HomeMy WebLinkAbout7.4_To ContractorJeff Bonadiman, Vice President
Bonadiman-McCain, Inc.
280 South Lena Road
San Bernardino, CA 92412
RE:
•
City of Fontana
CALIF ORNIA
Slover Avenue Sewer
from Hemlock Avenue to Poplar Avenue
Revised Sewer Improvement Plans
Dear Mr. Bonadiman:
December 22, 1999
Enclosed is a revised set of sewer improvement plans for the above referenced project.
The revisions to the plans are shown as Delta 1 on Sheet No. 1 and Sheet No. 5. The
construction from Sta. No. 86+50.52 (Manhole No. 10) to `Sta. No. 94+90 (Manhole No.
14) shall be done as per the revisions shown on Sheet No. 5.
Please contact the undersigned at (909) 350-6645, if any additional information is
required.
Sincerely,
COMMUNITY DEVELOPMENT DEPARTMENT
Engineering Division
Yousuf Patanwala, P.E.
Associate Civil Engineer/Special Projects
cc: City Engineer
Principal Civil Engineer/Special Projects
Engineering Tech I/Special Projects
Public Works Senior Inspector (W/Plans)
Public Works Inspector (JC)
Michael P. Thornton, Project Manager/L.D. King, Inc.
John P. Leuer, LOR Geotechnical Group, Inc. (W/Plans)
Joe Defillips, Project Superintendent/Bonadiman-McCain, Inc. (W/Plans)
www.fontana.org
8353 SIERRA AVENUE FONTANA, CALIFORNIA 92335-3528 (909) 350-7600
recycled paper
y,DEC-16-1999 13:23 BONADIMAN-MCCAIN 909 889 3706 P.01
•
BONADIMAN-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, S, C27
Fax Transmittal
TO: Greg Bucknell
COMPANY: City of Fontana
PHONE:
FAX:
DATE: December 16,1999
(909) 350-6646 FROM: Penney Paulson
(909) 350-6618
Number olPages Including Cover Sheet: 9
REFERENCE: SLOVER AVENUE SEWER FROM HEMLOCK TO POPLAR
Greg:
See attached substitution request.
0_661)'7g0 -151\ X2. z-('
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Please call (909) 885-3435 if this transmission is not received complete.
Subject:
December 8, 1999, .
Mr. Gregory Buclawn ..
City of Fontana.
Mr. Michael'P. Thornton
L.D. King, Inc.
Ductile Iron Pipe Joint Ga.rkett /Metropolitan Water. District (MWD). Cr. 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
Qaskets 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 ties.: at 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 on my discussion with Bondamin-McCain, the MWD alternative is preferred.
Should you have anyquestions or need additional information,. please do not hesitate to call.
•
. King, inc. 2151 Convention Center Way, Suite 100B, Ontario, CA 91764-4464 (909) 937-0206. Fax: (909) 937-0202
,DEC-16-1999 13:23
BONAD I MAN-MCCR I N
909 889 3706 P.02
LICENSE NO,
74600 A, B & C 27
INCORPORATED'
1942
TELEPHONE (909) 885.3435
TELECOPIER(909) 889-3706
IBONADI MAN
McCain Inc.
Engineers (0)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
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.
0 44 eitg-0L-5-4w- kot
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
of Fontana for this substitution.
Dear Greg:
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 4 &wows
, DEC-16-1999 13:24 Amk BONADIMAN-MCCAIN Amk 909 889 3706 P.03
IIP
J-M PIPE Ring-Tite® PVC Gravity
Sewer Pipe and Fittings
r
, DEC-16-1999 13:24
•
BONADIMAN—MCCAIN
909 889 3706 P.04
Ring•Tite PVC
Gravity Sewer Pipe
and Fittings
fling-Tte joint meets
restating tightness
requirements, simplifies
assembly
h
-Locked-in" robber sealing
ring provides u`ght, ilexiblo
• seal. Meets requirements of
tAS'tM 0,32129 Joints for
Drain and Serer Pipes
usfng`;Flexible Elastomeric
Seals."
Figure 1
t7. /<$
Spigot pipe ends are
pplied from factory withbevels. ,
ti:
The. bens an integral part of
the pipe section with the
same strength.
