raymond pile brochure

8/19/2019 Raymond Pile Brochure

1/16

R YMOND PILE

R

ay

mond

Systems

, Inc. is an

eng

ineering and

co

ns tructio

company spec

ializing in the

eng in

ee

ring

design

,

manufacture

, and in

sta llat

ion of Raymond Piles.

R

ay

mond Piles are unique structural foundation members used when inadequate so

il

conditions require the use

of

piles to support heavy toads.

The Ra

ymond Pile can be

ins talled rapidly, economi

ca ll

y

and the structural int

eg

rity iis insured .

Alfred E.

Raym

o nd developed lhe first R

ay

mond Pile in 1

893

. Since lhen, r

esearc

h

and

d

eve

lopment, along with

continuing

programs to impro

ve eff

iciency h

ave

r

es

ulted in

innovative pile foundation design,

improved

in

stall

ation techniques

and

significantly

increased design loads.

Thousands

of

major and

rniJlOr

structures throughout the world are successfully support

ed

by Ra ymo

nd Pil

es.

R

ay

mond System

s

In

c. of

f

ers va ri

ous

servjces

relative to the R

aymond

Pile such

as;

geotec

hnical e

ngin

ee ring, founda

ti

on engin

ee

ring, specia lized piledriv ing equipment ,

manufa

ctur

ing, s

upply

, and insta

ll

ation.

Raymond s management and engin

ee

ring s taff consist of professiona l engineers who

specialize in geotechnical engin

ee

ring mechanical e ngineering, founda tion des ign and

equipment d

es

i

gn

. Raymon

d

s

cons

tructi

on

management s

taff

consists

of

e

xp

erie

nced

m

anagers

a

nd

field

perso

nnel.

R

ay

mond

remains

dedicated to continue

it

s

ongoi

ng re

sea

rch

and deve

l

opment

progr

ams

to

provid

e s p

ec

iali zed foundation

so

lution

s

and to provide the R

ay

mond Pil e to the

world

marke t into the 2 1

st ce

ntury.


2/16

FE TURES ND BENEFITS

Nominal

Dimensions

18¥8

1TVa

163/s

5

15%

4 14%

3

13

3

/s

2

12:Ys

11Ys

10¥8

H

8%

u

etail

ClOSURE PlATE

WELDED TO BOTTOM

DRIVE RING

Note Other methods of

JOint

waterproofing

can be used

Step-Taper piles can be manufactured in the size

and configuration required to best meet almost any sub

soil condition and loading requirement. The versatile

Step-Taper pile

is

installed by driving a closed-end steel

shell and heavy steel mandrel

to

the

requ1red

res1stance

or penetration. The mandrel is then withdrawn and the

shell filled with concrete. The shell is helically corrugated

to resist subsoil pressures. Standard sections are 8. 12

and

16

feet long and nominal diameters range from 8 to

18 inches. Longer and larger shell sections can be

made.

Starting with the required tip diameter, sections are

joined to make

up

the pile length needed, with an

increase of one inch in diameter at each joint. The end

product

is a tapered pile which generally provides

higher load

capacities

than non-tapered piles of the

same length. Within limits. different section lengths can

be combined to make a wide variety of pile shapes.

Usually, 8 to 14-inch tip diameters with 12 to 16-foot

lengths are used. By using different tip diameters and

section lengths. piles can be made

to

satisfy almost any

requirement.

Joints are screw connected. with a drive ring

and

corrugated collar welded

to

the bottom of each section;

the boot section

s

closed w1th a flat steel plate During

dnv1ng a shoulder on the mandrel engages the drive

ring at each joint and at

the

pile tip. Hammer energy is

effic1ent1y transmitted through the rigid steel mandrel to

each section and

to

the pile tip. There

is

no possibility of

structural damage to the completed pile because of high

driving stresses, since all of the driving is actually done

on the steel mandrel.

The result is optimum pile drivability, an important

factor in the consistent success of Step-Taper piles in

realizing the maximum load-bearing potential of almost

any soil system.

General view

of

Step-Taper shell assembly area.

n TAP R Pll

I=


3/16

EATURES AND BENEFITS

ADVANTAGES

OF STEP TAPER PILES

Variable

Configurations

The s1ze and shape

of

Step-Taper p

1es

can

be

vaned over a

w1de

range

to best

sat1sfy subSOil cond1t1ons

and loadmg

requirements

riving Efficiency

The steel mandrel effectively

transmits hammer energy along the

ent1re

length

of

the pile w1th m1nor elastic energy losses.

