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A DESCRlPTION CF UNDER‘PINNINC
PROCEDURE AND OF THE
EQUWMENT AND MATERIAL USED
Thesis far the Degrec of C. E‘
MiCHIGAN STATE COLLEGE
Edward M. Young
1940

A DESCRIPTION OF UNDER-PINNING PROCEDURE

AND OF THE EQUIPMENT AND MATERIAL USED

by
152mm MERLE YOUNG

3.3. in 0.3.1915

A,IHESIS
Submitted to the Graduate School of’Michigan
State College of Agriculture and Applied
Science in partial fulfihment of the
requirements for the degree of

CIVIL ENGINEER
Department of Engineering

Year 1940

 

THESES

The author wishes to aclmowledge his indebtedness to
Mr. Archibald Dudgeon, president of the Richard Dudgeon
Company who gave liberally of his time and also furnished
illustrative material for the hydraulic Jack, the principle
machine used in under-pinning.

To the other firms also contributing illustrative
material bound in this thesis, general acknowledgement is
here made. Specific references to these firms are to be

found in the body of this work.

2749 1

To Michigan State College, where from.1911 to 1915 the
author spent four very happy years; to Edward his older
son, now a senior there, and to Robert, the younger,

who will soon.matrioulate there, and who at the writing
of this thesis lies dangerously hurt in a NeW'York
hospital as a result of an accident on a construction job,

this thesis is affectionately dedicated.

Plate #1 follows
Plate #3 follows
Plate #3 follows
Plate #4 follows
Plate #5 follows
Plate #6 follows
Plate #7 follows
Plate #8 follows
Plate #9 follows

page #4 - Queens under-pinning job

page #7 - Dudgeon plain jacks .

page #8 f Jack and pump used

page #8 after plate #3 - Triplex pump
page #8 after plate #4 - Pump details
page #9 - Acetylene torch

page #9 after plate #6 - Diaphragm pump
page #9 after plate #7 - Centrifugal pump

page #11 - Demolition tool or air hammer

Plate #10 follows page #12 - Detail of 10" point and sleeve

Plate #11 follows
Plate #12 follows
Plate #13 follows
Plate #14 follows

page #10
page #20 - Assembly of under-pinning unit

Building and footing details

page #24 - 300 ton Jack

page #25 . Double acting jack

Plate #15 follows page #25 after plate #14 - Rack and pinion

retracting Jack

'With the expansion of the transportation systems by
means of underground tunnels for street railways, under-
river tunnels, for both.vehicu1ar traffic and railways and
with the construction of water mains, sewers, aqueducts, and
the like, the need of a better method of under-pinning be-
came apparent. Under the existing method, the necessity of
extending footings for heavy buildings below the sub-grade
of the subway tunnels involved slow tedious work and ex-
pensive construction. Under-pinning was necessary to relieve
the excessive pressure on the tunnel walls, and to maintain
the resisting value of the soil under adjacent footings
which cause lateral pressures. 1.

Error in judgment as to bearing value of soil is often

the reason for high cost of building maintenance. Many

1. When open cuts or tunnel cuts are made along side
of footings and to a depth below the bottoms of the footings,
it is necessary to sheet the walls of the out to prevent
lateral movement of the earth. EVen though it may be very
carefully done, the installation of the sheeting disturbs
the soil and thus much of the bearing value of the earth
under the footing is lost. It is therefore always good
practice to extend the under-pinning below the lowest point
of out. 'When the entire proceedure is through rock or other
materials of adequate bearing capacities which are not sub-
ject to lateral movements when under pressure, no under-

pinning is necessary.

(1)

r'-’IJDIU IL!

times a contractor is called upon to install a foundation
for a new project, part of which lies on bed rock, and

the remainder on piles. In this case, to compensate for
any variation in sustaining power, the foundation is gener-
ally designed to sustain loads from 50% to 100% in excess
of maximum conditions. In other cases there may be chang-
ing water levels, due, for example, to construction of
subway tunnels or tunnels for large sewers, which would
result in lowering the old water level formerly considered
permanent.

In the case of steel piles, cut off may be made at
any elevation, but it should be understood that the pro-
tective oxide must not be removed. When iron rusts, the
oxide formed on the outside completely protects the pile.
If removed, new oxide forms reducing the net section of
steel, until finally after repeated removal of this oxide
we find a pit or a hole completely through the steel
casing. If this casing is surrounded by earth the shell
will last indefinitely. Consequently the bearing power
of the pile will be sustained as long as this oxide is
never removed.

In the case of wood piles, however, changing water
level may be a very serious matter. A wood pile will last
indefinitely if completely submerged. Where complete
immersion has been the history, piles have been inspected
and found to be in perfect condition after hundreds of

(2)

years in service.

A short time ago, an investigation was made on the
American Aluminium Company dock at Edgewater, New Jersey,
and it was found that below the low water level the piles
were in perfect condition while above tide water they were
almost coulpletely gone because of dry-rot. In a case of
this sort it is necessary either to drive new piles or,
starting from a point below that which has been affected,
to splice the old ones.

