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title: COMPRESSIVE STRENGTH OF FRESHLY MIXED CONCRETE
* PLACED, CURED, AND TESTED IN THE DEEP OCEAN

author: Harvey H. Haynes and Larry D. Underbakke

date: February 1981

SPOnsor: Naval Facilities Engineering Command

program MOS: 3.1610-1

CIVIL ENGINEERING LABORATORY

NAVAL CONSTRUCTION BATTALION CENTER

Tee Port Hueneme, California 93043
as This publication is required for official use or for administrative or operational purposes only. Distribution
| + is limited to U.S. Government Agencies, Other requests must be referred to the Civil Engineering Laboratory,
P N 4 Naval Construction Battalion Center, Port Hueneme, California 93043

wo. NILOS

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REPORT DOCUMENTATION PAGE

1. REPORT NUMBER 2. GOVT ACCESSION NO,| 3. RECIPIENT'S CATALOG NUMBER

DINOOS DN044053

4. TITLE (and Subtitle) 5S. TYPE OF REPORT & PERIOD COVERED

COMPRESSIVE STRENGTH OF FRESHLY MIXED
CONCRETE PLACED, CURED, AND TESTED IN
THE DEEP OCEAN

7. AUTHOR(s) 8. CONTRACT OR GRANT NUMBER(s)

READ INSTRUCTIONS
BEFORE COMPLETING FORM

Not final; Oct 1979 — Sep 1980

6 PERFORMING ORG. REPORT NUMBER

Harvey H. Haynes and Larry D. Underbakke

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT, TASK

CIVIL ENGINEERING LABORATORY AREAS WORK IUNUTNUMBERS
Naval Construction Battalion Center $0397; S0397-SL;
Port Hueneme, California 93043 63713N; 3.1610-1

11, CONTROLLING OFFICE NAME ANDO AODORESS 12. REPORT DATE

Naval Facilities Engineering Command February 1981
13. NUMBER OF PAGES

Alexandria, Virginia 22332 20

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16. DISTRIBUTION STATEMENT (of this Report)

This publication is required for official use or for administrative or operational purposes only.

Distribution is limited to U.S. Government Agencies. Other requests must be referred to the
Civil Engineering Laboratory, Naval Construction Battalion Center, Port Hueneme,
California 93043

17.

18

19

DISTRIBUTION STATEMENT (of the abstract entered in Block 20, if different from Report)

SUPPLEMENTARY NOTES

KEY WORDS (Continue on reverse side if necessary and identify by block number)

Concrete, compressive strength, undersea, pore pressure, triaxial loading, hydrostatic loading,
saturation, deep ocean structures.

20. ABSTRACT (Continue on reverse side if necessary and identify by block number)
Freshly mixed concrete, of low- and high-strength mix designs, was placed in the

Pacific Ocean in 6 x 12-inch (152 x 305-mm) cylindrical molds to attain initial and final set
and cure at a depth of 1,830 feet (560 m). At age 11 months, the concrete specimens were
retrieved and subsequently tested under uniaxial compression in a pressure vessel that
simulated the ocean depth. The compressive strengths of the deep-ocean concrete specimens

(continued)

DD ‘ans 1473

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20. Continued

were compared with those of controlled concrete specimens cured in a fog room and

also in a tank containing continuously circulating seawater.

Library Card

Civil Engineering Laboratory

COMPRESSIVE STRENGTH OF FRESHLY MIXED CON-
CRETE PLACED, CURED, AND TESTED IN THE DEEP
OCEAN, by Harvey H. Haynes and Larry D. Underbakke
TN-1603 20 pp illus February 1981 Unclassified

1. Concrete — compressive strength 2. Concrete — oceanemplacement I. 3.1610-1
Freshly mixed concrete, of low- and high-strength mix designs, was placed in the
Pacific Ocean in 6 x 12-inch (152 x 305-mm) cylindrical molds to attain initial and final set
and cure at a depth of 1,830 feet (560 m). At age 11 months, the concrete specimens were
retrieved and subsequently tested under uniaxial compression in a pressure vessel that simu-
lated the ocean depth. The compressive strengths of the deep-ocean concrete specimens
were compared with those of controlled concrete specimens cured in a fog room and also in

a tank containing continuously circulating seawater.