Meets ASTM
D3034-SDR 35 4"-15"end
ASTM FB791 B"-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 — aft within the
framework of maximizing
sewer system Capacity at
reasonable cost. Ring -Tile
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 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-Tite PVC sower
pipe is unaffected by the
fluids found in ordinary
domestic sewage. It is
immune to sewer gases and
the suttgic acid generated
by the Completion of the
h,,
hydrogen suede cycle. It is,
immune o corrosive soils-4
both asOiine or acidic.
•
2. Abrasion Resistant;
%J*1 Rl ig,Tito PVC sewer..
pipe has excellent
resistance to abrasion,
gouging and scoring
superior 10 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 smarter
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
"busked -in" rubber ring PVC
sewer pipe. This
factory -made joint eliminates
Me need to insert rings in the
Geld. 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
infiltrationtexfifration
specifications. Be secure in
the future by designing with
J-M Ring•Yite PVC sewer
pipe with low infiltration —
specify infiltration not to
exceed 50 gallonsrmch
dipmeter/mile/day.
Call for ASTM 0-3034
SDR35
Provides Greater External
Load -Carrying Capacity -
This oiler's far the design
and construction of PVC
gravity sewer systems
(4"-15") consistent with test
engineering practices. A
uniform minimum "pipe
stiffness," (Fl pal = 46 psi)
means no weak links. it also
means that J-M PVC sewbr
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 Inc extra
needed al that critical time
when the pipe Is fast being
installed in the trench and
undergoing bedding and
backfilL
o.
DEC-16-1999 13:25
BONADIMAN—MCCAIN.
909 889 3706 P.05
External
Loads
Background
Loads imposed en buried.
cortduks 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
one flexible conduit is less
than the Toad generated on
a rigid conduit. The
competitive load on a rigid
conduit verses trie Toad on a
flexible conduit is expressed
as the ratio of trench width
tp the flexible pipe OD.
By definition. a flexible
conduit is one which -will
deflect before reaching
failure.
Marston's Formulas.
•' For Soil Loads:
Rigid ripe W = Cain Baz
Flexible Pipe W = Ca w Be ea Prism Load: P, = wH (lbslft2)
Where:
W = Load on pipe
' (Ib/tirr, ft.)
Ce= Load Coefficient
w Sol unit weight
(N
Bo = Ditch width (IL)
et s 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
?lie pipe out to the
undisturbed trench walls.
;Therefore, J.M suggests that
:the maximum long term Toad
`be determined by the prism
load for design, •
Where:
P,-- Pressure at the top of
the pipe due to the
weight of the soil (Ib/ft2)
w = Soli unit weight— .
(Ib/fN)
H - Depth from top of pipe
to top al ground
Note: To convert prism load
(Ibjft,z) to lb/linear ft..
multiply by the O.D.. 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
14
10
Figure 2
Dead road
12e Ibv J L
1 4-
H2O live Ioadt
+ impac
500"P 10o°
PYhrertiea1 5ei1 Pvessuro (Lbs/Fly)
sry jwP
Note: To ccrivert vertical soft pressure to load on pipe---
' pounds permeal, foot—muk ply by O.D. of pipe in ft.
tLive Toad applied on assumed area of 36-x 40"-e.
Taal road
rive + dead
1500
z000
added together to design for
the maximum Toad as shown
in curves above.
The soil bad and rive Toad
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 toads
seearatety and also charts
the magnitude of the
combined or total bads. The
curves in figure 2 apply only
for H2O highway loading and
a soil weight of 120 Ibslcu. ft.
At shallow depths o/ cover
— 3 feet and less, flexible
conduits can deflect and
rebound under dynamic
loading conditions A 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 t' 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.
DEC-16-1999 13:25
Pipe
Deflection
BONADIMAN—MCCAIN
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 factors:
1. Pipe Stiffness (F/ ay)
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 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:
ay=
DL K wrs
El r -061 ' r'
Where: a . 4.
ay = verticaltdefleotjon
(Inches) X
D► a lag 1ecf r
(1.5 maximum)_
K = bedding factor
w - earth lead (ib.►in.)
r = mean radius COD ! 1)
(in.) ` 2 /
E = modulus of elasticity
(lb./ in?)
1 a moment of inertia
13i 12 (in.)
= soil stiffness (Ib./in.Z)
E'
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 D.,
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 instatiaiion can be
designed with a known fete -
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 Toad
was chosen because it
represents the maximum
loading condition on a flexi-
ble pipe. Time Lag to
account for future settlement
al the backfill can be •
included by choosing long-
term values of deflection.
