HomeMy WebLinkAbout06010010.211
1
I\
�7
i
5
:\
i
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 dump 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 produce 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
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
reference points; if disturbed or destroyed, contractor
shall contact engineer.
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 buried onsite or 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 designated by the owner or the
Engineer.
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, ect.
B. After completion of site grading and subsurface
utility installation, top soil shall be replaced
in areas designated on the erosion control plan
for seeding and /or sodding. Any remaining top
soil 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
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 and the Engineer.
D. It shall be the responsibility of each contractor
to verify all existing utilties 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 0.04 feet plus or minus above
the established subgrade. 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:
1. All building pad areas (engineered fill areas)
shall be compacted to standards specified
by local and /or state building codes.
All fill areas (pad or engineered) shall be
compacted to at least 95 percent of the
maximum dry density (ASTM D- 1557).
fill should exhibit a maximum dry density
of at least 105 pcf, and have a liquid
limit less than 50 and plasticity index of
less than 25. sandy fill must have less
than 15% fines passing a #200 sieve.
2. For compaction requirements of paved areas,
see street specifications.
8. Earth Work Balance
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.
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 Engineer
in determining earthwork quantities shall be ac-
complished 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, also 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 or. 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.
TYPICAL SANITARY SEWER SPECIFICATIONS
TO BE USED FOR PRIVATE SEWER DEVELOPMENT
WITHIN
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
REVISED MAY, 2002
1. Standard specifications 327 IAC 3 shall apply for all work and materials.
Inspection service shall be provided by Clay Regional Waste District.
The following specifications and construction plan details denote requirements
for materials and installation methods per 327 IAC 3.
2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034
(S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and
gasket. The pipe shall be made of PVC plastic having a cell classification
of 12454B.
3. PVC sewer fittings shall conform to the requirements of ASTM
D-3034-89 specification. Fittings in sizes through 8 shall be molded in
one piece with elastomeric joints and minimum socket depths as specified
in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or
i
fabricated in accordance with section 7.11 with manufacturers standard pipe
bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in
section 7.4.1 of specifications. Gaskets for elastomeric joints shall be
molded with a minimum cross - sectional area of 0.20 square inches and
conform to ASTM F -477 specification.
4. All sanitary manholes shall be "precast concrete" manholes in
accordance with ASTM C -478 and Section 720. 0 -rings shall conform to
C -443. Kent Seal or equivalent shall also be applied to all joints and
between riser rings and castings. Manhole step spacing shall be no more
than 16- inches. Manholes shall be air tested for leakage in accordance
with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes
by the Negative Air Pressure (Vacuum) Test.
A Installation and operation of vacuum equipment and indicating devices
must be in accordance with manufacturers recommendations and
performance specifications which have been provided by the manufacturer
and accepted by the Engineer. The vacuum equipment must be capable of
testing the entire manhole, including the casting and riser rings.
B. With the vacuum tester set in place:
1. Connect the vacuum pump to the outlet port with the valve open.
2. Draw a vacuum of ten (10) inches of Hg. and close the valve.
C. Accepted standards for leakage will be established from the elapsed
time for a negative pressure change from ten (10) inches to nine (9)
inches of mercury. The maximum allowable leakage rate for a four (4)
foot diameter manhole must be in accordance with the following:
Minimum Elapsed Time for a
Manhole Depth Pressure Change of 1 Inch Hg
10 feet or less 60 seconds
>10 feet but <15 feet 75 seconds
>15 feet but <25 feet 90 seconds
For manholes five (5) feet in diameter, add an additional fifteen (15)
seconds and for manholes six (6) feet in diameter, add an additional thirty
(30) seconds to the time requirements for four (4) foot diameter
manholes. For all manholes deeper than twenty -five (25) feet. Engineer
will determine the applicable minimum elapsed time.
D. If the manhole fails the test, necessary repairs must be made and
the vacuum test and repairs must be repeated until the manhole
passes the test.
E. If manhole joint sealants are pulled out during the vacuum test, the
manhole must be disassembled and the joint sealants replaced.
F. Manholes will be subject to visual inspection with all visual leaks being
repaired.
5. Butyl rubber coating shall be applied around each manhole joint from
6- inches above to 6- inches below each joint. The appropriate primer shall
be applied prior to applying the rubber coating. Inside joints to be filled
with precaat plug material.