Unclassified
SECURITY CLASSIFICATION OF THIS PAGESWhen Data Entered)

INTRODUCTION .

TESTING PROGRAM

CONCRETE MIXES .

COMPRESSIVE TESTING PROCEDURE

RESULTS AND DISCUSSION .

Compressive Strength
Stress-Strain Behavior

FINDINGS .
FUTURE WORK

REFERENCES .

CONTENTS

Page

ry}

INTRODUCTION

Previous work (Ref 1) involved the feasibility of placing freshly
mixed concrete at deep ocean depths. The Navy has an interest in such
capability relative to building in-situ structures and foundations. The
investigation (Ref 1) determined that the task would be feasible using a
drillpipe suspended from a surface platform to convey the concrete by
gravity force to the seafloor. Flow control would be maintained by
frictional forces between the pipe and concrete. The technology appeared
to be state-of-the-art for the hardware and ocean engineering systems,
but tests were recommended on the concrete materials.

This study pertains to one aspect of the concrete behavior -- its
compressive strength after being placed on the seafloor and allowed to
set and cure. The main question is: If freshly mixed concrete is
placed on the seafloor for structural purposes, what will be the result-
ing in-situ compressive strength? A test plan was formulated to deter-
mine whether a long-term (up to 2 years) strength-change occurred because
of the effect of the deep ocean environment on the concrete.

TESTING PROGRAM

The concrete placement procedure for deep depths should follow the
basic method for that of tremie-placed concrete. This method has the
end of a pipe submerged in the deposited concrete so that the mass of
deposited concrete grows from within; in this manner, there is minimum
mixing between seawater and concrete, and few cement fines wash away.

For this testing program, freshly mixed concrete was placed in the
ocean by confining the material in 6 x 12-inch (152 x 305-mm) cylindrical
plastic molds. The concrete was exposed to the pressure environment and
to the seawater by providing two 1/8-inch (3-mm) diam holes in the lids
to the molds. The lids prevented the cement fines from washing away.
The procedure simulated the tremie placement condition of freshly mixed
concrete being exposed to seawater under hydrostatic pressure.

Speed of concrete placement was another important consideration be-
cause the concrete should be workable when it reaches the seafloor. It
was conceivable that hydrostatic pressure could compact the concrete.
For two principal reasons, namely, the quantity of specimens to be cast
and cost constraints, the concrete test specimens were made ashore,
transported immediately after casting to the oceanic site by helicopter,
and allowed to freefall to the seafloor. Because of this approach, the
individual specimens were confined within a framework that could be
transported inside a military helicopter, and could freefall through
water in a stable manner. Freefalling was risky because the seafloor
has rock outcrops that could cause the framework to overturn; hence, it
was necessary to use two frameworks to increase the odds of attaining an
upright landing.

One of the frameworks was outfitted with rope, buoy, and acoustical
release. The acoustical release could be actuated from the surface so
that the buoy would bring one end of the rope to the surface. This
framework could be retrieved when desired. The second framework had no
ropes attached so that a manned submersible could approach without
concern of entanglement.

Low- and high-strength concretes were tested. The effects of the
deep ocean environment could be different on either low- or high-strength
concretes as a result of the different pore size distribution that
develops within the concretes. Applications for freshly mixed concrete
on the seafloor include: (a) for low-strength concrete, seafloor stabili-
zation and object encapsulation; (b) for high-strength concrete, in-situ
construction of pressure-resistant structures.

CONCRETE MIXES

The concrete mixes were designed to use locally available materials
from a ready-mix plant and at the same time be representative of those
mixes used for deep-ocean placement. The aggregate proportions (selected
for pumpable concrete) were: 43% by volume of the total aggregate was
sand, 10% by volume was 3/8-inch (9-mm) pea gravel, and 47% by volume
was coarse aggregate of maximum l-inch (25-mm) size. Type II portland
cement was used in conjunction with a water-reducing and retardant
admixture (Pozzolith 300-R at a rate of 5 fl oz/100 1b of cement).

