19980002 Ver 1_COMPLETE FILE_19980217

IN
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
1 ?
•
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
May 19, 1998
Mr. Randy Allen
7009 Whitemarsh Court
Charlotte, NC 28210
Dear Mr. Allen:
Re: Pond construction
Iredell County
DWQ # 980002
As you know on April 28, 1998, DWQ issued a 401 Certification to impact 2600
linear feet of streams in order to construct a pond on your property. We understand that
the US Army Corpgtngineers will require mitigation for this impact. Once this
mitigation plan is developed, please submit two copies to the Division of Water Quality.
We are required to track wetland and stream mitigation efforts in N.C. and will need
copies of your plan for that purpose.
Please call me at 919-733-1786 if you have any questions.
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DWQ Regional Office
John Dorney
Central Files
S' c
J n R. ey
ater Quality . ication
Wetlands/401 Unit 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post consumer paper
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Wetlands / 401 Tracking
fT
Facility Name', Harbor Watch Subdivision
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Project Number 98 .0002
Project Type purpose of Pond Construction I County lredell
Location Iredell I County2
Recvd From APP tt COE ID # Region Mooresville
Received Date February 17, 1998 C6E Susp Date Reg. Contact
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Sent to Region Date DCM Susp Date
Rcvd Region Date TIP Number Mitigation 7 n
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401 Date April 28,1998 More Info Requested' II
Final Action Issue General More Info Received
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twti
.'?. Stream:
Wetland Acres Acres Feet $f
Permit Gert # a Wetland f Wetland M
ScoNelY xStrea Class Y Basin K
Type Type a Impact.. Index Prim. Supp. Class N Req. Appr. Regq
H-(75) wSiV CA 030832 waters 2,600.0 2i
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State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
WA
ILT IT 1 T •
AOv
10
NCDEN'R
NORTH CAROUNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 28, 1998
Iredell County
DWQ Project # 980002
APPROVAL of 401 Water Quality Certification
Mr. Randy Allen
7009 Whitemarsh Court
Charlotte NC 28210
Dear Mr. Allen:
You have our approval, in accordance with the attached conditions and those listed below, to impact
2600 feet of waters for the purpose of pond construction in Iredell County, as you described in your
application dated February 17, 1998. After reviewing your application, we have decided that this impact is
covered by General Water Quality Certification Number 3108. This Certification allows you to use
Nationwide Permit Number NW 26 when it is issued by the Corps of Engineers. In addition, you should get
any other federal, state or local permits before you go ahead with your project including (but not limited to)
Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Watershed
regulations. This approval will expire when the accompanying 404 or CAMA permit expires unless
otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application for a new certification. If the property is sold, the new owner must be given a copy of this
Certification and approval letter and is thereby responsible for complying with all conditions. If total
wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required
as described in 15A NCAC 2H.0506 (h) (6) and (7). For this approval to be valid, you must follow the
conditions listed in the attached certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act withia,60 days of the date that you receive this letter. To ask for a hearing, send a written
petition conformigto Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and
binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone John Domey at 919-733-1786.
Si ely,
ton How Jr. P.E.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DWQ Regional Office
Mr. John Domey
Central Files
980002.1tr
Division of Water Quality • Non-Discharge Branch
4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
F, I
L
r DEM ID: ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): •
T'JJNT FORM FOR
Nationwide permitsjtbttlvattuire notification to the Corps of Engineers.
Nationwide permibc..riar quire application for Section 401 certification
J
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PLEASE'PRINT.
* 1. Owners Name: Lake Norman Properties, Inc.
* 2. Owners Address: P. 0. Box 1627, Matthews, NC. 28106
* I Owners Phone Number (Home): 7 0 4- 5 5 2- 2.6 6 5 (Work): 704-847-6006
* 4. If Applicable: Agent's name or responsible corporate official, address, phone number.
Randy Allem, Vice President
7009 Whitemarsh Court
Charlotte, NC 28210
* S. Location of work (MUST ATTACH MAP). County: I rede l l
Nearest Town or City: Troutman, NC
Specific Location'(Include road numbers, landmarks, etc.):- Off Laurel Cove Road,- su 1417
* 6. Name of Closest StreamMiver. Catawba River
7. River Basin: Catawba
8. IS this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS H? YES [) NO [XI
* 9. Have any Section 404 permits been previously requested for•use on this property? YES [ ] NO [c]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site: 1.0
* 11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
r (and/or stream channel)
S
S
AP
FINAL DESIGN REPORT AND
CALCULATIONS
FOR
TWO EMBANKMENT DAMS
FOR.
_. i
HARBOR WATCH SUBDIVISION
LAKE NORMAN PROPERTIES, INC.
P. 0. Box 1627
Matthews, NC 28106
LOCATED ON
Catawba River, Lake Norman
Laurel Cove Road, SR 1437,
Fallstown Township
Iredell County, North Carolina

GERALD V. GRANT & ASSOCIATES
Engineering-Surveying-Planning
P.O. Box 268 115 South Center St.
Statesville, North Carolina 28687
Telephone [phone]

Gerald V. Grant
z- Y- 7,9
Date
CA

"Z ?J •- ,.

LOCATION:
The proposed embankment dams and lakes are to be located on
an unnamed tributary of the Catawba River and Lake Norman on
the property of Lake Norman Properties, Inc. off Laurel Cove
Road, SR 1437, near Troutman in Fallstown Township, Iredell
County, North Carolina, approximately 1.0 miles southeast of
Buffalo Shoals bridge across Lake Norman. The proposed dams
and lakes will be located approximately 150 feet upstream of
Lake Norman. The proposed dams will be located at latitude
35 degrees 41 minutes 15 seconds and longitude 80 degrees 58
minutes 45 seconds.
PROPOSED USE:
The proposed use of the lakes will be recreational. More
specifically the lakes will be used for erosion control,
family entertainment, fishing, and wildlife habitat. The
combination of the two lakes will create an effective method
of sediment containment for the subject drainage basin.
PROPOSED CLASSIFICATION:
The classification for the proposed dam is class A (low
hazard). Class A includes dams located where failure may
damage uninhabited low value non-residential buildings.
There are currently no structures or buildings below the
proposed dams. However, piers, docks, and boat slips may be
constructed on Lake Norman in the future.
The 790 lake has a storage capacity of 43 acre feet and a
dam height of 31 feet. The 820 lake has a storage capacity
of 71 acre feet and a dam height of 32 feet.
PRELIMINARY DESIGN CRITERIA:
The proposed embankment dam for lake 790 will consist of a
cutoff trench to bedrock or other suitable foundation
material, a tightly compacted core, a 20 foot top width, 3
to 1 fill slopes upstream and downstream, 24 inch diameter
ductile iron (class 350) pipe principal spillway with a 48
inch diamter reinforced concrete riser and 12 inch diameter
gate valve for controlling water level in the lake and
maintaining the minimum stream flow requirement, internal
drainage system for reducing water level in the dam, and a
20 foot wide emergency spillway. The lower lake level. will
be elevation 790. The top of the dam will be elevation 795.
The crest of the emergency spillway will he 791. The
maximum flood elevation will be 793. The freeboard will be
2.0 feet. The outlet elevation of the spillway conduit will
PaCJ e 1

