HomeMy WebLinkAbout03100016 Tom Wood Subaru Construction Drawings pg. 08No.
Date
Revision
SPEO FICATIONS
TOM WOOD
cI tyo1carme ad Tom,
SUBARU
on coon li�dana
1
T 1 CO 11
ENGINEERING, INC.
Date
October 13,
No O3
scwe N/A
MR'I
brawn By
MFH
Checked By
AES
Approved By
AES
13110 Promise Rood, Noblesville, IN 46060
Phone: (317) 841 -3141 Fax: (317) 841 -9951
sheet No.
8 OF
EARTHWORK
1. SCOPE OF WORK
A. Extent: The work required under this section
consists of all excavating, filling, rough grading
and related items necessary to complete the work
indicated on the drawings and described in the
specifications. The Contractor shall notify in writing
the owners and the En ineer of any changes, errors
or omissions found on the plans or in the field
before work is started or resumed.
1. In general, the items of work to be
performed under this section shall include:
clearing and grubbing, removal of trees and
stumps (where required), protection of trees
to remain, stripping and storage of topsoil,
fill compaction and rough grading of entire
site.
2. Excavated material that is suitable may be
used for fills. All unsuitable material and
all surplus excavated material not required
shall be removed from the site. The
location of dump and length of houl shall be
the Contractors responsibility.
3. Provide and place any additional fill
material from off the site as may be
necessary to p roduce the grades required.
Fill obtained from off site shall be of kind
and quality as specified for fills herein
and the source approved by the Owner.
4. The Contractor shall accept the site as he
finds it and shall remove all trash, rubb
and debris from the site prior to starting
excavation.
B. Work not included: The following items of
related work are specified and included in other
sections of these specifications:
1. Excavation, grading and backfilling for
utility lines
2. Storm drainage systems
3. Sanitary sewer systems
4. Streets and paving
5. Water supply system
2. BENCH MARKS
Maintain carefully all bench marks, monuments and other
other reference points; if disturbed or destroyed,
Contractor shall pontact engines. Replacement shall
be at Contractors expense.
3. REMOVAL OF TREES
A. Remove all trees and stumps from area to be
occupied by road and surfaced areas. Removal of
trees outside these areas shall only be done as
noted on drawings or approved by the Owner.
B. All brush, stumps, wood and other refuse from
the trees shall be removed to
disposal areas off of the site. Disposal by burning
shall not be permitted unless proper permits are
obtained (where applicable). The location of on -site
bury pits shall be approved by the owner and the
i
Engineer if permitted.
4. PROTECTION OF TREES
A. General Protection: The Contractor shall be
responsible for the protection of tops, trunks
and roots of existing trees on the project site
that are to remain, Existing trees subject to
construction dama shall be boxed, fenced or
otherwise protected before any work is started;
do not stockpile within branch spread. Remove
interfering branches without injury to trunks and
cover scars with tree paint.
5. HANDLING OF TOPSOIL
A. Remove all organic material from the areas
to be occupied by buildings, roads, walks and
parking areas. Pile and store topsoil at a location
where it will not interfere with construction
operations. Topsoil shall be reasonably free from
subsoil, debris, weeds, grass, stones, etc..
B. After completion of site g rading and subsurface
utility installation, top soli shalt be replaced in
areas design ted on the erosion control pion for
seeding and /or sod. Any remaining topsoil shall
be used for f nished grading around structures
and landscaping areas.
6. DISPOSITION OF UTILITIES:
A. Rules and regulations governing the respective
utilities shall be observed in executing all work
under this section.
B. If active utilities are encountered but not shown
shown on the drawings, the Engineer shall be
advised before work is continued.
C. Inactive and abandoned utilities encountered in
excavating and grading operations shall be
reported to the Engineer. They shall be removed,
plugged or capped as directed by the Utility
Company or the Engineer.
D. It shall be the responsibility of each contractor
to verify all existin utilities and conditions
pertaining to his plisse of the work. It shall
also be the contractors responsibility to contact
the owners of the various utilities before work
is started.
7. SITE GRADING:
A. Grades: Contractor shall perform all cutting,
filling, compacting of fills and rough grading
required to bring entire project area to grade as
shown on the drowings.
B. Rou h Grading: the tolerance for paved areas
shalt not exceed 0.10 feet plus or minus above
the established sub grade. All other areas shall
not exceed 0.10 feet plus or minus the
established grade. All banks and other breaks in
grade shall be rounded at top and bottom.