The mix proportions and freshly mixed concrete properties for the
low- and high-strength concretes were:

Low-Strength Concrete

423 1b/yd? (251 kg/m?)
0.66 (by weight)
3.33 (by weight)
4.43 (by weight)

cement content
water/cement ratio
sand/cement ratio
aggregate/cement ratio

4 in.

3.4% (by volume)

146.2 lb/ft? (2.37 Mg/m?)
4 hrs

slump

air content

unit weight

setting time (Vicat)

High-Strength Concrete

658 lb/yd? (391 kg/m?)
0.46 (by weight)
2.01 (by weight)
2.68 (by weight)

cement content
water/cement ratio
sand/cement ratio
aggregate/cement ratio

3 in.

2.2% (by volume)

145.8 lb/ft? (2.34 Mg/m?)
3 hr.

slump

air content

unit weight

setting time (Vicat)

A nonstandard test was conducted to obtain an indication of the
duration of workability for the concrete mixtures. A handful of freshly
mixed concrete was manipulated manually to determine whether the concrete
retained plasticity or crumbled. The low-strength mix crumbled 5.5
hours after the start of mixing, and the high-strength concrete, after
4.0 hours.

COMPRESSIVE TESTING PROCEDURE

Of 240 6 x 12-inch (152 x 305-mm) concrete test cylinders, 120
were low-strength concrete and the other 120 were high-strength concrete.
Thirty-six low-strength and thirty-six high-strength specimens were
placed in the Pacific Ocean at 1,830 feet (560 m) (18 low-strength and
18-high strength specimens in each framework). The temperature at this
depth is about 42°F (6°C). The remaining 168 specimens were divided
equally so that 84 were cured in a fog room at 73°F (23°C) and 84 cured
in a tank of continuously circulating sea water at an average tempera-
ture of 66°F (19°C).

At age 28 days, six control specimens from both the fog room and
the seawater tank were tested in compression; no deep-ocean specimens
were tested at this age. At an age of about 3 months, an attempt was
made to retrieve the deep-ocean specimens, but the framework outfitted
for surface recovery equipment did not function. Therefore, specimens
were not tested at this age. At an age of about 10 months, a manned
submersible operation was conducted, and one framework was recovered
(Figure 1).

The specimens were transported to CEL and placed in seawater.

Since the tops of the specimens were not level, approximately 1 inch (25
mm) of concrete was cut from the top of each specimen after the plastic
molds were removed. At this stage all 36 specimens were placed in
seawater inside pressure vessels in CEL's Deep Ocean Laboratory and
subjected to a hydrostatic head of 1,830 feet (560 m). The specimens
were at atmospheric pressure for about 43 hours.

Several pressure vessels were used so that when the pressure was
relieved in one vessel all of those specimens could be subsequently
tested. In this manner, the deep-ocean specimens underwent two pressure
cycles before testing: from the seafloor to the atmosphere, in the
pressure vessel for temporary storage, out of the pressure vessel for
preparation for compressive load testing and back into the pressure ves-
sel for test. During removal from the ocean, the depressurization rate
was about 60 ft/min (0.3 m/s). This rate was used in pressurizing and
depressurizing the pressure vessels.

The 18 specimens for each low- and high-strength concrete cured in
the ocean were tested as follows:

1. Six specimens each were tested in compression while at a simu-
lated deep-ocean depth of 1,830 feet (560 m). Using three portable
compression testers, three specimens at a time were subjected to the
deep-ocean environment (Figure 2), allowed to achieve equilibrium with
the environment for 3 hours (i.e., allowed the pore pressure within the
concrete to become equal to the external pressure), and then subjected

to a uniaxial compression test* to failure. One of the three specimens
was instrumented with a compressometer-extensometer (ASTM C469), except
that linear position transducers, adapted for underwater application,
were used to measure displacements instead of dial gages.

2. Six specimens each were tested under uniaxial compression while
at a pressure head of 6 feet (2 m). None of these specimens was instru-
mented.

3. Six specimens each were tested under uniaxial compression while
at a pressure head of 6 feet (2 m) after the specimens had been exposed
to three rapid cycles of pressure to 1,830 feet (560 m) at a rate of 600
ft/min (3 m/s). None of these specimens was instrumented.

