Gulf Bearing-SP 950426 (4)~ J-M PIPE Ring-Tite® PVC Gravity
Sewer Pipe and Fittings
Gravity Sewe~-Pipe---:
an;d Fittings .'-'.~.: :; -
! - ,.~-~ · ,~.
· : ''. +;. '
· ':: ':,'
Ring-Tite joint meets
exacting tightness
requirements, simplifies
assembly
the pipe section with the
Figure 1 same strength.
Meets ASTM
D3034-SDR 35 4"-1 5"and
ASTM F679 1 8"-27"
Introduction
The growing demand for an
effective all-out attack on
water pollution highlights the
need for improved sanitary
sewage collection systems. A
modern system needs pipe
with improved design for
reserve strength and stiffness
to increase load-bearing
capacity - all within the
framework of maximizing
sewer system capacity at
reasonable cost. Ring-Tite
PVC sewer pipe is designed
to meet this need.
Applications
J-M PVC sewer pipe is
suitable for conveying
domestic sanitary sewage as
well as certain industrial
wastes. For further
information regarding the
suitability of PVC for
conveying various chemicals,
contact your J-M pipe
representative.
Adva ntag es
1. Chemical Resistant:
J-M Ring-Tite PVC sewer
pipe is unaffected by the
fluids found in ordinary
domestic sewage. It is
immune to sewer gases and
the sulfuric acid generated
by the completion of the
hydrogen sulfide cycle. It is
immune to corrosive soils --
both alkaline or acidic.
2. Abrasion Resistant:
J-M Ring-Tite PVC sewer
pipe has excellent
resistance to abrasion,
gouging and scoring-
superior to that of most
common piping materials.
3. Flow Characteristics:
J-M Ring-Tite PVC sewer
pipe with long lengths,
smooth interior, and
factory-made close
tolerance joints provides a
Manning "n" coefficient of
.009. High-carrying capacity
makes possible the use of
flatter grades or smaller
diameter pipe. Ask your J-M
sales representative for a
flow homograph and the
report "Hydraulic
Characteristics of PVC
Sewer Pipe in Sanitary
Sewers," a joint study by
Johns-Manville and Utah
State University.
Locked-in Ring
Through research and
technology we proudly offer
"locked-in" rubber ring PVC
sewer pipe. This
factory-made joint eliminates
the need to insert rings in the
field. Joint design and close
manufacturing tolerances
allow this joint to pass a 25
psi hydrostatic test in the
laboratory and provides the
basis for exacting
i nfiltration/exfiltration
specifications. Be secure in
the future by designing with
J-M Ring-Tite PVC sewer
pipe with Iow infiltration -
specify infiltration not to
exceed 50 gallons/inch
diameter/mile/day.
Call for ASTM D-3034
SDR35
Provides Greater External
Load-Carrying Capacity.
This allows for the design
and construction of PVC
gravity sewer systems
(4"-15") consistent with best
engineering practices. A
uniform minimum "pipe
stiffness," (F/by = 46 psi)
means no weak links. It also
means that J-M PVC sewer
pipe in 8, 10, 12 & 15"
diameters has 60 to 75
percent greater pipe
stiffness than SDR 42 and
SDR 41 PVC sewer pipe.
This increased "pipe
stiffness" provides the extra
needed at that critical time
when the pipe is first being
installed in the trench and
undergoing bedding and
backfill.
External
Loads
Background
Loads imposed on buried
conduits have, in past
practice, been calculated by
using the Marston load
formula. For trench loads
Marston has a formula for
rigid pipe and another
formula for flexible pipe. It is
important to recognize that
under identical conditions of
bury the soil load generated
on a flexible conduit is less
than the load generated on
a rigid conduit. The
comparitive load on a rigid
conduit verses the load on a
flexible conduit is expressed
as the ratio of trench width
to the flexible pipe O.D.
By definition, a flexible
conduit is one which will
deflect before reaching
failure.