be 764, therefore the height of the dam will be 31 feet, the
lake surface area will be 4.1 acres, and the total storage
capacity will be 42.8 acre feet. The size classification is
small. The minimum spillway design storm is 50-year for low
hazard, small size dam.
The proposed embankment dam for lake 820 will consist of a
cutoff trench to bedrock or other suitable foundation
material, a tightly compacted core, a 20 foot top width, 3
to 1 fill slopes upstream and downstream, 24 inch diameter
ductile iron (class 350) pipe principal spillway with a 48
inch diamter reinforced concrete riser and 12 inch diameter
gate valve for controlling water level in the lake and
maintaining the minimum stream flow requirement, internal
drainage system for reducing water level in the dam, and a
20 foot wide emergency spillway. Tile upper lake level will
be elevation 820. The top of the dam will be elevation 825.
The crest of the emergency spillway will be 821. The
maximum flood elevation will be 823. The freeboard will be
2.0 feet. The outlet elevation of the spillway conduit will
be 793, therefore the height of the dam will be 32 feet, the
lake surface area will be 6.0 acres, and the total storage
capacity will be 71 acre feet. The size classification is
small. The minimum spillway design storm is 50-year for low
hazard, small size dam.
The predominant soils in the area are Cecil clay soils,
Cecil sandy loams, and Lloyd fine sandy loams. These soils
are in soil group "B" and hydologic condition is fair. The
total drainage area is 130 acres with 106 acres wooded and
24 acres newly graded.
The following criteria determined the design of the dam:
Rainfall: 100-YEAR = 6.5 inches
Slope: Steep 11.7%(+) Factor = 1.0
CN: Weighted = 69.0
Peak flow: 100-YEAR = 169 cfs
Principal spillway flow: = 58.3 cfs
Emergency spillway flow: = 253 cfs
GEnLn0.
Prior to construction a yeotechnical engineering firm will
be employed to provide inspection, testing, and
recomendations for the excavation of the core depth, the
location of the core and embankment material, the
installation of the internal drainage system, the
installation of the principal spillway and the emergency
spillway, and compaction of the core and embankment. Test
pits will be used to reveal the nature of the core and the
borrow material. Based on my own observations, it is
apparent that there will be no difficult foundation
conditions encountered on this project and that there is a
Page -- 2
0 0
generous, available quantity of borrow material for the core
and embankment. The same design concept will be employed
that has been used on other extremely successful dams.
Appropriate field engineering observations and testing
during construction will be employed to identify unusual
conditions and initiate proper remedial action. For these
reasons and the small size and low hazard classification,
the owner and the designer are of the opinion that an
extensive geotechnical report is unwarranted in this
situation.
CONCLUS,IONSAND..., RECOMME,N„DATI.ONS,, ..
The mission is to construct successful and safe dams by
using all the combined knowledge, experience, and talents of
the regulators, design engineers, geotechnical consultants
and inspectors, the contractors, and the owners. A resident
geotechnical inspector shall be employed to monitor the
cutoff trench installation, the pipe spillway installation,
the borrow materials, the internal drainage installation,
the emergency spillway construction, compaction testing, and
all other aspects of the dam construction.
The design engineer will provide periodic construction
inspection, provide construction layout, provide technical
assistance as required, prepare as-built plans at
completion, and provide a certificate of completion when the
work is complete in accordance with the approved plans and
specifications.
Page - 3
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GERALD V. GRANT & ASSOCIATES
Engineering - Surveying - Planning
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STATESVILLE, NORTH CAROLINA 28677
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TECHNICAL
SPECIFICATION
FOR
TWO EMBANKMENT DAMS
FOR
HARBOR WATCH SUBDIVISION
LAKE NORMAN PROPERTIES, INC.
P. 0. Box 1627
Matthews, NC 28106
LOCATED ON
Catawba River, Lake Norman
Laurel Cove Road, SR 1437,
Fallstown Township
Iredell County, North Carolina
GERALD.., V,..„_,,,GRANT.„.,.&,....AS.SOCIATES.
Engineering-Surveying-Planning
P.O. Box 268 115 South Center St.
Statesville, North Carolina 28687
Telephone [phone]
1 /
erald V. Grant
Date
?{
m
`IPlCE??.?.

TECHNICAL SPECIFICATIONS
DIVISION I - GENERAL
0101 - Summary of Work - The work includes:
Clearing and Grubbing
Construction of earthfill dam, principal pipe
spillway, emergency earth spillway, and other
appurtenances.
Excavations to widen reservoir
Disposal of surplus earth and topsoil on
site in accordance with owners instructions
- Erosion 6 Sedimentation Control Measure
including Seeding
- Clean up
0110 - Safety Precautions - The Contractor shall erect all barricades and/or
signs required to prevent injury to workers and others; and enforce
all OSHA regulations regarding health and safety.
0120 - Staking Out Work - The Contractor shall see that the work is laid out
accurately from the lot lines and bench marks shown on the drawings.
He shall verify all grades, lines, levels, and dimensions as shown on
the drawings.
0140 - Cleaning the Site - The Contractor shall clean all debris caused by
his operation. This includes cleaning all paper, cans and other such
that are scattered about by his crew. He shall take care not to dis-
turb the work site more than is necessary.
0150 - Underground Utilities and Structures - Utilities and other existing
underground structures shown on the drawings are shown for the purpose
of indicating the existence of such utility or structure and no guaran-
tee is given as to the exact location or the completeness of the in-
formation shown. It shall be the responsibility of the Contractor to
locate all such utilities and structures and to maintain service or
promptly restore service, at his expense, in the event interruption
ris caused by his operation.
•
DIVISION II - SITE WORK
0213 - Clearing and Grubbing
A. General
1. Scope of Work - The work includes:
a. Clearing and Grubbing along the edge of the reservoir between
elevations 880 and 886.
b. Clearing and Grubbing dam foundation area.
c. Clearing and Grubbing all areas which are to be excavated,
including portions of reservoir area and emergency spillways.
d. Clearing remainder of reservoir area.
2. Mercantile Timbers - All mercantile timber shall be the property
of the Owner and he shall be responsible for its removal.
3. Burning - All burning shall comply with Rules and Regulations
Governing the Control of Air Pollution, published by the State
of North Carolina Department of Natural and Economic Resources,
Office of Water and Air Resources, Raleigh, N.C.
B. Performance
1. Clearing and Grubbing - Clearing and grubbing to be performed
under this item shallconsist of clearing the designated area
of all trees, down timber, brush, and other vegetation, rubbish
and all other objectionable material, and shall include grubbing
stumps, roots larger than 3 inches in diameter, and matted roots.
2. Other Debris - All logs, brush, stumps, roots, rotten wood and
other refuse from clearing and grubbing operations shall be dis-
posed of by hauling to an approved stump dump or by burning.
0216 - Subgrade Preparation - Strip area of all vegetation, topsoil, and
organic matter. Exposed surface soils which are to receive compacted
fill shall be proof-rolled and tightened-in-place. Any areas which
deflect beneath the roller and fail to tighten up after continued
passes, shall be undercut to firmer soil and replaced with properly
compacted fill. Proof-rolling shall be as follows:
After the topsoil has been stripped, the virgin soil
shall be proof-rolled with a twenty (20) to twenty-five
(25) ton loaded dump truck or pnuematic tired roller.
The roller shall make at least four (4) passes over
every section with two (2) passes perpendicular to the
other two (2). Any areas that pump, deflect or rut
excessively under the proof-roller and continue to do
so after several passes of the roller shall be under-
cut to firmer soil and backfilled with a satisfactory
fill material.
-2-
• w
Topsoi is defined as organic topsoil found in depth
of not less than four (4) inches. Satisfactory topsoil
is rea nably free of subsoil, clay, lumps, stones, and
other jects over two (2) inches in diameter, and with
weeds, oots, and other objectionable material. Strip
topsoil to depths encountered, and in such manner so as
to prey nt intermingling with the underlying subsoil or
other o 'ectionable material. Remove heavy growths of
grass fr m areas before stripping. Stockpile topsoil
in stoaa a piles where it will not interfere with con-
structio operations. Store topsoil to be used for
finished grading.
Construct cutoff trench parallel to the center line of
the dam t a depth that extends well into the impervious
layer. T e trench shall be extended into and carried
up the ab tments of the dam as far as pervious material
exists that might allow seepage under embankment. The
trench shall be filled with successive thin layers of
impervious material, each layer being thoroughly com-
pacted at near optimum moisture conditions before the
succeeding layer is placed.
All water collected in the trench shall be removed before
backfill operations are started.
0222 - Excavation and Backfill
A. Scope of Work - The work to be performed under this section consists
of furnishing all tools, labor, materials, equipment and other things
necessary to complete all excavation and backfill for roadways, back-
fills or embankments required for bringing all portions of the site
to finish grades as shown on drawings, excavations and backfill of
trenches and excavation of ditches.
B. Workmanship
1. Erosion and Sedimentation Control - Prior to beginning any earth-
disturbing activity the Contractor shall construct all silt fences,
straw bale barriers and/or other erosion and sedimentation con-
trol devices as shown on the plans or as directed by the Engineer.
2. Excavation - Excavation shall be to line and grade as established
by the Engineer to within one-tenth (0.10) of a foot above or
below required elevations. The Contractor shall exercise caution
to prevent.excavation lower than established subgrade, but in
the event this has been done, the low places shall be
backfilled with suitable materials
as directed by the Engineer. Excavated material,
when suitable, shall be used as embankment wherever required and.,
the Contractor shall so schedule his operations as to be able
to move surplus excavation to areas which will require embank-
ment. Surplus excavation shall be hauled, spread and compacted
in the area designated on the plans as waste area.
-3-
3. Embankments -.Method of Construction
a. The Dam Construction shall be constructed in accordance with
Section 0223 - Dam Construction.
b. Other Embankments - Other areas where embankments are to be
placed shall be stripped to a depth of four inches and the
surface shall be scarified. Embankments shall be formed of
earth or other materials having met the approval of the En-
gineer. Embankments shall be built up full width from the
bottom in successive layers not exceeding six (6) inches in
thickness, loose depth. Each layer shall be rolled to solid
compaction with machanical power rollers of suitable weight,
rubber wheel roller, sheeps foot rollers or any combination
thereof, suitable to the soil being handled, and as directed
by the Engineer.
Fill material which is not moist enough to compact solidly
by rolling or material with little or no binding qualities,
shall be well sprinkled with water by the Contractor after
each layer has been spread.
During the process of construction, the Contractor must reason-
ably distribute all hauling and traffic over the surface of
the embankment so that it may become uniformly solidified.
The Contractor will be held fully responsible for the stabil-
ity of all embankments and shall repair all damages to embank-
ments which occur prior to final completion of the work cover-
ed by the Contract.
0223 - Dam Construction
A. Scope of Work - The work includes excavation of portions of the
reservoir, excavation of the emergency spillway, construction of
the dam embankment, construction of the principal spillway, and
associated appurtenances and related construction.
B. Materials
1. Dam area shall be constructed of select on-site clay material.
2. Principal Spillway
a. Riser shall be constructed using Tindall precast manhole
sections G-series as shown on plans.
b. Conduit shall be ductile iron pipe Class 50.
c. Low-level drain shall be a 12" Mueller OS & Y gate
valve with brass seat to be furnished by the Owners.
-4-