A total of 24 control specimens were tested using the same compres-
sion testers as the deep-ocean concrete specimens. The fog-cured speci-
mens were tested in the laboratory environment, while the seawater-tank
specimens were tested under a pressure head of 6 feet (2 m). One-third
of all these specimens were instrumented with the compressometer-
extensometer.

RESULTS AND DISCUSSION

Compressive Strength

Low-Strength Concrete. Table 1 shows that there was no significant
change in strength between the fog-room cured and seawater-tank-cured
concrete. The fog-room concrete had compressive strengths of 3,300 psi
(22.8 MPa) at 28 days and 4,220 psi (29.1 MPa) at 10.8 months, an increase
of 27.9%, while the seawater-tank concrete had compressive strengths of
3,400 psi (23.4 MPa) at 28 days and 4,220 psi (29.1 MPa) at 10.2 months.
The deep-ocean concrete, cured and tested at a pressure head of 1,830
feet (560 m), had a compressive strength of 4,090 psi (28.2 MPa) at an
age of 11 months. This strength was essentially the same as that for
the 10.8-month fog-cured concrete; the decrease of 3.1% was not statis-
tically significant.

The deep-ocean concrete tested at a pressure head of 6 feet (2 m),
and at a pressure head of 6 feet (2 m) after being subjected to three
rapid cycles of hydrostatic pressure corresponding to 1,830 feet (560
m), had compressive strengths of 4,320 psi (29.8 MPa) and 4,070 psi
(28.1 MPa) respectively. These specimens did not show a statistically
significant change in strength compared with that of the deep-ocean
concrete tested at a pressure head of 1,830 feet (560 m).

High-Strength Concrete. Table 2 shows there was no statistically
significant change in strength between the fog-room-cured and seawater-
tank-cured concrete at the age of 28 days, but at about age 10.5 months
the seawater-tank-cured concrete showed a decrease in strength of 8.8%
compared with that of the fog-room-cured concrete. The fog room concrete
had a compressive strength of 6,060 psi (41.8 MPa) at age 28 days and
7,620 psi (52.6 MPa) at age 10.8 months, an increase of 25.7%.

*This test was not a triaxial compression test because no confining
stress was imposed by the environmental pressure. The internal pore
pressure of the specimen was in equilibrium with the external pressure.

4

The deep-ocean concrete, cured and tested at a pressure head of
1,830 feet (560 m), had a compressive strength of 6,600 psi (45.5 MPa)
at age 11 months; this strength represented a decrease of 13.4% compared
with that of the fog-cured concrete at age 10.8 months. The deep-ocean
concrete tested at a pressure head of 6 feet (2 m), and at a pressure
head of 6 feet (2 m) after being subjected to three rapid cycles of
pressure to 1,830 feet (560 m), had compressive strengths of 6,520 psi
(45 MPa) and 6,490 psi (4.48 MPa) respectively; these specimens did not
show a statistically significant change in strength compared with that
of the deep-ocean concrete tested at a pressure head of 1,830 feet (560
m). This finding was the same as that found for the low-strength concrete.

When compared, the compressive strength results for the low- and
high-strength concretes showed the following:

1. As the concrete cured in the fog room from ages 28 days to 10.8
months, the strength increased 27.9% and 25.7% for the low- and high-
strength concretes respectively.

2. The seawater-tank-cured concrete had strengths essentially the
same as that of the fog-cured concrete of equal age. The one exception
was the high-strength concrete cured in the seawater tank for 10.2
months; it showed an 8.8% decrease in strength compared with that of the
fog-room-cured concrete.

3. At 11.0 months, the deep-ocean, low-strength concrete had a
strength essentially the same as that of the fog-cured, low-strength
concrete, while the deep-ocean, high-strength concrete showed a strength
decrease of 13.4% compared with that of the fog-cured, high-strength
concrete.

The relatively small decreases in compressive strength for the
high-strength concrete may be explained by a physical phenomenon ob-
served previously (Ref 2). Concrete saturated with water (pore volume
either completely filled or essentially filled) has been found to have a
compressive strength about 10% lower than that for concrete wherein pore
volume is not saturated. The reason for this difference in strength may
be due to pore-pressure buildup during uniaxial compressive loading for
the saturated concrete. A small component of pore pressure acting in
the radial direction will help form tensile microcracks that lower the
ultimate compressive strength. Concrete that is not saturated would not
experience the pore pressure buildup.

