20020508 Ver 3_Modifications_20080710

CLEARWATER ENVIRONMENTAL LETTER OF TRANSMITTAL
CONSULTANTS, INC.
718 Oakland Street
Hendersonville, NC 28791
[phone]
FAX [phone]
DATE: PROJECT: 307
Cyndi Karoly 07.09.08
ATTENTION:
NC Division of Water Quality Cyndi
RE: Balsam Mtn. Permit Modification
1650 Mail Service Center
DWQ# 20020508 wr-~ vGr 3
Raleigh, NC 27699-1650

WE ARE SENDING YOU ® ATTACHED ? UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS:

COPIES DATE NO. DESCRIPTION
5 07.09.08 Balsam Mtn. Permit Modification

Pr 7% 1

THESE ARE TRANSMITTED AS CHECK BELOW:

® For approval ? Approved as submitted ? Resubmit copies for approval
? For your use ? Approved as noted ? Submit copies for distribution

? As requested ? Returned for corrections ? Return co pc"fag

? For review and comment ? Materials returned after loan to us ? u ``f
JUl_ 1 0 2008
REMARKS:
DENR • WAFER QUpUYY
WETLANDS AND Sj0RMWAMR BRANCH
Enclosed is the $570 application fee, and five copies of the Balsam Mountain Preserve Permit Modification.

Please do not hesitate to call [phone] if you have any further questions.

COPY TO: SIGNED:

CLEARWA R ENVIRONMENTAL CONSULTANTS, INC.

CLEARWATER ENVIRONMENTAL CONSULTANTS, INC.

O - O .S (a v,3

July 9, 2008

Ms. Cyndi Karoly
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699

RE: Permit Modification D
500 acres) Jl;l ,1 ~uJB
Balsam Mountain Preserve Jackson County, North Carolina
DWQ No: 20020508 ver. 2
't-3 ~ 'tvaitN UUAIJIY
Us F+NO StORMWATERB{tANCtt
We L M
Dear Ms. Karoly,
Clearwater Environmental Consultants, Inc. (CEC) is respectfully requests a modification
of the 401 certification issued by DWQ on May 14, 2008. This submittal follows a
conference call with DWQ and Balsam Mountain Preserve (BMP) representatives on
June 12 and 16, 2008 and July 7, 2008
Balsam Mountain Preserve (BMP) is located just south of U.S. Highway 74 in, Jackson
County, North Carolina (Figure 1 and 2). Access is also provided off of Sugar Loaf Road
and Cabin Flats Road. The applicant, BMP, is requesting a modification to the NC
Division of Water Quality (DWQ) 401 Certification dated May 14, 2008. This letter
specifically requests that Condition 12 of the Certification be modified to allow
reconstruction of the pond at its previous location and Condition 8 be eliminated as the
mitigation conducted by BMP currently meets and exceeds all mitigation requirements at
the highest ratio.

DWQ Condition 12. This office does not approve rebuilding of the failed impoundment
since the stream immediately below the dam is on bedrock and therefore there will be a
high potential for dam failure.

BMP has hired Pinnacle Engineers to prepare a detailed engineering plan for the
reconstruction of the failed dam. This plan was prepared and signed by Mr. J.C.
Bumgarner, PE and the set of plans are enclosed for your review.

718 Oakland Street
Hendersonville, North Carolina 28791
Phone: [phone] Fax: [phone]
www.cwenv.com

Balsam Mountain Preserve
07/09/08
Page 2
DWQ asked how will base flow be maintained.

Continuous water flow through the pond and into the stream will be achieved by a
waterman gate valve. This flow will be drawn from the bottom of the pond, at the
base of the overflow pipe, to provide a cold water release.

DWQ asked why didn't the failed dam get the same level of supervision as being
promised for the new dam;- an engineer to provide the design, construction supervision
and compaction testing?

The original pond was designed to a standard typical of a non jurisdictional (non-
high hazard) pond. The new pond has been designed by a Professional Engineer,
and will be constructed as if it were a high hazard dam, even though it is
classified as non-jurisdictional by the N.C. Department of Land Recourses.

DWQ asked how is the proposed dam different than what was built before that reduces its
risk for failure?

The proposed dam incorporates a chimney drain and a diaphragm drain that
prevents internal erosion along the outflow pipe. Piping has been upgraded to
ductile iron versus the aluminum originally installed. The emergency spillway
size has been increased. Soil test have been conducted on select material for
particle size, compaction, and permeability. Compaction and moisture test,
during construction, will be performed and evaluated by a certified engineer.

DWQ Condition 8. Mitigation Ratios need to be recalculated and resubmitted for
approval using the highest multiplier (least favorable) based on high quality streams pre-
development before the proposed impacts may occur. DWQ authorized impacts total
3,197 linear feet.

• BMP has submitted an extensive mitigation plan that meets the highest
multiplier (least favorable). A summary of all the mitigation greatly
exceeds the 2003 Stream Mitigation Guidelines even at the highest
multiplier (least favorable) ratio.

The mitigation plan as approved includes 200,328 linear feet of stream
preservation. Included in this preservation is 88,600 linear feet of trout
waters (Dark Ridge Creek, Cabin Flats Creek, Flint Springs, and
Doubletop Creek) with 100 foot buffers on each side. All of theses
streams are known to have southern strain brook trout (Dr. Peter
Gallbreath, Genetic Identity of Brook Trout in Coldwater Creeks of
Willets Tract, 2000.) The 2003 Stream Mitigation guidelines state that
preservation may stand alone where high-value waters will be protected or
ecologically important waters may be subject development pressure. The
preservation alone exceeds the most recent mitigation requirements, even
at the highest ratio, for all proposed impacts within the development.

Balsam Mountain Preserve
07/09/08
Page 3

Preservation with more than 3 times the required buffer was conducted at
a 27:1 ratio.

There are also two significant Natural Heritage Sites as identified by the
NC Natural Heritage Program, within the preservation areas, Cold springs
gap and Licklog creek.

• The remaining 111,728 linear feet of preservation have 30 foot buffers on
each side of the stream.

• Brook Trout reintroduction 7,657 linear feet on Cashie Branch Creek

• On-site enhancement 569 linear feet

• Culvert removal restoration 2,520 linear feet.

After reviewing the 2003 Stream Mitigation Guidelines, it is the opinion of CEC, that
BMP has greatly exceeded the 2003 stream mitigation requirements at the highest ratio
(least favorable) and no further mitigation should be required.

Balsam Mountain Preserve respectfully requests that their Certification be modified to
reflect the information provided and provide authorization to reconstruct the pond as
proposed. If you have any questions or comments concerning the information provided
please do not hesitate to contact me at 828-698-9800.

Sincerely,

cF 12. Clement Riddle, P.W.S.
Principal

cc: Mr. Roger Edwards; NC Division of Water Quality - Asheville Regional Office

Enclosure: Design Specifications for Dam at BMP, Pinnacle Engineers.

Q0

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, P.G., P.E. Michael F. Easley, Governor
Director and State Geologist William G. Ross Jr., Secretary

May 7, 2008

Mr. J.C. Bumgarner, PE
Pinnacle Engineers PC
81 Weaverville Road, Suite 4
Asheville, North Carolina 28804

Re: Dam Reconstruction at 13th Green in Balsam Mountain Preserve
Jackson County
JACKS-062

Dear Mr. Bumgamer:

This is in response to your letter of April 29, 2008 and accompanying plans and specifications
for the reconstruction of the dam at the 13th Green in the Balsam Mountain Preserve.

It is our understanding that a survey of the impoundment area was previously done by Ed
Holmes & Associates Surveyors. The survey found the surface area of the previous pond to be
0.766 acres, and the maximum impoundment volume to be 7.55 acre-feet. Based upon this
information, it would appear that the proposed 0.5-foot increase in the dam height would still
impound less than 10 acre-feet. Therefore, the dam will be exempt from the Dam _Safety Law of
1967.

Should the dam construction or impoundment capacity be altered such that the maximum
impoundment capacity will be 10 acre-feet or more, then a dam safety permit is required.
Additionally, a dam safety permit is required should downstream conditions change such that a
dam failure would endanger human life.

State and Federal water quality permits and erosion and sedimentation control approval are still
required prior to construction. We certainly recommend that the dam be constructed to high
engineering standards because of the potential for environmental damage downstream should the
dam fail.

incerely,

James D. Simons

Cc. Janet Boyer
Roger Edwards

Geological Survey - Land Quality • Geodetic Survey
Division of Land Resources - 1612 Mail Service Center, Raleigh, North Carolina 27699-1612
512 North Salisbury Street, Raleigh, North Carolina 27604
919-733-38331 FAX: [phone] Internet: wwvv.dlr.enr. state.nc.us/dlr.htm
An Equal Opportunity \ Affirmative Action Employer -50% Recycled 110% Post Consumer Paper

1

' Specifications
For
Balsam Mountain Preserve

Sylva, North Carolina
' April 4, 2008

1

1

1

'Y o

D
Jl..~l. 2008 PINNACLE
ENGINEERS PC
''nOf IY TE BRANCH A
81 sheville, l North Carolina 2 804
828/658-1704

' Specifications

For
Balsam Mountain Preserve
Sylva, North Carolina

' April 4, 2008

1

i

i

01- OS o g v3

S ecification Contents

Borrow

' Construction Fabrics 2

Concrete Construction 3

' Concrete Formwork 8

' Concrete Reinforcement ...........................................................................................................10

Drainage Pipe Installation .........................................................................................................14

' Ductile Iron Pipe .......................................................................................................................17
Masonry Head Walls .................................................................................................................18

Miscellaneous Concrete Construction 20

Pipe and Materials 22

Select Backfill 24

' Site Stabilization .........................................................................................................................26

' Maintenance Plan 32
Safety and Accident Protection 33

' BORROW

' SCOPE:

The work of this section consists of furnishing, loading, hauling, and placing of borrow material in the
construction of embankments or the work of other sections as shown and specified.