J-M has detrelopedthrough
Laboratory tests and actual
field data, the maximum long
term deflection than, 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 CTaSs having a given
density (compaction) in the
haunching area of the pipe
zone for various heights of
cover (feet).
DEC-16-1999 13:26
BONADIMAN—MCCAIN
909 889 3706 P.07
Use of Maximum
Long Term
Deflection Chart
1. Where live loads are not a
factor or nor 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 instilled
in Class IV material, having
85% compaction in the pipe
zone and with 12 feet of
_ cover, what will be the
maximum tong term
deflection Limit?
Answer: Pipe will never
deflect•more than 5% (color
aide - dark green).
2. Where live loads must be
considered, determine, first,
the combined t0 a1 external
load on the pipe." Next
determine the equivalent
prism Toad (without live Wadi -
tor the:particular pipe size
involved using the table of
prism toads. Table 1. Read
ac rosse to the left for the
height of Dover (ft) tor the
equivalent 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 timil.
Example:11 a 12- PVC SOR
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 load) live
load are imposed on the
buried pipe, what will be the
maximum Tong term
deflection limit?.
Answer: 1. The combined
(dead and live) load on the
pipe will be approximately
1000 Ibsfftz or 1000 x 1 ft.
(pipe diameter in feet)
1000 lbs.lin ft. (per Figure
2). Enter table of prism
loads (fable 1) under
Column 12— Pipe Diameter
(inches) — and read down
until nearest figure to 1000 is
reached, across from soil wt.
of 120 Ibsift.'. In this case,
1000 appears opposite 120
Ibs/f1.. and 8 it. — height of
cover. This represents the
equivalent prism load for the
combined (dead and live)
1oa0 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 riot
exceed 5%.
in working with these charts,
it becomes apparent that;
1. Soil density in the pipe
zone plays a greater role
Irian 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
SOR 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
r .:ASTM (Proctor) Height of Cover (Peet)
Bedding • • AASHD
ClaSsitrcation. T99
;Grairel Class I'
Class II 90%
80%.
Sand Class 111 90go•' •
•85% .
75%
65%
Clay Class IV 85%
Peat
Cass V
75%
65%
3 S 8 10 12 14 16 18
• M1 i,mun ,enq evm archon
.a no4 o+eexa S'•
o M tI in al 7 s eaneetn^
a vs, toot not T grol* *0
This soil lass not recommendeo
22
Figure 3
Note: Deflection values shown do not include effect of live lead or longitudinal bending.
1. No length of pipe Installed under conditions apecified will deflect mare 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 Cased upon pipe which was initially circular prior to installation.
Actual deflections may differ because of meat 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 baciditled.
7
h DEC-16-1999 13:27
BONAD I MAN—MCCA I N
909 889 3706 P.08
Short Form
Specification
Scope
This specification
designates general
requirements for
unitasticized polyvinyl
chloride (PVC) Plastic
Gravity Sewer Pipe with
integral wall bell and spigot
joints far @ conveyance of
dornssac sewage.
Meter<iats
Pipe and fittings shall meet
the requirernent5 of ASTM
Specification 133034 for
4"-15•" SEA 35 and F679 for
18"•27", The pipe shall be
colored green for in -ground
identification as sewer pipe.'
__Pig
Pipe Shall be suitable for
use as a gravity sewer
conduit. ProvisierlS;Must be
.made for contraction'and
expansion at each joint
a rubber ring, The bell Shell
consist of an integral wall
section with a solid
cross; section rubber ring.
factory 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 tt. and 13 ft
t1 inch. At manufacturer's
option. random lengths of
not more than 15% Of total
footage of each size may
qe shipped in lieu of
standard lengths.
Drop Impact Test
Pipe (6- long section) shall
be subjected to impact from
a Inge falling We (20-lb. Tv
A.) in accordance with
ASTM Method of Test
D2d44. No shattering or
splitting (denting Is not a
failure) Shall be evident
when the following energy is
impacted -
Nominal Size
Inches Ft -Lbs
e t50
6 210
8. .210
'10 220
12 .. 220
15 220
18 220
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
Pipe Stiffness
Minimum "pipe Stiffness'
(F/4 y) at 5% deflection
Shall be 45 psi for all sizes
when tested in aecordance
"with ASTM Method of Test
D2412, 'External Loading
Properties of Plastic Pipe by
Parapet -Plate Loading."
