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DATA COVERIKG Tam FILE FOULDATION WORK
(HEW) UNIT33 STATES COURT HOUSE

NEW YORK, new YORK

 

 

5h .W‘Ofl cu'nowm, .av &v m—

Thesis for the degree of C. E.

. x -

Nels Hansen

“5m

1956

THESxS

 

IABIE OF CCLTTZJIITS

IETRODUCTION

E
Purpose of Presenting the Thesis............... 1-2

Location of (NEW) UNITED STATES COURT HOUSE.... 2

Architect...................................... 2—3
Plans.......................................... 3
Specifications........ ..... .................... 4
Description of Site............................ 4-5

DHIVIKG OF FIHLT FEE CONTRACT FILES
Driving and Inspection of the Iiles............ 6-7
Load Tests on some of the Piles.. .............. 8
TEST FILES
Types of Test Iiles.......... ..... ............. lO-ll
Test Pile Data............. ..... ............ 11-12-13
Change in Contract.. ..... . .................... 14
RESULTS LF THE FILE DRIVING
Preparations for the Pile Driving..... ..... .... 15-16
file Driving..... ..... . ...... ............... 16-17-18
Iier 238.. .................................. 18—19-20
Piers 212-213... ....... ......................... 21
Results of the Iile Driving................. 21-22-22
UOHCLUSION 24-25-26

List Covering the Data on Test Piles, refers
to pages T-l to T-15 inclusive... ..... ........ 27-28

List of Photographs taken during the lrogress

of the Foundation Hork........ ............... 29

103830

 

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: 1.41 tag ”W-Mmrd—u—w:w-r~de-gg

 

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‘ PAGE
Table of Bearing Values of Piles for Different
,Penetrations ....... ......... ........... . ........ T _
Load TeStS Of 21168.00...- oooooooooooooooooo T?l-2'l4-l5 ”

Penetration Logs of Test Piles.... ........ 1-3 to T-12

Average Lengths of the Different Types
Of TeSt PileSooooooooooooooooo oooooooooo ooooooooo $-13

Pile Records of some Piers ..... . ............ P-l to P-lO

Penetration Logs of Piles in some Piers... P-ll to P-l4

Average lengths of piles in some riers........... P-l5

Results of Load Tests on Piles................... P-l6

Specifications... ........................ . S-l,S-2,S-S
APIENDIX

 

Sk-l, Detail of Pipe Pile and Precast Concrete Pile

Sk-2, Detail of Standard Raymond Concrete Pile and
Step-Tapered naymond Concrete Pile

Sk-Z, Plan of Pier 258, Shows Pile No., order driven,
and length of piles.

Sk-é, Part Plan of Piers 212-213, Shows location of
Short Piles, Results of Soil Borings and a
schedule showing the lengths of piles

Sk—5, Graph, Showing penetration of various Types
of Piles

Drwg. No. X-2, Sketch Showing Plan and Sections of
Test Lorings

_‘
l
i

Drwg. No. 400, Foundation Plan, United States Court House

INTRODUCTION

The object in writing this thesis is to describe the

type of foundation, the difficulties that were encountered

in the driving of steel tube piles (cast-in-place); and to

present complete data on test piles in connection with the

foundation work of the (New) United States Court house, Pew

York City.

It is not my intention to present any rules or formulas

to be used as a guide for similar foundation work. 1y

purpose is to describe the progress of the pile driving

Operations, the changes that were made necessary due to soil

conditions, and to treat this thesis along the following lines:

1.

7.

Driving of the first few contract piles indicated

that the design of piles as specified was not ad-
apted to the soil conditions of the site.

The driving of various types of test piles to test
the nature of the soil and to determine the type of
pile to use.

Complete records of the results of driving test piles.
Change in the contract based on the results of the
test piles.

Special conditions that were encountered in the driv-
ing of piles.

Final results of the pile driving in various locations

on the site.
Conclusions regarding the data covering the pile

foundations.

. ...-...-H—.-——o..-c

hull-9-.--

- '-1r--

 

.p'l-

n
(a

I was assigned by the United States Treasury department,

 

Hashington, D. C. as Construction nngineer to sugervise the
work of the Foundation Contract for the (Sew) United States
Court House, flew York City.

The data covering the various types of test piles, load
tests, and reeoris of the pile driving operations of the
foundations for the (New) Court House, provided such and inter-

esting record of the events of the pile foundation work that

 

I have arranged the data in the form of this thesis.
In 1931 Conéress authorized the Secretary of the United

States Treasury Depart ent to construct certain Public Build-

 

ings in various s ates and the Treasury Degartnent set a

 

t
limited cost of $8,250,000 for the (New) United States Court

  

house, New York City, as one of the buildings.

7

The present United States Court douse which is located

 

o W .I-‘I—C

near the historic City Hall, borough of Hanhattan, in Nev

York City, was built shortly after the Civil Jar. It has be-
come obsolete and does not meet present day requirements. The
(New) United States Court House is located at Foley Square and
Pearl Street, a short distance from the City Hall.

Cass Gilbert, was the architect for the (New) Court

' ' *7 ‘fifirm—mw MW?-

1

House and by contract with the Treas‘ry Department was author-
ized to prepare all drawings and specifications for the founda-
tions and the super—structure. The building was designed as
shown by the frontispiece of this thesis. The tower section

0f the building is thirty-seven stories high, and the lower

section six stories high above street level. The building has

0]

a steel skeleton framework, and is faced with granite.

The architect anticipated that there would be difficul-
ties in connection with the foundation work for the New Court
House because in the early days of New York, part of Collect
Pond extended over a portion of the north western part of the
site, and the surrounding area consisted of marshy ground of
uncertain conditions; however as the city grew this area be-
came made ground and all signs of the pond and marsh disap-
peared, and buildings and streets were built on this area at
one time or another.

Drawing X—2 shows in detail the nature of the soil for
various depths at different locations of the site. Some
test borings were taken to a depth of 200 ft below grade level,
and no rock was encountered at that depth. The soil con-
sisted of sand and gravel stratas of various densities.

The Foundation Plan Drawing No. 400 shows the spacing of
the piles, the size of the footings, and reinforcing bars.
The typical footing detail shows the pile cut off, the con-
crete pile cap and location of the reinforcing bars.

The tower section of the building is supported by foun-
dations that cover the full area of the base of the tower and
consist of piles 3 ft on centers (about 2000 of them) which
-are covered by reinforced concrete mats.

The six story part of the building is supported by iso-
lated footings that consist of pile clusters which are covered
by'concrete pile caps.

In general the ground water level was about 2 to 4 ft

 

 

 

 

4
below pile cut offs. At the elevator pits the pile cut offs
were 4 to 5 ft below water level. These areas were sheet
piled in order to permit work below ground water level. Pumps
were used to keep the water level below pile cut offs at the
elevator pits during the construction work.

Pages 5-1, 8-2 and 8-5 cover the specifications for the
Cement, the Aggregates and the Mixtures, the Concrete Pile
Foundations, and describe in detail full requirements of the
above materials and of the piles.

All piles were specified to be cast-in-place steel tube
piles of 12 in. inside diameter, of not less than 3/8 in.
wall thickness, and each pile was to have a tight fitting
steel shoe or point. The estimated average length for all the
piles was to be 50 ft from tip to cut-off. ‘

This type of pile was considered satisfactory to safely
support the load within this length of pile..

Lump sum bids were required for the excavation and foun-
dation work, and the contract was let to the lowest bidder,
George J. Atwell Foundation Corporation of New York City.

The architect estimated that the excavation and founda-
tion work would cost about $1,000,000. At the completion of
this work the cost was approximately $800,000.

The old buildings on the site were removed to general
grade level, and photograph No. 2 is a view of the site at the
time the foundation contract was let. Grade level did not in-
¢iicate in any way the extent of old foundations. An interest-

iJngjpart of the work in connection with the foundation contract

 

was the removal of these obstructions which consisted of
heavy concrete walls, steel girders, grillage beams, and
wood piles. Air drills, dynamite, and pile pullers were
used to remove this material. Photographs No. 10-26-55-57-
38-40 show the obstructions.

These obstructions were removed by George J. Atwell
Foundation Corporation. This work which became part of
their contract was done on a cost plus basis as an estimate
of the cost was impossible because these obstructions were
uncovered only as the excavation work progressed.

Excavating was started along the northern portion of
the site and carried down to pile cut-off level. The piers
93 and 94 were staked out to show the location of the piles
and preparations were made to drive piles to test the soil

at this location.

 

DRIVING OF THE FIRST FEW CONTRACT FILES

The specifications required the piles to be steel tubes
of not less than 12 in. inside diameter and of 3/8 in. wall
thickness with cast steel shoe fitting the tube so tight that
no water could enter it. Piles twenty to forty feet long were
to have no more than one splice or sleeve. The estimate for
the average length of all piles was 30 ft long from tip to
cut off. There was a total of 4180 piles.

The piles were to be driven to a final penetration that
would safely support 36 tons, which was equal to a penetra-
tion of 5/16 in. per blow or (9 blows per 5 in. penetration),
(38 blows per ft penetration).

On page 8-1 is stated the formula to determine the bear-
ing values of piles. On page T is a table of various bearing
values for piles based on the penetration per blow, also for
the number of blows per in., per 3 inches, and per ft penetra-
tion of the pile. These bearing values have been derived from
the formula for various penetrations.

The first pile driving was started in piers 93 and 94
using pipe tube lengths of 30 ft. A steel shoe was placed on
a 30 ft section of tube and driven into the soil to cut-off.
The soil offered very little resistance to this 50 ft pile
section therefore an additional 30 ft tube was added to this
pile and driven to cut-off making 60 ft of pile in the ground.
IEven at this depth the soil did not have enough bearing value
to support a 36 ton load according to the formula.

Additional piles were driven to a depth of 60 ft intend-

 

7
ing to compress the soil and in that way obtain the required
bearing value, but the soil did not compress to the extent of
having a safe bearing value, therefore it was not considered
advisable to drive any piles to less than the safe bearing
load of 56 tons.

The remainder of the piles in these two piers were driven
to the requiredbearing value and the lengths of these piles
varied between 65 to 94 ft. These piles exceeded the esti-
mated average length of 50 ft by as much as 100 to 200 per
cent.

During the driving of the piles in piers 93 and 94 it
was noticed that there was no upheaval of the soil but a
slight settlement between the piles.

After standing a day or so some of the piles had a
head of water in them, while other piles remained perfectly
dry. An inspection was made of the dry piles by using a
mirror to reflect the light from the sun down into the pile.
On dark and cloudy days an electric light with a shade was
lowered into the pile.

This inspection showed that the various sections of the
piles were out of line with the adjacent sections (referred
to as kinked piles) and that the whole pile was out of plumb.

The soil had become compressed due to the driving of
the piles. Therefore when additional piles were driven thru
the varying densities of compressed soil the dense soil forced
the bottom sections of the piles out of line and away from

the adjacent piles. The splice or sleeve did not form a rigid

 

8
connection and the pile kinked at each joint or section of the
pile.

Some of the piles that contained a head of water leaked
so badly that it was impossible to pump the water out of the
piles to inspect them. Other piles were pumped dry, inspected,
and were found to be kinked and out of plumb to a greater ex-
tent than the dry piles and that the piles leaked at the
sleeves.

Load tests were made to determine the bearing values of
some of the piles that were not driven to the required pene-
tration and on piles that were badly kinked and out of plumb.

Pages T-l and T-Z show the results of the load tests on
some of the piles in piers 93 and 94. Under the column of
"bearing value" is the bearing value of the pile according to
the blows per inch. The column "settlement under load" is
the settlement underloadings of 30-60 and 100 T. The speci-
fications allowed 1/2 in. settlement under 60 tons test load
for a 36 ton bearing value.

Under "remarks" is stated the condition of each pile.

The first two piles were driven by a Vulcan Hammer No. 2,
which was too light in weight to use in driving the piles.
All other piles were driven by a Vulcan Hammer No. l of 5000
pound weight.

The short pile #1 pier 93 did not show as satisfactory
results under load test as the long piles even with the higher
'bearing value of 100 kips.

The pile driving and the load tests in piers 93 and 94

indicated a soil of loose formation with a high percentage

 

of voids and a high water content. The soil, to a depth of
40 to 60 ft did not have much resistance to a straight pile
during the driving, but after the pile stood,it developed a
frictional resistance with the soil and showed ahigh load
test. The short pile built up a point or bulb resistance
(bearing) that would dissipate as the pile stood and the soil
at the point would relieve itself on account of the voids

and water.