GENERAL:
' Selected to meet the requirements and conditions of the pa
rttcular fill for which its use is intended. Sand-clay
soils capable of being readily shaped and compacted to the required densities. Free of roots, trash, and other
' deleterious material. Unless specifically provided, no borrow shall be obtained within the limits of the project site
without written approval.
' Borrow shall consist of material obtained from sources provided by the Contractor and shall meet the
requirements of the classifications in accordance with USCS listed below:

1. Acceptable Classifications: GW, GP, GM, SW, SP, SC, SM, ML, and CL.

2. Unacceptable Classifications: PT, OH, OL, CH, AND MH.

' Cohesionless Materials: Cohesionless materials include poorly and well graded gravels (GP and GW) and poorly
and well graded sands (SP and SW). Cohesionless soils are generally regarded as free draining.

' Cohesive Materials: Clayey gravels (GC), clayey sands (SC), lean clays (CL), fat clays (CH), silts (N/EL and MH),
and organic (GM) and silty sands (SM) will be considered cohesionless only when the fines have a plastic index of
' 0. Otherwise they will be considered cohesive.

COMPENSATION:

No direct payment will be made for the work covered by this section. Payment at the contract prices for
Y the
various items in the contract will be full compensation for all work covered by this section including but not
' limited to furnishing any borrow areas; any right of access to borrow areas; and dressing and shaping of fill areas.

1

CONSTRUCTION FABRICS

SCOPE:

The work shall consist of the use of construction fabrics as shown on the plans. It shall include the (1) Placement '
of fabrics as shown on the plans, (2) furnishing said fabric in accordance with both the plans and specifications.

GENERAL REQUIREMENTS:

Fabric shall be placed in accordance with the manufacturers recommendations for the intended use. The engineer ,
shall inspect the fabric prior to and during use to confirm that the fabric is in good condition and not damaged
during shipping or installation. For drain systems fabric shall be lapped a minimum of 1.5 feet and fastened with '
corrosion resistant fasteners or sewn.

MATERIALS: '

All fabric used shall be Trevira 1135 or an approved equal.

2

CONCRETE CONSTRUCTION

SCOPE:

The work shall consist of furnishing, forming, placing, finishing, and curing all concrete and furnishing and
placing reinforcing steel complete as required to build the structures as shown on the drawings and included in
' these requirements.

' GENERAL REQUIREMENTS:

Testing of Concrete delivered to the site under this Section will be done by a Laboratory selected by and
' responsible to the Engineer; the cost of such testing will be paid by the Owner. A representative of the
Laboratory shall check conformance with concrete design mixes and shall make the specified test cylinders.

' Detailed Drawings shall be submitted for review; one sepia and two prints of each shop drawing shall be
submitted for review by the Engineer; no shop drawings will be reviewed by the Engineer until checked and
approved by the Contractor.

MATERIALS:

' APPLICABLE SPECIFICATIONS - Materials shall conform with the following American Society for Testing
and Materials Specifications, applicable parts of listed American Concrete Institute standards and other indicated
specific requirements, each of the latest current date when not in conflict with these written specifications.

Aggregates for concrete shall conform to ASTM Specification C33-80, Specification for Concrete Aggregates.

Portland cement shall conform to ASTM Specification C150-80, Portland Cement Type I or Type III for high
early strength.
' Air-entraining Portland cement shall conform to ASTM designation C150-80, Portland cement, Type IA air-
entraining cement or Type IIIA, high early strength air-entraining cement.

' One brand and color of cement shall be used for all exposed cement.

Water shall be of quality approved for drinking purposes.

' Steel reinforcing bars shall conform to ASTM Specification A615-81 a, Specifications for Deformed Billet-Steel
Bars for Concrete Reinforcement, Grade 60, unless otherwise shown.

Air-entraining admixture shall conform to ASTM Specification C260-77, Specification for Air-Entraining
Admixtures for Concrete, when used with Type I or Type III Portland Cement.

Metal accessories, spacers, chairs, ties and inserts shall suite the job conditions and be standard commercial
quality. All items within 3/4-inch from exposed concrete surfaces shall be zinc coated or otherwise treated to
prevent rust.
Liquid-membrane-forming compound shall be Clear Bond as manufactured by Guardian Chemical Company;
Masterseal as manufactured by Master Builders Company; or Sealtight CS-309 as manufactured by W. R.
Meadows, Inc.

3

Where " Bulb Type waterstop" is shown or called for on the drawings, the water stops shall be manufactured
from virgin polyvinyl chloride or rubber, and shall have adequate inside strength, elongation, resistance to '
chemicals and aging, and other properties needed to insure good performance.

CONCRETE DESIGN PROPORTIONING: '

The Concrete shall be designed for a minimum compressive strength of 4000 psi at 28 days. The water cement '
ratio should not exceed .45 by weight.

At least 4 cylinders shall be taken at each day or each 50 cubic yards. One cylinder shall be tested at 7 days, 2 at 28
days and 1 spare. The average compressive strength shall be a minimum of 3000 psi. '

The concrete shall be air-entrained with air content from 6 percent to 8 percent total air as determined by the
method of ASTM Designation C231-82. No other admixture is approved for use. '
The design mix with proof testing shall be submitted for review and shall be the control for all concrete.

PLANT CONTROL:

Concrete shall conform to ASTM C94-81, Ready Mixed Concrete except as specified otherwise herein. ,
Approval of the Contractor's selection of a Concrete Supplier shall be contingent on the ability of its concrete ,
plant to meet the measurements of ASTM C94-81. The laboratory shall check the equipment and procedures for
measurement of materials prior to manufacturer of concrete. (Article 7 of C94 specifies measurement tolerances)

The Laboratory will check the concrete plant controls during the manufacture of concrete to assure that specified '
tolerances from the Control design mix are not exceeded. Variations will be reported to the concrete plant and
the Engineer. Excess variations from the specified tolerances will be reason for termination of the use of concrete
from this source. '

FIELD CONTROL:

Workmanship shall conform to the applicable parts of the American Concrete Institute "Building Code
Requirements for Reinforced Concrete," ACI 318-77, and "Specifications for Ready Mixed Concrete" ASTM
C94-81 unless specified otherwise herein.- '
Control of quantities shall be in accordance with Articles 7 and 8 of ASTM C941, providing concrete in
accordance with the concrete mixture design. ,

Should any concrete be delivered to the job site with a measured slump varying by more than 1 inches from that
specified by the mix design the concrete shall be returned to the supplier.

No water shall be added to concrete at the job site except under the control of the supplier within the limits of
paragraph -04. (A) Herein and no water shall be added after cement has been in the mixer for more than one
hour.

Samples shall be made to provide a test for each 50 cubic yards of concrete placed and or each day during which
concrete is placed. A test shall consist of four cylinders; one cylinder shall be tested at age 7 days and two at age
28 days and one spare.

4

Concrete that has a compressive strength at 7 days less than 2250 psi will be unsatisfactory and will be
' automatically rejected.
Copies of Suppliers delivery slips with weights of each ingredient, total mixing water including any added on the
job shall be furnished to the Engineer.

FORM WORK:

The form
work shall conform to Chapter 2 -Construction, of ACI 347-78, "Recommended Practice for Concrete
' Formwork" except as modified or required by these specifications.
Exposed corners shall be chamfered, except as otherwise specified or shown.

' REINFORCEMENT:

Reinforcement required by the Drawings, detailed in accordance with ACI 315-74 (1978),'shall be accurately
placed and supported. Additional chairs, supports or tie rods shall be placed if the construction procedures results
in displacement or bending of reinforcement.

' CONCRETE PLACEMENT:

' All embedded items such as reinforcement shall be in place and checked out before the placement of concrete for
any section is commenced.

' The requirements of Chapter 5 of ACI 318-77, Mixing and Placing Concrete, and the requirements of these
specifications shall apply.

All concrete shall be vibrated while being placed to assure against honeycomb and shall not be over-vibrated,
causing segregation and collection of water or air pockets on the surface of forms.

' Concrete shall not be dropped more than six feet in placing; for pours more than six feet in height, concrete shall
be placed through intermediate chutes, vinyl hoses, or other wise to prevent segregation.

' Fresh concrete placed over horizontal joints that have hardened shall be placed in a bed of grout made from one
part cement and two parts sand having enough water to cause the grout to flow. The grout shall be approximately
two inches thick and shall have been mixed with cement not more than 30 minutes before the concrete is placed.
' Horizontal and Vertical construction joints shall be as shown on the drawings.

5

CONCRETE FINISH:

Within 24 hours after forms are removed from vertical walls, surface defects shall be remedied as specified herein. ,
For permanently exposed surfaces, fins shall be removed and holes left by removal of tie rods shall be reamed and
filled by dry-packing. For all surfaces, honeycomb and other defective areas shall be cut back to sound concrete '
and to a depth of not less than 1 inch. The edges of the cut shall be perpendicular to the surface of the concrete.
The prepared area shall be dampened and brush-coated with neat cement grout. The repair shall then be made
using a stiff mortar, preshrunk by allowing the mixed mortar to stand for 45 minutes and then remixed, '
thoroughly tamped into place; in lieu of hand patching, a small shotcrete gun may be used. Patches shall be
finished flush with adjacent surfaces. For surfaces permanently exposed to view, the cement used shall be a blend
of job cement with white cement proportioned so that the final color after curing will be the same as the adjacent ,
concrete. The temperature of concrete, mortar patching material and ambient air shall be above 50 degrees
Fahrenheit while making the repair and during the ensuing 72 hours moist curing period. Concrete with excessive
honeycomb, or other defects which affect the strength of the member, will be rejected or the defects shall be '
corrected as directed by the Engineer.

HOT AND COLD WEATHER CONDITIONING: '

Provision shall be made for heating the concrete materials and protecting the concrete during freezing or near ,
freezing weather. Whenever the temperature of the surrounding air is below 40 degrees F. all concrete placed shall
have a temperature between 50 degrees F. and 80 degrees F. and means shall be provided that will maintain a
temperature of not less than 50 degrees F. for at least 3 days.

