HomeMy WebLinkAboutFrom Contractor 7.5,DEC-16-1999 13:23
BONADIMAN-MCCRIN
909 889 3706 P.01
BONADIMAN-McCAIN, INC.
P 0 BOX .6444, SAN BERNARDINO, CA 92412
ENGINEERS * CONTRACTORS
Fax Transmittal
PH: (909) 885-3435
FX: (909) 889-3706
SINCE 1942 LICENSE NO. 74600 A, B, C27
TO; , Greg Bucknell
COMPANY: City of Fontana
DATE: December 16,1999
PHONE: (909) 350-6646 FROM: Penney Paulson
FAX: (909) 350-6618
Number of Pages Including Cover Sheet: 9
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK TO POPLAR
Greg:
See attached substitution request.
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Please call (909) 885-3435 if this transmission is not received complete.
December 8, 1999,
Mr. Gregory Bucknell
City ofPontand
Mr. Michael P. Thornton'
L.D. King, Inc.
Subject: Ductile Iron Pipe Joint Gaskett /Metropolitan Water District (MWD)'Crossing
I"reviewed:the proposed construction materials for the MWD crossing, including the ductile iron
pipe with restrained joint gaskets with Charles Poling of MWD He advised that the FIELD LOK
Gaskets arenot acceptable. Mr. Poling recommended that in lieu of restrained joints, :concrete.
encasing of the sewer with 4,000 psi concrete (minimum 6" thick) and install reinforcing steel at
each corner', (No: 4 Bars) with tiesat three -feet (3') on center. In addition, if desired, we may
substitute polyvinyl chloride pipe for ductile iron pipe if the pipe is encased in concrete.
Based onmy discussion with Bondamin-McCain, the.MWD alternative is preferred.
Should you have any questions or need additional information,. please do not hesitate to call.
. King, InC. 21.51-Convention Center Way, Suite 100B, Ontario, CA 91764-4464 (909) 937-0200' Fax (909) 937-0202
of Fontana for this substitution. •
;DEC-16-1999 13:23 BONADIMAN-MCCAIN
LICENSE NO,
74800A,8&C27.
INCORPORATED'
1942
TELEPHONE (909) 885-3435
TELECOPIER(909) 889-3708
•
IBONADI MAN
McCain Inc.
Engineers C=)Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
December 16, 1999
Gregory J. Bucknell, P.E.
City of Fontana
Engineering Division
8353 Sierra Avenue
Fontana, CA 92335
909 889 3706 P.02
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
835 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE; (909) 350-6618
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Greg: . exp �'l�t� 44A (- 8''.. „ ttc, �54,0 v..
We are' request' • • authorization to substitute 161 linear feet 'of 8" Class 250 Ductile Iron Pipe
as, specified • tem 6 on the above referenced project, with.161 linear feet of 8" SDR35 Sewer
Pipe with of concrete encasement at the MWD Waterline. Enclosed are the specifications
for the SD 35 Sewer Pipe we are requesting to use. There will be no additional cost to the City
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C. Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION &rata& 4 ecuaet
•
J-M PIPE
• ',DEC-16-1999 1324 BONADIMAN-MCCRIN 909 889 3706 P.03
Ring-Tite° PVC Gravity •
Sewer Pipe and Fittings
•
VW'
'•DEC-16-1999 13:24
•
BOARD IMAN-MCCAIN
909 889 3706 P.04
Ringgite PVC
Gravity Sewer Pipe
and Fittings
fing-Tate joint meets
erecting tightness
requirements, simplifies
assembly
ti
-•Lockad-in" rubber sealing
ring provides tight, flexible
• seal. Meets rdrjuirements o1
;ASTM 0-321 "Joints for
COO? and Sewer Pipes
usirig,F,lexible f tastomeiic
•
Seals."
Figure 1
Spigot pipe ends are
supplied from factory with
,beliefs.
Applications
J-M PVC sewer pipe is •
suitable for conveying
domestic sanitary sewage as
well as certainindustrial
wastes. For further
information regarding the
suitability of PVC for
conveying various chemicals,
contact your J-M Dice
representative.
1, Chemical Resistant:
J-M Ring -rite PVC sewer
Pipeis unattested by the
fluids found in ordinary
domestic sewage. It is
immune to sewer gases and
the sutfdlic acid generated
by the Ci mpletion of the
hydrogeg aulmde cycle.. It is
immunio corrosive soils --
both alkaline or acidic.
Z. Abrasion Resistant:
e *M Fir -Writ, PVC sewer'
pie, bell Is an integral parrot 'pipe has excellent
the pipe section with the resistance to abrasion,
same strength. gouging and scoring -•
superior to that of most
common piping materials.
Meets ASTM
03034-SDR 35 4"-15"and
ASTM F87916"-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 -Tile
PVC sewer pipe is designed
to meet this need.
3. Flow Characteristics:
J•M Ring-Tite PVC sewer
pipe with long lengths,
smooth interior, and
factory -made close
tolerance joints provides a
Mantling "n" coefficient of
.009. High -carrying capacity
makes possible the use of
flatter grades or smatter
diameter pipe. Ask your J-M
sales representative for a
flow nomograph 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
feet to head hydrostatic test
In the laboratory and provides
the basis for exacting
infiltrationfexfiltration
specifications. Se secure in
the future by designing with
J-M Ring-Tite PVC sewer
pipe with low infiltration -
specify infiltration net to
exceed 50 galfons(inch
diemeterlmile/day_
Call for ASTM D-3034
SDR35
Provides Greater External ,?
.Load -Carrying Capacity.
•. This allows for the *align
and construction of PVC
gravity sewer systems
(4"-15") consistent with test
engineering practices. A
uniform minimum "pipe
starless,' (Flby = 46 psi)
means no weak finks. n also
means that J-M PVC sewer
pipe in 8, 10,12 & 15-
diameters has SO to 75
percent greater pipe
stillness than SDR 42 and
SDR 41 PVC sewer pipe.
This increased "pipe
Stillness' provides ale extra
needed at that critical time
when the pipe Is rdst being
installed in the trench and
undergoing bedding and
backfllt.
DEC-16-1.999 13:25
BONADIMAN—MCCAIN
909 889 3706 P. 05
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
competitive load on a rigid
conduit verses the load on a
flexible conduit is expressed
as the ratio of trench width.
to the feeble pipe O:D.
By definition. a flexible
conduit is one which will
deflect before reaching
failure.
Marston's Forrrlulas
FOt Soil Loads
„;Rigid Pipe Ni= C4 yr 134z
Flexible Pipe W . C4 •w 8a Ba
Where:
W = Load on pipe
(Ib/lirr, ft.)
Ge= Load Coefficient
w soil unit weight
(113/FN
Bd . Ditch width (ft)
9c d Q.D. of pipe (ft)
Prism Load
Loads imposed on buried
conduits have been
calculated by using the
Marston Toad formulas for
rigid and flexible pipe.
However, it has been
determined that the Marston
formula for flexible pipe may
not determine the maximum
Tong term Toad — 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'Maxi►num long term load
be determined by the prism j
Toad for design. , fi
Prism Load: P, = wH (1bslft=)
Where:
P,- Pressure at the top of
the pipe due to the
weight of the soil (Ib/ft2)
w = Soli unit weight--
(lb/1t )
H s Depth from top of pipe
to top of ground (ft.)
Note: To convert prism load
(lbfft,z) to lb./linear ft.
multiply by the 0. D. of the
pipe in feet or:
W = wHB,
Live Loads
Live roads 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 toad must be
H2O Highway Load
16 I to
Height of Cover (Fee
to
e
4
z
Figure 2
Deed rood
12o Ib./cv. A.
H0 live �load t
iimpact
• 500 1000
P„Vertieal toil Pressure (Lbs/FP)
Total toad
rive + dead
1500
Note: To convert vortical sop pressure to load on pipe --
pounds perlineai foot -multiply by O.D.. of pipe in ft
tivve toad applied on assumed area of 36-x 40".
added together to design for
the maximum Toad as shown
in curves above.
The soil bad and eve toad
must be added to determine
the total external load on a
buried conduit ThiS
combined bad should be
used for design. Figure 2
illustrates the magnitude of
soil and five loads
separately and also charts
the magnitude of the
combined or total loads.. The
curves in figure 3 apply only
for H2O highway loading and
a soil weight of 120 Ibslcu. ft.
Rt shallow depths of cover
—3 feet and less, flexible
conduits can deflect and
2000
rebound under dynamic
loading conditions if the
trench width is not
sufficiently 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 (between 1 and 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.
1..DEC-16-1999 1325
Pipe
Deflection
•
BONADIMAN—MCCRIN 40 909 889 3706 P.06
Deflection is defined as the
change in vertical inside
diameter ot 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 taetors:
1. Pipe Stiffness (F I 4y)
2. Soil Stiffness
3. Load on the pipe
II 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 comd
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 FormOla:
INKelr3
Ay —
El Id .061„.t'
Where:
Ay =4:vertical deflebgon
(Inches) •
—Di ix lag fief&
(1.5 maximum),
K bedding lacier
w1,-. earth lead (lb.rin.)
r= mean radius (0C)
L.'