Marston's Formulas
For Soil Loads
Rigid Pipe W = Ca w Ba2
Flexible Pipe W= Ca w Bc Bd
Where:
W = Load on pipe
(lb/lin. ft.)
Cd-- Load Coefficient
w = Soil unit weight
(Ib/Ft3
Ba = Ditch width (ft.)
Bc = O.D. of pipe (ft.)
Prism Load
Loads imposed on buried
conduits have been
calculated by using the
Marston load formulas for
rigid and flexible pipe.
However, it has been
determined that the Marston
formula for flexible pipe may
not determine the maximum
long term load - the "Prism
Load" formula is more
accurate. The "Prism Load"
is the weight of the column of
soil directly above the pipe.
Thus, precautions in keeping
the trench narrow are
unnecessary for a flexible
pipe installation. The
important thing is to compact
the haunching material from
the pipe out to the
undisturbed trench walls.
Therefore, J-M suggests that
the maximum long term load
be determined by the prism
load for design.
Prism Load: Pv = wH (Ibs/ft2)
Where:
Pv= Pressure at the top of
the pipe due to the
weight of the soil (Ib/ft2)
w = Soil unit weight--
(Ib/ft3)
H = Depth from top of pipe
to top of ground (ft.)
Note: To convert prism load
(lb./ft.2) to lb./linear ft.,
multiply by the O.D. of the
pipe in feet, or:
W = wHBc
Live Loads
Live loads imposed on
buried conduits from traffic
must also be considered in a
design and become more
important at shallow depths.
The combination of soil
load and live load must be
H20 Highway Load
Dead load /~// ·
120 lb./cu, ft.~
1 I
H20 live Ioad~'
~ + impact ·
//2~ ~ ~ Total load
~ ~_ ,~ live + dead
16
14
12
10
8
·
O
o 6
4
2
500 1000 1500 2000
Pv Vertical Soil Pressure (Lbs/Ft2)
Figure 2
Note: To convert vertical soil pressure to load on pipe--
pounds per lineal foot--multiply by O.D. of pipe in ft.
1'Live load applied on assumed area of 36" x 40".
added together to design for
the maximum load as shown
in curves above.
The soil load and live load
must be added to determine
the total external load on a
buried conduit. This
combined load should be
used for design. Figure 2
illustrates the magnitude of
soil and live loads
separately and also charts
the magnitude of the
combined or total loads. The
curves in figure 2 apply only
for H20 highway loading and
a soil weight of 120 lbs./cu, ft.
At shallow depths of cover
-- 3 feet and less, flexible
conduits can deflect and
rebound under dynamic
loading conditions if the
trench width is not
sufficienty bridged. Unless
special precautions are
taken to bridge the trench in
shallow installations, the
breaking up of flexible road
surfaces may result.
Therefore, for shallow
installations under flexible
road surfaces (less than 3
feet), J-M recommends
Class 1 * material be used in
the pipe zone and up to the
road elevation. This
recommendation is not
meant to conflict with the
design engineer's
specifications and his
specifications will govern.
*see page 8 for definition of
Class 1.
Prism Loads on
Flexible PVC
Sewer Pipe
(lb./lin. ft.)
Height Soil
of Cover Wt.
