JF Kennedy Rd ReconstructionMEMORANDUM
April 11, 2002
TO:
FROM:
SUBJECT:
The Honorable Mayor and City Council Members
Michael C. Van Milligen, City Manager
John F. Kennedy Construction
A public hearing has been set for April 15, 2002 on the plans and specifications for the
reconstruction of John F. Kennedy Road. The City has received two petitions against
the inclusion of sidewalks as part of the project. These petitions represent 30.7% of the
assessable portion of the project.
At this public hearing, the City Council will need to approve the plans and specifications
with a simple majority vote for either including or excluding the sidewalks. At the May 6,
2002 public hearing on special assessments, a 3/4-vote of the City Council will be
required to approve the special assessments for the project.
Michael C. Van Milligen
MCVM/jh
Attachment
cc: Barry Lindahl, Corporation Counsel
Cindy Steinhauser, Assistant City Manager
Michael A. Koch, Public Works Director
Mike Felderman, Civil Engineer
RESOLUTION NO. 214-02
APPROVAL OF PLANS AND SPECIFICATIONS
NOW THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE
CITY OF DUBUQUE, IOWA:
That the proposed plans and specifications as amended by the City
Council on Apdl 15, 2002, to eliminate the public sidewalks, form of contract and
estimated cost for the John F. Kennedy Reconstruction Project in the estimated
amount of $1,300,142.54, are hereby approved and ordered filed in the office of
the City Clerk for public inspection.
Passed, adopted and approved this 15th day of April, 2002.
Terrance M. Duggan, Mayor
Attest:
/s/ Jeanne F. Schneiider, CMC, City Clerk
BIDDER NAME:
Bid Proposal For:
CODE
DATE:
Reconstruction of JFK (from Spring Vally to Barony Dr.)
ITEM
UN~ QUAN~f'ITY
1 2101 --100100 Clearing & Grubbing Unit
2 2102--100100Class I0 Excavation, Roadway And Borrow M^3
3 2102--230100 Special Backfill Matarial MG
4 2105--842505Topsoil,FumishandSpread . M^3
5 2110-~I 00200 Granular Material MG
6 2111 --100000 Granular Subbase M^2
7 2121 --200100 Granular Shoulder, Type B MG
8 2123--100100Earth Shoulder, Finishing M
9 2123-100200 Earth Shoulder, Construction M
10 230I-132260 Standard or slip - Form Portland Cement Concrete Pavement, Class C, Class 2 Durability 260mm M^2
11 2303--042120HMA (3M EASL)intermediate, I2.5 mm MG
12 2303--043124HMA (3M EASL) surf, I2.5 mm. Fric L-4 MG
13 2303-236422Asphalt binder, PG 64-22 M^2
14 2303--600000 Adjustment of Fixture Each
15 2416-240525Concrete Pipe Aprons 525 mm Dia Each
16 2416--240750Concrete Pipe Aprons 750 mm Dia Each
17 2416--320525Pipe Aprons Gttard (PF-26) 525 mm Each
18 2416~-320750pipeApronsGuard(PF-26) 750 mm Each
19 2502--300193 Subdrain Outlet, IEg - t9C Each
20 2502--250100Longitude Subdrain (Shoulder) I00 mm M
21 2503--120525 Concrete 75D Storm Sewer pipe 525rran DIA, M
22 2503--120750Concrete 75DStorm Sewer pipe 750mm DIA M
23 2503--140375 Concrete 100D Storm Sewer pipe 375mm DIA. M
24 2503--140450Concrete 100D Storm Sewer pipe 450mm DIA M
25 2503--140525 Concrete 100D Storm Sewer pipe 525mm D1A: M
26 2503-400500Storm Sewer Utility Access RA~50 Each
27 2507--001100Revetment Class A M^2
28 2510--001000 Removal ofpuvement M^2
29 2511-100000Removal o£Sidewalk M^2
30 2511--200100 Portand Cement Concrete Sidewalk 100mm M^2
31 2515--000100Removal of Paved Drive~vay M^2
32 2515-100150Portand Cement Concrete Driveway 150mm M^2
33 2516--101000Removal Retaining Walls and Steps M^3
- 34 2525--002000SiltFence M
35 2527--101000 painted Pavement Marking M
36 2527--104000painted Symbols&Legend Each
37 2598--190050RelocateWater Servlce Stop Boxes Each
38 2599--999901Watermain 300mm (12") DIP, Push on Joint w/PoIywrap, Class 52 M
39 2599--999901 Watarmain 200mm (8") DIP, Push on Joint w Poly~wap, Class 52 M
40 2599--99990l Watermain 150mm (6') DIP, Push on Joint w/Polywrap, Class 52 M
41 2599--999902 Modular Block Retaining Wall M^2
42 2599--999915 Fitting 300x300x300mm( 12x 12x 12) Anchor Tee Each
43 2599--999915Storm Sewer, Intake 101-B Each
44 2599--999915 Water Valve Box Adjustment, Repair and Clean Each
45 2599--999915 Water Valve Box, (Street) Replace Upper Sections and Lids Each
46 2599-999915Hydrants MI Each
47 2599--999915Bend IS0mm (6") (90 deg) MJ Each
48 2599--999915Fitting 300x300x300mm (12x12xS) Anchor Tee Each
49 2599-999915Mega Lug 300mm (12") Each
50 2599-999915Mega Lug 200 mm (8") Each
51 2599--999915 Valve, Gate 150mm (6") RS "O" Ring MI Each
52 2599--999915 Valve, Gate 200mm (8") RS "O" Ring MJ Each
53 2599--999915 Valve, Gate 300mm (12") RS "O" Ring MJ Each
54 2599--999915 Sleeve #441,200mm (8") MI Each
55 2599-999915 Sleeve #441,300mm (12") MJ Each
98.9
17686
6670
1178
318
3005
68
1918
322.22
11992
3.74
1.87
43d
1
1
1
I
38
2375
7.6
14.3
677.3
271.5
75.5
1
60
6334
53
2126
1075
64I
6
420
2839
16
3
118
4
20
30
30
10
10
4
1
1
7
4
3
1
7
1
9
BIDDER NAME:
Bid Proposal For:
CODE
DATE:
Reconstruction of JFK (from Spring Vally to Barony Dr.)
ITEM
UNIT QUANTITY
56 2601-101200Seeding, Fertilizing (Urban)
57 2601-I 04200 Mulching
58 2601-I06000 Sodding
59 2601--109000Watering
I-La 0.3
Ha 0.3
M^2 6022
KL 2640
TOTAL BID
NOTE: SEE REVERSE SIDE
15-3.00 WATER MAIN
February 16, 1996
15-3.01
Description. This work shall consist of furnishing all labor, material, and
equipment necessary to complete the water main installation in accordance w/th the
plans and specifications.
All new water main installations shall have a minimum p~pe size of 200mm (8") ~n
diameter, except that ali hydrant branches shall have a minimum pipe size of 150mm
(6") in diameter.
15-3.02 Materials
15-3.0201 Ductile-Iron Pipe.
15-3.02011
Ductile-iron pipe shall be manufactured and tested in accordance with ASA
Specifications A21.51 or AWWA Specifications C151. ASA Class and
wall thickness shall be as shown below.
WALL TIIlCKNESS ASA CLASS NUMBERS
Pipe Size Ductile-Iron Cast-Iron
Ductile-Iron Cast-Iron
100mm (4") 7.4mm (.29'~) 9.6mm(.38") 52 23
150mm (6") 7.8mm(.3t") 10.4mm(.41") 52 23
200mm (8") 8.3mm(.33") Il.lmm(.44") 52 23
250mm (10") 8.9mm(.35") 13.2mm(.52") 52 24
300mm (12") 9.4mm(.37") 14.2mm(.56") 52 24
350mm (14") 9. hm'n(.36") 16.3mm(.64") 51 25
400mm (16") 9.4mm(.37") 17.3mm(.68") 51 25
450mm (18") 9.6mm(.38") 18.5mm(.73") 51 25
500mm (20") 9.9mm(.39") 19.8mm(.78") 51 25
600mm (24") 10.4mm(.41") 39.4mm(.92") 51 26
15-3.02012
Alt ductile iron pipe shall be cement mortar lined in accordance with
ASA Specification A21.4 or AWWA Specification C 104. All ductile
iron pipe shall have an asphaltic coating approximately 1 mil thick.
The weight,, class, or nominal thickness, and casting per/od shall be
shown on each pipe. The manufacturer's mark, country where cas~,
the year in which the pipe was produced, and the letters DI or
"Ductile" shall be cast or stamped on the p~pe.
15-3.0202 Pipe Joints
15-3.02021
All newly laid water main shall have push-on joints with rubber gaskets per
ASA Specification A 21.11 or AWWA Specifications C 11 I.
Ail pipe with the single gasket type joint shall have the spigot end marked
with a painted stripe so as to indicate when the pipe is "home". Standard
laying
15 - 29
15-3.0203
15-3.0204
15-3.0205
February l6, 1996
lengths shall be 6.lin (20 feet). Random lengths will not be acceptable.
Class 150 water pipe measuring 75mm(3") through 300mm (12") in nominal
diameter shall be used unless otherwise directed by the Municipal Water
Department.
Valve, Fitting, and Hydrant Joints. Ail valves and fire hydrant inlets shall have
mechanical joint ends that conform to specifications in AWWA standard
C11 l/A21.11. Alt compact fittings for sizes 125mm(5"~ to 300mm (12") inclusive
shall be mechanical joint and conform to AWWA standard C 153/A21.53. All other
fittings shall be mechanical joint and conform to AWWA standard C 1 t 0/C 110A.
Nuts, Bolts, and Glands. All nuts and bolts shall conform to AWWA standard
Clll/A21.i1, be coated with a rust resistant lubricant, and shall be marked to
identify the material and producer. All glands used on mechanical joints shall be
gray or ductile iron and have an asphaltic coating. All glands shall have cast or
stamped on them the manufacturer's ID, nominal size, and the letters DI or the word
"Ductile" if made of ductile iron. All glands shall be produced and tested in
accordance with AWWA C111.
Fittings. Ail fittings shall have apressure rating of 250 psi, cast-iron or ductile-iron,
and shall be manufactured and tested in accordance w/th ASA specifications C110
and C110A and C153/A21.53 for compact fittings sized 75mm(3") to 300mm (12")
inclusive except that the plain end shall be beveled.
15-3.0206 Valves.
I5-3.0206t
15-3.02062
15~3.02063
Ail gate valves shall conform to AWWA C500 and may include Ctow,
Kennedy, Mueller, or approved equal, with a working pressure of 175
pounds, and be tested at 300 pounds pressure.
Gate Valves, (100mm (4")-300mm (12")). All gate valves shall be standard
design, cast-iron bodied, bronze mounted, double disc, resilient seated, and
non-rising stems with "o" ring stuffing box. Valves stems shall be of hard
bronze, and the design of the valves shall be such that the gate when opening
or closing shall be in contact with the seats but shall be forced to contact by
wedge action following intermission ora transverse movement. All valves
shall mm right to open, with a square operating nut (5mm or 1 7/8" square).
Butterfly Valves, (350mm (14")-600mm (24")). Butterfly Valves shall be
Ctow, Pratt, Mueller, Dresser, or equal, and shall conform to AWWA C504.
15 - 30
February 16, 1996
15-3.02064
Ball Valves. Ball Valves shall be in accordance with AWWA C507, shaft or
trunnion-mounted. 150mm (6 ") through 1200mm (48")) for water pressures
up to 300 psi.
15-3.02065 Check Valves. Check Valves shall be in accordance with AWWA C508,
swingcheck valves.
15-3.02066 Backflow Prevention. Backflow Valves shall be in accordance with AW~VA
506, reduced pressure principle and double check valve types.
i5-3.0207
Valve Boxes. Furnish and install standard three (3) piece valve box, equal to that
manufactured by the Chicago-Foundry Corporation, on each of the gate valves. Valve
boxes shall be of the three-piece slide type. Extensions shall be the slide type and
bases shall be round. Valve covers shall bear the word "Water" on top. Valve boxes
shall be considered integral un/ts and shall have at least six inch ( 1 5 0mm
(6"))adjustment above and below the specified depth of cover over the pipe.
15-3.0208 Fire Hydrants.
15-3.02081
Fire hydrants shall be manufactured and tested in accordance with AWWA
standard C502. The model of hydrant used for water main construction will
be determined by the municipal water department but shall include the
following manufactures: Clow, Kennedy, Mueller, and Waterous or
approved equal.
15-3.02082
These hydrants shall have a 125mm (5") valve opening, with a 150mm (6")
mechanical joint connection for a depth of 1 .Sm (6'), one (1) 100mm (4"))
steamer nozzle and two (2) 65mm (2 1/2") hose nozzle with National
Standard thread. Hydrants must open to the fight and have a 22mm (7/8")
square operating nut.
15-3.0209 Corrosion Control.
15-3.02091
All ductile iron water main shall be protected from corrosion using a
polyethylene encasement. Polyethylene shall be a minimum of 8 mil in
thickness and have a minimum tensile strength of 1200 ps~.
15-3.02092 Polyethylene installation shall conform with Methods A, B, or C as stated in
AWWA C 105/A21.5.
