemically innocuous. Theconcrete is generally gray to tan and slightly to moderately absorptive. Thedistribution of the paste and aggregate is variable but generally satisfactoryand the paste-aggregate bond is moderately strong. The examined concretecontains few entrapped air voids which are generally unfilled to very fewlined with calcium carbonate, calcium hydroxide, and occasionally ettringite.The presence of calcium hydroxide and calcium silicates as cement productsand the absence of unhydrated cement particles indicate the examined concreteis well hydrated. The presence of calcium carbonate and ettringite indicatessomewhat old, carbonated concrete.

Compressive strength values of concrete core tested by the Concrete Sectionranged from approximately 3,200 to 7,200 lb/in2 with an average of approxi-mately 4,500 lb/in2. Comparative observations of higher and lower strengthconcrete indicate the lower strength specimens contained more larger gravelparticles (+3 in) and/or appeared to be less well consolidated than higherstrength specimens.

Lift Lines

The examined lift lines or suspected lift lines from Black Canyon Damarepetrographically of variable physical quality and do not appear to havedeteriorated significantly since emplacement.

The examined lift lines are quite variable in appearance. Well-consolidatedareas are generally slightly absorptive, carbonated, comprised chiefly ofpaste and sand, and contain few entrapped air voids. Poorly consolidatedareas are generally moderately absorptive, carbonated, comprised of paste andsand and gravel, and contain numerous entrapped air voids.

Areas which exhibit poor consolidation and contain numerous entrapped airvoids may be sufficiently porous, if interconnected, to allow water topercolate very slowly through the structure, therefore, some leaching at liftlines may be expected. However. only a few examined areas exhibited minoramounts of secondarily deposited calcium carbonate and/or iron oxides.

Ice crystal impressions in rock sockets at or near several examined liftlines indicate freezing prior to initial set of the concrete. Although noweakening of the concrete was apparent in the affected areas, the ice crystalimpressions may contribute to leaching at lift lines.

;;Z~~/t

Attachment

Copy to: 0-2200-915

0-1511 (Guy)0-1523

12

PETROGRAPHIC EXAMINATION OF CONCRETE

Subject: Black Canyon DamBoise Project, Idaho

Field No.: DH 76-1 through-6A, and -6B

Cursory Observations: Concrete - 6-in (O.15-m) and 10-in (O.25-m) diametercore; moderately to well consolidated; few to moderate amounts of entrappedair voids; tan to gray paste; very slightly fractured to nonfractured; noreaction rims around aggregate particles; slight to moderate effervescencewith cold dilute HC1 (hydrochloric acid); chiefly slightly to moderatelyabsorptive Lift lines - well to poorly consolidated; few to numerousamounts of entrapped air voids; tan to gray paste; moderate to high effer-vescence with cold dilute HC1; moderately absorptive; ice crystal impressionsin rock sockets at or near lift lines

Petrographic Examination

Aggregate (concrete and lift lines)

Gravel: Generally rounded to subrounded in shape; consists of granite-diorite series rocks, altered volcanics, basalt, quartzite, few woodyfragments (sticks, roots, etc.) especially at or near lift lines, obsidian,and a few glassy volcanic rock types

Sand: Generally subrounded to subangular in shape; consists of same rocktypes found in the gravel as well as monomineralic grains of quartz,feldspar, mica, amphibole, olivine, and a few miscellaneous detritalminerals

Gravel and sand: Petrographically of satisfactory physical quality andnot considered potentially deleteriously reactive with high-alkali cement

Paste

Concrete - Generally gray to tan; generally slightly to moderately absorp-tive; breaks with moderate to hard hammer blows generally around andthrough very few aggregate particles; variably distributed with sand andgravel; moderately strong paste-aggregate bond; generally moderately wellto poorly consolidated; exterior paste moderately effervescent and interiorpaste only slightly effervescent with cold dilute HC1

Lift lines - Generally tan to gray; variable, but generally moderately toslightly absorptive; variable, chiefly paste and sand with very fewvisible coarse gravel particles to well distributed paste and aggregate;moderately strong paste-aggregate bond; variable, poorly to well consoli-dated; generally moderately effervescent with cold dilute HCl

Voids (concrete and lift lines)

Chiefly few to numerous entrapped air voids generally at or near liftlines or occasionally concentrated beneath larger gravel particles;irregularly shaped; and generally unfilled to very few lined with calciumcarbonate, calcium hydroxide, and occasionally ettringite