Feet lb / ft3
Pipe Diameter (Inches)
4 6 8
10 12
15 18 21 27
4
100 141
110 155
120 169
130 183
100 211
110 232
120 253
130 274
100 281 418 560
110 309 460 616
120 337 502 672
130 365 544 728
209 280 350 417
230 308 385 458
251 336 420 500
272 364 455 542
510 623 734 827 932
561 685 808 909 1,025
612 748 882 992 1,118
663 810 955 1,075 1,211
625 765; 935 1,102 ;;1
569677 1,013
314 420 525 625 765 935 1,102 1,240 1,397
345 462 578 688 842 1,028 1,213 1,364 1,537
377 504 630 750 918 1,122 1,323 1,488 1,677
408 546 683 813 995 1,215 1,433 1,612 1,817
1~!20 1~414 !;59! !;793
li0~1 ;1509 ; i543 ~736 ~956
796 9~8 ;760 i;4i8 1;672 1;881; 2;;t 19
700 834 1,020 1,247 1,470 1,653 1,863
770 917 1,122 1,371 1,617 1,819 2,050
840 1,000 1,224 1,496 1,763 1,984 2,236
910 1,084 1,326 1,620 1,911 2,149 2,422
100 351 523 700 875 1,042 1,275 1,558 1,837 2,066 2,329
10 110 387 575 770 963 1,146 1,403 1,714 2,021 2,273 2,562
120 421 628 840 1,050 1,250 1,530 1,870 2,205 2,480 2,795
130 456 680 910 1,138 1,355 1,658 2,025 2,388 2,687 3,028
; ~ 5~5 963 i~46 1403 : 4 : ~1273
~t ~i~ ~25 633 ~7 i~59
~3 690 ~24 i
130 ~2 ?~ I
12
100 421 628 840 1,050 1,251 1,530 1,870 2,205 2,480 2,795
110 464 690 924 1,155 1,375 1,683 2,057 2,425 2,728 3,074
120 505 753 1,008 1,260 1,500 1,836 2,244 2,646 2,976 3,354
130 548 816 1,092 1,365 1,626 1,989 2,431 2,866 3,224 3,633
100 491 732 980 1,225 1,459 1,785 2,182 2,572 2,893
14 110 541 805 1,078 1,348 1,605 1,964 2,400 2,829 3;183
120 590 879 1,176 1,470 1,751 2,142 2,618 3,086 3,472
130 639 952 1,274 1,593 1,896 2,321 2,836 3,344 3,761
3,261
3,587
3,913
4,239
4 TABLE I
Prism Loads on
Flexible PVC
Sewer Pipe
(lb./lin. ft.)
cont.
Height Soil
of Cover Wt.
Feet Ib/ft=
Pipe Diameter (Inches)
4 6 8
10
12
15
18
21
24
27
16
100 562 837 1,120 1,400 1,667 2,040 2,493 2,940 3,307 3,727
110 618 920 1,232 1,540 1,834 2,244 2,743 3,233 3,637 4,099
120 674 1,004 1,344 1,680 2,001 2,448 2,992 3,527 3,968 4,472
130 730 1,088 1,456 1,820 2,167 2,652 3,241 3,821 4,299 4,845
18
100 632 941 1,260 1,575 1,876 2,295 2,805 3,307 3,720 4,192
110 696 1,035 1,386 1,733 2,063 2,525 3,085 3,638 4,092 4,612
120 758 1,130 1,512 1,890 2,251 2,754 3,366 3,968 4,464 5,031
130 821 1,224 1,638 2,048 2,438 2,984 3,647 4,299 4,836 5,450
100 7O2
20 110 773
120 842
130 913
1,046 1,400 1,750 2,084 2,550 3,117
1,150 1,540 1,925 2,292 2,805 3,428
1,255 1,680 2,100 2,501 3,060 3,740
1,360 1,820 2,275 2,709 3,315 4,052
3,674 4,133 4,658
4,042 4,547 5,124
4,409 4,960 5,590
4,777 5,373 6,056
4i89~
22
100 772 1,151 1,540 1,925 2,292 2,805 3,428 4,042 4,547 5,124
110 850 1,265 1,694 2,117 2,522 3,086 3,771 4,446 5,001 5,636
120 927 1,381 1,848 2,310 2,751 3,366 4,114 4,850 5,456 6,149
130 1,004 1,496 2,002 2,503 2,980 3,647 4,457 5,254 5,910 6,661
24
100 842 1,255 1,680 2,100 2,501 3,060 3,740 4,409 4,960 5,590
110 927 1,381 1,848 2,310 2,751 3,366 4,114 4,850 5,456 6,149
120 1,011 1,506 2,016 2,520 3,001 3,672 4,488 5,291 5,952 6,708
130 1,095 1,632 2,184 2,730 3,251 3,978 4,862 5,732 6,448 7,267
Pipe
Deflection
Deflection is defined as the
change in vertical inside
diameter of a flexible con-
duit when subjected to a
vertical load. The amount of
deflection that will occur in
any flexible conduit is a
function of three factors:
1. Pipe Stiffness (Fl z~y)
2. Soil Stiffness
3. Load on the pipe
It is important to recognize
that flexible conduits per-
form differently in the
ground than they do under
laboratory flat plate loading.