3. Antiseep Collars - or diaphrams shall be as shown on plans.
4. Concrete Work shall meet requirements of Section 0330 of this
specification.
5. Rip Rap shall consist of quarry-run stone, or field stone, or
broken concrete. Stones or broken pieces of concrete shall
weigh between 50 and 150 lbs.
C. Workmanship
1. Embankment Construction - Remove all topsoil, organic and gran-
ular material down to a suitable bearing surface as determined
in the field by the Engineer. Stockpile this material on site
in an area designated by the Engineer. Slope existing stream
channel in the foundation area no steeper than 1:1. Do not place
any fill in the foundation area until the foundation has been
inspected and approved by the Engineer.
After the area has been inspected and approved by the Engineer,
scarify the foundation area, make sure it is free of standing
water and begin placing fill. In the cut off trench and core
area use only select clay or sand clay materials excavated from
borrow areas approved by the Engineer. The remainder of the
embankment may be constructed using granular materials; however,
all materials must be approved by the Engineer. Place the fill
in layers not to exceed 6 inches in thickness, and compact each
layer to 95% maximum density. The Engineer will, at his discre-
tion, order compaction tests during the construction of the em-
bankment in accordance with Section 0223, paragraph D, ''Compac-
tion and Testing." If the tests show that any area has not been
compacted to the required density, the Contractor shall further
densify that area and furnish additional compaction tests in that
area until the proper density has been achieved.
The distribution and gradation of materials shall be of such that
no lenses, pockets, streaks, or layers of material differ sub-
stantially in texture or gradation from the surrounding material.
If it is necessary to use materials of varying texture and gradation,
the more impervious material shall be placed in the center and
upstream parts of the fill.
Complete the embankment by placing a minimum of six inches top-
soil on the surface and compact.
2. Pipe Installation - The pipe shall be firmly and uniformly bedded
throughout its length and shall be constructed to line and grade
as shown on the drawings. Backfill on sides of pipe shall be
hand-tamped.
3• Rip'Rap_ shall be hand-placed.
4. Erosion and Sedimentation Control - Before an earth-disturbing
-activity begins, the Contractor shall put in place all tempor-
ary erosion and sedimentation control devices as shown on the
plans. Periodically during construction and after each rain,
all erosion control devices will be inspected and repaired if
necessary.
-5-
. .
Accumulated silt will be removed and disposed of in a safe lo-
cation. If any erosion control device proves to be inadequate,
it will be replaced with a more substantial device.
After all areas have been brought to grade, all exposed areas
shall be seeded in accordance with Section 0282.
D. Compaction and Testing - All fills or backfill shall be compacted in
uniform layers of six (6) inches or less, using sheeps foot rollers,
power rollers, rubber tired rollers, or other compaction equipment.
Puddling or flooding will not be permitted. Establish complete and
even compaction of all fills at near optimum moisture. All fill
and backfill required shall be compacted to 95% of the Standard Proc-
tor maximum dry density ASTM D-698, method C.
The Contractor will retain, and pay for, the services of a soil test-
ing laboratory, which laboratory will be subject to approval from
the Engineer. The minimum number of compaction tests to verify soil
density shall be one (1) test per 5,000 square feet for every 8"
of fill depth. A minimum of two (2) tests shall be conducted dur-
ing each working day of the grading operation.
Services required include, but are not limited to, the following:
- Examination of the site during site preparation.
- Test proposed fill material for suitability.
Furnish field supervision and field tests to secure
required compaction.
Supply Engineer, In duplicate, copies of all reports
and tests.
Laboratory test shall be made of the material to be compacted, using
the standard Proctor Compaction Test prescribed under ASTM D-698,.
to determine the maximum dry density at optimum moisture content.
Field density determinations shall be made as specified and the
dry density thus determined shall be compared with the maximum dry
density obtained by the Standard Proctor Test. The dry densities
obtained by field test shall be at least 95% of the Standard Proctor
maximum dry density. Field density determinations shall be made
using the AASHO Standard Method T-147-54.
The Contractor shall notify the testing laboratory well in advance
of the time that testing services will be required to allow proper
scheduling and to avoid delay of the job.
0282 - Seeding
A. Scope of Work - The work included all disturbed areas.
B. Materials
1. The seed mixture shall be as follows:
.April.- July - Common Bermuda grass (hulled) - 8-12 lbs.
per acre
September - Januarv -
Tall Fescue - 20-30 lbs. per acre
Millet or Sudan - 15-20 lbs. per acre
-6-
• r .
2. All seed shall be labeled in accordance with US Department of
Agriculture "Rules and Regulations under the Federal Seed Act"
In effect at date of purchase of seed. All seed shall be fur-
nished in standard containers. Seed which has become moldy, wet,
or otherwise damaged in transit or storage shall not be accepted.
3. Seed purity, germination and weed content shall comply with the
following:
Minimum Seed
Purity %
Bermuda grass
(hulled)
97
Sericea Lespedeza
(unhulled) 80
Tall Fescue 98
Millet 98
Sudan 98
Minimum Maximum
Germination % Weed Seed
85 1.00
80 2.00
90 1.00
85 0.50
85 0.25
4. Lime - Apply lime at the rate of two tons per acre. Lime shall
agricultural grade, ground limestone. Ground limestone shall
contain not less than 88% of calcium carbonate content equiva-
lent and shall be of such a fineness to 90% will pass through
a No. 10 sieve and not less than 50% through a No. 50 sieve.
5. Fertilizer - Apply as follows:
For Common Bermuda Grass - Apply 500 lbs. per acre (12 lbs. per
1,000 sq. ft.) of 10-10-10 fertilizer or equivalent when
the plants start to green up in the spring. Topdress with
60 lbs. of nitrogen per acre (1-2 lbs. per 1,000 sq. ft.)
during the growing season.
For Sericea Lespedeza, Tall Fescue F Millet or Sudan - Ferti-
lize in early spring with 500 pounds per acre 12 lbs. per
1,000 sq. ft.) of 5-10-10 or equivalent.
All fertilizer shall be delivered in bags or other convenient
standard containers with name of material, name of manufacturer,
net weight and analysis on each bag or container.
6. Mulch - shall consist of small grain straw or tame hay, free
of undesirable weed seed. Mulch shall be applied at the rate
of 11-2 tons per acre.
C. Grassing Procedure
1. Advance Preparation - Acres to be grassed shall be brought to
the proper line, grade and cross-section, as shown on the plans
or as previously constructed before grassing operations are start-
ed. If any damage by erosion or other causes has occured after
the completion of grading and before beginning the application
of fertilizer and lime, the Contractor shall repair such damage.
-7-