13

Fie 1d No.: DH 76-1 through-6A, and -68

Secondary Products (concrete and-lift lines)

Moderate amounts of calcium carbonate in paste and lining few voids androck sockets; lift lines contain more calcium carbonate in paste andoccasionally thinly coated with calcium carbonate and/or iron oxides;minor amounts of ettringite lining few voids; no silica gel developed infragments soaked 3 to 4 weeks in Denver tapwater; only minor amounts ofsoluble chloride ions and no sulfate ions chemically detected

Hydration Products (concrete and lift lines)

Moderate amounts of portlandite (calcium hydroxide) and calcium silicates;no unhydrated cement particles; water of hydration appears adequate

Microfractures (concrete and lift lines)

Generally non fractured; few unfilled discontinuous microfractures generallyin paste and around aggregate particles

Other Observations

Ice crystal impressions in rock sockets generally at or near several liftlines; cloth fibers on few lift line surfaces apparently from materialused during curing

14

:IIJ:"!'I

APPENDIX B

BREAK BOND AND SLIDING FRICTION TEST RESULTS

TO

THROUGH:

FROM

SUBJECT:

i

Appendix B

o,.t'O""'''''l-

"...;.AM NO "," ,.~ £()ITIOH

S"GEk- 'U:.(O. NO 11

~U P 4-0<:")\lU,I-101

UNITED STATES GOVERNMENT

MemorandumMemorandumHead, Concrete Section

Denver, ColoradoDATE: May 12, 1982

r..~.'-t'J.~.-:.;.)..Chief, Concrete and Structural Dr andl ~;;i-Z17

Chief, Geotechn ical Branch 1"c:.7""""to-. Sol ..4dilJf:}

Head, Rock Mechanics Section

Break Bond and Sliding Friction lest Results on Black Canyon Dam - 10-inch-diameter Concrete Core

Direct shear tests were performed on 12 concrete specimens from Black CanyonDam as requested in memorandum nom Chief Design Engineer dated November 3,1981, to Chief, Division of Re"e,Jd;rl. The specimens were obtained from drillholes 76-1 through 76-6, 76-6A, 0nd 76-6B, all of which yielded core approxi-mately 10 inches in diameter. Sh'~n specimens had both break bond andsliding friction tests performe,1, while the remaining five specimens had openjoints and only the sliding frictIon tests were run.

The hreak bOrF.: tests Viet'e "dli US1 approlimdtfiy :10, ll){)~, clnd 200-1b/ininurmdl stress. All the sliding tt ticn tests were perforlJled w',Jer approxi-mately the following repedted norli'd! stress:

'. ?50 Ib/in-100 lb/in2200 lb/in2500 lb/in2

A direct shear test is where an intact specimen is subjected to a biaxialstress field until shear failure occurs in a predetermined location. Thispredetermined locat ion is termed the "d" distance which is defined as thedistance between the two holding devices to which shear and normal loads areapplied. In this case, the normal load is applied perpendicular to the "liftlines" in the concrete specimens. The shear zone for these specimens wasrestricted to the material located within the "d" distance of 1 inch which isthe standard distance for 10-inch-diameter specimens on the large shearmachine.

Failure analysis for all sliding friction data has been defined by the linearregression method. The results of all of the tests are shown in the appendix.A linear regression analysis for all of the specimens is shown in figure 1.This includes both break bond and sliding friction results. The regressionresults for the break bond points are suspect. It is felt this condition wasa result of the "lift line" of some specimens were not precisely located.The two most questionable specimens are DH-76-32.0 and 8.2. Not only does

Bu.y U.S. Sat'ings &ndr Regularly on the Pa,yroll Sat.ings Plan

17

the high break value appear suspicious, table 1, but examination of thesespecimens after the test shows that large aggregate was also broken in thesheared lone. See afterbreak photographs in the appendix.

As seen in table 1, the overall, the results for sliding friction testsranged from 131.1 to 354.1 lb/in2 for cohesion and from 0.604 to 1.172 fortan 0. The regression analysis yielded a cohesion of 205.4 lb/in2 and atan 0 of 0.87 for the combined results of both break-induced slides andopen joint sl ides as shown in figure 1. It can be noted that the results forthe open joint slides have a lower cohesion value than the break-inducedslides. This comparison is shown graphically on figures 2 and 3. The openjoint slides, figure 3, result in a cohesion of 191.7 lb/in2 and a tan 0of 0.95. This is compared to the break-induced slides, figure 2, of215.5 lb/in2 and a tan 0 of 0.81. This can be explained by the fact thatthe open joints are cleaner and less rough then the freshly broken break-induced jo int s.

