HomeMy WebLinkAbout09030013 Private Golf Course - Reed Property Pg 8DWN BY:
EAG
CHKD. BY:
EAG
SCALE:
1" 60'
DATE:
03/16/09
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 Engineer 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 durpp and length of haul shall be
the Contractor s responsibility.
3. Provide and place any additional fill
material from off the site as may be
necessary to 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, rubbish
and debris from the site prior to starting
excavation.
B. Work not included: The following items of
i
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 contact engineer. Replacement shall
be at Contractor's 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 damage 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 grading and subsurface
utility installation, top soil shall be replaced in
areas design9ted on the erosion control plan for
seeding and /or sod. Any remaining topsoil shall
be used for finished 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 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.
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 drawings.
B. Rough Grading: the tolerance for paved areas
shall not exceed 0.10 feet plus or minus above
the established subgrade. All other areas shall
not exceed 0.10 feel plus or minus the
established grade. All banks and other breaks in
grade shall be rounded at top and bottom.
C. Compaction Requirements:
1. All areas under building ads and paved areas
shall be compacted to 100% standard proctor density.
2. All other fill areas shall be compacted to 90%
standard proctor density.
3. All areas where cut is necessary to meet the
design sub -grade are required to be scarified 12 inches
below sub -grade and meet the above compaction requirements.
8. EARTH WORK BALANCE
A. The Contractor shall confirm all earthwork quantities
prior to start of construction. If an excess or
shortage 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 quantities
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 couse either an excess or shortage
of actual earthwork materials to complete the project.
If such an actual minor excess or shortage of
materials occurs, the contractor shall contact the
Engineer to determine if adjustment 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 no the Engineer.
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 local specifications.
2. MATERIALS
A. Storm Sewers
B. Manholes
C. SUBDRAINS
3. APPLICATION
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 located within public right -of -way.
2. Aluminized type 2 corrugated steel pipe shall
e manufactured ir) acco dance with AASHTO M36
ttpe I with,, 2 x 1/2 corrugation ,for
T 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
12" 36"
42" 48" 14
54" 84" 12
3. High density pol th ene pipe shall perform
to AASHTO M252 and m2 Type S specifications,
latest revision, and shall have material
specifications conforming to ASTM D1248 or
D3350, latest revision.
1. Precast reinforced concrete manhole sections
and steps shall conform to ASTM C -478 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.
4. Shop Drawings Contractor to submit storm sewer
structure recast drawings to engineer for approval prior
to installation.
1. Perforated plastic _pipe subdrains shah conform
to ASTM F -405, AASHTO M -252 (4 to 10 pipe).
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 amended by any waivers. Contractor
shall furnish all bonds necessary to get permits
for cuts and connections to existing sewers.
Contractor shall notify the local governing jurisdiction
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 having 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 laying 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 trench as necessary to
protect workmen and adjacent structures. All
trenching 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 not
larger than 4 inches. Backfill under and within 5 feet
of City pavement and City sidewalks to conform to
City backfill standards.
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 gradually and changes in
direction by true curves. Provide such channels
for all connecting sewers at each manhole.
I. Subdrains All 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 required 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 read 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 IIIA.
2. Aggregates: Conforming to ASTM C -33
3. Water Shall be clear and free from
injurious amounts of oils, acids alkalis,
organic materials or other deleterious
substances.
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" 1/2
1f2"
0
00
PASSING
100
80 -100
70 -90
55 -80
35 -60
25 -50
12 -30
5 -10
A. Grading Do any necessary grading in addition to
that performed in accordance with Earthwork
Section, to bring subgrades after final
compaction, to the the grades and sections
for site improvement.
B. Preparation of Subgrade Remove spongy and
otherwise unsuitable material and replace with
stable material. No traffic will be allowed on
prepared subgrade prior to paving.
C. Compaction of Subgrade The first 12 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 tons. Compact to 95%
standard proctor density (ASTM D698)
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 all 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. Subgrade 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
i
ringing 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 shall be
followed.
REVISION RECORD
REV
DATE
UTILITIES
1.
2.