Effective Hard Driving The heavy steel man

drel used to dnve Step-Taper shells assures effective

hard dnving for the development of pile capacity to

the lim1tat1ons

of

the so1l.

Flexibility

The length of Step-Taper piles can

be

adjusted in the field to meet changing subsoil condi

tions as they are encountered Exact predetermina

tion

of

length IS not necessary Waste IS mm1m1zed.

Driving Resistance Retained - All penetration

resistance developed during dnvlng is retained

because the steel shell remams in intimate contact

with surround1ng soli

Structural

Damage Eliminated The steel

mandrel absorbs all dr•v1ng stresses

concrete

IS

poured only after driVIng s complete

and

IS not sub

jected to poss1ble damage from dnv1ng forces.

Easy

Internal

Inspection -

The full

length

of

each

pile s eas1ly

accessible

for 1nspection after t

and adjacent p1les have been dnvcn and before con

crete

s

poured

Proven Concreting

Methods Spec1al

con-

crete mixes

combmed

w1th field-tested

and

proven

concretmg techn1ques assures the structural1ntegnty

of each p1le.

Concrete Protection - The steel shell permits

proper

setting prevents d1stortton and separat1on

and ma1ntams a contmuous concrete section.

Maximum Load Capacity Effective hard dri-

ving, full utilization

of

hammer energy, easy Internal

inspection

and

protection of concrete by steel shell

add

up

to

h1gh

load capac1ty w1th safety.

Problem Solving

Ray-Step personnel can draw

upon

their vast store of

collective and individual

expenence

spanmng many years and situations to

exped1t1ously solve

the

many problems Inherent

n

the

1nstallat1on

of p1le foundations.

Minimum Cost - H1gh capacity combined with

Ray-Step s t1me sav1ng methods,

eff1c1ent

equipment

and

expenence

result m S1gn1f1cant savmgs m total

foundat1on costs

Fast Installation Proper eqUipment, techn1ques

and expertise add

up

to p1le 1nstallat10n rates which

are d1ff1cult or 1mposs1ble for other contractors to

match. The results: shorter schedules, reduced over

all construction and fmance costs. and earlier ava1lab1hty

of

revenue-produc1ng fac1ht1es.

Dependability

Step-Taper p11es have been dnven

for over s1xty years under almost every subsoil condi

tion. The success and un1versal acceptance of Step

Taper p1les by eng1neers. contractors and owners is

your assurance of cost-effectiveness and quality.

Assembled Step-Taper shells ready for driving.

.

Step-Taper shells are filled w1th high-quality concrete after

internal inspection.

T A PI=P PI I I=C


4/16

ipe Step·

Taper

Piles

ince the maximum

practical

length of an all-shell

tep-Taper pile is about

140

feet

pipe is

combined

to make

up

exceptionally long piles where

h capacity, high quality piles are requ1red. Pipe is

sed for the lower portion of the pile, and shell sec

tions for the upper part. If

the drivmg mandrel extends

far

as the shell sections, the pipe wall1s of suf

ficient thickness

to

withstand driving forces.

In

some

p pe por

and

other factors. However, the length of pipe

piles is not limited

by

rig capacity. Piles

be installed

in

two or more stages, with the p pe

or

sections followed

by

the shell portion.

Step-Taper shells are ratsed to a vertical

start shell-up procedure Note closed-end boot

in

foreground.

T

T

C I C

Typical

Dimensions

Detail

••

~

__

w

I

Sfi

L

• en

0::

w

c

J ~

I

1 J,.

c

w

>-

en

en

z

0

>

w

.)

z

< :

>

en

u

w

a:

w

>


5/16

M NUF CTURING


6/16

INST LL TION

hell sections are assembled on a horizontal rack with

joints screw-connected and waterproofed, usually

with 0-rings. The assembly is then raised to a vertical

position and placed over a full-length steel mandrel.

pile is installed by driving the internal steel man

drel which carries the pile sheel to the required depth.

When the pile shell is in place, the mandrel is

damage which may have occurred because of

subsurface obstructions encountered during driving,

is verified. Th e final step is to fill

.

w nch ass sts in assembly of Step-Taper shells on rack.

a

ing of

next set

of

Step Taper shells

dunng

dnvrng saves

time

T T

I I

the shell with concrete to cut-off grade. Excess pile

shell lengths may be cut off either before or after

concrete is poured.

DETERMINING

PILE SOIL

CAPACITY

Methods for determining the capacity of the pile-soil

system include static analyses see Design Section),

dynamic formulas and load tests. Driving criteria are

indispensible to assure uniform loading capacity of

piles and prevention of significant differential settle

ment of the completed structure.

