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Excerpts From " Foundation Grouting Report Unit 2"

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OCONCEPT OF GROUTING CIDSURE

After establishing the nature of the host rock for grout in'ection, it

was decided that a split-spaced stage grouting technique could be relied

upon to assure that the rock mass would be effectively grouted. Such grouting

closure would be completed when:.

1. The acceptance of grout by the rock system had been decreased

to a negligible quantity under an appropriately applied pressure

for the depth of injection.

2. Pemeability of the rock mass had been decreased to a value

approximating the interstitial or primary pemeability of the

rock.

The closure concept employed is a standard method which considers that

after arriving at a primary hole spacing (accomplished by exploratory drilling,

testing, and test grouting), an initial set of injection values (in this

case cubic feet of grout injected per lineal foot of injection hole) should

decrease to an insignificant or end value in subsequent order injections in

split spaced holes (holes drilled midway between original holes).

According to Grant this injection value, termed unit take ". . . is

a measure of bedrock conditions that can be translated into the effectiveness

of the treatment, Under controlled operating procedures, this unit provides

a common denominator for evaluating the grouting work at different parts of,

a foundation."

Grant, L. F. (1961+) Concept of Curtain Grouting Evaluation, Journal of*

Soil Mechanics Division of the ASCE, Vol. 90, SM1.

02l2GIL B E RT AS SOCI A TE S, INC.

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It was then decided that a test grout curtain was necessary to establish

optimum primary hole spacing and injection techniques before efficient

production grouting could be performed.

TEST CURTAIN GROUTING

Prior to the start of any drilling or grouting, an extensive testing

program was performed. The purpose of the testing was to determine what

" quick set" or dehydrating additive would be the most useable and economical

in production grouting to prohibit w:Ldespread intrusion of grout in unnecessaryareas.

The four products tested were:

1. SIKA NO. k

2. DEHYDRATINE 80

3 POR-ROK

h. Calcium Chloride

FOR-ROK was immediately eliminated because of a lack of dependability.

SIKA NO. k was prohibitive in cost with only a minor increase in dependability

over the other products. DEHYDRATINE 80 gave good results at a moderate cost.

Calcium Chloride was proved best because of its low price and dependability.

After careful selection of the appropriate dehydrating agent, a test

curtain was established between holes O and 20, located on the perimeter of

the Boiler Room, as shown on Figures 1 and 3

The following list indicates the approaches, techniques, and materials

employed in the test curtain:

1. Neat cement grout only.

2. Neat cement grout with calcium chloride._

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'3 Sanded mixes only,

b. Sanded mixes with calcium chloride.

5 Intemittent injection.

6. " slugging" (pressure pulsing).

7. AM-9 Chemical Grout.

8. 2 mbination of Items 1 through 6.

An arbitrary distance of 64 feet was chosen for initial spacing of

primary holes O and 20. These two holes were both drilled to a depth of

20 feet. Neat cement grout was used initially. It was quickly discovered

that as a first injection mix, neat cement grout was expensive and impractical

because the highly pervious rock consumed such large quantities of the low

viscosity mix.

An attempt was made to inject only a predetermined aaount of neat.

cement grout with enough calcium chloride to give a quick set. Neither neat

grout nor neat grout with calcium chloride could be used to seal twenty-foot

intervals by injecting only moderate volumes of grout.

Still not sealed, holes O and 20 were grouted with a 1:2 cement, sand

mix. Moderate volumes of grout still could not render the injection

intervals grouted. At this point, calcium chloride was added to the sanded

mix, but it was not successful. .The " slugging," or pressure pulsing

technique likewise provided no measure of success, except in areas of loose

material and small open seams.

Finally, a closely controlled intemittent injection program (attained

by periodica11hinjecting predetermined quantities of grout in a single hole)

was initiated. The initial injection laid a base upon which succeeding

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injections were placed. This technique proved throughout the program to be

the only method that veuld work successfully.

Next, the spacing of the holes and the effect on the host rock of the

various grout mixes were determined. After completing holes 0 and 20 to a

depth of 20 feet, hole No.10 was drilled to reduce primary hole spacing to

32 feet. coring hole 10 revealed no evidence of grout nor a significant

change in the unit tate.

Next, secondary holes 4 and 14 were cored. There was an average

decrease in unit takes of these two holes, as well as an occurrance of grout

seams in hole 14.