C. Compaction Requirements:
All areas under building pads and paved areas
shall be compacted to 95% standard proctor density.
2. All other fill areas shall be compacted to 90%
standard proctor density.
8. EARTH WORK BALANCE
A. The Contractor shall confirm all earthwork quantities
Z loge to start of construction. If an excess or
of earth is encountered, the Contractor
shall confirm with the Owner and Engineer the
requirements for stockpiling, removal or importing
of earth.
B. Minor adjustments to the grades may be required
to earthwork balances when minor excess material
or shortages are encountered. It is recognized
by the parties hereto that the calculations of the
the Engineer in determining earthwork q uantities
shall be accomplished in accordance with the
American Society of Civil Engineers Standards for
such calculations. Further, that these calculations
are subject to the interpretations of soil borings
as the physical limits of the various soil types,
the allowable variation in finish grade and compaction
permitted the contractor, and that all of these
parameters may cause either an excess or shortage
of actual earthwork materials to complete the project.
If such an actual minor excess or shortag of
materials occurs, the contractor shall contact the
Engineer to determine if adjistment can be made
to correct the imbalance of earth.
9. TESTING
A. Contractor shall hire at Contractors expence an independent
soil testing service to assure soil compaction with scope
of testing to be approved by Engineer. Copies of test results
shall be submitted to the Engineer.
SANITARY SEWER SYSTEMS
SCOPE OF WORK
A. The work under this section includes all sanitary
sewers, manholes, cleonouts and related items including
excavating and backfilling, necessary to complete the
work shown in the drowings, starting five feet outside
the building walls. The ends of sewers shall be ti
lug ged or capped at the terminal points, adjacent
to buildings, pending the connecting of all such lines
to the building drain as specified in „the pluming and
architectural drawings. One set of approved plans
shall be on the job site at all times.
2. MATERIALS
A. Polyvinyl Chloride Pipe (PVC)
1. 6 15" PVC pipe shall be SDR 35 and conform to
ASTM 03034, with a minimum cell classification of
12454 -B or 12454 -C. Greater than 15 PVC
pipe shall conform to ASTM F679, with a minimum
cell classification of 12454 -C.
2. All fittings and joints shall be compression
type flexible gasketed joints, and manufactured
i
and installed in accordance with the pipe
manufacturers specifications. No solvent
cement joints shall be allowed.
B. Ductile Iron Pipe
1. Ductile iron (DI) pipe must meet ASTM A -746
or AWWA C151 with exterior as holtic coating per
AWWA C151 and interior asphaltic coating meeting
AWWA C151 or polyethylene lining complying with
ASTM D -1248 of nominal 40 mil, thickness. Thickness
design must be in accordance with AWWA C150.
2. Joint on DI pipe must be the int ra bell type gasketed
A joint meeting AWWA C111 mechanical joint (MJ) meeting
WWA 0111, or ANSI 125 lb. flanged joint. Accessories
for mechanical and flanged joints must be alloy steel
"T"-head bolt and hex nut of Coarce Thread Series Class
2A (External) and Class 2B (internal) per ANSI 81.1.
C. Manholes
1. Precast reinforced concrete manhole sections
and steps and concrete adjusting rings shall
conform to ASTM C -478 latest revision. Exterior
of manhole shall be waterproofed with Bismatic
material.
2. Castings shall be of uniform quality, free
from blow holes The porosity, hard spots,
shrinkage distor{ion or other defects. The
shalt be smooth and well- cleaned by shot
blasting or by some other approved method.
They shall be coated with asphalt paint
which shall result in a smooth coating,
tou gh and tenacious when cold, not tacky or
brittle. They shall be gray iron meeting
ASTM A -48 latest revision. Manhole covers
for sanitary sewer shall be Neenah Tie R- 1077 -A
w /R- 1712 -B -SP Frame w /Self Sealing application.
3. Joints Manhole sections shall be joined with
a nominal 1/2" size butyl rubber rubber base
gasket material, conforming to AASHTO M -198
and Federal Specification SS- S -210a. Joint
conforms to ASTM C -443.
4, Manholes shall include steps. Manhole steps shall be
polypropylene coated steel reinforcing or an
a proetec non corrosive fiberglass material.
The copolymer polypjop4ene shall meet the
re ui,'rements of A 4101 with deformed
3/8 dia. or larger reinforcin steel conforming
to ASTM A 615 Grade 60. Steps shall be a
maximum of 18 from top, 24 from bottom and
16 spacing between.