6. The manhole chimney's including al: riser rings shall be sealed using
Infi - Shield "Uniband" or approved equal. Prior to placement, the top
4- inches of the manhole cone and casting frame shall be cleaned and
primed. The Unibond shall extend from 3- inches below the top of the
cone section to 2- inches over the flange of the manhole casting frame.
7. The casting elevations ore set by plan. However, the castings are to be
adjusted in the field by the Engineers representative, should a discrepancy
occur between plan grade and existing grade. New manhole ring and cover
shall be installed to establish grade. Maximum height of adjusting rings
shall be 12- inches.
8. Bockfill around all structures and all cuts under paved areas with
granular material. Trenches opening within 5 -feet of paved roadways shall
be backfilled with granular material in accordance with Section 211. Backfill
under sidewalks shall be granular, unless the walks are constructed a
minimum of 6 months after backfill has been in place.
9. The Contractor shall be responsible for verifying that all state highways,
city, and county permits have been obtained by the developer prior to start
of construction.
10. The Contractor shall be required to furnish the developer's Engineer
with a set of prints, marked in red pencil, showing actual sewer location
and invert, to include lateral location, depth and length. Such 'as built'
prints must be received by the Engineer before the final contract payment
can be authorized. The sanitary sewer laterals and stubs termination shall
be indicated on the surface with a metal fence post set immediately above
the said termination point.
11. All sanitary sewer lines upon completion will be required to pass a low
pressure air test. Said test sho!I be conducted according to ASTM
1417 -92, and shall be witnessed by an Engineer and a representative of
the District. The testing shall be ir, accordance with Table 1. Add 0.5
psig for each foot of water above the sewer line being tested.
.
final
12. Deflection tests shall be performed on all flexible* pipe after the o
backfill has been in place at least 30 days. No pipe shall exceed a vertical
deflection of 5% deflection test results. ('The following are considered
non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe).
The deflection test shall be performed with a nine -point mandrel. Proving
rings shall be available. Deflection test shall also be performed using a
mandrel that is 95% of the diameter of the inside of the pipe, and that
the mandrel be pulled by hand.
13. All mandrel testing shall be observed by a professional engineer
representative for certification and a representative of the District.
14. The ends of laterals are to be plugged tight with a braced plastic disc
or cap capable of withstanding a low pressure air test without leakage.
15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches
below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall
be No. 8 crushed stone from 6- inches below the pipe to the spring line of
the pipe and from this point to 12- inches above shall be fill sand or
equivalent. Manholes shall be placed on no less than 6- inches of No. 8
crushed stone bedding.
16. Water and sewer line crossings and separations shall be in accordance
with 3271AC 3 -6 -9.
Sec. 9. (a) Sanitary sewers shall not be located within ten (10) feet of
any existing or proposed water mains, when measured horizontally from
the outside edge of the sanitary sewer to the outside edge of any
existing and proposed water mains, unless the sanitary sewers and water
main comply with the following:
(1) The sanitary sewer and water main must cross with the sanitary
sewer and water main separated by a minimum of eighteen (18) inches
measured vertically from the outside edge of the sanitary sewer to the
outside edge of the water main.
(2) The crossing specified in subdivision (1) must be at a minimum
ongle of forty -five (45) degrees measured from the center lines of the
sanitary sewer and water main.
(3) The conditions specified in subdivisions (1) and (2) must be
maintained for a minimum distance of ten (10) feet from either side of
the sanitary sewer as measured from the outside edge of the sanitary
sewer to the outside edge of the water main.
(b) A shorter separation distance than that specified in subsection (a) is
allowed if the following is conducted within the separation distances
specified in subsection (a):
(1) The sanitary sewers meet all water main pressure testing
requirements as described in 327 IAC 8- 12- 17(a).
(2) The sanitary sewer shall be constructed of materials in
conformance with one (1) of the following:
(A) 327 IAC 8- 3.2 -8.
(B) Section 8(a)(1) of this rule.
(C) ASTM D2241 -96b, Standard Specification for Poly Vinyl Chloride
(PVC) Pressure -Rated Pipe, and having a SDR (standard dimension
ration) of 21.