It is known that pore water is consumed during cement hydration.
The process is called self-desiccation because sufficient water is used
during hydration to stop further hydration if an external source of
water is not provided. The fog room, seawater tank, and ocean environment
were external water sources; however, the fog-room environment was not
as efficient in resupplying water to fill the voids as were the other
two environments. At age 10.8 months, considerable hydration had occurred
in the high-strength concrete, which means that most of the larger
capillary voids had been filled with cement hydration products, prin-
cipally calcium-silicate-hydrate "fibers" (Ref 3). The space between
the fibers is the gel void volume through which water molecules move

very slowly. It is probable that the fog-cured concrete was not sat-
urated because of the low permeability of the cement paste. Given addi-
tional time (more years), the concrete could become saturated in the fog
room (Ref 2). However, at age 10.8 months, the fog-cured concrete may
not have been saturated. The deep ocean concrete was saturated and
showed 13.4% less strength than that shown by the fog-cured concrete.
Also, if the seawater-tank-concrete was saturated, its lower strength of
8.8% could be explained by this phenomenon.

The above discussion to explain strength differences does not apply
to the low-strength concrete because, at the age of 10 to 11 months,
strength differences did not exist. The high water/cement ratio of 0.66
for this mix indicates that capillary voids would always exist. The
capillary volume, formed by the original mixing water, was so large that
gel fibers could not fill all the space; hence, permeability of water
through the paste was considerably easier. It is possible that the
saturated low-strength concretes did not develop pore pressure buildup
during compressive testing because the capillary voids vented the pressure.
Hence, the saturated concretes (seawater-tank and deep-ocean) behaved
similarly to that of the unsaturated fog-room concrete.

4. The deep-ocean concretes, both low- and high-strength, tested
at a pressure head of 6 feet (2 m), showed strengths essentially the
same as that for the deep-ocean concrete tested at 1,830 feet (560 m).
This result implies that the concretes were saturated with water and in
equilibrium with the external environment. When this case exists,
high-pressure heads have no influence on the concrete strengths.

5. The deep-ocean concretes, both low- and high-strength, tested
at a pressure head of 6 feet (2 m) after being subjected to three rapid
cycles of pressure head to 1,830 feet (560 m), showed strengths essen-
tially the same as that of the deep-ocean concrete tested at 1,830 feet
(560 m). The pressure cycles were imposed on the specimens to determine
whether the pore structure was disrupted by any of the pressure cycling
that occurred for the deep-ocean concrete. The results indicated that
the pressure cycling rate of 600 ft/min (3 m/s) was not harmful, so it
is likely that the cycling rate of 60 ft/min (0.3 m/s) when coming out
of the ocean was also not harmful.

The difference in pore pressure build-up between rapid pressure
cycling and uniaxial loading is difficult to determine. For the rapid
pressure cycling of 600 ft/min, the pore pressure changed at a rate of
4.4 psi/sec (30 KPa/sec) (calculated as 1 psi/2.25 ft x 1 min/60 sec x
600 ft/min). The maximum rate of pore pressure build-up within the
concrete tested under uniaxial loading would be for the case where all
the water was trapped within the concrete. The uniaxial loading rate
was 50 psi/sec (345 KPa/sec) which would be the pore pressure build-up
rate. This rate is 11 times greater than that from the rapid pressure
cycling. However, it is known that all the pore water was not trapped
within the concrete during uniaxial test. Beads of water formed on the
exterior surface as the concrete was loaded uniaxially, so the magnitude
of actual pore pressure build-up was unknown, but ranged between 0 and
50 psi/sec (0 and 345 KPa/sec).

Past Work. Lorman (Ref 4 and 5) conducted compressive strength
tests on 3 x 6-inch (76 x 152-mm) concrete specimens that were cured in
a simulated ocean environment of 47°F (8°C) and 600-foot (183-m) depth.
His interest was in the strength of concrete at early ages, from 1 to 28
days. For control tests, specimens were cured in a fog room at U9
(23°C); others were cured in a seawater tank at 47°F (8°C) so that the
effect of temperature could be observed. Low-slump (3.5-in., 90-mm) and
high-slump (7-in., 180-mm) concrete mixes using five different brands of
portland cement were investigated.