Shelling

u p

Mandrel tip positioned over Step-Taper shells which

are then drawn up onto mandrel.


7/16

·

.cu

....., n

-•uo

TIOIIIO

I

NTO

...

I

..

011

IIWC)Rf .

< To place the Step-Taper shells on the mandrel the

assembled set

is

first lowered into a set of driven shells:

the mandrel lip

Is

positioned over the assembled set: and

the

assembled set is then drawn up onto the mandrel. The

mandrel-shell assembly

is

now ready for positioning on the

pile location stake and driving.

The steel mandrel encased

by

the Step-Taper shells is

driven

to the

required penetration

; the

mandrel

is

withdrawn leaving the shells in place ready lor internal

inspection and filling with concrete.

y

INSTALLATION SEQUENCE

t T

n

T r l l

r


8/16

ynamicFormulas

ost dynamic formulas developed for pile driving are

and distance of

of

the pile

is based on

ov r

the last few

penetration.

in the hammer

system. In some cases, penetration

relaxation) but a more common occurrence is for

the soil regains its shear strength after driving soil

relatively short time. and any type of computation

dynamic formulas may still be applied with

able confidence when experience and good

loads are not heavy.

P T C C

Because of the limitations and possible unreliability of

most dynamic formulas. and with the development of

computer technology. the one-dimensional ave

Equation has now been applied

to

establishing driving

criteria.

In

the absence of soil freeze or relaxation. the

Wave Equation solution indicates the final penetration

resistance blows per inch) for the ultimate pi le

capacity required. Ray-Step foundation consultants

can provide these solutions for any set of conditions

Load Tests

Driving criteria are also established by pile load test

results which can then be applied

to

production pile

driving. These tests can be conducted prior to foun

dation

design or

in conjunction with installation to

verity or establish the installation criteria and the pile

design load. Procedures conducted during installa

tion generally follow ASTM 0 1143


9/16

1n most types of soils.

funct on as either friction or point-beanng piles.

Design

capacity for compressive axial loading is

applying the allowable compressive

for the piling material to the cross-sectional

of the

p le

at the critical section. which normally

1n

the upper third

of

the pile. and whrch can be

by load tests on Instrumented piles

Formulas for structural capacrty

of

Step-Taper

follow

: Pa=0.33

f

cAc

: Pa=0.40

f

cAc

· Pa=0.33 f c

Ac

+ 0 35 fyAp

which.

Pa =Allowable axial compressive load

f

c

=

spcc1fied 28-day concrete strength

Ac

=

cross-sect1onal area of concrete at the

critrcal section

fy =

specified yield strength of steel but not

to

exceed 36 ksi for computation purposes

Ap

=

cross-sectional area of steel

1n

pipe

The confining action of the steel shell increases

u t mate

strength of the concrete · the degree

on the thickness and d1ameter

of

the

An allowable stress of 0 40 f c has been estab

of at least 4

and

a nominal diameter not greater than 6

. Since the shell does not carry any of the axial

the function of the steel is to resist hoop tension.

Support

lateral support can be prov1ded by any soil

a very fluid soil,

to

prevent buck1ng under

compressive loads. Unsupported pile lengths

, water or very fluid soil) should

for the loads rnvolved.

vs

Driving Stresses

drrvrng stresses are usually considerably

static design stress. and could control the

tural design of the pile. Since dynamic driving

are absorbed by the Step-Taper pile s steel

, only service load stresses need to be con

for structural design.

Soil Bearing Capacity

p le

should not be selected for ts structural capacity

p le bearrng capac1ty is

controlled by the soil bearing capacity

by the p le s structural capacity.

The capacity

of the pile-soil system may be

est1mated by static analyses. or by driving formulas

or determ1ned by load tests. A safety factor of two is

normally required , and a p le structural

capacity

safety factor of more than two is standard procedure.

Static

nalysis

A static analysis can be used to estimate the required

pile length for a given load or the bearing capacity of

a pile of a given length.

However

. varrat1ons rn

soil

characterrsllcs frequently occur within

short

distances, and usually

change

durrng

p le driv

i

ng.

Also, the static analysis must reflect the advantages

of

Step-

Taper piles. or the results

w ll

generally be

conservative.

Bearing

Capacity

in Cohesionless

Soils

The ultimate bearing capacities of Step-Taper piles

in

cohesionless soils can be calculated based upon a

method proposed by Nordlund usrng the noma

graphs in F gures 5-1.

5-2

and

5-3

for friction values

and a standard bearing capac1ty formula for end

beanng values using Tables

S 1

. 5 11 and S-Ill.

The formula for calculat1ng the ultimate bearing

capac1ty IS.