This shall include filling washes, smoothing irregularities, and
repairing other incidental damage. Minor shaping and smoothing
of uneven and rough areas olide of the graded section shall be
done as directed by the Engineer in order to provide for more
effective erosion control and for ease of subsequent mowing
operations.
2. Tillage - All graded areas shall be thoroughly tilled to a depth
of at least 4" by plowing, disking, harrowing, or other approved
methods until the condition of the soil is acceptable. Where
soil conditions are such that difficulty is encountered in getting
clods and lumps effectively pulverized, the Contractor shall use
rotary tillage machinery until the mixing of the soil is accept-
able to the Engineer and no clods or lumps remain larger than
1P in diameter.
3. Cleanup - After completion of the tillage operation, the surface
shall be cleaned of stones, debris, or other objects larger than
11" in thickness or diameter and other objects that might become
a hindrance to maintenance operations.
4. Applying Lime and F#rtilizer - Following the cleanup operation,
lime and fertilizer shall be spread uniformly over the areas to
be grassed and shall be thoroughly mixed with the soil to a depth
of approximately 3". Ferilizer shall be applied at the rate of
application specified herein before, unless otherwise directed.
In all cases where practicable, approved mechanical spreaders shall
be used for spreading fertilizer and lime.
5. Seeding - Seed shall be sown within 24 hours following the appli-
cation of fertilizer and lime as specified herein before. Seed
shall be uniformly sown at the rate specified by the use of ap-
proved mechanical seeders.
The seeds shall be covered and lightly compacted by means of a
cultipacker or light roller. On slopes inaccessible to compac-
tion equipment, the seed shall be covered by dragging spiked
chains, by light harrow?ng or by other satisfactory methods.
Within 36 hours following completion of seed application, the
entire area shall then be mulched and the mulch shall be anchored.
6. Hydraulic Seeders - May be used for application of seed and fer-
tilizer. Seed shall not remain in water containing fertilizer
for more than 30 minutes prior to application unless otherwise
permitted by the Engineer.
7. Maintenance - The Contractor shall maintain seeded areas until an
approved stand of grass has been achieved. He shall add fertili-
zer or seed to bare areas as required, and water and mow as neces-
sary to acquire a good stand of grass.
8. Stand of Grass Required - It is the intent of this specification
that the Contractor be obliged to deliver a satisfactory stand of
perennial grass. If it is necessary to repeat any or all of the
work including plowing, fertilizing, watering and seeding, the
Contractor shall repeat these operations at no additional cost
until a satisfactory stand is obtained.
-8-
.. +M
DIVISION III - CONCRETE
0330 - Cast in Place Concrete
A. Scope of Work - The work to be performed under this section consists
of furnishing all labor$ equipment, tools, materials, and other neces-
sary to complete all concrete work associated with installation of
water sewer and storm drainage systems.
B. Materials
1. Cement - Shall be fresh Portland Cement, Type I or Type III con-
forming to ASTM C-150.
2. Fine Aggregate - Shall consist of clean, sharp sand, well-graded
from coarse to fine, consisting of hard durable particles, free
from silt, salt or organic matter. It shall meet all requirements
of the ASTM specification C-33.
3. Coarse Aggregate - Shall consist of clean washed gravel, free
from particles of wood or lumps of clay. Not more than 10%
shall pass the No.21 sieve nor shall it be larger than 1 inch.
The aggregate shall conform with the requirements of ASTM speci-
ficaton C-33.
4. Water - Shall be clean and free from oil, acids, salt or injurious
substance.
5. Cement, Fine Aggregate, Coarse Aggregate and Water - Shall be
so proportioned and mixed to produce concrete having a minimum
compressive strength of 3,000 psi at 28 days
6. Ready-Mixed:Concrete - If used, shall be mixed and delivered
in accordance with the requirements as set forth in the Standard
Specifications for Ready-Mixed Concrete (ASTM Designation C-94).
All ready-mixed concrete shall have a minimum compressive strength
of 3,000 psi at 28 days
7. Steel Reinforcement - Reinforcing bars shall conform to ASTM
Designation A-6-1,,5, Bars for Concrete Reinforcement.
C. Workmanship - Concrete shall be placed and cured in accordance with
recommended practices of the Portland Cement Association.
-9-
'r' ~ ~ -
4 f~ v ~ . ~ REVISIONS DATE i BY
r r
`N ~ E ~ ` ~ i I ~ i I
- ALL F'UADS IN THI$ ~ F'UADS IN THIS SUBDIVISION ARE HERESY DE~~LARED ~ C ~ ~ ) ~a ~ ~ VATE AND SHALL NOT BE MAINTAINED 87 THE NGR1H ~ ~ ~ - -
DEFAR?MENT Cf TRANSFORTATiOK PRIVA'E AND SHALL f CAROIINA CEPART~IEN '4i DIVISION GF 11GHW4Y5 TENAMCE U" ALL STR iOiINA CEPARTMENT OF TRANSPORTATION. THE MAIN- _ -----T-----
r Ru f. - t r SION SHALL. BE THE SUBDI`?ISi)N ..AC _)NSTFUCTIUV STANDARCS ;ERTlfl~t u , WNCE U " ALl STREETS AND ROADS ON THIS 'iUEiDIVI- gat" V P ' L. P Y'1 ~ ~ E 1 I R J Ci I 5 ( F,'~ i I `f~ ~ N SHALL BE THE RESPONSIBILITY Of THE LOT OWNERS GERALD v GRAJT, CERTIFY ThAT ~ _ _ _ ~-IS A~L~Eh~ i I
AND '~1 SHALL BE THI ~ ~ aP~ROVED. ROADS uP TO TFE 5 'T SHALL BE THEIR RESPONS191LITY TO BRIN~~ THE "HE SURVEY CREf,TES A SJB(~IVIS10~~ OF 1 15:.53' S0 0J' ~ 1 ~ - N iU°C, / •~6 W 14J.1 82.94' I ~D'; UP TO TFE STANDARDS OF THE NORTI- CAROLItU, ,AND 'NiTHin THE AREA OF A COUtvTr Ok ~ ~ - ,r-- _
r DiSTRIC' FNG NEER pEPAHTMEN' OF iRA~ ` CCUNC4 BEFORE AN7 MuNIriPAU1`' rHal HAS AN ORDINANCE: 2 ~ 3~ -~4' X0000' N8;"'c'3.~0 W s9~9.3' ~ 19.98' i ~ARTMEN' OF iRANSPORTA710N iECONDARY ROADS ',I ~ 233.31' ~U0~00' ~81 56'9" W ?31.20' __118 82'
r t DAIE:__----------_----- ?H1, PL<\T 4RE IhCLU JN' L BEFORE ANY PRIVATE STREETS OR R )ADS ')N 'HAT REGULATES 'ARCE'_S OF LANC. r ~ + ~ PLAT 4RE IhCLUDC.D, Al ANY TIME AFTER THE - - -
' APPROVAL r)F TH S F '.f AT[ MAIN'AIIJEG RO ~RUVAL +IF TH S Pt~r, INTO rHE NORTH cAROI ~Nn 4 + 202_6, 400.00 ~,3 3 200.11' .0":3.34' _ +T[ MAIN'AIIJEG ROAD SYS(EM. 10~ ~SG~00' J7`+"00~~~1'W ~J~4(" ~ -
F-- I ~ 0 32 6 3263' ~ <100.0)' NL1'°;315'E 3262' 16...32'
I - . 7 203.40' 40000' NO`+°2244'1 x.01.61' 10417'
V _ ~y owNEI>, Da F 8 ~ 182.39' ?OO CO' ~2~+~--,~ ~ . I _ _ 09'.3 6.13 .4,09' za
~6 9 ~ 75.45' 250,60' SI1'4'J'r7"'W15.16' 3801'
I - 1~ 0 ]0.31 1,000.00' N`~~°] ~19_ 4 7 _7' i 1 E 1 019 0 2 I
~ N,~I 111 'i~.A_f 11 123.26' :50,01' N~8°2F~'20'W 124.3?` 6835
lc ~ 54.09' 300.00' Srj~J°20'03'1' S4,0~'' 27.12'
I 1~ 31._.23 X14 ~4' N3_9°18'~`5'W 365.1' ]95.25'
AL'. LOTS WITHIN HAR&JR WATCH -SECTION it 14 I 2)046' 25000' 542°32'Il5'W 195,08 105,94' Tp THE BEST OF MY K NOwLEDGE, LJES ~ !
-.i WITHIN THE WS-I~J PA OF THE TAKE NORMAN- i ~ 1..~ 116.84' 450,00' _N4~1'28 17'1' 146,'9' _74 08' a Ail ARC IVI -
l r C+1T BA RI'JER BASIN, AS OESICNATED BY 11iE: 16 1 ~5.38~ :5000' hi ,"c6'13'W 181.85' 114 33' NORTH C JIINA D SIGN Of ENVIRONMENTAL - - ~-~r ~ c~ - c >x, -r. _ ~
l~ MANAGEMENT ANC~~ AS APPEARS ON THE WATEF- ~ 11 11 x_50.00' ,I1 ~9 O~ W ~6AG' ,3.~9' SHED PROTECTION MAP Of IREDELL COIWT+. '
~ 18 13.33' ;50.00' ~l:'"46'S7"~; _ G' :25.36' 68.9 _ r
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J GRAPHIC
N2T TC) SCALE THE SUBJECT PROP:RTY S NO- IN A ?F v "SPECLAI. HAZARD AREA" AS SHOWN ON Z[a o oa 200 eot soo
~ AL R\ 0AD ~OwN E CT ON DETAIL HUD/FIA FLOOD INSURANCE RA-E MAP COMMUNITY PANEL NUMBER 370313 )150B
EFFECTIT DATE MA'' 15, 1980. -
NOT TC. `.~CALt 1 IN FEE" ;
1 inch = 200 ft