The results obtained by an inspection of the piles and
the overrun in the lengths over the estimated length of 30 ft
showed that the type of pile specified did not quite meet the
conditions of the soil. It was decided to drive test piles

to determine the type of pile to use for the foundations.

 

10

TEST TILSS

Test piles were driven at various locations on the site
and the following types and sizes of piles were used:

1. Pipe piles, 12"-16"-18" diameter of 3/8" wall

thickness, with cast steel shoe or point.

2. Precast concrete Piles, Tapered.

3. Standard Raymond Concrete Piles, Tapered.

4.. Step Tapered Raymond Concrete Piles.

Sk-l. Detail of Pipe Pile and Precast Concrete Pile.

Sk-Z. Detail of Standard Raymond Concrete Pile and

Step-Tapered Raymond Concrete Pile.

Pages 13, 14. List covering the data on test piles.

The Standard Raymond Pile consisted of steel shells,
(spirally reinforced) and a boot placed over a collapsible
mandrel. This mandrel incased in. steel shells and boot,
was driven to a proper penetration. The mandrel was col-
lapsed and withdrawn, leaving the shells and boot in the
ground. The shell was inspected; if found dry and satisfact—
ory it was filled with concrete up to pile cut-off.

The shells come in lengths of about 8 ft and of dif-
ferent gauges of metal and of wire spirals (see page T-6 for
different gauges)

Different gauges of shells were used, depending on the
nature of the soil the piles were required to penetrate.
Where there was coarse sand or gravel, a gauge of shell was
'used that would resist the cutting action of the soil, and

prevent the sand or water from entering the pile shell to the

 

 

ll

detriment of the concreting.

The Raymond Step Tapered Pile consisted of heavy cor-
rugated shells placed on a non-collapsible core, which was
driven to a proper penetration; then the core was with-
drawn and the shell filled with concrete to cut-off. This
pile was made up of shell lengths of 8 ft sections with an
increase of l in. in diameter per section of shell.

The Precast Concrete Piles were cast in 40 ft lengths,
in wood forms and allowed to set for twenty-eight days be-
fore being driven.

The test piles were driven to a prOper penetration,
and that portion of each pile extending above the cut-off
was removed. The pipe and shell piles were filled with
concrete to pile cut-off.

In driving a few of the Raymond Piles, it became evident
which lengths of shells to use in order to reduce the waste
of shells above cut-offs. For the Precast Concrete Piles
that were made up in fixed lengths, tests had to be made to
determine a length of pile suited to the soil and not have
unnecessary waste of pile extending above the cut-off.

Pages T-2 to T-13 are the penetration logs of the test
piles that were driven at various locations of the site and
are indicated on the Foundation Plan in this form. 0

Page T indicated the bearing values in pounds for
various number of blows per inch, per 3 inch and per foot
penetration of pile.

' In the penetration log of a pile the first column
indicates depth and opposite is given the number of blows

 

- \

 

’3"

 

12
per foot for that depth of pile. Each foot of pile was mark-
ed off and a count was made of the number of blows for each
‘foot of penetration.

The soil did not have much resistance to a straight
pile for the first 40 to 60 feet as shown by pages T-3, T-4
for 12 in. piles.
~ In pier No. 47, pile No.10 reached a safe bearing pene-
tration at 40 ft.

In pier No. 93, pile No. l and 10 were the last piles
driven, and are along side of one another. The 12 in. pile
was driven first to a depth of 62 ft; to a safe bearing pene-
tration. The 18 in. pile reached a safe bearing penetration
at a depth of 17 ft. Pile No. 1-18 in. is referred to on
page 4. In pier 238, pile No. 44 reached a safe bearing
penetration at 76 ft and was driven to a depth of 103 ft.

The penetration of the pile shows the various densities of
the soil.

In driving the straight pipe pile, the bearing value
varied as the pile penetrated the various stratas of soil.
The bearing values increased or decreased with the nature
of the soil and was noticeable with the 12 in.pipe piles,
which tended to build up a safe bearing value below a 40
ft penetration. See pages T-3, T-4 for results.-

For a straight pile, it is sometimes advisable to over
drive the pile; that is, to drive the pile beyond the re-
quired bearing value in order to determine the value of the

underlying stratas of soil and make sure the pile rests

4.11131.

 

 

on a firm bearing soil.

Some pipe piles in piers 83, 96, and 238 of the 12 and
16 in. sizes were driven to a depth of about 30 ft, to less
than the required bearing value. These piles under a load
test showed a settlement of several inches for the 12 in.
and for the 16 in. over 1 inch. This showed a soil in which
the point bearing value should not be considered for the first
30 ft. See pages T-14, T-15 for the load tests on 30 ft
piles.

During the driving of the Standard Raymond Piles (taper-
ed) and the Precast Concrete Piles (tapered) the soil was
compressed along the sides of the piles. This built up a
frictional resistance that provided the bearing value for
the piles. In this soil the point bearing value was neglig-
able.

The lengths of the tapered piles averaged from 20 to
22 feet for a safe bearing load. In driving a tapered pile
in this soil, the bearing value builds up fast, and in over-
driving, the penetration decreases very fast and the pile
comes to refusal.

The penetration ranged from 30 to 34 ft for the step-
tapered piles, and being of a small taper, developed into a
frictional pile of a longer length than the tapered pile.

Two of the precast test piles were pulled out and
photograph No. 68 shows one that came in contact with a
boulder or some obstruction and was damaged. These piles
were pulled out to see what effect the driving had on the

piles and showed no defects except for the one broken pile.

14

There were certain conditions of the site to take
into account in determining the type of pile to use.

The subway extends along the site at a depth of 20 feet
below the cut-offs of the piles.

There is a possibility of future subway or sewer work
adjacent to the site and at such a depth below street grades
that a length of pile was considered that would reach a depth
so as not to be disturbed by this form of construction work.

It was decided that the combination of 12 and 16 in.
pipe piles would be best adapted to meet all the conditions
of the site, and put the bearing down at a depth out of
danger of being disturbed.

The contract was revised on an estimate that the re-
maining 4,108 piles would be 50% - 12 in. piles, 46 ft long,
and 50% - 16 in. piles, 38 ft long.

At the completion of the pile driving there were:

3,152 - 12 in. piles, average length 46.52 ft.

956 - 16 in. piles, average length 55.25 ft.

The contract was based on a unit cost of $2 a ft. for
12 in. piles and $3.80 a ft. for 16 in. piles.

An adjustment was made in the contract covering the

overrun of the 12 in. piles and under run of the 16 in. piles.

15
RESULTS OF THE PILE DRIVING

After the change in the contract, preparations were
made for the pile driving operations. Stiff leg derricks
were used with leads that could handle pipe.lengths up to
40 and 50 ft. These standing leads rested on sills and
were held in position by guy lines; the leads were easily
moved after the driving of each pile. The length of the
boom and the height at which the derrick was set deter-
mined the area that the leads could reach and drive piles.

It became necessary to shift these derricks to new locations
to drive additional piles.

Crane rigs, equipped with leads, that could be moved
about under the rigs own power were also used and could
handle pipe lengths up to 40 ft.

Photograph No. 93 shows the two types of rigs used.

The Warrington-Vulcan No. 1 single acting hammers were
used. The weight of the ram was 5000 lbs. and had a drop of
3 feet, the speed of the hammer was 60 blows per minute. The
best results in driving piles were obtained by keeping the
speed of the hammers between 55 and 60 blows per minute. If
the speed dropped below 50 blows per minute there was a
noticeable drop in the penetration of the pile, which affects
the load bearing value of the pile.

A complete record was kept of each pile driven and re-

corded as follows:

Last No.
Pier Pile Date Blows Insp. (Pile length) Date Insp.
No. No. Driven Per 3" by 12" 16" Concreted by

 

 

16

A convenient method of noting the penetration of a
pile was to mark 3 in. spaces on the leads and a mark on
the pile, then count the blows for each 3 in. of penetration
as the pile was nearing the safe bearing vale. This re-
quired 9 to 10 blows per 3 in. penetration for 36 ton bear-
ing value.

Before concreting the piles were inspected to see that
they were dry and in a satisfactory condition. Any water or
mud that seeped into the pile was pumped out before con-
creting.

The points and sleeves were made to fit snug in order
to remain water tight. The piles were always concreted as
soon as possible, so as not to stand over night,as the water
pressure would cause leaks when left without concreting in
many cases. Transit mix concrete was used thereby eliminating
the need of a concrete plant at the site. This method proved
very satisfactory.

In the driving of the 12 and 16 in. piles, it was a
question as to which pile would be best suited to use for
that location. The northern portion of the site showed a
«deeper penetration than the eastern and southern portions.
.A 16 in. pile was tried out first in the isolated piers,
and as long as the piles were over 40 ft in length, 16 in.
pilesvere used. It was noticed that the first few in a
pier would reach a depth of 60 to 80 ft then as additional
piles were driven about 40 ft was sufficient. Then 12 in.

piles were driven and the same result was obtained as ad-

ditional ones were driven.

 

17

It seemed that the first few piles driven compressed
the soil after reaching a good depth so that the addition-
al ones driven in that pier could be shorter. Adjacent piles
showed entirely different results in the hammer resistance
(blows per 3 in.).

For the first few piles driven in a pier, the soil did
not offer much resistance in the various strata. Then as
more piles were driven, particularly in piers on the northern
portions of the site, the soil was compressed in the top
stratas of 15 to 30 ft below cut-off and it required ex-
tra hard driving to penetrate these stratas, requiring from
50 to 100 or more blows to a foot and then decreasing in
some cases to 5, 6, 7 blows per 3 in. penetration.

The first group driving of piles was in pier 244 and
245. A safe bearing penetration was reached for some piles
at lengths of 25 to 35 ft, then by a little over driving of
these piles they would break through the strata and the pene-
tration would be more than a safe bearing value. When all
the piles had been driven in these piers, the piles that
'were less than 25 to 35 ft long were re-driven. In some cases
the pile started off at more than the safe load penetration
at the first hammer blow, while other piles required over
driving to start the pile and penetrate to another strata of
safe bearing value.

It seemed that for the short piles, a bulb resistance
‘was built up and while the pile rested, this bearing value
would.disapear due to the voids in the soil and the water.

It was necessary to get a good depth for the first piles

 

18
driven in a pier and over drive the others to a good depth
to compress the soil; so that the last piles driven rest-
ed on the compressed_soil between the long piles, and the
whole group acted as a unit.

A 45 degree point was used on the end of the piles
and where there was hard driving, a 60 degree point was
tried out on short piles and driven to refusal. Some addi-
tional depth was obtained by using a 60 degree point but not
enough to warrant their use.

Pier 238

Test pile No. 44 in pier 238 was driven to a depth of
103 ft, the penetration log page T-3 and T-4 shows the
blows per foot for each foot of this pile and at a depth
of 76 ft reached a safe bearing value of 36 tons according
to the hammer resistance.

Page 20 is a pile record of pier 238 and shows the
order in which the piles were driven.

Piles in piers 244 and 232 were driven previous to the
piles in piers 238 and 239.

Sk-3 is a plan of pier 238, showing the pile number,
order driven and the lengths of the pile.

The driving of piles in this pier compressed the soil
to the extent indicated by the lengths shown in the pile
record.

Piles 33, 42, 51, 15 and 6, were over-driven to obtain
the lengths as given for these piles, the remainder of the
jpiles driven in this pier were driven between already driven

piles, with the results as shown by the short piles.

 

 

rill; . l .. 1'. i m~

19

After standing more than two weeks, it was decided to
re-drive the piles No. 6, 8, 22, 31, 40 and 49 and to note
the additional penetration. In each case it required con-
siderable over-driving to obtain the additional penetration.
The additional lengths of these piles and the penetrations
were as follows:

Pier 238

Final blows Pile Additional No. Blows hinimum Maximum
per 3" before No. lengths per 3" at No. blows No. blows

 

re-driving start of per 3" per 3”
re-driving

125 8 12'8" 74 60 250

70 6 30‘7" l4 16 250

300 40 1‘3" 40 40 140
refusal 31 - 8'6" l6 16 200
300 22 6'9" 80 80 140
refusal 49 35'1" 30 12 72

The first column indicates the final blows before re-
driving and the fourth column indicates the number of
blows at start of re-driving and shows that this bulb re-
sistance is reduced as the piles stand.

According to these results the re-driving of short
piles did not indicate that much was gained by the addi-
tional lengths of the short piles, if a good penetration
was obtained by the first piles that were driven in a pier.

Pile R0. 30, 12'-2" long was tested with a 60 ton load

and showed a settlement of 1/8 in.