The author was asked recently to supply an under-
pinning schedule for a Honeywell Avenue, New York City
building which was supported on wood piles. A test pit
below the footings under the walls revealed a serious case
of dry-rot, which as previously explained, might be attrib-
uted to the lowering of the water level by the construction
of subway tunnels in the vicinity.-

Although it was known this building had been settling
it was thought that no serious change was imminent, until
the front wall buckled and showered the entrance of this
large apartment building with bricks. The test pits
mentioned above indicated that virtually half the building
foundation was inadequate due to dry-rot of the wood piles,
and it was necessary, therefore, to under-pin it by the
same system which will be described later in this thesis.

Occasionally it is discovered that piles are over loaded.

One such condition was found in a former swampy section in

(3)

the Borough of Queens, New York City. Here the foundations
of seventeen one-famdly, attached buildings failed and caused
considerable damage to the wells and ceilings of the structures.
The author of this thesis was engaged as a consultant to
investigate, report, and recommend method of procedure to
arrest the settlement of the structures. In this case also,
the same procedure discussed in this paper was suggested and
carried out with entirely satisfactory results. The investi-
gation in this case proved piles over loaded almost 100%.

In addition to this, it was believed the piles had not been
driven to the proper resistance. Plate Number 1 shows the
detail of procedure and indicates position of new piles
placed to arrest the settlement causing the damage.

In.1930 the Rivoli Theatre in Rutherford, new Jersey
with prosceniumuwall of 75' in height, was condemned when
large cracks appeared in this and several other sections of
the building. Here "Open-end" under-pinning piles 16' in
diameter were used, and the procedure which will be outlined
in this thesis was followed, except that no point was used
on.the piles and the cleaning of piles was accomplished by
moans of small orange peel buckets. The author of this
thesis installed the system with entirely satisfactory re-
sults. In the case of the Rivoli Theatre, investigation of
the foundation conditions showed inadequate footings under
the points of largest concentrations.

In the old system of under-pinning, the method generally

(4)

 

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used consisted in excavating under 4' to 8' sections of

the foundation walls or footings and downward to the point
where lateral pressures exerted by the footings of the struc-
ture no longer would effect the tunnels which were to be
installed. These new footings thus installed were generally
of concrete or masonry resting on satisfactory bearing soil
and built up to the under side of the existing footings to

a point where it was possible to begin wedging and dry-
packing. This method however did not prevent the possibility
of further settlement when the full load of the building was
transferred to the new section or sections. This was .
principally due to the fact that it was impossible, because
of lack of facilities, to depress each new foundation section
to a point where it would reach equilibrium before the actual
transfer of the load. Generally in this case, therefore,
settlement was experienced after the installation of the
under-pinning and sometimes necessitated extensive repairs

to the super-structures.

The conditions described above led to the deveIOpment
in 1901 of a patented steel pile which consisted of a steel
pipe installed in short sections by means of hydraulic jacks,
and, when completed, filled with concrete.

It is the author's intent to discuss in detail in this
thesis the application of the method developed to meet the
need explained in the preceding paragraphs; to discuss the
machinery used, the method of procedure, and to suggest

(5)

improvements for construction of the hydraulic jack. The
suggested improvement of the Jack will speed up the method
of under-pinning considerably, especially in a case of long
sections of foundation where a jacking beam might be placed
underneath.

While this thesis treats primarily of the method of
utilizing hydraulic jacks, complete presentation of the sub-
Ject necessitates occasional reference to, or comparison
wdth, other systems of under-pinning.

The first consideration in the modern under-pinning
process is the personnel. Three men are generally used in
each unit, a dockbuilder foreman, one dock-builder and one
laborer. Other men however are required for the excavating
of the approach pits by which the three men.may enter the
point beneath the footing where the under-pinning is to .
start. The foreman dock-builder directs all work, and be-
cause of the limited space in.which it is necessary to
function, he is generally a working foreman, who, with the
aid of the laborer and the other dockbbuilder, handles all
equipment and materials. The second dockbbuilder is really
the assistant to the foreman, and the laborer carries out
the orders. No particular qualifications are required of
these men except that all of them.be in such physical con-
dition as to permit them to do heavy work under the most
trying conditions. i

The next consideration is the equipment used. The first

(6)

 

 

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in order would be the hydraulic jack, which, because of the.
fact that it is handled in a limited working space, must be
as light in weight as possible, yet consistent with good de—
sign, for the tonnage which these jacks exert is tremendous.
Hydraulic jacks are of many types and vary in size and shape.
The jacks used by the author's concern on the job to be
described were manufactured by the Richard Dudgecn.Company
of New York City, manufacturers of jacks for ninety years. 1.
The jacks used were 21%" in height when.collapsed,
33%“ when Open, and had a capacity of 60 tons. The diameter
of the ram was 5" and the cylinder 7 5/8". When depressed,
the jack appears to be a simple cylinder without base or
head. When elevated, it looks much like one cylinder slid—

ing within another. The weight of the cylinder and ram is

l. The Dudgecn jacks were selected because of their con-
venience in handling, their light weight and their having a
long "run~out” or maximum opening for length of jack. Although
the principles of hydraulics were known in 1664, it was not
until 1795 that the hydraulic press was invented by Joseph
Bramah, in England, and it was not until 1849 that the hydraulic
jack was invented by Richard Dudgecn, in America. It is inter-
esting to note that while 54 years elapsed between the invention
of the press and the Jack, the hydraulic jack was one of the
earliest adaptations to practical use of the principle of the
hydraulic press. The Jack designed at that time and as shown

on Plate Number 2 is used largely today.