During hot weather, special precaution shall be taken to keep the concrete damp and to prevent extreme high
temperature in the concrete. '

CURING:

Curing shall be accomplished by prevention gloss of moisture, rapid temperature change and mechanical injury or '
injury from rain or flowing water, for a period of seven days when normal Portland cement has been used, or
three days when high early strength cement has been used. Curing shall be started as soon as free water has '
disappeared from the surface of the concrete, after placing and finishing. Where concrete is cured informs, the
forms shall be kept continuously wet. Curing may be accomplished by one or a combination of the following
methods;
Moist Curing - Unformed surfaces shall be covered with burlap, cotton, or other approved fabric mats or with
sand, and shall be kept continuously wet. ,

Membrane Curing - Unformed surfaces (including surfaces from which forms have been removed) shall be
coated with liquid membrane-forming compound, applied by power spraying equipment, in a two-coat ,
continuous operation at a coverage of not more than 200 square feet per gallon for each coat.

REMOVAL OF FORMS:

Wood forms for supported concrete may have vertical faces removed 24 hours after concrete has been placed.

t

6

SUPPLEMENTAL REQUIREMENTS TO ACI 301:

Chapter 3
' Slump requirements for various uses conform to the following table:

Structure Slump (inches)
Footings 3 + or - 1 /2 inch
Thick Slabs and thick walls
(Over 12 inches) 3 + or - 1 inch
' Section 3.8 - Article 3.8.5 shall be deleted.

Chapter 4 -

Section 4.1- Earth cuts used as forms may be permitted if approved in writing

Chapter 5

Section 5.2 - All mild steel reinforcing shall have a yield point of 60,000 psi.

' Section 5.5 - Unless otherwise specified on the project drawings, splices of reinforcing bars shall provide an
overlap equal to at least 29 times the diameter of the smaller bar in the splice but not less than 24 inches. All
' smooth dowels shall be 3/4 inch diameter and 28 inches long.

Chapter 6
' Section 6.3 - Waterstops shall conform to the location and design indicated on the project drawings. Water stops
shall be continuous, and joints shall be solvent welded in the field or otherwise attached to provide such
continuous cut-off to water flow. Waterstop shall be Vinylex RB6 -38H and RSB6-12 or equivalent as approved
by the Engineer.

' EXPANSION CONTRACTION JOINTS:

Expansion Contraction joints shall be 3/4 inches wide with dowels placed according to the details. Each joint
' shall have a backer rod placed with the top 3/8 inches below the finished surface. The joint then shall then be
treated with "Sonolastic 729 Primer and Sonoborn Two Part Polysulfide Sealant" by Sonneborn Corporation or
an approved equal. The expansion contraction joints shall be placed on 25 foot centers as shown in the plans.

7

1

CONCRETE FORMWORK

SCOPE:

Extent of formwork is indicated by the concrete structures shown on the contract drawings. '
Work shall include (except as specified elsewhere in the Contract Documents) providing formwork and shoring
for all cast-in-place concrete and installation into the formwork items finnished by others, such as anchors, plates,
inserts, and any other items embedded in concrete.

SUBMITTALS:

Submit (for information only) two copies each of Manufacturer's specifications and installation instructions for ,
proprietary materials and items as required, including form coatings, manufactured form systems, ties, and
accessories.

FORM MATERIALS:

Construct formwork for concrete surfaces with plywood or other materials acceptable to the Engineer, to provide
continuous, straight, smooth exposed surfaces. Finish in largest practical size to minimize number of joints and to
conform to joint systems shown on the Drawings. Provide form material with sufficient thickness to withstand '
pressure of newly placed concrete without bow or deflection.

DESIGN OF FORMWORK: '

The Contractor shall be responsible for the design of all concrete formwork. Formwork shall be designed in
accordance with ACI 347 unless noted. '

Design, erect, support, brace, and maintain formwork so that it will safely support vertical and lateral loads that
might be applied until such loads can be supported by the concrete structure. Construct formwork so that
concrete members and structures are of correct size, shape, alignment, elevation, and position.

Design forms and falsework to include assumed values of live load, dead load, weight of moving equipment
operated on formwork, concrete mix, height of concrete drop, vibrator frequency, ambient temperature, stresses,
lateral stability, and other factors pertinent to safety of structure during construction.

Support form facing materials by structural members spaced sufficiently close to prevent deflection. Fit forms
placed in successive units for continuous surfaces to accurate alignment, free from irregularities, and within
allowable tolerances.
Provide formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt
joints and provide backup material at joints as required to prevent leakage and fins.

8

TOLERANCES:

' Formwork shall be constructed so as to insur
e that the concrete surfaces will conform to the tolerances of Section
203.1 "Recommended Practice for Concrete Formwork" (ACI 347 and ACI 117).
REUSE OF FORMS:

Clean and repair surfaces of forms to be reused in the work. Split, frayed, delaminated, or otherwise damaged
form facing material will not be acceptable. Apply new form coating compound material to concrete contact
surfaces as specified for new formwork.

When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance,
' and tighten forms to close all joints. Align and secure joints to avoid offsets. Do not use "patched" forms for
exposed concrete surfaces except as acceptable to the Engineer.

CLEANING AND TIGHTENING:

Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other
' debris just before concrete is to be placed. Tighten forms immediately after concrete placement as required to
eliminate mortar leaks.

FORM COATINGS:

' Coat form contact surfaces with form-coating compound before reinforcement is placed. Provide commercial
formulation form-coating compounds that will not bond with, stain, nor adversely affect concrete surfaces, and
will not impair subsequent treatment of concrete surfaces requiring bond of adhesion, nor impede the wetting of
surfaces to be cured with water or curing compounds.
Do not allow excess form coating material to accumulate in the forms or to come into contact with concrete
surfaces against which fresh concrete will be placed. Apply in compliance with Manufacturer's instructions.

EMBEDDED ITEMS:

' Set and build into the work anchorage devices and other embedded items required for other work that is attached
to, or supported by cast-in-place concrete. Use setting drawings or instructions, and directions provided by
suppliers of the items to be attached. Embedded items shall be galvanized.

FORM REMOVAL:

Formwork, not supporting concrete, may be removed 24 hours after placing concrete, provided concrete is
sufficiently hard to not be damaged by form removal operations, and provided that curing and protection
operations are maintained.

9

CONCRETE REINFORCEMENT

SCOPE:

Reinforcement for cast-in-place concrete (including bars, welded wire fabric, ties, and supports) as shown on '
drawings, and as specified herein.

QUALITY ASSURANCE:

References: Some products and execution are specified in this section by reference to published specifications or
standards of the following (latest edition, with respective abbreviations used):

American Concrete Institute (ACT) '

The American Society for Testing and Materials (ASTM)
American Welding Society (AWS)

Concrete Reinforcing Steel Institute (CRSI)

Standard References:

The current edition of the following standard references shall apply to the work of this section. Suffixes indicating
date of issue are omitted from reference numbers used in the text of this section.

Publications of the American Concrete Institute: ,

ACI-301 "Specification for Structural Concrete for Buildings"

ACT 315 "Manual of Standard t
Practice for Detailing Reinforced Concrete Structures
ACT 318 "Building Code Requirements for Reinforced Concrete"
Publications of the AWS:

AWS D1.4 "Recommended Practice for Welding Reinforcing Steel, Metal Inserts, and connections in Reinforced
Concrete Construction"

Publications of the CRS:

"Manual of Standard Practice"
Publications of the ASTM:

ASTM A-82 "Specification for Cold Drawn Steel Wire for Concrete Reinforcement"

ASTM A184 "Specification for Steel bar Mats for Concrete Reinforcements"

A
STM A615 Specification for Deformed Billet-Steel Bars for Concrete Reinforcement

10

DELIVERY, STORAGE, HANDLING:

' Reinforcing steel shall be delivered to project site properly tagged, bundled, and ready to place.

t Reinforcing steel and welded wire fabric delivered to project site (and not immediately placed in forms), shall be
protected from mud, excessive rust-producing conditions, oil, grease, or distortion.
' MATERIALS:

Reinforcing Bars: New, deformed bars, conforming to ASTM A615-S1, Grade 60 as required on drawings.

Tie Wire: Shall be 16 gauge, or heavier, black annealed, steel wire.

' Accessories:

Fabricate from concrete, metal, plastic, or other approved materials.

' FABRICATION:

' Reinforcing steel shall be fabricated to shapes and dimensions indicated on Drawings, and in compliance with
applicable provisions of ACI 315 and ACI 318.

' Bars shall be bent cold in shop. No bars shall be bent in field, unless specifically indicated on drawings.

Tolerances: Bars used for concrete reinforcement shall meet the following requirements for fabricating tolerances:

Sheared length: ± one inch.

Stirrups and ties: ± one-quarter inch.
All other bends: ± one inch

' Fabrication of reinforcing steel prior to review and approval of shop drawings by Project Engineer shall be solely
the responsibility of the Contractor.

GENERAL REQUIREMENTS FOR REINFORCING:
Reinforcing shall be free from scale, loose rust, mud, or coatings which will reduce bond to concrete.

Bars with kinks or bends not shown on drawings shall not be placed. Heating of reinforcement for bending or
' straightening will not be permitted.

Minimum concrete cover for reinforcing shall be 2 inches.

11

PLACING OF REINFORCEMENT:
Tolerances: Bars shall be placed to the following tolerances:

Concrete cover to formed surfaces: ± one-quarter inch. '

Clearance to vertical form surface: ± one-quarter inch.

Spacing Of Bars: '

Place steel dowels as required on drawings. Anchor dowels securely before placing concrete.

Accessories:

Nails shall not be driven into formwork to support reinforcement. '
Space bar supports in accordance with ACI 315, ACI 301, and CRSI Manual of Standard Practice.

Securing Reinforcement:

Reinforcing bars shall be supported and wired together to prevent displacement by construction loads, or by
placing of concrete, beyond tolerances as set forth hereinbefore.

Maintain metal reinforcement securely and accurately in place until concrete is placed. ,

Any and all disturbances of reinforcement from any cause whatsoever shall be corrected fully prior to placing of
concrete. Damaged bar-supports and spacers shall be repaired, or shall be removed and replaced. ;

Bars shall not be bent after being embedded in hardened concrete, unless indicated so on drawings.

When approved, welding of reinforcing steel shall conform to AWS D1.4. Do not weld at bend in a bar. Welding I
of cross bars shall not be permitted unless authorized by Project Engineer.
Reinforcement should be placed before concrete is poured. No reinforcement should be placed in concrete that '
has already been poured.