 

 

11"“ .r

YORK, N.Y., 3T. Ha. (Kai) 20

FCUHDATICN WORK #1

Order

'Driven No. Driven per 3" ted by

{Gm-JOUQUMH

Pile

50
41
32
23
14
5
53
47
38
35
29
26
20
17
11
8
2
52
43
34
25
16
7
48
46
37
54
28
19
10
1
45
36
27
18
9
24
33
42
bl
l5
6
39
30'
21
12
3

PILS RSOCRD

Date

1933
4-3
n
.9
4-4
»
n

n
n
n
U
H
I)
N
3:

4-6
N
n
u
u
n

238

last
1T0 .

blows

25
Refusal
80
16
200
175
12
11
14
10
22
ll
20
60
65
125
120
35
7O
Refusal
250
Refusal
N

35
14
10
12
33
120
200
500
18;
12
20

7O
Refusal
600
400
1000
Refusal

Inspec-

JTD

N
10

JTD-AN
AN

JTD-AN

. T

AN-JTD
JTD
JTD-AN
n

N

KY

1.

Afl-JTD

JTD-AN

 

Pile length

12"

55'0"
14'11"
21'3"
56'2"
45'7"
25'1"

55'10"l

81'9"
101'9"

102'5"

37'11"
19'1"
13'8"
60'10"
33'6"
18'10"
16'4"
16'8"
13'5"
28'4"
106'2"
104'10“
109'?"
40911"
20'6"
23'3"
14 '6"
63'1"
86'10"
58'11"
55'5"
93'7"”
59'6"
50'9"
l4 '6"
11'7"
57'11“
20'9"
12'4"
12'2"
12'8"
ll'll"
13‘3"

16"

41'0"
58'7"

52'9"
39'9"

(Continued on
sheet No.

2)

 

 

- illi.‘

 

 

KEY YCRK,'N.Y., CT.

n:
m
A
ii
» 4
H

FC UIT- DAT I CN TIC RK

 

 

 

 

20
PILE RECORD #2
_;§R EC. 238
-2-
Last
Ho .
Order Pile .Date blows Inspec- Pile length
Driven Ho. Driven per 3" ted by 12" 16"
1933
48 49 4-10 Refusal AN ll'lO"
49 40 " 300 " 11'7"
50 31 " Refusal " 9'9"
51 22 " 300 " 12'9"
52 13 " Refusal " 10'9"
55 4 n u n 1592"
Total footage 1943'1" 192'1"
Average length 40' 48'
1932
44 9-28 16 HRE 106'11" (Pile No. 44

is a test pile;
footage not
included in
total above).

Skb3, Plan of Pier-238, giving the pile number, order
they were driven and the lengths for the piles.

21

Piers 212 and 213

In piers 212 and 213 the pile driving was started at
the column center, driving toward the center between the
columns. The short piles shown in the schedule on print
Sk-4 were the last piles driven in these piers and were
driven to refusal. The long piles in the same schedule were
adjacent to the short piles on each side and are shown by
the part plan of these piers.

0n print Sk-4 is a report of soil borings between piles
(15 and 18),(16 and 17) which were made by sinking a small
pipe into the soil by using a weight of 280 pounds with a
hammer drop of 2 ft. It shows the blows per foot for a
depth of 30 ft, the extent the soil had been compressed by
the driving of the short piles, and the extent the soil had
been compressed below the short piles adjacent to the longer
'piles.

In driving the 12 and 16 in. piles in the pile clusters,
various methods were tried out to see which would provide
the better penetration. The driving of piles in alternate
rows first allowed these piles to obtain a good penetration
and these piles compressed the soil to such an extent that
in driving between the long piles, a short penetration was
obtained for the last piles driven.

It was found that the best results were obtained in the
pile clusters by driving the first piles under the column
centers, then working towards the outside of the pile clus-
ters.

In the tower sections of the foundation pile driving was

 

 

 

22

started under the column centers, the meeting points were
half way between column centers, with the result that in

each case the long piles were under the column centers and
the short piles occured at points midway between column
centers. There are about 2000 piles in the tower founda-
tions. During the driving of these piles there were no signs
of any upheaval of the soil between the piles or any indica-
tions at the surface showing a displacement. This indicated
the soil contained a high percentage of voids and had a high
water content.

The driving of piles in piers of the northern portion
of the site showed various stratas of soil of varying
densities. The soil was easily compressed and resulted in
a wide range of pile lengths in the same pier; particularly
the isolated pier 90, and piers where there were many piles
in a group.

The soil of the eastern and southern portion of the site
was of a uniform density. The piles in penetrating this
soil reached the required bearing value gradually. The lengths
did not vary greatly from the average length for a pier.

Page P-15 shows the average lengths for the 12 in. and
16 in. diameter pipe piles in piers at various locations on
the site.

Page P-16 is a record of load tests on piles picked
at random to be tested, as required by the specifications
(paragraph 109). A platform was made to fit the top of the
pile and cast iron weights about 12" x 12" x 4' weighing
2000 lbs. each were used.

 

 

r

23

The following is a list of some piers and a complete

pile record of the piles in these piers.

Page

P-1
P-2.
P-3
P-4
P-5

Piers

19
4O
41
60
85

Page

P-6
P-7
P-8
P-9
P-lO

Piers

88

9O
lOOA-lOOB
117

124

The following is a list of piles of which a penetration

log was taken and the first pile driven in that pier.

nge

P-ll-12
P-ll-12
P-11-12
P-ll-12
P-ll-l2
P-l3-l4
P-13

. 2.15-14
P-l3-14
P-13-l4

Pier No.

19
41
60
88
100B
117
124
200
220
224

Pile No.

 

24
CONCLUSIC;

By the driving of piles in piers 93 and 94 the soil
was easily displaced therefore the piles reached a depth of
65 to 94 ft for a safe bearing value. The soil consisted
.of sand in a loose formation, saturated with water. On
account of the voids and water the sand was in suSpension
and easily displaced.

While the straight pile was being driven and in motion
it was possible to penetrate the soil to a considerable depth,
then as the pile stood the sand and water settled around the
pile, thereby developing additional bearing value above the
value indicated by the hammer resistance.

The piles supporting the tower section are 3 ft on cen-
ters (2000 of,them) covering an area of 130 by 130 ft. The
soil displaced by the driving of the piles was absorbed and
compressed between the piles without showing any displacement
of the soil at the surface. This condition of the soil in-
dicated the large amount of voids and water contained there-
in.

The soil in general offered little resistance to the
first piles driven in a cluster or group for a depth of 30
to 40 ft, beyond this depth the soil varied at different
locations of the site. SK-5 Graph showing penetration of
piles and (pages P-11 and P-13),penetration logs of piles
show this condition with reference to the straight piles.

Loads tests on straight piles driven to a depth of 30
ft.showed a settlement under the required test loads.

Straight piles driven to less than the required bearing

 

25

value, and to a depth of 60 ft showed under the test load a
safe bearing value.

The tapered piles had a small penetration in this soil.
The piles built up a bearing value along the sides of the
piles referred to as skin friction bearing. The piles de-
ve10ped the required bearing value in the first 20 to 25 ft
of soil.

The nature of the soil and the possibility of future
subway or sewer construction work adjacent to the site made
it necessary to consider a foundation that would not be
affected by adjoining excavation or construction work, It
was considered that the combination of the 12 and 16 inch
pipe piles were best suited to meet the conditions affect-
ing the site.

The 12 in. and 16 in. piles penetrated the soil and
placed the bearing of the pile foundation at a safe depth
below anticipated construction work adjacent to the site.

Pipe lengths of 30 to 50 ft long reduced the number of
splices and also eliminated kinked piles.

Pages P-l to P-10 inclusive provide a complete record
of the 12. and 16 inch piles in some of the piers at dif-
ferent locations of the site. These piers indicate the
average conditions of the piles for the piers in these loca-
tions.

Page P-l5 shows the average lengths of the piles in some

 

26
of the piers at various locations of the site. The lengths
of these piles indicate the average lengths for the piers
in these locations.

The piles in the isolated piers were capped by concrete
(reinforced) to distribute the column load over the full
area of the pile cluster. The concrete caps are shown on
photographs No. 87, 91 and 95.

Drawing No. 400 Foundation Plan shows part of the tower
section supported by three concrete mats. The outside mats
contain two plate girders. The concrete mats are 9 ft
thick reinforced with steel bars tOp and bottom so as to
distribute the column loads over the pile foundation.
Photographs No. 99 and 104 show the top reinforcing steel
of the mats.

At the completion of the foundation work it was considered
that the combination of the 12 and 16 inch pipe piles met all
the conditions of the site and penetrated the soil to a safe
depth that provided a safe foundation for the structure

designed for the site.

 

 

.l YCRK, 3:. Y., CT. 2:3. 03:.)
27

113T ZCVBR Y3 THE DATA CN TEST F1133

 

Page T.
Table of bearing values in pounds for piles and
formulae noted on sane page.

Page T-l, T-2.

Piers 93, 94: Load tests of some piles in piers
93 and 94, that were not driven to a safe bearing
of 72000 lbs. and were badly kinked. Tested
under 30 - 60 - 100 ton load.

Page T-3, T-4.

Piers 47, 93. 96 and 238:
Record of l - 18", 5 - 12” dia. pipe piles.
2 piles were driven to a depth of 31' and to less
than the safe bearing of 72000#. See load test
page T-15.

Page T-5.
Pier 245: Record of 12" - 16" - 18" dia. pipe
piles.

Page T-6.

Pier 83: Record of 2 - 16" dia. pipe piles.
One 16" pile driven to 30' and to less than a
safe bearing value. See load test, page T-l4.
Record of a Standard Raymond Pile.
Table of gauges for shells and wire for
different Standard Raymond-Pile shells.

Page T-7.

Piers 208. 214:
Record of l - pre-cast concrete pile.
Record of l - 16" dia. pipe pile.
Record of 2 - Standard Raymond Piles.

Page T-8.

Pier 249:
Record of 2 - Standard Raymond Iiles.
Record of 1 - pre-cast concrete pile.
Record of 2 - 16" and 1 - 18" dia. pipe pile.
One 16" pile driven to less than a safe bearing
value. See load test, page T-lé.

Page T-9.
Piers 225. 231:
Record of 3 - Standard Raymond Piles.
Record of 2 - pre-cast concrete piles.
Record of l - 16" and l - 18" dia. pipe pile.
Totes covering some of the conditions of these piles.

Page T-lO.

Pier 225:
Record of 2 - Standard Raymond liles.
Notes regarding piles and conditions.

 

1:3 YCPK, 1?. Y., 3?. His. (:1..,

LIST CC‘TSRILG TEE DATA C‘.’ T3327 PII‘CS
-2-

 

Page T-ll.

Piers 224, 230:
Record of l - Step-tapered, Raymond Pile.
Record of 12" - 18" dia. pipe pile.

Page T-l2.

Pier 87:
Record of 12" — 16" - 18" dia. pipe piles.
necord of 5 - step-tapered, naymond Piles.

Page T-is.
Average length for the different test piles

driven, 6 - 12", 6 — l6", 6 - 18" dia. pipe piles.

4 - pre-cast concrete piles.
10 - Standard Raymond Piles.
4 - Step-tapered, Raymond Piles.

Page T-l4.

Piers 83, 208, 249:
Load tests on 2 - Standard daymond Piles.
Load tests on 2 - pre-cast concrete piles.
load tests on 3 - 16" dia. pipe piles.
2 - 16" pipe piles were driven to less than
safe bearing value.

Page T-l5.

Piers 96. 230, 238, 245:
Load test on 1 - Step-tapered, Raymond Pile.
Load test on 2 - 12” dia. pipe piles.
Load test on 1 - 16" dia. pipe pile. .
2 - 12" pipe piles were driven to less than
safe bearing value.

 

13.3... YORK, N. Y., c . HS. (HEJ)
29

PHOTOGRAPHS TAKEN DURING THE PROGiWSS

OF THE FCUNDATION HORK

#2 View taken at start of foundation contract.

#10 View showing steel girders resting on grillage beams,
encased in concrete.

#38 Later view taken at #10, showing wood piles that
supported grilnge beams; Northwestern portion
of site.

#26-35-37-40 View of Eastern portion of site, showing
heavy concrete vaults. heavy foundations, and
grillage beams that were removed.

#68 Concrete Test Piles that were pulled out after
being driven. .

#70 View taken at the time the contract was being
revised to use 12" and 16" piles.