(in.) N. 2
E = modulus of elasticity
(1b./in.2)
I i• moment of inertia
I3i 12(in.3)
E' = soil stiffness (111iin.z)
Although considered a eon-
servatiVe approach, con-
siderable variation in
predicted deflection will
result depending upon the
choice Of empirical con-
stants E. K and Di.
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 fee -
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
fepresents the maximum
twin.% condition on' a flexi-
ble pipe. Time lag to
account for future settlement
:Of the backlit! 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 chan, 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).
o
.DEC-16-1999 13:26
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 longterm
deflection Of the PVC pipe.
Example: if an 8" PVC SDR
35 Sever 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 Toads must be
considered, determine, first,
the combined hotel external
Toad on the pipe. Next
determine the equivalent
'prism lead (without live toad)'':
for the:particular pipe size •
involved using the table of
prism loads. Table 1. Read
acxoss.to the left for the
height of cover (ft.) for the
cqufvhlen1 prism load. Using
This height of cover with the
bedding class and proctor
density. enter the maximum
tong term deflection chart,
Figure 3, to determine the
maximum long term
deflection limil.
Example: II a 12" PVC SDR
35 Sewer Pipe is installed
in•Class I11 material. having
65% compaction in the pipe
zone, with 3 feet of cover
and 120 Ibsltt' soil. and
H-20,(highway Toad) live
load are imposed on the
buried pipe, what will be the
maximum Tong term
deflection limit?
BONADIMAN—MCCRIN
Answer: 1. The combined
(dead and live) bad on the
pipe will be approximately
1000 lbsfftz or 1000 x 1 ft.
(pipe diameter in feet)
1000 Ibsllin 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 an,
01120 lbsif.7. In this case,
1000 appears opposite 120
lbslft?, and 8 It. — height or
cover. This represents the
equivalent prism load for the
combined (dead and live)
load given above. Now enter
maxir110m long term
deflection chart and road the
maximum long term
deflection color code for
Class III bedding
classification, 65% density,
• and 8 tt. of cover. Dark
green — maximum tong
term deflection will not
exceed 5%.
909 889 3706 P.07
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)
DENSITY
ASTM (Praetor) Height of Cover (Feet)
1 Bedding AASHO
1.. ClaSsification T-99
ravel Class 1
N 1
Class II Be%
80%
3 5 8 10 12 14 '16 18
and Class Ili 90%-
85%
75%
65°1%
Clay Class IV 85%
75%
65%
III Maawren long won Oanaopori
Iva Rot e$c 1. V. 6.
o maximum 7 5'. eetteenon
el ?Si tune ►Q 'aonwla!+Eae'
% •.1
n i
Peat Class V This soil lass not recommendea
20 22 2a
26 28 30
J
Figure 3
Note: Deflection values shown do not indude effect of live lead or longitudinal bending.
1. No length of pipe Installed under conditions specified will deflect mare than is Indicated; the
pipe will deflect Tess than the amount indicated if specified density is obtained.
2. External loading based upon soil weight of 120 lbs. per cubic foot.
3, Deflections predicted are based upon pipe which was initially circular prior to installation.
Actual deflections may differ because of initial out of roundness caused by storage and/or
handling. These variations should be taken into account when measured deflections we
compared with those in the table. •
d. Bedding classifications are as indicated on page 8 and correspond to ASTM D2321.
5. Deflections listed In table are maximum Tong term values. The suggested maximum long
term value is 7.5 percent which is approximately equal to a 5 percent initial deflection.
6. Initial deflection is deflection taken within the 1 St 24 hours after trench is bacld11led.
7
WC-16-1999 • 13:27
BONAD I MRN—MCCA I N
909 889 3706 P.08
Short Forrn
Specification
Scope
This specification
designates general
requirements for
unplasticited polyvinyl
chloride (PVC) Plastic
Gravity Sewer Pipe with
integral wall bell and spigot
joints for the Conveyance of
domesvc sewage.
Meteciets
Pipe and fittings shall meal
the requirements of ASTM
Specification D3034 for
4"-15•" SCR 35 and F679 for
18"-21", The pipe shall be
colored green for in -ground
identification as sewer pipe.
Pipe
Pipe shall be suitable for
use as a gravity sewer
r,condtiit. Provision$ must be
='~made for contraction and%: ,1
expansion at each joint With,
a rubber ring, The Dell Shall •`:
consist of an integral wail
section with a solid
cross section rubber ring.
rectory assembled. securely
locked in place to prevent
displacement during
assembly. Saes and
dimensions shell be as
shown in this specification.
Standard laying lengths
shah be 20 ft. and 13 ft
t1 inch. At manufacturers
option, random lengths of
not more than 15% of total
footage of each size may
be sh;pped.in deu Of
standard lengths.
Drop Impact Test
Pipe (6" long section) Shall
be subjected 10 impact from
a tree ►alling tup (20-Ib. Toe
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 -
Norn:nal Size.
Inches Ft •lbs
4 150
6 210
9 210
10 220
12 - 220
15 220
le 220
21 220
24 220
27 220
,Fittings
All fittings and accessories
,shalt 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
(.e3T).
Pipe Stiffness
Minimum "pipe Stiffness"
(F/C, y) at 5% deflection
shall De 46 psi for all sizes
when tested in accordance
-with ASTM Method of Test
D2412. 'External Loading
Properties of Plastic Pipe by.
Parallel -Plate Loading.'
Joint Tightness
Two seei,ons of pipe shalt be
assembled in accordance
with the manuracturer's
recommendation, Joint shall
De tested in accordance wru
ASTM D3212, "Joints for
Drain and Sewer Plastic
Pip. 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 paretic;
plates in a suitable press:,,.
until the distance betweo
the plates le forty pereen ,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. t
Gaskets
Material used for
elastorneric seal in push -
on joints shall meet the
reQulrements of ASTM
Spec+ficaIon F 477.,
Installation
Product should be
installed in accordance
with J-M Publication
TR-6146, "Green -Tile" PVC
Gravity Sewer Pipe
Installation Guide."
IJEC-16-1999 13:27
BONAD I MAN—MCCA I N
909 889 3706 P.09
Sizes, Dimensions
ant! Weights
Bell and Spigot Assembly (Incites)
Assembly Stripe
Pipe Pipe Details •
Size' Average Min. Wall
Inches O.D. Thickness "T''
'4 4.215 '.0.120
6 6.275 ,' 0.180
8 8.400 0.240
10 10,500 i >0.3Q4
12 . 12.500 , 0.350
3 5 • 1$.300 9'• 0.47
18 18.701 ` 0.535
21 22.047x '. 0.632
Pipe Size
Inches
24,;
27".
Min. Wall
Ave, O.D. ThicIm sa "T''
24.803 0,711
27.953 0.801
Bell Details Approx.
Approx. Weight
•
DS D8 D9 ' N Lbs_./Ft_
4.250 4.240 5;20 2.90 1.05
6.318 8,308 7150 3.50 2,36
8.4510 8.440 1010 4.10 4.24
10.570 10.548 • ' ` 12:40 4.70 6.64
12.577 12.554 14r50 5.15 9.50
15.380 15.362 18 0 5.40 14.14
18.764 18,764 , - ' 21:98 5.90 21.43
22.110 22110 25.63 6;0. ....29.88
Approx. Approx. Wt.
05 DB D9 N Lbs./Ft.
25.04 -- 24.99 .28.80
28.72 28.17 32.50 12.75 49.47
TOTAL P.09
LICENSE NO.
74600 A, B & C 27
INCORPORATED
1942
TELEPHONE (909) 885-3435
TELECOPIER (909) 889-3706
gONADIMAN
McCain Inc.
Engineers *Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
December 16, 1999 VIA FACSIMILE: (909) 350-6618
Gregory J. Bucknell, P.E.
City of Fontana
Engineering Division
8353 Sierra Avenue
Fontana, CA 92335
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Greg:
We are requesting authorization to substitute 161 linear feet of 8" Class 250 Ductile Iron Pipe
as specified in Item 6 on the above referenced project, with 161 linear feet of 8" SDR35 Sewer
Pipe with 32' of concrete encasement at the MWD Waterline. Enclosed are the specifications
for the SDR35 Sewer Pipe we are requesting to use. There will be no additional cost to the City
of Fontana for this substitution.
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C. Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION eaftptaer
DEC 15 '99 08:41AM SANTA rE PROD / EPS 9099372085
P.1/7
J-Pil PIPE Ring-Titeit° Gravity
•
Sewer Pipe and Fittings
' • •
DEC 15 '99 08:42AM SANTA FE PROD EPS 9099372/385 P.2/7
• •
Ring -rite PVC
Gravity Sewer Pipe
and Fittings
Ring -Tice joint meets
exacting tightness
requirements, simplifies
assembly
"Locked -in" rubber sealing
ring provides tight, flexible
• seal. Meets requirements of
ASTM 0-3212 — "Joints for
Drain and Sewer Pipes
using Flexible Etastomeric
Seals."
Figure t
Spigot pipe ends are
supplied from factory with
bevels.
The bets is an integral part of
the pipe section with the
same strength.
Meets ASTM
D3034-SDR 35 4"-15"and
ASTM F679.18"-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 -rite
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.
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 sulfuhc 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 RingTite PVC sewer
pipe has excellent
resistance to abrasion,
gouging and scoring —
superior to that of most
common piping materials.