R =Cp L+NapoA

HOMOGR PHS

FOR

DETERMINING FRICTION V LU

C:::TI=P TAPI=P

ll I=C:::


10/16

which :

Ru

=

estimated ultimate capacity

C =

constant for Step-Taper pile shell from

Figures 5-1 . 5-2. or 5-3

po = effective overburden pressure at mid-height

of shell section or at pile tip.

L = length of shell section

NQ= bearing capacity factor from Table

5-I

A

=

area of pile tip from Table

5 11

of Nomographs

of Figures

5-1 5-2

and

5-3

show two families of

one of which is used to determine the value of

for various shell sizes and shell lengths

12

or

16

feet. The other family of curves is used to

the value of a limiting overburden pressure

a

maximum to be used

in the

of friction capacity for each shell size and

l

ength

. The indicated overburden pressure

are based on experience

and

engineering

and should not be considered absolute.

To enter nomographs the Standard Penetration

N are first converted to an equivalent

internal friction q> Before conversion

to

friction

angles. the N values determined in the field are first

multiplied

by

a correction

factor given by the

formula :t•J

20

CN= 0.771og _

p

in

which:

CN

=

correction factor:

p = effective vertical overburden pressure. tsf

The corrected N values are used to determine the

approximate equivalent friction angle according to

Figure 19

.5

in Peck Hanson and Thornburn.

141

End Bearing

Calculation

The values of the factors used

in

calculating the end

bearing

capacity can

be obtained from Tables

5-I

5 11

.

and 5 11

1

Table

5-I

is entered with the angle of

internal friction

to

find the corresponding value of the

bearing

capac

ity factor N

Q.

The tip areas for various

Step-Taper shell sections are shown

in

Tab le 5-11.

Table 5 11

1

shows the recommended limits for NQpo

in

determining the end-bearing capacity.

;= :53 .

~ .......

.

r

/ .. . . , , ..

: : :--:7 - ; :

J ,- i l

... .. . . .

.

. . . . .

#

-J

___.

- . .... .

...

..

I .. •

-;.

..-

..: - ,. :,. Y '

-

...

-

;

.

--

......

~ ; /

-< .-< ./.

·-----

5

:?o

Fy

5·3b

T

n


11/16

ESIGN

N

28 °

29 °

30 °

31

°

32°

33°

34 °

35°

36°

37°

38°

39°

40°

TABLE 5 I

Values

of

Nq

after Berezantzer et al [5]

10

20

40

18 15

10

21

18

12

24

21 15

28

24 19

34

29 23

41 35 29

49

42

36

57 50

45

69

62

57

85

77 72

105

86 90

129

12

0

112

156

145 137

D Depth to pile tip

B Pile tip diameter

70

5

8

10

14

18

24

32

41

53

69

87

109

133

TABLE

5-11

Tip Areas for Step-

Taper

Piles

Shell

Section

000

00

0

1

2

3

41

Area

Shell

A Secti

on

ft

2

0.41

4

049

5

0.59

6

0.71 7

0.84

8

0.98

TABLE

5

111

Limits for end bearing

M

axNqPo

degrees ksf

<

30

100

35 200

>

38 300

Area

A

ft

2

1.13

1.

29

1.46

1.

65

1.84

Exampl

e o f appl icat ion o f

bea

r ing

ca

paci t y f o rm u la :

Ru

= : C p

L + q pA

Pile Shell

Depth a

b

Po (hmrt)c

cd

-

SOli

Po

X

Po

X

L Ru

0

Sectron

ft

ksf

ksl ksl

f kipS

IS

:

113 pet

5 6

0.

68

2 .15 3 .

65

0.

68

12

29.8

12

4

18

1.66 2 .35 3 .

15

1.66 12

62 .8

24

>

32

°

; so

pel

3

30

2.26

2 .55

2 .

80

2.26

12 75.9

36

2

42

2.86 2.80 2 .35

2.8oe

12 79

.0

48

> 35°

52

3.40 2.05

3.50

2.05e

8

57.4

56

2.25e

0

60

3.88

2.25

3 .

00

8

54

.0

64

l5

60

pet

00

68 4.36 2.55 2.40

2.sse

8

49 .0

72

72 4.

60

End bearing

=

Nq

p

0

A

=

(

41

)

1

4

.60)9 (0.49)h

=

(188.6) (0.49)

=

92.4

Total Ru

=

500.3kips

a.

To mid -height each shell sechon

and

to prle trp

f.