(7)

 

 

 

 

 

 

 

 

 

 

 

 

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267 lbs. Plate Number 3 shows this little machine which
has a 60 ton lift.

The pump for operating the jack is also of many types.
The pump and jack may be had as a single unit, but the one
chosen for this job was the separate unit and was the hand
operated type. This pump weighs 187 lbs., and its assembly
is shown on Plate Number 3. The details of this pump are
clearly indicated on Plate Number 5.

Accumulators which are a series of power driven.pumps
have been used in the past for large projects, but they
are seldom.used today because single motor driven units
are available which are much less expensive and more flexi-
ble to operate. A later development of this type is known
as the Triplex Pump shown on Plate Number 4.

The fluid transmission lines which connect the pump
‘with the jack are usually of cooper, tested for high
pressures. Gauges used for reading actual pressures or
loads depend on plunger areas and are calibrated for direct
reading. Siamese connections are used when it is desirable
to Operate two jacks with one pump. This connection is a
T shaped affair, the leg of the T being connected to the
pump and either end of the cross of the T being connected
to a jack.

In.the under-pinning process it is also necessary to
use acetylene torches. The acetylene torch is an instru-

ment whereby predetermined mixture of oxygen and acetylene

(8)

:DasrastL

 

Richard Dudgeon’s Universal Hydraulic
Double Pump Jack with Standard Length
Independent Cylinder and Ram

HIS type is intended to meet the demand for a simple, efficient and reliable jack with an independent pump,
connected with the cylinder by means of a flexnble copper pipe. The pipe is 12 feet long, unless otherwise
ordered, and is included in the price of the jack. The cylinders and rams are of the standard length and are
capable of lifting a live load the full runout of the jack.

The pump contains a double
pump, so that when the load is
light, the double pump will raise
it with twice the speed of the
single pump. When the load is
heavy, a quarter turn of the
valve handle will throw out one
pump. and give the action of a
single pump jack.

It can be lowered by either
the lever or the valve handle, and
as the valves can be operated
independently of the pumping
mechanism, they may be Opened
and cleared of any obstruction
preventing their proper seating
by working the pump.

DIRECTIONS FOR USE

 

 

 

The pump is operated in the
usual way, excepting in respect to the valve handle. When both pumps are used, turn the valve handle to the left;
when one pump only is required, turn it straight downward. To lower the jack, turn the valve handle to the right, or use
the lever in the ordinary manner. To reach the valves. unscrew the bonnet, when the valves and the removable seat will
drop out. To reach the piston packings, unscrew the plate in the top of the cistern and lift the piston through the opening.

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083 I51)

23 21% 2523 .8111) League

Gauges showing pressure per square inch in pounds, and total pressure on the ram in tons, and provided with a safety check valve, will
be furnished, attached, for 530.00. net, extra.
Patented

Cable Address: ”Dudgecn" Oct. 16. [906 Sept. 22. I908

Lieber's Standard, Al. ABC 5111 Edition RiChard Dudgecn, IIlC. Oct. I5. 1907 Nov. 24. I908

Dec. 24. I907 Jan. I2. 1909
Columbia and Broome Streets, New York AW. "~ 1903 Mar- 21 1909

Other Patents Pending

Western Union and Private
Codes Used

 

¥

c'rcular N01 48. Second Edition. April. I927. 2“”. Code for circular. Canctte

 

finriflé

Richard Dudgeon’s Universal Hydrostatic
Triplex Single Pump Motor
Driven Pressure Pump

 

Fig I Fig. 2

HESE cuts show a motor-driven triple plunger pressure pump with the valves located in a separate chamber
between the cylinder and the pump, and under the control of an operator in a position to see the progress of
the work. The three plungers are mounted on one shaft at angles of 120 degrees. The pumps consist of a
solid plunger working in a block and with a gland packing. connected by a copper tube with a valve-block, the details
of which can be seen by Fig. 2. It will be noticed by this view that there are three valve chambers, each provided
with a connection which leads directly to its own piston chamber, and that these valve bores are arranged in the shape
of an equilateral triangle. A push-tube is used so that the valves may all be depressed from their seats at one time, but
the upper valves are made of different lengths, to permit the throwing-out of one pump before the others. The operator,
by turning the valve-handle, can therefore stop one pump or two pumps. and by pressing all t/zree upper valves, stop all
three pumps from effective operation. When the pressure is to be relieved, the valve handle is turned still further by the
operator, which causes the longest valve to open the pressure valve below it, the intermediate length valve then opens the
second valve, and finally the shortest valve opens its pressure valve. This not only allows the gradual reduction of
pressure in the pressure chamber, but it reduces the effort required to open the valves. If desired, the chamber containing
these valves can be attached directly to the cylinders. It is possible to arrange these valves to seat as shown, or they
may be inverted. In fact the valves may be placed in any position. They may be located in a Y or coupling, which
would be allowed to lie on the ground in any position.
Price of 2 horse-power pump with motor, — net. Price of 5 horse-power pump with motor, —. net.
Code, Celerity.