(3)The sanitary sewers and water mains are no in contact.
(4)Any sanitary sewer joints are compression type joints that are
placed equidistantly from the water main.
(5) The sanitary sewer and water main are laid on separate trench
shelves.
(c) No sanitary sewer manhole shall be within eight (8) feet of a
water main as measured from the outside edge of the sanitary sewer
manhole to the outside edge of the water main.
17. Trench shall be opened sufficiently ahead of pipe laying to reveal
obstruction, and shall be properly protected and /or barricaded when left
unattended.
18. No water shall be permitted to flow into the sanitary sewer system
during construction. Contractor shall utilize a pump to keep the water
level below the pipe. Pump discharge shall be directed to a storm outlet
in accordance with state and federal laws and regulations (327 -IAC
3- 6 -20). Any pipe entering existing sewers shall be plugged with screw
type mechanical, braced plug until such time as all tests on the sewers
have been completed and the lines have passed all punch lists.
19. All sewer laterals installed by the mainline Contractor shall be bedded
the some as the main line sewer.
20. Forty -eight (48) hours notice shall be given to the District prior to the
start of sewer construction. Also, 48 hours notice shall be given prior to
doing any testing done on the sewer.
21. Manhole castings shall be stamped SANITARY SEWER, Neenah Casting R
1642A or equal and be self - sealing type. The casting flange shall be 34
inches and the clear opening shall be 24 inches. Waterproof castings shall
be Neenah R- 1916 -Fl and stamped SANITARY SEWER.
22. The minimum slope for sewer acceptance is.
Size of Pipe Minimum Constructed Slope
8 -inch 0.40%
10 -inch 0.28%
12 -inch 0.22%
15 -inch 0.15%
18 -inch 0.12%
23. The Contractor shall provide measurements of the slope of the sewer
for each manhole section as construction progresses. Such measurements
shall be certified by a Registered Land Surveyor or Engineer and be
available on -site for observation by the District's Inspector. No more than
three manhole sections can be constructed in advance of such
measurements.
24. In the event the Contractor does not meet the minimum slopes, the
sewer section or� any other affected sewer sections shall be reconstructed
to meet such - -mum slopes.
25. Laterals are to bP traced with a minimum size of 14 gauge wire from
the wye to the terminus. The contractor for the building or home will
extend the *re ` c- this terminus to the building cleanout adjacent to the
bu; ding.
TABLE 1
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
I Pipe Minima^
Dicirri Time.
' In. min: s
Lerq-- ' --r
Mir - --
Tim= `.
Time for
Longer
Length, S
Specification Time for Length (L) Shown, min: s
in Section 501.17 of the ;ndlcr ,I _,. --,r-.- .;,,t ,.,
100 ft
150 ft
200 ft
250 ft
300 ft
350 ft
400 ft
450 ft
4 3:48
`:,-
0.360 L
3:46
3:46
3:46
3:46
3:46
3:46
3:46
3:46
6 5:4C
__:
4
0.854 L
5:40
5:40
5:40
5: 40
5:40
5:40
5:42
6:24
8 7:34
_. _
1.520 L
7:34
7:34
7:34
7:34
7:36
8:52
10:08
1:24
10 8:26
_
2.374 L
9:28
9:28
9:28
9:63
11:52
13: 51
15:49
7:48
E
12 11: 2C
- _
3.418 L
11:20
11:20
11: 24
14:15
17:05
19:58
22:47
25:38
16 14:1,1-
: ;
5.342 L
14:10
14:10
17:48
I 22:15
26:42
31:09
35:36
40:04
18 17: X
_ _
7.682 L
17:00
19:13
25:38
1 32:03
38:27
44:52
51:16
57:41
21 19:5: ' -
10.470 L
18:60
26:10
34:54
43:37
52:21
61:00
69:48
78:31
24
1 22: 4C ; _ _
13.674 L
22:47
34:11
45:34
56:58
68:22
79:46
91:10
102: 33
/_
25: 3C I -=
17.306 L
28:51
43:16
1 57:41
72:07
86:32
1 100:57
115:22
129:48
_ -
28:20
- -
21.388 L
35:37
53:26
71:13
89:02
108:50
124:38
142:25
160:15
- -
-1:10
-
25.852 L
49:05
64:38
88:10
107:49
129:18
150:43
172:21
193:53
C _
3l: 00
Z. -
30.788 L
61:17
76:55
102:12
1 128:12
153:80
179:29
205: 07
230: 46
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.