Beanng

capacity

factor

from Table 5-1

b Calculated overburden

pressures

.Depth

x

unrt w

erght

g Calculated overburden

pressure

at pile tip

c. Limiting overburden pressures from

Frgures

5-1 band

5·2b

h. Prle

tip

area lrom

Table 5 11

d. Constant from

Figu

r

es 5·1a and 5·2a

1

Lrmrtrng Nq

p

0

=

200

ksf from Table 5 111. Use calculated

e. Controlled by limrting overburden pressures.

Tt D

T D D l

r::


12/16


13/16

DESIGN

Design Guide Charts for Laterally Loaded Step ·Taper Piles

These Design Guide Charts can provide an esbmate

of

re1nforc1ng

steel

reqwed n Step-Taper p1les under

lateral loading

for the

conditions

shown The

charts are based on

the COM622

computer

program

and the follow1ng

Pile Step-Taper,

5 sections@

12

feet=

60 feet

Butt· No.5 section nominal diameter tnches

Concrete

strength

4000 ps

Butt fixity 50

percent

Re-steel yield strength

60 ks

Re-steel cage diameter·

10

I

tnches

Load

factor

1 7

Pile

predrilled

yes

The charts are not

applicable for

piles that cannot

be con

sidered fixed at

some

po1nt beneath the ground surface.

For

top

sections

one

size

smaller

(No.

4) or one

size larger

(No.6) the

required

steel areas indicate

d

by

the

charts wi ll

be with i

n± 10%.

Use

of Design Charts

1. Enter the design chart for the applicable soil condition with

the axial and lateral

work1ng

loads Judgement should be

used in selecting the ax1al compressive load that will be

acting with the lateral load

2.

Read

or mterpolate for the reqUired area of

remforc1ng

steel.

As,

n square inches. as 1nd1cated by the curved lines If the

point falls

w1thin

or on the dashed curve, no steel is

required

3.

Read the required length of reinforcing steel as ind1cated

by the n c ~ r c l e d numbers. If the potnt falls between

encircled

numbers.

interpolate

either vertically or

horizontally

or both

to obtain the approximate cut-off depth of

the

reinforcing

steel.

4 The vertical dashed lines

in

dicate a specific pile butt

deflection n

mches. If the

point falls to

the

left

of

one

of

these lines the pile butt should not deflect more than the

value 1nd1cated

Approx1mate

deflections can be deter

mined

by interpolation for intermediate

points.

The maximum

butt

deflections are Indicated

for axial

loads of

zero and 125

tons

at

the

max1mum lateral load

shown on each

chart

Example

Est

imate

the

area

and length

of

longitudinal

rein

forcing

stee

l

and the

approximate

butt deflection

expected

for the

foll

owing

conditions:

Given

Pile: Step-Taper

Top

Section:

No.

5

Section lengths

12 feet

Concrete strength

f'c = 4

ks

Rebar

yield fy = 60 ks

Axial load

(working)

60

tons

La

teral load (working). 9

tons

Soil Medium st1ff clay

Cu

= 800 psf

olution

1

Use

CaseS (Fig 5-11)Medium

Stiff

Clayw1thCu= 5 0 ~

2 Enter chart

with

an axial load of 60tons and a lateral

load of 9

tons

3.

Interpolate between

the

curved lines to obtain the

required retnforcmg steel area As of

0.6

in

2

4. Interpolate

both horizontally

and vertically between the

surrounding encircled numbers to get the required

length

of 9.2

feet

for

the retnforctng steel.

5.

Interpolate between the vertical dashed lines to get an

approximate butt deflection

of

0.67

1nches.

•

Ftg 5·4 Case 1

oose

Sand (submerged).

125

100

25

0

t ·z ·

0. .

Gto.M

• 0

o

.

-

•

c . ~

• ·o

0 I 2 S

LAT£11

AL I.J)AO K· TONS

Fig 5· 7 Case 4 loose Sand

125

-- .

00

--.....; - :._0

_.._ -

'

0

.

5

tt

•

.

o.t'

. . .. ..

.

,

.

•

o '

0

c.,., ,. ,

•

l ft

so

~

c

x

c

25

1

0

0

L ATE RA L LOAO

Ftg 5·10

Case

7

Soft Clay

25

100

.,

z

0

:

75

0

9

c

so

H·

TONS

·'

0

,

I

.

·

i

?

0

.

-

;

·

a

0

0

25

------ -

--.....o.t-,

o

. . ..

: ~ - . - -

_ .--- '

'

0

0

LATERAL LOAD H· TO NS

T

API=

R Pll


14/16

Fig 5·5

Case

2

Med1um Dense Sand (submerged)

Fig

5·6

Case 3 Dense Sand

(submerged)

125

125

......