N S ~ ~ ` V ~ REVISIONS DATE HY
A / ~ ~ V ~ ~ ~ N
~ ~ ~ ~ ~ v % /
~V rr ~c
f~ ~ ~ ' ,2s Ob' ' CONSTRU TIN W E C U SEQUENCE ~ S
~ i / ~ ~ ~ 1 Install sediment basin.
~ ~ ' i Q ' ~ Stri to soil. I~'
~ ~ ~ . , , ~ P P GRAPHIC SCALE
_ GR / ~ ~ ~ ~ 3. Excavate core ~ ~
~ ~ ~ ~ A ~ ~ i ~ ~ ~ 4. Excavate emergency spillway.
~ ~ 1 4 1 44 .ti ~ J 5. Fill and compact core.
qK ~ ~ / . , ~ , , ~f ~ ~ ~ ~ , ~ 1'1j~' ~ 6 Install principal spiilw~y.
~ ~ , ~ R ~ ~ i M q~
~o M N , ~ ~ - _ ~ ~ 1 i00h • 100 h 7. Install internal drama e s stem F 9 Y ~
F Construct embankment dom.
. ~ , ,w,. s ~ ~ \ 'l/ 9 Seed disturbed areas. '9

J 10. Remove sediment basin.
~ e> EUURE " x.+~EktENTS OF THE SOIL
; ~ REGUUTIONS OF THE VICINITY MAP NOT TO SCALE
~ ~ x.' ' M~ORCED BY THE , ~~aRTMENT OF
~ B ~ ~ ~ ~ :r THESE REQUIRE-
~ ~ \ , 1 ~ ~ \ 1 . • ~ 1 . _ LOWING: ~
~ ~ ~ ~ ~ SOUND COVER + wDTRUCT10N COMPACTED SOIL
~ ~ ~ ^v:~~~~NS EXIST ~
~ ~ as.oo~ ' , ~ ~ COVER MIN ~ MIL BE REQUIRED.
~ 1 ~ ~(1UNOS ~ y ~
\ ~ LIME ~
V ~ ~ 85p r ~r TrPE 'r~ ~ , a' MIN „ .,N
/ ~ 1'~ ~ a "iR0UN0 _ I I I- I I I I-I I ~l I I-III-I i I- i ~ ~ ~ -_i
I ~ ~ - ~ ~ ~ OE 150 ~ I ~ ~ ~ I ~-1 11=~ ~ ~ ~ ~ ~ ~-i ~=I '_I ~ ~ I I_-I
~ ~ ~ ~ ~ ~ ~ NEPaIRED ~ ~ ~ ~ ~ ~ ~ ~ 1=I ~ ~=1 I I=1.1=1 11= i I_I i I-' ; g
i I
~ ~ _ ~,f ~ ~ ---r' r, PICAL a.
i
h
~ /
, ~ ` ~ \ \ e \ \ i