2. MATERIALS
A. Storm Sewers
1. Reinforced concrete sewer pipe shall confirm
to ASTM C -76 latest revision, with joints
conforming to ASTM C -443 latest revision.
When storm pipe is submerged
B. Manholes
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 gaskets. The rubber type
gaskets shall meet ASTM C -443 latest
revision. When manhole and storm pipe are
continuously in water.
C. SUBDRAINS
1. Perforated plastic pipe subdrains shall
conform to ASTM F -405.
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 amended by any waivers. Contractor
shall furnish all bonds necessary to get permits
for cuts and connections to existing sewers.
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 pipelaying 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 - Bedding, haunching, and initial
backfill for all RCP installations shall be B- Borrow
for structure backfill meeting the material
requirements of the INDOT. Bedding shall be placed
in the trench bottom such that after the pipe is
installed to grade and line, there remains a 4 -inch
minimum depth of material below the pipe barrel
and a minimum of 3 -inch below the bell. For pipe
sizes 66- inches and larger, the minimum depth of
material below the pipe barrel shall be 6- inches.
Bedding, haunching and initial backfill shall be
compacted in 6 -inch maximum lifts to not less
than 95% Standard Proctor Density for the entire
depth of the material placed. The backfill shall be
brought up evenly on both sides of the pipe for the
full length of the pipe. Haunching shall extend to
the springline of the pipe. The limit of initial
backfill shall be 6- inches above the springline.
Minimum trench width shall be the outside diameter
of the pipe plus 18- inches. Final backfill for all
RCP installations under and within 5 -feet of
pavement shall be B- Borrow for structure backfill
meeting the material requirements of the indot and
shall be compacted in 6 -inch maximum lifts to not
less than 95% Standard Proctor Density for the
entire depth of the material placed. The backfill for
the top 6- inches of the excavation below the start
of the aggregate subbase of the pavement shall be
No. 53 stone meeting the material requirements of
the INDICT and shall be compacted to not less than
95% Standard Proctor Density. Final backfill for all
RCP installations greater than 5 -feet of pavement
shall be clean fill material free of rocks larger than
4- inches in diameter, frozen lumps of soil, wood or
other extraneous material, compacted in 12 -inch
maximum lifts to not less than 90% Standard
Proctor Density for the entire depth of the
excavation.
H. Manhole Inverts - Construct manhole flow channels
of concrete sewer pipe or brick, smoothly finished
and of semi - circular 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.
K. Contractor to grout joints inside storm
structures where pipes enter or exit
and between structure and casting.
STREETS
H. Curing Concrete - Except -is Iry ,_ s -,�,:f:_ ,
4r,e,1
cure all concrete by cre cf th - , -
in Section 501.17 of the ;ndlcr ,I _,. --,r-.- .;,,t ,.,
Transportation Specificct�o ^s. -;_ ;- ., - „_,,
1. SCOPE OF WORK
I. Bituminous Paverrlent - got a.,):," ;:' .- ;-e? :>
The work required under this section includes all
pavement shall be as specifies ;;-. .. ,,-t�;;n 4,;-
concrete and bituminous paving and related items
and must comply with ectT o =t, I I cfi
necessary to complete the work indicated on drawings
the Indiana Department of Ira,,sper_�;ion
and described in the specifications, including but not
Specifications latest revisions. Paving will not
limited to:
be permitted during unfavorabIH wec.her cr wheri
the temperature is 40 degrees F. and fail!na.
All streets, parking areas in contract limits
J. Compacted Aggregate Subbase the thickness shown
Curbs and gutters
Sidewalks and concrete slabs, exterior steps
on the drawings is the minimum thickness of the
fully compacted subbase. Compaction shall be
2. MATERIALS
accomplished by rolling with a smooth wheeled
roller weighing 8 to 10 tons. Compact to 90%
A. Concrete - Concrete shall be ready -mixed concrete
compaction using Standard Testing Procedures.
and shall be a mix of proportioned fine and
Along curbs, headers and walls and at all placed
coarse aggregates with Portland cement and water.
not accessible to the roller, the aggregate
Minimum cement content shall be 6 bags per cubic
material shall be tamped with mechanical tampers
yard of concrete and maximum water content shall
or with approved hand tamper:,.