Tertiary holes 2, 6, 12, and 16 were drilled. Grout seams were found

in these holes. By the tertiary order, (8-foot spacing between injection

holes) the unit take was down to acceptr'le limits for closure.

OCompletion of grouting in the test curtain revealed the following:

1. A split-spaced, stage grouting technique could be used.

2. Primary holes should have a maximum spacing of 32 feet.

3 The tertiary order wculd be the lowest order in the

standard pattern. '

4. Intermittent injection must be used to "close out" holes of

higa grout consumption.

5 Sanded mixes are useful only in large voids.

Grouting operations performed subsequent to the test curtain showed

that:

1. Flyash mixes penetrated all but the smallest opening.

2. Neat cement grout should be used as a waterpr afing agent

upon the completion of normal grouting. *b\~

G IL B E R T A S S O C I A T E S, I N C. I

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3 A quaternary (4-foot) hole spacing should become a part of the

standard injection ppttern. This need for closer hole spacing

was not revealed in the test curtain because the grout was

injected into rock that was better than averans for this site.

Initially all holes in the standard pattern were drL ded to a depth of

100 feet (except holes 0, 70, and 90). With time and experience it was found

that varying depths could be assigned to the different order holes because

with greater depth more pressure could be applied with the grout accordingly

influencing a larger area.

The following list gives these depths:*

1. Primary holes . . . . . . . 100 feet. . .

2. Secondary holes . 90 feet. . . . . ....

3 Tertiary hole 80 feet. . . . . . ....

k. Quaternary holes 75 feet. . . . . ....

* Note: These depths are based on a backfill elevation of 94 feet or lover.

Another phase of testing involved the use of AM-9 chemical Grout. The

manufacturers of AM-9 furnished an engineer to supervise the program. The

results of the testing revealed that such a chemical grout, if required,

could effectively be used to create an impervious foundation, but only after

a full standard grouting program. However, the expense was prohibitive

especially in view of the fact that proper grouting techniques and neat

cement grout could do the same job for 1/llth the cost, in 1/10th the time.

Consideration was given to the possibility of depressions in the dolomite

below the area explored in the pre-grouting exploration program. To check

for these possible depressions, three holes (Numbers 70, 90, and 0) in the

curtain wall were deepened to 110 feet. In addition, several hoJes in the

C. )'consolidation grid were also deepened.

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OThere was, as expected, an increase in the grout consumption in this

lower area because it contained larger, cleaner fractures. It was shown,

however, that the interval of 100 feet provided adequate penetratic n into

dolomite without excessive loss of grout through vertical pemeation of the

secondary rock structure (fractures).

PRODUCTION GROUTING,

Grout Curtain

In all cases the numbering system used to identf fy holes by their order,

as shown on Figure 4. is as follows:

Hole numbers ending in: 0 - - - - - - - - - Primaries4 - - - - - - - - - Secondaries2 or 6 - - - - - - TertiariesOdd Numbers - - - - QuaternariesA - - - - - - - - - QuinariesB - - - - - - - - - Senaries

The following is a tabulation of the number of holes utilized in the

three curtain walls surrounding the various areas of Unit No. 2.

Area Primaries Secondaries Tertiaries Quat. Quin. Sen. TotalBoiler Room 18* 18* 36* 37 19 2 130

Turbine Room 12* 12* 2h* 22 4 74--

Stack Area 8* 8* 16* 32* 8 72--

Total 38 38 76 91 31 2 277* Indicates holes used in standard rattern

Each hole in the standard pattern contained a minimum of three zones

as shown on Figure 3 The depths of these zones were 20 feet (Zone I), 50

feet (Zone II), and the bottom of the hole (Zone III). However, a stage was

created within a zone if problems were encountered, such as loss of drilling

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water or severe caving conditions within the hole. The quaternary, quinary,o

and senary orders, not considered a part of the standard pattern (except in

the Stack Area where quaternaried were standard), were located at points

where pressure and/or grout take indicated that the hole did not close out

properly. The depths of these holes were determined by the location of areas

of unusual grout take.

The depths of the three zones were determined by the following rationale:

Zone 1 (20 feet) -- This interval involved from 10' to 16' of casing

inserted through the backfill and into 1+' to 10' of caprock. With

the bottom of the hole in comparatively good rock, grouting efforts

could be concentrated on effectively sealing the surface rock and

backfill material. Any greater hole depth would penetrate the

caprock altogether.

