HomeMy WebLinkAboutC901 General SpecificationsPipe
Diameter
In.
Minimum
Time,
min:s
Length for
Minimum
Time, ft
Time for
Longer
Length, S
Specification Time for Length (L) Shown, min:s
DRAWING FILES:
5: \1211 \020 \dwgs \C901
XREF: 5: \i 211 \020 \dwgs \Titlel .dwg
SHEET NO.:
C901.
100 ft
150 ft
200 ft
250ft
300ft
350ft
400 ft
450 ft
4
3:48
597
0.360 L
3:46
3:46
3:46
3:46
3:46
3:46
3:46
3:46
6
5:40
386
0.854 L
5:40
5:40
5:40
5:40
5:40
5:40
5:42
6:24
8
7:34
298
1.520 L
7:34
7:34
7:34
7:34
7:36
8:52
10:08
11:24
10
8:26
239
2.374 L
9:28
9:28
9:28
9:63
11:52
13:51
15:49
17:48
12
11:20
199
3.418 L
11:20
11:20
11:24
14:15
17:05
19:58
22:47
25:38
16
14:10
158
5.342 L
14:10
14:10
17:48
22:15
26:42
31:09
35:36
40:04
18
17:00
133
7.682 L
17:00
19:13
25:38
32:03
38:27
44:52
51:16
57:41
21
19:50
114
10.470 L
18:60
26:10
34 :54
43 :37
52:21
61:00
69:48
78:31
24
22:40
89
13.674 L
22:47
34 :11
45:34
56:58
68:22
79:46
91:10
102:33
27
25:30
88
17.306 L
28:51
43 :16
57:41
72:07
86:32
100:57
115:22
129 :48
30
28:20
80
21.388 L
35:37
53:26
71:13
89:02
108:50
124:38
142:25
160:15
33
31:10
72
25.852 L
49:05
64:38
88:10
107:49
129:18
150:43
172 :21
193:53
38
34:00
86
30.788 L
61:17
76:55
102:12
128:12
153:80
179:29
205:07
230:46
DATE:
04/02/04
PROJECT NO.:
1211.020
DRAWN BY:
RDR
CHECKED BY:
RLD
SHEET TITLE:
GENERAL
SPECIFICATIONS
DRAWING FILES:
5: \1211 \020 \dwgs \C901
XREF: 5: \i 211 \020 \dwgs \Titlel .dwg
SHEET NO.:
C901.
EARTHWORK
SCOPE OF NCRF`.
torrn .dr a;nage systems
Sanitary Sewer systems
4. Streets and paving
t
Water suppl v system
11 CH MAR
REM 0
r
D.
L <te ,t; The work required under this sec
5nsists of all e <c 'vatrng, filling, rough rowing
'nd r eiated items necessary to complete the wort,
i r1d1( 'del; 5! n the r wings .r !d aces,.:! ir)e'J in the
;ei t i i The 'n t a t i d e now n c t
�I f%� iE: r
writina the owners drl.a the Eng neeis C;; ur', r "1ar1a+='
k'rriJr or or1 four on the C
the field, before work is started or resumed.
the iten it, of work to
p m e d ,der this section sha i
r
lecirnu an grubbing, rerr:c vt1I c?f
stumps ps where r "+equired protection
n
to remain, 'stripping aria stCI aq5 f
fr! Df pas-tion :and roa gra (In of enter,_:
liu
E- a nd back filling for
utility I,.ies
L F WEE
Provide and i i ac r r: y spec
f
otei ;C from off e site is T1u'v be
rnr.� a' fr.' +I�,-
required. Fill obtained fron 5 >fi site
shall be of !r an r quailt.' 'is spec ifled
and the ource ar%nroved the Owner.
tide:
an
re
t Cavated rr: ter i that i_ritral?i m l e
ssJ for Ail unsuitable ri if ericl shall
he iu' Ie +i on s;te, �:r irrlov'e+_+ off site, and
disposed by the c!,ntrscti: r.
T HE t' ac tor shall accept the site as he
flea a., it 5nd shall r f rho e all trash, rubt ish
and debris .r_ f m the site prior to starting
e><_,JVatssn.
P. r l l r ..l u d iL The tall o w ina ten e
r e! a r.eci wsrh Uri. S pecified and included rn trier"
sec t .;r;5 of these -peciti:ationc:
M aint :Ili ''retuliy all f'ee`l, r, ..oar} c i s ':an'. other,
refere! r} 1f r "l, t 1. destr� F:'1, scntr :kJ
t'>>r
sla';al contcss. engineer.