C#VrLrj 8 ~ftf~'

Attachment

Copyto: 0-1543(with attachments)0-15400-1510(without attachments)

18

DH-76-1 9.4 265.0 0.939DH-76-2 7.2 542 100 226.8 0.604DH-76-2 11.0 595 96 200.1 0.777DH-76-3 2.0

]

827 50 354.1 0.833DH-76-3 3.5 721 114 227.2 0.708DH-76-3 8.2 1945 198 176.5 0.833DH-76-4 3.0 186.6 1.172DH-76-5 6.5 131.1 0.835DH-76-6 2.7 152.3 0.744DH-76-6A 4.0 414 106 181.2 0.894DH-76-6B 2.6 226.7 1.027DH-76-6B 12.4 481 207 139.1 1.046

1 "Lift line" may not have been precisely marked.

Table 1.-Summary of Black Canyon direct shear tests

SpecimenBreak bond

Break value Normal load(lb/in2)

.

(lb/in2)

Sliding frictionLinear regression resultsCohesion Tan c/>

(lb/in2 )

19

--,,,,,

"

",,

x ,,'x ,

, -0 ', - -- ,

>--- x,,--- ,I'><I

- ,, X\.

",

'"~' IX,,

::> ',

,,

-p- <

,,

,'~)<;

'~,,

I",

',~BREAKBOND RESULTS,,

"I' -c' 629." + 0.14 I..J,

COHESION - 629."Lb/Ln'0 ,

- 0.0017\I)-7.B r

SLIDING fRICTION RESULTS0

-c- 205." + 0.B71..JCOHESION - 205."Lb/Ln'

I ~-11.00,

- 0.8097r. ,

Figure 1.

DIRECT SHEAR TESTLINEAR REGRESSION RESULTS

BLACK CANYON COMBINED

10

1100

1000

900

800'"C...)..........0-> 700

\->

(f)"' 600(f)LJ~f-(f) 5000:::cr:LJ

~ 400

300

200

0 100 200 300 400 500 600 700LEGEND NORMAL STRESS, c - Lb/ ~n20 - BREAK BONO RESULTS

x - SLiDING fRICTION RESULTS -- - --

800

20

II

,-

"."

""

,,

""

,

".- ,,

,

"" ~- -0 -~- ,....--I-- ,- 'I---- - X ',

I---- - x., "x

L ,

"

,,'wi

",,

) ,

"

"b",

"~IX ,~"

1)<." BREAK BON~RESULTS

" "L .,

"C.. 629.1 + 0.11 (a),

COHESION - 629.1Lbhn a

(j)-7.80 a 0.0017r -

SL JO I NG FRI CT I ON RESULTS

"C- 215.5 +;. Od31 (aJCOHESION- 215.5Lb/i.n a

. .0 a 0.8018$- 39. 0 r -.,

N

C)

'-...0->

....

<.n' 600U1LJ0:::E--<U1 5000:::a:LJ:r:U1

Figure 2.


BLACK CANYON BREAKS

1100

1000

900

800

700

400

300

200

100

0 100 200 300 400 500 600 700

0 - BREAK B~~gE~~SULTSNORMAL STRESS, (7 - Lb/ Ln2

X - SLIDING fRICTION RESULTS- -- --

800

21

,,,,,,

,,,,,,

,,,,

IX ',,

)(,,,

,,,,,

,,,

,, rx-,

,,

,,

~',,

)',,,,,

, r<BREAK BOND RESULTS,

,NOBREAKS'

SLIDING fRICTION RESULTS

"'. 191.7+ 0.9Slerl

COHESION. 191.7Lb/i.nl0 rl - 0.8283.-13.1

,

NC

.J

........

...a-> 700

'"if)' 600if)wCk:f-if) 500Ck:a:w~ 400

III"! 'I

Figure 3.


BLACK CANYON SLIDES

1100

1000

900

800

300

200

100

a 100 200 300 400 500 600 700

NORMAL STRESS,o - Lb/~n2800

22

I 1111

APPENDIXTO

APPENDIX B

')I[:~ :1

Direct shear testing, 10-inch core, DH- 76-1Black Canyon Dam

View 1 View 2

View 3.-Concrete surface after testing.

L 25

RUN NUMBER

2

3

4

SLIDING FRICTION TEST ANALYSISLINEAR REGRESSION RESULTS

SPECIMEN NUMBER

101.

201.

512.