Patented
Cable Addrew "Dudceon" ' Oct. 111. 19011 Sept. 22. I908
11...... s......... 11.131: 5... 1.1.... Rlchard Dudgecn 3.1.5. :33; 31.11.33.133:
. . ec. . an. .1
we'w’“ U“'°“ ““d anate Columbia and Broome Streets, New York Aug.11. 1908 Mar. 2. 1909

Codes UBCd Other Patents Pending

 

 

 

Circular No. 63. Second Edition. July. l9l5. "”9. Code for Circular. Cnrreta

 

 

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._-- . ‘4 . ‘
_-

. - _
COP Jetty Ia rm

9

‘ £

Wet,“ ’ /8__Ilbs._

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Q

 

 

p

I

 

; _ __ i ____-_-.. ~14 (wr- . _V__~___ .5 _ __.,_______ h? “-15“ -‘

may be forced through the ”tip" which when lighted forms

an extremely hot flame. This flame is used for the cutting
of the pipe sections and also for the cutting of the struts
and Jacking plates mentioned later.

Plate Number 6 shows the acetylene torch manufactured
by K. G. Welding a Cutting Company, which was used on this
job. This instrument was used to out 3" grout holes in the
steel Jacking plates, to cut I beam channel struts to the
proper length to suit each individual case, and also to
out the 10" steel pipe casings to the preper length. The
instrument must be accurate and must be equipped with the
preper tip to make clean cuts. In the case of the steel
pile sections, if a straight pile is to be obtained it is
necessary that all cuts be made perpendicular to the axis
of the pipe.

Plate Number 7 shows the diaphragm type of water pump
which was finally used because of the particular conditions
under which the men had to work. The 3" centrimgal shown
on Plate Number 8 was used at the start of the job, and
worked in a sump. It pulled through a considerable amount
of foreign material because most of the time, it worked
under no head. This pump was soon replaced by the diaphragm
pump shown on Plate Number 7. The latter is a single open
t0p diaphragm mounted on a steel derrick. Being of smaller
capacity and more economical for this particular type of
work it proved to be ideal for the job. The discharge from

(9)

 

 

‘FEHTEIIIé
WELDING AND CUTTING EQUIPMENT

V

K- G Style "A- M” Welding and Cutting Unit

 

 

 

 

 

 

 

 

 

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(open top) [Diaphragm Pumps
‘PLAI'EIH

 

Fig. [948. Model 21-0.
8 I n g I e . Open-top. Dia-
phragm Pump.

 

Fig. I418. Novo 4" Double (open top)
Diaphragm Pump

Now (open top) Single and Double Diaphragm The reduction gear between the engine and pump
Pumps are the standard units used for removing
large quantities of water at low and moderate
heads.

is totally enclosed and flooded with oil.

 

The outfits listed below cover both single and
double. four inch open top pumps. Triple-Life
diaphragms used on all outfits. Standard mount-

'l'hese pumps are built to give steady. trouble free
service—to withstand the wear and abuse that a
pump gets on the job. The horse power of the .
gasoline engine is above that required by the ing is a "1'“1‘99' truck. also furnished Sk'd
l'l'.\ll’ Bl'REAl'. giving a large power reserve. mounted or pneumatic roller bearing wheels.

SPECIFICATIONS
A. (i. C. RATINGS

III'I‘H'I‘ .\'II. I 21- o 42 0\ 42-0w

l’l'\ll’ ((ll’l'IN) l" Double

I 1" Double
(‘.\l’ \(‘l'l‘ll'ISz I
|

4" Single

\I III' Suction Lift 8.000 (I.P.H. l2.000 G.P.ll. I l2,000 (LPJI.
.\t 20' Suction Lift 1.000 G.P.H. 7.000 (LPJl. I 7.000 C.P.H.
I I
l’tI\\'l£l{ l'.\'|'l' I I (‘yl.. 2"z HJ’. I ('31.. 3|; H.P. I I ('y..l I, II I’
('ooling ’ Water I .Iir \\ ater
\\ IIIIIIII'I'S (SHIPPING): I I‘ I
Skid .‘lounted I 895 lbs. 1300 lbs. I365 lbs.
I Steel-\VhI-I-l 'l‘ruck ‘ 990 lbs. I 1395 lbs. lltifl lbs.
I \\ hl'el. Pneumatic-Tired. 'l‘ruck . 990 lbs. I I395 "N. I ““0 ")5-
I'Ullli \HIRDS: I I
Skid Mounted SAFYI. I SEXAM SI‘ZXUL
l Steel-“heel 'l'ruck SAFOM I SEXEN Sl‘IXl'R
I \\ lII-I-l. l’m-umatic-TirI-d. ’I‘ruck lti" x l" SAPIJ‘I SEX") ‘ SEXYZ
I

 
 
 

 

:4... a.“ ... ,. » umrs

'.

.. WWbmmea-tmfiurflnlflmamm H I - I I

BULLETIN NO.167-B
Page Five FM

 

 

 

 

 

Distinctly a favorite pump for sewer, bridge,
general building, and pipe line contractor.
Also, a transfer and loading pump for oil fields.
Our standard Neoprene valves handle this type
at work satisfactorily. Due to its larger clear-
ances, it can handle muddier water containing
more sediment than is possible with smaller
pumps.

Besides being used for dewatering purposes,
this pump is used for ietting work on some jobs
on which it is usually hooked up in series.

lt is definitely out of the small pump class

 

Fig. 1963—Novo ISM Pump on skids.