15 - 31
February16,1996
15-3.02093
Ali valves shall be protected from corrosion by attaching a 21.75 kilogram
(48) pound, sacri~ficial magnesium anode to the bonnet of the valve.
15 -3.0210 Thrust Restraint
15-3.02101
Reaction backing shall be concrete of a mix not leaner than 1 cemem; 2-1/2
sand; 5 stone, and having a compressive strength of not less than 2,500 psi
at 28 days.
15-3.02102
Steel rods or approved equal shall be 20mm (3/4") in diameter and rustproof
treated or painted as shown or directed by the design Engineer.
15-3.02103
In additi6n, movement can be prevented by installing retainer glands as tong
as the retainer is rated for use on the class of ductile iron pipe being installed.
Alt retainer glands shall comply with AWWA standard C 11 l/A21.11.
15-3.0211 Bedding Sand. Bedding Sand shall be used for bedding which is free of rock and
foreign materials.
t 5-3.0212 Cement. Cement shall be of the best quality of Portland Cement, complying in all
respects with the requirements as set forth in the latest designation ofASTM C~150.
t5-3.0213
Stone or Gravel. Broken stone or gravel shall consist of particles of hard, durable
mineral of such size as will be retained on a quarter inch mesh screen and pass a one
and a half mesh. It shall be free from shale, clay or other material that will be
detrimental to the strength or lasting qualities of concrete.
15-3.0214 Encasement For Water Main
15-3.02141
Jacked-in-place water lines beneath existing structures, pavemems, and
railroad tracks shall be encased with steel pipe having welded joints and a
minimum yield strength of 35,000 psi and an inside diameter 150mm (6") to
200mm (8") larger than the outside diameter of the water main bells. The
thickness of the encasement shall be determined by referencing the following
chart:
t5 - 32
15-3.03
15-3.0301
February 16, 1996
Minimum Welded Steel Casing Pipe Thickness
Inside Diameter
150rmn (6")-300mm (12")
3500mm (14")
400mm (16")
450m_rn (t8")
500mm (20")
550mm (22")
600mm (24")
650mm (26")
700mm -760mm(28"-30")
810mm (32")
860 ,nm~ (34")
910mm (36")
960m_m - 1060mm(38 "-42 ")
1220rmm (48")
Highways/Streets
4.8mm/0.188"
4.8mm/0.188"
6.3mm/0.250"
6.3mm/0.250"
6.3mm/0.250"
6.3mm/0.250"
7.2mm/0.281"
7.2mm/0.281"
7.9mm/0.312"
7.9mm/0.312"
7.9mm/0.312"
8.7mm/0.344"
8.7mm/0.344"
8.7mm/0.344
Railroads
4.8mm/0.188"
7.2mm/0.282"
7.2rnm/0.282"
7.9mm/0.312"
8.7mm/0.344"
9.5mm/0.375"
10.3mm/0.406"
11.1mm/0.438"
1 t.9mm/0.469"
12.7mm/0.500"
13.5mm/0.531"
13.5mm/0.531"
14.3mm/0.563
15-3.02142
Water main crossing a waterway shall be encased with concrete equal
to or greater than what is used for concrete reaction backing.
Excavation and Preparation of Trench
General. The Contractor shall excavate all pipe trenches to provide a minimum
cover of 1.68m (5-1/2')above the top of the water main, or as otherwise shown in the
contract documents or directed by the Engineer. Whenever the Contractor shall
excavate below the grade shown for the barrel of the pipe, he shall backfill the trench
to grade with selected sand tamped in place at no additional cost to the City.
Whenever the Engineer deems it advisable to explore or excavate ahead of the
trenching to determine the location of existing underground structures, the Contractor
shall make such excavations and explorations at no additional cost.
If any unexpected obstruction is encountered during the progress of the work, the
Engineer may order a deviation from the established grade or alignment or make
other changes necessary to overcome the obstruction. Changes in alignment will not
be basis for extra payment, however, grade changes exceeding one foot (I') will be
compensated as outlined in these specifications.
Any existing structure encountered which requires temporary removal or support or
other maintenance while construction proceeds shall be adequately protected and
maintained so that they are not damaged in any way.
15 - 33
February 16, 1996
The Contractor shall do all clearing necessary for access, stringing of pipeline
materials and construction of the pipeline and appurtenant structures. In areas wl-rich
are to be seeded or sodded the Contractor shall remove and stockpile sufficient
topsoil (if present) to a minimum depth of I00mm (4"). Topsoil shall be free from
trash, debris, and surface vegetation more than 150mm (6") in height. After all other
work has been completed in each area, topsoil shall be placed and graded to the
satisfaction of the Engineer.
The ground shall be excavated in open trenches except where tunneling is indicated
in the contract document or is considered necessary or proper by the Engineer, to the
width and depth necessary for the proper construction of the water main and
appurtenances according to their contract documents.
The trench shall be dug only as far in advance of the pipe laying that is necessary to
expedite the work. All work must be done in a dry trench and the Contractor shall
provide and maintain adequate dewatering equipment to remove and dispose of all
surface and ground water entering excavations, trenches or other parrs of the work.
All excavated material shall be piled within the construction limits or in a location
obtained by the Contractor and approved by the Engineer in a manner that will not
endanger the work and that will avoid obstructing sidewalks, driveways and fire
hydrants. Gutters shall be kept clear or other satisfactory provisions made for street
drainage at all times.
15-3.0302
15-3.03021
15-3.03022
Trench Bottom & Bedding.
All water main shall be laid on 150mm (6") of sand or limestone screenings
that is free of rock and foreign material. The bed shall be slightly rounded
to provide a uniform and continuous bearing and support for the pipe at
everypoint between bells. Bell'holes shaltbe of sufficient depth to insure an
even bearing of the main body of the pipe, avoiding and bearing directly on
the bell joints. Water main may be bedded on native soil if it is granular in
the opinion of the local water department.
Elevation of the bottom of the trench shall be checked before pipe is laid.
15 - 34
February 16, 1996
15-3.0303 Trench Width.
15-3.03031
The trench width at the bottom shall be at least 0.6m (2') plus the outside
diameter of the pipe and no more than 0.9m (3') plus the outside diameter of
the pipe for water main greater than 450mm (18") inchesin diameter. Trench
width at a level 150mm (6") above the p~pe shall be a minimum of 300mm
(12") plus the outside diameter of the pipe and the minimum of 220mm (9")
plus the outside diameter of the pipe for pipe 450mm (18") inches or greater.
15-3.03032
If the Contractor creates a trench width greater than that specified for the
level six inches (150mm (6")) above the top of the pipe, he shall be required
to alleviate the situation by methods approved by the Engineer. Approved
methods may require the Contractor to install pipe with a greater strength
than the specific pipe' or to upgrade the class of bedding. No extra
con/pensation shall be allowed for any increase in materials or construction
costs created due to greater than specified trench width at the top of the
pipe.
15-3.0304
Sheeting and Bracing. The Contractor, in order to maintain safe working conditions
in compliance with the Federal Occupational Safety and Health Administration
regulations, to confine his work within the construction limits, or to prevent the
disturbing or settlement of adjacent road surfaces, curbs, foundations, structures,
fences, walks, utility lines or railroad tracks, shall furnish and place all sheeting and
bracing which may be necessary, including safety boxes. The Contractor shall be
responsible for the placement of the sheeting and bracing and for its strength and
sufficiency.
Any damage to the work under this contract or to adjacent structures or property
caused by settlement, water or earth pressures, slides, cave-ins, or other factors due
to failure or lack of sheeting and bracing, or improper bracing, shall be repaired by
the Contractor.
All sheeting and bracing, unless otherwise specified, shall be installed and removed
from the work site at no additional compensation.
Metal sheeting or bracing may be left in place in the trench if written approval is
obtained from the Engineer. Any sheeting or bracing left in place shall be cut off
approximately two feet (2') below the final ground level and the cur-off portion
removed.
15 - 35
February16,1996
The Contractor shall receive no compensation for sheeting and bracing left in place.
15-3.0305
Rock Removal. Wherever the word "rock" appears in these specifications, it shall
include granite, trap, quartzite, chert, limestone, sandstone, hard shale, or slate in
natural ledges or displaced masses. It shall also include rock fragments or boulders
larger than .38cubic meter (½ cubic yard) when their size, number or location
prevents them from being handled in a manner consistem with normal backhoe
excavation. Material which can be removed by the use of backhoe frost teeth shall
be paid for ar the rate of fifty percent (50%) of the cost or rock removal.
Should rock be encountered in the excavation, it shall be removed by blasting,
jackhammer, hoe-ram, or otherwise. Where blasts are made, the excavation shall be
carefully covered to prevent danger to life or property. The Contractor, prior to
blasting, shall secure a City permit and any additional insurance required. No
blasting shall be done by the Contractor until the necessarD, cross sections of the top
of the rock have been taken.
If, in the event rock excavation is a separate bid item, the following basis ofpaymem
will be used. The measurements for rock will be a width equal to 300mm fl2")
greater than the outside diameter of the p~pe installed. Measurement for depth will
be 150mm (6") below the bottom of the outside of the pipe. No allowance wilt be
made for rock excavation in excess of the above limits.
If rock is not anticipated or is not a separate bid item, but is encountered, payment
will be made at $50.00 per .75 cubic meter as measured above.
Before the pipe is laid, all irregular/ties of the rock are to be filled with suitable
granular material compacted into place the bottom of the trench brought to the proper
grade. Furnishing and placing of the granular material shall be paid for at the unit
price for bedding stone.
15-3.0306
Dewatering. All water entering the excavations or other parts of the work shall be
removed until all the work has been completed. No sanitary sewer shall be used for
the disposal of trench water.
15-3.04 Lnstallation and Backfillin~
15-3.0401
Line and Grade. The Engineer will provide the Contractor with line and grade
stakes set on the natural ground surface. It shall be the Contractor's responsibility to
transfer the line and grade to the bottom of the ditch.
15 - 36
15-3.0402
February16,1996
It shall be the Contractor's responsibility to protect the original line and grade stakes
set by the Engineer. Should the stakes become destroyed or damaged, the cost of
their replacement will be at the Contractor's expense.
Pipe Laying and Assembly. Laying of pipes shall commence at the lowest point so
the spigot or tongue ends point do,~mb_ill. Proper methods shall be used for handling
and placing pipe to avoid spilling or breaking and to avoid unnecessary disturbance
of bedding surface in trench bottoms.
Each pipe shall be laid on an even, firm bed so that no uneven strain will come on
any pipe, and particular care shall be exercised to prevent the pipe from bearing on
the joints. Bell holes for belt-and-spigot pipe shall be dug ar each point as herein
before specified. The bell end of all pipe shall be laid up-grade. Wood blocks shall
not be used to support the pipe or to adjust the final grade of the p~pe.
The interior of the water main shall, as the work progresses, be cleared of all dirt.
jointing material and superfluous materials. Pipe shall be joined in strict accordance
with the Manufacturer's recommendations
On pipe 600mm (24") and larger, pressure must be applied to each pipe as it is laid
by a winch and cable or other mechanical means to insure that the spigot is home in
the socket.
When pipe laying is suspended for any reason, watertight bulkheads shall be placed
in the end of the pipe. Open ends of pipes and fittings shall be effectively sealed.
Before laying any ductile iron pipe, all lumps, blisters from excess cold tar coating
shall be r-emoved from the bell and spigot end of each pipe. The outside of the spigot
and the inside of the bell shall then be wire brushed and wiped clean and dry. The
pipe ends shall be kept clean until all joints are made. The cuttin~ of pipe for
inserting valves, fittings, or enclosure pieces shall be done in a neat workmanlike
manner without damage to the pipe or cement lining and so as to leave a smooth end
at right angles to the axis of the pipe. The flame cutting of pipe by means of an
acetylene torch will not be allowed.
Cutting of pipe shall be done in a neat and workmanlike manner without damage to
pipe or lining. Pipe shall be handled properly. Materials must at all times be handled
with care to prevent damage. Under no circumstances will pipe be dropped or
damaged. Hook ends shall not be used for installing or removing pipe.
15 - 37
February 16, 1996
The gasket and gasket seat inside the bell shall be wiped clean with a cloth. The
gasket shall be p}aced in the bell according to the manufacturer's direction.
15-3.0403 Backfill Around Pipe. The Contractor shall not backfill water mains until elevations,
alignment, and the pipe joints have been checked and inspected by the Engineer.
Unless otherwise directed, all trenches and excavations shall be back_filled as soon
as is practically possible, and the work shall be prosecuted expeditiously.
Ail water main, as soon as laid, shall have the space between the pipe and the sides
of the trench packed full by hand and thoroughly tamped with a shovel or light
tamper in 150mm (6") lifts up to a level of 300mm (12") above the top of the pipe
with sand or limestone screening. Haunching initial backfilling from bottom of pipe
to one foot above the pipe shall be carefully placed and compacted to provide side
support to the pipe. The balance of the trench may be trench may be filled with
suitable backfill material as herein described. Water main may be backfilled from
the bottom of the pipe to 300mm (12") above the top of the top of the pipe with
native soil if it is granular in the opinion of the local water department.