The interaction of pipe stiff-
ness and soil stiffness com-
bine to give flexible conduits
a high effective strength
when buried.
Methods for Predicting
Pipe Deflection
The most commonly used
approach in predicting
deflection has been the
modified "Iowa Deflection
Formula."
Modified Iowa Formula:
D, K w r3
Ay=
El +.061E'r3
Where:
Ay = vertical deflection
(Inches)
= lag factor
(1.5 maximum)
K = bedding factor
w = earth load (lb./in.)
r = mean radius('OD-l~
(in.)
\2
E = modulus of elasticity
(lb. /in.2)
= moment of inertia
t3/12 (in.3)
E' = soil stiffness (lb./in.2
Although considered a con-
servative approach, con-
siderable variation in
predicted deflection will
result depending upon the
choice of empirical con-
stants E', K and DL.
Empirical methods of predic-
ting deflection have evolved
in recent years which
eliminate the guesswork
inherent in the Iowa method.
When design is based on
actual laboratory test and
previous field measurements
it is unnecessary to know
the actual load acting on the
pipe or the soil stiffness.
Thus an installation can be
designed with a known fac-
tor of safety provided
enough empirical data is
available.
To accommodate the pro-
blem of having to establish
data for the number of
trench widths that are found
in the field, the prism load
was chosen because it
represents the maximum
loading condition on a flexi-
ble pipe. Time lag to
account for future settlement
of the backfill can be
included by choosing long-
term values of deflection.
J-M has developed through
laboratory tests and actual
field data the maximum long
term deflection chart, Figure
3, shown on page 7. This
chart eliminates the
guesswork in predicting
deflection and gives the
design engineer a quick
ready reference. This chart
is for PVC SDR 35 Sewer
pipe only. The values given
for deflection limits are the
ultimate long term deflection
that will occur in a particular
soil class having a given
density (compaction) in the
haunching area of the pipe
zone for various heights of
cover (feet).
Use of Maximum
Long Term
Deflection Chart
1. Where live loads are not a
factor or not involved in the
total external load on the
pipe, the chart can be used
directly to determine the limit
of the maximum long-term
deflection of the PVC pipe.
Example: If an 8" PVC SDR
35 Sewer Pipe is installed
in Class IV material, having
85% compaction in the pipe
zone and with 12 feet of
cover, what will be the
maximum long term
deflection limit?
Answer: Pipe will never
deflect more than 5% (color
code -- dark green).
2. Where live loads must be
considered, determine, first,
the combined total external
load on the pipe. Next
determine the equivalent
prism load (without live load)
for the particular pipe size
involved using.the table of
prism loads, Table 1. Read
across to the left for the
height of cover (ft.) for the
equivalent prism load. Using
this height of cover with the
bedding class and proctor
density, enter the maximum
long term deflection chart,
Figure 3, to determine the
maximum long term
deflection limit.
Example: If a 12" PVC SDR
35 Sewer Pipe is installed
in Class III material, having
65% compaction in the pipe
zone, with 3 feet of cover,
and 120 Ibs./ft3 soil, and
H-20 (highway load) live
load are imposed on the
buried pipe, what will be the
maximum long term
deflection limit?