•
Joint Tightness
Two sections of pipe shalt be
assembled in accordance
with the manufacturer's
recommendation. Joint shall
be tested ,n accordance wttn
ASTM D3212, "Joints for
Drain and Sewer Plastic
Pipe Using Flexible
EtastomerC Seals.'
Flattening
There shall be no evidence
of splitting. cracking, or
breaking when the pipe is
tested ab follows'
Flatten specimen of pipe, six
inches bng between parallel
plates in a Suitable press::
unfit the distance between
the plates is forty percent of
the outside diameter Of the
pipe, The rate of loading
shall be unifofm and;suc►+'
that the compression
completed within twp tR'..five
•
minutes.
Gaskets
Material used for
elastomeric seal in push -
on joints shall meet the
requirements of ASTNI
Specifieelon F 477.
Installation
Product should be
installed in accordance
with J-M Publication
TR-6148, "Green -Tire' PVC
Gravity Sewer Pipe
Installation Guide"
10
•
DEC-16-1999 13:27
BONAD I MAN-MCCA I N
909 889 3706 P.09
Sizes, Dimensions
aria Weights
Bell and Spigot Assembly (Inches)
Pipe Pipe Details
Size' Average Min. Wall
Inches 0.D. Thickness "T"
4 4.215 0.120
6 6.275 0.180
8 8.400 0.240
10 10,500 , 0.300
12, 12.500 , 0.360
1 S • 16.300 A fi 0.437
18 18.701 .'' 0.536
21 22.047; " 0.632
- Pipe Size
Inches
24"!
27".
Min. Wall
Ave. O.D. Thickness "T''
24:803 0.711 - - -
27.953 0.801
Bell Details
•
APProx-
Approx. weight
D5 Da 119 ' N Lb8.IFt-
4.250 4.240 5:20 2.90 1.05
6.318 8.308 4, 7150 3.50 2,36
8.460 8.440,, 1010 4.10 4.24
10,570 ' 10.546'0 12;40 4.70 6.64
12.577 12.554'i 14160 5.15 9.50
15.380 • 15.362' 16.00 5.40 14.14
18.764 18,764 ' 21:98 5.90 21.43
22.110 y22.110 2563 6,40. 29.88
•
Approx. Approx. Wt.
05 138 D9 N Lbs./Ft.
25.04 24.99 28.80 _'. 11.25 38.96 .T
28.72 28.17 32.50 12.75 49.47
11
TOTAL P.09
City of Fontana
CALIFORNIA
Jeff Bonadiman, Vice President
Bonadiman - McCain, Inc.
280 South Lena Road
P.O. Box 6444
San Bernardino, CA 92412
RE: Stover Avenue Sewer
from Hemlock Avenue to Popular Avenue
Pipe Bedding Crushed Rock
and Filter Fabric Materials
Dear Mr. Bonadiman:
November 9, 1999
This letter is in response to your request and letter dated October 12, 1999 to Michael P. Thornton, P.E., L.D. King,
Inc. on the above referenced items, the use of the graded 3/4"crushed jock for the pipe bedding per Table 200-1.2
(A), Section -1.2 Crushed Rock and Rock Dust, Part 2 Construc(; i Materials of the Standard Specifications for
Public Works Construction in lieu of the specified 1/2" crushed rock and deletion of the filter fabric material above
the pipe bedding zone are approved. The request for the change in the crushed rock specification for the pipe
bedding is a no cost change to the construction contract per our discussions. The cost for the deletion of the filter
fabric above the pipe bedding zone needs to be submitted for a contract change order deduction.
If you have any questions, please contact the undersigned at (909) 350-6646.
Sincerely,
Community Development Department
En:' = iog Division
J. Bucknell, P.E.
Princi . Civil Engineer/Special Projects
cc:
City Engineer
Principal Civil Engineer/CIP
Associate Engineer/Special Projects
Engineering Technician I/Special Projects.
Public Works Inspector (JC)
Michael Thornton, P.E., L.D. King, Inc.
John P. Leuer, G.E., LOR Geotechnical Group, Inc.
Penny Paulson, Office Manager, Bonadiman - McCain, Inc.
Joe Defillips, Project Superintendent, Bonadiman - McCain, Inc. (Field Delivered)
www.fontana.org
8353 SIERRA AVENUE FONTANA, CALIFORNIA 92335-3528 (909) 350-7600
recycled paper
City of Fontana
CALIFORNIA
Jeff Bonadiman, Vice President
Bonadiman - McCain, Inc.