~ ~ ~ - )~1 I~1i l n~ v I ~ ~ l ~ I ~ ~1 ~ 1 ~ r r- ~ e,_ ~ ~e~ ~I ~ _ _ ~ i~,r_
~ ~ ~ ~ i- j ~ I
~ -
~ ~ ~ .
~ ~ A L ~ a 4
, ~ r
~ ~ ~ ~ , ~ s 1 ~ ~ - . ~ .
~ r i ~ ~ I - ~ ~ ~ t ~ ~ _ , L
1 ~ - A t GENER L NFORMATION DAM 790 DAM 820
i ~ ~ / \ I ~ \
{ Uses for Impounded Water RECREATION RECREATI ON
O ~ - ~ ~ ~ '~r,,, I 1 ~ ~ Area in Normal Pool 4,1 A R ~ • c Es o.a ACRES •
I ' ` ~ Capacity 43 AC. FT. ~ t AC. FT.
1 Source of Water _ STREAM & RUNOFF i STREAM & RUNOFF -
1 i r I ' j y~' I I I ~ y ~ Embankment CA 22.000 CU81C YARDS 22 0 ~N ....Ru , oo cue~c ~~os
~ ;,t j, 1 r ~ ~ CT 1 a ' 0 • kSS/
~ ti 1 I ~ ~ U ~ ~e.ws,~k'.,.~, ~ • • cA , 2~ - S ~ e , ~ ~
I l ~ 1 , ~ ~ 2~.Opr ~
\ ; ~ ~ ' DAM spa , 5786 I ~ G~ . , r Z , ---r----- - ~ ~ . N ; ~,ti .
~ , ' I ~ .ti ~ r / ~l ~ ~ I I aIN Drainbge area 130 ACRES 9Q Ai,R~ ~ ~ ~ ~
1 ~ i ~ I .Y - . • Q. Average slope 129: STEEP ' 2X STEEP ' 4
• ~ ~ i ~ . I i 1 ~ i ~ ~ ~ I • 1NCE~ .
. - Land use TIN19ER 8716 , T'MBER 97>< ' r~
ri+l'M~ Treatment G000 GOLD
• 1 1 * 1 Hydroiog~c Soil Gr B a >
' - - ~ Curve gg 6~
~ --a
' 0esgn Fre uency Storm , q 1 a0 YR- , ~I; , _
t 5 ~ Storm d~stribut~an TYPE 1 ?.PE
~E Storm rainfall S 6.5 INCHt., , INl;~cS
e~ Peak runoff i----1
1fi9 CFS 125 rF, 3Y-~.
Hazard Classification CLASS A -LOW HAZARD CLASS r ~_~~~~t A R ~ H ZA C
w ?k` ` -
S,
i~F ' E W
5~ MIN. r r ' Y
~.S' $ U nce
. • Q
v
~ONSTRUCTI~ N - ~ 1 F 0
t8~ CU FTiACRE 5' ~ ~ ti ~ ~ i. CLEAR, GRUB, AND STRIP THE A~ w
AMOUNTS OF ORGANIC MATTER ANC' t ~
; _ Z ENSURE THAT FILL MATERIAL FvF ' •I s ~ ,1y l PLACE THE FILL IN LIFTS NOT TO E1li l l i ~ , O , ~
-II IF~I ~ 3 CONSTRUCT THE OUTLET SECTION ~F~ ' v.,. ~ ~ ~ ~ ~ ~ ~ ~ ~ I FABRIC OR A KEYWAY CUTOFF TRENCH 6E +r! . m d.
-III II I PLACE THE FILTER FABRIC BE'wffN ~ , NOT S' O
,'E'~ w,' `,EEDING FILTER FA~21C OF THE DAM, OR ~ `-'NS ' EXCAVATE A KEYWAY TRENCH ALOM~ t , Q '
CROSS SECTION OVERFILL "FOR THE TRENCH SHOULD BE AT LEAS? ~ } I a GRAVEL PAD TO BE 20'x 100 AND E" THICK MwIMUM
SETTLEM 4 CLEAR THE POND AREA BELOW THE ELE.+' ~u . S ALL CUT AND FlLL SLOPES SHOULD BE + • b. TURNING RADIUS SUFFICIENT TO
~ 6 ENSURE THAT THE STONE (DRAINAGEI SEA-', ~ r ~ ~ , ACCOMMODATE LARGE TRUCKS IS TO BE
~ 11 T T HA EXTEND TO THE BOTTOM OF THE $p ,,W , 7. CONSTRUCT THE MINIMUM FINISHED STONE `:P w.. , 3 PROViDEO "
THE OVER FILLED EMBANKMENT. KEEP THE THIr f ~.f , 4' MIN. ~ MUS1 BE LEVEL AND CONSTRUCTED TO GRADE TQ ~ ~ M s1~ c ENTRANCE(S) SHOULD BE LOCATED TO
~ MATERIAL USED IN THE STONE SECTION SHOut D Fit ~ ~ ~ , PROwDE FOR MAxIMUM unur~ BY ALL - ~,fRf , ~ CONSTRUCTI©N VEHICLES
`ti'~'> 1.S' STONE IS RECOMMENDED} AND A MAXIMUM STONE SILT ~ ~ ~ ~ « ~ ; t J - VOIDS OF THE LARGER STONES. THE STONE SHUuIG Mrt'`~r~ « ~ : ~ .~,tn t~,c '1
!-EN(,TH I ~ ~ ~ 9. ENSURE THAT THE STONE SPILLWAY OUTLET SEfT10~~ _ ~ ,~~t w. ~ d. MUST BE MMNTAINED iN A CONDITION 'M+Ib AN( WHICH WILI PREVENT TRACKING OR
~T ' ~ x 2:T SIDE MAX REACHED AND OUTLET VELOCITY IS ACCEPTABLE FOR THE pi ~w1Ui4 31r~~k~ } , ~ ~ ht Q SURROUNDING GROUND AND SHAPE THE CENTER TO C~~NINE 'Nl ~ " ~"t OIREr.T FLOW OF MuD ONTG STREETS
~ ~ 1 r EMERGENT ~ 0. DIRECT EMERGENCY BYPASS TO NATURAL STABLE aNEA`, lJ~~ t r ~..,,IKNI 5 ~ FILTER FABRIC BY-PASS i t. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREA AEA `.i '•+t PERIODIC TOPDRESSINC WITH STONE F M[ 1 N SILL BE NECESSARY, KEEP ,OME HAND
~ ` 6° BELOW CONSTRUCTION. ~ ` ~ ~[R w~~R QJ/ O~~G
IOU ~ I` C ` 1 1 SIDE SLOPE MAX SETTLED Tnp 12. SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAI '0 tHE l("Y A e. ANY MATERIAL WHICH STILL MAKES IT ~ ~ ~ ONTO THE RDAD M!iST 6E CLEANE[i OF
- OF DAM MARK IT IN THE FIELD. 13 AFTER ALL SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENiIi .p M ~ , IMMEDIATELY.
N ~':_~YN 4RE MINIMS iM ~ J' MIN AREA TO BLEND WRH THE ADJOINING AREAS AND STABLIZE PROPEIII~ ~ El d1EM1 SMOp ~EC~dI(Ul SMOOTH THE Mly DRAWN CGW
STONE SECTION N~Ed,; c • CHECK GVG
~_~'E~' 'EMPvGARr SED~MENi TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL REMOVE SEDIMENT AND RESTORE TRAP T IT T ) ~ ~'1 t~ ~ s° MIN J' DATE -
,,,,,E,, , , , _ o s L D S CRAGE VOLUME ~ , NTH EN HE ~ED,MENT HAS ACCUMULATED r~ ONE HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT CHAT MOVED IN B ~ SI N N M B E R ~F.~.NA?ED D~SpOSAL AFEA AND FE PLACE THE CONTAMINATED PART OF THE GRAVEL (ACING ~-1_~B~C FEET ~ ~ ? TH WEIR ~ 02-04 98
F~~ET - -t---- ET FEET ~ sCAi~E sHOwN \~,~r
NE_r THE SiR~i~_T~~RE F`1R DAMAGE FRIDM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH Of THE SPILLWAY TO iT' '~ANINIMUM ~ ~ ; f ~ ~ i i SE,~_~W 'HE ~C~w PrOiNT OF THE EMBANKMENT IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO $lif>Y A DESIGN A 5400 - o PROJ.
E AN. ply pAP DISP~A(ED f R'.'~M THE SPILLWAY MUST BE REPLACED IMMEDIATELY 1 ~ 12 coARSE AccRE~,A1E ti ND 98017
~~oE 1f 'HE ~M6ANVMEN. 4NL~ aL~ E)I;TIiRBED AREA] ABUVE THE SEDIMENT FOOL AND DOWNSTREAM FROM THE TRAP IMI~IATEL ~ ~ ,~1 F.(1 I lI l I ~ c 2-3`
F~ „~~~r.S Jv,'4 CFF' ~,~ar;
GRAVEL AND RIP PAP FILTER BASIN NOTES. APPLICABLE AT ALL POINTS OF
- ~ 5 12 INGRESS & EGRESS UNTIL SITE IS SHEET:
STABILIZED, FREQUENT CHECkS OF THE DEVICE AND TIMELY
d 5400 20 5
s° 12 MAINTENANCE MUST BE PROVIDED. ~
~ 12 TEMPORARY CONSTRUCTION -ENTRANCE,/EXIT 2 of