Remove aii trees aria stumps fiuri.
o, cupie+a by r o,od and surfaced areas. 1=', erns+ial
trees cLl rside these areas shall onl be done r,s
r,stea i.Tl drawings or +approved by the wner
All brush, stumps, wood and other refuse from the
site 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 TOPSOL
A_ Remove ail organic material frorn the areas to be
occupied by buildings, roads, walks, and parking
areas. Pile anca 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.
After completion of site grading and subsurface
utility' installation, top soil snail be replaced
in areas designated on the erosion control pearl
for seeding and /or sodding. Any remaining top
soil shall be used for finished grading around
structures and landscaping areas.
DISPOSITION OF UTILITIES:
SITE GRADING:
Rules and regulations governing the respective
utilities shall be observed in executing all work.
under this section.
R. If active utilities are encountered but not shown
an the drawings, the Engineer shall be advised
before work is continued.
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.
It shall be the responsibility of each contractor
to verify all existing utiities and conditions
pertaining to his phase of the work.. It shah
also be the contractors responsibility to contact
the owners of the various utilities before work
is started.
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. Ail other areas shall
not exceed 0.10 feet plus or minus the
established grade. Ail banks and other breat s in
grade shall be rounded at top and bottom. Adjust
subgrade elevations for topsoil thickness for areas
receiving topsoil and seed.
Compaction Requirements:
sorrpacted to
All building pad areas shall be
standards specified by local and /nor state
building codes. Minimum compaction shall
be 100% of Standard Proctor Density.
For compaction requirements of paved areas,
see street specifications.
Earth Work E3ai once
the Contractor shall confirm all earthwork quantities
prior ru` start of constri "l+ ti +.;rl. if an es,: c,ess or
shortage of earth is encountered, the Contractor shall
n±r:n with the Owner and Engineer the requirements
for stockpiling, removal or importing of earth.
Minor adjustments to `he Curades nlav be required to
h':al earthwork wi'.en nor er ;5 r TfClt':•rial or
t- the
shortages are r_ilcuiJrl;�'f reed t IS r r }ctril<_ed by t lr
parties hereto that the c,diculations ofthe Engineer
in determining earthwork quantities shall be ac-
complished in accordance with the American Jcciet of
ail Engineers Standards for such calculations.
Further, that these calculations are subject to the
interpretations of soil borings as the physical Lmlts
o f the various soil types, i_]i'so the allowable variation
in finish grate and compaction permitted the contractor,
and that all of these parameters may >T:ause either an
e :ecs or shortage nt actual earthwork materials to
complete the project. If vru n; :_In actual !minor e;.c:ess or
_shortage c:f raterials occurs, the contractor shcill
contact the engineer to determine if adjustment can be
mode to correct the imbalance, of earth.
SANITARY SEWER SYSTEMS
SCOPE OF WOF''.i
The work under this se+ r!sn includes all sanitary
sewers, manh -'les, cieanr:+uts and !elated items including
excavating and backfilling, necessary to complete the
work shown ;n the drawings, starting five feet outside
the building walls. The ends of sewers shall be
tightly plugged or capped at the terminal points,
ints,
Jai' cent to buildings, p €nainq the connecting :tie of all
such lines to the building drabs gas spr'v Pied In the
plumbing specifications and architectural drawings.
MATERIALS
Sanitary Sewers
Ail gravity plastic 'sewer pipe and fittings
shall conform to ASTM D3034 with a cell
i Iassif+cat an of 1 2454 C. Flexible
gcasketed compression joints shall be used
for PVC pipe_ No solvent cement
joints shall be allowed.
A.PPLICATi
A,. Permits and :odes The contractors bid on
contractor's bid on the work covered herein shall
be based upon the drawings and 'specifications
and m liance with all a !_;oble codes and
requiatians as amended by 'any waivers. Contractor
shall I1 furnish '']II bonds necessary to get permits
for cuts anI connections to existing sewers;.
B.
Loco! Standards The term "local standards" as
used herein means the standards of design and
construction of the respective municipal
department or utility company:
City of Car
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 sufficiently 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 shall pipe or appurtenances
be laid in standing water. Conduct the discharge
from trench dewatering to drains or natural
drainage channels.
F. Special Supports Whenever, in the opinion of the
Engineering, 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.
0. Backfilling for a depth of at least 12 inches
above the top of the pipe, backfill with 12" of #8 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 to 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.