5. Manholes sholl be bedded on a granular
foundation. The granular foundation sholl be
compacted with vibratory tamps.
3. APPLICATION
A. Perm'fls and Codes The intent of this section of
the specifications is that the contractor's bid on
the work covered herein shall be based upon the
drawings and specifications but that the work
shall comply with all applicable codes and
regulations as amended by any waivers. Contractor
shall furnish alt bonds necessary to get permits
for cuts and connections to existing sewers.
The Contractor shall be responsible for obtaining
or verifying all permits for all or portions of
this project prior to starting construction. The
Contractor shall notify the local or county
inspector or utility superintendent 48 hours prior
to commencement of sanitary construction.
B. Local Standards The term "local standards" as
used herein means the standards of design and
construction of the respective municipal
department or utility company.
C. Existing Improvements Maintain in operating
condition all active utilities, sewers and other
drains encountered in the sewer installation.
Repair to the satisfaction of the owner any damage
to existing active improvements.
D. Workmanship To conform to all local, state and
national codes and to be approved by all local
and state agencies having jurisdiction.
E. Trenching Lay all pipe in open trenches, except
when the local authority gives written permission
for tunneling or P o pipe. Open the trench
sufficiently ahea pi e-la ng to reveal any
obstructions. The width of the trench shall be
the inside pipe diameter plus 24 inches for 12
inches above the pipe. Sheet and brace the
trench as necessary to protect workmen and
ad jocent structures. All trenching to comply with
Occupational Safety and Health Administration
Standards. Opep renches shall be gerly
p rotected and /or barricaded when unattended.
Keep trenches free from water while construction
is in progress. Under no circumstances shall
pipe or appurtenances be laid in standing water.
Conduct the discharge from trench dewatering
to drains or natural drainage channels.
F. ecial Supports Whenever, in the opinion of the
gineer, the soil at or below the pipe grade
is unsuitable for sup orting sewers and
appurtenances specified in this section, such
special support, in addition to those shown or
specified, shall be provided as the Engineer may
direct, and the contract will be ad jusfed.
G. Backfilling for a depth of at least 12 inghes
above the top of the pipe, backfill with 12 of
118 crushed stone or #8 fractured face aggregate.
Compact this backfill thoroughly, taking care not
to disturb the pipe. For the remaining trench depth,
backfill with earth or granular material containing
stones or rocks not larger than 4 inches. Backfill
under and within 5' of walks, parking areas, driveways
and streets shall be granular material only thoroughly
compacted, by approved methods.
H. Flow Channels The flow channels within manholes
shall be an integral part of the precast base.
The channels shall be shaped and formed for a
clean transition with proper hydraulics to allow
the smooth conveyance of flow through the manhole.
The bench wall shall be formed tg the crown of the
inlet and outlet pipes to form a U shaped
channel. The bench wall shall slope back from the
crown at 1 2 inch per foot to the manhole wall.
No brick, rock or sand fillers will be allowed.
Infiltration The contractor shall furnish
necessary equipment to test sewers for
infiltration. Infiltration rates shall not exceed
the Local Standards. All sanitary sewer lines
upon completion will be required to pass a low
p ressure air test, unless otherwise directed by
the City Engineer. Said test shall be
conducted according to NCPI Standard Method,
and shall be witnessed by an inspector authorized
by the City Engineer. Infiltration under
test shall not exceed 100 gallons per inch of
inside diameter of sewer pipe per mile of sewer
in 24 hours and is inclusive of all
appurtenances within the section being tested such
as manholes, house connections, etc.
Any portions not passing said tests for acceptance
shall be repaired or replaced, including re- excavation
and backfill, at the Contractors expense.
J. Flushing Sewers Flush all sanitary sewers except
building sewers with water to obtain free flow
through each line. Remove all silt and trash from
appurtenances just prior to acceptance of work.
K. Plastic Sewer Pipe Installation Plastic sewer
pipe shall be installed in accordance with ASTM
D2321 per latest revision, and no plastic pipe
shall exceed an 11 point mandrel test deflection
of 5%. All sewer mains shall be lumped at the
time the mandrel test is conducted. All mains
shall be true to olignment and grade.
L. Storm Water Connections No roof drains, footing
drains and /or surface water drains may be
connected to the sanitary sewer systems, including
temporary connections during construction.