#74 View showing pile driving operations, two stiff
leg derricks with standing leads-and three
crane rigs with attached leads.

#87 View shows the top of piles covered with steel
points until ready to be concreted; also shows

concrete pier caps.
#91 View shows piles concreted and concrete pier caps.

#93 View shows a crane rig and a derrick with standing
lead in fore ground.

#95 View of the piles in the tower mat section.

#99-104 View showing the reinforcing bars in the tower
mat section. There are reinforcing bars in the
top and bottom of the 9'0" deep concrete mat
sections. Transit mix concrete and batch mix
was used for the footings.

#105 View was taken at the completion of the foundation
contract.

Rote- #17 and #84 are views taken during the
super-structure contract.

 

1:13;; YORK, N. Y., or. HS. (133:1)

- u.
’2‘.
q-v

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

P - ELELJL__ ( ,
W = 5000# ) _
H : 3 ft. ) Vulcan Hammer #1
S = Penetration in inches per blow
P = Bearing in pounds
Number of blows Bearing
Penetration Per Per 3 Per in
Per blow inch inches foot Pound;
1" 1.0” 1 3.0 12 27,000
7”
5' .875" 1.14 3.4 14 31.000
3"
3’ .750" 1.33 4.0 16 35.000
5"
5' .625" 1.6 4.8 19 41,000
9n
13' .562" 1.78 5.3 21 45.000
17" -
'35 .531" 1.88 5.6 23 48.000
1"
‘5 .500" 2.0 6.0 24 50,000
1.5." ..
32 .468 2.14 6.4 26 53,000
7"
16' .437" 2.3 6.9 28 56,000
.13" ..
32 .406 2.46 7.4 30 59,000
3"
g‘ .375" 2.67 8.0 32 63.000
.11."
32 0343" 2092 808 35 68.000
5”
'TE .312" 3.2 9.6 38 73.000
9"
'35 .281" 3.56 10.7 43 79,000
1"
Z’ .250" 4.0 12.0 48 86.000
7"
'35' .218" 4.6 14.0 55 94,000
5!!
'TE .187" 5.35 16.0 64 105,000
5"
35' .156" 6.42 19.0 77 117,000
1" l u
.5 . 25 8.0 24.0 96 133.000

 

 

 

 

 

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FEJ YORK, N.Y. CT. H3. (NEW)

PEEJTRATICL ice or 133: P1133 DRIVE: ,-.
IN P1323 Nos. 47, 93,,96, 122 23s. a

 

 

Pier 47 Pier 93 Pier 93 Pier 96 Pier 23s Pier 23s 1
Foot Pile 10 Pile 1 Pile lo Pile 21 Pile 26 Pile 44 ,1»
Driven 12" 18" 12 " 12" 12" __L2" Remar‘ég '7 J
- - - Blows per foot - - - k r
l 2 o 3 2 o l ' -
2 2 5 s 4 o 1 t
3 2 15 9 5 2 2 h
4 2 2o 12 8 3 2
5 2 25 12 9 4 3
6 2 27 14 10 6 3
7 3 2s l4 l2 6 4
8 3 29 14 13 7 4
9 5 30 15 13 9 5
10 6 34 16 12 9 8
11 6 33 17 10 10 9
12 8 34 15 12 9 s
13 8 37 14 12 10 9
1% 8 34 14 14 ll 9
1? 9 36 17 13 10 9
16 10 46 22 13 11 9
}7 11 65 22 13 11 a
i“ 12 23 13 13 7
19 13 25 13 14 8
2° 12 25 14 15 9
21 1? 24 15 15 11
E2 16 23 13 15 12
:3 13 24 13 16 .3
24 19 26 13 16 14
3? 1? 32 13 17 16
~° 12 32 14 17 16
27 J2 31 14 17 17
93 15 34 17 15 18
29 14 34 19 15 18
30 15 32 21 15 20
31 18 32 19 17 20
32 22 32 17 22
3 30 31 24
39 38 21 24
39 37 19 25
é? 35 2o 25
on 35 22 23
3? 37 22 82
“U 40 22 23
41 43 21 26
42 46 22 28
43 4o 24 2s
44 40 27 , 26
45 34 27 25
46 35 30 22
47 30 27 22
48 31 24 24
f3 54 25 26
a 35 on
bl 34 E}; In-..1..2___--_s\ 35

 

 

gnu YORK, N.Y. O . TS. (NEH)
PENETRATION LOG 03 TEST PILES DRIVEN
IN PIERS N08. 47. 93. 96. AND 238.

 

Pier 47 Pier 93 Pier 238
Foot Pile 10 Pile 10 Pile 44

 

Driven 12" 12" 12"
- - - Blows per foot - - -

53 38 29 25
54 48 3o 26
55 58 31 25
56 68 31 25
57 61 33 22
58 6O 35 22
59 62 34 24
60 83 _ 34 25
61 100 37 32
62 45 34
65 51 3o
64 59 24
69 59 25
66 59 26
67 24
58 25
59 26
7° 27
71 2s
73 33
73 32
74 35
75 35
77 4o
78 4o
79 4o
80 46
81 45
82 43
83 40
84: ' 33
L-i) 38
86 30
87 30
88 51
89 52
90 31
91 33
92 31
93 33
94 35
95 35
96 '39
97 41
98 44
99 49
100 53
101 60
102 61

103 62

 

N31 YOhK, N.Y. or. H3. (N32)
PENETRATION LOG OF TEST PILES DRIVE:

1H PIER KO. 245.

 

 

Foot Pile #17 Pile #24 Pile #29
Driven 16" Pi e 12" 18" gggégég
“““’ "I§§§elg Steel Pipe Steel Pipe
' - Blows per foot -
1 O O 0 Piles driven with
2 4 2 5 #1 Vulcan hammer
3 5 2 7 from swinging
4 6 4 7 leads.
5 7 4 8
6 7 5 9 58 blows to the
7 8 4 10 foot indicates
8 10 4 12 36 tons bearing
9 9 4 13 capacity.
10 9 5 13
ll 10 5 12 Order in which
12 10 6 l3 piles were driven
13 11 6 13 #17, #29. #24.
14 11 6 14
15 12 6 15
16 12 6 16
17 11 7 16
18 13 8 19
19 14 9 24
2O 16 12 2;
21 19 13 36
22 20 14 53
23 24 16 33
29 26 17 31
25 28 18 47
26 3O 18
27 33 20
28 Q& 2
29 39 24
3O 42 24
31 25
32 23
3 26
34 2b
3‘ 29
36 30
3 30
3E 33
39 22
40 SW
41 29
£2 29
43 29
42‘; 28
45 31
46 38
47 47
48 54
49

 

T-6
KEV YORK, N.Y. CT. HS. (33$)
PENETRATION LOG OF TEST PILSS DRIVE;

IN PIEd NO. 83.

 

 

 

Foot Pile #2 rile $4 tile #7
Driven 16" Raymond 15" ggggggg
Steel Pipe concrete Steel Pipe
"A"
- - - Blows per foot - - -
I 0 1 0 Pile #7 - not
2 2 l 5 concreted.
3 5 2 9
4 10 3 10 Pile #4 - tested
5 13 4 13 with GOT load
6 12 10 14 showed permanent
7 15 13 15 set of 17/32".
8 l7 17 14
9 15 25 12 Pile #7 driven 30'
10 18 29 14 tested with 46T
ll 18 25 12 load showed set ;
12 22 26 13 of 1-3/8". “
13 20 36 15 .
14 19 42 17 Piles driven with
15 19 61 15 Raymond rig.
16 18 72 16
17 24 13 Order in which
18 26 13 piles were driven:
19 26 13 #4! #2» 1117'
20 28 13
21 3O 13
22 26 14
23 24 15
24 23 16
23 23 16
26 24 17
27 26 17
28 26 - id
29 27 19
30 27 33
31 25
3% 3: RAYMOND CONCRETE PILJ-SEELLfiL
3? 24 Bottom TOp
38 25 Section section Section Section dection
36 25 Type 1 2 3 4 5 3
g; 33 A 1/16 0/16 00/16 00/16 0/18
39 99 B 1/18 0/18 0/16 0/18 0/16
40 31 0 1/20 1/22 1/24 1/24 1/24
41 31 JD 3/22 3/24 3/24 3/24 1/24
42 3O _ . c
43 30 _1_- gauge of Wire h
44 52 6 = gauge of shell
45 34

46 41

 

 

 

T-V
rev YORK, r.*. 3T. 63. (13v)

PEFETRATICN LOG CF TEST PIIWS DRIVEN
Il‘f PIJSRS IICS. 208 1‘1er 214.

Pile #18 Pile #26 Pile #1 Pile #20
Pier #208 Pier #208 Pier #214 Pier $214
Foot Pre-cast Raymond 16" Pipe Raymond
Driven Concrete £16 gauge ilbpgguge Remarks
_— £5 "A u

- - - Blows per foot - - - .
Pile #18 - steel

 

1 0 O O
2 0 2 0 follower was used
3 4 2 0 between the hammer
4 9 5 l and concrete pile;
5 8 8 1 also a wood cuShion
6 8 10 1 between follower
7 12 10 2 and pile.
8 16 14 3
9 18 13 4 flood cushion
10 19 16 7 protected concrete
ll 19 15 ll pile from damage 1
12 19 22 15 11 during driving. »
13 20 26 19 16
14 2O 32 22 23 Piles were driven
15 19 37 23 23 with Raymond rig.
16 21 43 24 25
17 21 46 22 32 Order in which
18 28 50 19 37 piles were driven:
19 32 55 19 46 #20, #26. #1. #16.
2O 38 18
21 46 18
22 51 16
23 58 16
24 101 9" 47 15
23 17
26 16
27 17
28 15
29 17
3O 16
31 17
32 16
33 17-
34 17
35 18
36 19 1
37 24
38 29
39 30
40 30
41 31
42 36
43 3‘7

   

Foot

Driven

HHHI—‘HHHHHH
tOOJQOtth-Olmr-‘Otom-valbuto"

NNMNN
honor-*0

N
01

WUUNKONN
MHOOQQO‘

T-B

IE1; YOkiK. NOYO CT. HS. (11133:)

PENETRATION LOG or TsST PILES DRIVEN-
IN PIER NO. 249
Pile #45Pile #31 Pile #33 Pile #43 Pile #32 Pile #44

 

 

Raymond Raymond 16" 18" 16" Pre-cast
Concrete Concrete Steel Steel Steel Concrete
"C" "B" Pipe Pipe Pipe £2
- - - Blows per foot - - -

O 0 0 O 0 O
0 0 6 10 11 8
1 - - 7 14 11 7
2 - 7 13 10 7
4 - 8 11 9 8
6 - 19 12 9 9
8 - ll 14 10 10
10 - 10 13' 10 10
10 - 11 14 11 11
12 - l3 15 10 13
14 15 12 16 11 ‘ 14
16 16 14 15 ll 16
19 19 15 16 11 17
23 23 l6 15 12 1
25 26 19 17 11 2O
27 30 19 16 12 21
31 33 2O 18 13 23
37 38 20 18 14 26
40 44 22 18 16 29
43 52 24 25 15 32
44 60 26 35 17 35
46 26 32 18 39
48 29 31 19 47
51 31 33 21 51

56 29 32 22
59 29 33 22

30 32 21
28 31 21
28 31 22
3O 29 22
32 33 34
32 34 24
33 35

31 37

3O 42

29 For 7" 26

29

30

33

37

4O

45

47

49

Remarks

Piles driven
in order as
listed on
sheet with
Raymond rig.

Pile #44 -
steel follow-
er was used
between hammer
and concrete
pile; also a
wood cushion
between follow-
er and pile.

Wood cushion
protected
concrete pile
from damage
during driving.

Piles driven
with Raymond
rig.

Pile #32
driven to
depth of 32’
is to be
tested under
load.