15-3.0404
Backfill General. All backfill material shall be subject to the prior approval of the
Engineer. If in the opinion of the Engineer, the material excavated constitutes
unsuitable backfill, the Contractor shall provide, unless otherwise stated, at his own
expense, acceptable backfill material, or dry and replace the unacceptable material
at his expense. No frozen material shall be used for backfilling.
All surplus excavated material which is not used in backfilling shall be loaded and disposed
of by the Contractor at his own expense.
15-3.0405 Compaction. The compaction required in streets, alleys, sidewalks, driveways,
around structures or within 1.5m (5') to the edge of the pavement, shall be:
15-3.04051
Ninety-five percent (95%) of standard proctor density from 300mm (1') above
the top of the pipe to the fin/shed surface. Individual lifts shall not exceed
300mm (12") loose thickness.
February16,1996
15 - 38
15-3.04052
The compaction required at all other areas shall be eighty five pement (85%)
of standard proctor density from 300mm (I') above the top of pipe to the
finished surface. Individual ligs shall not exceed 600mm (2').
15-3.04053
In the case where a separate item is included in the bid proposal to cover any
unsukable back fill material, the cost of the backfill shall not include any
compaction. The compaction o£the existing into the unit price of the pipe.
15-3.0406
Deflection at Joints. When it is necessary to deflect ductile iron pipe from a straight
line in either the horizontal or vertical plane, the mount of joint deflection shall not
exceed that shown in Table
15-3.04061
The deflections listed are maximum deflections and should not be exceeded
unless authorized by the municipal water department.
15-3.04062 . For design purposes, deflection should be limited to 80 pement of the values
shoCrn.
TABLE 1
Maximum Joint Deflection Ductile Iron Pipe-Push On Type Joint
Nominal Pipe Maximum Offset mm (Inches) Approx. Radius of Curve
Size mm (Inches) for 4.5m-0.9m(15-3') Length pipe for 4.Sm-0.9m(15-3') Len~-~ch pipe
750mm (3")
100mm (4")
150mm (6")
200mm (8")
250mm (10")
300mm (12")
350mm (14")
400mm(16")
450mm (18")
500mm (20")
600mm (24")
760mm (30")
910mm (36")
1060mm (42")
1220mm (48")
1370mm (54")
15-3.0407
530mm(21)
530mm(21)
530mm(21)
530mm(21)
530mm(21)
530mm(21)
300mm(t2)
300mm(12)
300mm(12)
300mm(12)
300mm(12)
300mm(12)
300mm(12)
200mm (8)
200mm (8)
150mm (6)
70.1m (230')
70.1m (230')
70. lm (230')
70.1m (230')
70.1m (230')
70.1m (230')
115.8m (380%
115.8m ~380')
115.8m ~380')
115.8m ~380')
115.8m ~380')
115.8m (380')
115.8m I380')
173.5m (570')
173.5m (570')
231.6m I760')
Valves and Fittings. Prior to installation, valves shall be inspected for
direction of opening, number of rams to open, freedom of operation,
tightness of pressure-containing boking and
15 - 39
February16,1996
test plugs, cleanliness of valve ports and especially seating surfaces, handling
damage, and cracks. Defective valves shall be corrected or held for inspection by the
Engineer. Valves shall be closed before being installed.
15-3.04071
Valves, fittings, plugs, and caps shall be set and joined to the pipe in
the manner specified in Section 15-3.04 (B) 6, 7, 8. Valves should
be provided with special support, such as treated timbers, crushed
stone or concrete pads so that the pipe will not be required to support
the weight of the valve.
15-3.04072 A valve box or a vault shall be provided for every valve.
15-3.04073
A valve box shall be provided for every valve that has no gearing or
operating mechanism or in which the gearing or operating mechanism
is fully protected with a gear case. The valve box shall not transmit
shock or stress to the valve and shall be centered over the operating
nut of the valve, with the box cover flush with the surface of the
fin/shed area or such other level as may be directed by the owner.
t5-3.04074
A valve vault designed to prevent settling on the pipe shall be
provided for every valve that has exposed gearing or operating
mechanisms. The operating nut shall be readily accessible for
operation tkrough the opening in the valve vault, which shall be set
flush with the surface of the fin/shed pavement or such other level as
may be specified. Vaults shall be constructed to permit minor valve
repairs and afford protection to the valve and pipe from impact where
they pass through the vault walls.
15-3.04075
In no case shall valves be used to bring misaligned pipe into
alignment during installation. Pipe shall be supported in such a
mariner as to prevent stress on the valve.
15-3.04076
All dead ends on new mains shall be closed with plugs or caps that
are suitably restrained to prevent blowing offunder test pressure. If
a blowoff valve precedes the plug or cap, k too shall be restrained
against blowing off. All dead ends shall be equipped with suitable
blowoff facilities.
15 - 40
Februmy16,1996
15-3.0408 Fire Hydrants
15-3.04081
Hydrants shall be located as shown or as directed and in a manner to
provide complete accessibility, and also in such a manner that the
possibility of damage from vehicles or injury ro pedestr/ans will be
minimized. When placed behind the curb, the hydrant barrel shall be
set so that no portion of the pumper or hose nozzle cap will be less
than 300mm (12") from the g-utter face of the curb. When set in the
lawn space between the curb and the sidewalk, or between the
sidewalk and the property line, no portion of the hydrant or nozzle
cap shall be within 150mm (6") of the sidewalk.
15-3.04082
All hydrants shall stand plumb and shall have their nozzles parallel
with or at right angles to the curb, with the pumper nozzle facing the
curb, except that hydrants having two hose nozzles 90 degrees apart
shall be set with each nozzle facing the curb ar an angle of 45
degrees. Hydrants shall be set to the established grade, with nozzles
at least 300mm (12") above the ground, as shown or as directed by
the municipal water department.
15-3.04083
The fire hydrants shall be placed on a concrete slab six inches
(150mm (6")) thick, to prevent them from settling. The fire hydrants
shall be backfilled around with 75mm (3") clean crushed rock m a
height of 0.9m (3') above bottom of trench and for the width of the
trench, in accordance with AWWA C600. A layer of plastic shalI be
placed between the clean stone and earth backfilled.
15-3.0409 Thrust Restraint
15-3.04091
Thrust restraint is required on all horizontal and vertical bends,
dead ends, tees, crosses, and other locations as directed by the
Engineer. Wood bracing will notbe allowed against thrust blocking.
15-3.04092
Concrete reaction backing shall be placed between solid ground and
the fitting to be anchored; the area of bearing on the pipe and on the
ground in each instance shall be shown or directed by the design
Engineer. The backing shall, unless otherwise shown or directed, be
so placed that the pipe and fitting joints will be accessible for repair.
The concrete shall be allowed a minimum 24 hour set time before
charging the line.
15 - 41
15-3.04093
15-3.04094
15-3.0410
Febmary16,1996
Metal tie rods of adequate strength to prevent movement may be used
instead of concrete backing, as directed by the design Engineer.
Rodding with metal rods and clamps or returner glands is required on
all vertical bends, fire hydrant branches, repair elbows, between the
tee and valve on temporary stubs, and other locations as directed by
the Engineer.
Encasement of Water Main. Water main crossing a waterway shall be of
ductile iron pipe with flexible watertight joints and shall be installed in a
concrete encasement and installed as follows:
I5-3.04101
15-3.04102
15-3.04103
The stream bed at least 300mm (1') when located in rock. when
crossing major streams.
The water main shall be securely anchored to prevem movement of
the pipe and provided with easily accessible shutoff valves located
outside of the floodway at each end of the water crossing.
The area of waters of the United States that is disturbed must be
limited to the mimmum necessary to construct the water main.
Excess material must be removed to upland areas immediately upon
completion of construction.
Appropriate erosion and siltation controls must be used and
maintained in effective operating condition during construction, and
exposed soil and other fills must be permanently stabilized at the
earliest practicable date.
No discharge of dredged or fill material may consist of unsuitable
material. (e.g. trash, debris, car bodies, etc.) and material discharged
must be free from toxic pollutants in toxic amounts (see Section 307
of the Clean Water Act).
Discharges must not permanently restrict 6r impede the passage of
normal or expected high flows or cause the relocation of the water
(unless the primary purpose of the fill is to impound waters). In any
case, this must be limited to the maximum extent practicable. If the
discharge cremes an impoundment of water, adverse impacts on the
aquatic system caused by the accelerated passage of water and/or the
restriction of its flow shall be minimized to the maximum extent
practicable.
15 - 42
15-3.0412
15-04121
15-3.04122
15-3.04123
February l6, 1996
Any temporary fills must be removed in their entirety and the affected
areas returned to their pre-existing elevation.
Protection of Water Supplies
Horizontal Separation of Water Mains from Gravity Sewers
Water and sewer mains generally shall be separated a distance of at
least 3.0m (10') horizontally. If such lateral separation is not
possible, the bottom of the water main shall be at least 450mm (I 8")
above the top of the sewer and the water main placed in a separate
trench or in the same trench on a bench of undisturbed earth at a
minimum horizontal separation of 0.9m (3') from the sewer. When
it is impossible to obtain the required horizontal clearance of 0.9m
(3') and the vertical separation of 450mm (18 "), the sewer must be
replaced with ductile iron pipe meeting alt requimmems as set forth
in these specifications for water main. However, a linear separation
of at least 600mm (2') shall be provided.
Separation of Water Mains from Sewer Force Mains
Water mains shall be separated from sewer force mains by a
horizontal distance of at least 3.0m (10') unless the following
conditions exist. The force main is constructed of material meeting
all requirements as set forth in these specifications for water main and
the water main is laid at least 1.2m (4') from the sewer force main.
Separation of Water Main and Sewer Crossovers
Vertical separation of water mains crossing over any sanitary sewer
shall be at least 450mm (18"1 when measured from the bottom of the
water main to the top of the sewer. If physical conditions prevent this
separation, then the water main shall not be placed closer thzn
150mm (6") above a sewer of 450mm (18") below a sewer. The
separation distance shall be the maximum feasible in alt cases.
Where the water main crosses a sewer, one fall length of water p~pe
shalI be located so both joints are as far as possible from the sewer.
The water and sewer pipes must be adequately supported and have
water tight joints. A lower permeability soil shall be used
15 - 43
February 16, 1996
for backfill material within a 3.0m (10') radius from the point of
crossing.
15-3.04124 Separation of Sewer MamSoles
No water pipe shall pass through or come in contact with any part of
a sewer manhole. A minimum horizontal separation of 0.96m ~3')
shall be maintained.
15-3.04125 Exceptions
Should physical conditions exist such that exceptions to Section 15-
3.0412 of these specifications are necessary, the municipal waer
engineer must design a course of action that will provide equal
protection to the water supply as outlined in Sections 15-3.04121, 15 -
3.04122, 15-3.04123, and 15-3.04124.
15-3.0413
Tapping of Water Main. Any sized water tap shall be installed by employees
of the local water department, only. No employee will enter a trench or other
excavation to install a corporation stop, make repairs, or perform other
related duties until the excavation is secured by sloping, shoring, or other
means recognized and in accordance with the Occupational Safety and Health
Administration Standards.
The City of Dubuque Water Department will furnish all material and labor
necessary to perform water taps and the cost of all labor and materials will
be reflected in the price of the water connection permit.
15-3.0414 Disinfecting Water Mains
15-3.04141
General. The disinfecting of water mains shall be done in
conformance, with AWWA C 601. Precautions shall be taken to
protect the interiors of pipe~, fittings and valves against
contamination.
Al1 openings in the pipeline shall be closed with watertight plugs
when pipe laying is stopped at the close of the day's work or during
break periods.
If dirt enters the pipe that, in the opinion of the Engineer, will not be
removed by the flushing operation, the interior of the pipe shall be
cleaned by mechanical means and then swabbed with a 1 percent
hypochlorite disinfecting solution.
15-3.0415
Methods of Chlorination. Calcium hypochlorite ~anules.
construction, calcium hypochlorite granules shall be placed the
During
15 - 44
February 16, 1996
upstream end of the first section of pipe, at the upstream end of each branch main,
and at 152.4m (500') intervals. The quantity of granules shall be as follows:
Pipe Diameter
in.
100mm (4")
150mm (6")
200mm (8")
300mm (12")
400mm (16") and larger
Calcium Hypochlorite
Granules. ~ams (oz.)
14.2 (0.5)
28.3 (1.0)
56.7 (2.0)
113.4 (4.0)
226.8 (8.0)
15-3.04151
Calcium hypochlorite granules. During construction, calcium
hypochlorite granules shall be placed the upstream end of the first
section of pipe, at the upstream end of each branch mare, and at
152.4m (500') intervals. The quantity of granules shall be as
follows:
Pipe Diameter
in.
lOOmm (4")
150mm (6")
200mm (8")
300mm (12")
400mm (16") and larger
Calcium Hypochlorite
Granules. ~ams (oz.)
14.2 (0.5)
28.3 (1.0)
56.7 (2.0)
113.4 (4.O)
226.8 (8.0)
15-3.04152
15-3.04153
The tablets shall be attached by an adhesive such as Permeate No. I,
or equal. There shall be no adhesive on the tablet except on the board
side attached to the surface of the pipe. Attach ail the tablets inside
and at the top of the main with approximately equal numbers of
tablets at each end of a given pipe length.