Answer: 1. The combined
(dead and live) load on the
pipe will be approximately
1000 Ibs./ft2 or 1000 x 1 ft.
(pipe diameter in feet) =
1000 lbs./lin ft. (per Figure
2). Enter table of prism
loads (Table 1) under
column 12- Pipe Diameter
(inches) -- and read down
until nearest figure to 1000 is
reached, across from soil wt.
of 120 lbs./ft.3. In this case,
1000 appears opposite 120
lbs./ft.3. and 8 ft. -- height of
cover. This represents the
equivalent prism load for the
combined (dead and live)
load given above. Now enter
maximum long term
deflection chart and read the
maximum long term
deflection color code for
Class III bedding
classification, 65% density,
and 8 ft. of cover. Dark
green -- maximum long
term deflection will not
exceed 5%.
In working with these charts,
it becomes apparent that:
1. Soil density in the pipe
zone plays a greater role
than soil type in the control
of deflection in buried
flexible conduits.
2. The amount of deflection
is independent of pipe size,
providing all pipe sizes are
SDR 35. Note pipe size
does not appear in the chart
for maximum long term
deflections.
Maximum Long-Term Deflections of PVC {SDR 35) Pipe (Percent)
ASTM
Bedding AASHTO
Classification T-99
DENSITY
(Proctor) Height of Cover (Feet)
Gravel Class I
Class II 90%
8O%
Sand Class III 90%
85%
75%
65%
Clay Class IV 85%
75%
65%
Peat Class V
Figure 3
This soil class not recommende(~ I
I I
Note: Deflection values shown do not include effect of live load or longitudinal bending.
1. No length of pipe installed under conditions specified will deflect more than is indicated; the
pipe will deflect less than the amount indicated if specified density is obtained.
2. External loading based upon soil weight of 120 lbs. per cubic foot.
3. Deflections predicted are based upon pipe which was initially circular prior to installation.
Actual deflections may differ because of initial out of roundness caused by storage and/or
handling. These variations should be taken into account when measured deflections are
compared with those in the table.
4. Bedding classifications are as indicated on page 8 and correspond to ASTM D2321.
5. Deflections listed in table are maximum long term values. The suggested maximum long
term value is 7.5 percent which is approximately equal to a 5 percent initial deflection.
6. Initial deflection is deflection taken within the i st 24 hours after trench is backfilled.
Installation
Pipe Zone Terminology
Figure 4
6 in. - 12 in.
Initial
backfill
Haunching
Bedding
max. 6 in.
Foundation
(may not be
required)
Pipe
Embedment
Foundation preparation is
only required when the
trench bottom is unstable.
Any foundation that will
support a rigid pipe without
causing loss of grade or
flexural breaking of pipe will
be more than adequate for
PVC pipes.
Bedding. The bedding
directly underneath the pipe
is required only to bring the
trench bottom up to grade. It
should not be so thick or soft
that the pipe will settle and
lose grade. The purpose of
the bedding is to provide
uniform longitudinal support
of the pipe.
Haunching. The haunching
area is the most important in
terms of limiting the
deflection of a flexible pipe.
This is the area that should
be compacted to the proctor
densities shown in chart on
page 7.
Initial Backfill. Initial backfill
begins above the springline
of the pipe to a plane 6
inches to 12 inches above
the pipe. Compacting soils
to levels above the
springline gives little
additional side support.
Most of the support is
accomplished by
compacting the soil
surrounding the lower half of
the pipe.
Caution: If hydro-hammers
are used to prepare the
bedding and backfill for the
road surface, th&y should
not be used within 3 feet of
the top of the pipe and then
only if the pipe zone soil
density has been previously
compacted to a minimum
85% standard proctor
density.
Pipe Zone Materials
Pipe zone materials
include the material in the
haunching area and the
initial backfill (see figure 4).
They include a number of
processed materials plus the
soil types listed under USCS
Soil Classification System
(FHA Bulletin No. 373).