3. Flow Characteristics:
.1-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 nomograph 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
feet to head hydrostatic test
in the laboratory and provides
the basis for exacting
infiitrationfexfiftration
specifications. Be secure in
the future by designing with
J-M Ring -Tice PVC sewer
pipe with low infiltration —
specify infiltration not to
exceed 50 gallons/inch
diameter/mile/day.
Call for ASTM D-3034
S0R35
Provides Greater External
Load -Carrying Capacity.
This allows for the design
and construction of PVC
gravity sewer systems
(4"-15) consistent with best
engineering pradtires. A
uniform minimum"pipe
stiffness," (F/Ay = 46 psi)
means no weak links. It also
means mat 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.
DEC 15 '99 08;43AM SANTA FE PROD / EPS 9099372085
•
P. 3/7
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 Tess
than the toad generated on
a rigid conduit The
comparilive load on a rigid
conduit verses the Toad on a
flexible conduit is expressed
as the ratio of trench width
to the flexible pipe 0.0.
By definition, a flexible
conduit is one which will
deflect before reaching
failure.
Marston's Formulas
For Soil Loads
Rigid Pipe W w Caw 602
Flexible Pipe W = Cd w 8C Ba
Where:
W = Load on pipe
(Ib/lin. ft.)
Cd= Load Coefficient
w = Soil unit weight
(1btFt3
Bd - Ditch width (ft.)
8c = 0.0. 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 Toad — 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 waits.
Therefore, J-M suggests that
the maximum long term Toad
be determined by the prism
load for design.
Prism Load: P,, = wH (Ibslft2)
Where:
P,,— Pressure at the top of
the pipe due to the
weight of the soil (lb/fit)
w = Soil unit weight—
(Iblft3)
H = Depth from top of pipe
to top of ground (ft.)
Note: To convert prism load
(ib./ft.2) to !bilinear ft..
multiply by the 0.0. of the
pipe in feet, or:
W = wHB,
Live Loads
Live Toads 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 Toad must be
H2O Highway Load
16 t
14
12
10
1
o
0 6
4 .
0
0
2 z
tread toad
120lb./cu. ft.
H2O live Ioadt
+ irnpac
Total load
live + dead
500 1000 1500 2000
Pv Vertical Soil Pleasure (Lbs/Ftz)
Figure 2
Note: To canven vertical soil pressure to load on pipe,; —
pounds per lineal foot —multiply by 0.D. of'pipe in ft.
ttive 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 Toad an a
buried conduit. This
combined load should be
used for design. Figure 2
illustrates the magnitude of
soil and live toads
separately and also charts
Me magnitude of the
combined or total loads. The
curves in figure 2 apply only
for H2O highway loading and
a soil weight of 120 ibs./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
sufficiently 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 (between 1 and 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.
3
DEC 15 '99 08:43AM SANTA FE PROD / EPS 9099372085
Pipe
Deflection
•
P. 4/7
Deflection is defined as the
change in venicat inside
diameter of a flexible con-
duit when subjected to a
vertical toad. The amount of
deflection that will occur in
any flexible conduit is a
function of three factors:
1. Pipe Stiffness (F/.3y)
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.Kwr�
�Y -
El+.061E'r'
Where:
Ay = vertical deflection
(Inches) -
Di = lag factor
(1.5 maximum)
K = bedding factor
w ='earth load (Ib.Iin.)
r = mean radius CDD' i 1
(in.) 2
E = modulus of elasticity
(Ib./in.z)
= moment of inertia
tar 12 (in.3)
E' = soil stiffness (lb./in,z)
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 D..
Empirical methods of predio-
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 t0 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 backlill 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).
DEC 15 '99 OS:44AM SANTA FE PROD / EPS 9099372085
P.5/7
Use of Maximum
Long Term
Deflection Chart
1. Where live loads are not a
factor or not involved in the
total external Toad 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
toad on the pipe. Next
determine the equivalent
prism load (without live Toad)
tor the particular pipe size
involved using the table of
prism Toads, 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 lbs./ft' 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.lft2 or 1000 x 1 tt.
(pipe diameter in feet) =
1000 lbs./lin ft. (per Figure
2). Enter table of prism
Toads (Table 1) under
column 12 •-- Pipe Diameter
(inches) — and read down
until nearest figure to 1000 is
reached, across from soil wt.
of 120 ibsfft 3. In this case,
1000 appears opposite 120
IbsJft?. 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
lone plays a greater role
than soil type in the control
of deflection in buried
flexible conduits.
2. The amount of deflection
is independent of pipesize,
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)
DENSITY
ASTM (Proctor) Height of Cover (Feet)
Bedding AASHO
Classification T-99 3
Gravel Class I
Class it 90%
80%
Sand Class 11I 90%
Clay
85%
75%
65%
Class IV 85%
75%
65%
Peat Class V
Figure 3
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 02321.
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 1st 24 hours after trench is backfilled.
5 8 10 12 14 16
X Main num long term Oetiecuon
wig not enn:O 5'.
Q Ma.enum 7 5'. aanectPon
TliM Zeno not ,icommentle0
30
•
Y i.
This soil class not recommendea
DEC 15 '99 08:44AM SANTA FE PROD / EPS 9099372085
•
P.6/7
Short Form
Specification
Scope
This specification
designates general
requirements ror
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 ot. ASTM
Specification D3034 for
4"-15" SDR 35 and F579 for
16"-27". The pipe shall be
colored green for in-grouno
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 art 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 tt, and .13 ft.
±1 inch. At manufacturer's
option. random lengths of
not more than 15% of total
footage of earn size may
be shipped in lieu of
standard lengths.
Drop Impact Test
Pipe (6" long section) shalt
be subjected to impact from
a tree ►ailing tup (20-lb- Tup
A.) in accordance with
ASTM Method of Test
02444. No shattering or
splitting (denting is not a
failure) shall be evident
when the following energy is
impacted:
Nominal Site
Inches Ft -Lbs
4
6
8
t0
12
15
18
21
24
27
150
210
210
220
220
220
220
220
220
220
Fittings
All fittings and accessories
shalt 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/A y) at 5% deflection
shall be 46 psi for all sizes
when tested in accordance
with ASTM Method of Test
02412, 'External Loading
Properties of Plastic Pipe by
Parallel -Plate Loading."
Joint Tightness
Two sections of pipe shalt be
assembled in accordance
with the manufacturer's
recommendation. Joint shall
be tested in accordance with
ASTM 03212, "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
untit 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 ASTM
Specification F 477.
Installation
Product should be
installed in accordance
with J-M Publication
TR-614S, " Green-Tite'"' PVC
Gravity Sewer Pipe
Installation Guide."
DEC 15 '99 08:45AM SANTA FE PROD / EPS 9099372085 P.7/7
40
Sizes, Dimensions
and Weights
Bell and Spigot Assembly (inches)
Assembly Stripe
T
Pipe Pipe Details Bell Details Approx.
Size Average Min. wall Approx. Weight
Inches 0.D. Thickness "T'' DS De D9 ' N Lbs.IFt.
'4
4.215 0.120 4.250 4.240 5.20 2.90 1.05
6 6.275 0.180 6.318 6.308 7.50 3.50 2.36
8 8.400 0.240 8.460 8.440 10.10 4.10 4.24
10 10.500 0.300 10.570 10.548 • 12.40 4.70 6.64
12 , 12.500 0.360 12.577 12.554 14,50 5.15 9,50
15 15.300 0.437 15.380 15.362 18.00 5.40 14.14
18 18.701 0.536 18.764 18.764 21.98 5.90 21.43
21 22.047 0.632 22.110 22.110 25.63 6.40 29.88
Pipe Size
Inches
24"
27"
f
r4
O,
N•
T
0.D.
Min. Wall Approx. __ _.. • Approx. Wt,
Ave. 0.D. Thickness "T'' D5 D8 D9 N Lbs.lFt.
24.803 0.711 25.04 24.99 28.80 11.25 38.96
27.953 0.801 28.72 28.17 32.50 12.75 49.47
,DEC-16-1999 13:23
BONAD I MAN-MCCA I N 909 889 3706 P.01
• •
BONADIIVIAN-MCCAIN, INC.
P 0 BOX 6444, SAN BERNARDINO, CA 92412
ENGINEERS * CONTRACTORS
PH: (909) 885-3435
FX: (909) 889-3706
SINCE 1942 LICENSE NO. 74600 A, B, C27
Fax Transmittal
TO:
Greg Sucknell
COMPANY: City of Fontana
PHONE: (909) 350-6646
FAX: (909) 350-6618
DATE: December 16,1999
FROM: Penney Paulson
Number of Pages Including Cover Sheet: 9
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK TO POPLAR
Greg:
See attached substitution request.
p
/0-/7---,?7
tAj/
goa c
tae WI/WV
Please call (909) 885-3435 if this transmission is not received complete
,DEC-16-1999 13:23
BONAD I MAN-MCCA IN
909 889 3706 P.02
LICENSE NO,
74600 A. B & C 27
INCORPORATED•'
1942
TELEPHONE (909) 8B5-3435
TELECOPIER (909) 889-3706
ONADIMA
McCain Inc.
Engineers Co) Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
December 16, 1999
Gregory J. Bucknell, P.E.