SPLICES OF REINFORCEMENT: '

i
Splices and offsets in reinforcements shall not be made at points of maximum stress.
Splices shall be approved by the Project Engineer. Splices shall provide sufficient lap to transfer required stress. '

Character and design of each splice shall conform to requirements of ACI 318. Minimum splice shall be 37 bar
diameters.

Mechanical splices may be used upon approval of the Engineer in writing.

12

FIELD OUALITY CONTROL:

Inspection of Placement of Reinforcing Steel:
' Project Engineer shall be given advanced notice of not less than 24 hours prior to placing concrete to allow
inspection of reinforcing steel.

' Inspection of placement of reinforcement in a section will be made only after placement is complete for that
section to be poured.

' Such inspections shall not relieve Contractor of his responsibility to provide work in accordance with
requirements of contract documents. Such inspections are for purpose of minimizing errors in field work.

13

DRAINAGE PIPE INSTALLATION

SCOPE:
The work covered by this section consists of all excavation, bedding, laying pipe, jointing and coupling pipe '
sections, and backfilling necessary to install the various types of pipe and fittings required to complete the project.

The work shall be performed in accordance with the requirements of these specifications and in accordance with 1
the requirements of the plans.

The work covered by this section also includes furnishing all required piping, piping appurtenances and other ,
related piping material such as nuts, bolts, gaskets, sleeves, joint compounds, etc. as needed to meet the
requirements of the plans. '

UNLOADING AND HANDLING:

All pipe shall be unloaded and handled with reasonable care. Pipe shall not be rolled or dragged over gravel or
rock during handling. When any joint or section of pipe is damaged during unloading or handling, the
undamaged portions of the joint or section may be used where partial lengths are needed, or if damaged '
sufficiently, the Engineer will reject the joint or section as being unfit for installation and the Contractor shall
remove such rejected pipe from the project.

Minor damage to pipe may be repaired by the Contractor when permitted by the Engineer. '

PREPARATION OF PIPE FOUNDATION: ,
Lines and Grades: The pipe foundation shall be prepared to be uniformly firm and shall be true to the lines and ;
grades as shown on the plans. Any deviation or field adjustments will require the approval of the Engineer.
When an Inspector is present on the work and is so requested by the Contractor, he shall check the position of
grades and lines; but the Contractor shall be responsible for the finished drain line being laid to exact and proper
line and grade.

Pipe Foundation: Whenever the nature of the ground will permit, the excavation at the bottom of the trench
shall have the shape and dimensions of the outside lower third of the circumference of the pipe, care being taken '
to secure a firm bearing support uniformly throughout the length of the pipe. A space shall be excavated under
and around each bell to sufficient depth to relieve it of any load and to allow ample space for filling and finishing
the joint. The pipe, when thus bedded firmly, shall be on the exact grade. In case the bed shaped in the bottom
of the trench is too low, the pipe shall be completely removed from position, and earth of suitable quality shall be
placed and thoroughly tamped to prepare a new foundation for the pipe.

In no case shall the pipe be brought to grade by blocking up under the barrel or bell of same, but a new and
uniform support must be provided for the full length of the pipe. Where rock or boulders are encountered in the
bottom of the trench, the same shall be removed to such depth that no part of the pipe, when laid to grade, will
be closer to the rock or boulders than six (6) inches. A suitably tamped and shaped foundation of suitable earth
shall be placed to bring the bottom of the trench to proper sub grade over rock or boulders.

14

Where the foundation material is found to be of poor supporting value, the Engineer may make minor
adjustment in the location of the pipe to provide a more suitable foundation. Where this is not practical, the
foundation shall be conditioned by removing the existing foundation material by undercutting to the depth as
directed by the Engineer, within the limits established on the plans, and backfilling with either a suitable local
material secured from unclassified excavation or borrow excavation at the nearest accessible location along the
project, or foundation conditioning material consisting of crushed stone or gravel or a combination of sand and
crushed stone or gravel approved by the Engineer as being suitable for the purpose intended. The selection of
' the type of backfill material to be used for foundation conditioning will be made by the Engineer.
Water in Trenches: The Contractor shall remove all water which may be encountered or which may accumulate
in the trenches by pumping or bailing; and no pipes shall be laid until the water has been removed from the
trench. The Contractor will not be permitted to drain water through the storm drain within a period of
twenty-four (24) hours after the pipe has been laid, and the open end of the pipe in the trench shall be kept closed
' with a tight fitting plug to prevent washing of dirt or debris into the line. Water so removed from the trench must
be disposed of in such manner as not to cause injury to work completed or in progress.

' Special Foundations: Whenever the bottom of the trench shall be of such nature as to provide unsatisfactory
foundation for the pipe, the Engineer will require the pipe to be laid on timber or concrete cradle foundations.
Such foundations; whether of single plank, plank cradle, plank cradle supported on piles, or poured concrete
cradle, shall be placed by the Contractor; and compensation will be allowed the Contractor for the materials so
used.

' LAYING PIPE:

' General: All piping is to be installed in strict accordance with the manufacturer's recommendations and the
contract material specifications. Installation manuals from various material suppliers shall be furnished the
Engineer for his review and approval prior to installation of any material. The Engineer may augment any
manufacturer's installation recommendations, if in his opinion it will best serve the interest of the Owner.
Laying Pipe: No pipe shall be laid, except in the presence of the Engineer, his inspector, or with special
permission from the Engineer. Proper tools, implements, and facilities satisfactory to the Engineer shall be
provided and used for the safe and convenient prosecution of pipe laying. All pipe, fittings, valves, and other
materials used in the laying of pipe will be lowered into the trench piece by piece by means of suitable egtupment
in such a manner to prevent damage to the pipe materials, to the protective coating on the pipe materials, and to
' provide a safe working condition to all personnel in the trench. Each piece of pipe being lowered into the trench
shall be carefully given a final inspection to see that it is clean, sound and free of defects. It shall be laid on the
prepared foundation as specified, to produce a straight line on a uniform grade, each pipe being laid as to form a
' close abutted joint with a preceding pipe, so as to form a smooth and straight inside flow line. Each pipe will be
tested for its exact position after it is in its final position. The pipes shall be fitted together in order to insure
sufficient space for joint gaskets, and other jointing material. Pipe shall be removed at any time if broken, injured
or displaced in the process of laying same, or of backfilling the trench.

When cutting short lengths of pipe, a pipe cutter as approved by the Engineer will be used, and care will be taken
to make the cut at right angles to the center line of the pipe, or on the exact skew as shown on the plans. In the
case of push-on pipe, the cut ends shall be tapered with a portable grinder, of course file to match the
manufactured taper.

15

BACKFILLING:

Storm Drain - The backfill around the pipe shall be placed in layers not to exceed six (6) inches loose and
compacted to 95% Standard Proctor test for all areas directly beneath sub grade. From the bottom of the trench
to the centerline of the pipe the backfill material shall be compacted by approved hand tamps. From the '
centerline of the pipe to the top of the trench other mechanical tamps as approved by the Engineer may be used.
All backfill material shall have been approved by the Engineer. Select backfill material shall be used when called
for on the plans. '
Care shall be taken during backfill and compaction operations to maintain alignment and prevent damage to the
joints. The backfill shall be kept free from stones, frozen lumps, chunks of highly plastic clay, or other
objectionable materials.

All pipe backfill areas shall be graded and maintained in such a condition that erosion or saturation will not '
damage the pipe bed or backfill.

Heavy equipment shall not be operated over any pipe until it has been properly backfilled and has a minimum '
cover as required by the plans. Where any part of the required cover is above the proposed finish grade, the
Contractor shall place, maintain, and finally remove such material at no cost to the Owner. Pipe which becomes
misaligned, shows excessive settlement, or has been otherwise damaged by the Contractors operations shall be
removed and replaced by the Contractor at no cost to the Owner.

TESTING:
1
Upon completion, installed lines shall show a full circle of light when "Lamped" between catch basins. This test
shall be performed by the Engineer.

MEASUREMENT AND PAYMENT:

Measurement of pipe line shall be the actual number of lineal feet of pipe installed, complete in place and '
accepted. No deductions in length will be made for catch basins, collars, etc. Unless otherwise provided for in
the special conditions of the contract, payment shall be made on the following basis.

Pipe lines shall be paid for at the unit contract price for every pipe size and depth of cut below the original ground
as shown on the drawings.

16

1

' DUCTILE IRON PIPE

SCOPE:
' Ductile iron pipe shall consist of the supply and placement of ductile iron pipe for the primary spillway system.

' MATERIALS:

All ductile iron pipe shall be " "American Field Flex-Ring Pipe" " or an equivalent as approved by the engineer. 24
and 36 inch pipe shall be rated at pressure class 200 and 150, respectively. Ductile iron pipe shall meet the
requirements of ANSI C-151 and AWWA A21.51.

' INSTALLATION:

Ductile iron pipe shall be installed per the manufacturers recommendations as the pertain to this project. Also
care shall be taken to prevent damage to the pipe and related fasteners to prevent damage to the product.
Damaged pipe and accessories shall be removed from the site and replaced at no expense to the owner. The
trench shall be excavated wide enough to allow the proper compaction of the fill all the way around the pipe.

i

1
17

1

MASONRY HEADWALLS

SCOPE:

The work covered by this section consists of the construction of Portland cement concrete or brick masonry end '
walls, either plain or reinforced, in accordance with the requirements shown on the plans and the provisions of
these specifications. '

FOUNDATION:

No masonry shall be placed until the foundation has been approved by the Engineer. '

Excavation shall be made true to lines and dimensions so that footings will not have any rounded or undercut '
corners and edges. All rock and other hard foundation material shall be cleaned of all loose material, and cut to a
firm surface either reasonably level or stepped as directed by the Engineer.

Where the foundation material is found to be of poor supporting value, the existing foundation material shall be
removed by undercutting to the depth directed by the Engineer and backfilled with suitable material secured from
locations along the project or from a borrow pit. The backfill placed in the undercut area shall be compacted to a
degree satisfactory to the Engineer.

CONCRETE AND MASONRY:
Concrete shall be constructed in accordance with specifications and shall be given an ordinary surface finish. '
Furnishing and placing reinforcing steel shall be in accordance of these specifications.

The class of concrete shall be as indicated on the plans. '

Where necessary to fit field conditions, the dimensions of the structure and footings shall be varied as directed by '
the Engineer.

