HomeMy WebLinkAbout95- 01 Hazel Dell Corner Lot 4 Secondary Plat pg. JDATE:
06/15/01
PROJECT NO.:
904.005
DRAWN BY:
DTR
CHECKED BY:
SHEET TITLE:
SPECIFICATIONS
DRAWING FILES:
R: \904 \005 \DWGS \C901
SHEET NO.:
C9011.
EARTHWORK
1. SCOPE OF WORK
B. Work not included: The following items of
related work are specified and included in other
sections of these specifications:
1. Excavation, grading and bockfdling for
utility lines
2. Storm drainage systems
3. Sanitary sewer systems
4. Streets and paving
5. Water supply system
2. BENCH MARKS
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,
MI compaction and rough grading of entire
site.
2. Excavoted materiel that is suitable may be
used for fills. All unsuitable materiel and
all surplus excavated moterial 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 ploce any additional fill
material from off the site as moy 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.
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 oreos 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 shell 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 oreos to be
occupied by buildings, roods, 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 oreos 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 copped as directed by the Utility
Company and the Engineer.
D. It shall be the responsibility of each contractor
to verify all existing unities and conditions
pertaining to his phose 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
shell not exceed 0.10 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 shall be compacted to
standards specified by local and /or state
building codes.
2. For compaction requirements of paved oreos,
see street specifications.
8. EARTH WORK BALANCE
The Contractor shall confirm all earthwork quantities
prior to start of construction. If on 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 on actual minor excess or
shortage of materials occurs. the contractor shall
contact the engineer to determine If adjustment con be
made to correct the imbalance of earth.
SANITARY SEWER SYSTEMS
1. SCOPE OF' WORK
The work under this section includes all sanitary
sewers, manholes, cleanouts and related items including
excavating and bockfilling, necessary to complete the
work shown in the drawings, starting five feet outside
the building walls. The ends of sewers shall be
tightly plugged or capped at the terminal points,
adjacent to buildings, pending the connecting of all
such lines to the building drain as specified in the
plumbing specifications and architectural drawings.
2. MATERIALS
A. Sanitary Sewers
1. All gravity plastic sewer pipe and fittings
shall conform to ASTM D3034, SDR -35 and meet
a cell classification of 12454 B in
accordance with ASTM 1784.
2. All sanitary sewer lines upon completion will be
required to pass a low pressure air test. Said test
shall be conducted according to ASTM F1417 -92, and
shall be witnessed by an Engineer and a
representative of the Clay Waste District. The
testing shall be in accordance with Table 1.
B. Manholes
3. APPUCATION
1. Precast reinforced concrete manhole sections
and steps shall conform to ASTM C -478 latest
revision.
2. Castings sholl 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 ospholt point
which shall result in o smooth coating,
tough 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 Type
R- 1772 -A with "f" concealed pickhole.
3. Joints manhole sections shall be jointed
with sealed "o" rings. The "o" rings shall
meet ASTM C -443 latest revisions.
4. Bismotic coating shall be applied around
each manhole joint from 6 inches above to 6
inches below each joint. Inside joints to
be filled with precoot plug material.
5. Manholes to be tested per ASTM C1244 -93 for
"concrete sewer manholes" by negative
air pressure (vacuum) test.
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 emended by any waivers. Contractor
shell 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 of 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
notional codes and to be approved by oil local and
state agencies having jurisdiction.
E. Trenching Loy 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
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 granular
materiel free from large stones, rock fragments,
roots or sod. 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, porking areas, driveways and streets
shall be granular moterial only thoroughly
compacted, by approved methods.
H. Flow Channels The flow channels within manholes
shall be an integral port 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 bock from the
crown at 1/2 inch per foot to the manhole wall.
I. 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 poss o low
pressure oir test, unless otherwise directed by
Hamilton Western Utilities. Said test shall be
conducted according to NCPI Standard Method, and
shell be witnessed by on inspector authorized by
Hamilton Western Utilities. Infiltration under test shall
not exceed 200 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. Deflection Testing All PVC and truss sewer
(non lateral) pipe must be tested for deflection
with on acceptable go -no -go mandrel. No pipe
can exceed a deflection of 5% The deflection test
must be conducted using a mandrel having diameter
equal to 95% of the inside diameter of the pipe. The
test must be performed without a mechanical pulling
device and the rope used to pull the mandrel must
be no stronger than 150 pound test. Tag /trail rope
may be of any size to allow removal of mandrel. A
single individual of overage size, weight and strength
without the use of tools to gain leverage must pull
the mandrel. All pipe exceeding the allowable
deflection must be replaced or repaired and retested.
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 Where water lines and
sanitary sewers cross and water lines cannot be
placed above the sewer with a minimum of 18 inches
vertical clearance, the sewer must be constructed
of water works grade ductile iron pipe with
mechonical joints within 10 feet of the water
line.
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 of locations generally shown within these
plans. Service lines shall be extended and
copped at a point 5 feet beyond the right -of -way
line or one pipe length for those services on the
some side of the street as the main. Sewer
service lines shall be marked on the curb with
red paint and at the end of the line with a
wooden 2x4 above the ground.