When installation has been completed, the main shall be filled with
water at a rate such that water within the main will flow at a velocity
no greater than 1 fps. Precautions shail be taken m assure that air
pockets are eliminated. This water shall remain in the pipe for at
least 24 hours. If the water temperature is less than 4.4C (40 F), the
water shall remain in the pipe for at least 48 hours. Valves shail be
poskioned so that the strong chlorine solution in the main being
treated will not flow into water mains in active service.
15-3.04154
Alternate methods as described in AWWA C601 may be utilized by
the Contractor and in some applications may be preferred and
directed by the Engineer.
15 - 45
15-3.0416
I5-3.0417
15-3.0418
15-3.0419
February16,1996
Final Flushing. After the applicable retention period, the heavily
chlorinated inated water shall be flushed from the main until chlorine
measurements show that the concentration in the water leaving the
main is no higher than generally prevailing in the system or is
acceptable for domestic use.
The environment to wh/ch the chlorinated water is to be discharged
shall be inspected and if there is any question that the chlorinated
discharge will cause damage to the environment, then a reducing
agent shall be applied to the water to be waste neutralized thoroughly
the chlorine residual remaining in the water.
Bacteriological Tests. After final flushing and before the water main
is placed in service, a sample or samples shall be collected from the
end of the line, shall be tested for bacteriological quality in
accordance with Standard Methods, and shall show the absence of
coliform organisms. A standard plate count may be required at the
option of the Engineer. At least one sample shall be collected from
the new main and one from each branch. In the case of extremely
long mains, it is desirable that samples be collected along the iength
of the line as well as at its end.
Samples for bacteriological analysis shall be collected in sterile
bottles treated with sodium thiosulfate as required in Standard
Methods. No hose or fire hydrant shall be used in collection of
samples.
Re-disinfection. If the initial disinfection fails to produce satisfactory
bacteriological samples, the main may be re flushed and shall be
resampled. If-check samples show the presence of coliform
organisms, then the main shall be re-chlorinated by the continuous
feed or slug method or chlorinated as prescribed in AWWA C601
until satisfactory results are obtained.
Disinfection Procedures when Cutting into or Repairing Existing
Mains.
15-3.04191
When an old main is opened, either by accident or design, the
interior of all pipe and fittings used in making the repair shall
be swabbed or sprayed with 1 percent hypochlorite solution
before they are installed.
15~3.04192
Thorough flushing is the most practical means of removing
contamination introduced during repairs. If valve and hydrant
locations permit, flushing toward the work location from both
directions is recommended. Flushing shall be started as soon
as the repairs are
15 - 46
15-3.04t93
15-3.0420
15-3.0421
15-3.0422
15-3.0423
February 16, 1996
completed and shall be continued until discolored water is
eliminated.
Bacteriological samples shall be taken after repairs to provide a
record by which the effectiveness of the procedures used can be
determined. If positive samples are recorded, daily sampling shall be
continued until two consecutive negative samples are recorded.
Air Relief Facilities. Water mains shall be laid to avoid high points
where air can accumulate. When high points occur, measures shall
be taken to remove the air when the main is initially filled with water.
Air relief valves should be located at ail high points where air can
accumulate.
Automatic air relief valves shall not be used in situations where
flooding of the manhole or chamber can occur. The'open end of an
automatically operated air relief valve discharge pipe shall be covered
with a sixteen (t6) mesh or' finer corromon resistant screen and
terminated in a down-turned position at least 300mm(l') above
ground elevation. The open end of a manually operated air-relief
valve discharge pipe shall be extended to no less than 150mm (6")
from the top of a manhole or chamber.
Chambers. Chambers, pits and manholes containing valves,
blowoffs, meters, or other such appurtenances to a distribution
system, shall not be connected directly to any storm drain or sanitary
sewer, nor shall any blowoffs or air relief valves be connected
directly to any sewer. Chambers shall drain to the ground surface,
when possible, providing the hamber is not subject to flooding.
Underground absorption its may be used when draining to the ground
cannot be provided.
Inspection, Handling, and Storage. All pipe and appurtenances are
subject to inspection by the owner at the point of delivery. Material
found to be defective due to manufacture or damage in shipment shall
be rejected and removed from the job site.
All pipe, fittings, valves, hydrants, and accessories shall be loaded
and unloaded by lifting with hoists or skidding m avoid shock or
damage.
Materials, if stored, shall be kept safe from damage. The interior of
ail pipe fittings and other appurtenances shall be kept free from dirt
or foreign matter at ali times.
Repair and Transition Couplings. Repair and transition couplings
will be utilized to join two spigot ends of watermain pipe together.
All couplings shall be constructed from grey or ductile
t5 - 47
15-3.05
February 16, 1996
iron pipe and manufactured in accordance with ASTM A 126 Class
B. Follower glands shall be meltable or ductile iron and conforming
to material standard ASTM A47 Grade 32510 or ASTM A536. All
couplings shall have external coatings that are resistant ro corrosion.
Pressure Testina and Leak Detection. The pressure test shall consist
of complete filling of the section of main under observation with
water applied by means of the pump connected to the pipe in a
satisfactory manner. The pump, pipe connection and all necessary
apparatus for testing shall be furnished by the contractor. Such tests,
unless otherwise specified, shall provide a hydrostatic pressure of at
least 1.5 times the normal operating pressure at the point of testing.
The duration of the test under the specified pressure shall be at least
two (2) hours. The test shall not vary by more than + or - 5 psi for
the duration of the test.
No pipe installation.will be accepted if the leakage is greater than thai
determined by the following formula:
L = SD P/133,200
Where L is the allowable leakage, in gallons per hour; S is the length
of pipe tested, in feet; D is the nominal diameter of the pipe, in
inches; and P is the average test pressure during the leakage test, in
psig.
Before applying the specified test pressure, all air shall be expelled
from the pipe by means of taps located au the points of highest
elevation or as necessary.
Said taps shall afterward be tightly plugged. After the required
pressure has been obtained, all exposed joints shall be carefully
examined.
The Contractor shall provide suitable means of determining the
quantity of water lost by leakage under the specified test pressure.
No pipe installation shall be accepted until this leakage is less than
43.9 liters (11.6 gallons) per twenty-four (24) hours per 2.5mm (inch)
of diameter per 786m (mile) of p~pe. Where practical, unless
otherwise approved by the Engineer, pipe lines shall be tested in
length of not more than 457.2m (1,500'). Leakage shall be defined
as the quantity' of water to be supplied ro the newly laid pipe
necessary to maintain specified leakage test pressure after the pipe
has been filled with water and air expelled. Water will be made
available without charge to the contractor by the Engineer for testing
the pipe line, in accordance with AWWA C600.
15 - 48
February16.1996
15-3.06
Completion of Water Main Proiect. After water main installation is
completed, it shall be the responsibility of the project contractor to ensure
that ali valves closed during construction are reopened and raised to the street
subgade.
15-3.07
Water Service. The water service items shall follow the City of Dubuque,
City Ordinances under the Utility section, Article IH, Water.
15-3.08 Method of Measurement
Watermain. The linear feet of each size of water main shall be the
actual length measured. Deductions will be made from the measured
length for valves and other appurtenances.
Fitting, Values, Hydrant and other Watermain appurtence. Each
valve, hydrant, or other appurtenance will be measured as a single
unit. This shall be full payment for materials, equipment, excavation,
installation and all work incidental.
Coupling Repair. Repair of Coupling will be measured as a single
unit. This shall be full payment for materials, equipment,
excavation, installation and ali work incidental.
Water Service Pipe. The linear feet of Water Service shall be the
actual length measured. Deductions will be made from the measured
length for valves and other appurtenance.
Water Service Value Boxes. Each valve, or other appurtenance will
be measured as a single unit. This shall be full payment for
materials, equipment, excavation, installation and all work incidental.
15-3.09 Basis of Payment
General. The unit and lump sum prices stated in the contract to be
paid for the respective items shall be payment in full for the
completion of all work specified and described to be included in the
respective items, complete and ready for use and operation, as shown
on the drawings and as specified.
Water Main. The unit prices as bid shall include the furnishing of all
labor and equipment necessary to install the water main in accordance
with the plans and specifications. The work hall include ali
excavation, installing and joining of pipe and fittings, removal and
disposal of water, backfill, sheeting and shoring, disposal of excess
excavated material, protection of existing structures and utilities,
clean-up and all other operations
15 - 49
February 16, 1996
unless specifically covered by other pay-items specified under this
contract.
When the plans indicate the elevations at which the water main is to
be constructed, and the pipes are laid as indicated in the contract
documents or to a changed flowline not lower than 300mm (i')
below the plan elevations, the Contractor will be paid the contract
price per lienal foot of water main completed.
If it becomes necessary to lower the flowline by more than 300mm
(1'), payment for the overdepth excavation will be made as follows:
From the original contract price per foot shall be deducted one
hundred twenty-five percent (i25%) of the cost per foot of pipe,
delivered to the work site. The remainder :~vill be considered the
contract "price for excavation and laying of pipe" The contract "price
for excavation and laying of pipe" shall be divided by the average
depth from original ground profile of the total footage of that
particular size of pipe shown on the plans, and this quotient
considered the "basis excavation and laying price" per foot of pipe,
per foot of depth. For depth of excavation for more than 300mm (1')
below the plan flowline elevation, payment for overdepth excavation
will be made in accordance with the following schedule:
Percentage of
Basic Excavation
Overdepth and
Excavation* La¥in~ Price
300mm 100%
600mm 120%
900mm 140%
1.2m 160%
1.5m 180%
1.8m 200%
For. depth of excavation greater than 1.83m (6') below plan flowline
elevation, payment will be made as extra work.
Encased Water Main The leng~th of encased water main shall be considered
as the assembled leng~th inside the pipe encasemem. The contract price per
linear foot of encased water main. This shall be fail payment for materials,
equipment, excavation, installation and all work incidental
15 - 50
February 16, 1996
there to. Excavation, regardless o£nature, will not be measured or paid for
separately, but shall be considered as incidental to the encased water main.
Valves. Hydrants and Other Water Main Appurtenances. For construction of
valves, hydrants, and other water main appurtenances including PVC tracer
wire, the Contractor will be paid the contract unit price each, for the g~pe
indicated.
Couplin_o Repair. Construction of coupling will be paid the contract unit price
each, for the type indicated. This shall be full payment for materials,
eqmpment, excavation, installation and ali work incidental
Water Service Pipe. The length of water service pipe shall be considered as
the assembled len~h. The contract price per linear foot of water service pipe.
This shall be full payment for materials, eqmpment, excavation, installation
and all work incidental there to. Excavation. regardless of nature, will not be
measured or paid for separately, but shall be considered as incidental to the
encased water main.
Water Service Valve Boxes. For construction of water service valves boxes.
the Contractor will be paid the contract unil price each, for the type indicated.
This shall be full payment for materials, equipment, excavation, installation
and all work incidental.
15 - 51
15-4.00
15-4.01
15-4.02
15-4.03
February16,1996
ABANDON PIPE OR MANHOLE.
Description. All sanitary or storm sewer to be abandoned as shown on the
plans shall be plugged off at the lower end or the Iine and filled with
flowable mortar. Any concrete used for plugging shall follow the City's
specifications for flowable mortar in Section 14. Manholes to be manholes
to abandon shall be filled to within 300mm(l') from the finished grade, and
have the ring and cover removed.
Method of Measurement. The abandoning of a pipe or manhole will be
computed by the Engineer as the volume to be filled as shown in the contract
documents.
Basis of Payment. The Contractor shall be paid the contract price per cubic
yard, for the abandoning ora pipe or manhole. This shall be full payment for
materials, equipment, excavation, installation and all work incidental.
The Contractor shall be paid the lump sum price, for the abandoning of a pipe
or manhole. This shall be full payment for materials, equipment, excavation.
inst~llation and all work incidental.
15 - 52
JFK RD.
City of Dubuque
RECONSTRUCTION
PROJECT
End of Project
1064+82.107
Location Map
UTILITIES
WATER
CITY DF DUBUQUE
WATER DIVISION
ELECTRIC
ALLIAN-flNTERSTATE POWER
910 Kemer Blvd.
DUBUQUE, IOWA
Ron Saae rBIgl 584-7372
Mike Roth [319] 584~7371
SEWER
CITY OF DUBUQUE
ENGINEERING DIVISION
]3TH & CENTRAL
DUBUQUE. OWA.