 

Fig. l962—Novo ISM Pump on pneumatics.

with its guaranteed capacity of 15,000 GPH. And
yet, its design and light weight make it very portable.

The power unit is an air-cooled, industrial-type,
4 to 5 HP, Novo engine which insures ample power
under all job conditions. Engine is anti-friction bear-
ing equipped and has impulse coupling and throt-

tling governor.

See electric and belt-driven pumps on Page 14.
Pump standard with HOISTING BAIL, SUCTION
STRAINER, VACUUM GAUGE, and TWO 14" x 31/2"
STEEL or l4" x 4" PNEUMATIC WHEELS.

p?) ’Ww

 

 

 

I
e\' ..
fr
‘ I
.18 A
I
1.» .. Mr M“. I ~ In 'HIGC HYANU‘“°5
p I: mtg! puma“...[p.ru1r1,',‘k pIJMpL,

NOVO MODEL No ......................................... Kl3
POWER UNIT ......................... 4—5 HP, I-Cyl., Air-cooled
33 Cu. ln. Displacement
SHIPPING WEIGHT on truck .............................. 440
on skids .............................. 39S
CODE WORD on steel truck .............................. KAPAI.
on pneumatic truck ......................... KAPEM

skid mounted. ., ........................... KAPIT

"The table has been adopted as a capacity standard by the Con-
tractor’s Pump Bureau at the Associated General Contractors at
America, Inc., and sets torth the performance requirements under
average job conditions for this size pump. We guarantee this pump
to meet the A. G. C. Standards in every respect."

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

MODEL jS-M
The following table gives capacity In gallons per minute
TOTAL HEAD HEIGHT OF PUMP ADO—VE WATER V ‘ l
lNClUDlNG ‘Ir ‘
FRICTION IO ft. I5 ft. 20 It. 25 h.
_ - l
20 o. 250 I '
A I. , , _
25 a. 245 210 I70 ‘ I
a- . ~ - __I_._- 4
30 ft. 235 205 I65 I30 I
40:1. 215 I90 160 I25 I
50 fl. I85 l65 I45 I20
‘H-k __
60 H. I35 I30 I 25 _I l05
70 I" 65 .§§,__I 35 , L 9° ,‘I BULLETIN
NO,

17‘

this pump was enptied into a chute which in turn discharged
into the open drainage tunnel through convenient Openings

in the floor. This twmnel is indicated on Plate Number ll.
As will be noted, the tunnel runs entirely through the build-
ing, one wall of which combines with footings number 32 -

23 - 15 - 7 and 40. It was first thought that the excess-
ive settlement of columns 5 - 6 - ‘7, 13 - l4 - 15, 21 - 22 -
23, 30 - 31 and 32, was caused by seepage through the walls
of this tunnel.

Many times approach pits are above water and therefore
no water pumps are needed. In this particular case however
the bottoms of the footings were found not at an elevation
of 5' below the floor line as indicated on Plate Number 11,
but varied in depth from 8%," to 12' necessitating continuous
pumping from the time the approach tunnel was started. It
will be noted on Plate Number 11 that the elevation of the
floor is indicated as 82.0 and the bottoms of the footings
at 77.0. 1..

Jacking blocks, the use of which will be described

1. It might also be stated here that where approach
pits extend to great depth, stage operation of pumps is
necessary. Platforms are built at various levels and it is
the'job of each pump to lift the water from one stage or
platform to the next. The amount of lift, of course, de-
pends mainly on the efficiency of the pump and the quantity

of water to be handled.

(10)

 

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‘l“__——H ~ ‘ ! PROPOSED MET/{00 or PfiW/‘vk‘C/NG 5106. 22
‘ BAA/1.4.00 flJ/ix DIVISION or
AME 1an 5mm: 5/105 & ray/veer Co.
HILLBUEN N. Y.

 

 

scam £44m" BrEPC 0mg 8-7-3

 

later, are generally 6" in diameter and are of steel pipe
and any length from 6" to 2'. The ends are faced perpendic-
ular to the axis of the pipe and the pipe then filled with'
concrete. The purpose of these blocks is to extend the
runpout of the jack.

0n the Job referred to in this thesis an air hammer
‘was used for speeding up the driving of wedges. Inasmuch
as compressed air was available in the day time, a great
deal of time was saved by transferring the load from the
Jack to the struts by the use of this medium. The one
used was a standard Chicago Pneumatic fully illustrated on
Plate Number 9.

In the under-pinning process we also have equipment
which remains a part of the completed pile and thus is
classified as material. one such item is the wedge, two
sizes of which were used on this job. Both.were 3“ in
'width and 12" in length, one having a taper of l/lG” to
5/8", and the other l/l6" to l/é". These wedges were made
of steel and supplied by the R. Steel Construction Company,
Long Island City.