S =

PHI =

N

PSI -----

50. 358.

341.

BLACK CANYON

DH 76-1 9.4 AREA = 70.32 SO IN

S MAXIMUM VERTICAL DISPLACEMENT

- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ------------------

NO DATA -------------------

NO DATA -------------------

410. NO DATA -------------------

762. NO DATA -------------------

265.0 +

*LINEAR REGRESSION RESULTS *

.9600

43.2 DEGREES

.93908(N) CORRELATION =

COHESION = 265.0 PSI

26

a 1:lbli.n2 Lb/ i.n2 /

- 50. 358. /101. 341. V201. 410. /512. 762.

/SLIDINGfRICTION RESULTS/- 1:- 265.0+ 0.94 (a)

VCOHESION - 265.0Lb/i.nx/0 r2 - 0.9600cP-43. 2

//

//

//

~V/V

/ I\.

/

'".. .

DIRECT SHEAR TEST

LINEAR REGRESSION RESULTS

BLACK CANYON DH 76-1 9.4

100

a 100 200 300 400 500

NORMAL STRESS,c - Lb/~n2600 700

900

800

700

'"C..J

600.........l)-.J

'"' 500"'en

enL.J0::::E--<en 4000::::cr:L.J:r:en

300

200

27

Direct shear testing, IO-inch core, DH- 76-2Black Canyon Dam

View 1 View 2

L

l View 3.-Concrete surface after testing.

29

100. 542 ------------------- NO DATA - - - - - - -------------

2 50. 317 ------------------- NO DATA -------------- -- - --

3 100. 256. ------------ ------- NO DATA -------------------

4 205. 302. ------------------- NO DATA -------------------

5 510. 555. ------------------- NO DATA -------------------

PHI AVG " 70.8 DEGREES

COHESION (MAX PHI)"

0.00 PSI

COHESION (MIN PHI)"

434.05 PSI

COHESION (AVG PHI)"

256.14 PSI

BREAK BOND AND SLIDING FRICTION TEST ANALYSIS

ANGLE-ENVELOPE AND LINEAR REGRESSION RESULTS

BLACK CANYON

SPECIMEN NUMBER DH76-2 7.2 AREA" 65.63 SO IN

RUN NUMBER N S MAXIMUM VERTICAL DISPLACEMENT


INCHES ------------------PSI -----

. LINEAR REGRESSION RESULTS.

S " 226.8 + .60354(N) CORRELATION" .8641

PHI" 31.1 DEGREES COHESION(THROUGH BREAK BOND VALUE) " 482.2 PSI

COHESION(SLIDING) " 226.8PSI

. ANGLE-ENVELOPE RESULTS.

PHI MIN " 47.4 DEGREES

( 6.35308)

( 1.08657)

PHI MAX" 81.1 OEGREES

( 2.86963)

30

III!'H !I

I

)(

/V

.//

/VV

/'

/

//

~/: V

/

a 'CLbli.n2 Lb/ ~n2

100. 542.50. 317.,,,....

256..uu.205. 302.510. 555.

SLIDING fRICTION RESULTS

'C' 226.8+ 0.60 (a)

COHESION. 226.8Lbli.n0 r2 . 0.8641cD.31. 1I


BLACK CANYON DH76-2 7.2

100

600

500

N

C.oJ.........

-D->

400

t->

"'(f)(f)L.J0::::

~ 300

0::::

cr:L.JJ:(f)

200

0

LEGEND181. BREAK BOND VALUEX. SLI 0 I NG fR I CTION VALUES

100 200 300 100

NOR~AL STRESS, a - Lb/~n2

500

31

IJII!!'I

rL

Direct shear testing, lO-inch core, DH- 76-2Black Canyon Dam

L

L

View View 2

L

L


33

96. 595. ------------------- NO DATA -------------------

2 61 294 ------------------- NO DATA -------------------

3 100. 245. ------------------- NO DATA -------------------

4 200. 331 ------------------- NO DATA -------------------

5 502. 601 ------------------- NO DATA -------------------



BLACK CANYON

SPECIMEN NUMBER DH 76 - 2 11.0 AREA = 65.24 SQ IN

RUN NUMBER N S MAXIMUM VERTICAL DISPLACEMENT


INCHES ------------------PSI -----

*LINEAR REGRESSION RESULTS *

S = 200.1 + .77723(N) CORRELATIDN = .9482

PHI = 37.9 DEGREES COHESION(THROUGH BREAK BONO VALUE) = 520.3 PSI

COHESION(SLIDING) = 200.1PSI

* ANGLE-ENVELOPE RESULTS *

PHI MIN = 50.1 DEGREES

( 4.80000)

( 1.19695)

( 2.52621)

PHI MAX = 78.2 DEGREES

PHI AVG = 68.4 DEGREES

COHESIDN (MAX PHI) =

CDHESIDN (MIN PHI) =

134.89 PSI

480.07 PSI

COHESION (AVG PHI) = 352.72 PSI

34

IFni

/'

/18 i/7

///'

//

///'

//

x V/

/<1 .,;

Lb/ ~nZ Lb/ ~nz96. 595.61. 294.100. 245.200. 331.502. 601.