280 South Lena Road
P.O. Box 6444
San Bernardino, CA 92412
RE: Slover Avenue Sewer
from Hemlock Avenue to Popular Avenue
MWD's Additional Requirements
November 9, 1999
Dear Mr. Bonadiman:
Enclosed for your use and action is a copy of L.D. King, Inc.'s memorandum dated October 14,1999 on MWD's
additional requirements to cross their water feeder transmission line on Slover Avenue.
If you have any questions, please contact the undersigned at (909) 350-6646.
Sincerely,
Community Development Department
Eneering Division
Greg& J. Bucknell, P.E.
Princip Civil Engineer/Special Projects
cc: City Engineer
Associate Engineer/Special Projects
Engineering Technician I/Special Projects
Public Works Inspector (JC)
Michael Thornton, P.E., L.D. King, Inc.
Penny Paulson, Office Manager, Bonadiman - McCain, Inc.
Joe Defillips, Project Superintendent, Bonadiman - McCain, Inc. (Field Delivered)
www.fontana.org
8353 SIERRA AVENUE FONTANA, CALIFORNIA 92335-3528 (909) 350-7600
* recycled paper
,Engineers/Planners-
,
EMORANDUr
Grego Bucknell, P E PROJECT NO.: 124-10`
City of Fontana '
OM Michael Thornton• DATE: October 14, 1999
L.D. King, Inc.
SUBJECT: Siover Avenue Sewer (Hemlock Avenue to Poplar Avenue
Conference with MWD's Charles Poling
(909) 780-1511, Ext. 2826
. Poling is aware that MWD has provided permission to cross their .Feeder:- In additionto the
requirements presented in their letter; he advised of the following requirements.
Ductile Iron or Steel pipe must be used:
Pipe must be centered over the Feeder in accordance with Health Department Standar
The contractor must use mechanical or welded joints in MWD right-of-way.
The contractor must -provide him`a minimum: of two (2) days" notice pnor to beginning work
in MWD ,right-of-way.
Hand excavation is`required within two (2) feet of feeder.,
advised Mr: Poling of the current schedule including potholing of the MWD Feeder
Page 1 of 1
D: King;- Inc:'2151 Convention Center Way, Suite 100B,`Ontario, CA`91764-4464 (909) 937-0200 Fax..(909) 937-0202
City of Fontana
CALIFORNIA
Jeff Bonadiman, Vice President
Bonadiman - McCain, Inc.
280 South Lena Road
P.O. Box 6444
San Bernardino, CA 92412
RE: Slover Avenue Sewer
from Hemlock Avenue to Popular Avenue
"Notice To Proceed"
November 9, 1999
Dear Mr. Bonadiman:
This letter will serve as your "Notice To Proceed" on the above referenced project based on the project field meeting
held on November 8,1999. The work completed to date on the project was verbally approved to commence at your
company's request and risk until such time the utility companies could remove and relocate the existing power poles,
electrical, telephone, and cable television lines.
If you have any questions, please contact the undersigned at (909) 350-6646.
Sincerely,
Community Development Department
Engineering Division •
Giego J. Bucknell, P.E.
Princi Civil Engineer/Special Projects
cc:
City Engineer
Associate Engineer/Special Projects
Engineering Technician I/Special Projects
Public Works Inspector (JC)
Penny Paulson, Office Manager, Bonadiman - McCain, Inc.
Joe Defillips, Project Superintendent, Bonadiman - McCain, Inc. (Field Delivered)
www.fontana.org
8353 SIERRA AVENUE FONTANA, CALIFORNIA 92335-3528 (909) 350-7600
* recycled paper
Traffic Manual " MARKINGS
Delineators 6-04
6-04.1 Introduction
Delineators are retroreflective devices mounted
at the side of the roadway, in series, to indicate the
roadway alignment. Delineators are effective aids
for night driving and under other conditions of
reduced visibility. They are devices to guide rather
than warn. Delineators may be used on long
continuous sections of highway or through short
stretches where there are changes in horizontal
alignment, particularly where the alignment might
be confusing, or at pavement width transitions. An
important advantage of delineators is that they
remain visible when the roadway is wet or snow
covered.
Delineators are normally placed in the ground
outside of the edge of pavement. Where delineation
is required within a pavedarea, surface mounted
channelizers may be used. See Section 6-06,
CHANNELIZERS.
Installations should be inspected at night to
ensure that there are no confusing or misleading
delineators.