City of Fontana
Engineering Division
8353 Sierra Avenue
Fontana, CA 92335
OFFICE
250 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE; (909) 350-6618
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Greg:
We are request' • authorization to substitute 161 linear feet of 8" Class 250 Ductile Iron Pipe
as, specified i - tem 6 on the above referenced project, with 161 linear feet of 8" SDR35 Sewer
Pipe with of concrete encasement at the MWD-Waterline. Enclosed are the specifications
for the SD 35 Sewer Pipe we are requesting to use. There will be no additional cost to the City
of Fontana for this substitution.
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C. Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION e410taltaCe 4&would
• ,DEC-16-1999 13:24 BONADIMAN-MCCAIN 909 889 3706 P.03
J - M PIPE Ring-Tite4C Gravity
Sewer Pipe and Fittings
,DEC-16-1999 13:24
BONAD I MAN-MCCA I N
909 889 3706 P.04
•
Ring:rite PVC
Glavity Sewer Pipe
and Fittings
Ristg-Tte joint meets
exacting tightness
requirements, simplifies
assembly
•
•
•
•
"Locked -in" rubber sealing
ring provides tight, flexible
• seal. Meets requirements o1
ASTM 0-3212 — "Joints for
Crain, and Server Pipes
using';Flexible Elastomeric
Seals."
Figure 1
Spigot pipe ends are
supplied from factory with
, bevels.
The, bell is an integral part of
the pipe section with the
same strength.
Meets ASTM
03034-SDA 35 4"-154end
ASTM F679113"-27"
Introduction
The growing demand tor an
effective all-out attack on
water pollution highlights the
need for improved sanitary
sewage colteclion systems. A
modern system needs pipe
with improved design for •
reserve strength and stiffness
to increase load -bearing
capeciry - all within the •
framework of maximizing
sewer system capacity et'
reasonable cost. Ring•Tite
PVC sewer pipe is designed
to meet this need.
Applications
J-M PVC sewer pipe is •
suitable for convoying
domestic sanitary sewage as
well as certainindustrial
wastes. For further
information regarding the
suitability of PVC for
conveying various chemicals,
contact your J-M pipe
representative.
1, Chemical Resistant:
J-M Ring -Tate PVC sewer
pipe is unaffected by the
fluids found in ordinary
domestic sewage. It is
immune to sewer gases and
the sullunc 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 RIp 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 The PVC sewer
pipe with Tong 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 nomograph 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
feet to head hydrostatic test
in the laboratory and provides
the basis for exacting
intlltration/exfiftration
specifications. Be secure in
the future by designing with
J-M Ring -Tee PVC sewer
pipe with low infiltration -
specify infiltration not to
exceed 50 gallons/inch
digmeter/mile/day.
Call for ASTM 0-3034
SOR35 i.
Provides Greater External
,Load -Carrying Capacity. }'
l ..
This allows for the design
and construction of PVC
gravity sewer systems
(4--15") consistent with best
engineering practices. A
uniform minimum "pipe
stiffness," (F10y = 46 psi)
means no weak Tinks. It also
means that J-M PVC sewer
pipe in 8, 10,12 & IS -
diameters has 60 to 75
percent greater pipe
stiffness than SDR 42 and
SCR 41 PVC sewer pipe.
This increased "pipe
stiffness' provides trie extra
needed at that critical time
when the pipe Is first being
installed in the trench and
undergoing bedding and
backflh.
,DEC-16-1.999 13:25
BONADIMAN—MCCAIN
909 889 3706 P.05
External
Loads
Background
Loads imposed en 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 Toad generated on
a rigid conduit The
competitive load on a rigid
conduit verses the load on a
flexible vonduit is expressed
as the ratio of trench width
to the flexible pipe 0.D.
By definition. a flexible
conduit is one which win
deflect before reaching
failure.
Marston's Formulas
For Soil Loads "; }
Rigid Pipe W'= Ca w 13a2
Flexible Pipe W ='Co w Bead
Where:
W Load on pipe
(Ibfir1. ft.)
Ce= Load Coefficient
w Soil unit weight
(fit
Ba = Ditch width (It)
6r s O.D. of pipe (ft)
•
Prism Load '
Loads imposed on buried
conduits have been
calculated by using the
Marston Toad formulas for
rigid and flexible pipe.
However, it has been
determined that the Marston
formula for flexible pipe may
not determine the maximum
Tong term Toad — the "Prism
Load" formula is more
accurate. The "Prism Load"
is the weight of the column of
soil directly above the plpe,
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 Tong term Toad
be determined by the prism
load for design.
Prism Load: P, = wH (Ibslft2)
Where:
PF— Pressure at the top of
the pipe due to the
weight of the soil (Ib/ft2)
w = Soli unit weight--
(Iti ft0)
H s Depth from top of pipe
to top of ground (ft.).
Note: To convert prism load
(Ib./ft,z) to Ibftinear ft.
multiply by the O.D.. of the
pipe in feet, or:
W �= wHB,
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
H2O Highway Load
16
Height 41 Cove► (Feel)
1a
12
t0
e
6
4
2
500 1000
P„ 'Vertjeai Soil Prc sur (Lbs/F11)
Figvre 2
Total load
five + dead
1500
None: To convert vertical soil pressure to load on pipe---
" pounds pertineal foot —multiply by O.D. of pipe in ft.
tLive toad appled on assumed area of 36-a 40".
zo00
added together to design for
trio maximum load as shown
in curves above.
The soil load and five load
must be added to determine
the total external Toad on a
buried conduit. This
combined bad 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 H2O 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
sufficiently bridged. Unless
special precautions• are
taken to bridge the trench in
shallow Installations, Inc
breaking up of flexible road
surfaces may result.
Therefore, far shallow
installations under flexible
road surfaces (between 1 and 3
feel), J-M recommends
cla551 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.
3
,DEC-16-1999 13:25
Pipe
Deflection
BONAD I MAN—MCCA I N
•
•
909 889 3706 P.06
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 feelers:
1. Pipe Stiffness (F/,8y)
2. Soil Stiffness
3. Load on the pipe
11 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�Kw3
ay -
El r .06i E'r'
Where: ,
8y =:vertical deflection
(Inches) ?:•
., J-M has developed through
. lag factor laboratory tests and actual
(1.5 maximum), field data the maximum long
K = bedding factor term deflection than, Figure
w -earth bad (IO.�in.) 3, shown on page 7. This
(00 _ 1 ` chart eliminates the
r =mean radius ` J guesswork in predicting
(in.) . 2 deflection and gives the
= modulus of elasticity design engineer a quick
(Ib./in?) ready reference. This chart
a moment of inertia is for PVC SDR 35 Sewer
13112 (in,3) pipe only. The values given
E' = soil stiffness (ID./in.z) for deflection limits are the
ultimate long term deflection
Although Considered a ton- that will occur in a particular
servative approach, con- soil c►ass having a given
siderable variation in density (compaction) in the
predicted deflection will haunching area of the pipe
result depending upon the zone for various heights of
choice of empirical con- over (feet).
stants E'. K and p,.
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,
Empirical methods of predic-
ting deflection have evolved
in recent years which
eliminate the guesswork
inherent in the Iowa method.
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.
,DEC-16-1999 ;13:26
BONAD I MAN—MCCA I N
909 889 3706 P.07
Use of Maximum .
Long;Terni
Deflection Chart
1. Where live toads 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
65% compaction in the pipe
zone and with 12 feet of
cover. what will be the
maximum iong term
deflection limit?
Answer: Pipe will never
deflect more than 5% (color
Ode — dark green).
2. Where live loads must be z
considered, determine, first,
the combined fetal external
Toad on the pipe. Next b'=
determine the equivalent ,"
prism load (without live bad)'
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: It a 12" PVC SOP
35 Sewer Pipe is installed
in,Class III material. having
65% compaction in the pipe
zone, with 3 feet of cover
and 120 IbsJtt' soil and
H-20,(highway toad) live
Toad 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 Ibsiftt or 1000 x 1 ft_
(pipe diameter in feet) le
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 sell wt.
01120 Ibslft.'. In this case,
1000 appears opposite 120
lbsJft?. and 8 it.— height el
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
Cass III bedding
classification, 65% density,
and 8 te of cover. Dark
green — maximum tong
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
detlectionS.
Maximum Long -Term Deflections of PVC (SDR 35) Pipe (Percent)
DENSITY
ASTM (Proctor) Height of Cover (Feet)
Bedding AASHO
CIaSsit'ication T 99
Gravel Class t
Class II 90S'9
80%
Sand Class 111 90%• . •
75%
Clay Class IV 85%
75%
Peat Class V
Figure 3
3 5 8 10 12 14 ';16 18
A Maar+'urr long onni wneaon
win npl ottelip 5'.
M,omum 7 it. e►neCbon
ID ,Ht S7n11 nol rRomniendea
This soil class not recomrnendeo
30
Note: Deflection values shown do not include effect et live lead 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 eased 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 1st 24 hours after trench is backfilled.
7
j3EC-16-1999 13:27
Short Fora,'
Specification
Scope
This specification
designates general
requirements for
unplasticized polyvinyl
chloride (PVC) Plastic
Gravity Sewer' Pipe with
Integra/ wall bell and spigot
joints for :he Conveyance of
ComeSvc sewage.