: ......

.........

'

100

~ · o

100

'

0

.

\

...

0

z

:

z

il

;:

0

...

...

J

'

75

;-;' ))•

'

...

...

O.

pt

•• Oftwf\ . . . , • 0

Q

0.•'

,, .

c . . 0

0

c

c

0

J

3

J

eo

J

eo

c

::

i

i

ii

c

?

..

0

0

;.

·

'

5

0

0

0

2S s.

o

75

0 25 so

75

10.0

LATERAL

LOAD

H

·TONS

LATERAL

LOAD H

·TONS

Fig

5·8

Case

5

Med1um

Dense

Sand

Fig . 5·9.

Case

6Dense

Sand

12S

12S

..._

........

100

0

100

..

z

.

•

..

I

75

'

75

\ ·

..

..

)

...

c.,, .Of

•

If

f •

...

0,,

o.

...

. c ; , . ~

• OU

I

Otttfil

1\4 c .. . ,20

0

OttO._ *

C.t•of

t

•

2 0

c

3

_J_

J

J

eo

J

eo

~

.

?

c

0

/

0

...

/

•·

5

25

_...

-

-

0

0 25

$0

75

100

0 25 so 75 100 12 5 1.0 16 5

LATERAL

LOAD

H·TONS

LATERAL lOAD

H·

TONS

Fig 5-11 Case 8 Med1um

St1ff

Clay

Fig 5·12 Case9StlffCiay

125

125

100

i

100

?

;

?

..

..

z

..

z

0

0

':

..

75

75

I

Cv • 7) ( ) f l f

...

...

0

0

60

----

- - - -

-

c

9

0

c

eo

..J

50

.

::

..

.J

i i

0

J

c

c

0

0

;c

·'

.

25 "'

5

0

0

0

25 $0 75

9

100

0 2.5 so 75

100

12 5 150 16.5

LATERAL

LOAD H- TONS

LA

TE

RAL LOAD

H·TONS


15/16

CONCRETE CONTENTS

STEP

T PER

SHELLS

CUBIC YARDS

12 STEP

SHELLS

000 0

1

2 3

I

4

000 0

I

1 2

FEET

BR

BR BR

BR BR BR BR

FEET

BR BR BR

BR

BR

1

.01

2

.

2

.

2

3 3

04

61

1.21 1.45

1.

71

2.01 2.

34

2 .

3

.

3

.04 .

5

6

7

8

62

1.24 1.48

176 2.

6

2 39

3 .

4

.

5

.

6

7

.

8

10

12 63

1.

27

1.52 1.80 2. 11 2 45

4

.

5

.

6

.

8

.

9

.

11

13

15 64

I

1.30 1.56

1.84 2.16 2.

51

5

.

6 8

.

1

.

12 14

16 .

19

65

1.34 1.60 1.

89

2.21 2.56

6 .

8 1

.12 .

14

~

17 .20

23

66

1.37

1.63

1.93 2.

26

2.62

7 .

9

11 13

16

19 23

27 67

1.40

1.67 1

97

j

.31 2.67

8

.10

.13

.

15

.

18

.

22

.26

.30

68

1.43 1.71 2.

2

2.

36

2.73

9

.12 .

14

.17 .

21

25

.29 34 69 1.46

1.75 2.

6

2.41 2 79

1

.13 16

.19

.23 .

28

.

32

38

70 1.

5

1.78 2.10 2.46

2.

84

11 .

14

17 .21 .25

I

3

36

.42

71

1.

53

1.82 2.

15

2.

51

2.90

12

.15 19 .

23

.28

33 39

.45 72 1.

56

1.

86

I

2.

19

2.

56

2.

95

13

-

.17 21 .25 .

3

.

36

43

5

73 1

6

1

9

I

2.24 2.61 3.01

14 19 ?

?fl .::13 ::19

46

.54

74 1.64

1.95 2.29 2.67 3.

8

15

.

2 25

.

3

.

36

43

5

.

58

7

+1

7

1.99

234

2.

72

3. 14

16 .22 .

27

.

32

.

39

.46 54 .63

76 1.

71

2.03

2.

39

2.

78

3.20

17 .

23

.

29

.34 .41 .49 .

58

.67

77

1.75 2.08 2.44 2.84 3.27

18

.25

3

37

.44

52

.61 .

71

78 1.79

2. 12

2.49

2.

89

3.33

19

.

26

.

32

.39 .47

56

.65

I

76

79

1.

82

2.16 2.

54

2.

95

3.

39

20 .28 .34 .41

f

.