Zone II (50 feet) -- This depth was in reality an arbitrary figure

which fell in an area that presented a segment of hole that was

not too lengthy, pierced the caprock completely, and penetrated

the problem area of the foundation. This zone of grouting usually

was bottomed in the differentially cemented limerock.

Zone III -- Although dolomite was generally encountered at 70 feet,

the depth of 100 feet for primary and secondary orders was necessary

to penetrate the steeply dipping fractures in the dolomite for

proper containment of the silts and sands in the overlying transi-

tion -zone, which generally was encountered in the upper portions of

this zone. Also, the curtain wall had to be deep enough to insure

complete containment of all grout injected during consolidation

grouting. Q2}8f'\v

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GI L B E R T A S S O C I A T E S, I N C.

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The following data obtained during the curtain grouting process shows in9sumary fom that successive order grout injections provided effective grout-

ing closure.

Sumary of Curtain Grouting *

Hole order Feet Drilled Cubic Feet Grout Injected Unit Take (cuft/in)

Primary 3826 105393 27.50

Secondary 3801 29596 7.80

Tertiary 7242 23975 3 30

quaternary 7150 5534 o.77

quinary 1610 821 o.51Senary 100 20 0.20

Total 23729 Total 165339 Ave. 7.00

* See Appendix D for complete Grouting Records

Grouting operations were conducted by drilling and grouting a single

curtain zone (regardless of the number of stages) of at least two consecutive Oprimaries. From this point, the same zone was grouted in the secondary hole

located exactly between the two primaries. Finally, the tertiary holes were

drilled and grouted on both sides of the secondary.

If, at this point, a tertiary hole took too much grout, it was closed

in upon by two quaternary holes located on either side of the tertiary and

in the plane of the curtain wall. Splitting of each succeeding order

continued until closure was made, e. g., a negligible grout take was arrived

at under the appropriately applied pressure. The grouting of the curtain

valls around the three areas, (Boiler Room, Turbine Room, and Stack Area)

was straightforward and involved only minor changes in the procedure developed

in the test curtain.

0 'd >G I L a E R T A s s 0 C I A T E S, I N C.

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Only three anomolies existed in the entire grouting of the curtain wall.

These were:

1. The high unit takes of the primary order.

2. The extreme tightness of the silt and sand in the closing orders

caused by densification of the material through grouting.

3 The unexpected large quantities of silt and sand encountered in

the foundation.

It might be mentioned that the problems caused by these highly densified

materials were even further amplified in consolidation grouting.

Although it was detemined that no continuum of interconnections existed

in the rock structure, there were features which caused grout to " prefer"

certain routes of travel while being pumped. Definite travel was traced

for as far as 90 feet along these " preferred" routes which appeared to be

oriented along a northwest - southeast trend.

One such feature passed through the Turbine Room. Referring to Figure

1, the northeast edge of this " preferred" route entered the north edge of

the Turbine Room at hole 260 and exited at the east edge of the Turbine Room

at hole 316. The southwest edge of this same feature entered the west edge

of the Turbine Room at hole 220, headed toward curtain hole 70 and bent;

around to exit at the east wall of the Boiler Room at hole 100.

Another prominent route existed in the Boiler Room. The northeast edge

started at curtain hole 212, headed east to hole 50 and then bent to exit at

hole 110 on the east side of the Boiler Room. The southwest border started

at hole 27 and headed in nearly a straight line to hole 1214

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The problem areas just described, contained large quantities of silt and

sand from elevation 65 down to dolomite at about elevation 25 Three dimen-

sional grout travel occurred within these areas. Grout was injected at a

depth of 70 feet and was found to communicate to holes only 20 feet deep.

Consolidation

The following summarizes the distribution of grout injection holes

utilized in the consolidation grouting process:

Area Primaries Secondaries Tertiaries Quaternaries ToteJ*Boiler Room 63 72 135 9 279

Turbine Room 50 45 95 190--

Stack Area 21 16 32 69--

Total 134 133 262 9 538

For order of holes, refer to Appendix B; for location, refer to*

Figure 1.

Each consolidation hole contained a minimum of two zones which were

fonned at depths of 20 feet (Zone I), and at the bottom of the hole (Zone

II). However, as in curtain grouting, a stage was created whenever anomolous

conditions were encountered.