Mateciets
Pipe and fittings shall meet
the requirements of ASTM
Specification D3034 for
d"-15•" SOS 35 and F679 for
16'•27", The pipe shall be
co►ored green far in -around
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 Dell shell
consist of an integral wall
section with a Solid
cross-section rubber ring.
tactogy assembled. securely
locked in place to prevent
displacement during
assembly. Saes and
dimensions shall be as
shown in this specification.
Standard laying lengths
shall be 20 ft, and 13 ft
t1 inch, At manufacturer's
option, random lengths of
not more than 157. o1 total
footage of each size may
be sl ipped.in lieu of
standard lengths.
10
BONAD I MAN—MCCA IN 909 889 3706 P.08
i •
Drop Impact test
Pipe (6•' long section) shall
be subjected l0 impact from
a tree telling lup (20-lb. Tup
A.) in accordance with
ASTM Method of Test
Q24144, No shattering or
splitting (denting Is not a
failure) shall be evident
when the following energy is
impaled'
Nominal Size
Inches Ft • Lbs
4 150
6 210
6 210
10 220
12 220
15 220
i6 220
21 220
24 220
27 220 '
ax"
Fittings
t, •All fittings and accessories ..
shalt 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"
(Fla y) at 5% deflection
shall be 46 psi for all sizes
when tested in accordance
"with ASTM Method of Test
D2412, 'External Loading
Properties of Plastic Pipe by
Paranel-Plate Loading."
Joint Tightness
Two sections of pipe shalt be
assembled in accordance
with the manufacturers
recommendation, Joint Shan
De tested in accordance with
ASTM D3212, "Joints for
Drain and Sewer Plastic
Pipe Using Flexible
Elastomer a ,Seals,'
Flattening
There shall be no evidence
of splitting. cracking, or
breaking when the pipe is
tested U follows'
Flatten specimen of pipe, six
inches bng 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''
Mat the compression is
completed within two t0`,five
,„
minutes -
Gaskets
Material used for
elastomeric se& in push -
on joints shall meet the
requirements of ASTM
Specification F 477,
I nstailation
Product should be
installed in accordance
with J-M Publication
TR-6148, "Green•Tite" PVC
Gravity Sewer Pipe
Installation Guide"
AEC-16-1999 13:27
BONADIMAN-MCCAIN 909 889 3706 P.09
Sizes,.Ditnensions
and Weights
•
Hell and Spigot Assembly (Inches)
N
Assembly Stripe
T
Pipe Pipe Details -
Size Average Min. Wall
Inches O.D. Thickness "T''
'4
6
8
10
12.
15'
18
21
Pipe Size
Inches
24";
27^.
4.215 0.120
6.275 0.180
8.400 0.240
10.500 0.300
12.500 0.360
16.300 0.437
18.701 0.536
22.047 0.632
0
•
Bell Details Approx.
Approx. Weight
DS 08 09 ' N Lbs.IFt.
4.250 4.240 5;20 2.90 1.05
6.318 8,308 7150 3.50 2.36
8.450 8.440 10.10 4.10 4.24
10.570 10.548 • 12_40 4.70 6.64
12.577 12.554 1450 5.15 9.50
15.380 15.362 1800 5.40 14.14
18.764 18,764 2198 5.90 - 21.43
22.110 22.110 25.63 6.40 29.88•
--'
Mn:iWalt Approx, A " pprox.Wt.
Ave. O.D. Thickness "T'• 05 D8 D9 N Lbs./Ft.
•
24.803 0.711 " _._. _ , _ 25.04 24.99 28.80 11.25 38.96 .�,
28.72 28.17 32.50 12.75 49.47
27.953 0.801
11
TOTAL P.09
-OCT-12-1999 13:43
BONAD I MAN-MCCA I N
•
909 889 3706 P.01
B()NADIMAN-McCAIN, INC.
P 0 BOX 6444, SAN BERNARDINO, CA 92412
ENGINEERS * CONTRACTORS
Fax Transmittal
PH: (909) 885-3435
FX: (909) 889-3706
SINCE 1942 LICENSE NO. 74600 A, B, C27
TO: Greg Bucknell
COMPANY: City of Fontana
DATE: October 12, 1999
PHONE: (909) 350-6646 - FROM: Penney Paulson
FAX: (909) 350-6618
Number of Pages Including Cover Sheet: 2
. REF.EEENCE: SLOVER AVENUE SEWER FROM HEMLOCK TO POPLAR
Dear Greg:
Please see the attached letter which was sent to Michael Thornton regarding the
above referenced project.
Penney
0
6oue %^G� A9K
? -1°,1r" )51
Please call (909) 885-3435 if this transmission is not received complete.
ro
ecr1
ecN-
1004191
jf�
-4 '— r'
eCfi 7(1' r4"'"
./
ir: rs Q C (�` �f
7 ? use " FGoob iF iris
aJCT-12-1999 13:43
iiNAD I MAN-MCCA IN
•
909 889 3706 P.02
LICENSE NO.
74600 A. 8 , C 27
INCORPORATED
1942
TELEPHONE (909) 885-3435
TELECOPIER (909) 889-3708
October 12, 1999
BONAD1MAN
McCain Inc.
Engineers t0' Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
Michael P, Thomton, Project Manager
L. D. King, Inc.
2151 Convention Center Way, Suite 100
Ontario, California 91764-4464
REFERENCE:
Dear Mike:
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE: (909) 937-0202
SLOVER AVENUE SEWER
FROM HEMLOCK AVENUE TO POPLAR AVENUE
CITY OF FONTANA
We are requesting approval to substitute 3/4 inch Bedding Material for the 1/2 inch Bedding
Material specified for this project. The pipe manufacturer recommends the use of 3/4 inch
crushed rock based on the sizes of pipe being placed on this project.
At the time we bid •this project, we were informed by the bedding suppliers that we contacted for
material quotes that 1/2 inch rock would be increasingly difficult to locate, and many suppliers
_did not have any of the material on hand, nor would they have any available in the near future.
The price quotes that we did receive showed no difference in price between the two sizes of
bedding material therefore the substitution would not result in a change in contract price.
We are also requesting approval to use an alternate method for the consolidation of the fines in
lieu of using filter fabric. We propose to flood the ditch in the area where we have placed the
bedding material which would allow for the consolidation of the fines and would prevent future
settlement.
If you have any questions, please do not hesitate to call our office.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C. Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION ewe/ma4 egoozgee
TOTAL P.02
ISWICE: 1:44. 2767/sor 6 of 8
19
I.P. OWW/;0. TAG, FLUSH
— —
;;w
0237-052-10
x
101+00
(10"c)
00 000 00 O
0237-101-20
enue
SCALE: 1" = 40'
INC.
IVEN110N CENTER WAY
DB
CA 91764
17-0200
//2 5
4'W
0
10'G
0
lcrG 16'W
TYPICAL CROSS SECTION
N.T.S.
PLAN / PROFILE FOR
SEWER IMPROVEMENTS
SLOVER AVENUE FROM HEMLOCK AVENUE TO POPLAR AVENUE
0
16"W
8" STUB —OUT
TO BE REMOVED
12" V.C.P. SEWER
RECONSTRUCT MANH
BASE AS REQUIRED
11 1 1� EXISTING
8" SEWER
•
EXISTING MANHOLE, CONTRACTOR SHALL DETERI
EXACT LOCATION AND ELEVATION OF EXISTING `.
PRIOR TO CONSTRUCTION
Detail 'A'
N.T.S.
CITY OF FONTANA, CALIFOR1`
SLOVER AVENUE SEWER
0E0XD61~
DHl[
SLOVER AVENUE
STA. 95+00 .00 TO M.H. STA. 97+82.00
A
82 200
' PART 2
CONSTRUCTION MATERIALS
SECTION 200 - ROCK MATERIALS
200-1 ROCK PRODUCTS
200-1.1 General. The following specifications set forth the
requirements for crushed rock, rock dust, gravel, sand and
stone for riprap. Sieve analyses and sand equivalents shall be
determined as prescribed in Section 211.
All rock products shall be clean, hard, sound, durable,
uniform in quality, and free of any detrimental quantity . of
soft, friable, thin, elongated or laminated pieces, disintegrated
material, organic matter, oil, alkali, or other deleterious
substance. Unless otherwise specified, all percentages referred
to in this Section 200 shall be determined by weight.