The method of driving these wedges is generally by
the use of a maul. The one used for starting the wedges
‘weighed 10 lbs. .A heavier maul would be used but for the
fact the air hammer did the driving for transferring the

load.
The steel jacking plates were square, 1" in thickness,

(11)

 

 

 

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the side of the square being 4" in excess of the pile diam-
eter. In this particular case, plates 14' square were used.
Grout holes 8" in diameter were burned in the lower plates,
and through these the grout was poured. The top jacking
plate required no grout hole. .A layer of thick grout was
placed on top of it, and the plate‘was then.mushed in.posi-
ticn. This was done just before placing the hydraulic jack
in position for the last time. Full contact was thus assured.
The under-pinning piles consisted of standard lap-weld
pipe 10 3/4 cm. with a shell thickness of 6/16 of an inch.
Steel tube piles are in common use up to 16" O.D. and up to
3/8 of an inch in wall thickness. The length of each section
of pile used depends entirely on the conditions under which
it is necessary to work, however, in general the length is
between 30" and 60". The cutting of these pile sections
is accomplished by means of the acetylene torch already de-
scribed and fully outlined on Plate Number 6. To make
proper cut the steel tubes must be clean, free from grease
and dirt, and the cut must be made perpendicular to the axis
of the cylinder. One section of steel tube pile is joined
to another by.means of a sleeve, fully described on the blue
print indicated as Plate Number 10. This type of sleeve
is used in connecting sections in.under-pinning and also
in.connecting the sections of a pile uhich.may be driven
'with a steam.hammer and steam.crane. The difference is,

however, that when used for splicing pile sections driven

(12)

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by a steam.hammer, the sleeve is made of cast steel so
that it can withstand the terrific shock to which it is
subjected. Inasmuch as there is no impact when the hydraulic
jack is used the cast iron sleeve, which is much less ex-
pensive, may be used as a satisfactory method for connect-
ing one section to another. The 10" sleeve used was 3%"
in height, although larger sleeves of from 7" to 8" in
height may be obtained. From Plate Number 10 it will be
noted that the two insert sections are slightly tapered
for ease in assembling the two sections of the under-pinning
pile. The mid section acts as a shoulder so that the tre-
mendous pressures to which the piles are subjected may be
directed in a straight line from.cne section to another.
Points are sometimes used on the first section of under-
pinning pile. The point used on this job for each of the
underbpinning piles is fully shown on Plate Number 10. This
plate shows the construction of the point and notes that
it is made of cast iron. The insert section is identical
with that of the sleeve. Points similar to the one shown
on Plate Number 10 may also be made of cast steel or malle-
able iron. These two types are used when attached to a
pile being driven by a steam hammer when boulders are
encountered in the soil through which the pile must pass.
The cast iron point would be easily broken under such con-
ditions.

Concrete which is used for the filling of the under-

(13)

 

pinning pile" may be of the usual mix, 1: 1%: :5, or 1: 2: 4,
or it may be of special mix, to suit the requirements of
the engineer in charge of design. Aside from being used
as fill for the under-pinning pile, concrete is also used
for the encasement of the struts.

Struts are always of steel and generally of I been or
channel sections. The standard section of either of these
two shapes may be used, and would range in depth of section
from.6" to 12".

The example which the author has chosen to discuss
in this thesis was done by the Young Contracting Company,
Inc. of which he is the head. The reason for the choice
of this job is that it was a typical one. The building,
a.machine shop, located in the Ramapo Valley at Hillburn,
New York, is owned by the Ramapc Ajax, a subsidiary of the
American Brake Shoe. It is of reinforced concrete and was
built about twenty-five years ago.

The plan.cf the building showing the footing locations
and also footing details is given on Plate Number 11, the
columns under-pinned were 12 - 13 - 14, 20 - 21 - 22, 29 -
30 - 31. Plate Number 11 shows a section through the build-
ing indicating a mezzanine or balcony 14'4" above the floor
in the south bay. This mezzanine floor was designed for
storage of stock, and has a load capacity of 200 lbs. to
the square foot. The crane bay, having a span of 36'3"

center to center of crane rail, extends the full length of

(14)

 

the building or 150 feet. The width of the building is
123 feet. The floor is a 6" concrete slab and under the
planers concrete bases are poured integral with the slab.
The north bay has no balcony, but has several machinery
beds for heavy equipment. There is no appreciable vibra-
tion in the north bay during the operation of the equip-
ment. The condition in the south bay however is quite
different, as much vibration is experienced when the large
planers are in operation. The foundation for the build-
ing was originally a spread footing poured on a 3 foot
slag fill over heavy river mud. The footings were de-
signed for 1500 pounds per square foot. Settlement of
this structure was noted almost immediately after its
completion. In the past several years very careful and
accurate settlement levels have been made by the owner.
During the dry season very little settlement was noted.
After heavy spring freshets, however, noticeable settle-
ments were observed when readings were taken. The total
amount of settlement on various columns ranged from 2%"
to 4". At the maximum point of settlement it was necessary
to shim the crane rail to obtain the proper Operation of
this machine.

About a year ago the Ramapo Ajax decided to take bids
from five contracting firms for the under-pinning or the
arresting cf the settlement of this structure. These five

companies were asked to su‘unit their own designs and prices

(15)

 

for the work. One of the general contractors called in was
the Hunt Engineering Company of Teaneck, New Jersey. The
Young Contracting Company was engaged to submit a design,
method of procedure for the under-pinning, and price. The
Hunt Engineering Company using this design and price, sub-
mitted it in the general contract to the Ramapo Ajax. Of
the five designs submitted the one prOposed by Young Con-
tracting Company was selected and the Ramapo Ajax again
called in the five contractors who had submitted the origi-
nal designs and asked for a new figure on the Young design.
The Hunt Engineering Company was awarded the contract, and
in turn engaged the Young Contracting Company to do the
under-pinning.