These materials are
grouped into five broad
categories according to their
suitability for this application,
as follows:
Class I. Angular, 1/,~,, to 11/2''
graded stone, including a
number of fill materials that
have regional significance
such as coral, slag, cinders,
crushed stone and crushed
shells.
Class I1. Coarse sands and
gravels with maximum
particle size of 11/2 inch,
including variously graded
sands and gravels
containing small
percentages of fines,
generally granular and
non-cohesive, either wet or
dry. Soil type GW, GP, SW
and SP are included in this
class.
Class II1. Fine sand and
clayey gravels, including fine
sands, sand-clay mixtures,
and gravel-clay mixtures.
Soil types GM, GC and SM
and SC are included in this
class.
Class IV. Silt, silty clays,
and clays, including
inorganic clays and silts of
medium to high plasticity
and liquid limits. Soil types
MH, ML, CH and CL are
included in this class.
Class V. These materials
are not recommended for
bedding, haunching or initial
backfill.
Key to Pipe Performance
The performance of a
flexible conduit does not
depend only on the Class of
embedment materials used,
but more importantly, on the
density of the material in the
haunching zone. The chart
on page 7 shows that SDR
35 PVC sewer pipe will
perform in Class III material
equally as well as a Class I
material with adequate
compaction. By utilizing a
combination of soil Class
and soil density, the design
engineer can achieve the
most economical installation
within recommended
deflection limits.
Excavation and Pipe
Laying.As with other pipes,
the trench for PVC is
excavated with bell holes to
give uniform bearing along
the full length of each pipe
section. The ditch should be
wide enough to allow for
proper placement and
compaction of the selected
materials in the haunching
area.
Sheeting.If soil conditions
or regulations require the
use of sheeting or boxes,
they should be used in a
manner as not to disturb the
embedment material within
two pipe diameters on each
side of the pipe.
Compaction Techniques.
Flooding or jetting are
commonly used methods for
obtaining desired densities
of granular embedment
materials. If flooding is used,
the embedment materials
should be allowed to dry
below optimum moisture
before final backfill
operations are begun. If
jetting is used, desired
density of the embedment
Installation
Fitting and
Adaptors
materials should be
previously obtained by other
methods. Neither flooding or
jetting should be used if the
possibility of washing away
side support exists.
Permissable Horizontal
Curvature. When curved
sewers are installed J-M
Ring-Tite PVC gravity sewer
pipe can be safely deflected
to the limits shown in table 2.
Curve should be
accomplished by bending the
pipe rather than deflecting
the joints.
Deflection Testing--
When Is It Needed?
J-M's position on deflection
testing is that routine
measurement of deflection of
installed PVC Sewer pipe
(SDR 35), with minimum pipe
stiffness of 46 psi, is totally
unnecessary and
uneconomical- a
superfluous added
construction cost for PVC
Sewer pipe installations. This
position applies to all routine
deflection testing whether
performed by the "Go-No Go
Gauge" method for
compliance to maximum
deflection limits or by
instruments which measure
and record actual pipe
deflections. When
recommended installation
practices are followed,
including required
compaction in the haunching
area, pipe deflection will not
exceed our recommended
long term deflection limit of
7.5%. At this deflection limit,
the PVC Sewer pipe will
have a minimum factor of
safety of 4 in deflection
failure. Proof of this position
is that more than
500,000,000 ft. of PVC
Sewer Pipe are performing
satisfactorily in the field today.
On the other hand, where
improper installation
practices are known or
suspected, questionable
bedding materials are
employed and/or installation
conditions are severe,
deflection testing of these
sections of the sewer pipe
installation should be
considered advisable by the
engineer.
Force Req. to Bend--Lbs.