 

 

 

IN PIERS h 3. 225 and 231.
Pier i225 Pier #231 ._
Pile Pile Pile Pile Pile Pile Pile
#37 #38 #43 #5 #6 -%7 #18
Ray- Ray- Ray- 18" 16" Pre- Pre-
Foot mond mond mond Pip§,§ip§ Cast Cast
Driven "C" "B" "3" Con- Con-
' crete crete
_i§__._i§L_.
- - - Blows per foot - - -
1 0 - O - 0 ' O
2 4 - 2 - 2 4
3 5 - 12 - 7 5
4 5 - 12 11 7 5
5 6 - ll 10 6 4
6 - ~ 9 8 7 5
7 - - 11 9 9 7
8 11 8 13 12 10 11
9 11 8 l5 13 11 ll
10 16 8 15 13 2 13
11 16 9 13 15 12 17
12 20 12 19 16 14 18
13 25 12 22 16 18' 20
14 3O - 22 27 18 22 22
15 29 - 32 27 21 23 27
16 22 24 32 23 35 27 32
17 30 23 34 29 36 27 33
18 39 28 34 33 28 29 33
19 41 29 39 36 29 30 39
20 54 35 52 33 28 42 39
21(Eor 9") 42 44 4O 27 4O
48 3‘
22 54 53 4O - 4O
23 (For 8%") 53 43 33
39
24 ' 42 36
25 44 34
26 32
27 Pile #6 - It was con- 31
28 sidered the seam in 28
29 the pipe opened up in 26
30 driving and allowed 27
31 the fine sand and 29
32 water to enter the 27
33 pipe. 30
34 Piles Nos. 37,38 and 4s 39
39 It was hard to tell 3°
39 how the fine sand and 40
37 water entered these 42
38 piles, - whether by 42
23 the Joints or due to 47

Itwas considered that Piles Nos. 6.37.38 and 48, are no good.

EEJ YORK, N.Y. CT.

PENjTRATIOH LOG CF

 

ThST FILES DRIVEN

 

 

 

gravel puncturing the
shell.

T-9

Remarks

     

Pile #37 - Inspected
Nov. 25,1932. Pile
was full of water
and about_5'0" of
sediment.

Pile ~3 - Full of
water - about 7'6"
of sediment.

Pile #48 - hedriven
hov. 23, 1932 with
Gauge "A". Eu11.of
water, and about
5'6" of sediment.

Pile £6 - Out of
plumb 6" to 8" S.
Kinked to N. Full of
water; leaking badly.
About 20'0" of
sediment.

Pile £7 - Developed

horizontal crack at
19’6" mark during
driving.

Noteis Steel
used between
and concrete
#7 and #18.
cushion used on these
piles. Top of pile
crushed by hammer
blows and crushed
concrete acted as
cushion.

follower
hammer
piles

No wood

Piles driven with
Raymond rig.

T-lo
1:13;- YCRK, 1:.Y. CT. HS. (113;)

PENETRATICF LOG OF TEST FILES DRIVQE

IN PIE}: ITO. 225.

 

Foot Pile #26 Pile #28
Driven Ray. "A" Ray. "a" Remarks
- - - Blows per foot - - -

1 2 O

2 7 8

3 6 8

4 4 5

5 7 8 On account of the lighter

6 10 11 gauge shells being torn or

7 12 12 punctured and filling with

8 12 13 sand and water, it was de-

9 13 13 cided to drive two additional
10 17 17 Raymond piles. using type "a”
ll 16 21 shell of heavier gauge in
12 22 31 pier 225.

13 26 45

14 28 44 Pile £28 was driven and had
15 31 39 a bad leak and filled with

16 33 38 sand and water; was redriven,
17 4O 42 using extra shells, was out
18 40 Per 6"26 of plumb. and small amount of
19 44 sand and water came in; was
20 For 6" 25 pumped out and concreted.

Pile £26 was driven with

two bottom sections. Pile
turned out to be satisfactory
and was concreted.

Pie;_23l:

The two concrete piles in
Pier 231 were pulled out. One
showed no effects from the
driving; the other was fractur-
ed and bent from coming in con-
tact with bowlder or obstruct-
ions (see photograph of piles);
cracks and bent section at butt
was done in pulling the piles.

 

T-ll
NJH YORK, E. . 3?. H3. (35”)

ENETRhTIOT LOG 0“ TEST PIIES LRIVJK
IN PIERS N03. 224 AND 230.
Pier 230

Pier 224 Pier 230 Pile #1
Foot Pile #34 Pile #8 Raymond

 

Driven 18" 12" Step-tapered Remarks
- - - hlows per foot - - -
l 0 O 0 These three piles
2 - 4 0 turned out
3 7 - - satisfactorily.
4 8 - 6
5 10 7 8 Test load is to be
6 13 - 8 11 put on Pile #1,
7 15 - 12 Raymond step-
8 17 ll 12 tapered. ;
9 2O 12 18
10 20 12 21
11 2O 12 22 1
12 20 ll 2
13 21 11 20
14 23 11 2;
15 24 14 22
16 24 14 -2
17 31 15 C
18 32 17 24
19 31 21 ‘2
20 30 21 27
21 46 21 27
22 4O 18 26
23 39 18 24
24 46 18 25
2“ 17 29
26 18 32
27 17 32
28 17 32
29 17 34
3O 18 3b
31 18 36
32 lb 39
33 18 43
34 20 48
3o 21
36 23
37 26
38 29 \
39 --
4O 35
41 36
42 36 ,
43 33
44 35
45 34
46 --
47 44
48 41
9 For 9" 29

 

T-12
I39 YCnh, r.Y. 3T. H5. (331)
Phrsranrle; 103 cs 933T P1133 DRIVJK

I1} P11311110. 87.

Foot Pile #11 Pile ¥12 Pile #6 Pile #15 Pile #16 Pile J7 Remarks
Driven .189”. R.S.T. R.S.T. R.S.T. 16" 12"

- - Blows per foot - - -

  
 
  
  
 
 
 
 
 
 
 
 
 
 
 
  
  

 

l O O 0 O O 0 Pile f6:
2 0 0 0 0 0 - Head block
5 - 2 - 0 - 3 Changed se-
4 b 4 7 7 10‘ 6 tween 28th.
5 10 6 7 9 16 7 and 29th
8 9 8 9 11 26 9
9 10 11 8 12 28 9 File “7;
10 ll 9 9 12 31 10 ':“"L"
11 11 9 10 13 3 9 Pplice at
12 ll 11 9 13 32 10 “Sr“ f°°t°
13 11 14 11 16 37 lo 1. 1 9. g
l4 13 13 12 17 40 12 ‘11? rl~~ 1
15 l6 14 12 19 42 13 Stood open ‘
16 21 15 14 16 4O '3 over night.
17 23 19 4 17 40 14 had small ‘
18 24 19 13 16 35 14 amount of
19 26 16 15 15 36 14 water and
20 25 18 la 18 35 13 mud in the
21 -- 19 15 19 —- 13 bottom from
22 53 21 JL 2O 34 13 standing.
2 49 2‘1: 17 21 32 13 [111 Of these
24 51 27 20 2O 32 13 piles were
25 2b 20 25 32 13 satisfactory
26 27 22 26 32 13 and were
27 26 23 3O 3O 13 concréted.
28 30 30 33 3O 13
29 34 5 32 3O 12
3C 36 55 38 31 12
31 43 72 ‘45 30 12
32 For 7"28 53 31 12
33 65 33 13
34 33 14
35 33 14
36 34 13
37 4O 12
38 42 12
39 44 12
40 4b 15
41 16
42 19
43 22
i: (R.S.T. = Raymond Step Tapered) g:
46 4o
47 47

T-13
133124 YORK, 3*.1'. or. HS. (1:13:24)

AVERAGE LEKGmH3 FOR THE DIFF3RENT TYPES
CF TEST FILES DRIVSN

Raymond

step-
12" 16" 18" Pre-cast Raymond tapered
38 blows 38 blows 45 blows 48 blows 48 blows 48 blows

per foot per foot ger foot per foot per foot per foot

  
 
   
 
   

62 ft. 28 ft. 25 ft. 22 ft. 15 ft. 34 ft.-
76 44 16 23 19 32
4o 46 35 21 18 30
46 40 25 21 23 3
46- 36 24 4} 67 20 41123
46 37 24 21 ft. 22 32 ft.
61516 62231 61142 20 z i
53 ft. 38 ft. 25 ft. 22 r
16 l
.__22___
101122;...
19.7 ft.

 

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:31 YORK, I~T.Y., 31‘. H3. (11.1 :1)
P-l
EC UI‘DAT I C I? C l {K
PILj RJJCdD.
PIflR NC. 19.
Last
no. Date
Pile Date blows Inspec- Pile length con- Inspec-
No. Driven per 3“ ted b1 12" 16" creted ted 91
1933 1933
1 2-24 17 £33 50'10" 2-28 533
2 II 1C3 J‘s.“ 49 .0 IO " N
3 " l5 " 52'1" w n
4 N 12 33* 51'3" n n
5 N 21 JSA 44's" n u
6 " 15 23 51'0" u n
'7 " 153 " 62 ' '7 " u n
8 " 1 5 " 4 7 ' O " u n
9 H l 9 M 4 3 ' 8 H H "
10 ” 15 " 51'10" u n
11 " 14 " 51'4" u u
12 " 11 " 51'10” u u
13 " 14 " 59 ' 7 " u u
14 " 15 " 54'0" u n
15 " 10 " 49'6" :. n
16 " 17 " 49'10" It a
Total footage 568’10" 256'2n
average 51'3"

51'9"

u'v-d hi”- wwwd-

ri": .. 1 .p‘A

...

h-F In: MAUMHW‘ gum Am“
. .. .o..1-11 1. 1‘ pr; - n x

i

’

1
1

 

’IlIN‘

YE? YORK, N.Y}, CT.

#11
U)
.

(N‘E‘t’)

 

 

 

 

P-B
FOUNDATION WCRK
FILE RESORD
PIER NO. 40
Last
.LSO. Date
Pile Date blows Inspec- Pile length con- Inspec-
No. Driven Ber 3" ted by 12" 16" creted ted by
1933 1933

1 6-5 15 JSA 51'4" 6-7 RJG

2 2 11 " 52'3" n n

3 u 17 u 61'1" n n

4 " 10 RJG 65'8" " ”

5 " 10 " 116'?" " fl

6 " 10 JSA 72'10" " "

7 n 10 n 56 94 n n n

8 " 16 " 59'0" " "

g n 12 .9 55'6" n n
10 " l3 " 56‘1" " "
ll " 10 RJG 110'3" " "
12 " ll " 63'11" " "

Total footage 278'2" 55205"
Average 92'9" 51:5"

Pile Date

tOCOQOSUIIbOIND-J

H P’ +4 Ia H
#1 0a to r1 c:

P -3
FCUK nTICE 163K
PILE R 'ORD
PIER NC. 41
Last
blows Inspec- Pile lengtn con- Inspec-
No. Driven per 3" ted by, 12" 16" creted ted Q1
1933 1933
4-20 25 HRE 56'6” 4-24 HRE-EHQ
4-19 18 EED 57'8" n n
4-20 16 Hi3 76'1" » n
n 13 3133 54 to n n N
4-19 20 HRE 58'5" » n
" 19 BED 58'2" N u
4-20 18 H33 56'1" " "
4-19 18 ELI-D 56 '4 " N n
H 18 n 58'5 n It n
" 15 HRE 76'10" " "
4-20 16 u 57:7" u u
n 10 " 82'3" n n
" 12 EMD 57'0" .. u
" 12 n 59 '9" N on
Total footage 578’6" 286‘?"
Average 64'3" 57'4"

 

 

 

J YORK, N.Y., C

 

 

 

N33 YORK, N.Y;, CT. HS. (KEN)

 

 

 

 

P-4
FOUNDATION 303K
P115 RECORD
PIER NO. 60
Last
No. Date
Pile Date blows Inspeo- Pile lengtn con- Inspec-
__1§_o_;_ 9314mm per 3" ted _by 12" 16" creted Led by
1933 1933

1 2-28 10 EGO 60'7" 3-1 BSD

2 " lO " 62'3" 9 "

3 I. 12 (0 64'9" n H

4 n 10 " 61'11" . " "

5 " lO " 55'1" " "

6 W 10 RJG 53'7" " " l
7 " 10 " 44'2" " "

8 n 11 335 61'4" n u

9 " 11 " 59'2" " "
10 " 21 " 36'3“ " - "

11 2-27 .13 fiJG 63'6" " "

12 2-28 9 33D 54'8" H N

13 2-27 11 " 54'7" 1' "

14 2-25 21 " 29'5" » n

15 " 16 . " 49’9" " "

16 2-27 11 " 60'1" u n

Total footage 766'9" 104'4"

Average 54'9" 52'2"

 

ITS-.1? YC Iii/1 , 3T 0 Yo , {3T 0 HS. 0 (1:3 1‘!)