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
pressure air test, unless otherwise directed by
Aqua Source. Said test shall be conducted
according to NCPI Standard Method, and shall be
witnessed by an inspector authorized by Aqua Source.
Infiltration under test shall not exceed 100 gallons
per inch of inside diameter of sewer pipe per mile
of sewer in 24 hours and inclusive of all
appurtenances within the section being tested such
as manholes, house connections, etc.
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 a accordance with ASTM
D2321 per latest revision and no plastic pipe
shall exceed a deflection of 5
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 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 Pipe
mechanical joints and fittings.
N. 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 and
the engineer of any changes, errors or omissions
found on these plans or in the field before work
is started or resumed.
0. Service Laterals Individual lot service lines
shall be 6" 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 and
capped at a point 5 feet beyond the right -of -way
line or one pipe length for those services on the
same side of the street as the main. Sewer
service lines shall be marked on the curb.
TABLE 1
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
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.
PATERIALS
A. Storm Sewers
B. Manholes
C.
A. Silttight Couplings: PE sleeve with ASTM D
1056, Type 2, Class A Grade 2 gasket
material that mates with pipe and fittings
to form siittight joints.
SUBDRAINS
3. APPLICATION
Reinforced concrete sewer pipe shall confirm
to ASTM C -76 latest revision, with joints
conforming to ASTM C -443 latest revision.
Corrugated PE Pipe and Fittings: AASHTO M 294,
Type S, with smooth waterway coupling joints.
Precast reinforced concrete manhole sections
and steps shall conform to ASTM C -478 latest
revision.
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.
Joints Manhole sections shall be jointed
with rubber type gaskets. The rubber type
gaskets shall meet ASTM C -443 latest
revision.
Perforated plastic pipe subdrains shall
conform to ASTM F -405.
A. Permits and Codes The contractor's bid on
contractor's bid on the work covered herein shall
be based upon the drawings and specifications
and compliance 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. See also Earthwork
Note 6.C.
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.
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' of walks, parking areas, driveways
and street shall be granular material only
thoroughly compacted by approved methods.
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.
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
SCOPE OF WORK
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:
2. MATERIALS
A. Concrete Concrete shall be ready -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
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:
3. APPLICATION
All streets, parking areas in contract limits
Curbs and gutters
Sidewalks and concrete slabs, exterior steps
1. Portland cement Conforming to ASTM 0 -150,
Type IA or Type ILIA.
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"
1"
3/4"
1 /2"
#30
#200
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 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 subgrode.
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 Transportation
Specifications latest revision shall be
followed.
F. Concrete Curb
G.
1. Expansion Joints Shall be 1/2 inch thick
premoulded between storm structures curb.
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 5' 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.
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. Prcvide 1/2" expansion joints
where sidewalks intersect, and at a maximum
spacing of 48 feet between expansion joints.
H. 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.
Bituminous Pavement Hot asphalt concrete
pavement shall be as specified in Section 402
and must comply with Section 401.05 of
the Indiana Department of Transportation
Specifications latest revisions. Paving will not
be permitted during unfavorable weather or when
the temperature is 40 degrees F. and falling.
J. 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 90%
compaction using Standard Testing Procedures.
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.
LAKE LINER SPECIFICATION
It may be necessary to construct a liner to seal the
more permeable sandy clays and sand seams which may
be present at a shallow depth within the side slope or
bottom of the excavation. The contractor shall perform
soils analysis tests in the lake area(s) to determine if
the lake(s) will require a liner. In the event that
construction of a liner becomes necessary, Lake Liner
specifications have been included below.
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. 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 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 clay liner material may
be used with approval by the Owner's representative and
on -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.
II. Bentonite
A. Materials and installation method to be reviewed by
the testing engineer and approved by the Engineer.
III. Synthetic Liner
A. Materials and installation method to be reviewed by
the testing engineer and approved by the Engineer.
DATE: J
THIS DRAWING AND THE IDEAS, DESIGNS AND
CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE
INTEL 1 FCTUAL PROPERTY OF THE SCHNEIDER
CORPORATION, AND ARE NOT TO BE USED OR
REPRODUCED, IN WHOLE OR IN PART, WITHOUT
THE WRITTEN CONSENT OF THE SCHNEIDER
CORPORATION.
0 COPYRIGHTED BY THE SCHNEIDER CORP. (2004)
Schneider
THE SCHNEIDER CORPORATION
Historic Fort Harrision
8901 Otis Avenue
Indianapolis, IN 46216 -1037
Telephone: 317.826.7100
Fax: 317.826.7200
www.schneidercorp.com
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