M. Waterline Crossing Water and sewer line crossings
and separations shall be in accordance with Ten
States Standards and local and state codes.
Waterlines and sanitary sewers shall maintain a
minimum of 10 foot horizontal separation and a
minimum 18 inches of clearance between pipes at
crossings. Otherwise, sanitary sewer within 10
feet of waterlines shall be constructed of water
works grade Ductile Iron Pipe with mechanical
joints and fittings. One length of sewer pipe
should be centered at the waterline crossing
so that no joint is closer than 10 feet to the
waterline.
N. Utilities It shall be the responsibility of
each contractor to verify oil existing utilities
and conditions pertaining to his phase of the
work. It shall also be the contractors
responsibility i
to contact the owners of the
various utilities before work is started. The
contractor shall notify in writing the owners and
the engineer of any chonges, errors or omissions
found on these plans or in the field before work
is started or resumed.
0. Service Laterals Individual building service lines
shall be 6 inches in diameter and of material
equal to that specified in 2A of this section.
Service lines shall be connected to the main
sewer by a wye at locations generally shown
within these plans. Service lines shall be
extended to a distance Qf 5 feet beyond the right
of -way line and within 5 -8 of the existing ground
surface. The ends shall be plugged, and sealed
with a water tight cap.,, Sewer service lines shall
be marked with a 2x4 pointed green and extending
from the lateral end to 3' above grade.
P. New Sanitary Sewer Main Construction Contractor
shall record length and dimensions of each service
tine stub from nearest downstream manhole measure
along the sanitary sewer main. The locations of
manholes and service lines along with any other
incorporoted changes are to be ncorporated obi
t original construction drawings as as -built
locations and submitted to the Engineer as soon
after completion of construction as possible, not
to exceed 30 days.
Q. Field Testing All manholes must be vacuum tested
after installation, repair or modification in accordance
with ASTM C1244 -93, Standard Test Method for Concrete
Sewer Manholes by Negative Air Pressure (Vacuum) Test.
STORM SEWER SYSTEMS
1. SCOPE OF WORK
The work under this section includes all storm sewers,
storm water inlets, and related items, including
excavating and backfilling, necessary to complete the
work shown on the drawings. All work and materials shall
meet Hamilton County specifications.
2. MATERIALS
A. Storm Sewers
B. Manholes
1. Precast reinforced concrete manhole sections
and steps shall conform to ASTM C -478 latest
revision.
C.
1. Reinforced concrete sewer pipe shall conform
to ASTM C -76 latest revision, with joints
conforming to ASTM C -443 latest revision when
storm pipe is continuously submerged in water.
2. Aluminized type 2 corrugated steel pipe shall
be manufactured in accordance with AASHTO M36
(tjpe I with, 2 2/3" x 1/2" corrugation for
„and 15 diameters; type IR with 3/4 x
3/4 x 7 1/2 corrugations for 18 diameter
and larger). The pipe shall be formed from
an aluminized steel type 2 coil that conforms
to AASHTO M274. The minimum gage thickness of
the pipe shall be as follows:
Diameter Gage
N H
42„ 48„ 14
54 84" 12
3. Hiqh density poI th ene pipe shall perform
to AASHTO M252 and M294 Type S specifications,
latest revision, and shall have material
specifications conforming to ASTM D1248 or
D3350, latest revision.
2. Casting shall be of uniform quality, free
from blow holes porosity, hard spots,
shrinkage distortion or other defects. They
shall be smooth and well cleaned by shot
blasting or by some other approved method.
They shall be coated with asphalt paint
which shall result in a smooth coating,
tough and tenacious when cold, not tacky or
brittle. They shall be gray iron meeting
ASTM A -48 latest revision.
3. Joints Manhole sections shall be jointed
with rubber type askets. The rubber type
gaskets shall meet ASTM C -443 latest
revision. When manhole and storm pipe are
continuously in water.
SUBDRAINS
1. Perforated plastic pipe subdroins shall conform
to ASTM F -405, AASHTO M -252 (4" to 10" pipe).
3. APPLICATION
A. Permits and Codes The intent of this section of
the specifications is that the contractor's bid on
the work covered herein shall be based upon the
drawings and specifications but that the work
shall comply with all applicable codes and
regulations as amen fed by any waivers. Contractor
sholl furnish all bonds necessary to get permits
for cuts and connections to existing sewers.