When end walls are built on skewed pipes, the end walls shall be constructed parallel to the centerline of the road
on tangents or at right angles to the radius of the curve. The tops of the end walls shall be constructed parallel
with the grade of the roadway.

Pipe shall be cut off flush with the face of the enwall and grouted as necessary to make a smooth, uniform
surface.

BACKFILL:

After the end wall has been completed, and all forms have been removed, the excavation shall be backfilled with
approved material compacted to a degree satisfactory to the Engineer. Backfilling shall not be done until the
concrete or brick masonry has cured for at least seven (7) curing days, unless otherwise permitted by the
Engineer.

18

' METHOD OF MEASUREMENT:

' A. Concrete

The quantity of concrete to be paid for will be the number of cubic yards of concrete of
' each class which has been incorporated into the completed and accepted concrete end walls. The number of
cubic yards of concrete will be computed from the dimensions shown on the plans or from revised dimensions
authorized by the Engineer.
B. Brick Masonry

' The quantity of brick masonry to be paid for will be the number of cubic yards of brick
masonry which has been incorporated into the completed and accented brick end walls, except that where brick
masonry has been constructed from brick which is larger than standard size the computed quantities will be based
1 on the wall thickness shown on the plans. Wherever a brick masonry end wall has concrete footing, the quantity
of concrete in the footing will be measured and included in the quantity of brick masonry and is to be paid for as
brick masonry. The number of cubic yards of brick masonry will be computed from the dimensions shown on
' the plans or revised dimensions authorized by the Engineer.

BASIS OF PAYMENT:

1 A. Concrete or Brick Masonry
The quantity of concrete, will be paid for at the contract unit prices per cubic yard or
each end wall as specified by the bidding documents and shall include all excavating and backfilling.

19

MISCELLANEOUS CONCRETE CONSTRUCTION

SCOPE:
This section covers concrete construction, complete, including reinforcement therefore.

FORMS: r

Forms shall be wood, metal, structural hardboard or other suitable material that will produce the required surface
finish. Forms placed for successive pours for continuous surfaces shall be fitted to accurate alignment to assure a
smooth completed surface free from irregularities, and shall be sufficiently tight to prevent the loss of mortar. No
forms shall be left permanently in place without approval of the Engineer. Holes resulting from removal of form '
ties shall be filled solid within 12 hours after removal of forms with cement mortar.

REINFORCING AND EMBEDDED METALS:

Bar reinforcement shall be intermediate grade new billet steel conforming to the requirements of ASTM
Designation A-615. Unless otherwise noted, all reinforcing bars shall be grade 60. Wire fabric reinforcement
shall consist of steel wire conforming to the requirements of ASTM Designation A 185-latest revision. Anchor
bolts and miscellaneous steel items to be embedded in concrete shall be accurately placed, and adequately secured
in position to prevent dislodgment during concrete placing operations. Anchor bolts shall be protected after
concrete has been placed and set by daubing with grease and wrapping with burlap.

CONCRETE: '

All concrete shall be equivalent to ready mix concrete manufactured and delivered in accordance with the
requirements of ASTM Designation C 94 - latest revision and having a compressive strength at 28 days of 3000 ,
psi, except as noted herein. The concrete manufacturer shall assume the responsibility of the design of the
concrete mix in accordance with Alternate No. 2 of ASTM C-94. Air entrained concrete shall be used for all
concrete exposed to the elements. ,

Materials

Cement shall be Type 1 or Type 1A "Portland" cement conforming to ASTM C 150 - latest revision or ASTM C
175 - latest revision respectively.

Aggregates shall conform to ASTM C 33 - latest revision. Coarse aggregate shall be crushed rock or gravel and '
graded from 3/4" to #4 sieve for walls and slabs and from 2" to #4 sieve for mass or foundation concrete. Fine
aggregate shall be natural sand.
Mixing water shall be proportioned so that slump when measured with standard slump cone does not exceed the following:
Footings
Max. 4 1/2", Min. 3"
Slabs on grade
Max. 41 /2", Min. 3"
All others
Max. 4 1/2", Min. 3"

20

Premolded joint filler strips shall be resilient compressive, bituminous and fiber material, saturated with at least
' 35% and not over 50% by weight of asphalt. Poured type joint composition for expansion joints shall be elastic
compound made up of asphalt and colloidal mineral fillers.

Placing Concrete

Concrete shall be placed as nearly as possible in its final position. Runways for wheeled equipment shall not be
supported on the reinforcement. Concrete shall be placed and compacted in layers not over 18 inches deep.
' Vibrators may be used provided they are used under experienced supervision and the mixture is dry enough to
prevent segregation. Form vibrators shall not be used. Vibration shall not be used for transporting or moving
concrete inside the forms. No more concrete shall be placed than can be consolidated and finished the same day
' as placed. Free fall of concrete shall be limited so that no segregation of materials occurs.

Joints

Construction of joints not indicated on drawing shall be approved by the Engineer in advance of pour. Joints in
foundation walls shall be keyed. Before depositing of concrete is resumed, the hardened surface shall be
1 roughened, cleaned and wetted surfaces shall be flushed with a coating of neat cement grout against which the
new concrete shall be placed before the new grout has attained its set.
Finishing

After stripping forms, all voids and honeycombs shall be patched by chipping and scarifying the defective area
and treating it with an approved bonding tended that all such voids be patched, not merely plastered. Grout
' mixture shall consist of one part Portland cement and one part sand. Immediately following removal of forms, all
fins and irregular projections shall be removed from all surfaces except from those which are not to be exposed
or waterproofed.

Slabs shall be struck off and consolidated by approved machine or hand methods, so that upon completion, the
surface shall be true to grade as shown on drawings and free of surface voids. All floors shall have monolithic
' steel trowel finish unless otherwise indicated on the drawings. Exterior walks shall be compacted and floated to a
true even surface with wood floats and then broomed.

21

GENERAL: PIPE AND MATERIALS

This section shall include all pipe and tubing materials to the furnished and installed in accordance with the plans. ,
All pipe and tubing shall be of the class and type as indicated on the plans and designated herein.

All materials shall be first quality with smooth interior and exterior surfaces, free from cracks, blisters,
honeycombs, and other imperfections, and true to theoretical shapes and forms throughout. All materials shall be
subject to the inspection of the Engineer at the plant, trench, or other point of delivery, for the purpose of culling
and rejecting material which does not conform to the requirements of these specifications. Such material shall be '
marked by the Engineer, and the Contractor shall remove it from the project site upon notice being received of its
rejection.

DUCTILE IRON PIPE: '

Ductile Iron Pipe shall be manufactured in accordance with ANSI Specification A 21.51. All Ductile Iron Pipe
shall be Class 50 unless otherwise specified and shall be lined with cement mortar not less than 1/16th inch thick
conforming to ANSI Specification A 21.4.
A. Flanged Joints '

All piping, fitting and appurtenances installed above ground and/or in structures shall
'
have flanged joints. Flanged pipe shall have flanges with long hubs, shop fitted on the threaded end of the pipe.
Where required, flanges shall be tapped for stud bolts. Flanges shall be accurately faced
at right angles to the pipe axis and shall be drilled smooth and true, and covered with coal tar pitch varnish or
otherwise protected against corrosion of flange faces. Flange faces shall be done by guiding the plan end into the
bell until contact is made with the gasket and by exerting a sufficient compressive force to drive the joint home '
until plain end makes full contact with the base of the bell.

DUCTILE IRON FITTINGS: '

All ductile iron pipe fittings shall be mechanical joint in accordance with ANSI Specification A 21.10 for
underground piping and flanged for exposed piping. All fittings shall be lined with cement mortar not less than
1/16 inch thick in conformance with ANSI Specification A21.4 and suitable for a minimum of 250 psi working
pressure unless otherwise specified.

POLYVINYL CHLORIDE PIPING (PRESSURE):
Polyvinyl Chloride (PVC) pipe shall meet the requirements of ASTM Specification D-2241, latest edition, and be
approved by the National Sanitation Foundation for potable water use. It shall be extruded from virgin, PVC
1120 compounds to ASTNI Specification D 1784. The pipe shall be SDR 21, Schedule 40 or Schedule 80 as
indicated on the plans.

The PVC pipe joints shall be of an integral bell and spigot of the same material as the pipe with a solid
cross-section number "O" ring, unless otherwise noted. Where PVC pipe is installed in IPS sizes, IPS transition
gaskets shall be furnished with each fitting for compatibility.,

22

POLYVINYL CHLORIDE PIPE (NON-PRESSURE):
Polyvinyl Chloride (PVC) Pipe shall meet the requirements of ASTM D 3034 an
and be suitable for use as a gravity
conduit. The standard dimension ratio (SDR) shall be 35, unless otherwise specified. The pipe shall be supplied
in standard laying lengths of 20 feet and 12.5 feet.
PVC pipe shall be of an integral bell and spigot of the same material as the pipe with a solid cross-section rubber
' "O" ring securely locked in place at the point of manufacture.

23

SELECT BACKFILL

SCOPE:
The work of this section consists of furnishing, loading, placing and compacting of borrow materials necessary in
order to adequately replace undercut excavation material.

GENERAL:

Backfill materials to be used shall be Class II select backfill. The Contractor, at his option, may substitute Class I ,
select backfill material for Class II; however, no additional compensation shall be made as a result of this
substitution. Backfill material shall be placed in sufficient lifts so as to allow adequate compaction of material.
Depth of backfill material shall be such that the top of the backfill material shall be at the proper depth to serve as '
sub-grade for the pavement structure or, where applicable, as directed by the Engineer and as shown on the plans.

MATERIALS: ,

CLASS I SELECT BACKFILL MATERIAL

Class 1 select backfill material shall be a silty or clayey material which meets the requirements of AASHTO M145
for soil classification A-4. Soil materials which meet the requirements of AASHTO M145 for soil classification A- ,
2, A-5, A-6 and A-7 will also be acceptable provided such materials do not have a liquid limit (LL) greater than 50,
nor a plasticity index (PI) of less than 7 or greater than 20.