 

 

 

 

 

 

 

 

P-5 ‘
FCUNDATICK YORK
FILE REJCRD
PIiR NO. 85
Last
£0. Date
Pile Date blows Inspec- Pile length con- Inspec-
_§2;.2£iven per 3" ted b11_ lg" __15" creted ted bx
1933 1933

1 3-13 20 END 32'?" 3-16 HRE

2 B 60 " 30'4" n n

3 " 20 HRE 36'2" " ' n

4 " 15 " 79'6" '1 n

5 " 13 " 40'7" " N

6 " 14 ETD 80'5" n n

7 u 14 » 39'7" " n

8 " 16 " 40'11" " "

9 " 18 fiflfl 35'3" " "
1o " 18 " 37'2" » u
11 H 14 I EDD 40'1" n n
12 “ 20 Y;? 33'7" " "

Total footage 226'5" 298'9"

Average 56'7" 32'4"

 

 

 

 

 

 

_ . .. .. P-6
ECL’DATILN ”Lgdi
IILS KJJCRD
P1111 PC. :3;
Last

:10. Date .
Pile Date blows Inspec- Pile length con- Inspeo- 3

k0. Driven per 3” ted by 12" 16" creted ted by ,
1955 1933 f
I -3-3 14 313 79'8" 3-6 HRE }
2 " ‘12 iitfi cyl'11" " w E!
I.
C’) " 13 41.31) 75'7" H :0 ii
4 " 15 Edd 81'0" " " .

5 " 30 111.1) 32'8" .. .. i .

3;
6 u 40 m»; :55 '6 n .. n ,3
7 " :55 '3, 5:) 33'0" n :v 1?

8 " 15 " 23'8" .. u 5

i
9 It 15 +0 79'?" N d i

l
10 " 15 " 81'1" n u 9

3
L

1]. n 14 Kid 83'11" n :0 f
.f

12 " 16 3-3 82‘8" u n I

5'

Total footage 89'4" 6&6'6" I
Average 29'10" 76'3" !

f

5

 

1.123}; max, 1.7.1:, or. 113. (1133.0

 

 

 

 

P-7
FOUNDATICL JCRK
PILJ RESORD_
gggR KO. 99
Last
Pile Date blows Inspec- Pile length oon- Inspec-
No. D_riven per 5" ted by 12"_ 16" orete‘d ted 51
1955 1955

1 5-8 11 ET 72‘0" 5-15 HRE

2 5-7 10. " 89‘0" " "

5 " 12 BEE 105'10" " "

4 " l5 EMD_ 111’6" I~" "

5 5-6 15 " 112’0" 5-10 "

6 " ll HRE 117'8" " "

7 5-7 12 YES) 56'2" " "

8 " l7 " 47'10" 5-15 "

9 " 5O HRE 44'8" " " ~
10 5-6 19 1&1) 57'5" " n l
11 " 10 HRS 64'2" " " .
12 5-7 100 ELD 17'10" " ”
l5 “ l5 ' HRJ 51'8" " N
14 " 40 £3 29'5" 5-10 "

15 5-6 15 " 50'0" " "
16 " 12 " 120'4" " N
17 5-7 18 " ' 50'11" " W
18 5- 10 HRE 70'10" 5-15 "
19 5-7 120 125' 54'2" " "
20 n 10 n 36'3" u n
21 5-8 10 " 75’4" " N
22 " 12 " 72'5" " N
25 " 9 HRE 58'11" 5-10 "
24 " 12 ELD 70'2” " "
25 H 1 5 It 98 I 5 u n 30

Total footage -
552'4” 1505'5"
Average length 47.4' 72.5'

 

 

 

 

 

 

 

 

 

 

 

 

 

NEW YORK, N.Y., CT. HS. (113w)
.,¢“ .‘ .
1. - FCUImA'T‘ICN WORK P-B
FILE RECORD
gij NO. 100A
Last
' No. Date
Pile .Date blows Inspeo- Pile length con- Inspec-
Ng. Driven Qer 5" ted by 12" 16" oreted ted by
_l955 1955
1 5-7 14 JTD 59'2" 5-14 HRE
2 u 12 n 56'6" n n
3 N 13 H 47'7" N n
. Total footage 165'5"
Average 54'5"
PIER NO. 1003
Last
No. Date
Pile Date blows Inspec- Pile length con- Inspec-
Ng. Driven per 5" ted by 1g" 16" oreted ted by
1955 1955
1 .5-3 20 JTD ' are" 5-5 HRE
2 n 16 n 58010" n a
3 " 15 " 42‘10" " *
4 u 12 n 47 '4" n :0
Total footage 186’0"
Average 46’6"

I’X;‘§‘ ‘2

1,1,:

 

‘ ""V-«b'

 

 

 

 

NEW YCRK, N.Y., CT. HS. (NEW)

 

 

 

 

P-9
FOUTDATIC" HCRK
FILE RMBORD
PISR H0. 117
Last
No. Date
Pile Date blows Inspec- Pile length con- Inspec-
_flg;ZDrivgn per 5" ted bye 12” 16" oreted ted by
1955 1955
1 5-15 50 ’KS 40'5" 5-17 BMD-HRE
2 " 50 EgD 40'8" u n
5 " 4O ERA 59'2" " "
4 " 28 " 40'1” " "
5 " 1:5 » 42'0" n n J
'6 w 20 E111) 45'8" '9 n ‘
7 5-12 15 " 67'11" » n
8 " 11 " 59'8" n n
9 " 15 H33 64'11" f '1- " "
10 " 15 " 59'11" " n
11 " 12 " 42'7” " "
12 5-15 defusal " . 28'5" " _ "
15 " 50 " 55'5" " "
l4 " 20 " 42'4" N H
15 5-12 11 " 61'0" " "
Total footage 647'11" 59'11" ;

Average 46‘5" 59‘11" 4

 

 

 

 

 

 

37:21; YORK, LI. 3T. 1:3. (*er
P-lO
ECCJIxJDIC; .C Si
111.3 nucggg
E131 QC. 124
last
L0. Date
Pile ZDate blows Inspec- Pile length con- Inspec-
ho. Driven per 5" ted 53_ __12” 16‘ creteg ted by
195 1955

1 6-12 19 JTD 56'5" 7-6 53

2 " 15 JSn-JTD 55'10” 0-27 "

5 ” 27 JSA 57'0" " u

4 “ 2o " 35'5" " "

5 " 17 JTD 59'9" ' "

6 " 20 SA 56'11” " N

7 “ 15 " 55'?" 6-2; "

b“ " 18 JTT) 5'7 '5 " " "

9 " 25 J35. 3C'6” " "
lu " 2o " s4 ' 7 u .. ..
11 n 19 J13 37's" « n
12 ” 1:, J55”. 55 ' 6 " " "

Total footage 457'5"
average 56'6"

 

m.|.A ._

  

m—H-‘ . '
"""-" “W ‘* «-‘MMWM-t—ha’ m,
- A _ - - ‘ n t

    
    

4"-—II-.I-'-Iv _ MA -.

tit—”"1 q..- H~4.m,._ ...,,. -

31110215 N.Y., CT. 113. (1:37)
‘ _ P-11
1 £27109 LCG 09 11145 921749 11
11325 105. 19, 41, 6o, 88, 219‘1oo-2

 

Pier 19 Pier 41 Pier 60 Pier 88 Pier 100B
Foot Pile 7 Pile 10 Pile 11 Pile 11 File 2
Driven 12" l2"‘_ 12" 16" 16"

- - - blows per foot - - -

1 5 - - - -

2 2 6 - - -

5 5 6 - 6 -
4 5 6 - 8 2

5 5 7 - 10 5

6 4 9 - ll 5

7 4 9 - 15 6

8 5 9 - 13 4

9 6 1o - 13 4
10 6 9 - 15 5
11 6 9 - 14 7
12 6 11 - 16 6
15 6 10 6 17 7
14 5 11 - 18 ll
15 7 11 6 18 14
16 7 12 7 2o 16
17 a 15 7 21 17
15 a 15 7 21 13
19 10 15 7 21 19
20 9 15 8 23 19
21 11 15 8 25 21
22 11 12 8 18 15
25 11 12 a 15 16
24 12 12 9 19 15
25 12 .13 9 19 16
26 15 12 9 19 16
27 15 12 20 17 16
2a 15 14 27 22 18
29 15 12 56 21 20
59 15 9 42 21 19
51 15 6 40 25 15
52 14 6 42 25 16
55 14 6 57 26 16
54 15 7 55 27 15
55 15 6 25 50 14
56 15 7 25 55 l4
57 15 6 22 -- 15
58 15 10 21 4o 16
59 16 -- 13 4o 19
4o 16 -- 16 55 25
41 20 —- 13 55 20
42 2o 19 -- 59 25
45 24 18 -- 45 25
44 5o 17 25 41 27
45 55 19 52 45 27

 

(Continued on next sheet)

187 ycnfi, H. ., 31. H5. (NSJ)
-2- P-lZ
PENETRATION 109 CF 21115 22171: IN
21628 N05. 19, 41, 6o, 88, 223 100-8

Pier 19 Pier 41 Pier 60 Pier 88 Pier 1003
Foot Pile 7 Pile 10 Pile ll Pile 11 Pile 2

 

 

   

Driven 12" 12" 12" 16" 16"
' - - - Blows per foot - ; - ‘
46 55 25 54 45 27
47 59 26 35 42 27
48 45 26 34 32 26
49 54 29 56 33 25
50 54 28 59 53 24
51 50 -- 58 5O 54
52 51 -- 41 29 55
55 45 5O 42 26 58
54 54 51 44 26 43
55 54 51 46 26 49
56 58 44 42 32 46
57 . 45 51 -- 33 50
58 45 45 42 23 66
59 46 58 45 20 65
6O 50 45 49 18 75
61 6O 44 55 18 65
62 - 42 ‘ 17 '
65 45 17
64 42 18
65 51 2O
66 26 27
67 32 29
68 -- 29
69 ' -- --
7O 40 2
71 58 27
72 57 ‘ 29
75 59 50 W
74 57 52 h
75 57 54 '
76 60 41 ,
77 ' 44 I
78 46 k
79 50 L
80 56 g

81 56

Foot

Driven

KOOJQOXU‘IPUNH

.L'J

7r? -
-_J .l

YORK, N.Y., CT. ES.

 

 

 

 

 

 

PENETRATICW 109 C? FILE? 32173? L:
P1228 NCS. 117;,124, 200, 220, AND 224
Pier 117 Pier 124 Pier 200 Pier 220 Pier 224
Pile l5 Pile 5 Pile 45 Pile 52 Pile 55
12“ 12" 12M 16H 16"
- - - Blows per foot - - -
- - - - 8
~ 2 - 7 9
- 3 - 6 10
- 4 - 8 10
5 4 - 8 l4
5 4 - 8 17
5 5 - ll 23
5 7 - 15 21
4 10 - 15 22
5 10 10 ll 23
4 15 ll 9 22
7 17 12 6 21
9 21 14 6 24
12 26 14 9 22
12 29 15 ll 21
15 30 15 11 21
15 5: 15 15 23
15 55 16 14 25
16 34 l7 14 23
-- 56 25 22 55
-- 56 22 21 --
22 36 35 21 30
27 54 22 21 27
2a 54 22 18 --
29 5 25 19 25
54 51 24 19 29
55 52 24 21 25
53 59 25 -- 29
51 39 26 24 52
-- 40 28 22 42
35 46 29 23 46
55 48 29 25 46
56 49 5 25 45
59 55 55 25 so
42 55 56 25 42
42 55 44 25 46
44 67 -- 22 47
48 7O -- 25 49
49 69 69 55 49
-- - 68 57 49
-- 68 58 44
76 5 5O 41
84 41 27 42
75 54 25

(Jontinued on next sheet)

P-l5

   

. v—vl—n‘u - uni" In“ hfi—F‘

PENETRATION 10G OF FILES DRIVTN IN
PIERS NOS. 117, $24, 200, 220. AND 224

 

Pier 117 Pier 200 Pier 220 Pier 224
Foot File 15 1115 43 file 32 File 33
Driven 12" 12" 16" _ 16"

- - - blows per foot - - -

45 75 52 ‘ 25 47

47 52 25 25 45

48 52 50 25 44 g
49 47 52 25 47 1
5o 48 54 22 51 y
51 45 27 25 55 5
52 45 25 25 55 y
55 45 25 22 55

54 42 27 22 7o

55 45 52 2o -

56 46 37 31 f
57 45 5 25 ?
58 45' 52 -- i
59 ' 53 -- ,
60 31 41a 3
51 55 45 1
52 59 45 a
55 59 49 g
54 59 4o

55 4o 55 §
55 4o 44 '
57 4o 45 i
55 4‘ 45 1
59 47 52 1
7o 52 54 i
71 55 55 ;
72 55 51 g
75 55 45

74 45 44

75 44 47

75 51 45

77 72 '

78 75

79 9o

80 140

 

Ni! YORK, N.
P-15
AVEJAGE

LENGTH FOR THE

FILES

THE FOLLCWIYG PIERS

12" Files
Length
In feet

16" Piles
Length
Pier No. In feet

1 O O 56.1,

19 . . . . . . . . 51.7’ 53.2'
40 . . . . . . . . 92.7' 61.4‘
41 . . . . . . . . 64.2’ 57.3'
60 . . . . . . . . 54.9' 52.1'
85 . . . . . . . . 56.6' 37.3'
88 . . . . . . . . 29.8' 76.3'
89 . . . . . . . . 65.6' 67.0'
90 . . . . . . . . 47.4' 71.9'
91 . . . . . . . . 84.0' 75.7'
98 . . . . . . . . 63.2' 53.3'
100A. . . . . . . . - - - 54.4'
100B. . . . . . . . 42,“; 46.5'
117 . . . . . . . . 46.2' 39.9’
118 . . . . . . . . 43.2' - - -
120 . . . . . . . . 58.7' - _7_
124 . . . . . . . . 3625' - - -
129 . . . . . . . . 39.8' - - -
132 . . . . . . . . 43.0' - - -
200 . . . . . . . . 44.6' 57.6'
206 . . . . . . . . 40.3' - - -
220 . . . . . . . . 37.7‘ 68.3'
225 . . . . . . . . 59.3' 51.4'
231 . . . . . . . . 36.9' - - -
249 . . . . . . . . 50.1' - - -

 

 

 

 

1:517 YORK, N. Y., or. HS. (173.7)

 

 

P-le
REJORD 0? LOAD TESTS 0N FILES.