200-1.2 Crushed Rock and Rock Dust. Crushed rock and
rock dust shall be the product of crushing rock or gravel. The -
portion of the material that is retained on a 9.5mm(3/8-in.),
sieve shall contain at least 50 percent of particles having
three or more fractured faces. Not over 5 percent shall be
pieces that show no such faces resulting from crushing. Of
that portion which passes the 9.5mm(3/8-in.) sieve but is
retained on the 4.75mm(No. 4) sieve, not more than 10.
percent shall be gravel particles. Crushed rock will be
designated by nominal size and shall conform to the
following gradations:
TABLE 200-1.2 (A)
Percentage Passing Sieves
Sieve Size
25.0 (1")
19.0 (3/4")
12.5 ('/z') :<
37.5 mm (1'/21
100
-
-
25.0 mm (1 1
90-100
100
-
19.0 mm ( 3/4")
30-60
90-100
100
12.5 mm ('/2")
0-20
30-60
90-100
9.5 mm ( %")
-
0-20
20-60
4.75 mm (No. 4)
0-5
0-5
0-15
2.36 mm (No. 8)
-
-
0-5
ASTMC131
Test Grading
A
B
B
1.2
83
TABLE 200-1.2 (A) (Continued)
Sieve Size
9.5 (3/e")
6.3 (1/4")
4.75 (3/ne")
Rock Dust
-:12.5 mm ('/1
100
-
-
"9.5 mm (3/8")
90-100
-
-
100
'4' 6.3 mm ('/41
-
100
-
-
4.75 mm (No. 4)
30-60
75-100
100
90-100
2.36 mm (No. 8)
0-10
0-25
40-75
-
"` 1.18 mm (No. 16)
-
0-5
0-10
-
600 µm (No. 30)
-
-
-
20-60
75 µm (No. 200)
-
0-2
0-2
5-20
ASTM C 131
-
Test Grading
C
D
D
-
Crushed rock shall meet the following requirements:
Test
Percentage Wear
100 Revolutions
500 Revolutions
TABLE 200-1.2 (B)
Test Method No. Requirements
ASTM C 131
15 Max.
52 Max.
200-1.2.1 Screenings. Screenings when used as a cover
aggregate for asphalt emulsion chip seals in accordance with.
302-2.5, shall be composed of crushed rock and will be desig-
nated by the name of the size of screenings and shall conform to
the following gradations in Table 200-1.2.1 (A):
TABLE 200-1.2.1 (A)
Sieve Size
Percentage Passing Sieve
Coarse
12.5X4.75mm
(1h" X No. 4)
Medium
9.5X3.35mm
(%" X No. 6)
Medium Fine
8.0X2.36mm
(5/,e" X No. 8)
Fine
6.3X2.00mm
(1/4" X No.10)
19.0mm(3/41
100
-
12.5 mm (Ww')
90-100
100
-
-
'-9.5 mm (3")
50-80
90-100
100
100
Z4.75 mm (No. 4)
0-15
5-30
30-60
60-85
2.36 mm (No. 8)
0-5
0-10
0-15
0-25
1.18 mm (No. 16)
-
0-5
0-5
0-5
`600 µm (No.30)
-
-
0-3
0-3
75 p.m (No. 200)
0-2
0-2
0-2
0-2
All screenings in 200-1.2.1 and 600-2.6.1 shall meet the
following requirements:
TABLE 200-1.2.1 (B)
Tests
Percentage Wear (100 revolutions)
Percentage Wear (500 revolutions)
FIm Stripping
Cleanness Value
Califomia Durability
Test Method No.
ASTM C 131
ASTM C 131
Calif. 302
Calif. 227
Calif. 229
Requirements
12 Maximum
35 Maximum
25 Maximum
80 Minimum
52 Minimum
evidence shows that the
,e of the trench above the
)p of the pipe does not
ld on the pipe. The trench
hat level may be sloped
)ut adding to the load on
;trength of Vitrified
fencing the supporting
fied clay pipe are:
erties of Vitrified Clay
ig to develop design
Length
rials
?velop added support
Unit Strength Tests
Tests to determine the unit strength of
vitrified clay pipe are consistent
throughout the country. The tests that
are, uniformly used are those of the
American Society for Testing and Mate-
rials, as set forth in ASTM C 301, Stan-
dard Methods of Testing Vitrified Clay Pipe.
Vitrified clay pipe are tested andcerti-
fied at the place of manufacture by the
manufacturer to determine the bearing
strength in terms of pounds per linear
foot. This may be observed by the engi-
neer in charge of construction, or his
representative. Vitrified clay pipe may
also be tested by independent testing
laboratories when designated by the
engineer.
Acid Resistance and
Absorption or
Hydrostatic Tests
Other important physical properties to
be determined are the acid resistant
qualities and absorption or hydrostatic
resistance of vitrified clay pipe.
These procedures also are outlined in
ASTM C 301.
2. Proper Bedding to
Develop Design
Supporting Strength
To obtain the installed supporting
strength in accordance with the class of
bedding used, the pipe barrel must be
uniformly supported by direct contact
with firm bedding.
imported material. The native material
in the trench bottom must be capable of
excavation to a uniform undisturbed flat
bottom in the case of Class D. If the
trench is over -excavated, the trench bot-
tom should be brought back to grade
with the required bedding material.
mtAl
NOTE: Shovel -slicing the bedding material
in the haunch areas is of great benefit to the
installed pipe. The ease with which shovel-
slicing is accomplished suggests that it
should be considered as standard procedure
for all dasses of bedding, especially for Class
B. It takes little time, assures that the pipe
p will remain true to grade, eliminates voids
<�beneath the pipe and in the haunch
`areas, consolidates the bedding where it is
3^needed the most, and adds little or nothing
Kto the cost of the installation. To be the most
Q effective, shovel -slicing should be done
Zbefore the bedding is brought up to the
�pringline, preferably when it is no higher
'
- - than the quarter point of the pipe.
csiz
Bell or coupling holes should be careful-
ly excavated so that no part of the load
is supported by the bells or couplings.
Properly constructed bell or coupling
holes are necessary to provide uniform
support. Best results are obtained when
the bell or coupling holes are loosely
backfilled. Consolidation of material
around and under the bell and cou-
plings during bedding and backfilling
should be avoided.
o,v 2
NI/ giu4.— rJai:azI:i. This 24.
Provide uniform and continuous support of
pipe barrel between bell or coupling holes
for all classes of bedding.
The field supporting strength of the pipe
is substantially reduced when the pipe
is improperly bedded. The engineer
should insure that the class of bedding
specified is actually provided during
construction. The absolute need of com-
plete control during construction is
dearly demonstrated by significant loss-
es in the field supporting strength of the
pipe as a result of improper bedding.
3. Bedding Materials
Imported Bedding
Applied research and subsequent gener-
al acceptance in the field calls attention
to the advantages of interlocking bed-
ding materials, such as crushed stone,
with at least one fractured face, and
should range in size from 1" to 1/4",
depending on pipe size. Standard size
numbers for bedding materials shown
below are in accordance with ASTM D
448 Standard Classification for Sizes of
Aggregate for Road and Bridge Construc-
tion (page 48).
Nominal Pipe Size
Less than 15"
15" to 30"
Greater than 30"
Native Bedding
Many native materials taken from the
trench will provide suitable support for
clay pipe and may provide the most cost
efficient method of installation. Care
must be exercised to remove large
stones which could cause point loading.
The local mateiia' iitust have previously
ASTM D 448 Size
67,7'or8
6or67
57,6or67
47
SIEVE ANALYSIS - PERCENT PASSING
Nominal Size
1-1/2"
1'
3/4"
1/2"
3/8"
No. 4
No. 8
No.16
57
1" to No. 4
100
95 to 100
—
25 to 60
—
0 to 10
0 to 5
—
6
3/4" to 3/8'
—
100
90 to 100
20 to 55
0 to 15
0 to 5
—
—
67
3/4' to No. 4
—
100
90 to 100
—
20 to 55
0 to 10
0 to 5
—
7
1/2" to No. 4
—
—
100
90 to 100
40 to 70
0 to 15
0 to 5
—
8
3/8' to No. 8
—
—
—
100
85 to 100
10 to 30
0 to 10
0 to 5
Table I ' ASTM D 448 Standard Sizes of Processed Aggregate
demonstrated satisfactory performance
by commonpractice and be used only
when the required load factor design
will not be compromised.
General Guidelines
Some general guidelines for the selec-
tion and use of bedding materials are as
follows:
• Bedding materials larger than 1" may
cause high stress concentrations because
of point loading.
• Rounded stone and gravel are less sta-
ble than angular material. However,
where only rounded stone is available,
the recommended size range is 1" to
1/4", depending on pipe size. Materials
finer than 1/4", if placed wet, are less
dense and therefore subject to more
movement than those of a larger sieve
size.
• Sand is suitable as a bedding material
in a total sand environment but may be
unsuitable where high and rapidly
.changing water tables are present in the
pipe zone. It may also be undesirable for
bedding or haunching in a trench cut by
blasting or in trenches through clay type
soil.
• Well -graded, angular bedding materi-
ding materials of equal gradation.
• The stability of a bedding material
increases as its particle size increases.
However, gradations containing parti-
cles greater than 3/4" become increas-
ingly more difficult to shovel -slice into
the pipe haunch area.
• The concrete required for Class A bed-
ding must not be less than 3000 psi
strength except in the case of concrete
sidecradling where a lower strength
may be acceptable.
The guidelines listed above are by no
means complete or applicable to every
situation and are offered as a basis from
which judgment and practical applica-
tion maybe made.
4. Load Factors
The load which a pipe can support
varies according to the type of bedding
or foundation used.
Trench details shown on page 49 depict
the recommended classes of bedding
and cradling. "Load factors" have been
determined for each. The "load factor" is
the ratio of the supporting strength of
the pipe in the trench to its three -edge
bearing test strength, as determined by
FIELD SUPPORTING STRENGTH OF EXTRA STRENGTH CLAY PIPE
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7020
7830
8910
m
m
r
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13500
14850 f
1a0 f
CLASS A -II
•
Reinf. Conc. Reinf. Conc.
p=0.4% p=1.0%..