5

59 69 80

8

1

86

2.21

2.

59

3.

3.45

21

.

3

.

36

44

.

52

62

73 .84 81 1.

9

2.25 2.

64

3.

6

3.52

22 .31

.

38

.46 .

55

.65 77 .89

82

1.94 2.29 2.

68

3.12 3.58

23 .

33

.40 48 .

58

.69 .

8

.

93 83

1.

98

2.34 2.

73

3.

17

3.

64

24

.34 .42 50 .

6

.72 .

84

.

97

84 2.01

2.38 2.78

3.

23

3

71

25 .

36

44

53

.

64

.

76

88

1

2

85

2.

6

2.43

2.84 3.

29

26

.

38

.46

56

.67 .79

93

1

7

86

2.10 2.48 2.

9

3.36

27

~

.40

.97 1.12 87 2.14 2.53 2.

95

3.42

28 .42 .51

.

61

.

73

.

87

1.01

1 17

88

2.19

-

2.

58

3.01

3.48

29 .44 .53 .

64

77 91 1.

6

1 22

89

2.

23

2.63 3.

6

3.55

3

I

.46 .

56

.

67

.

8

.94

1.

10 1.

27

9

2.27 2.68 3.

12

3.61

31 .48 .

58

70

I

83 98

1 14 1.

32 91

2.

32

2.73 3.18

3.67

32

.

5

.60 .72 .

86

1.

2

1.19 1.

37 92

2.

36

2.77 3.

23

3.73

33

.51 .62 .75 .

9

1 6 1.

23

1

42 93

2.40 2.

82

3.

29

3.80

34

.53 .65 .78 .

93

1 9

1.27 1

47

94

2.45

2.

87

3.

34

3.86

35

.55 .67 .8 1 .

96

I

1.

13

1.32

1.

52

95

2.49

2.92

36

.57 .

69

.

83

99 1.17 136 1.57

96

2.53

.?- 1

3.46 3.99

37

.59

.72

86

1.

3

1 21 1 41

1

62

97 2.58 3.

3

3.

52

38

.62 .75 .

9

1.07 1.26 1.

46

1.

68

98

2.

63

3.

8

3.

59

39

.64 .77 .

93

1.10 1.

3

1.51 1.73

99

2.68

3.14

3.

65

4

.66 .

8 96

1.14 1.34

1.

56

1.79 100 2.73 3.20 3 71

41 .69 .83 .

99

t

1.

18

1

39

1

61

1.

85

101 2.78 3.25 3.

78

42

.

71

.

86

1.

3

1.22 1.43 1.

66

1.

9

102

2.83

3.31 3.84

43

.73

.

88

1.

6

1.25

1.47 1.

71

1.96 103 2.88 3.

36

39

+

I

4

.75

.91 1.

9

1.29 1.

52

1.

76

2.01 104 2.93 3.42 3.

96

45

.78 .94 1.12 1.33

1.

56

1.

8

2.07

105

2.

98

3.48 4.03

I

46

.80 .

97

1.16 1.37 1

6

1.85 2.13 106 3.

3

3.53 4.

9

47 .82 .

99

1.

19

1.41 1.64 1.

9

2.18 107

3.08 3.

59

4.

15

48

.85

1.

2

1 22 1.44 1

69

1.95 2.24 108 3.13 3.

64

4.22

49

87 1.

5

1.

26

1.49 1.74 2.01 2.

3

109 3.18 3.70

5

.90

1.

9

1.

29

1.53 1 79 2 7 2.37 110 3.24 3.77

51

.93

1.12

1.33 1.57

1.

84

2.

12

243

111

3.29 3.

83

52

.96 1.15 _

1.

37

1.62 1

89

2

18

2.49 112 3.

35

3.

89

53

.98 1.18 1.41 1.66

1.

94 2.23 2.

56

113 3.41 3.

96

54

1.01 1.

21

1

45

1 70

1

99

2.29 2

62

114

3.46

4.

2

55

1.04 1.

25

1.48 1.75 2.

3

2.35 2.68

115

3.52

4.

8

56

1.

6

1.

28

1.

52

1.79 2.

8

2 40 2.

74

116 3.

57

4.

14

I

+-

7 1

9

1.31 1

56

1.83 2

.1

3 2 46 2.

81

117 3.

63

4.21

58

1.12 1.

34

1.60 1.88

2

.1

8 2.51

2.87 118 3.

69

4.27

59

1.15 1.38 1.

63

1.92

I

2.

23

2 57 2.93 119 3.74 4.

33

6

1.17

1.41 1.67 1.

96

2.

28

2.63 3.00 120 3.