CLASS II SELECT BACKFILL MATERIAL ,
Ty12e 1: Select material shall be a fine aggregate material consisting of crushed stone screenings (washed or '
unwashed) meeting the following gradation:

Sieve % Passing
3/8 in. 100 '
#4 80-100
#10 65-95 '
#40 25-55
#200 0-20

Type 2: Select material shall be a granular soil material meeting the requirements of AASHTO M145 for soil
classifications A-2-4 with a maximum PI of 6 and A-4 soil containing 45% maximum passing a No. 200 sieve and
a maximum PI of 6.

When type is not specified, either type may be used but no additional compensation will be made.

24

BACKFILL AND COMPACTION:

' General: Unless otherwise specified or indicated on the Drawings, use suitable material for backfill which was
removed in the course of making the construction excavations. Do not use frozen material for the backfill and
' do not place backfill on frozen material. Remove previously frozen material before new backfill is placed.

The nature of the materials will govern both their acceptability for backfill and the methods best suited for their
' placement and compaction in the backfill. Both are subject to the approval of the Engineer. Do not place stone
or rock fragments larger than 4 inches in greater dimension in the backfill. Do not drop large masses of backfill
material into the trench in such a manner as to endanger the pipe line.
' Backfill trenches immediately after approval of the pipeline construction.

' Pipes: Use suitable backfill carefully placed in uniform layers not exceeding six (6) inches in thickness to a depth
of two (2) feet over the top of the pipe. Place material and fill the area under the pipe haunches. Place each layer,
moisten; then uniformly compact by use of hand, pneumatic, or mechanical tampers exercising care to prevent
' lateral displacement. Areas of backfill two (2) feet over top of pipe to top of trench, shall be backfilled with a
suitable material containing no rocks larger than six (6) inches in the greatest dimension and shall be free of
material with an exceptionally high void content. The initial backfill shall meet the same requirements except no
' rocks over four (4) inches in diameter will be allowed.

Moisten backfill above two (2) feet over the top of the pipe and place in 8-inch layers. Compact each layer with
hand, pneumatic or mechanical compactor. Flooding of trench for consolidation of backfill or use of wheel
rolling by construction equipment will not be permitted.

' Roadways and Road Crossings: Use suitable backfill material placed in uniform layers not exceeding six (6) inches
in thickness for full trench depth and width, thoroughly compacted with mechanical tampers under optimum
moisture conditions to 95 percent compaction (100% for the top two (2) feet of sub-grade beneath pavements).
Replace removed paving and base course with new material of equal or better quality and of the same texture and
color as the adjacent roadway.

' Cleanup: Grade all areas disturbed to a finish ordinarily obtained from a blade grader with no abrupt changes in
grade or irregularities that will hold water. Prior to final inspection and acceptance, remove all rubbish and excess
material and leave area in a neat, satisfactory condition.
' Select backfill material shall be placed to the top of flexible pipe, in accordance to the guidelines previously
described, in areas where the pipe will be in groundwater and deeper than six (6) feet.

i MEASUREMENT AND PAYMENT:

' Payment shall be for the number of cubic yards delivered and incorporated into the project at locations called for
on the plans or approved by the Engineer. Payment shall be based on the unit price bid per cubic yard of backfill
material.

25

SITE STABILIZATION

SCOPE:

This section covers the furnishing of all labor, equipment and materials necessary for the establishment of '
vegetation of all areas of the site disturbed by construction operations and all earth surfaces of embankments
,
including rough and fine grading, topsoil if required, fertilizer, lime, seeding and mulching. The Contractor shall
adapt his operations to variations in weather or soil conditions as necessary for the successful establishment and
growth of the grasses and legumes.
PROTECTION OF EXISTING TREES AND VEGETATION: ,

Protect existing trees and other vegetation indicated to remain in place against cutting, breaking or skinning of '
roots, skinning and bruising of bark, smothering of trees by stockpiling construction materials or excavated
materials within drip line, excess foot or vehicular traffic, or parking of vehicles within drip line. Provide wood or
metal stakes set on 8 to 10 foot centers and connected at a 4 foot height by 2 inch minimum brightly colored
flagging tape to protect trees and vegetation to remain. Set perimeter of protection at the drip line of trees to
remain unless approved otherwise by Landscape Architect.

Provide protection for roots over 1-1/2" diameter cut during construction operations. Cleanly cut off end of
damaged root and coat cut faces with an emulsified asphalt, or other acceptable coating, formulated for use on
damaged plant tissues. Temporarily cover exposed roots with wet burlap to prevent roots from drying out and
cover with earth as soon as possible.
The Contractor shall not remove or damage trees and shrubs which are outside the Clearing Limits established by
the Owner or those within the Clearing Limits designated to remain. ,

Repair trees scheduled to remain and damaged by construction operations in a manner acceptable to the
Landscape Architect. Repair damaged trees promptly to prevent progressive deterioration caused by damage. ,

Replace trees scheduled to remain and damaged beyond repair by construction operations, as determined by the
Landscape Architect with trees of similar size and species. Repair and replacement of trees scheduled to remain '
and damaged by construction operations or lack of adequate protection during construction operations shall be at
the Contractor's expense.

GRADING: '

Rough grading shall be done as soon as all excavation required in the area has been backfilled. The necessary '
earthwork shall be accomplished to bring the existing ground to the desired finish elevations as shown on the
Contract Drawings or otherwise directed.

Fine grading shall consist of shaping the final contours for drainage and removing all large rock, clumps of earth,
roots and waste construction material. It shall also include thorough loosening of the soil to a depth of 6-inches
by plowing, disking, harrowing or other approved methods until the area is acceptable as suitable for subsequent
landscaping operations. The work of establishing vegetation shall be performed on a section by section basis ,
immediately upon completion of earthwork or pipeline installation.

26

Upon failure or neglect on the part of the Contractor to coordinate his grading with seeding and mulching
' operations and diligently pursue the control of erosion and siltation, the Engineer may suspend the Contractor's
grading operations until such time as the work is coordinated in a manner acceptable to the Engineer.

MATERIALS:

A. Fertidiryer.

The quality of fertilizer and all operations in connection with the Punishing of this material shall comply with the
requirements of the North Carolina Fertilizer Law and regulations adopted by the North Carolina Board of
Agriculture.

Fertilizer shall be 10-10-10 grade. Upon written approval of the Engineer a different grade of fertilizer may be
used, provided the rate of application is adjusted to provide the same amounts of plant food. y

During handling and storing, the fertilizer shall be cared for in such a manner that it will be protected against
hardening, caking, or loss of plant food values. Any hardened or caked fertilizer shall be pulverized to its original
conditions before being used.

B. hme.
' The quality of lime and all operations in connection with the furnishing of this material shall comply with the
requirements of the North Carolina Lime Law and regulations adopted by the North Carolina Board of
Agriculture.

During the handling and storing, the lime shall be cared for in such a manner that it will be protected against
hardening and caking. Any hardened or caked lime shall be pulverized to its original conditions before being
used.

Lime shall be agriculture grade ground dolomitic limestone. It shall contain not less than 85% of the calcium and
' magnesium carbonates and shall be of such fineness that at least 90% will pass a No. 10 sieve and at least 50%
will pass a No. 100 sieve.

' C. Seed.-

The quality of seed and all operations in connection with the furnishing of this material shall comply with the
requirements of the North Carolina Seed Law and regulationsadopted by the North Carolina Board of
Agriculture. Seed shall have been approved by the North Carolina Department of Agriculture or any agency
approved by the Engineer before being sown, and no seed will be accepted with a date of test more than 9
months prior to the date of sowing. Such testing however, will not relieve the Contractor from responsibility for
furnishing and sowing seed that meets these specifications at the time of sowing. When a low percentage of
germination causes the quality of the seed to fall below the minimum pure live seed specified, the Contractor may
elect, subject to the approval of the Engineer, to increase the rate of seeding sufficiently to obtain the minimum
pure live seed contents specified, provided that such an increase in seeding does not cause the quantity of noxious
weed seed per square yard to exceed the quantity that would be allowable at the regular rate of seed.
During handling and storing, the seed shall be cared for in such a manner that it will be protected from damage
by heat, moisture, rodents or other causes. 27

Seed shall be entirely free from bulblets or seed of Johnson Grass, Nutgrass, Sandbur, Wild Onion, Wild Garlic,
and Bermuda Grass. The specifications for restricted noxious weed seed refers to the number per pound, singly '
or collectively, of Blessed Thistle, Wild Radish, Canada Thistle, Corncockle, Field Bindweed, Quackgrass,
Dodders, Dock, Horsenettle, Bracted Plantain, Buckhorn or Wild Mustard; but in no case shall the number of
Blessed Thistle or Wild Radish exceed 27 seeds of each per pound. No tolerance on weed seed will be allowed. '
D. Mulch:

Straw Mulch shall be threshed straw of oats, rye or wheat free from matured seed of obnoxious weeds or other '
species which would grow and be detrimental to the specified grass.

E. Tacki aer. '

Emulsified asphalt or organic tackifier such as Reclamare R2400 shall be sprayed uniformly on mulch as it is '
ejected from blower or immediately thereafter. Tackifier shall be applied evenly over area creating uniform
appearance. Rates of application will vary with conditions. Asphalt shall not be used in freezing weather.

SEEDBED PREPARATION FOR SITE STABILIZATION:

The Contractor shall cut and satisfactorily dispose of weeds or other unacceptable growth on the areas to be
seeded. Uneven and rough areas outside the graded section, such as crop rows, farm contours, ditches and ditch
spoil banks, fence line and hedgerow soil accumulations, and other minor irregularities which cannot be '
obliterated by normal seedbed preparation operations, shall be shaped and smoothed as directed by the Engineer
to provide for more effective seeding and for ease of subsequent mowing operations.
The soil shall then be scarified or otherwise loosened to a depth of not less than 6 inches except as otherwise
provided below or otherwise directed by the Engineer. Clods shall be broken and the top 2 to 3 inches of soil
shall be worked into an acceptable seedbed by the use of soil pulverizers, drags, or harrows; or by other methods ,
approved by the Engineer.

On 2:1 slopes a seedbed preparation will be required that is the same depth as that required on flatter areas, '
although the degree of smoothness may be reduced from that required on the flatter areas if so permitted by the
Engineer.