Contractor shall notify the County Surveyors Office
a minimum of 72 hours prior to the commencement
of storm sewer construction.
B. Local Standards the term "Local Standards" as
used herein means the standards of design and
construction of the respective municipal
department or utility company.
C. Existing Improvements Maintain in operating
condition all active utilities, sewers and other
drains encountered in the sewer installation.
Repair to the satisfaction of the owner any damage
to existing active improvements.
D. Workmanship To conform to all local, state and
national codes and to be approved by all local and
state agencies haviing jurisdiction.
E. Trenching Lay all pipe in open trenches, except
when the local authority gives written permission
for tunneling. Open the trench sufficient ahead
of pipe la yi ng to reveal any obstructions. The
width of the trench shaft be the inside pipe
diameter plus 24 inches for 12 inches above the
pipe. Sheet and brace trench as necessary to
�r oect workmen and adjacent structures. All
to comply with Occupational Safety and
Health Administration Standards. Keep trenches
free from water while construction is in progress.
Under no circumstances lay pipe or appurtenances
in standing water. Conduct the discharge from
trench dewatering to drains or natural drainage
channels.
F. Special Supports Whenever in the opinion of the
Engineer the soil at or below the pipe grade is
unsuitable for supporting sewers and appurtenances
specified in this section, such special support,
in addition to those shown or specified, shall be
provided as the Engineer may direct, and the
contract will be adjusted.
G. Backfilling for a depth of at least 12 inches
above the top of the pipe, backfill with earth or
granular material free from large stones, rock
fragments, roots or sod. Tamp this backfill
thoroughly, taking care not to disturb the pipe.
For the remaining trench depth, backfill with earth
or granular material containing stones or rocks n9t
larger than 4 inches. Backfill under and within 5
of paved areas shall be granular material only and
shall conform to local standards
thoroughly compacted by approved methods.
H. Manhole Inverts Construct manhole flow channels
of concrete sewer pipe or brick, smoothly finished
and of semicircular section conforming to the
inside diameter of the connecting sewers. Make
changes in size or grade Qraduafly and changes in
direction by true curves. Provide such channels
for all connecting sewers at each manhole.
I. Subdrains Ali subdrains shall be of the size
shown on the plans and shall be constructed to the
grades shown. All drains constructed off -site as
part of the outlet drain will be located as shown.
J. Utilities It shall be the responsibility of each
contractor to verify all existing utilities and
conditions pertaining to his phase of the work.
It shall also be the contractors responsibility to
contact the owners of the various utilities before
work is started. The contractor shall notify in
writing the owners or the engineer of any changes,
errors or omissions found on these plans or in the
field before work is started or resumed.
STREETS AND PAVING
1. SCOPE OF WORK
A. The work re q uired under this section includes all
concrete and bituminous paving and related items
necessary to complete the work indicated on drawings
and described in the specifications, including but not
limited to:
All streets, parking areas in contract limits
Curbs and gutters.
Sidewalks and concrete slabs, exterior steps.
2. MATERIALS
A. Concrete Concrete shall be reod mixed concrete
and shall be a mix of proportioned fine and coarse
aggregates with Portland cement and water.
Minimum cement content shall be 6 bags per cubic
yard of concrete and maximum water content shall
be 5.5 U.S. gallons per sack of cement, including
moisture in the aggregate. Slump for normal weight
concrete shall be a maximum of 4 inches and a
minimum of 2 inches. The slump of machine place
concrete shall be no less than 1-1/4 inches nor
more than 3 inches. Standard test ASTM C -143
shall be used to measure slump. Compressive
strength of concrete at 28 days shall be 4000 psi.
All exterior concrete shall have air entrainment of
5% to 8% by volume per ASTM C 260. Retempering
delivered concrete will not be allowed. Concrete shall
be composed of:
1. Portland cement Conforming to ASTM C -150,
Type iA or Type IItA.
2. Aggregates: Conforming to ASTM C -33
3. Water Shall be clear and free from
injurious amounts of oils, acids, alkalis,
=ces. materials or other deleterious
B. Welded Steel Wire Fabric Where required for
concrete reinforcement shall conform to ASTM A185.
C. Premoulded Joint Filler Shall be of non
extruding type meeting ASTM D -544 except that
premoulded joint filler used in concrete walk
construction may be either non- extruding or
resilient.
D. Bituminous Pavement Materials All materials
proposed for the construction of bituminous
pavements shall comply with the Indiana Department
of Transportation specifications, per latest
revision.