LOAD
FACTOR
4.5
21150
22500
24750
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03
rn
11220
13090
COCOa
18700
9nenn
CLASS A -I
.
i I Reinf. Conc.
ste p = 0.4%"
LOAD
FACTOR
3.4
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11220
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LOAD
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2.8
5600
6720
7280
8120
9240
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12320
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14000
15400
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4840
5280
5720
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$
4560
4940
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U L.L.
3000 1
3300
3600
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7050
p
8250
9nnn
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,ValikCI ��\\ CC
.AC R.
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2200
AN
2640
2860
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5170
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mN ..mQ w
2000
2200
2400
2600
3300
m
4
8
1 5000
2 3
cn
LICENSE NO.
74600A,B&C27
INCORPORATED
1942
TELEPHONE (909) 885-3435
TELECOPIER (909) 889-3706
November 2, 1999
E1
ONADIMAN
McCain Inc.
Engineers *Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
Harry Foley, Engineering Technician I
City of Fontana
Community Development Department
8353 Sierra Avenue
Fontana, CA 92335
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE: (909) 350-6618
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Harry:
As I am sure you are already aware, there are still six (6) poles remaining on the North side of
Stover Avenue which need to be relocated for the above referenced project. We have
scheduled construction to begin on Monday, November 8, 1999. The pole located at Stover
Avenue and Hemlock Avenue is in direct conflict with the beginning of our construction and
must be relocated before that time. The remainder of the poles need to be relocated,
proceeding easterly on Stover Avenue, as quickly as possible in order to avoid any delays to
our operations.
As soon as you have a confirmed date from the utility company to perform this work please
notify us. We need to confirm delivery dates with our suppliers and they will require advance
notice.
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C: Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION e04teteed 4 eclat' at
LICENSE NO.
74600 A, B & C 27
INCORPORATED
1942
TELEPHONE (909) 885-3435
TELECOPIER (909) 889-3706
gONADIMAN
McCain Inc.
Engineers * Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
November 2, 1999 VIA FACSIMILE: (909) 350-6618
Gregory J. Bucknell, P.E.
City of Fontana
Engineering Division
8353 Sierra Avenue
Fontana, CA 92335
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Greg:
Per our telephone conversation today, we have scheduled the temporary striping on the above
referenced project for Thursday, November 4, 1999. We will need to meet with your Traffic
Engineer by Wednesday, November 5th to coordinate the layout of the striping and the
channelizers per the City's requirements.
In addition, we have not received the Notice to Proceed for this contract. We request that you
forward a copy to our office as soon as possible.
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Penney Pson
Office Manager,
AMERICA PROGRESSES THROUGH CONSTRUCTION Y ofua z
NOV-02-1999 10:52
BONADIMRN-MCCAIN
909 889 3706 P.01
UCENSE NO,
74600A,B&C27
INCOFPORA760,
1942
TELEPHONE (9b9) 885-3435
TELECOPIER (909) 889-3706
ONADIMA
McCain Inc.
Engineers *Contractors
POST OFFICE BOX 64d4
SAN BERNARDINO, CALIF. 92412
November 2, 1999
Gregory J. Bucknell, P.E.
City of Fontana
Engineering Division
8353 Sierra Avenue
Fontana, CA 92335
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO, CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE: (909) 350-6618
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK AVE. TO POPLAR AVE.
Dear Greg:
Per our telephone conversation today, we have scheduled the temporary striping on the above
referenced project for Thursday, November 4, 1999. We will need to meet with your Traffic
Engineer by Wednesday. November 5th to coordinate the layout of the striping and the
channelizers per the City's requirements.
In addition, we have not received the Notice to Proceed for this contract. We request that you
forward a copy to our office as soon as possible.
If you have any questions, please do not hesitate to call me.
Very truly yours,
BONADIMAN-McCAIN, INC.
Penney Ptdlson
Office Manager
AMERICA PROGRESSES THROUGH CONSTRUCTION eadif4A4Ce 4 eaotiluae
TOTAL P.01
OCT-12-1999 13:43
BONADIMAN-MCCAIN 909 889 3706 P.01
BONADIMAN-MCCAIN, INC. PH: (909) 885-3435
P 0 BOX 6444, SAN BERNARDINO, CA 92412 FX: (909) 889-3706
ENGINEERS * CONTRACTORS
SINCE 1942 LICENSE NO. 74600 A, B, C27
Fax Transmittal
TO: Greg Bucknell DATE: October 12, 1999
COMPANY: City of Fontana
PHONE: (909) 350-6646 FROM: Penney Paulson
FAX: (909) 350-6618
Number of Pages Including Cover Sheet: 2
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK TO POPLAR
Dear Greg:
Please see the attached letter which was sent to Michael Thornton regarding the
above referenced project.
Penney
roe
B�rrl�y�:f 4;04/61'
Please call (909) 885-3435 if this transmission is not received complete.
OCT-12-1999 13:43
BONADIMAN-MCCAIN
•
909 889 3706 P.02
LICENSE NO.
74600A.9$C27
INCORPORATED
1942
TELEPHONE (909) 885-3435
TELECOPIER (909) 889-3708
October 12, 1999
BONADIMAN
McCain Inc.
Engineers (0 Contractors
POST OFFICE BOX 6444
SAN BERNARDINO, CALIF. 92412
Michael P. Thornton, Project Manager
L. D. King, Inc.
2151 Convention Center Way, Suite 100
Ontario, California 91764-4464
OFFICE
280 SOUTH LENA ROAD
SAN BERNARDINO. CA 92408
YARD
635 TENNIS COURT LANE
SAN BERNARDINO, CA 92408
VIA FACSIMILE: (909) 937-0202
REFERENCE: SLOVER AVENUE SEWER
FROM HEMLOCK AVENUE TO POPLAR AVENUE
CITY OF FONTANA
Dear Mike:
We are requesting approval to substitute 3/4 inch Bedding Material for the 1/2 inch Bedding
Material specified for this project_ The pipe manufacturer recommends the use of 3/4 inch
crushed rock based on the sizes of pipe being placed on this project.
At the time we bid this project, we were informed by the bedding suppliers that we contacted for
material quotes that 1/2 inch rock would be increasingly difficult to locate, and many suppliers
_did not have any of the material on hand, nor would they have any available in the near future.
The price quotes that we did receive showed no difference in price between the two sizes of
bedding material therefore the substitution would not result in a change in contract price.
We are also requesting approval to use an alternate method for the consolidation of the fines in
lieu of using filter fabric. We propose to flood the ditch in the area where we have placed the
bedding material which would allow for the consolidation of the fines and would prevent future
settlement.
If you have any questions, please do not hesitate to call our office.
Very truly yours,
BONADIMAN-McCAIN, INC.
Jeff C. Bonadiman
Vice President
AMERICA PROGRESSES THROUGH CONSTRUCTION ezuedpaier4 €A4a
TOTAL. P.02
STATE
COMPENSATION
1 N S U R A N C E'
FUND
SEPTEMBER
1
CITY OF FONTANA
8353 SIERRA AVE`'`
FONTANA CA 9233
L
P,O, BOX 420807, SAN FRANCISCO, CA94142-0807
ED "SIGNA
NUE'rSEW
6-99 UNIT.0006635
100 .
This is to certify that we have issued a valid Workers' Compensation insurance policy in a form approved by the California.
policy period indicated. the for Insurance Commissioner to the employer named below
This policy is not subject to cancellation by the Fund except upon tenlays'' advance written notice to the employer.
45
We will also give you T days',advance notice should this policy be cancelled prior to its normal expiration.
' This certificate of insurance is not an insurance policy and does not amend, extend or alter the coverage afforded by the
policies listed herein: Notwithstanding ariy requirement term or condition of any contract or other document with
respect to which;; this:: certificate of:insurance` may be issued: or. may pertain;:;the insurance ;afforded :by the policies
described herein Is subject to all th§ terms, exclusions and conditions of such policies.
/
AUTHORIZED REPRESENTATIVE;:3's',;
PRES,IpE,NT
RREN CE: ENSE COSTS ._:: 5 000' `000 PER-:000U ..EMPLOYER S : L'IABI:LITY 'LIMIT>, .INCLUDIHGDEF �; ► .:....:..::.:::.:..;:::...... ... .
ENDORSEMENT :#0015, ENTITLED ,ADDITIONAL :. INSURED., EMPLOYER: EFFECTIVE,,:
09/22/99 IS ATTACHED. TO .AND, FORMS... A PART;. OF THIS . POLICY::
NAME OF.- ADDITIONAL=INSURED CITY;. OF FONTANA
ENDORSEMENT #2065 ENTITLED CERTIFICATE HOLDERS',.NOTICE::EFFECTIVE,
09/22/99 IS ATTACHED TO .AND FORMS A PART ,OF. THIS: POLICY..
ENDORSEMENT #2570 ENTITLED WAIVER OF S1JBROGATION EFFECTIVE
09/22/99 IS ATTACHED TO`AND :FORMS .A PART OF THIS.. POLICY.',...