J3IR) 589-4270
GUS PSlHOYOS
GAS
TELEPHONE
U,S, WEST COMMUNICATIONS
CABLE fV
PREPARED BY:
Cl~ OF DUBUQUE
Cit¢ 3oundar y
CortlDJex
INDEX OF SHEETS
Cover Page, H. 01
Legend & Symbol Information H. 02
Deto~ H. 03 - H. 04
Typical Cross Sections H. 05
Bid Est. &general Intormafion H. 0B - H. 09
Plan and Profile H. 10 - H. 11
Storm Sewer H. 12
Water Details H, 13- H. 14
Joint Layout H. 18
Control Points H. 19
Cross Sections H. 20 - H. 27
DSQ Botanical
NORTH
-Beginning of Project1051 +08.00
METRIC STANDARD ROAD PLANS
Sheet Number H. OI
ED
OTREE B4
CTREE 30
TREE-BUSH
TREE UINE
GATE POST
FENCE-CDR
FENCE CH-LINK
FENCE WOOD
FENCE WIRE
STAR DRILL SET
BEkSH MARKER
eND-NAIL/SPIKE
FND-IRON PIN
FND-IRON ROD
FND-CONC HONUMENT
FND-ROW RAIL
SET-CUT X
SET ROD
SET ~K NAIL
SET-SPIKE
TOP OF STREAM
BOTTOM OF STREAM
FLOW LINE OF STREAM
FLOW LINE OF DITCH
WP_K-EDGE
SIDEWALK-COR
SIDWALK STOOP COR
CL ROADWAY
CL DRIVEWAY
CURD DACK OF CURD
GUTTER
SANATARY MANHOLE
CMP TOP
CNP F-LOWLINE
RCP TOP
RCP FLOWLINE
STORM SEWER HEADWALL
CULVERT HEAD WALL
FLOW LINE OF FES
STORH SEWER MANHOLE
CB GRATE CDR
CORNER OF CB
CORNER OF PROPOSED CD
ELECTRICAL MANHOLE
ELECTRICAL PAD
ELECTRICAL METER
UNDERGROUND ELECTRICAL CABL
ELECTRICAL PEDESTAL
GAS VALUE
UNDERGROUND GAS LINE
TELEPHONE NANHOLE
UNDERGROUND TELEPHONE CABLE
TELEPHONE PEDESTAL
TELEVATION PAD
UNDERGROUND TELEVATION
TELEVATION PEDESTAL
UTILITY POWER POLE
UTILITY POLE LIGHT
UTILITY GUY ANCHOR
UNDERGROUND WATER _INE
WATER VALVE
WATER STOP BOX
FIRE HYDRANT
TRAFFIC SIGN
TRAFFIC SIGNAL POLE
TRAFFIC CONTROL BOX CDR
PKG HETER
BUILDING
BUILDING DOORWAY
BUILDING FLOOR ELEVATION
//son.s. //son.s.-- EXISTING SANITARY SEWER
//stm.s~-//stm.s.-- --XISTING STORM SEWER
//w.m.--,-/~'.m.-- WATER dAllk (#=SIZE)
gas gas GAS MAIN
[e ~e~ JNDERCROUND TELEPHONE
u~v u~v UNDERGROUND CABLE TV
GRADING LIMITS
PROPOSED STORiV SEWER
................. PROPOSED DRAIN TILE
'- // , '-- WOOD "-ENCE
--x ^ - NIRE FENCE
---O O C)-- STEEL FENCE
R,O.w
beagenc~ &: Sym~)o
nformation
~)ES,GN TE^M FELDERMAN I METRIC l IOWA DOT / C, TY OF OUaUQUE - OFFICE OF )ESiCN DUBL )UE COUNTY :ROJECT NUMBER STP -32-1<2) --2C-51 [SHEET NUMaER -. 02
~%
CITY OF DUBUQUE
ENGINEERING DEPARTMENT
CITY OF DUBUQUE
ENGINEERING DEPARTMENT
RESIDENTIAl. DRIVEWAY
TYPE Bt (DROP CURB)
J t JULY B2
NO
SCALE
DESIGN TEAM FELDERMAN
J METRIC J IOWA DOT /CtTY OF DUBUQUE "OFFICE OF DESIGN J
INTAKE. iOtB
91.44cm
~C
'~20.32cm
§ 15.24cm 116.84cm 6'j15,24cm~
REIN~0RCINO SCHEDULE
1. Grates shall be Neenah R-3246AL Asphalt coated
2. Catch Basins deeper than ~ ~t. shall include #4
bars on 12 inch or 30.48 cm centers in base
and sidewalls.
3. The minimum depth from gutter to intake base
shall be 4.5' ar 137.16 cm unless othe~ise
4. Catch Basins will be backfilled with select malapai
approved by fha city. rhis mate~al shall be
mechanically tamped in 6" or 15.24 cm lilts,
The Catch Basin shall include back~llMg.
5. Intake shall be separated fram ad[acent rigid
pavements by I" expansbn mafedaL
Drain Tile Detail
Backfill 9, JBmm
Meter
100 mm
50mm
Trench Longitudinal Wi Storm Sewer' Trench Longitudinal
Details Of Integral Curb
DUBUQUE COUNTY J
PROJECT NUMBER STP -32-1(2) --2C-31 J SHEET NUMBER H. 0,~
TABULATION OF PAVEMENT MARKINGS SYMBOLS AND LEGENDS
RO,,O ,.OOA~',ON ~ ~ "'*'~ ~ / 'X ~ ~ STOP AHB~D O~LI SCHOOL XING C.,~ REMARK:
D~NTIFICATION
STATION SlOE
I
09-27-94
DETAILS OF INTERG~L
~PICAL SECTION EARTH SHOULDER 150 mm STANDARD CURB
A~iacent to A.C.C. ~sawment
FELDERMAN
I ~'~ I ,ow~ ~o~ / c,~ o~ ou~,~u~, o~,o~ o~DESIGNI DUBUQUECOUNTY J PROJECT NUMBERSTP -52-1(2) --2C-51 JSHEET NUM~E~H. 04
DES~CN
TEAM
LOCATION
7/ /PT 5 POT red'us 3 / --
1. Dimensions Shown Are Measured to Back of curb PT , POT rodius, Sc ~h,rn cu[b ~ ~n~, ~,,~ ~d. 1, Dimensions Shown Are Measured to Back of curb
POINT NO, STATION OFFSET ELEVATION CURVE / ~' "- qorthe n
? POINT NO, STATION OFFSET ELEVATION CURVE
I 1051+12.86 JFK 6.25 Rt. 263.23 ~/' 1 1058+17.7 JFK 6.25 Rt. 285.382 ~ /
2 1051+16.42 JFK 7.97 Rt. 263.55 ~ 2 1058+28.2 JFK 10.77 Rt. 285,475
3 1051+17.79 JFK 11,67 Rt. ~u~.o~ ;~G ~,~ ~ ~3 ~- 2~3 3 1058+32.6 JFK 21.41 Rt. 285.57
4 1051+12.49 JFK 11.53 Rt. 5.3M ~*uo u,~ u*~u ~+~ ~zu 4 1058+17.4 JFK 21.5 Rt. 15.25M ~;~ 0+05 o+1o 0+15 0+201 0+25
5 1051+27.33 JFK 11.53 Rt. ~'~< z, ~ ~ 5 1058+42.0 JFK 21.42 Rt. 285.57
6 1051+29.95 JFK 8.00 Rt. 264.53 6 1058+46.5 JFK 10,78 Rt. 285.70
7 1051+33.40 JFK 6.25 Rt. 264.76 7 1058+57.1 JFK 6.25 Rt. 285,936
8 1051+33.18 JFK 12.08 Rt. 5.8M 8 1058+57.3 JFK 21,55 Rt. 15,31M
-/
/-¢
0+05 0+10 0+15 0+20 0+'~~--
l1 2101-100100 Refer to Tabulation T-10 for additionalinformation.
2 2102-100100
All undesirable material such as asphalt
and concrete shall be thc contractor's
responsibility to provide waste disposal site.
No pavement for overhaul will be allowed for material
hauled to disposal site.
3 2102-230100
Place 300 mm of Stone in areas of unsuitable
Soil condition as agreed to by engineer
a 2105-842505 Topsoil shall be placed l00mm thick on back filled areas.
Topsoil shall have no stones or rubble larger than 10mm
in diameter. Contractor will be responsible for
grading and back fill behind curb before topsoil is placed.
No stones or rabble larger than 50mm diameter shall be place
within lm below the topsoil
2123-100100 The estimate for back filling behind the curb is
288m^3 Which is included tmder class 10excavation
2123-100200 The estimated backfill is 117m^3
I0 2301-132260
PCC Pavement will require perpendicular
ed joints. The euxb and gutter is ineidential
to paving.
1I 2303-042120 Applicationoftackoilincedentaltobiditem Application rate 0.2 Idm2
Refer to Tabulation T-19 for additional information.
12 2303-043124 Application of task ell ineedental to bid item Application rate 0.2L/m2
Refer to Tabulation T-18 for additional information.
13 2303-236422 Place 100mmofasphaltover 100mmofgranularsubbase
Refer to Tabulation T- 17 for additional information.
14 2303-600000 Refer to Tabulation T-22 for addltional in formation.
20 2502~250100 Drain tile is to be placed 1.22m below the top back of curb and shall tie into the catch basins as per plan.
Refer to Tabulation T-I 1 for additional information.
Pourous backfill (9.38mm) to be incidental to this bid item
21 2303-120525 Stonfi sewer pi~e ioints require an "O" ring
22 2503-120750 _Storm sewer ! e ~ints re uire an "G~
23 2503-140375 Storm s_ewer pipe lomts require an "O" ting
24 2503-140450 Storm sewer pipe ointa require an "O" ring
25 2503-140~25 Storm sewer pipejoin s require an "O" ring
26 2503-400500
Bid item includes RA-53 accessory and KA-54 or RA-55 Grate as necessar
28 2510-001000 The average pavement thickness of JFK is 120mm
Refer to Tabulation T-23 for additional information.
29 2511-100000 Refer to Tabulation T-15 for additional information.
30 2511-200100 Refer to Tabulation %12 for additional information.
32 2515-100150 Refer to Tabulation %17 for additional information.
Contractor shall maintain access to all resident except
at time of paving
34 2525-002000 Refer to Tabulation %26 for additional information.
352527-101000 Refer to Tabulation T-25 for additional information.
362527-104000 Refertodetailsheetfurad~.tionalinformation.
37-2598-190050
The contractor will need to relocate the water stop boxes to
back of curb or in the parkway. The price shall include 2.5
meters of 3/4" copper water pipe.
The Plumbing Contractor must flush the newly laid copper
service line after the City Water Distribution personnel makes
the water tap(s) on the water main. Flushing the service lines
may be controlled at the corporation cock or the curb stop.
Flushing must occur on all copper service lines whether or
not the properq, owner decides to connect to the water service.
Flushing will occur outside the dwelling and before the new
service ts connected to the water meter. Flushing is not
allowed to occur through any water meter.
After the water meter is installed or reconnected, close
the outlet shut offvalve by the meter. Open the inlet shut
off valve slowly until the meter is dell of water. Open the
outlet valve slowly until air is out of the meter and service
line. Introducing water too quieldy into the meter will
damage the meter's internal components.
The entire service connection must be filled slowly with
water to help prevent any loose particles inside the internal
plumbing from becoming water borne. The flow nfwater into
the water service can he controlled at the corporation cock
or the curb stop. In either case, do not open any valve
instantaneously. This procedure wii1 prevent a water hammer
from damaging the internal plumbing system
Refer to Tabulation 1'-20 for additional information.
2599-999915
Water Distribution personnel will shut offwatar main
service to the residents on JFK between the hours of
8:00 am and 4:00 pm weekdays. The Contractor must schedule
the shutting down of the water main at least two (2) days
in advance to properly nofity residents.
Lots adjacent to JFK Road where existing water main is
located that require water service will have a llne tap
exeoutad. City Water Department will not shut down water
Contractor must verify upon completion of project that all
water valves within the project limits are left in the e
correct position.
Open valve= Fully open minus one mm.
Closed valw-- Fully closed
General rule: size of valve times three plus three
Example: 6" valve x 3 = 18 + 3 = 21 full tums.
38-552599-999901 Refer to Tabuintion T- 16 for additional informatlon.
4I 2599-999902 Refer to Tabulation T-24 for additional information.
43 2599-999915 Preeast intakes will not be allowed
44 2599-999915 Contractor is responsible to leave all water valve boxes in the
project limits in a neat, clean and obstruction free condition.
45 2599-999915 Contractor will provide and imtall new water valve box sections
and lids on all existing water valve boxes along IPK Road.
46 2599-999915 Contractor to maintain field measure of hydrants relocated and provide them to Water Departmem Distribution Staff.
Hydrant located to meet minlmunl measurements on hydrant setback.
Ali water valve and hydrant installations including f'mal
flushing nfall water mains will be completed no later than
4:00 p.m. weekdays.
The Contractor will pressure test each fire hydrant after
installation to verify proper operation and installation.
56 2601-101200 Refer to Tabulation T-14 for additional information.
58 2601-106000 Refer to Tabulation T-I4 for additional information.