WATER
GAS
3. OTHER UTILITIES
DESCRIPTION
H. Concrete Curb
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 coLnbed places.
Finish square corners to 1/4 radius and
other corners to radii shown.
I. Concrete Walks and Exterior Steps
1. Slopes Provide 114 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 optrol joints at 5
foot spacing. Provide 1 2 expansion joints
where sidewalks intersec and at a maximum
spacing of 48 feet between expansion joints.
J. Curing Concrete Except as 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 plans are for information only. The local gas
utility is responsible for final design and installation of new gas mains.
Electric, Telephone, and CAN 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.
DES BY
4. IDENTIFICATION LOCATION
Furnish and install "Identification Tape" and "Location Wire" over the
centerline of buried utilities.
A. Identification Tape
1. Inert Polyethylene with minimum thickness of 4 -mils and shall have
a 1 -mil thick metallic foil core. Tape width shall be a minimum of
3 inches and a maximum of 6- inches. Imprinted text shall be
"Caution Caution Utility Buried Below" and should repeat itself once
every 2 feet, for the entire pipe length. Install approximately 18 inches above
the centerline of pipe.
2. "Terra Tape" as manufactured by Reef Industries, Inc., Houston, TX,
or approved equal.
B. Location Wire
1. Location wire shall be a 12 gauge insulated, solid copper wire.
The wire shall be contiguous with no fabricated, or field constructed
connections interrupting the wires continuity from end to end of pipe.
2. Location wire shall be installed no greater than 6- inches in height
above the top of the buried pipe.
II. Bentonite
A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer.
III. Synthetic Liner
B. Materials and installation method to be reviewed by the testing
engineer and approved by the Engineer
APP BY
LAKE LINER NOTE (SHOULD NOT BE REQUIRED FOR EXISTING PONDS)
In order to minimize water level fluctuations within the lake area(s), it may be necessary to construct a liner to seal
the more permeable sandy clays and sand seams which may be present on site.
Acceptable liners are as follows:
I. Natural Clay Liner
A. Laboratory testing shall be performed on the designated liner material to determine the optimum liner
compaction criteria. Subsequent to determining this compaction criteria, permeability testing shall be performed on
remolded samples, compacted to this standard. Laboratory testing shall be performed at least one (1) month prior
to initiating lining activities.
B. The contractor shall identify and retain the engineer- approved liner material for use on sealing the side slopes
and bottom of the lake(s). The optimum natural liner material shall not be used for other portions of site work
prior to verification that adequate resources are available and have been stockpiled. It is important that the
stockpiled soils be stored in as small an area as possible to retain natural moisture. The contractor should
anticipate that additional soil work may be required to bring the liner material to required uniform moisture level.
C. A representative of the testing engineer shall be present for inspection of the base and side slopes of the
lake(s) prior to and during compaction of the liner materials.
D. The clay lining material, approved by the testing engineer, shall be compacted to a minimum of 12 inches thick
on the upper two thirds of the side slopes and 18 inches on the lower one third. A compacted minimum of 18 to
24 inches approved lining material shall be placed across the base of the lake.
E. The clay liner material shall be regularly sampled and tested for conformance to the moisture and Atterberg
limits established for the approved liner material(s). Field density and moisture testing shall also be performed
frequently during construction to establish a correlation between density and field permeability. It is imperative that
moisture levels be maintained over optimum as determined in laboratory testing. Only by maintaining this condition
will it be possible to approach the zero voids condition and maximize natural liner capabilities. Off -site sources for
day liner material may be used with approval by the Owner's representative and one -site testing engineer.
F. Compaction of the natural liner shall be performed by equipment operating up and down the slope. Engineered
natural clay liners shall not be compacted by equipment operating around the slopes on or near the same elevation.
It is important that hydration of the clay liners takes place after installation is complete. This is typically
accomplished by natural rainfall or by application of fresh water at the rate of one quarter gallon per square foot for
at least 72 hours. This recommended rate of hydration will help prevent shrinkage and cracking of the clay liner and
maintain its integrity.
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DATE: 03/19/09
PROJECT NUMBER
MSI.023
DRAWING NUMBER
C11.0
SHEET 8 OF 8