_ _ _ P.. N~ r
i
REVISIONS D~T& HY
~ o.o' souARE
NOTE: USE 4' REINFORCING BARS AT 6~ EACH WAY ' TRASH RACK
N0. 4 BARS AT
6' CSC EACH WAY • 30"~ HANDWHEEL
1'-0'
- - ( TIGHTLY 3'-0" r
t
COMPACTED EXCAVATED BACKFlLL TRENCH ~ 790.0 ~ - r t
I ' ~ M i
i PORTABLE COMPACTION EQUIPMENT 2'-O" .
_ SHALL BE USED TO ACHIEVE MlJV ~ ~ D MAXp/UM COMPACTION 24'Cb DIP 'r ° 4'-0' TYP, G48-48R
;i ~
4'-0' NP. ~
' {
4. l
- G48-48R ' ~ ,r, 1/4"X2"X12" STEEL
4' -C" ~ I ' S' YALVE STRAPS THROUGH BOLTED
y-~M 3 PER JOINT
. • SUPPORTS
G48-48R
TION 2-2 PIPE BEDDING AN iISEEP COLLAR SEC

'l
48-48R ~ l,~ G
2" STEM
r
G48-48R
- ~ ~ FlLO~RE TRASH RACK ' N0. 4 BARS <arF
~ I ~ AT 12" CC
\ 4' PERFORATED, CORRUGATED 4' PERFORATED CORRUGATED POLYETHYLENE TUBING. ~ .fi k_ ~ i -
POLYEIHYI.ENE TUBING. 106 PERFORATION PER if ~ v
ORA PER tf 106 PERF TION 0.060'W X 0.631 0.060'W X 0.631 ~ _ _ _ G48-48R 1 TE VAtVE 2 GA
~ a~ , FILTER °~0 WfTH BRASS SEAT ~ ~ .
-x-" ~ ~ , ~-.f. ,o. ' o c , FABRIC ~ o ~ . ' ~ 'o.'~, > MIRAFI 140 NL' a.e~ ~ 786.0
~
VARMINT GLWID - PERFORATED Flp PUlG 2 ;m,, _ . i' . . ~ 786.0 ..r...
.,~r+}i: AF$ X434 ~ - G48-488"
w wt 15'-0~ iy•K.6,~'.Y6" THICK p
i yp.~RETE 51A8 ~ ; AR • MIN 8X6-10 WWF ~ ~...•r.• Q ~ 782.0 ~ • .
P10~g; 1 DRAINS SLOPED TO ALLOW CRANKY DRANMGE ' 2 ALL DIMENSIONS ARE MINIMUM / ~ • - ~
3 FINE FILTER SHALL BE ASTM C-33 • i'-O' Z • ~ 4 . y t ~ ~ . - .
CONCRETE SANO OR EQUNALENT TM NP. 67 _ TYPICAL DETAILS OF INTERNAL DRAINAGE (4) COARSE FLIER SWILL. BE AS v . ~ i... ~ r - ~ .
S10NE OR EOUNALFNT ' " NOT TO SCALE . m. r . w. ' /f • ~ • _ V• G SIN
- V~ t NCRETE FOOTING r, ~ ~ ` , • " ~ ENO 4 REINFORCING BARS \..'p,~ fit'
`k tY C C EACH rVAY ( \ V~ 1(N~
rl ~ NC - 9._10•

saw+E
e. ~ `
I M~ W R - 790 DAM PRINCIP~t. ~PILI. AY RISE
6 LV scxE: i/4•-~'-o'
~ssso To' 10'
795.0 r--
796.80 MALI. INGN INFER ~
791.0 1 j. - -
8~ t?vti~ ~ gg
1
'90.0 NORMAL POOL I' ~
~ ~ J PRINCIPAL SPILLWAY RISER c 3 4
3 ~ J
a ' r
1 ' EMBANKMENT t W ~ l:
( EMBANKMENT !IP
_ {
a a
o
~ -
ORIGINAL CORE 2 CROIN,p a
I ZONED COMB DRAIN
1
I
~ti2 0 24' CONDUIT 766 ANTISEEP COLLAR '
2 P - (TYP. 3 (ACES)
3
i I J
~ , DRAIRN sMs
5, S. CHECK cvc
D2-04-98
18' - DATE
SCALE s?+owN
40' ~ I4' 26' ~ ~ .
36' PROJ. 98p17DAN79O No.
37 90' 110'
i
200
SHEET.
3
SECTION 71, 1 CENTERLINE PRINCIPAL SPILLWAY
No scut
v< ,

+ -
•
REVISIONS DATE BY
i
=i
10.0' SQUARE
rv~-~i~ '~.,:F a" REIrr~ORC~NG BARS 4T 6" `-ACH WAY
TRASH RACK N0. 4 BARS AT
6" C/C EACH WAY t s
_ 30"~ HANDWHEEL ---r ~-o'
~ ~ ~ j TIGHTLY +-r + t-
' j ~ COMPACTED I BACKFlLL E7cCavaTED i i TRENCH i.~
i ! li. I _ ~ i~t-
I ~ PORTABLE COMPACTION EQUIPMENT 2'-0'
I/ - - SHAH BE USED TO ACHIEVE _ .I - l f ~ ~ i MAXIMUM COMPACTION 24'1 DIP ~ ,
G48-48R 4'-0° TYP. U