SLIDING FRICTION RESULTS.,;- 200. I + O.78 (<1)

COHESION - 200.lLb/~n0

rZ - 0.9482111-37.9.

I

N 500C

).........

-D~

t-' 400...

if)if)L..J0:::E-<if)

0::: 300cr:L..JIif)



700

600

200

100

0 100

LEGEND0 -BREAK BOND VALUEX -SLIDING fRICTION VALUES

200 300 400

NORMAL STRESS,o - Lb/~n2

500

35

rII!!!'I

[Direct shear testing, IO-inch core, DH- 76-3

Black Canyon Dam

l

View 1 View 2

L


L 37

50. 827. ------------------- NO DATA -------------------

2 50. 402. -----------.------- NO DATA -------------------3 100. 425. ------------------- NO DATA -------------------

4 200. 528. ---.--------------- NO DATA -------------------

5 500. 769. ------------------. NO DATA --------------------

PHI MAX .. 82.9 DEGREES (8.03443)

PHI MIN .. 57.0 DEGREES ( 1.53846)

PHI AVG .. 76.3 DEGREES ( 4.11489)

COHESION (MAX PHI)" 424.90 PSI

COHESION (MIN PHI)" 749.87 PSI

COHESION (AVG PHI)" 620.98 PSI



BLACK CANYON

SPECIMEN NUMBER OH76-3 2.0 AREA .. 69.66 SO IN

RUNMJMBE R N S MAXTMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ------------------u-u PSI

. LINEAR REGRESSION RESULTS.

S .. 354.1 + .83257(N) CORRELATION .. .9970

PHI .. 39.8 DEGREES COHESION(THROUGH BREAK BOND VALUE) .. 785.2 PSI

COHESION(SLIDING) .. 354.1PSI

. ANGLE-ENVELOPE RESULTS.

38

700N

C...J

"..D.-J

600

<->...

(f)(f)

500L..J0::::t--o(f)

0::::400a:

L..JI(f)

300

//-----r

/, /

//

//'

//

/v

1//

v/

//

1,/

V

(}'(

Lbhn z Lb/~nz50. 827.50. 402.

I 100. 425.200. 528.500. 769.

SLIDINGFRICTION RESULTS'(- 354.1+0.83 (oj

COHESION - 354. ILb/~n0 z - 0.9970<1>-39.8 rI I' .

BLACK


CANYON OH76-3 2.0

1000

900

800

200

100

0 100

LEGEND181- BREAK BOND VALUEx - SLIDING fRICTION VALUES

200 300 400 500 600

NORMAL STRESS,a - Lb/Ln2

700

:N

18; ~;~ ~

Direct shear testing, lO-inch core, DH- 76-3Black Canyon Dam

1 IN

L

L

l

l

View View 2L

L

L

I

L

L,\View 3.-Concrete surface after testing.

L4}

114. 72 1 -------- ----- ------ NO DATA - ------------------

2 62 342 ------------------- NO DATA -------------------

3 113. 257. ------------------- NO DATA -------------------

4 217 342 ------------------- NO DATA ------------- -- -- --

5 524 617 ----- -------------- NO DATA -------------------

* ANGLE-ENVELOPE RESULTS *PHI MAX = 79.7 DEGREES ( 5.51724)

PHI MIN = 49.7 DEGREES ( 1.17740)

PHI AVG = 69.2 DEGREES ( 2.63532)

COHESION (MAX PHI) = 90.74 PSI

COHESION (MIN PHI) = 586.35 PSI




BLACK CANYON

SPECIMEN NUMBER OH 76-3 3.5 AREA = 65.48 SQ IN

RUN NUMBER N S MAXIMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ------------------uu- PSI

* LINEAR REGRESSION RESULTS *S = 227.2 + .70818(N) CORRELATION = .8720

PHI = 35.3 DEGREES COHESION(THROUGH BREAK BOND VALUE) = 639.9 PSI


42

181

/x/ 7

/v

//'

/'

/./

/x ,/ x

//

x/'

Va .,;

Lb/ i..n2 Lbli..n211'1. 721.62. 3'12.113. 257.217. 3'12.52'1. 617.