E. Compacted Aggregate Subbase: Shall be crushed
stone or gravel. Crushed gravel shall be a
minimum of 35% crushed material. Chert shall be
limited to a maximum of 8% of the total. Material
shall be free from an excess of flat, elongated,
thinly laminated, soft or disintegrated pieces;
and shall be free from fragments coated with dirt.
Compacted aggregate shall be graded as follows:
3. APPLICATION
SIEVE SIZE
;1 /2"
1
1 2"
4
30
200
PASSING
100
80-100
70 -90
55 -80
35 -60
25 -50
12 -30
5 -10
A. Grading Do any necessary gradinq in addition to
that performed in accordance with Earthwork
Section, to brie subgrades, after final
compaction, to bring required grades and sections
for site improvement.
B. Preparation of Subgrode Remove s and
otherwise unsuitable material and replace with
stable material. No traffic will be allowed on
prepared subgrade prior to paving.
C. Compaction of Sub grode The first 6 inches below
the subgrade shall be compacted to at least 100%
of the maximum dry density as determined by the
provisions of AASHTO T -99. Water shall be
prevented from standing on the compacted subgrade.
D. Compacted Aggregate Subbase the thickness shown
on the drawings is the minimum thickness of the
fully compacted subbase. Compaction shall be
accomplished by rolling with a smooth wheeled
roller weighing 8 to 10 tops. Compact to 95%
standard proctor density (ASTM D 1557)
Along curbs, headers and walls and at all placed
not accessible to the roller, the aggregate
material shall be tamped with mechanical tampers
or with approved hand tampers.
E. Bituminous Pavement Hot asphalt concrete
pavement shall be as specified in Section 400 -410
of the Indiana Department of Transportation
Specifications latest revisions. Paving will not
be permitted during unfavorable weather or when
the temperature is not in compliance with section
401.05 of the INDOT Specifications.
F. Utility Structures Check for correct elevation
of ofl manhole covers, valve boxes and similar
structures located within areas to be paved, and
make, or have made, any necessary adjustments in
such structures.
G. Placing Concrete
1. Subgrode Place concrete only on a moist,
compacted subgrade or base free from loose
material. Place no concrete on a muddy or
frozen subgrade.
2. Forms All forms shall be free from warp,
tight enough to prevent leakage and substantial
enough to maintain their shape and position without
springing or settling, when concrete is placed.
Forms shall be clean and smooth and coated with
form release before placement of concrete.
3. Placing Concrete Concrete shall be
deposited so as to require as little
rehandling as practicable. When concrete is
to be placed at an atmospheric temperature of
35 degrees F. or less, paragraph 702.10 of
the Indiana Department of Transportation
Specifications latest revision sholl be
followed.
2. GAS
H. Concrete Curb
UTILITIES
1. WATER
1. Expansion Joints Shall be 1/2 inch thick
premoulded at ends of all returns and at a
maximum spacing of 100 feet.
2. Contraction Joints Unless otherwise
provided, contraction joints shall be sawed
joints spaced 20 feet on center.
3. Finish Tamp and screed concrete as soon as
placed, and fill any honey ojnbed places.
Finish square corners to 1/4 radius and
other corners to radii shown.
1. Concrete Walks and Exterior Steps
1. Slopes Provide 1/4 inch per foot cross
slope. Make adjustments in slopes at walk
intersections as necessary to provide proper
drainage.
2. Dimensions Walks and steps shall be one
course construction and of widths and details
shown on the drawings.
3. Finish Screed concrete and trowel with a
steel trowel to a hard dense surface after
surface water has disappeared. Apply medium
broom finish and scribe ontrol joints at 5
foot spacing. Provide 1 2 expansion joints
where sidewalks intersect, and at a maximum
spacing of 48 feet between expansion joints.
J. Curing Concrete Except os otherwise specified,
cure all concrete by one of the methods described
in Section 501.17 of the Indiana Department of
Transportation Specifications, latest revision.
A. All water mains shall be installed and tested in accordance
with local standards and requirements.
Gas mains shown in the lans are for information only. The local gas
utility is responsible for final design and installation of new gas mains.
3. OTHER UTILITIES
Electric, Telephone, and CATV lines shown in the plans are for information
only. The local utility companies are responsible for final design and installation
of their respective utility lines.
,s.. S Xp
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880573
o': STATE OF
"41H$Ifl1o 12/2