' In October 1939 materials and ”equipment were placed
on the job at Hillburn and the work started. Column number
22 adjacent to one of the heavy planer beds was the first
to be under-pinned. Its location is indicated on Plate
Number 11. Being an interior column it was necessary to
start the approach pit by breaking through the concrete
floor. When the first floor was penetrated it was found
that there was another floor underneath. Also encountered
below this second floor were sections of old planer beds.
As there was no record of these changes throughout the
twenty-five years cf’existence of the building, this con-

dition was not expected.
The underlying material however caused but little in-

(16)

 

convenience, as an air hammer or demolition tool was used
for breaking the concrete. This together‘with other exca-
vated material was immediately removed to the outside of
the building and placed in a storage pile. Later when the
final column had been under-pinned this storage was used
as backfill for that column. The reason for removing the
excavated material from the first hole to the outside of
the building was to permit the maintenance of traffic in
the crane bay'and throughout the entire building at all
times. Material excavated from the succeeding holes was
used as back fill for the first and so on, thus it is
obvious that at no time were large quantities of excav-
ated.materia1 lying on the floor to hamper the machinists
in their work. As the vertical approach pit was excavated
6' in width and 8' in length and to a depth approximately
6' below the footing, a great deal of water was encountered.
Reference has already been made to the fact that the eleva-
tion of the bottom.cf the footings was considerably below
the points indicated on the plans, and therefore, the
complete operation of the under-pinning of this and all
remaining columns was below the water line. Among the
materials excavated from this vertical approach pit were
fill, blast furnace slag, and heavy river mud.

0n column number 22, as well as column number 12 there
were cantilever cranes which the owner permitted the cone

tractor to use in.the excavating of approach pits and approach

(17)

 

tunnels. These cranes in hauling out the mud buckets from
below saved a great deal of tflme in the excavating. Buckets
were lowered into the pit, filled by the excavators working
below, and than were lifted by means of the crane and dumped
directly into wheel-barrows.

0n the completion of the vertical approach pit, the
horizontal approach tunnel was started. It was 6' in width
and approximately 6' in depth below the footing, and ex-
tended under the footing to a distance of 7'. The material
excavated in this horizontal approach tunnel was blast
furnace slag and foreign.material, such as tree stumps and
railroad ties.

Because of the fact the operation was so far below
water level it was necessary to sheet the approach pit and
the approach tunnel simultaneously as the excavating pro-
ceeded. The sheeting consisted of 3"x8" tongue and groove
planks and was held in place by 6"x6" wales. The wales were
placed approximately 4' apart or at the top and'bottcm of
the sheeting and properly braced, thus leaving ample room
for the workmen using the hydraulic jacks. The sheeting
was set and driven by'means of a pneumatic hammer as the
excavating continued. It was necessary during the entire
operation to pump continuously, and while centrifugals were
used at first, it was found much to the advantage of the
excavators to use the diaphragm pump already described.

As the excavating in the approach tunnel progressed

(18)

 

underneath the concrete footing, it was deemed advisable
to place mud sills lO"xlO" in size and 6' in length under-
neath the edge to insurethe safety of the workers. These
mud sills were of long leaf yellow pine. Above them were
placed 10"x10" struts approximately 6' in length. These
were also of long leaf yellow pine, and were secured with
oak wedges under the concrete footing to prevent sudden
slides or settlement of the footing. The oak wedges used
were 2" in width and 8” in length and tapered from 1/2" to
1%". To minimize the amount which they might be caused to
settle on the insertion of the wedges, these mud sills were
mushed into place before the placing of the struts. Once
the mud sills and sheeting were in place, the top wale was
braced to the bottom one and used for the support of a
platform large enough to accommodate the hydraulic pump
and its two operators. At no point was the depth of our
excavation in excess of the lift of the suction pump and
therefore it was placed at floor level.

The foreman now selected the point for the first pile.
Once this was determined, a crib approximately 2' x 2' was
excavated at that point to give an added 16" in length on
the pile section. This crib was made of 8" x l" shiplap.
Its interior was cleaned of all material and the first
section of pile, approximately 4'6" long with the point in
place, was set. It might be noted here that the sump for

the diaphragm pump was excavated sufficiently below the two

(19)

 

foot square crib to completely drain.this crib, and to
permit working "in the dry".

The jacking plate was next placed on the tOp of the
pile section, the hydraulic jack, in its depressed position
placed upon the plate, and another jacking plate put on
top of the jack and resting immediately underneath the
concrete footing. This footing had been sufficiently
smoothed off to insure a full bearing on the top jacking
plate. The pile length was so figured as to occupy all
space available in this assembly and is clearly shown on
Plate Number 12. The hydraulic pump was then connected
to the jack by means of flexible copper tubing. The gauge
for reading pressures to be exerted on the footing was
installed, and the pumping started.

'When the run-out cf the jack was completed, the jack
was collapsed and jacking blocks placed above the jack
head. The tap jacking plate was then replaced and the
jacking operations continued. When.the runpout of the jack
was again completed, another section of jadking block was
placed and the Operation continued until the tap cf the
pipe pile was on the level of the bottom.of the crib. At
this point a sleeve, a new tube section, the jacking plate,
the depressed jack, and than the top jacking plate were
put into position in the order named. All the while,
continuous pumping of water was necessary. This procedure

'was continued until the readings on the gauge indicated the

(20)

YOUNG CONTRACTING COMPANY 72075
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designated load of 30 tons (for which these piles were de-
signed) plus a 50% overload.