In Zone I, primary holes were drilled and grouted first, creating a

16-foot, square grid pattern. Next, the holes in the center of each square

Brid were drilled and grouted. These holes were the secondaries. Finally,

unless further " splitting" was necessary, tertiary holes were drilled and

grouted to the bottom of Zone I. This operation filled in all spaces left

after the primaries and secondaries were drilled and grouted.

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When holes were to be taken to their final depths, every second primaryc

was drilled and grouted, creating a square grid of 32 feet. Then, the remain-

ing primaries were completed and the final orders were completed as for Zone

I.

Initial unit take figures were considerably less for consolidation grout-

ing than for curtain grouting. An eight-foot grid pattern and a tertiary

order closing hole produced a well consolidated foundation with closing order

unit takes consistent with those of the grout curtain. A summary of these

values is tabulated below.

Summary of Consolidation Grouting *

Hole order Feet Drilled Cubic Feet Grout Injected Unit Take (cuft/ft)Primary 12077 39990 3 30

Secondary 20594 9390 0.89,

Tertiary 18342 10278 o.56Quaternary 180 50 0.28

Totals 41193 59708 1.45

See Appendix E for complete Grouting Records*

The problems encountered in the consolidation were merely amplifications

of those encountered in the curtain, and new methods were devised to cope

with them. These problems were related to the extensive occurrences of sand

and silt, prevalent in the interval from 30 feet to 70 feet deep. In the

early phases of the work, it was hoped that the sandy condition was localized

and small enough so that sands and silts could be pumped from the hole,

leaving a void that could be replaced with grout. Attempts to remove these

materials from the rock mass were successful but too costly and time con _ aning.

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Large volumes of such material were found to exist and to be mobile during

grouting. It therefore became necessary to densify these loose materials

in situ.

Injection of grout started a process of densification as it displaced

the silts and sands. Subsequent drilling into this zone became increasingly

more difficult as the densification process neared completion. This dif-

ficulty was caused by an increase in the incidence of caving conditions in

closing order injection holes. With the hole caved, grouting of this

interval was impossible by using the conventional method of grouting from

the collar of the hole.

In order to densify these zones a circuit grouting procedure was

developed. Initially, 3/4 inch galvanized pipe was washed down through the

sand (EX, AX, or BX flush-joint packer pipe was not available) to the bottom

of the hole. A packing gland was placed around the pipe and inserted at the

Ocollar of the hole to make a sealed system. The packing gland had a return

spigot which returned the excess grout not accepted by the hole to the grouttub. Such a technique proved to be impractical for the following reasons:

1. These lengths of 3/4 inch pipe could rarely be washed to the

bottom of the hole.

2. Once the pipe was seated, not enough volume of grout could be

pumped through the pipe to flush the sand and create circula-

tion through the return spigot.

3 When it was time to remove the pipe, the coupled joints slowed

down the operation so much that the hole either sealed off or

the pipe became " grouted in," or both.

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. ,. From this initial approach it was learned that:

1. A means must be devised to permit the use of the drilling rig

in inserting and removing the pipe.

2. Flush-joint pipe had to be procured.

3 . A larger diameter of pipe had to be used to allow greater grout~

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flow.

h. A means of keeping the pipe moving at all times to prevent seal-

,ing off had to be deviced.

It was therefore decided that the drill rods could be used as injection

pipe. The only problem was, that in order to keep the rods moving at all.

times, it would be difficult to use a packing gland at the collar of the hole.

Therefore, this newly assembled equipment was tried without a packing gland.,

The rods were inserted to the bottom of the hole while the drill was kept

rotating, and as grout was injected, the rods were also raised and lowered.-

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If a return occurred at the collar of the hole, the grout flow was regulated

to equal'the consumption rate of the hole. As the rods were raised and

lowered, the hole showed a tendency to stay open. At this point, a 10-footi

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section of drill rod was rapidly removed, and the same procedure continued

until all of the caved area was secured. When circuit grouting was completed,

the rods were quickly removed and a header was attached to the nipple for

3 groutin6 to refusal in the conventional manner. When the grout had set, it;' was redrilled and deepened for regrouting.! !

| Although an effective grouting techaique was develcped, the densified{

g.- sand presented a definite drilling problem. When drilling secondary orI

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tertiary order holes, the dri~il rods were seiced by the densified sand.4

-Drill operators had to increase circulating fluid flow rates and RPM's of

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the drill string, while decreasing the drilling pressure and watching the

drill water return. Without such careful drilling practices the drill string

and hole were generally lost.