On cut slopes that are steeper than 2:1, both the depth of preparation and the degree of smoothness of the
seedbed may be reduced as permitted by the Engineer, but in all cases the slope surface shall be scarified,
grooved, trenched, or punctured so as to provide pockets, ridges, or trenches in which the seeding materials can ,
lodge.

On cut slopes that are either 2:1 or steeper, the Engineer may permit the preparation of a partial or complete
seedbed during the grading of the slope. If at the time of seeding and mulching operations such preparation is
still in condition acceptable to the Engineer, additional seedbed preparation may be reduced or eliminated.
The preparation of seedbeds shall not be done when the soil is frozen, extremely wet, or when the Engineer
determines that it is in an otherwise unfavorable working condition.

28

APPLICATION:

' Seed shall be applied by means of a hydro-seeder or other approved
methods. The rates of application of seed,
fertilizer and limestone shall be as stated in Table I.
Equipment to be used for the application, covering or compaction of limestone fertilizer, and
g seed shall have
been approved by the Engineer before being used on the project. Approval may be revoked at any time if
equipment is not maintained in satisfactory working condition, or if the equipment operation damages the seed.
Limestone, fertilizer, and seed shall be applied within 24 hours after completion of seedbed preparation unless
' otherwise permitted by the Engineer, but no limestone or fertilizer shall be distributed and no seed shall be sown
when the Engineer determines that weather and soil conditions are unfavorable for such operations.
Limestone may be applied as a part of the seedbed preparation, provided it is immediately worked into the soil. If
not so applied, limestone and fertilizer shall be distributed uniformly over the prepared seedbed at the specified
rate of application and then harrowed, raked, or otherwise thoroughly worked or mixed into the seedbed. Seed
shall be distributed uniformly over the seedbed at the required rate of application, and immediately harrowed,
dragged, raked, or otherwise worked so as to cover the seed with a layer of soil. The depth of covering shall be as
directed by the Engineer. If two kinds of seed are to be used which require different depths of covering, they
shall be sown separately.

When a combination seed and fertilizer drill is used, fertilizer may be drilled in with the seed after limestone has
been applied and worked into the soil. If two kinds of seed are being used which require different depths of
covering, the seed requiring the lighter covering may be sown broadcast or with a special attachment to the drill,
or drilled lightly following the initial drilling operation.

' When a hydraulic seeder is used for application of seed and fertilizer, the seed shall not remain in water containing
fertilizer for more than 30 minutes prior to application unless otherwise permitted by the Engineer.

' Immediately after seed has been properly covered the seedbed shall be compacted in the manner and degree
approved by the Engineer.
' When adverse seeding conditions are encountered due to steepness of slope, height of slope, or soil conditions,
the Engineer may direct or permit that modifications be made in the above requirements which pertain to
incorporating limestone into the seedbed; covering limestone, seed, and fertilizer; and compaction of the seedbed.

Such modifications may include but not be limited to the following:

' 1. The incorporation of limestone into the seedbed may be omitted on (a) cut slopes
steeper than 2:1; (b) on 2:1 cut slopes when a seedbed has been prepared during the excavation of the cut and is
still in an acceptable condition; or (c) on areas of slopes where the surface of the area is too rocky to permit the
' incorporation of the limestone.

2. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or steeper or on
rocky surfaces may be reduced or eliminated.

3. Compaction after seeding may be reduced or eliminated on slopes 2:1 or steeper, on
rocky surfaces, or on other areas where soil conditions would make compaction undesirable.

29

MULCHING:
All seeded areas shall be mulched unless otherwise indicated in the special provisions or directed by the Engineer. '

It shall be spread uniformly at a rate of two tons per acre in a continuous blanket over the areas specified. '

Before mulch is applied on cut or fill slopes which are 3:1 or flatter, and ditch slopes, the Contractor shall remove
and dispose of all exposed stones in excess of 3 inches in diameter and all roots or other debris which will prevent '
proper contact of the mulch with the soil. Mulch shall be applied within 24 hours after the completion of seeding
unless otherwise permitted by the Engineer. Care shall be exercised to prevent displacement of soil or seed or
other damage to the seeded area during the mulching operation.

Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers which will provide an
acceptable application. An acceptable application will be that which will allow some sunlight to penetrate and air '
to circulate but also partially shade the ground, reduce erosion, and conserve soil moisture.

Mulch shall be held in place by applying a sufficient amount of asphalt or other approved binding material to
assure that the mulch is properly held in place. The rate and method of application of binding material shall meet
the approval of the Engineer. Where the binding material is not applied directly with the mulch it shall be applied
immediately following the mulch application.

The Contractor shall take sufficient precautions to prevent mulch from entering drainage structures through ,
displacement by wind, water, or other causes and shall promptly remove any blockage to drainage facilities which
may occur. ;

MAINTENANCE: ,

The Contractor shall keep all seeded areas in good condition, reseeding if and when necessary, until an acceptable
stand of grass is established over the entire area seeded and shall maintain these areas in an approved condition
until final acceptance of the Contract.

Grassed areas will be accepted when a 95 percent cover by permanent grasses is obtained and weeds are not
dominant. On slopes, the Contractor shall provide against washouts by an approved method. Any washouts
which occur shall be re-graded and reseeded until a good sod is established.

Areas of damage or failure due to any cause shall be corrected by being repaired or by being completely redone as
may be directed by the Engineer. Areas of damage or failure resulting either from negligence on the part of the
Contractor in performing subsequent construction operations or from not taking adequate precautions to control
erosion and siltation as required throughout the various sections of the specifications, shall be repaired by the
Contractor as directed by the Engineer at no cost to the Owner.

30

TABLE I - APPLICATION RATES

A. Lime and Fertiliryer

In the absence of a soil test, the following rates of application of limestone and fertilizer shall be:

1. 4,000 pounds limestone per acre

2. 1000 pounds 10-10-10 (N-P205-I" 20) fertilizer per acre and the remaining
quantity applied when vegetation is three inches in height or 45 days after seeding, whichever comes first.

B. Mulch
Mulch shall be applied at the following rates per acre:

1. 3,000-4,000 pounds straw mulch, or

2. 1,500-2,000 pounds wood cellulose fiber.

3. 35-40 cubic yards of shredded or hammermilled hardwood bark

4. 1,200-1,400 pounds of fiberglass roving

' C. Seed

The kinds of seed and the rates of application shall be as contained in this table. All rates are in pounds per acre.
See Notes 1 and 2.
1. Fall and Winter (Normally August 1 to _ June 1)

80 pounds of 1,.' y-31 tall fescue and 15 pounds of rye grain

' 2. Summer (Normally May 1 to September 1)

100 pounds of Ky-31 tall fescue

NOTE:

1.On cut and fill slopes having 2:1 or steeper slopes, add 40 pounds of sericea lespedeza per acre to the planned
' seeding (hulled in spring and summer unhulled in fall and winter) plus 15 pounds of sudangrass in summer
seeding or 25 pounds of rye cereal per acre in fall and winter seeding, if seeded September to February.
' 2.These seeding rates are prescribed for all sites with less than 50 percent ground cover and for sites with more
than 50 percent ground cover where complete seeding is necessary to establish effective erosion control
vegetative cover. On sites having 50 to 80 percent ground cover where complete seeding is not necessary to
' establish vegetative cover, reduce the seeding rate at least one-half the normal rate.

31

MAINTENANCE PLAN

1- All structures will be inspected after each rain event and maintained as needed. '

2- Upon inspection, all necessary repairs and cleaning will be done. '

3- When 50% of the capacity has been reached rock checks will be cleaned out.

4- Silt fences will be cleaned out when 6" of sediment has been trapped. '
5- Sediment pits and basins will be cleaned at 50% capacity.

6- All seeded areas will be over seeded when it is evident that reseeding is necessary.

7- Six months after ground cover has been established maintenance fertilizer and lime will be applied. '

8- If untreated erosion is detected any additional erosion control measures will be installed as necessary.

9- After sufficient ground cover has been established to control erosion temporary measures will be removed
along with free sediment.

32

SAFETY AND ACCIDENT PROTECTION

SCOPE:
' The work in this section covers the work
and materials necessary to comply with all applicable Federal, State, and
local laws, ordinances, and regulations governing safety, health, and sanitation.

GENERAL REQUIREMENTS:

' The contractor shall provide all safeguards, safety devices, and protective equipment, and shall take an other
needed actions, on his own responsibility that are reasonably necessary to protect the life and health of employees
on the job and the safety of the public, and to protect property in connection with the performance of the work
covered by the contract.

33

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* #
FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* RUN DATE 25JAN08 TIME 10:35:56 * * DAVIS, CALIFORNIA 95616
(916) 756-1104
r
x x XXXXXXX xxxxx x
x x x x x xx
x x x x x
XXXXXXX xXXX X XxxXX x
x x x x x
x x x x x x
x x XXXXXXX xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECiDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
r (v it
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HEC-1 INPUT PAGE 1
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10 '
1 ID Balsam Mountain Preserve
2 ID 1/23/2008
3 ID 36 inch Riser with 24 inch Barrel with 20' EMS at elev 3684
4 ID 0.118 RATIO FOR 5 YR 6 HOUR STORM
5 ID 0.135 RATIO FOR 10 YR 6 HOUR STORM
6 ID 0.165 RATIO FOR 25 YR 6 HOUR STORM
7 ID 0.185 RATIO FOR 50 YR 6 HOUR STORM
8 ID 0.202 RATIO FOR 100 YR 6 HOUR STORM
9 ID 0.333 RATIO FOR 1/3 PMP
10 ID 0.500 RATIO FOR 1/2 PMP
11 IT 3 0 0 300
12 IO 5 0
13 JR PREC 0.118 0.135 0.165 0.185 0.202 0.333 0.5
14 KK BASIN FLOW TO DAM
15 BA 0.149
16 IN 5
17 PB 29.7
18 PC .000 .0056 .0112 .0169 .0227 .0287 .0348 .0412 .048 .0551
19 PC .0624 .0702 .0783 .0867 .0955 .1046 .114 .1238 .1343 .1455
20 PC .1580 .1717 .1869 .2043 .2183 .2683 .3501 .4140 .4783 .5401
21 PC .5908 .6188 .6390 .6578 .6747 .6909 .7050 .7182 .7310 .7434
22 PC .7552 .7666 .7775 .7879 .7979 .8077 .8172 .8264 .8354 .8442
23 PC .8527 .8568 .8690 .8768 .8844 .8918 .8990 .9061 .9130 .9198
24 PC .9265 .9331 .9396 .9460 .9523 .9585 .9646 .9706 .9766 .9825
25 PC .9883 .9942
26 LS 0 57
27 UD 0.32
28 KK 1ROUTE THROUGH DAM
29 KM NORMAL POOL ELEVATION 3682
30 KM NORMAL POOL SURFACEE AREA 0.76 ACRES
31 RS 1 ELEV 3682
32 KM STAGE DISCHARGE
33 SA 0.76 0.76
34 SE 3682 3687.75
35 SQ 0 9.99 28.27 41.69 48.14 72.52 112.41 163.72 224.26 292.76
36 SQ 368.38 450.48 538.6 632.33
37 SE 3682 3682.5 3683 3683.5 3684 3684.5 3685 3685.5 3686 3686.5
38 SE 3687 3687.5 3688 3688.5
39 ST 3687.5 240 3 1.5
40 2Z
t

i.