59-2601-109000 Application rate 401dm2 per application
UNIT
CODE ITEM __ UNIT ~UAi,~T
1 2101-100100 Clear'_m_g&Gmbbing Unit 98.9
2 2102-100100 Classl0Excavation~RoadwayandBerrow M"3 17686
3 2102-230100 SpecialBaeldillMaterial ~G 6670_
4 2105-842505 Topsoil, Fumish and Spread M^3 1178
5 2110-100200 GranularMatarial MG 318
6 2ii1-100000 GranularSubbaee MM 3005
7 2121-100100 Granular Shoulder, TypeB MG 68
8 2123-100100 Earth Shoulder Finishing M 1918
9 2123-i00200 Earth Shoulder, Conslraetion M 322.22
10 2301-132260 Standard or slip - Form Portinmi Cement Concrete Pavement, Class C, Class 2 Durability 260 mr M^2 11992
11 2303-042120 HMA (3M EASL) Intermediate, 12.5 mm MG 3.74
122303-043124 HMA (3M EASL) anrf, 12.5 mm, Frie L-4 MG 1.87
~230%236422 Asphalt Binder PG 64-22 M^2 434
14 2303-600000 Adjustment Of Fixtore -- Each 14
15 2416-240525 Concrete Pipe Aprons 525 nun Dia. Each 1
16 2416-240750 Concrete Pipe Aprons 750 nam Din. Each 1
17 2416-320525 Pipe Aprons Guard (PF-26) 525mm Each 1
~8 2416-320750 Pipe Aprons Guard (PF-26) 750 mm Each I
19 2502-300193 Subdrai~Oufiet, RF- 19C Each 38
20 2502.250100 Longitade Subdrain (Shoulder) 100 mm M 2375
T1 2503-120525 Conomta 75D Storm Sewer pipe 525mm Dia. M 7.6
22 2503-120-750 Concrete 75D STorm Sewer pipe 750 mm Dia. M 14.3
23 2503-140375 Concrete }00D Storm Sewer pipe 375 mm Dia. M 677.3
4~2~503-140450 Concrete 100D Storm Sewer pipe 450 mm Dia. M 271.5
25 2503-140525 Concrete 100D Storm Sewer pipe 525mm Dia. M 75.5
26 2503-400500 Storm Sewer Utility Access RA-50 Each 1
~T2507-001100 Rovetment Class A M^2 60
28 2510-001-ff00 Removal of PavemenC' M^2 6334
292511-1ffff000 Removal~-f-gihewalk M^2 53
-302511720'0100 Portl~fi-dCementCoanrcte~lk-T0~lmm M^2 212~-
31 2515-000100 RemovalofPavedDrivewa~t M^2 1075
32 2515-I00150 Portland Cement Concrete Driveway 150 mm M"2 64i
332516-101000 RemoveRetamingWallsandSteps M^3 6
34 2525-002000 Silt Fence M 420
352527-101000 Palntad Pavement Marking M 2839
36 2527-104000 Painted Symbols & Legend Each 16
37 2598-190050 Relocate Water Service Stop Boxes Each 3
38 2599-999901 Watarmain 300mm (12") DIP, Push on Joint w/Polywrap Class 52 M I 18
39 2599-999901 Watarmain 250mm, (8") Push on Joint w/Polywrap, Class 52 M 4
40 2599-999901 Watarmain 150mm (6") DIP, Push on Joint w/Polywrap, Class 52 M 20
41 2599-999902 Modular Block Retaining Wall M^2 30
42 2599-999915 Fitting 300mm x 300mm x 300mm (12x12x12) Anchor Tee Each 1
43 2599-999915 Storm Sewer, intake 101-B Each 30
44 2599-999915 Water Valve Box Adiustment, Repair and Clean_. Each 10
45 2599-999915 WatEr Valve Box, (Street) Replace Upper Sections and Lids Each 10
46 2599-999915 Hydrants MJ Each 4
47 2599-999915 Bend 150mm (6") (90 Deg.) MJ Each 1
48 2599-999915 Fitting 300mm x 300mm x 200mm (12xl 2x8) Anchor Tee Each 1
49 2599-999915 Mega Lug 300mm (12") Each 7
50 2599-999915 Megs Lug 200mm (8") Each 4
51 2599-999915 Valve, Gate 150mm (6") RS "0" Ring MJ Each 3
52 2~599-999915 Valve, Gate 200mm (8") RS "O" Ring MJ Each
53 2599-999915 Valve, Gate 300mm (12") RS "O" Ring MJ Each 7
54 2599-999915 Sleeve ~t441,200mm (8") MJ Each 1
55 2599-999915 Sleeve g44I, 300mm (12") MJ Each 9
56 2601-101200 Seeding, Fertlizing (Urban) Ha 0.3
~7 2601-104200 Mulching -- Ha 0.3
582601-106000 Sodding M^2 6022
59 2601-109000 Watering KL 2640
O[S, ON T[^~ FELDERMAN I I'ow* oo' / o, oo uo,,, o, o s,o I DU UeU I ,~o,~c, uu~sER STP -52-1(2) --2C-31 I
TABULATION OF CLEARING AND GRUBBING T-I0
STATION LEFT RIGHT [ REMARKS
1052+23.2 11,7
1054+54.8 9.2
1054+63.7 9.2
10_59+50.0 12.7
1059+53.9 12.7
I059+76.0 14.7
1059+89.9 14.0
1060+02.9 13.9 ____
TABULATION OF ASPHALT SURFACE COURSE TYPE-B 12.5 mm T-18[
MIX 75% CRUSHED PARTICALS
LOCATION STATION ASPHALTIC CEMEN~-C~PA~T[~
FROM TO FROM TO AVERAGETHICICNrESS (mai-) [ ---4
1063+31 10fM&82 50 1.87 I
TABULATION OF ASPHALT SURFACE COURSE TYPE-A 12.5 mm %19 [
ML'< 75% CRUSHED PARTICALS
LOCATION STATION I ASPHALTIC CEMENT CONCRETE PAVEMENTI Mg
FROMI TO I FI!. TO~M~D~xf~RAGETHICK]~I~a~S (mm/ ~]
1 1063+3q1064+s21 I [ 100 - 3.71
TABULATION OF S1DEWALK REMOVAL (108TZ)
ST^TIONTOSTA ,ON I
1051+28.41 TO 051+72.04 53 RT. SIDI~
TABULATION OF SIDEWALK T-12
STATION TO STATION AREA I~EMAKKS
m2
I051+28.41 TO 1055+83.55 426.7 RT. SIDE
1051+00.03 TO 1055+59.73 560.83 LT. SIDE
1055+87.93 TO 1058+30.45 311.4 RT. SIDE
~56 TO 1063+02.9 885 ~
1058+44.03 TO 1059+1Y4.3 121.75 RT. STDE
[ TOTAL 2305.68
NOTE: TOTAL LENGTH INCLUDES DRIVEWAYS
TABULATION OF WATERMAIN PIPE AND FIXTURES %16
STATION [ PIPE SIZE LENGTH ANCHOR TEE BEND MEGA LU( VALUE SLEEVES HYDRANT
FROMI TO INCH M_ 12XI2XI2 12X12X8 6" 90 De 8" 12!' 6" 8" 12" 8" 12"
1051+22,70 12 4 1 2 1 2 1 12 2
8 4 2
lO53+24.5o 6 8 i 1 1
lO54+76.5o 6 4 1 1 3 1
12 6 3
io56+oo -1o57+oo 12 1oo 1 2 2
lO58+66.1o 6 4 1 1 1 1
12 4 1
1o6o+63.6o 6 4 i i i
12 4
TABULATION OF LONGITUDINAL SUBDRAIN T-1t
SHOULDER AND BACKSLOPE
LOCATION LONGITUDIN_AL SUBDRAIN CLASS "A'i
ROAD C~ BACKSLOPE 2 SUBDRAIN OUTLET POROUS CRUSHEr
OR DEPTH RF-I 9E OR RF.22 BACKFILL STONE REMARKS
LIN~ LANE D DIA. LENGTH DIA. LENGTI-
NO. IDENT. STATION TO STATION SIDE M nun M mm M STATION TYPE Mg Mg
1051+09.82- 1055+59.75 LT 1.22 100 44_3.91 327
1051+08.82- i054+30.00 RT 1.53 I00 320.18 233
1054+30.00- 1055+53.85 RT 1.22 100 123.85 90
1055+87,93-1063+14.11 RT 1.22 100 726.18 527
1056+03.53 ~ 1060+38.01 LT 1.5 100 434.48 315
1060+39.02- 1061+88.24 LT 1.22 100 149.92 108
1061+88.94- 1063+ 14.81 LT 1.5 100 125.87 91 -
iTOTAL 1691 mg~
*DEPTH IS BASED ON TOP OF CURB TO BACK OF TRENCH
REFER TO DKAIN TILE DETAIL
SUBDRAIN TO BE TIED INTO iNTAKES
ADJUSTMENT OF WATER STOP BOX T-20
NO. LOCATION STATION TYPE OF FIXTURE ADJUSTMENT REMARKS
I ]-1~53+20 9.6 LT S~'OP BOX 1M LT TOWARD CURB
2 10521~76.27 8.00 RT STOP ~X 1M LT TOWARD CURE
3 1053+20 9.6 LT STOP BOX 2M RT TOWARD CURB
4 1053+98.80 7.40 RT STOP BOX 1M LT TOWARD ~-URB
5 1056+74 11.22 RT STOP BOX 2M LT TOWARD CURB
REMOVAL OF EXISTING CULVERTS %21
LOCATION DESCPd~TION DISPOSAL
I051+43 7.94 RT CULVERT 2
1051+78 6.60 RT CULVERT 2
1052+07 7.51 LT CULVERT 2
1052.17 6.60 RT CULVERT 2
1052+32 8.90 LT CULVERT 2
105,~54 7.90 LT CULVERT 2
1052+57 6.40 RT CULVERT 2 --
1052+84 It .xJDnL-~l' cUEVER~ 2
1052+96 8.90 LT CULVERT 2
1053+20 5.1 RT, CULVERT 2
1053+29 8.90 LT CULVERT 2
1053+65 17 LT CULVERT 2
1053+71 4.80 RT CULVERT 2
1053+89 4,80 RT CULVERT 2
1054+13 4.80 RT CULVERT 2
1059+43 0 CULVERT 2
1060+53 5.0LT CULVERT 2
1061+22 2.7 LT CULVERT 2
(2) DISPOSAL SHALL BE AS PER STANDARD NOTE 213-I
NOTE: NOT A BID ITEM INCEDENTAL TO EXCAVATION
TABULATION OF SODDING AND SEEDING T-14
SIDE BACKSLOP~ SEED SOD
STATION TO STATION LEFT RIGHT SLOPE % M2 M2 REMARKS
1051~+.08 TO 1052+34 ~X 3:1 X
1051+.08 TO 1051+59 X 3:1 X
1052+39 TO 1053+76 X 4:1 X
~-052+34 TO 1052+51 X~ 10:1 X
I052+51 TO 1055+13 X 3:1 X
1053+76 TO [05-5+16 X 3:1 X --
1055+13 TO 1056+20 X -3:1 X
1055+16 TO 1056+70 X -3:1 X
1056+30 TO 1056+90 X 3:1 X
1056+70 TO 1058+35 X -3:1 X
1056+90 TO I058+95 X -3:1 X
1058+35 TO 1061+56 X -3:1 ~(
1058+35 TO 1060+00 X -3:I X
1060+00 TO 1060+81 X 3:1 X
1060+8I TO 1060+41 X 3:1 X
1060+4i TO 1060+90 X 10ft X
1060+56 TO 1063+32 ~- -3:1 X
1060+90 TO 1063+29 X -3:1 X
1063+32 TO End X -3:1 X
1063+29 TO End ~ -3:1 X
*SOD SHALL BE PLACED WITHIN TIdE FIRST 3m BEHIND THE BACK OF CURB
*TOPSOIL SHALL BE SPREAD ON ALL DISTURBED AREAS BEFORE PLACEMENT OF SOD OR SEED
DES,BN rBA~ FELDERMAN [ I,ow, oct / CiTY OF DUBUQUE* OFF'ICE OF DESIGN I DUBUQUE coup. I F'ROJECT'U"B~R stp -32- 0) --2c-z, I B,B...,,E* H. O7
TABULATION OF DRIVEWAYS T-17
GRANULAR
SHOULDER GRANULAR
SURFACE PORTLAND CEMENT ASPHALT BINDER TYPE B SUBBASE
STATION [ TYPE W~_ T}I LENGTH TF~C~NESS LENGTH THICKNESS LENGTH T~CKNESS THICKNESS