Nominal Size Min. Radius
Inches Feet
4 150
6 150
8 200
10 250
12 300
15 350
At End of
20'Length 13'Length
6 10
20 33
48 78
95 152
160 255
293 468
Liner Offset at Minimum Radii
Nominal Size
Inches 20' Length
13' Length
4 24.0 Inches 9.3 Inches
6 15.9 6.3
8 11.9 4.7
10 9.6 3.8
12 8.0 3.1
15 N/A 2.7
Table 2
J-M offers a complete line of
PVC sewer fittings to be
used with PVC Ring-Tite
sewer pipe. These fittings
offer the same "locked-in"
rubber ring feature which
eliminates the need for ring
insertion in the field.
Rubber gasketed tee and wye
saddles are available for field
service line taps into previ-
ously installed PVC sewer
lines, which eliminate the
need for field solvent welding.
Through the large network of
Increaser
[Tee-Wye
Cap
]'ee
90o
Bell x Bell
Elbow
221/2o
Bell x Bell
Elbow
45o
Bell x Spigot
Elbow
Bell
Adaptor
A/C
Adaptor
J-M distributors, adaptors are
available to connect J-M
Ring-Tite PVC sewer pipe to
other pipe materials.
The fitting illustrations below
are representative only of
the types of fittings and
adaptors available. Actual
configurations or design of
fittings may vary with size or
manufacturing origin of the
fitting. Ask your J-M Sales
Representative for more
detailed information.
Wye & Tee
addles
Double
Bell
Coupling
Plug
45° Wye
45o
Bell x Bell
Elbow
90°
Bell x Spigot
Elbow
221/2v
Bell x Spigot
Elbow
Duplex
Adaptor
Double
Wye
Figure 5 9
Short Form
Specification
Scope
This specification
designates general
requirements for
unplasticized polyvinyl
chloride (PVC) Plastic
Gravity Sewer Pipe with
integral wall bell and spigot
joints for the conveyance of
domestic sewage.
Materials
Pipe and fittings shall meet
the requirements of ASTM
Specification D3034 for
4"-15" SDR 35 and F679 for
18"-27". The pipe shall be
colored green for in-ground
identification as sewer pipe.
Pipe
Pipe shall be suitable for
use as a gravity sewer
conduit. Provisions must be
made for contraction and
expansion at each joint with
a rubber ring. The bell shall
consist of an integral wall
section with a solid
cross-section rubber ring,
factory assembled, securely
locked in place to prevent
displacement during
assembly. Sizes and
dimensions shall be as
shown in this specification.
Standard laying lengths
shall be 20 ft. and 13 ft.
_+1 inch. At manufacturer's
option, random lengths of
not more than 15% of total
footage of each size may
be shipped in lieu of
standard lengths.
Drop Impact Test
Pipe (6" long section) shall
be subjected to impact from
a free falling tup (20-lb. Tup
A.) in accordance with
ASTM Method of Test
D2444. No shattering or
splitting (denting is not a
failure) shall be evident
when the following energy is
impacted:
Nominal Size
Inches Ft.- Lbs.
4 150
6 210
8 210
10 220
12 220
15 220
18 220
21 220
24 220
27 220
Fittings
All fittings and accessories
shall be as manufactured
and furnished by the pipe
supplier or approved equal
and have bell and/or spigot
configurations compatible
with that of the pipe.
Temperature for Testing
Pipe shall be designed to
pass all tests at 73°F
(_3°F).
Pipe Stiffness
Minimum "pipe Stiffness"
(F//~ y) at 5% deflection
shaJl be 46 psi for all ~izes
when tested in accordance
with ASTM Method of Test
D2412, "External Loading
Properties of Plastic Pipe by
Parallel-Plate Loading."
Joint Tightness
Two sections of pipe shall be
assembled in accordance
with the manufacturer's
recommendation. Joint shall
be tested in accordance with
ASTM D3212, "Joints for
Drain and Sewer Plastic
Pipe Using Flexible
Elastomeric Seals."
Flattening
There shall be no evidence
of splitting, cracking, or
breaking when the pipe is
tested as follows:
Flatten specimen of pipe, six
inches long between parallel
plates in a suitable press
until the distance between
the plates is forty percent of
the outside diameter of the
pipe. The rate of loading
shall be uniform and such
that the compression is
completed within two to five
minutes.