6-04.2 Delineator Design
Delineators shall consist of retroreflector units
capable ofclearly reflecting light under normal,.
atmospheric conditions from a distance of 300 m
when illuminated by the upper beam of standard
automobile lights. The size of retroreflector units
shall be a minimum of 75 mm x 300 mm for the
front, and when applicable, 75 mm x 75 mm for the
back.
There are two classes of delineator posts and
several types of retroreflectorization as shown in
Figure 6-45, TYPICAL DELINEATORS.
6(,01-&( S�
Traf�� Chi
6-17
7.1996
6-04.3 Delineator Application
Delineation is intended to be a clear and simple
guide to the motorist regarding alignment of the
highway.
The color of the delineator retroreflectors shall
conform to the color of edgelines except for the
use of yellow on the right at narrow bridges and red
at truck escape ramps.
Examples of the use of delineators are shown in
Figure 6-45, TYPICAL DELINEATORS. Color
exceptions, are shown in Figure 6-48, NARROW
BRIDGE SIGNING AND MARKINGS and Fig-
ure 6-49, TYPICAL RUNAWAY TRUCK RAMP
SIGNING AND MARKINGS.
TYPICAL DELINEATORS AND USES:
Type E - White Retroreflector (2 Sided).
For use on the left or right of 2-lane 2-way
streets and highways when it is desirable to
have a reflector on the front, and one on the
back of the delineator facing the opposite
R(&.t1 direction of traffic. e,i
• White Retroreflector (1 Sided).
e on the right of freeways and
expressways. They may also be used on 2-
lane 2-way streets and highways when the
Type E is not needed.
• TypeG - YellowRetroreflector(1 Sided).
For use on the left of divided highways and
2-lane highway intersections as shown in
Figure 6-46, TYPICAL EXAMPLES OF
DELINEATOR PLACEMENT WHEN
USED AT INTERSECTIONS, ISLANDS,
RAMPS AND CONNECTORS.
6-18
7-1996
MARKINGS
Traffic Manual
aemi,c
ellow Retroreflector (2 Sided).
at approaches to narrow bridges as
shown in Figure 6-48, NARROW BRIDGE
SIGNING AND MARKINGS.
• Type J - Red Retroreflector (1 Sided).
For placement on both sides of Truck
Escape Ramps as shown in Figure 6-49,
TYPICAL RUNAWAY TRUCK RAMP
SIGNING AND MARKINGS.
Delineators with the appropriate retroreflector
color are used to indicate the narrowing of the
pavement where either an outside or inside lane
merges into an adjacent lane. The delineators
should be used adjacent to the lane affected for the
full length of the convergence and should be so
placed and spaced to show the width reduction as
shown in Figure 6-15, TYPICAL LANE.
REDUCTION TRANSITION.
6-04.4 Delineator Placement and Spacing
Delineators, when used, shall be mounted so
that the top of the retroreflector is about 1.2 m
above the edge of traveled way. They shall be
placed 0.61 to 1.83 m outside the outer edge of the
shoulder, or if appropriate, in the line with the
guardrail post.
Delineators should be placed at a constant
distance from the edge of the roadway except that,
where a guardrail or other obstruction intrudes
into the space between the pavement edge and the
extension of the line of delineators, the delineators
should be in line with or taper to inside the innermost
edge of the obstruction. See Figure 6-45, TYPICAL
DELINEATORS.
Unless local conditions justify otherwise,
delineators shall be placed on all State highways
and should be provided on all city and county
roads as follows:
a. On the outsides of highway curves of 914
m radius or less (including medians in
divided highways), freeway exit and en-
trance ramps and connectors. Exception to
this; is where a median barrier is delin-
eated as shown in the Median Barrier De-
lineation Detail in Figure 6-50, TYPICAL
MEDIAN BARRIER DELINEATION
ANDCHANNELIZERS. Delineatorspac-
ing on curves is shown in Figure 6-47,
DELINEATOR SPACING ON CURVES.
b. On the right of tangent sections of freeway
entrance and exit ramps, collector roads,
freeway connectors and lane reduction
transition sections at 60 m spacing.
c On embankments higher than 3.0 m and
with side slopes steeper than 1:4. Delineator
spacing is approximately 160 m.
d. On approaches to narrow bridges as shown
in Figure 6-48, NARROW BRIDGE
SIGNING AND MARKINGS.
e. On tangent sections of rural State highways
where there are no reflective pavement
markers, such as in snow areas. Delineator
spacing is approximately 160 m.