Final

blows
Pile Pier per 3 Settlement in feet After
No. No. Size Length inches 30 Ton 45 Ton 60 Ton Remov.
2 31 12" 62‘- 7" 12 .005 .007 .007 .007
17 100 12"‘ 15'- 2" 100 .005 ..015 .022 .022
8 101A 16" 19‘- 9" 120 .015 .020 .027 .017
4 98 12" 37'-10" 15 .010 .017 .030 .025
33 245 12" 45'- 9" 14 .009 .019 .022 .003
17 245 16” 32'- 9" 14 .006 .008 .015 .005
30 238 12" 12'- 2" 200 .011 .019 .050 .010
5 200 12" 30’- l" 120 .008 .011 .015 .006
2 125 12" 39'- l" 21 .007 .012 .016 .003
16 4 12" 41'- 5" 24 .013 .021 .024 .010

 

ADDENDUM N0. 5 TO THE SPECIFICATION DATED MARCH 50, I952,
FOR EXCAVATIONS AND FOUNDATIONS OF THE UNITED STATES COURT HOUSE (NEE!)
AT NEH YORK, N. v.

Specification, S-l

 

TREASURY DEPARTMENT, OFFICE OF
THE SUPERVISING ARCHITECT, WASHING-
TON, Do Co, MAY 4, I932.

BIDDERS ARE INFORMED THAT THE ABOVE NAMED SPECIFICATION IS HEREBY

MODIFIED

PARAGRAPHS [07 AND I08 SHALL BE OMITTED AND THE FOLLOWING 1
PARAGRAPHS SUBSTITUTED THEREFOR:

107.

THROUGH THE CONSTRUCTION ENGINEER A DESCRIPTIVE CATALOG OF THE STEAM
HAMMER HE PROPOSES To USE AND A STATEMENT GIVING THE WEIGHT OF THE
RAM PLUS THE TOTAL EFFECTIVE STEAM PRESSURE (IF ANY) ON THE PISTON.

108.

BY THE FOLLOWING FORMULAE:

IN WHICH:

BIDDERS MUST ACKNOWLEDGE ON THE FORM OF BID THE RECEIPT OF THIS

ADDENDUM.

BM

AS FOLLOWS:

THE CONTRACTOR SHALL FURNISH THE SUPERVISING ARCHITECT

 

BEARING VALUES.-4THE SAFE BEARING VALUES SHALL BE DETERMINED

P EQUALS 2WH DIVIDED BY 8 PLUS 0.I FOR SINGLE ACTING
STENM HAMMERS.

P EQUALS 2H (W PLUS AP') DIVIDED BY 8 PLUS 0.! FOR
DOUBLE ACTING STEAM HAMMERS.

P EQUALS SAFE BEARING POWER IN POUNDS,
W EQUALS WEIGHT IN POUNDS OF STRIKING PARTS OF HAMMERS,
H EQUALS HEIGHT OF FALL IN FEET,
S EQUALS THE AVERAGE PENETRATION IN INCHES PER BLow FOR
THE LAST I0 TO 20 BLows.
A EQUALS AREA OF PISTON IN SQUARE INCHES.
P' EQUALS STEAM PRESSURE IN POUNDS PER SQUARE INCH AT HAMMER.

dAS. R. WETMORE,
ACTING SUPERVISING ARCHITECT.

- .-"‘.."-,'_'.-—".J."F_‘f -_ _

 

 

CEMENTS, AGGREGATES AND MIXTURES
Specification, S-2

34. PORTLAND CEIENT.-—PORTLAND CEMENT SHALL COMPLY DITH
FEDERAL SPECIFICATION No. SS-C-I9I, EXCEPT THAT THE 2» DAY TEST
WILL BE WAIVED.‘

85. ALL CEMENT SHALL BE TESTED AND PASSED AT THE MILL BY A
GOVERNMENT INSPECTOR, OR SHALL BE TAKEN FROM GOVERNMENT TESTED
AND SEALED BINS. EACH SHIPMENT SHALL BE CERTIFIED BY A GOVERN-
MENT INSPECTOR THAT THE CEMENT COMPLIES WITH FEDERAL SPECIFICA-
TION, AND SHALL BE SEALED OR TAGGED OR_OTHERWISE IDENTIFIED AS
CERTIFIED MATERIAL. ‘

36. THE CONTRACTOR SHALL NOTIFY THE SUPERVISING ARCHITECT
RELATIVE TO THE AMOUNT, BRAND AND MAKE or CEMENT HE INTENDS To
USE AND THE PLACE OF PRIMARY SHIPMENT IN AMPLE TIME FOR THE SuPER-
VISING ARCHITECT TO ARRANGE FOR INSPECTION AND CERTIFICATION OF
SHIPMENTS. ALL CEMENT OF ITS KIND SHOULD BE OBTAINED FROM THE
SAME PLACE To AVOID POSSIBLE DELAY DUE To THE ADDITIONAL TIME
REQUIRED FOR MAKING INSPECTIONS AT SEVERAL PLACES.

37. FEDERAL SPECIFICATIONS SS-C-I9I PROVIDES THAT CEMENT RE-
MAINING IN STORAGE PRIOR TO SHIPMENT FOR A PERIOD GREATER THAN
SIX MONTHS AFTER TEST SHALL BE RETESTED.

38. TESTS AND INSPECTION WILL BE MADE AT GOVERNMENT EXPENSE.
AFTER A CEMENT HAS BEEN APPROVED, No CHANGE IN BRAND OR MAKE WILL
BE PERMITTED FOR THIS CONTRACT UNLESS THE MANUFACTURERS CANNOT
MAKE SATISFACTORY DELIVERY.

89. CEMENT SHALL BE DELIVERED IN THE ORIGINAL PACKAGES AND
KEPT DRY UNTIL USED.

90. SAND.¥-SAND SHALL BE SHARP, CLEAN, AND HELL GRADED IN SIZE.
IT SHALL BE FREE FROM ORGANIC MATTER. WHEN DRY, AT LEAST 97% SHALL
BE RETAINED ON A NO. I00 SIEVE AND 8075 ON AN0. 50 SIEVE. SAND
FOR CONCRETE SHALL PASS A No. 4 SIEVE AND AT LEAST I055 SHALL BE
RETAINED ON A No. I0 SIEVE. THE APPROVED SAMPLE OF SAND SHALL BE
KEPT AT THE OFFICE ON THE SITE, AND SAND USED SHALL BE EQUAL To
AND AS CLEAN AS SAMPLE. COVER IN FREEZING WEATHER, AND DO NOT
USE SAND HAVING SNOW OR ICE MIXED IN.

90-A. A SAMPLE OF THE SAND To BE USED IN CONNECTION WITH ALL
CONCRETE WORK SHALL BE SUBMITTED To THE ARCHITECT FOR HIS APPROVAL
BEFORE ANY OF THE CONCRETE WORK IS EXECUTED.

9|. AGGREGATE.-—AGGREGATE SHALL BE CLEAN, HARD GRAVEL OR BROKEN
STONE THAT WILL BE RETAINED ON A I/A" SCREEN AND SHALL BE HELL
GRADED IN SIZE FROM FINE To COARSE. SIZES SPECIFIED FOR AGGREGATE
ARE THE MAXIMUM ACCEPTABLE AND REPRESENT STANDARD SCREEN SIZES.

92. WATER.--WATER SHALL BE FRESH, CLEAN AND FREE FROM ALKALI.

93. MIXTURES.--PROPORTIONS SPECIFIED ARE IN EQUAL PARTS BY VOL-
UME. ONE BACK OF PORTLAND CEMENT (94 POUNDS NET) SHALL BE CONSIDERED
EQUAL To ONE CUBIC FOOT. ALL CEMENT SHALL BE PORTLAND CEMENT.

94. CONCRETE MIXTURES SHALL BE AS FOLLONs: ~CLASS "A" - ONE (I)
OF CEMENT, TWO (2) OF SAND AND FOUR (4) OF AGGREGATE.

DHN ' ' “II‘

 

 

 

 

 

 

 

CONCRETE PILE FOUNDATIONS

95. SCOPE OF WORK.--THE WORK REQUIRED IN THIS SECTION OFTHE
SPECIFICATIONS SHALL INCLUDE THE FURNISHING OF ALL LABOR AND
MATERIAL, TOOLS, POWER AND EQUIPMENT FOR THE COMPLETE INSTALLA-
TION IN PLACE OF ALL CONCRETE PILES, AS SHOWN ON DRAWING Ros.

400 AND 4CI, AND ALL OTHER WORK AND MATERIAL AS HEREINAFTER smmImEN

90. NATERIALS.-4MATERIALS AND PROPORTIONS FOR CONCRETE ARE
SPECIFIED UNDER "CEMENTS, AGGREGATES AND MIXTURES". REINFORCHm
METAL SHALL COMPLY WITH FEDERAL SPECIFICATION No. 350A AND SHALL
BE TYPE "A" GRADE "2" AND CLASS "A". METAL SHALL BE CLEAN AND
FREE FROM SCALE AND FLAKE RUST WHEN PLACED.

.-.__._—-_—‘
__ -.-_-.4

7. CCNCRETE.--A MINERAL ADMIxTURE THAT HAS BEEN IN GENERAL

USE FOR AT LEAST THREE YEARS FOR INCREASING THE WORKABILITY OF
CONCRETE MAY BE USED IF THE BRAND, MAKE AND PROPORTIONS RECOM-
MENDED ARE FIRST SUBMITTED TO AND APPROVED BY THE SUPERVISING
ARCHITECT.

9L. ALL CONCRETE SHALL BE CLASS "A" WITH 3/4" MAXIMUM AGGRE-
GATE. No FROZEN, CAKED OR LUMPY MATERIALS SHALL BE USED.
MATERIALS FOR EACH BATCH SHALL BE ACCURATELY MEASURED AND
THOROUGHLY MIXED UNTIL EVENLY DISTRIBUTED THROUGHOUT. THE CON-
CRETE SHALL BE THOROUGHLY RODDEDs TAMPED 0R WORKED INTO PLACE
TO REMOVE ALL VOIDS.

99. THE CONCRETE SLUMP SHALL BEIIOT LESS THAN 4" NOR MORE
THAN 6" WHEN TESTED ACCORDING TO TENTATIVE STANDARD D-I38 OF
THE AMERICAN SOCIETY OF TESTING MATERIALS. SLUMP TESTS SHALL BE
MADE DAILY UNDER THE DIRECTION OF THE CONSTRUCTION ENGINEER.

ICO. WATER HEAD.--IF A HEAD OF WATER IS FOUND To EXIST IN THE
TUBE DHICH, IN THE OPINION OF THE CONSTRUCTION ENGINEER, MIGHT
INUURE THE CONCRETE, METHODS APPROVED BY THE CONSTRUCTION ENGINEER
SHALL BE PROVIDED To REMOVE THIS DANGER.