8

4.40


16/16

SPECIFICATIONS OR STEP ·TAPER

PILES

1 GENERAL

1 1 All piles shall be installed by a

piling contractor

qualified to

install the type of pile specifica

tions used, in

accordance

with

the plans and specifications.

1 2

The pile contractor shall furnish

and his prices shall include all

necessary tools,

equipment

material, labor and supervision

to install and cut off the piles in

accordance

with the plans and

specifications.

1.3 The general contractor shall

provide: all necessary excava

tion, sheeting

and bracing

or

other adequate maintenance of

excavation banks; suitable run

ways and ramps as necessary

for

pile driving;

control of

ground and surface water as

necessary

to keep the

work

area sufficiently dry; suitable

access roads for

movement

of

equipment and materials to and

from pile locat1ons; field layout

required for pile work including

setting and maintaining a l

oca

tion stake for each pile and giv

ing cut-off grades on all piles;

and removal of all overhead and

underground obstructions as

required.

1 4 Except

for operations,

equip

ment and personnel directly

under the control of the pile con

tractor, the general

contractor

shall be responsible for comply

ing with the requirements

of

all

Federal and State safety and

health regulations applicable to

this work.

1 5 The results of test borings made

at the site are shown on the

drawmgs. Soil

samples

recov

ered are available for ins pec

tion. This information is to

be

considered as indicalfve of sub

soil conditions and is

made

available to the

contractors

to

use at their discretion.

Contractors may make their own

subsurface investigation at the

site.

1

6 Each pile shall consist of a steel

with the soil, using an internal

non-mechanical steel mandrel.

The mandrel shall be withdrawn

leaving the steel shell

in

place .

The steel shell shall be filled with

concrete as specified herein.

2 PILE SHELLS

2 1

Pile shells shall be step-tapered

with

a tip diameter of

inches. The increase in diame

ter at each step shall

be

not

greater than one inch.

2 2 The lower one-third

of

the pile

shell shall be minimum No .

14

gage (0.075 inches) and the

pile contractor shall assume

responsibility for providing

shells of sufficient strength and

thickness to withstand driving to

the required penetration and to

resist harmful distortions due to

soil pressures.

2.3 Step -Taper shells shall

be

closed

at

the point with a flat

steel plate having a diameter

not more than

3

•

inch greater

than the diameter of the shell to

which the plate is attached. The

plate th ickness shall be

1

•

inch.

The driving mandrel shall

extend the lull length of the pile.

3 PILE CONCRETE

3.1 Concrete fill for the

piles

shall

have a

28

day

strength

of

not

less than si and shall be

composed

of approved

Portland cement, clean, sharp

sand and gravel or crushed

stone having a

3

• inch maximum

size.

Concrete

shall have a

slump of 4 to 6 inches. The Pile

Contractor shall

submit

to the

Engineer for approval a mix

design

developed

from the

results of having broken 3 and

7-day tests on standard cylin

ders all as per

applicable

current ASTM standards.

3.2 No concrete shall be

placed

until the pile shell

has

been

foreign matter and contains no

more than 4 inches of water.

3.3 Concrete shall be

poured

into

the

shell at the t

op

through a

steep-sided funnel having a dis

charge opening of not more

than 10

inches

in diameter.

Concrete in the

top

six feet

of

the pile shall

be

rodded .

4 PILE

INSTALLATION

4 1

The

Pile Contractor shall have

performed

by

a competent

Engineer a

Wave-

Equation

Analysis of the pile-hammer-soil

system which is proposed. The

Wave- Equation solution shall

determine the Ultimate Pile

Compressive capacity as a

function

of

driving

resistance,

and the maximum compressive

and tensile stresses

in

the man

drel as the pile reaches final

anticipated

penetration . These

solutions shall

be

submitted to

the Engineer

prior

to

com

mencement of pile driving.

4.2 The

pile

shall

be

driven to at

least the resistance indicated

by

the Wave-Equation Analysis

for an Ultimate Load of 200% of

the

design

load

of tons.

However, if the pile does not

conform to the settlement crite

ria set forth in the section of

specifications entitled Load

Tests

,

then the pile shall be dri

ven to such greater resistance

as may

be

required.

4.3 The piles shall be driven with a

steam

, air, hydraulic or diesel

hammer having a rated energy

of not less than foot

pounds per blow.

4.4 All piles shall

be

driven with a

hammer operating in fixed lead

ers

or other methods shall

be

used to

hold

the hammer

and

pile in accurate alignment.

4.5 All piles shall be cut-off to within

one inch of the required pile butt

elevation.

raymond pile brochure

Documents