THIRD PARTY NAME: CITY OF FONTANA
BONADIMAN-MCCAIN<`1__
P 0 BOX 6444 -.;..;:,";
SAN::.BERNARDINO:..,CA. ,92412:
stu i%2:�si:':''b`, :THIS'DOCUM NT.,HA
SCIF 10262 (REV. 3-05
LITY INSUNCN115G
DATE (MOONY)
09/21/99
IACOkD,. CERTIFICAli OF LIABI
PRODUCER
•
I)odge,
Warren & Peters -Ontario
130 N. Vineyard Avenue,Ste330
Ontario CA 91764
Phone:909-937-2040
NSURED
1
COVERAGES
Fax:909-937-2045
THIS CERTIFICATE IS1SSUED AS A MATTER OF NFORMATION
ONLY' AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
INSURERS AFFORDING COVERAGE
BONADIMAN-MCCAIN, INC.
280 S. Lena Road
San Bernardino, CA 92412
INSURER A: Transcontinental Insurance
INSURER B: Transportation Insurance Co.
INSURER C: American Casualty Co. of
INSURER D:
INSURER E:
I THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING
ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR
TR
TYPE OF INSURANCE
POLICY NUMBER
POLICY EFFECTIVE
DATE (MM/DDNY)
POLICY EXPIRATION
DATE (MM/DD/YY)
LIMITS
1A
11
GENERAL
LIABILITY
COMMERCIAL GENERAL LIABILITY
C1632 61682
01/01/99
01/01/00
EACH OCCURRENCE
51,000,000
X
FIRE DAMAGE (Any one fire)
$ 50,000
CLAIMS MADE X OCCUR
MED FRCP (Any one person)
$ 5,000
X
X,C,U, INCLUDED
PERSONAL&ADVINJURY
§ 1,000,000
GENERAL AGGREGATE
$ 2,000,000
GEN'L AGGREGATE LIMIT APPLIES PER.
PRODUCTS • COMP/OP AGG
$ 2,000,000
7 POLICY 1-1jEC n umiAUTOMOBILE
IB
I
11
LIABILITY
ANY AUTO
ALL OWNED AUTOS
SCHEDULED AUTOS
HIRED AUTOS
NON -OWNED AUTOS
Comp Ded $1 , 000
C1063261696
01/01/99
01/01/00
COMBINED SINGLE LIMIT
(Ea accident)
$ 1 000 000
X1
BODILY INJURY
(Per person)
$
X
BODILY INJURY
(Per accident)
$
X
X
PROPERTY DAMAGE
(Per accident)
$
C011 Dec $500
GARAGE
LIABILITY
ANY AUTO
AUTO ONLY • EA ACCIDENT
$
OTHER THAN EA ACC
$
AUTO ONLY: AGG
§
I C
1
L
EXCESS LIABILITY
CUP1079800069
01/01/99
01/01/00
EACH OCCURRENCE
$ 5,000,000
OCCUR CLAIMS MADE
AGGREGATE
$5,000,000
DEDUCTIBLE
RETENTION $
§
$
$
IE.L.
WORKERS COMPENSATION AND
EMPLOYERS' LIABILITY
WC STAi U• O R
TORT LIMITS ER
E.L. EACH ACCIDENT
$
DISEASE • EA EMPLOYEE
$
E.L. DISEASE - POLICY LIMIT
$
IA
A
OTHER
Bldg./Contents
EQUIPMENT -SCHEDULE
C163261682
C163261682
01/01/99
01/01/99
01/01/00
01/01/00
BPP-Loc.1 $500,000
ALL RISK $749,700
DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS
Certificate Holder is included as additional insured as per additional
'insured endorsements on General Liability and Auto Liability attached.
Project: Slover Avenue Sewer from Hemlock Ave to Poplar Ave. Bid No SB-04-00
II
HOLDER N ADDITIONAL INSURED; INSURER LETTER: _ CANCELLATION
'CERTIFICATE
CITFONT
I
1 CITY OF FONTANA
8353 Sierra Avenue
FIONTANA CA 92335
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED
DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL
NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE
IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS
EPRESENTATIVES.
R
BEFORE THE EXPIRATION
30 DAYS WRITTEN
TO DO SO SHALL
AGENTS OR
AUTHORIZED REPRESENTATIVE
John A. Ruiz/11
�Q •
/ l -
ACORD 25-S (7/97)
ACORD CORP
STTE OF CALIFORNIA
DEPARTMENT OF INDUSTRIAL RELATION
DIVISION OF OCCUPATIONAL SAFETY AN • ALTH
No: 0-901889
Permit Issued To
(Insert Employer's Name, Address and Telephone No.)
Bonadiman McCain Inc
280 S Lena Rd
San Bernardino CA 92412-6444
(909) 885-3435
Type of Permit
PERMIT
T1-ANNUAL TRENCH/EXCAVATION
No.
Date 12/13/98
Region 3
District 3
Tel. (909) 383-4321
Pursuant to Labor Code Sections 6500 and 6502, this Permit is issued to the above -named employer for the projects described below.
State Contractor's License Number 74600
Permit Valid through December 31; 1999
Description of Project
Location Address
City and County
Anticipated Dates
Starting
Completion
Various
Statewide
1/1/99
12/31/99
This Permit is issued upon the following conditions:
1. That the work is performed by the same employer. If this is an annual permit the appropriate District
Office shall be notified, in writing, of dates and location of job site prior to commencement.
2. The employer will comply with all occupational safety and health standards or orders applicable to the
above projects, and any other lawful orders of the Division.
3. That if any unforeseen condition causes deviation from the plans or statements contained in the Permit
Application Form the employer will notify the Division immediately.
4. Any variation from the specification and assertions of the Permit Application Form or violation of safety
orders may be cause to revoke the permit.
5. This permit shall be posted at or near each place of employment as provided in 8 CCR 341.4
Received From
Jeff Bonadiman
Received By
Permit. Unit
'Cash
Amount
$100.00
Date
12/13/98
0 Check 40153
Investigated by
Approved by
afety ngineer Date
/ aS12/19/98
Permit Unit Date
State of California
Department of Industrial Relations
Division of Occupatonal Safety & Health
•
ACTIVITY NOTIFICATION FORM
FOR HOLDERS OF ANNUAL PERMITS
Scaffolding Falsework Trenches/Excavations /
8 CCR 341.1(f) REQUIRES HOLDERS OF ANNUAL PERMITS TO PROVIDE NOTIFICATION TO TIHEI-)Vg •
OFFICE NEAREST THE PROJECT PRIOR TO COMMENCEMENT OF ANY WORK. ��
THIS FORM IS PROVIDED FOR YOUR CONVENIENCE TO USE FOR SUCH NOTIFICATION. �
THIS FORM MAY BE FAXED TO THE NEAREST DOSH OFFICE TO COMPLY WITH THE ABOVE. PLEASE DON_
NOT MAIL DUPLICATE NOTIFICATION TO FOLLOW-UP FAX NOTIFICATION.
FAX DATA: FAXED TO San Bernardino DOSH DISTRICT OFFICE ON 10/6/99
DOSH.FAXNO.( 909 ) 383-6789 BY Penney Paulson
'Company Name: Bonadiman-McCain, Inc. Field Phone: (909) 885-3435
Annual Permit Number: 9 9- 9 018 8 9 • Office Phone: (909) 8 8 5- 3 4 3 5
Issuing Region: Three (3) Issuing District: Three (3)
Specific Activity Location: Stover Avenue Number of Employees: 6± •
Nearest Major Cross Street: Hemlock Ave . & Poplar Ave . Starting Date: 10 / 11 / 9 9 •
City: Fontana Anticipated Completion Date: 12 / 3 0 / 9 9
County: San Bernardino High Voltage Lines in Proximity? No Yes X •
INSTRUCTIONS: The appropriate item(s) must be completed and signed by a person knowledgeable about the project for each activity
covered by a permit. Please fill in or check off the blanks where appropriate.
Scaffolding: Height Metal Wood Wood over 60 Feet Metal over 125 Feet
Metal>125 Feet or Wood>60 Feet requires design by California Registered Civil Engineer & Plans at Site.(See 8 CCR 1644(c)(7))
Description:
FalseworkNertical Shoring: Maximum Height Maximum Span Material •
Description:
(See 8 CCR 1717)
Trenches/Excavations: Depth Range(Min/Max) • 8' -12' Width Range(Min/Max) 2' -4' Total Length 3, 900±
Ground Protection Method: Shoring Sloping Trench Shield X Professional Engineer
Underground Services Alert(USA) Number 575305 (NORTH 1.800.642.2444/SOUTH 1•800-422.41331
Soil Analysis to be done? Yes No X If No, You Must Slope 1.5 to 1,
Competent Person: The holder of an Annual Permit who is notifying the Distrtict of the commencement of a Trench and/or Excavation project shall
designate a competent person in accordance with the requirements of 8 CCR Section 1504, 1541, and 1541.1.
Description: 12" Sewer Main Installation
• Ground protection methods for excavations deeper than 20 feet must be designed by a Registered Professional Engineer.
See 8 CCR 1541.1, Appendix F.
I hereby certify that to the best of my knowledge the above information and assertions are true and correct and that I/the applicant have knowledge of and
will comply with t - • - ••
MP
Signature: _..•�i • 1. .
Title: . Office Man %%er Date: 10/6/99
CAL'OSHA 41.3 (08'01 /94 )