IOI. REINFORCING.--ALL PILES THAT ARE SPLICED SHALL HAVE A

3/8" REINFORCING BAR EMBEDDED IN CENTER, RUNNING FROM TIP To
CUT-OFF.

I02. FILES.--ALL PILES SHALL BE CAST-INTLACE STEEL TUBE PILES,
SUBUECT TO THE FOLLOWING CONDITIOst

I03. THE STEEL TUBE SHALL HAVE NOT LESS THAN I2" INSIDE DIAMETER
AND NOT LESS THAN 3/8" WALL THICKNESS. EACH TUBE SHALL HAVE CAST
STEEL SHOE FITTING THE TUBE so TIGHT AS To PERMIT No WATER To ENTER
SAME. PILES 20' OR LESS IN LENGTH SHALL BE WITHOUT SPLICES.

- PILES 20' To 40' LONG SHALL HAVE No MORE THAN ONE SPLICE. SPLICES

SHALL BE so DESIGNED AS NOT To REDUCE STRENGTH OF THE PILE AND
SHALL BE WATERTIGHT. THE ESTIMATE FOR THE AGGREGATE LENGTH OF THE
TOTAL NUMBER OF PILES SHALL BE BASED ON THE ASSUMPTION THAT THE
AVERAGE LENGTH OF ALL THE PILES WILL BE 30' FROM TIP TO CUT-OFF.

I04. SHORT PlLES.--NO PILE SHALL BE LESS THAN l2' LONG FROM TIP
To CUT-OFF. ONLY ONE SUCH PILE WILL BE PERMITTED IN ANY ONE GROUP
OF 20 PILES AND IT SHALL BE DRIVEN To A FINAL PENETRATION THAT WILL
SUPPORT 45 TONS. IF, IN ANY ONE GROUP, A PILE IS' LONG OR OVER
DOES NOT DEVELOP A 45 TON RESISTANCE, DRIVING SHALL BE C NTINUED

DHN -32-

Specification, 8-3 ;

UNTIL THE PILE DEVELOPS A 45 TON RESISTANCE, AND THE TOP OF PILE F
SHALL THEN BE CUT OFF TO THE LEVEL OF ADJACENT PILE TOPS INHIHAT E
GROUP. CTHER PILES BETWEEN THE MINIMUM l2' LENGTH AND Agfi‘LENGTH '
MAY BE USED IN ANY ONE-GROUP; PROVIDED THAT EACH ONE SHALL BE

DRIVEN TO A 45 TON RESISTANCE. SUCH ADDITIONAL SHORT PILES IN

ANY ONE GROUP WILL BE ALLOWED ONLY BY SPECIAL CONSENT TO THE

CONSTRUCTION ENGINEER.

I05. DEFECTIVE FILES.--PILES THrT ARE DEFECTIVE FOR REASONS
LISTED BELOW SHALL BE WITHDRAWN AND THE HOLES FILLED WITH GRAVEL,
TAMPED SOLID. IF IT BE IMPOSSIBLE To WITHDRAW THE DEFECTIVE~
PILE, A COMPENSATING PILE SHALL BE DRIVEN AS NEAR AS PRACTICABLE
To THE DEFECTIVE PILE, AND THE DEFECTIVE PILE SHALL BE CUT OFF
BELOW THE LEVEL OF THE FCOTINCS AND FILLED WITH CONCRETE. A'NEW‘
PILE CAPPING SHALL THEN BE DESIGNED BY THE CONTRACTOR To MEET THIS
CONDITION AND THE DESIGN SUBMITTED TO THE CONSTRUCTION ENGINEER
FOR HIS APPROVAL OR MODIFICATION. IN NO CASE WILL THE CONTRACTOR
BE ALLOWEn PAYMENT FOR WITHDRAWN, BROKEN, INJURED, OR DEFECTIVE
PILES OR TUBES, NOR FOR ANY PORTION OF ANY PILE REMAINING ABOVE
THE CUT-OFF LINE, NOR FOR PILE CAPS MODIFIED BECAUSE OF DEFECTIVE
PILES OR PILE DRIVING. THE FOLLOWING PILES SHALL BE QJSSED AS
"DEFECTIVE" AND SHALL BE WITHDRAWN AND/OR REPLACED AS SPECIFIED
ABOVE:

(A) —Au¥—R+éE—4HAT—H*9—9EEN~9R+¥EH—+4£b£fl%fi~EGNfififivfiw9‘fiUES
~HSS—DeUEtOP-TRE-RtQCWRED~BEAR+NsucARACJJu~

 

 

(3) ANY TUBE THAT IS DIVERTED FROM ITS PROPER POSITION EITHER
AT TOP OR BOTTOI‘Io

(C) ANY PILE DAMAGED OR DEVELOPING DEFECTS OF ANY KIND DURING
COURSE OF DRIVING.

 

(3) ANY PILE NOT DRIVEN OR PLACED IN ITS CORRECT POSITION.

IOO. DRIVING.--NO PILES SHALL BE DRIVEN UNTIL AFTER THE EXCAVA-
TION IN THE RESPECTIVE AREAS THEY ARE TO OCCUPY HAS BEEN COMPLETED.
THEY SHALL BE DRIVEN VERTICALLY WITHIN 3" OF THE LOCATION SHOWN,
NOT MORE THAN I/'" PER FOOT FROM VERTICAL AND THE TOPS BROUGHT To
OR CUT OFF AT WITHIN 2" OF THE ELEVATION INDICATED. PILES NOT
OTHERWISE NOTED ON THE DRAWINGS SHALL BE DRIVEN TO A FINAL PENETRA-
TION WHICH WILL SAFELY SUPPORT THIRTY-SIX (36: TONS, AS :ETERMINED
BY THE FORMULA HEREIN SPECIFIED. ALL PILES SHALL BE DRIVEN IN THE
PRESENCE OF THE CONSTRUcTION ENGINEER, WHO WILL KEEP'ALL RECORDS
ON THE PILES DRIVEN. PILES SHALL BE DRIVEN BY A STEAM HAMMER AND
THE DRIVING SHALL BE CONTINUOUS FROM THE TIME OF STARTING UNTIL
THE REQUIRED RESISTANCE HAS BEEN ATTAINED. IF, IN THE OPINION OF
THE CONSTRUCTION ENGINEER, PILES BRING UP AT THE SPECIFIED RESIs-
TANCE ON A THIN LAYER OF HARD MATERIAL OVERLYING SOFTER MATERIAL ,
THE PILES SHALL-BE DRIVEN THROUGH SUCH THIN LAYER OF HARD MATERIAL
To THE REQUIRED RESISTANCE BELOW. ANY PILES so DRIVEN AS TO PR0-
DUCE AN INCREASE IN LOAD ON ANY PILE BY ECCENTRICITY OF MORE THAN
Hi5 SHALL BE CORRECTED BY DRIVING REQUIRED ADDED PILE 0R PILES
WITHOUT COST TO THE GOVERNMENT. A NEW PILE CAP AS REQUIRED FOR
"DEFECTIVE PILES" SHALL BE PROVIDED BY THE CONTRACTOR WITHOUT ADDI—
TIONAL COST To THE GOVERNMENT. FOR PILE CLUSTERS THE DRIVING SHALL
BE STARTED FROM THE CENTER OF THE CLUSTER AND PROCEED TOWARD THE
OUTSIDE OF SAME.

 

 

 

DHN -I3-

_- A" "A

I07.

SHALL BE NOT LESS THAN 2590

‘N'EIGHT OF THE RIM.--THE HEIGHT OF THE PILE DRIVER RAM

POUNDS NOR MORE THAN 6000 POUNDS.

THE VALUE USED EOR W IN THE FORMULA GIVEN HFREIN SHALL NOT BE
GREATER THAN THE TOTAL WEIGHT OF THE HAMMER. THE ENERGY PER BLow
SHALL NOT BE LESS THAN I2,COC FOOT POUNDS OR MORE THAN IERCKO
FOOT POUNDS.

1‘
IC’.).

DETERMINED

ICQ.

(IO) PILES AS SELECTED BY THE CONSTRUCTION ENGINEER.

BE TEST

24 HOURS THE LOAD SHALL BE INCREASED To 45 TONS.

HEARING VALUES.--BEFRING VALUE OF DRIVEN PILES SHALL BE

._. 2I’IH
EQUALS THE
EQUALS THE
EQUALS THE
EQUALS THE

U)IZEETJ'U

SHALL OBTA

W TO BE USED

AND SIZE OF THE HAMMER USED.
TOGETHER WITH DESCRIPTIVE CATALOG,

S PLUS

BY THE FOLLOWING FORMULA.

WHICH
BEARING VALUE OF PILE IN TONS.

WEIGHT OF THE RAM IN TONS.
STROKE OF THE RAM IN FEET.

O I IN

AVEP :GE PENETRI.TION OF THE PILE IN
INCHES UNDER THE LAST TEN BLONS. THE CONTR.ACTOR
N FROM THE MANUFACTURER OF THE HA HER
A WRITTEN STATEMENT GIVING THE PROPER VALUE OF
IN THE ABOVE FORMULA FOR THE WEIGHT

FORwARDED TO THE CONSTRUCTION ENGINEER.

THIS STATEMENT
SHALL BE

LOAD TESTS.--THE CONTRACTOR SHALL MAKE LOAD TESTS ON TEN

FILES SHALL

ED SEVEN DAYS AFTER THE CONCRETE HAS BEEN PLACED. THE
PILES SHALL BE LOADED BY MEANS OF A SUITABLY BALANCED PLATFORM
AND HEAVY MATERIAL NITH AN INITIAL WEIGHT OF 30 TONS EACH. AFTER

AFTER AtOTHER

24 HOURS THE LOAD SHALL BE INCREASED To 60 TONS AND ALLOHED To

24 HOURS. DURING THE TEST THE PILES SHALL BE FREE FROM ANY
ARTIFICIAL LATERAL BRACING, AND ACCURATE READINGS SHALL BE TAKEN
INSTRUMENT TO DETERMINE ANY SETTLEMENT WHICH MAY OCCUR.
TEST READINGS SHALL BE TAKEN BEFORE PLACING ANY LOAD, AT THE TIME

REIA f‘ | .9.

WITH AN

OF COMPLETING THE PLACING OF THE FIRST LOAD AND EACH

LOAD, AND 24 HOURS AFTER EACH LOAD HAS BEEN PLACED.
UNDER THE 30 TON LOAD SHALL NOT EXCEED ONE QUARTER (I/ZJ INCH,
AND THE TOTAL SETTLEMENT UNDER THE 60 TON LOAD SHALL NOT EXCEED
A FULL REPORT IN DUPLICATE OF THE RESULTS
OF THESE TESTS SHALL BE MADE AND SUBMITTED TO THE CONSTRUCTION

ONE HAL

ENGINZE

IIO..

F (I/2) INCH.

R.

INCREASED
SETTLEMENT

UNIT PRICES, ETC.--THE ACTUAL LENGTH OF PILES SHALL BE

DETERMINED BY THAT NECESSARY To SECURE THE SPECIFIED BEARING CAPA-
THE MEASUREMENT OF EACH'PILE SHALL BE FROM THE TIP TO THE

LEVEL AT WHICH THE PILE IS CUT OFF AT THE ELEVATION
THE DRAWINGS.

CITY.

IT IS ESTIMATED THAT 4I80 PILES OF THE AVERAGE LENGTHS AS HEREIN-

INDICATED ON

flBOVE SPECIFIED, MEASURED IN PLACE FROM THE TIP TO CUT’OFF LITHES

INDICATED ON THE DRAWINGS, WILL BE REQUIRED.

SHOULD THE TOTAL

NUMBER OF LINEAR FEET OF PILES DRIVEN, WHEN SO MEASURED, BE GREATER
OR LESS THAN THE TOTAL NUMBER OF LINEAR FEET ESTIMATED, ADJUSTMENT
MADE IN THE CONTRACT PRICE ON THE FOLLOWING BASIS: §;2.0o

EAR FOOT IN EXCESS OF THE TOTAL LINEAR FEET ESTIMATED, (MT

WILL BE
PER LII

OI.OC PER LINEAR FOOT DEDUCTION FROM THE CONTRACT PRICE FOR TIN: NUM—

BER Or

CUT'OFF

DHN

FEET LESS THAN THE TOTAL LINEAR FEET ESTIMATED. INIMO CASE
WILL THE CONTRACTOR BE ALLOWED PAYMENT FOR wITHDRAwN, BROKEN, (ma
INUURED PILES, NOR FOR ANY PORTION OF ANY PILE REMAINING ABOVEZ‘rHE

INDICATED.

-I4-

 

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