SLIDING fRICTION RESULTS.,;- 227.2+ 0.71 (a)

COHESION - 227.2Lb/i..n

C\I-35. 30 r2 - 0.8720, -r

N 600C

...J

"...D~

<->

"(f)(f)WQ::f-< '100(f)

Q::cr:W:r:(f)

300



800

700

500

200

100

0 100

LEGEND0 - BREAK BONO VALUEX - SL I 0 I NG fR I CTI ON VALUES

200 300 '100 500

NORMAL STRESS, a - Lb/~n2

600

43

.' r! ~

Direct shear testing, lO.inch core, DH.76.3Black Canyon Dam

l

L

View 1 View 2

l


45


PHI MAX" 76.7 DEGREES ( 4.24337)

PHI MIN " 49.6 DEGREES ( 1.17485)

PHI AVG " 67.8 DEGREES (2.44800)

COHESION (MAX PHI)"

105.09 PSI

COHESION (MIN PHI)"

712.76 PSI

COHESION (AVG PHI)"

460.63 PSI

RUN NUMBER

PHI"



BLACK CANYON

SPECIMEN NUMBER DH 76-3 8.2 AREA" 65.37 SQ IN

N MAXIMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ------------------

S

PSI

198. 945. NO DATA -------------------

2 208. NO DATA -------------------49.

3 257. NO DATA -------------------100.

4 200. NO DATA -------------------361.

5 587. NO DATA -------------------500.

* LINEAR REGRESSION RESULTS *

S " .83310(N) CORRELATION" .9948176.5 +

39.8 DEGREES COHESION(THROUGH BREAK BOND VALUE)" 780.4 PSI

COHESION(SLIDING)"

176.5PSI

46

/

//

V/

/

V/

/1/

7v

/

//,

//

,/ a "C

LbhnZ LbhnZ/ 198. 945.

~49. 208.[7 100. 257.

200. 361.500. 587.

SLIDINGfRICTION RESULTS"C' 176.5+0.83 (a)

COHESION. 176.5Lb/Ln0

rZ . 0.9948I

~.39. 8~'I

'I

II 1II'Ii

DIRECT SHEAR TESTLINEAR REGRESSIuN RESULTS


100

1100

1000

900

800'"C.-1"'-...D--.J 700

\->

(f)" 600(f)

L..Ja::::E--<(f)

500a::::a:L..JI(f) 400

300

200

0 100

LEGEND~. BREAK BOND VALUE>( . SL I 0 I NG fR I CT I ON VALUES

200 300 400 500 600 700


47


View View 2

I '~

,:;

L View 3.-Concrete surface after testing.

49

RUN NUMBER

2

3

4

.!~ 1


SPECIMEN NUMBER

PSI

104.

204.

513.

S'"

PHI'"

N

50.

BLACK CANYON

DH 76-4 3.0 AREA'"

69.72 SQ IN

S MAXIMUM VERTICAL DISPLACEMENT


INCHES ------------------

275. NO DATA -------------------

275. NO DATA -------------------

425. NO DATA -------------------

792. NO DATA -------------------


186.6 + 1.17164(N) CORRELATION'"

49.5 DEGREES

.9886

COHESION'"

186.6 PSI

50

a -c /Lbll.n2 Lb/ i.n2

50. 275.

/104. 275.- 204. 425.

513. 792. /SLIDING PRICTION RESULTS186. 6 + 1. 17 (aJ /-c-

/- COHESION - 186.6Lb/i.n0 2 Y~-49.5 r - 0.9886

/V

/

//

//

//

//

//

:/~

/v

. . . . . . . .

N

C..J........

..0 600->

~

en 500(f)

wa:::f--o(j)

a::: 400a:wI(j)

E lii-



900

800

700

300

200

100

0 100 200 300 400 500

NORMAL STRESS,a - Lb/~n2

600 700

51

Direct shear testing, lO-inch core, DH- 76-5Black Canyon Da~

l

View 1 View 2

L

L

l


53

51 175. ---------- --------- NO DATA -------------------

99. 212. ------------------- NO DATA -------------------

200. 299. ------------------- NO DATA -------------------

500. 549. ------------------- NO DATA -------------------

RUN NUMBER

2

3

4


BLACK CANYON

SPECIMEN NUMBER DH 76-5 6.5 AREA = 64. 17 SO IN

N S MAXIMUM VERTICAL DISPLACEMENT

- CENTERLINE - LEFT RIGHT AVERAGEL VDT OTHER

INCHES ------------------PSI -----

* LINEAR REGRESSION RESULTS *S = .83519(N) CORRELATION = .9999131.1 +

PHI = 39.9 DEGREES COHESION = 131 . 1 PS I

54

0 '( ILbhn2 Lbl ~n2

I51. 175.99. 212.