On the average, Lorman's results showed that for low-slump concrete,
which had a 28-day fog-cured compressive strength of 7,350 psi (50.7
MPa), the “ocean"-cured specimens underwent a decrease in strength of
24%, 13%, and 11% at 7, 14, and 28 days respectively, compared with
fog-cured concrete at equal ages. For high-slump concrete, which had a
28-day fog-cured strength of 4,950 psi (34.1 MPa), the "ocean"-cured
specimens underwent a decrease in strength of 29%, 21%, and 18% at 7,14,
and 28 days respectively, compared with fog-cured concrete at equal
ages. In general, the effect of temperature caused about half of the
decrease in compressive strength. Also, the data showed that the "ocean"-
cured concrete developed strength more slowly than the fog-cured concrete
and that the strengths were converging as age increased.

Stress-Strain Behavior

Figures 3 through 7 present the stress-strain behavior for the
concretes, and Tables 1 and 2 show the values of Young's modulus and
Poisson's ratio.

The stress-strain behavior of the deep-ocean concrete appears to be
typical of that of the fog-room and seawater-tank concretes. Values of
Poisson's ratio for the deep-ocean concrete are lacking because of
problems encountered in using a linear transducer to measure hoop dis-
placement. The Young's moduli and Poisson ratios also appear to be
typical of those of the fog-room and seawater-tank concretes.

FINDINGS

1. Low-strength fog-cured concrete having a uniaxial compressive strength
of 3,300 psi (22.8 MPa) at age 28 days showed an increase in strength of
27.9%, 27.9%, and 23.9% respectively, after 10.8 months of curing in a

fog room, 10.2 months in a seawater tank, and 11 months in a deep-ocean
environment at 1,830 feet (560 m). Statistically, the deep-ocean concrete
had a strength equivalent to that of the fog-room-cured and seawater-tank-
cured concrete.

2. High-strength fog-cured concrete having a uniaxial compressive
strength of 6,060 psi (41.8 MPa) at age 28 days showed an increase in
strength of 25.7%, 14.7%, and 8.9% respectively, after 10.8 months of
curing in a fog room, 10.2 months in a seawater tank, and 11 months in a
deep ocean environment of 1,830 feet (560 m). The differences in strength
were statistically significant.

3. The low-strength deep-ocean concrete tested at pressure heads of
1,830 feet (560 m) and 6 feet (2 m) had the same compressive strengths.
The same was true of the high-strength deep-ocean concrete.

4. The compressive strength of low- and high-strength deep-ocean con-
cretes subjected to three rapid cycles of pressure to 1,830 feet (560 m)
at a rate of 600 feet/min (3 m/s) was not affected when compared with
that of identical specimens subjected to two cycles of pressure at a
rate of 60 feet/min (0.3 m/s).

5. There were no distinguishable differences in the stress-strain
behavior of concretes cured in fog, seawater tank, or deep-ocean.

FUTURE WORK

The second framework containing 36 test specimens will be retrieved
from the ocean in 1981. The specimens then will be about two years old,
and testing similar to that reported herein will be accomplished.

REFERENCES

1. Civil Engineering Laboratory. Technical Note N-1544: Proposed
method for placing freshly mixed concrete in deep ocean, by R. D. Rail
and H. H. Haynes. Port Hueneme, Calif., Jan 1979.

2. H. H. Haynes and R. S. Highberg. "Concrete properties at ocean
depths," Journal of the Waterways, Harbors and Coastal Engineering
Division, Proceedings of the American Society of Civil Engineers, vol
102, no. WW 4, Nov 1976, pp 455-470.

3. American Concrete Institute. Permeability of concrete to seawater,
by H. H. Haynes. Detroit, Mich., Aug 1980, pp 21-38.

4. Naval Civil Engineering Laboratory. Technical Report R-673: In-situ
strength of subaqueous concrete, by W. R. Lorman. Port Hueneme, Calif.,
Apr 1970.

Se Technical Report R-673S: Supplement to "In-situ
strength of subaqueous concrete", by W. R. Lorman. Port Hueneme, Calif.,
Sep 1971.

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