In the area of core hole BRE-8, drilling revealed a depression in the

dolomite. To insure that any possible settlement was arrested, holes in

this entire area were extended to as deep as 110 feet.

EVALUATION OF GROUTING EFFECTIVHIESS

The effectiveness of the grouting program has been evaluated on the

basis of the following criteria:

1. Pemeability comparisons of before grouting and after grouting.

2. Drill water loss compared to hole order.

3 Unit take analysis.

4. Core recovery comparisons of before grouting and after grcuting.

5. Seismic velocity studies.

6. observation of an open excavation.

Pemeability Tests

As previously mentioned, all approaches to pre-grouting pemeability

testing indicated only that the foundation had a pemeability in excess of

65,500 feet / year (6.5 x 10-2 cm/sec).

Pemeability tests conducted in the post-grouting exploratory holes

yielded values which ranged from 2 9 x 10-3 cm/see to zero. These values

represent a 96 to 100% reduction in the original pemeability of the rock

The results of these tests are tabulated in Appendix C of this report.mass.

Pemeability values obtained in the laboratory by testing core samples, f

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both horizontal and perpendicular to the primary depositional features wereb'V as follows:

Hori(x10-gontalcm/sec) (x 10-3 cm/sec)Hole No. Dg']

BRE-14 50' 6.79 0.74BRE-18 44' 7.04 1.12TRE-1 55' 1.15 1.03TRE-5 53' 2.03 34.0TRE-8 34' l.30 6.30TRE-11 31' 1.29 1.04

It is seen that these values are slightly higher than post grouting

values, indicating that the vast secondary pemeability due to fracturing

and/or solution activity has been effectively eliminated and suggesting that

the grouting process has decreased even the primary or interstitial pemea-

bility of the foundation rock system.

Drill Water Losses

U When drilling and grouting first began, circulation of drill water was

lost within the first 14 feet (10 feet of which was casing) of hole. When

the area of loss was grouted, circulation was restored until drilling

penetrated the grouted zone, at which point circulation was again lost almost

immediately.

Logically, as the spacing between injection holes decreased it was

anticipated that the frequency of drill water loss should similarly decrease.

This hypothesis is substantiated as shown by Figure 4 and the following

tabulation of water losses for curtain holes and consolidation holes. Also,

the percent of water losses compared to the number of stages drilled in

each order is shown, since this is more meaningful due to the increase in

the number of holes as hole order increases.

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NUMBER AND PERCENT OF WATER IDSSES PER ORDER OF HDLE

CURTAIN

order of Hole Times Water Lost No. of Stages Percent Loss

Primary 71 166 42.8%Secondary 14 125 11.2%Tertiary 11 2h1 4.6%Quarternary 3 200 1.5%Quinary o 35 0Senary 0 2 0

CONSOLIDATION

Order of Hole Times Water Lost No. of Stages Percent Loss

Pri=a . 31 292 10.6%Secc,ndary 3 314 1.0%Tertiary 3 531 o.6%Quaternary 0 8 0Quinary -- --- ----

8enary -- --- ----

Note: See Figure 4

Unit Take Analysis

The concept of grouting closure as set forth on page 7 states that

with effective grouting the unit take of successively split spaced injection

holes should decrease. The results of such a comparison are shown on

Figure 5 as tabulated below.

UNIT TAKE PER ORDER OF HOLE

Order of Hole Curtain Unit Take Consolidation Unit Take

Primary 27.50 3.1'Secondary 7.80 0.89Tertiary 3 30 o.56Quaternary o.77 o.28Quinary 0 51 ----

Senary 0.20 ----

Average 7 00 1.h5

G I L B E R T A S S O C I A T E S, I N C.

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Core Recovery Ccmparison(~'\(/ Pre-grouting exploratory core drilling core recovery figure values were

lower than post-grouting core recovery values. These higher post-grouting

values are attributed to: 1.) The densification process made the uncemented

sands and silts more resistant to the erosive action of the drilling process,

and consequently easier to recover. 2.) Grout seaa. are recovered in areas

where loose sand had been densified (volumetrically decreased), thus making

space available for grout. 3.) Grout seams were found where open solution

channels or voids existed prior to grouting. The increase in post-grouting

core recovery was as high as 85fo over the pre-grouting core recovery.