Another column was now started, and observations were
taken every hour for about three hours on the gauge read-
ing for the pile just completed. When the gauge indicated
a settlement the pump was started again until the 45 ton
load (30 tons plus 50% overload) was obtained, after which
further observations were made. When it was definitely
established that the point had been reached where. no further
settlement would be obtained under the given load, the jack
and the plates were removed and concrete was poured in the
pile filling it within two inches of the top.

When the concrete had settled, the jacking plate with
the grout hole was again placed in position. Grout was
poured through the 3" hole, and the plate was carefully
mushed to position on the top of the tube to insure com-
plete contact. The jack was again replaced and the jack-
ing plate placed on the top of the jack (and under the foot-
ing). The pressure was again applied and readings were
‘ taken as above. At this point it should be noted.that the
‘tpring back" of the pile was eliminated. When no further
settlement was indicated, two 8" channel struts were placed,
one either side of the jack. These struts had been cut to
the preper length to fit between the “upper and the lower
jacking plates with only sufficient clearance on the ends
to permit placing of the steel wedges for transfer of the

(21)

load.

The steel wedges were assembled in triplicate for
added power and placed between the tap jacking plate and
the ends of the struts. The maul was used to start the
driving, and when the wedges became'tight the air hammer
was placed in service. During the driving readings were
constantly taken on the gauge indicating the lowering of
the load on the jack as this load was transferred to the
struts.

The driving continued until the reading on.the gauge
became zero. were the jack collapsed before complete
transfer of the load had been made, the pile would tend to
spring up again, and upon final transfer of the column
load on all piles, further settlement might be experienced.
This is one of the most important points to be observed in
the under-pinning process..

As the main column loads were computed to be 120 tone,
it was necessary to place three more piles under this foot-
ing in a like manner. When the column load was completely
transferred, all equipment was removed from.the hole, in-
cluding the sheeting and the platform. In order to Obviate
slides, the shooting was removed as the back filling took
place. When the back fill reached a point one foot below
the top of the under-pinning piles, a dam was placed in the
approach pit, at the entrance of the approach tunnel. Cone

crete was forced behind this dam.and sufficiently puddled

(22)

 

to completely fill the excavated section underneath the
column footing. Obviously, the thickness of concrete at
this point was the one foot just referred to plus the run
length of the struts. The length of these struts must be
not less than the height of the collapsed jack plus 2", and
not more than the height of the cpen jack plus wedge clear-
ance. When the concrete encasement of the struts was com-
pleted the hole was backfilled to the underside of the con-
crete floor. This backfill was tamped and used as the bottom
form. Concrete was then poured and finished to match the
floor.

Upon the completion of all of the columns which were
done in a similar manner, settlement levels were taken
from points on these columns which had been referred to a
datum set outside of the building. Not one of the. nine
completed columns under-pinned gave the slightest evidence
of settlanent.

When the job was finished 432 feet of under-pinning
pile had been installed in a total time of 31 days. Each
day averaged eight hours, with six men working. Prior to
the advent of this method of under-pinning, such a job would
have cost many thousands of dollars more and would have re-
quired double the time to complete. All this without the
positive assurance that no further settlement would be ex-
perienced. Furthermore, under the old method it would have
been necessary to close the plant during the complete time

(23)

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of this Operation. With the new system, no inconvenience
whatever was experienced by the Operators of the heavy
planers and other machinery in the building, during the
installation of the piles. Then too, under the old system,
it also would have been necessary to shore up each column
before starting the under-pinning. This would have involved
additional expenditures of time and money.

Methods have advanced considerably since 1900, and
improvements can still be made, especially in the construc-
tion of the hydraulic jack.

It is the author's opinion that ihe general manufacture
of under-pinning jacks having bases equipped for the attach-
ment of I beam clamps (the manufacturer also supplying these
clamps) would greatly increase the adaptability of this
machine. Plate Number 13 shows one of the heavier jacks
with a square base such as might be reconmended for the
lighter under-pinning jacks, and to which the I been clamp
could be adapted. By means of this clamp tin jack could
be attached in an inverted position to an I beam which would
take the place of the tap jacking plate referred to. This
I beam could be of any length to suit conditions and could
be held against the under side of the footing by means of
struts. This would result in the saving of all the time
now lost in the removal and re-setting of’the instrument
after the installation of each section of pile. It would

be necessary only to depress the jack by means of an hy-

(24)

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draulic return or double acting principle shown on Plate
Number 14, or a rack and pinion, such as is shown on Plate
Number 15, and insert the next section to be installed.
Then, to extend the run-out of the jack, it is necessary
only to add the jacking blocks before proceeding with the
pumping operation.

Contrasting this with the present method which re-
quires the complete removal of the heavy jack after the
driving of each short section of pile, and remenbering
that the improvement suggested by the author will eliminate
the handling of the 287 pound machine in limited quarters,
it is obvious that this improvement will cut the actual
Operating time in half, and will reduce costs by at least

25%.

(25)

 

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