P. New Sanitary Sewer Main Construction Contractor
shall record dimensions of each service line stub
from nearest downstream manhole measured along
the sanitary sewer main. The locations of
manholes and service lines along with any other
construction changes ore to be incorporated on
the original construction drawings and "Record
Drawing prints submitted to the Town of Westfield
and the engineer as soon after completion of
construction as possible.
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, herd spots,
shrinkoge 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 ospholt 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
3. APPLICATION
1. Perforated plastic pipe subdrains shall
conform to ASTM F -405.
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 hoving 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 dewotering 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.
STREETS
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, bockfill with
earth or granular material containing stones or
rocks not larger than 4 inches. Backfill under
and within 5' of walks, porking 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 of 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
port 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 costing.
1. 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 shalt 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.
3. APPUCATION
All streets, porking areas in contract limits
Curbs and gutters
Sidewalks and concrete slabs, exterior steps
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 sholl 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 Deportment
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 moterial. 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
1
1
3/4"
1/2"
#30
#200
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 occordance 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 moterial and replace with
stable moterial. 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 oreos to be paved, and
make, or have made, any necessary adjustments in
such structures.
E. Placing Concrete
1. Subgrode Place concrete only on 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.
25
50
75
100
125
150
175
200
225
250
275
300
350
400
450
500
550
600
650
:04
:09
:13
:18
:22
:26
:31
:35
:40
:44
:48
:53
1:02
1:10
1 :19
1:28
1:37
1:46
1:53
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
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 sowed
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.
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 of 5
foot spacing. Provide 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 Deportment of
Transportation Specifications, latest revision.
I. Bituminous Pavement Hot asphalt concrete
pavement shall be as specified in Section 403 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
1. 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.
2. Compact, following Section 304.05 of the 1995
INDOT Standard Specifications.
1:09 2:03
1:19 2:21
1:29 2:38
1:39 2:56
1:49 3:14
1:59 3: 31
2:19 3:47
2:38
2: 50
LAKE UNER SPECAIION
Acceptable liners ore as follows:
I. Natural Clay Liner
A. Laboratory testing shall be performed on the desiroted liner moterial to
determine the optimum finer compaction criteria. Subsequent to determining
this compaction criteria, permeability testing shill 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 shill not be used for other portions of site work prior
to verification Mal adequate resources are available and hove been stockpiled
it is important that the stodkpted sots be stored in os small an area as
possble to retain noturd moisture. The contractor should anticipate that
additional soil work may be required to bring the finer moterial 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.
O. The cloy lining materiel, 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 aches 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 day line' moterial 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 o 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 wilt it be possible to approach the zero voids
condition and moximize natural liner capabilities. Off -site sources for clay
finer material moy be used withrovd 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 noturd clay liners shall not be compacted
by equipment operating around the slopes on or near the some 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 day liner and maintain its integrity
IL Bentonite
A. Materials and installation method to be reviewed by the testing engineer and
approved by the Engineer.
IY. Synthetic Liner
A. Materials and installation method to be reviewed by the testing engineer and
approved by the Engineer.
TABLE 1
TIME IN MINUTES AND SECONDS REQUIRED FOR FOR PRESSURE DROP FROM
(Based on 0.003 cfm per sq. ft. and 2.0 cfm)
Pipe Diameter D in Inches
4 6 8 10 12 15
:10 :18 :28 :40 1:02
:20 :35 :55 1:19 2:04
:30 :53 1:23 1:59 3:06
:40 1:11 1:50 2:38 4:08
:50 1 :28 2:18 3:18 5:09
:59 1 :46 2:45 3:58 6:11
3:13 4:37 7:05
3:40 5:17
4:08 5:40
4:35
4:43
18
1:29
2: 58
4:27
5:56
7:26
8: 30
2:50 3:47 4:43 5:40 7:05 8:30
21
2: 01
4: 03
6: 04
8:05
9:55
3.5 PSIG TO 2.5 PSIG
24 27 30 33 36 39
2:58 3:20 4:08 4:59 5:56 6:58 25
5:17 6:41 8:15 9:59 11:53 13:57 50
7:55 10:01 12:23 14:58 17: 00 18:25 75
10:39 12:45 14:11 15:35 100
11 :20 125
150
175
200
225
250
275
300
350
400
450
500
550
600
9:55 11:20 12:45 14:11 15:35 17:00 18:25 650
Z
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920350
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DATE: (p
THIS DRAWNG AND THE IDEAS, SIGNS AND
CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE
INTELLECTUAL 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.
COPYRIGHTED BY THE SCHNEIDER CORP. (2001)
Schneider
THE SCHNEiDER CORPORATION
Historic Fort Harrison
8901 Otis Avenue
Indianapolis, IN 46216 -1037
Telephone: 317.826.7100
Fax: 317.826.7200
www.schneidercorp.com
Architecture
Civil Engineering
Environmental Engineering
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GiS LiS
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