On all new guardrail or bridgerail
installations, or whenmaintenance is
required on existing guardrail or bridgerail,
within 3.66 m of the edge of traveled way
and curves of 900 m radius or less. The
spacing on tangent sections is
approximately 160 m. For spacing on
curves, see Figure 6-47, DELINEATOR
SPACING ON CURVES.
2" Maxi —
RIGID BASE
RFA
Rail.
2 1/i'MIn Edge of
Traveled Way
leg
Li _L
BELOW SURFACE ANCHOR
CHANNELIZERS
• • • A minimlam post night of 26" may be used at
locations where speeds are 40 MPH or less
6" to 12'1
6" to I2I
Roil
6" to 12'1
1-
White stripes
Orange stripes
•
Ay Air AI Air r Air .
4 Min
TYPE III BARRICADE
White stripes
Orange stripes
Roils
6" to i2'1
6" to 12'I
45.
2' Min
TYPE 11 BARRICADE
BARRICADES
Only face of rolls shown. 6orrleod.
construction materials and Supports
os specified In the specifications.
I2'to6'
DELINEATOR POSITIONING
Whits stripes
Orange stripes
6" to 12'1
RaI
+5•
3"M1n 1 tr1y2'Max -1
T
ii ii
1 l1 V
CLASS I CLASS 2
FLEXIBLE POST METAL POST
31/='
31/="xlz"
Min 3"x12" •I Target plate
reflector Oise 6"x24"
when specified)
2 1/i MTn
DELINEATORS
to
TYPE 1 BARRICADE
See Note A
BARRICADE
TYPE 1
TYPE s
TYPE 6
Width Of Roll
6"1.1in - 12"Max •
6"Min - 12''Max •
6"M6n - I2"Vox •
Length of Raft
2' kiln .
2' Mtn
4' IN1
Width of Stripe. • •
6"
6"
6"
N eight
3' Min
3' Min
S' Min
Number of
Reflectorizea Raft Faces
2 tens each dlr•atlanl
4 itwe s001 dir•c+Ionl
3 If facing traffic In one direction
6 If facing troffle In two direction
• For the wooden option dimensions are nomOxs Aimbsr dlmemitone.
• • For rails less than 3 feet long, s Inch wide stripes shall be wed
Note Ai Borricodes to have a mtnlmum of 270 swore Inches of
on freeways. expressways. and other high speed highways.
!active area faetng traffic when used
LI
oef Ca1Mlt ewiE tOYM. P50 Eet SN4 lSl&t t
TYPE
i REFLECTOR COLOR
FRONT
BACK
E
White
White 15ee Note o
F
White
None
G
Yellow
None
I
( Yellow
Yellow (See Note 0
J
1 Red
None
NOTES
l The re ctor ed on bock of delineator shall be one
3"square - - otNe sheeting or one standard reflex
reflector.
2. The type of reflectorizotlon and the class of delineator
_ to be installed VI be designated on the pions as E-I. F-2.
eta
3. See Standard Plan A73B for metal post details.
DELINEATOR REFLECTORIZATION
STATE OF CALIFORNIA
DEPARTMENT OF TRANSPORTATION
DELINEATORS, CHANNELIZERS
AND BARRICADES
NO SCALE
co
1"
Z
V
W
I A73C
Work Area Traffic Control Handbook •
7
25 MPH (40 Km/h)
30 MPH (45 Km/h)
35 MPH (50 Km/h)
40 MPH (60 Km/h)
*50 MPH (80 Km/h)
•55+MPH (85 Km/h)
MINIMUM RECOMMENDED DELINEATOR AND SIGN PLACEMENT
TRAFFIC SPEED TAPER LENGTH nm NE.....SPACING (Advance of Taper
SIGN SPACING
(Each Lane)
i Between Signs)
(TWO (Tanyanl)
25 Ft. (3m)
30 FL (9m)
35 FL (11m)
40 FL (12m)
45 FL (14m)
50 FL (15m)
50 FL (15m)
'Note: —See
—Distancesuationa
shown pia thesespeed s are approximate.