I

200. 299. i500. 549. 1SLIDING fRICTION RESULTS 1-

II131. 1+ 0.84 (0) f

'(- Ii

COHESION - 131.1Lbh"/0 2 - 0.9999 [7$- 39.9 r

I

i

I

I VII /

I

//I

i

I

V__1_-1- / I

/

/V

V~7

/V

.



100

0 100 200 300 400

NORMAL STRESS,cr - Lb/Ln2SOD

600

SOD

N

C...J.........

...0~

400

...

"-enenL.J0::::E- 300en

0::::a:L.J:r:en

200

55

rII! III ~


View 1 View 2

l


57

RUN NUMBER

2

3

4


SPECIMEN NUMBER

--_u PSI

100.

2()5.

511.

S =

PHI =

N

50. 206.

220.

289.

539.

BLACK CANYON

DH 76-6 2.7 AREA = 81.70 SO IN

. MAXIMUM VER~ICAL DISPLACEME~T- CENTERLINE - LEFT AVERAGELVDT OTHER

~ ~- INCHES ---

S

NODAi~

- - - - - - - - - - - - - - - - - - - NO -O,\,JA' - - - -

-------- NO DATA ----------------

---------

'...--------

--- NO DATA -------------------

152.3 +


.9917

36.6 DEGREES

.74401(N) CORRELATION ~

COHESION" 152.3 PSI

58

- a ,;lbli.n2 lbli.n250. 206.100. 220.205. 289.511. 539.

- SLIDING fRICTION RESULTS,;- 152.3+ 0.74 (a)

COHESION- 152.3lbli.n0

r2 - O.991711>-36.6

//'

Y/

/'

/- /

/'

V/

1/V

V X

/'

/V

V17

~.

D linE


BLACK CANYON OH 76-6 2.7

100

0 100 200 300 400

NORMAL STRESS,a - Lb/~n2500 600

800

700

600

N

C..J

'- 500..D-..J

t->

"'~ 400w~E-~en~5 300:r:en

200

59

Direct shear testing, lO-inch core, DH-76-6ABlack Canyon Dam

View 1 View 2

L

L View 3.-Concrete surface after testing.

61

106. 414. ------------------- NO DATA -------------------

2 50. 176. ------------------- NO DATA -------------------

3 106. 350. ------------------- NO DATA -------------------

4 207. 344. ------------------- NO DATA -------------------

5 513. 639. ------------------- NO DATA -------------------

PHI AVG = 67.6 DEGREES

COHESION (MAX PHI) = 41 .54 PS I

COHESION (MIN PHI) = 282.37 PSI


BREAK BOND ANO SLIDING FRICTION TEST ANALYSIS


BLACK CANYON

SPECIMEN NUMBER DH76-6A 4.0 AREA = 65.74 SQ IN

RUN NUMBER N S MAXIMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES -------------------uu PSI


S = 181.2 + .89386(N) CORRELATION = .9244

PHI = 41.8 DEGREES COHESION(THROUGH BREAK BOND VALUE) = 319.4 PSI

COHESION(SLIDING) = 181. 2PSI


PHI MAX = 74.2 DEGREES ( 3.52584)

( 1.24444 )

( 2.42868)

PHI MIN = 51.2 DEGREES

62

/

t//

//

V

//

/I!II /

//7 x

/

//

V/

/ a 1:Lbhn2 Lbhn2106. 414.50. 176.106. 350.207. 344.513. 639.

SLIDING fRICTION RESULTS,.-. 181. 2+ O. 89 (a)

COHESION - 181.2Lb/Ln0 r2 - 0.924441)-41.8

T .

---------

N

C.J

'- 500..0..J

\->...