M M mm M mm M mm mm
1051+43 11.76' KT 1 6 5.51 150 100
1051+78 16.0' RT I 4.6 2.44 150 7.31 100 100
1052+07 13.21' LT 1 7.6 2.44 150 4.53 100 100
1052+17 15.44' RT 2 6.3 2.44 150 6.76 i00 100
1052+32 10.58' LT 1 5.9 2.44 150 1.9 170 100
1052+54 ll.7~'LT I 3.4 2.44 150 3.07 100 100
1052+57 16.0' RT I 3,4 2.44 150 7.32 100 100
1052+84 11.33'LT 1 5.6 2.44 150 2.05 100 100
1052+96 13.49' LT 1 5.6 2.44 150 4.8I 100 100
1052+29 10.51' LT 1 3.8 2.44 150 L83 100 I00
I053+65 10.7'LT __I 5.1 2.44 150 2.02 100 100
1053+71 16.0' RT I 5.1 2.44 150 7.32 100 100
1053+89 12.83' RT 1 7.I 2.44 150 4.15 100 100
1053+95 11.77' LT I 8 5.52 150 10~-
1054+13 14.56' RT 1 6.9 2.44 150 5.9 100 100
1054+38 13.85' RT I I4.1 7.6 150 7.3I I00 100
1054+60 13.05 RT 1 --5.2 6.8 150 100
1054+67 11.I5' L'~' I 3 4.9 150 100
1054+75 11.13'LT I 7 2.44 150 2.44 100 100
1055+13 8.74' LT 1 8.7 2.44 150 1 100 100
1057+86 8.66' LT I 6.1 2.44 150 100
1058+65 9.05' R¥- 1 9.1 2.86 150 100
1058+80 13.23' RT 1 9.2 2.44 150 2.28 100 100
1059+43 16'RT I 3.3 2.44 150 7.31 100 100
060+14 14.40' RT i 4.5 2.44 150 5.72 100 100
1060+53 13.23' LT 2 9.2 2.48 150 4.55 100 100
1060+99 9.12' RT I 4.7 2.44 150 0.44 100 I00
1061+12 12.26'KT,1 1 4.5 2.44 150 3.58 100 I00
1061+61 12.95'RT I I 9.0 2.44 150 4.2 100 100
1062+28 12.18' RT 1 8 2.44 150 3.5 100 100
1062+52 16' KT i I 5.6 2.44 150 7.32 100 100
~ff62+85 16' RT I 1 8.3 2.44 150 7.32 100 i00
1063+28 9.82' RTI 1 6.9 *2.44 150 1.14 100 ~00
TYPE 1 RESIDENT DRIVEWAY TYPE-BI
TYPE 2 COMMERCIAL DRIVEWAY TYPE-B
* SUBBASE MATERIAL TO BE PLACED UNDER ALL ASPHALT & PORTLAND CEMENT DRIVEWAYS
%22
ADJUSTMENT OF FIXTURES
NO. LOCATION STATION TYPE OF PIXUTRE ADJUSTMENT
1 I051+20.92 4ASLT WATER VALVE -0.714
2 1051+22.4~ 2.42 LT WATER VALVE -0.649
~ 105 I+24.50 4.83u WATER VALVE .0.63 f--
4 105I+76.55 5.85 RT MANHOLE -0.835
5 1052+58.65 4.13 RT MANHOLE -0.165
6 1054+76.47 3.87 RT MANHOLE .0.617
7 1055+30.89 L34 LT MANHOLE -0,712
8 1055+34.36 4.83 LT WATER VALVE -0.755
9 1055+36.65 2.80LT WATERVALVE -0.685
10 1055+41.08 3.80 LT WATERVALVE -0.581
iiI 1058+66.12 4.30LT WATERVALVE -0.226
ii 1058+66.32 3.60LT WATERVALVE -0.316
13 1060+63~0 1.48 LT WATER VALVE -0.048
1060+63.60 0.88 LT WATER VALVE -0.021
REMOVAL OF PAVEMENT T-23
1051+30 1063+68 ASPHALT
105l~08
MODULAR BLOCK RETAFNING WALL T-24
STATION HEIGHT REMARKS
I052+20 TO 1052+51 .75
SILT FENCE T-26
STATION TO STATION
1058+65 I [ 1065+85 RT
TABULATION OF PAVEMENT MARKINGS T-25
2 BROKEN CENTER LINE (YELLOW) 5 NO PASSING ZONE LINE (YELLOW) 7 EDGE LINE RIGHT(WHITE) 9 DOTTED LINE (WHITE) 11 CHANNELIlZING LINE C¢/HITE) 13 STOP LINE (WHITE) 15 YELLOW CURB
3 DOUBLE CENTER LINE (VELLOW) 6 BROKEN LANE LINE (WI-IITE) 8 EDGE LINE LEFT 0FELLOW) 10 SOLID LANE LINE (WHITE) 11 CHANNEI,IIZING LINE (YELLOW) 14 CROSSWALK LINE (WHITE) 16 WHITE CURB
LOCATION LENGTH (m)
ROAD STATION TO ~TATION { SIDE
IDENTIFICATION~ 2 3 4 5 6 7 8 9 10 i 1 12 13 14 15 16 REMARKS
1L R _
1051+28.87 TO 1051+83.85! ~94i 105.96 --
1051 +28.81 TO 1051 +59.27 1.72 ' 30,40
1051+83.85 TO 1054+99.4~ 1.52 831.16
1081+88.88 TO 1054+99.4~ 1.55 531.16
10~+47.13 11.8c~ 21.6
1054+99.43 TO 1055+62.56 1.94 126.28
1085+32.18 TO 1055+82.56 1.72 3074O
__ 1055+56.88 9,7£ 30.40 21.8 ---
1055+96.98 TO 1056+37.38 1.72
1055+96.98 TO 1056+35.69 1.94 77.42
1058+02.78 9.70 21.8
1056+35.69 TO 1058+28,34 1,52 385.30
1056+35.69 TO 1058+28,34 1.52 88573-0
1058+46.36 TO 1058+76.76 1,72 30.40 --
1058+46.36 TO 1058+98.94 1,94 105.96
1058+99.94 TO 1059+50.0 1.52 102.12 --
1058+~38.94 TO 1089+50.0 1.5~2 102,12
OESION TEAM FELDERMAN [ UET~C ~OWA ,o7 / C~TY O[ OUeUOU8 * OmCE OS OES{ON DUBUQUE couu7¥ P~OJECT ~UME~E~ STP -32-1 --2C-31 SHEET UUUeEF~ H. 08
1056+67
1056+80
1057+00
1057+20
TABU _ATION OF TEMPLATE QUANTITIES
FILL
CUT +20%
0 0
181.9 0
312.4 0
38.5 O
199.8 O
241.1 0
31.6 0
353.8 0
0
0
BALANCE
181.9
312.4
38.5
199.8
241.1
31.6
353.8
144.5
209.1
55.7
158.4 --
381.6
40.9
416
156.3
177.6
105,9
346
165.4
73.1
156.6
386.7
154
76.08 63,4 212.1
60 50 270
17.04 14,2 107.7
29.4 218.7 24.5 194.2
53.28 278.2 44.4 231.8
104.88 225.1 87.4 137.7
10+57.40
1057+60
1064+00
1064+20
t064+40
1064+60
TOTALS
200.2 139.7 60.5
178.4 165,8 12.6
41.3
4.4 20 -15.6
7 6.8 0.2
5.2 10.9 -5.7
6 12.7 -6.7
4.8 5.8 -1
14474.5
T-13
09-27-94- 213-7
Unless otherwise direote(~ or authorized, all asohaltio oemen~ concrete
and other bituminous materials which are not soeoifically addressed
or described in the p~ans shall become tl~e properly of the contractor.
The contractor in accordance with current rules end regulations of the Iowa
Deoartment of Natural Resources,may:
1. With the approval of the Engineer, blend or otherwise process the material for use
with shoulder or special Back fill aggerga~e, for use on the project,
2. With the aDorova~ of the ENgineer, place with material in areas
designated by the Engineer as Soil Aggregate Subbase without
extra charge.
3. Remove the mateiral from the project and stockpile for the
contractor's future use.
10-27-98 223-20
The surface course shall be 12.5 millimeter mix. At least 95% of the aggregate
retained on the 4.75 millimeter sieve shall be type 4 or better frictional
classification aggregate and at least 50% retained on the 4.75 millimeter
sieve shall be type 3 or better frictional classification aggregate.
If type 2 is used in lieu of type 3, the minimum shall be 35%
Frictional classification shall be accord with material instructional
memorandum T-203.
superpave gyration
The percent of crushed requirements
particles shall be:
Nini ides Nmex
Surface 75% 7 86 134
Binder 75% 7 86 134
Base (include. widening)
09-27-94 213-1
It shall be the contraotoCs responsibility to provide waste areas
or disposal sites for excess material (excavated material or broken
concrete) which is not desirable to be incorporated into the work
involved on this project. No payment for overhaul will be allowed
for material hauled to these sites. No material shall be placed
within the right-of-way, unless specifically stated in the plans
or approved by the engineer.
DES'ON TEAM FELDERMAN I METR,C I,owA DOT × CITY OF BUBUQUE · 0PFICE OF DES,ON I DUBUQUE COUNTY I PROJECT NUMBER STP -Z2-1(2) --2C-,~ I EHEEf NUMBER H. 09
--',--4--F--~ ..... F--',-a--F .... 4--F--',--4 .... ',--4~F~-p-=,~-k-4--F .... ~J~ ~ __[ .... ~__[_i__k .... ~__L__L_J .... 'L_J__L__', .... L__',__i__L
~ ~ J~ · / / / r r ~ ......
--,--~-~-~ ..... ~--,--~--~ .... ~--~-, ........ ~--~=-~,~= __~__,_u~ ~_, ..... ~L ...... ~ .... ~__~ .... ~__~ .... ~ ...... ~__~ ...... ~ .... ~__~ .... ~__~ .... ~ ...... ~__~ ...... ~ .... ~__~_ _~__~__,__~ .... ,_
.... ~- - ~ - -~ ..... ~ - -,- - ~-- ~ .... ~ - ~ ~ - -,- - ~ - - --,- - ~- - ~ - 4~ - ~F:J --~ ~.~-,- - ~ - - ~ - -, .... ~ .... ~ -- ~ .... ~ -- ~ .... ~ ....... ~- - ~ ...... . .... ~ _ - ~ .... ~ __ ~ .... ~ ...... ~ __ ~ ....... ~_ _,__ ~ _ _ ~ .... ~_ _~_ _._ ~ .... ,__.
'" '"' '''' ' ''-'' '
', ', ', ', ', ', ', ', ', ', ', ', ~ M~I ', ', ~, ',~J ', ~g~'~%~2~*~-2t'
, , , , ~-,~ , ~ ',-~/ -'-~--',--' , , ~ , , ~ , ~ ~-,--~-, , , , , ..... ~--~ .... ~~ ~ .... 4--Ih~~--~--~ .... ~ .......
, , , ,,~-,~--4-;-,,~!i-~ , , , , , , , , ,~ , , , , , , ,, , ~ ~ ~1~~-~
, , , , , ,¢~ ,~, , , , , , , , , , , , , , , , , , , , , , ,
, ,, , :,,, , ,
- ~----J-~- · . ........... ~ ~. - .. .................. ~ .............. ~ ...... ~--,- -,--~__~__~_ _~__,__,__~_ .~__b_,__~_ _,__~ .... ,_ _~ ....... ~ ~__~ ....... ~ ....
LIST OF STORM SEWER PIPE
PIPE
TYPE OR FORM BOTTOM GRANULAR POROUS PROFILI
CLASS PIPE LENGTH SLOPE FLOW LINES MATERIAL
NUMBER LOCATION STANDARD GRADE WELL NOTE LINE LOCATION "D" NOTE
NUMBER DIAMETER OF LINE BACKFILL SHEET
ROAD PLAN ELEV ELEV Mg NO.