Seismic Field Testing

Post grouting values of seismic shear wave velocities, (from which

defe mation modulus of the rock system was computed) were not observed to

increase significantly as a result of the grouting process. However, the

fact that these values did not increase, coupled with the fact that down

hole velocity measurements did not reveal any seismic stratification, offer

the suggestion that the overall percentage of loose materials in the founda-

tion rock system (those subject to densification) is neither large enough nor

continuous enough to be recorded and therefore densifying them would have no

effect on the overall seismic velocity of the rock mass.

Observation of Pit Excavations

One of the most revealing proofs of effective grouting is the observation

of an actual pit excavated in the grouted area.

The flume excavation in the Boiler Room was made to elevation 82, six

feet below the level of mean low tide. At full excavation depth, a single

pump was adequate to maintain the excavation dry enough to work in. Tightly

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grouted solution channels, cavities and joints in the rock were observed in the

excavation as shown on Figure 6.

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BASE OF FOUNDATION

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- lDETAll OF GROUTED BROOKSVILLEi LIMEROCK BACKFILL, AND EXTENT I' 94 *p4%'

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ROCK IN THIS AREA WAS SOME OF THE -

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GROUTING EFFECTIVENESS AS SHOWN

'[ SY FLUME EXCAVATION

FIGURE 6

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APPENDICESI

O.

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0233

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l

~ ~ ~ ~ ' ~ ' ~ ~ ''~ -^

._ . , . __ , . ,. ,____ , _ _ ... .__ .. , ,__ . , - ' *. _ _ _ _ _ _ _ _ _ . , - . , _ _ _ ._

APPENDIX C

r" ' POST-GRoUTIIU PERMEABILITY TESTSk% Reduction in

Hole No. Interval Feet / year Cm/see Permeability

BRE-22P o-loo 2000 2 x 10-3 97%

BRE-24P o-26 2640* 2.6 x 10-3 96%326-36 1420

1.4 x 10 4 98%36-46 950 95x10k 99%46-56 271 2 7 x lo- 99%+56-66 o o 100%66-76 o o 100%76-91 1940 1 9 x 10-3 97%

BRE-26P o-25 1930 19 x 10-3 97%25-45 3000 3 0 x 10-3 95%45-90 240 2.4 x 10-4 99%

BRE-27P o-26 745 7 4 x 10-4 99%+26-36 o o 100%36-56 1350 13 x 10-3 98%56-66 o o 100%66-101 2930** 2 9 x 10-3 96%

o*** o-80 1750 1 7 x 10-3 97%

O 2 o-50 76u 7.6 x 10 ' 99*+lo o-50 956 9 5 x 10-4 99%

11 0-20 o o 100%

26 o-20 1910 1 9 x 10-3 97%

32 o-50 1530 1 5 x 10-3 98%

50 o-80 1700 1 7 x 10-3 97%

52 0-100 1366 1 3 x 10-3 98%

60 0-50 384 3 8 x lo- 99%+

64 o-loo 1760 1 7 x 10-3 97%.

66 o-50 liso 1.1 x 10-3 98%

74 0-80 109 1.0 x 10-4 99%+

80 0-100 2260 2.2 x 10-3 975 !* Note: Water leakage to backfill n g ,. n** Note: Hole penetrated the limits of grouting UCJ7

/]D Holes o through 166 vere tested before groutirig in the area had*** Note:been completed

C-1

- . _ . - - w .. - - - - - -: - - - - ---

.- - . - . . . . . .. - - - -

APPENDIX C

POST-GROUTIh PERMEABILITY TES'IS

% Reduction inHole No. Interval Feet / year Cm/see Pemeability

92 0-80 135o 1 3 x 10-3 98%

106 0-100 1300 1 3 x 10-3 98%

126 o-loo 2010 2.0 x 10-3 97%

132 o-so 166o 1.6 x 10-3 98%

146 0-100 2170 2.1 x 10-3 97%

150 o-loo 1270 1.2 x 10-3 98%

162 0-100 2770 2 7 x 10-3 96%

166 o-90 2380 2 3 x 10-3 96%

O

02 0

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