(f) 400(f)

wa:::E-o(f)

a:::cr: 300wI(f)


BLACK CANYON DH76-6A 4.0

700

600

200

100

0 100

LEGENDI!II -BREAK BOND VALUEX -SLIDING FRICTION VALUES

200 300 400


63

Direct shear testing, lO-inch core, DH- 76-6BBlack Canyon Dam

t 1 IN1 IN

View 1 View 2


65

50. 306. ------------------- NO DATA -------------------

100. 306. ------------------- NO DATA -------------------

202. 423. ------------------- NO DATA -------------------

513. 760. ------------------- NO DATA -------------------

RUN NUMBER

2

3

4

18'11g


BLACK CANYON

SPECIMEN NUMBER DH 76-6B 2.6 65.30 SO INAREA =

N S MAXIMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ------------------PSI


S = 226.7 + 1.02654(N) CORRELATION = .9891

PHI = 45.8 DEGREES 226.7 PSICOHESION =

66

a -c

/Lbhn2 Lb/~n2- 50. 306.

100. 306. /202. 423.513. 760.

/SLIDING fRICTION RESULTS- -c- 226. 7 + 1. 03 (a)

COHE:SION- 226.7Lbhn /0 r2 - 0.9891e11-45.8

//

//V

/

/'/

//

//

/V

//

//

.

. . .

N

C.J 600........

.D)

~ 500"'U1

U1wa::::E-oU1 400a::::a::w:r:U1


BLACK CANYON DH 76-6B 2.6

900

800

700

300

200

100

a 100 200 300 400 500

NORMAL STRESS,a - Lb/Ln2

600 700

67

[Direct shear testing, lO.inch core, DH.76.6B

Black Canyon Dam

l

View 1 View 2

Lo

L

View 3.-Concrete sudace after testing.

69

PHI MAX = 74.9 DEGREES ( 3.71014)

PHI MIN = 52.6 DEGREES ( 1 .30704 )

PHI AVG = 66.3 DEGREES ( 2.28273)

COHESION (MAX PHI) = 0.00 PSI

COHESION (MIN PHI) = 211,32 PSI


RUN NUMBER

PHI =



BLACK CANYON

SPECIMEN NUMBER DH76-6B 12.4 AREA = 68.97 SQ IN

N S MAXIMUM VERTICAL DISPLACEMENT- CENTERLINE - LEFT RIGHT AVERAGELVDT OTHER

INCHES ~---------PSI

207. 481. NO DATA --~----------------

',02 50. 186. NO DATA -------------------

3 105. 244. NO DATA -------------------

4 207. 371. NO DATA -------------------

5 515. 673. NO DATA -------------------

* LINEAR REGRESSIDN RESULTS *S = 139.1 + 1.04608(N) CORRELATION = .9976

46.3 DEGREES COHESION(THROUGH BREAK BOND VALUE) = 265.2 PSI



70

//

//

//

//

181 /1/

~//

/K

0 1:'

/lbhn2 lbhn2207. i81.50. 186.105. 2H.207. 371.515. 673.

SLIDING fRICTION RESULTS1:. 139. 1+ 1. 05 (0)

COHESION. 139. llb/~n0 r2 . 0.9976~.i6. 3

. .. I I

'"C..J

"~ 500

~...

(j)

~ iOOQ:::E-<(j)

Q:::cr:

~ 300(j)

I lil,iIII


BLACK CANYON DH76-6B 12.4

800

700

600

200

100

a 100LEGEND

\81. BREAK BOND VALUEx. SLl 0 I NG fR I CTl ON VALUES

200 300 iOO 500


600

71 GPO 640-692

Mission of the Bureau of Reclamation

The Bureau of Reclamation of the U.S. Department of the Interior is responsible for the development and conservation of the Nation's water resources in the Western United States.

The Bureau's original purpose "to provide for the reclamation of arid and semiarid lands in the West" today covers a wide range of interre- lated functions. These include providing municipal and industrial water supplies; hydroelectric power generation; irrigation water for agricul- ture; water quality improvement; flood control; river navigation; river regulation and control; fish and wildlife enhancement; outdoor recreation; and research on water-related design, construction, materials, atmospheric management, and wind and solar power.

Bureau programs most frequently are the result of close cooperation with the U.S. Congress, ohher Federal agencies, States, local govern- ments, academic institutions, water-user organizations, and other concerned groups.

for Sale." It describes some of the technical publications currently available, their cost, and how to order them. The pamphlet can be obtained upon request from the Bureau of Reclamation, Attn D-922,

Documents

Report No. GR 83-5, Evaluation of Concrete Cores, Black Canyon Dam…€¦ · · 2016-07-01of concrete cores, black canyon dam, idaho ... evaluation of concrete cores black canyon