i ~ ~ C' i 1 a 4'-0' TYP. r
___i_ ~
_ - 4'
~,_6. _ c4e-48R .
I 4'-0' 1/4"X2"X12° STEEL S' VALVE STRAPS THROUGH BOLTED "
3TEttl 3 PER JOINT
SUPPORTS • r
G48-/8R
as t SECTION 2-2 PIPE BEDDING v iSEEP COLLAR
~ ~
''t Gab-48R -k Y
2" STEM r
G48-48R "
COARSE TRASH RACK " N0. 4 BAft$ °
FILTER AT 12~ CC . _ Z
4' PERFORATED, CORRUGATED , _ 4' PERFORATED, CORRUGATED POLYETHYLENE TUBING.
' POLYET}IYLENE TUBING. ~ 108 PERFORATION PER LF ro
~ 106 PERFORATION PER LF 0.0801N X 0.83'L 12" GATE VALVE G48-48R -
o° a, o o ~ ; ~.r... FILTER u n ~ < <i ~ ~ ~ ~ r WfTH BRASS SEAT '
_ FABRIC ' ~ ` nc , ' ~ .n~~~~ NIRAFl 140 NL' o o ' a u . o o' ~ .
706.0 ~'~EE_.~' ~ ,
VARMINT GUARD PERFORATED END PLUG 2 796.0
AFS /434 _ _ / ill'~b' THICK 2 .>f• BETE SLAB G48-488..
15'-0' eye-lo wwF 2'-s' 2'-s' •
NOTES: 1 DRAINS SLOPED TO ALLONr'GRAVTTY DRNNAGE 2 ALL DIMENSIONS ARE MINIMUM . , , 702.0
3 FINE FlLTER SHALL BE ASTM C-33 - _ _ • • ~ CAR
CONCRETE SAND OR EQUNALENT ~ OARSE FlLTER SHAD BE AsrM NP. 67 TYPICAL DETAILS OF INTERNAL DRAINAGE ` ~ ~ ~ , r ~ • `Q* •
STONE OR EOUNAIENT v NOT TO SCALE Z • ~ ~ • -.a ; ~ i
I a~~~~ r ~ G1, Ste. ~ ~ ~ ` ~'"~'"i ONCRETE FOOTING • 6786
~ ~ ' ~ SE NO. 4 REINFORCING BARS ~ . ~ • T 12' C/C EACH WAY G~ ~ C
9'-10' ~Q
SQUARE
•
0
PRINCIPAL SPILLWAY RISER - 820 DAM
20' 4•.T'_Q•
sue'
1 828.50 0 1U
_ 825.0 r
823.0 MAX. HKiH MIATTR
_ 821.0 / -
' ~ 8, 5X ;MM
0 NORMAL POOL _ - N
- PRINCtPAI SPP, LW'AY 3 RISER
' 3 1
1 a r.
EMBANKMENT _ _ a
EMBANKMENT 5 . ~ { / \ .
ORIGINAL . 2 GROlMrO CORE
` ~ .r ~ I ZONED COMB DRAIN i I
_ -
t \ f
0 ~ ~ 24~ CONDUIT ' J 796.0 AN115EEP COLLAR
2 (TYP. 3 PLACES)
J 1 I ~ J
1
J ` DRAWN sl~s
CHECK cvc
5' S'
18' DATE 02-04-98
~ 55' SCALE s?+owN
36' 40' 14' 28' _ 37 PROJ. sso~7o+ws2o
~ 90' 110' _ N0.
X00
SHEET:
SECTION 7 - 7 CENTERLINE PRINCIPAL SPILLWAY
NO w¢i

4 d Y. 1Y_
REVISIONS D~'t~ ~~t
CENTERLINE PROFILE
DAM 790
SECTION 5 - 5
- r- -T-- _
T i I
~ ~
i
I ____l_
' ~ I ~ ~ ~ I I
~ I ~ i ~ 790 SPILLWAY
, t I ~ ~
~ ~ ~ LONGITUDINAL SECTION
~ ~ ~ ~ t - SECTION 4 - 4
I ~ ~ T ~ 7
I~ 1 ~ l i I ~ I ~ ! ~ j
~ i i ~ r G_ _ ± I i i ~ ~ U
~ ~ I j i ~
II ~ I • 1 i / I "`i
t -j _ - - - ~ 796.SO ~ I I ~ 1~ 80 -
i ;fOR MENT~ i - ~ ~ I I ~ ~ i 1 ~
I
~ I i I _ i I I I + 20
~ TOP OF 795. - --t - ~ - DAM El. 0 i I ~ ~ i ~9i o ,
I - z WATER LEVEL 790.0 ~~Q
i / ' 791. 1 III ~ ~ i ~
1 ~ ~ I~ t
20~ ~ i ~ ~ ~ I ` -
I ~ ~ I 1 r
~ __.-L._. i ~ SPILLW i~0
i I i KME ~ r~ i ~
_ ---f- ~ , ~ i ~ ~ ~ s, ~
I ~ ' t I ~ ,r, , ~ ~ ~
I ~0 ~
~
~ 1 EXISTI BRM1C ~ I ~ ~ ~
_ ~ i
~ 1 ~ / I t I ~ ~ ~ ~ ~j~ ' ~ i ..y' e ~
~
i 160
y - OIP i ~ d ~ ~ ~ ,1 ! .
II I ~ ! ~ I I
I
I ~ CUT THE I ' I ~ ~ y:. - j i -r-- f'I,£~' ~ i
i ~ h' i ,
~ I - I
- N ~ ~ J I O ~ ~ In l(1 t(i ~ ~ - ~ - ~ ~ ~I I ~ ~I ~ 0.i r~ ~ I 1 ~t ~ ~ ~i ~
i i ~ ~ I I o c' o ~ ~ A ~ r~ ~ r,~ r~' `~I apt i N RO
_ _ _ _ ~ _ _ -1- - _ I ~ r o0 a~ a0 r- ~ 'L ~
9„ ~ ~ ~ 0; ~ESS/~ ;ti
~ U 3+00 4+0~~ 0+00 1~+ 0 ~ •~na~~x;.~ r Q ~+00 ~ ~ ,
- ~ 1
" ~ ~ ~ p ~ ~
INCEN
4~

CENT R IN P F . E L E RO
SECTION 10 - 10
DAM 820 820 SPILLWAY
SECTION 11 - 11
---r---- , - - - , - LONGITU IN DAL SECTION
X30 _ C.. i r -1
~ I ` I 826.0 I k ~
_ ~ 5X RRLL / _ I M I i _
I i ~ i
-j- ~ - - -
I SETTLE Flll ~ L ~ I ~ i ~ 8-0 - ' --t---r---~-----~ ~
~ / ti c 4 ~ i
021. ~ - i _ ~ i ~
\ ~ ~ ~ -t-- F
20' j ~ ~ / \ I i ~ ~ ! ~ , J,
- - - ~ ~ sP~uw~ G
f, ~ I i ~ r ~ ~ ' 0;~ v
i ~ , ~~j EM M ~ t 1 r I ! ~
o I I ^ ~ - CD --r ~ ! i ~
o ~ i I j + i ~ i l m I ~ I ~ I ~ C~
- i ( I j ~;l)~ - ' ~r-~ -
i ~ ~ I W I I ~ I I i ~ i ~ I ~ ,
i I I ~ ~
-a_.._-.+ - ' I I 14' _ - _ - - ,
I ~ ~ ~ ~ ~ ~ DIP t \ CONDO ~ ~ , i Q
I ~ I ~ ~ i
' ~ I ~ i ~ ~ i I 790 ~ _ Q
~ ~ ~ I ~ ~ i ~ I ~
_ ` ~ - - --1----.a
' ~ j - i i
I I i ~ !
I 780 - i
' j i
DATUM ELEV ~
t~0.5 i I V I rr ~i~ i 1 ~ O r'1 N r~ O ~ ~„~i ~ M 00 Cfl 775.00 - ---a sNs DRAWN ,I
_ { G r" r N ~fl CJ I~ ~ N d' ~ 00 ~ CG
~ ~ ~ ~ ~ ~ ~ ~ ~ CHECK ~ rn o rn ~ ~r ~ ~ ~ ~ N CJ N N J N N r ~ O ~ I
ao a, a~ ~ I ~ DATE o2-o4-9e
_.~_1 I
0+00 1 + SCALE sHOwN 00 2+00 3+00
- • P d.
98017DAM
3
x j t tr sm 40 5~ of
r / I