INLET OUTLET OTHER (incidental to
longitude
Elevation Elevation Elevation subdrain)
%
PROM t TO mm na
CB1 1051 + 09.82 104B 262.76 260.71 Existing
CB1A 1051 + 09.82 101 B 262.76 260.85 P-1 l lA 100D 375 11 1.00% 260.85 260.74 24,8
CB4 1052 + 50,00 101 B 273.04 271.513 P-4 3 4 100D 375 54,5 7.08% 271,51 267.65 ' 244.9
CB4A 1052 + 50.00 I01 B 273.04 271.653 P-5 4 4A 100D 375 11 1.00% 271.65 271.54 17.9
CB6A 1053 + 47.38 101 B 277.50 276.268 P-8 6 6A 100D 375 I1 1.00% 276.27 276.16 15.7
CB7 1054 + 30.00 101 B 279.38 278.02 P-9 6 7 100D 375 81.7 2,18% 278.02 276.16 175.3
CB8 1056 + 26.96 I01 B 282.40 281,15 P-11 8A OUTLET 75D 750 14,3 0.50% 281.01 280.94 12.0
CB8A 1056 + 24.01 101 B 282.48 281.01 P-12 8 8A 100D 375 IIi 1,00% 281.15 281.04 16.6
CBIOA 1057 + 02.39 101 B 283.58 282.10 P-15 10A I0 100D 375 II 1.00% 282.24 282.13 17.2
CBII 1057 + 64.88 101 B 284.46 283,14 P-I6 I0A llA 100D 450 61.2 1,42% 283.00 282.13 96.7
CB12A 1058 + 56,88 101 B 285.75 284.32 P-19 12 12A 100D 375 ll 1.00% 284.46 284.35 16.6
CBI3 1059 + 04.03 I01 B 286.42 285.22 P-20 12A 13A 100D 375 46.2 1.58% 285.08 284,35 71.0
CBI4A 1059 + 48.30 101 B 287,04 285.67 P-23 14 14A 100D 375 11 1.00% 285.70 285.81 15.8
CBISA 1060 + 39.01 101 B 288,43 286.80 P-24 14A 15A 100D 375 90.1 1.90% 285,70 287,41 117.7
CBI7 1062 + 22.24 101 B 287.32 286.09 P~27 17 17A 100D 375 11 1.00% 286.09 285,98 18.0
CBI7A 1062 + 22.24 101 B 287.32 285.95 P-28 17A 1SA 100D 375 91.3 -0.99% 285.95 285.04 190.6
Manhole 1063 + 50.96 RA50 285.85 284.517 P-31 MH1 OUTLET 75D 525 7.6 -0.53% 284.52 284.48 12.5
DESIGN TEAM FELDERMAN
METRIC
DUBUQUE COUN~
PROJECT NUMBER
STP-32-'1(2) -~ 2C -31
SHEET NUMBER H 12,
Vew 12x12x8 Anchoring Tee ~ ~ /'New 12"-441 Sleeve
l
WATER DETAILS
DESIGNTEAM FELDERMAN METRIC IOWADOT/CITYOFDUBUQUE'OFFtCEOFDESIGN DUBUQUE COUNTY PROJECTNUMBER STP-32-1(2)-2C-31 SHEET NUMBER H.~ 13
DESIGN TEAM FELDERMAJN
IOWA DOT / CITY DF DUBUQUE ' OFFICE OF DESIGN
DUBUQUE
COUNTY
PROJECT NUMBER
WATER DETAILS
STP -52-~(t) --2C-51 I SHEET NUMBER H.14
DESIGN TEAM
FELDERMAN
METRIC
IOWA DOT ' CITY OF BUBUQUE * OFF' DE OF DESIGN
DUBUOUE
COUNTY
PROdECT NUMBER
H, 15
Spring Valley Drive
STRIPING
STF -.32-1 --2C-31 SHEET NUMBER FI. 15
DESIGN TEAM FELDERMAN
METRIC IOWA DOT CITY OF DUBUOUE * OFFICE OF DESIGN
DUBUQUE
COUNTY
~'RO,JECT NUMBER STP -52-1(2) --2C-31
STRIPING
SHEET NUMBER n. 1 6
POINT NO. STATION OFFSET ELEVATION CURVE ~ 2~ ,-' 2~
~-' POINT NO. STATION OFFSET ELEVATION CURVE
1 1051+12.86 JFK 6.25 Rt. 263.23 ~ ~ I 1058+17.7 JFK 6.25 Rt. 285.382 -~ /
2 1051+16.42 JFK 7.97 Rt. 263.55~ ~~ 2 1058+28.2 JFK 10.77 Rt. 285.475
3 1051+17.79 JFK 11.67 Rt. 265.85 2~3 · ~; ~3 3 1058+32.6 JFK 21.41 Rt. 258.57
4 1051+12.49 JFK 11.53 Rt. 5.3M u,~u ~+ ru+~ ~ ~" 4 1058+17.4 JFK 21.5 Rt. 15.25M o*~o a~s ~+~o o+~ ~*:o o+2s
5 1051+27.33 JFK 11.53 Rt. 265.40 5 1058+42.0 JFK 21,42 Rt. 285.57
6 1051+29.95 JFK 8.00 Rt. 264.53 6 1058+46.5 JFK 10.78 Rt. 285.70
7 1051+33.40 JFK 6.25 Rt. 264.76 7 1058+57.1 JFK 6.25 Rt, 285.936
8 1051+33.18 JFK 12.08 Rt. 5.8M 8 1058+57.3 JFK 21.55 Rt. 15.31M
~.~,~N ~,~ ~D~MAN I ~"~"'~ I'ow~ ~o~ / ~,~ o~ ~. o~,~. o~ ~,~N I ~USU~U~ ~O~N,~ ~ ~.~,~ N~..~.
PT 3 POT r,
/
/
2 / / 2as
PI # NORTHING EASTING STATION
BOP 1117234.540 1728270.906 105100.0
1 1117305.022 1728241.030 105176.6
2 1117721.419 1728065.619 105628.4
3 1117898.781 1727635.259 106078.0
4 1118002.515 1727529.700 106228.0
5 1118133.008 1727409.574 106405.3
EOP 1118210.212 1727388.286 106482.7
E 1792
FELDERMAN
0ESIGN
TEAM
~Tn an ~-~ ~Tn nn ~7~ nn
- O SIGN EL 268.:
L
L
O~S,ON T6A~ FELDERMAN ~L~ETR'C t,o~* DOT / C,~V O~ eueu~us* OmCE O~ O~S,O~ I DUSUQUE COUNTy I PROaECT,U,e~R STP -52-1(2) --2C-61 t SH~T,U.SE~ H. 20
.......................................... ?.__
.................. ~__ ~.~ .............................................
~ ......... = ~ - ~ OlSION EL = 278. ,
J
L
/
OES,O~ TEA~ FELDERMAN ~w* DOT / aw OF OUBU~U<* OmCS OF =ES,O. I DUBUQUE cou~w } *eOaECT*U.BSR STP -52-1 (2) --2C-31 t s.gE; NU~.~* H. 21
............... .... - ........................ -~?~- - 7--,
~ (]RI( INAL EL = 282,8
~ DE~;IGN EL ~280'1 ~ ~ 7RO ~~ ~8] ~fl ~ ........ ~ ~ ~ ........
~___'_ z__ ~~ .__~ ._ .~ .....
O[ SIGN EL = 282,4
........................... . ___~.L~ ..... ;.__Z ........ ~ ........... Z .........
.............. ~ ~ ~ ORI( NAL EL 281.2
~ ~ ~ ~ ..................................... ~ ..............
~- ~I O[ SIGN EL = 278,7~
~1 I .................................................................
9~s,o, T~a~ FELDERMAN ~ ~T~,C _l ,Ow~ OOT/ C,,. O~ OUaUOU~ * OFF, Cg O~ O~S,6, L DUBUQUE cou,r, I P~O~CT ~u~egR STP -52-1(2) --2C-51 I SH~, NUM~, H. 22
OE~N E z~7.~ 8
L
~ ,~,.. ~_~ ~-' ~ ~;--, ........ . ................................................... .___~.
................... ~ '~ ...... %~Z .......... ~ .............. ~ ~l~ % % ~¢ ~ ..........................
~ ......................................... ~ --~
..... ~ ....... ~: 2~', ........
............ . , - ................ ~ .... ~:~____
...... ~ ..... ~ ...... ~~-.. ~ ...............................
L
.... 2%~ ~ ~ ................... ~ ,~ ..............................
....................................... ~ ..... ~ .......
--~: __~ .__~ ____~ ~_ -~.~: _~_
._ -~ .........~_=~:=~ .... . ................
~.~.~ ....... _ -, ..... __~__~ ~~ ............ ,~,~ ~ ...................... ~~---~ ~ ~.....................
'~-~ ORI(INAL EL = 288.2
........................... ~- _ .................................... ~ s~6~ E~ ~ 2~¢.~ ..........................
?~4 DP ORR iNAL EL = 285.~ ?a4 O0
......................... ~: ........................... ~ ................. ~R~!N~ ~ .......... ~ ...............
.......... ~. ...................... ~/~ ~ ........ ~ .... =.~ ....... -- .........
................................................................... :~%- ................................
~ OI SIGN EL~ ; '2~,] --- ~-=~ .................................... ~%
cs,~nn ~ 'r ,.~ ~ ?fl~NN ~ ~ 9~On .m',~ ~ .....
' ORI ;INAL EL = 285. O ~% ............ -¢ I ORI ;INAL EL' = 285,
................ ~ ~ -- -- % .......................... %-% ~-~ ..................... D SIGnaL ~
~,~ ~ ~- ..... ~,~.-, ............................... ~ ~,o~ ~. ~ =.~ I ~ ...............................
~ ~,~ --~ -~ _~. __ ., ........ ~ ~ ~%%--~' . _ ..........
--.h ~ / .-
..................... .......................... -~ ~_ %~-
~ nn ~ -'--- -~ nn 7~,~ nfl / ' ~,~
.............................. -- ............................. L ....................... . .................. ~
''- ORIC NAL EL = 289/
.................. ~ .... ~::
~ ¢¢ D SIGN EL : 287.(7
?B7 NN ' ~ ~ -- ~ ~ ~7 no ~ ~ u~q nn % ~_ ORI ;INAL EL = 288.~
DESIGN TEAM FELDERMAN I METRIC I,OWA DOT / CITY OF DUBUQUE* OFFICE Or DES'GN I DUBUQUE COUNTY I PROJECT NUMBER STP -52-1(2) --2C-31 SHBET NUMBER H. 24
~ /_. _ ....~ ............... --~-_~~_%~_ .... ---~. '?o.
........... ~ ~ ~C
......... ~ .............................................. ~ ............................ 0~l~ I~AL EL = 286,~
- -- -~-~- '~ :~ ............. ~c ~*C[t ~.: ....................................... ~--~ ...... ~ ~--~ --~- ~ ....... C~~ ........
......................... ~ .................................. ~BION EL = 287.
~.~. .~ _-=- ~ .......... ~ ...............
~ -
............................................... i ......
........................... , ........................ ~ ............................................................. ~___
............................................................... c ~ -~--' ~ = ---
L~- - .......... ~
~ ............................................. ............. ~-= ~ .......
......~- .... ~= ~-* -~ ~AV~ c2~.~ ~ .... ' ..................................
............__~._> .................................................. ~ ......
.................. ~ ................................. ~ ............................
"~ ~ ~ ~ .............. ~ -~
.................................. ~ ~
--- _ ............. --~ .............
....... ~:'--: ~=.. ..
= ~ ::- :~: -- _ 7o.~ ................
- - _-_ _ ............_:.-. ....... .........
----- ~: ............. ................................... ............ ~ .......................................... :~ ....
-~- ~ _ ~ ~,~,* ~ ~ ~-_
~ q.z '-.. .....................................................
....... __~ ~ O*KINAL EL : 289. 5 ~ ~
DESIGN TEAM FELDERMAN J METRIC ImWA DOT / CITY OF DUBUQUE* OFFICE OF DESIGN j DUBUQUE COUNTY j PROJECT NUMBER _~TP -52-1(2) --2C-51 J SHEET NUMBEB H.
................................. ~ ....................... ~ ~ ~_
..................... · ~
Io7
FELDERMAN
Creating a Home for full-sized Soccer Excitement... JFK Road~ at the Northwest Arterial, Dubuque, IA
April 8, 2002
Honorable Mayor and Members of the City Council
City. Hall
13th and Central Avenue
Dubuque, Iowa 52001
Dear Mayor Duggan and. Membem of the City Council:
The Dubuque S66eer Alliance hereby fries formal objection tO the City Cooncil of the City of
Dubuque relative to'proposed plans to inClUde gidewalks on the east side of John F. K~nnedy Road as parr
of the John~F: Kennedy Road Reconstruction project.
The Support Services Committee of the Dubuque Co~ School Dio~ct, in ~r
March 28, 2002, meeting with representatives of the Dubuque Soccer Alliance, sup~6ttextth~ ~bjection
of the Soccer Alliance in this matter.
The specific property to be assessed should sidewalks be included is Lot 2-3-1 (Parc~q[nmber
10-16-176-004) of Helen and Mary Stewart Subdivision Ln the City of Dubuque, Iowa The pr~v~ is
located at 3355 John F. Kennedy Road, owned by the Dubuque Community School District angled to
the Dubuque Soccer Alliance, a non-profit 50i(C) non-profit tax exempt corporation serving the yoath
and other citizens of the community. Specific user groups composed of nearly 3,000 active p~pants
include the Dubuque Soccer Club, the American Youth Soccer Organization, Dubuque Communi~
School District Schools and the Adult Steamers.
The specific objections to the inclusion of sidewaiks on the ea~ side of Joia,. F. Kemnedy;P,;~
are based on the fact that the Dubuque Soccer Complex is not a walk in recreational facility; hance-~re
is no need for sidewalks, that the Soccer Complex is a drive to site with parking stall provisions
40ff C~s, and that the construction of mmecessary s~dewalks would result in a siglfificant f'manci~
obli~tiOato the Dubuque Soccer Alliance asa property temnt under a Lease Agreement w~
Dubuque'~unitv School District.
Respectfully submitted,
Cc;
Dubuque Soccer Alliance
By Wi
Joe Link, Du~uqu~ C0mmmfity School District
Michael Koch~, Pablic Works Director, City of Dubuque
Mike Feldermar~ ;Enginee~g Department, City;of Dubuque
290 BRADLEY STREET, DUBUQUE, iA 52003-7257
PETITION TO REVOKE SIDEWALK INSTALLATION
ON JFK ROAD RECONSTRUCTION PROJECT
We the undersigned land owners on JFK feel a sidewalk along the
new road construction is not warranted for the following reasons.
1. Low pedestrian traffic.
2. Most of JFK on this side of Asbury road doesn't have sidewalks.
3. With the expanding of JFK most homeowners are losing
driveway parking already.
4. With the additional width of adding sidewalks a large number of
well developed trees and shrubs would be damaged or have to
be removed.
Name
10.,~2~/~ X5 ~,~-'~
16 ~
Address
23. ~ ~ %~ 3a~o ~ 3~/~'~ '
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
37.
38.
39.
40.
41.
42.
43.
44
45.
46.
47.
48.
49.
50.
51.
52.
53.