150 Fr. (50m)
200 Ft. (60m)
250 Ft. (75m)
350 Ft (110m)
550 Ft. (170m)
600 Ft (180m)
1000 R. (300m)
50 FL (15m)
60 Ft (18m)
70 FL (21m)
80 Ft (24m)
90 FL (27m)
100 Ft (30m)
100 FL (30m)
150 R. (50m)
200 FL (60m)
250 FL (75m)
350 FL (110m)
550 FL (170m)
600 FL (180m)
1000 FL (300m)
7-5. HIGH LEVEL WARNING DEVICES
High level warning devices provide advance warning of a work
area by being visible to a driver even when the work area is
obstructed from view by vehicles or construction equipment.
High level warning devices shall be at least eight feet (2.4m)
high with legs, base or truck mounting designed to resist over-
turning in brisk winds. Sandbags may be used to add weight to
the base or legs. High level warning devices shall be equipped
with a yoke at the top to accommodate at least three flags. Flags
• shall be 16 inches (0.4m) square (minimum) and fabricated of high
visibility orange material. Torn or dirty flags shall be immediately
replaced.
The high level warning device is shown on page 22 and shall be
used at street approaches to locations where construction or
maintenance work is.being performed within or immediately adja-
cent to a traffic -lane.
7-6. WA F IFIG LIGHTS —ILLUMINATION
Yellow flashing warning lights are optional and shall be used only
outside the work area and to provide advance warning. Flashing
warning lights shall not be used to channelize traffic; to sepa-
rate opposing traffic; or to delineate the path that traffic is to
follow. (It is not intended to prohibit the use of flashing warning
lights which are uniformly spaced, interconnected and sequen-
tially cycled). Flashing warning lights used for advance warning
must be clearly distinguishable from the primary delineation and
shall be positioned above the normal reflectorized barricades.
Warning lights are portable, lens directed, enclosed and
mounted at a minimum height of three feet (0.9m) measured from
the bottom of the lens to the underlying surface. The color of the
light emitted shall be yellow. They may be used in either a steady
burn or flashing mode. Barricade warning lights shall be in ac-
cordance with the requirements of ANSI D.10.1.
•
City of Fontana
CALIFORNIA
Jeff C. Bonadiman, Vice President
Bonadiman-McCain, Inc.
P.O. Box 6444
San Bernardino, CA 92412
RE: Slover Avenue Sewer.
From Hemlock Avenue to Poplar Avenue
Executed Contract Documents
October 4,1999
Dear Mr. Bonadiman:
Enclosed for your company's files is one fully executed original contract on the above referenced project.
If you have any questions, please contact the undersigned at (909) 350-6646.
Sincerely,
Community Development Department
Engineering Division
re J. Bucknell, P.E.
Prin pal Civil Engineer/Special Projects
cc: City Engineer
City Clerk's Office w/one original set of contract documents
Accounting Clerk lI (LR) w/copy of City Council Action Report,
proposal and contract pages
www.fontana.org
8353 SIERRA AVENUE FONTANA, CALIFORNIA 92335-3528 (909) 350-7600
recycled paper
LETTER OF TRANSMITTAL
CITY OF FONTANA
CDD/ENGINEERING DIVISION
8353 SIERRA AVENUE
FONTANA, CA 92335
TO:
Project: Stover Avenue Sewer
from Hemlock Avenue to
Poplar Avenue
Date: September 20, 1999
Bonadiman-McCain, Inc.
P. O. Box 6444
San Bernardino, CA 92412
ATTN: Jeff C. Bonadiman, Vice President
We are sending you: (X) Attached ( ) Under seperate cover via
the following item (s) :
( ) Drawing ( ) Prints (X) Plans ( ) Samples
(X) Specifications ( ) Copy of Letter ( ) Change Order ( ) Check
Prints ( ) Studies (X) Other: Six Sets of Plans and
Specifications, and Three Orginal Contract Documents for Execution
COPIES DATE
NO. DESCRIPTION
3 Sets 09/20/99
6 Sets 09/20/99
N/A Orginal Contracts for Execution
Dwq.No.2767 Plans and Specifications
Dwq. No. 2767 Sheets 1-8
Purpose:
(X) For your information/records
( ) For approval
( ) Approved as submitted
(X) For your use
( ) Approved as noted
(X) As requested
( ) For review and comment
Please
(X) Submit orginal Exec.Cont.
( ) Resubmit copies for
approval
(X) Submit 3 copies for
distribution
( ) Return _ corrected prints
(X) Other Please return all
three sets of orginal
contract documents for
City's Execution
( ) Returned for corrections
( ) Other
( ) For bid due: ,19_
( ) Prints returned after loaned to:
Remarks:
Copy to:
Signed:/
Date:
‘9T^00-7y