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
placed 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 of 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, alkalies,
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:
SIEVE SIZE % PASSING
1 -1/2" 100
1 " 80 -100
3/4" 70 -90
1 /2" 55 -80
#4 35 -60
#8 25 -50
#30 12-30
#200 5 -10
3. APPLICATION
A. Grading - Do any necessary grading in addition to
that performed in accordance with Earthwork
Section, to bring subgrades, after final
compaction, to the required 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 6 inches below
the subgrade shall be compacted to at least 100%
of the maximum dry density as determined by the
provisions of AASHO T -99. Water shall be
prevented from standing on the compacted subgrade.
D. 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.
E. 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 springing or settling,
when concrete is placed. Forms shall be
clean and smooth immediately before
concreting.
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 Transport ,ition
Specifications latest revision shall be
followed.
F. Concrete Curb
1. Expansion Joints - Shall be 1/2 inch thick
premoulded between storm structures & curb.
2. Contraction /Control Joints - Unless otherwise
provided, contraction joints shall be sawed
or scored joints spaced 10 feet on center, except for
intersection radii where joints shall be placed 3' o.c.
3. Finish - Tamp and screed concrete as soon as
placed, and fill any honey combed places.
Finish square corners to 1/4" radius and
other corners to radii shown.
G. 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 control joints at 5
foot spacing. Provide 1/2" expansion joints
where sidewalks intersect, and at a maximum
spacing of 48 feet between expansion joints.
N
- - -- - - - -.a. - -- -
E, i
J
i
�:
A
I
fl !
r
kI
ji s
?i 1
x §
z
r 11
V)
z
0
�1
w
0
` \ \ \ \\wv�u�ttusnnuruniyiiiiii -- - -_
\�� \ �QflN T. g�,'' %,,,�,,
° r I G �,f- �,'� 11
<�- Fp r
III � r _ e ' =- I)1
ll I 'D! ; -.r r,F ;'�� i
,.. , , ; I
1,1 :!! >r� •-`.. f "- �.'i.` \ \ \�.
-I '' t Lw il'M -I4`.�
�r
€ -- _ i
'..:
��
- - _ _ ,I - E.; i^ AR -
� � NOT T� i
y ; . , .�r_^ r:F - gam. ,. _ . !
;I
_Oi2PORI/ "ION!
,: _ _;r - o. TFs - _CHIyt ;:'1 � c. ;22
- - - - -- ,� -- - - e
o- e i ,
-
.l -
THE SCHNEIDER CORPORATION
12821 E. New Market Street
Suite 301
Carmel, !N 46032
- ;e!en ", ,.e: 317.569.8112
Fax. -',1 '.826.6410
,rrwa,-.schneidercorp.corrf
- F: -Tjr
_ ; - - T rl' EnoinF.ei
; -.: ,- � -6e _v,i:-e�
__ .,_ ;_ _ NN
-n
I __. `1t_, „ -1�. -,r .
_. ;•hv `CtMor, = rairleer,na
I
Q1 -_ r- -- - --
�! ;
a!
.'
I
31
ii it
r�� I
W a ki
----i
�
_1.m
cri
.
O
Q})
`•. L
ct
��
! -_,�
. F-
i_
r:
T----i
O
Ii :r:
Nq
Q
Z
0 W
1-i �
U
r�
F-4
i i
E_
W i
a 7
O Z
. !
U `
W I
I
Fill i
1
M i
I I
ii I
I
tV ` =- _ - -- - - --T- - - - --
I PROJECT NC
t
1. . I
it -_- - -_ __ _ - -- .___ C� -IFC.f �.'.)_„,. _ _ - - --i
, L - - - - - -- -- - - -- -- --- J- - - - - -- - - - - -- - ----I
11 l
r f}r
°1 i
,i - -- - -- -- -_ ___ - -- - 1�
rl I
I
1 I
I
!
I
i
l
_
S !EET No.: -- - - -- -I
i
(Cli,1)'(Dn
!
_____ __ i