Gaskets
Material used for
elastomeric seal in push-
on joints shall meet the
requirements of Spe. cifica-
tion F 477.
Installation
Product should be
installed in accordance
with J-M Publication
TR-614B, "Green-TiteTM PVC
Gravity Sewer Pipe
Installation Guide."
10
Sizes, Dimensions
and Weights
Bell and Spigot Assembly (Inches)
Pipe Pipe Details Bell Details
Size Average Min. Wall
Inches O.D. Thickness "T" C D5
Approx.
Approx. Weight
D8 D9 N Lbs. / Ft.
4 4.215 0.120 2.80 4.250
6 6.275 0.180 3.50 6.318
8 8.400 0.240 4.10 8.460
10 10,500 0.300 4.70 10.570
12 12.500 0.360 5.15 12.577
15 15.300 0.437 5,95 15.380
18 18.701 0.536 5.90 18.764
21 22,047 0,632 6,40 22.110
4.240 5.20 2.90 1.05
6.308 7.50 3.50 2.36
8.440 10.10 4.10 4.24
10.548 12.40 4,70 6.64
12.554 14.50 5.15 9.50
15.362 18.00 5.95 14.14
18.764 21.98 5,90 21.43
22.110 25.63 6.40 29.88
T
D8 O.D.
Pipe Size Min. Wall Approx. Approx. Wt.
Inches Ave. O.D. Thickness "T" C D5 D8 D9 N Lbs./Ft.
24" 24.803 0.711 11.25 24.99 24.99 28.80 11.25 38,96
27" 27.953 0.801 12,75 28.17 28.17 32,50 12.75 49.47
11
The physical (or chemical)
properties of J-M products
described herein represent
typical average values ob-
tained in accordance with
accepted test methods and
are subject to normal manu-
facturing variations. They
are supplied as a technical
service and are subject
to change without notice.
WARRANTY
J-M warrants that its standard products are manufactured
in accordance with its applicable material specifications
and are free from defects in workmanship and materials,
using J-M's specifications as a standard. Every claim under
this warranty shall be deemed waived unless in writing and
received by J-M within thirty (30) days of the date the
defect was discovered, and within one (1) year of the date
of the shipment. Claims for product appearance defects,
such as sunbleached pipe etc., however, must be made
within thirty (30) days of the date of the shipment. J-M
must first be given an opportunity to inspect the product
alleged to be defective in order to determine if it meets
J-M specifications and if the handling, installation, and
operating conditions have been satisfactory and in accor-
dance with J-M recommended practices. Products sold by
J-M which are manufactured by others are warranted only
to the extent and limits of the warranty of the manufac-
turer. The limited and exclusive remedy for breach of the
above warranty by J-M shall be the resupply of a like quan-
tity of non-defective product. J-M shall not be liable for any
INCIDENTAL, CONSEQUENTIAL, OR OTHER DAMAGES
OF ANY KIND, INCLUDING, WITHOUT LIMITATION, ANY
EXPENSES FOR REMOVAL OR REINSTALLATION
RESULTING FROM ANY DEFECT. J-M MAKES NO OTHER
REPRESENTATION OR WARRANTY OF ANY KIND,
EXPRESS OR IMPLIED, IN FACTOR IN LAW, INCLUDING,
WITHOUT LIMITATION, THE WARRANTY OF MERCHAN-
TABILITY AND WARRANTY OF FITNESS FOR A
PARTICULAR PURPOSE, OTHER THAN THE LIMITED
WARRANTY SET FORTH HEREIN.
J-M SALES & MARKETING / J-M PIPE CUSTOMER SERVICE CENTER
201/535-1 633 OR 800/621-4404
J-M PI PE
J-M Manufacturing Company, Inc.
9 Peach Tree Hill Road
Livingston, NJ 07039
TRX-11B REV. 11/94 B-Q, Inc. Made in USA