* * *CZ)
FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
' ' * DAVIS, CALIFORNIA 95616
RUN DATE 25JAN08 TIME 10:35:56 * * (916) 756-1104
* *
Balsam Mountain Preserve
1/23/2008
36 inch Riser with 24 inch Barrel with 20' EMS at elev 3684.25
0.118 RATIO FOR 5 YR 6 HOUR STORM
0.135 RATIO FOR 10 YR 6 HOUR STORM
0.165 RATIO FOR 25 YR 6 HOUR STORM
0.185 RATIO FOR 50 YR 6 HOUR STORM
0.202 RATIO FOR 100 YR 6 HOUR STORM
0.333 RATIO FOR 1/3 PMP
0.500 RATIO FOR 1/2 PMP
12 IO OUTPUT CONTROL VARIABLES
IRRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 3 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 1457 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .05 HOURS
TOTAL TIME BASE 14.95 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
' TEMPERATURE DEGREES FAHRENHEIT
JP MULTI-PLAN OPTION
NPLAN 1 NUMBER OF PLANS
JR MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
.12 .14 .17 .19 .20 .33 .50

PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS c '
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
RATION STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 RATIO 7
.12 .14 .17 .19 .20 .33 .50
ROGRAPH AT .15 1 FLOW 14. 24. 49. 69. 88. 273. 558.
TIME 2.95 2.85 2.80 2.75 2.75 2.70 2.65
TED TO 1 .15 1 FLOW 12. 20. 38. 48. 67. 262. 556.
TIME 3.75 3.30 3.15 3.15 3.05 2.80 2.70
PEAK STAGES IN FEET
1 STAGE 3682.55 3682.76 3683.35 3683.98 3684.40 3686.27 3687.71
TIME 3.75 3.30 3.15 3.15 3.05 2.80 2.70

i

1

1

1

1

i

' SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION 1
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION) N
PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 3682.00 3687.50 3687.50
STORAGE 0, q 9
OUTFLOW 0. 450. 450.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
' OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
Sys
.12 3682.55 .00 0.
12. .00 3.75 .00
,i. .14 3682.76 .00 1. 20. _ X00 _ _3.30 .00
' 2syr 17 3683.35 .00 1. 38. .00 3.15 .00
Sour 19 3683.98 pp 98
100y, 00 3,15 .00
.20 3689.90 .00 2. 67. 00 3.05 .00
yl*00 o .33 3686.27 .00 3. 262. .00 p Qp
~2P>nP •50 8 1 .21 4. 556. .35 2.70 .00
NORMAL END OF HEC-1

1

1

1

1

Baslam Mountain Preserve
36" Riser/24" Barrel & EMS

Elev. Q Pipe Q Spillway Q Total Elev. Q Pipe Q Spillway Q Total ,
3682 0.00 0.00 0.00 3682 0.00 0.00 0.00
3682.25 3.53 0.00 3.53 3682.5 9.99 0.00 9.99 ,
3682.5 9.99 0.00 9.99 3683 28.27 0.00 28.27
41.69 0.00 .69
3682.75 18.36 0.00 18.36 3683.5 41
3683 28.27 0.00 28.27 3684 48.14 0.00 48.14
3683.25 39.51 0.00 39.51 3684.5 51.31 21.21 72.52
3683.5 41.69 .0.00 41.69 3685 52.41 60.00 112.41
3683.75 45.03 0.0045.03 3685.5 53.49 110.23 163.72
_3684 48.14 0.00 48.14 3686 54.55 169.71 224.26
3684.25 50.75 7.50 58.25 3686.50 55.59 237.17 292.76
3684.5 51.31 21.21 72.52 3687 56.61 311.77 368.38 '
3684.75 51.86 38.97 90.83 3687.5 57.61 392.87 450.48
3685 52.41 60.00 112.41 3688.00 58.6 480.00 53860
3685.25 52.96 83.85 136.81 3688.5 59.57 572.76 632.33
3685.5 53.49 110.23 163.72
3685.75 54.02 138.90 192.92
36_86_ 54.55 169.71 224.26
3686.25 55.07 _202.5_0_ 257.57
3686.50 55.59 _237.17 292.76
3686.75 56.1 273.62 329.72

3687 56.61 311.77 368.38
3687.25 57.11 351.54 408.65 ,
3687.5 57.61 392.87 450.48
3687.75 58.11 435.71 493.82 ,
3688.00 58.6 480.00 538.60
3688.25 59.08 525.70 584.78
3688.5 59.57 _ 572.76 632.33

I:

JOB NO.
SHEET NO.
' PINNACLE DATE
ENGINEERS PC
81 Weaverville Road • Suite 4
Asheville, North Carolina 28804
828/658-1704 QQ nn t
JOB NAME f~A mz)U 1) COMPUTED BY

SUBJECT ~~~wl~, hj.~1y4~,~u rAr
CHECKED BY
nr

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JOB NO. '

'die SHEETNO. 10
PINNACLE DATE
ENGINEERS PC
B1 Weaverville Road • Suite 4
Asheville, North Carolina 28804
828/658-1704
JOB NAME Q.\W Q Nl d ~n~1 (0 /`i Prf,; . T Q COMPUTED BY

SUBJECT t r 0Ck CHECKED BY

141

I ~60~`Rf
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' JOB NO.

SHEET NO.
' PINNACLE DATE
ENGINEERS PC
81 Weaverville Road • Suite 4
Asheville, North Carolina 28804
828/658-1704
JOB NAME i ~y,Nno N\00114-A Jn CIV gQ CVL COMPUTED BY _ WT-
SUBJECT SC.r acn
CHECKED BY

t nA
~AX1rv'lV M oQ~~ n~ SI'LC t i
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C-33 san6 1?. go = O,b~M.n Gkoo~ d,Crmm = O,DZ"
f-" 614 slz.L
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low ~u~ 2 (Z sl9}-s

C = C x Re x x ct X ~e= ~a0 X0,02 X s I x * 5104 (04nc ,q)V Lt row,
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JOB NO. '

SHEET NO. J 2
,
PINNACLE DATE
ENGINEERS PC
81 Weaverville Road • Suite 4 '
Asheville, North Carolina 26804
828/658-1704 n
TA A COMPUTED BY NAT '
JOB NAME \JA.`SUM KkNL
SUBJECT ewu 14/1 CHECKED BY

aorrow g I}e '
N1 Mo.~ertaJ
c a
o, B~Z~ m~ bss = L) ~M
has
~Jzo - ©oo 13 MM
D Is = D. L) a, /-,7
C ' 33 so, r c~-
c9a
'1b $S = mM
I~

F~ernlca~,l~~y ~clve S~ou~~ ,
L'he.~`c ~it~er Bona lC'33~ - Eklg~'I~ Al
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P~P~^~ DDS ~ 0.26 Mrn 0,11 0~--
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Compaction Test Report
' 105
P F-T

' 103

' 101

a
a
m
0
1 99

97

ZAV for
Sp.G. _
95 2.54
11.5 14.0 16.5 19.0 21.5 24.0 26.5
Water content, %
Test specification: ASTM D 698 Method B Standard
Elev/ Classification
Depth USCS Nat. Sp.G. LL PI % > % <
AASHTO Moist. No.4 No.200
27.3

TEST RESULTS MATERIAL DESCRIPTIOj

Maximum dry density = 102.7 pcf Light brown, slightly clayey, siltycoarse SAND with traces of fine Optimum moisture 19.8 %

' Project No. 03-1233.08 Client: Pinnacle Engineers
Project: Balsam Mtn. Preserve -Repair of Hole # 10 Pond Dam Remarks:
Test date March 25, 2008
' • Source: Existing Dam Fill Sample No.: I

Compaction Test Report
MACTEC INC. Test Number #1

Particle Size Distribution Report
~ ~ F = o ~0y •p 0 0 Q~j
0 C1 N c3 # # # rt 9t
100
' I I I I I I I I I I I I I I
so
I I I I I I I I ~I I I I I
I I I l i f l I 1 1 1 1 1 1
' so
i I I I I I I I I I I I I
70
I I I I I I I I I I I I I
' W 60 I I I I I I I I I I i l I I
~ I i I I I I I I I I I I I
Z 50 I I I I I I I i I I I I I
W
v I I I I I I I I I I I I I
W 40-
0-
I I I I I I I I I I I I
' I I I I I I I I I I I I I I
30
I I I I I I I I I I I I I I
20
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
10
' 1 1 1 1 1 1 1 I I I I I I I
o I I I I I I I I I I I I I I
100 10 1 0,1 0.01 0.001
GRAIN SIZE. mm.
% +3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine slit Cis
0.0 0.0 0.0 2.7 20.7 29.9 19.1 27.6
SIEVE PERCENT SPEC' PASS? Soil Desarlptlon
SIZE FINER PERCENT (X=NO) Light Brown Silty Clayey Fine to Coarse Sand
#4 100.0
#10 97.3
#20 88.8
#40 76.6 Atterberg Limits
#60 67.0 PL= NR LL= NR P1= NR
#100 57.5
#140 51.3 Coefficients
#200 46.7 D85= 0.6707 D60= 0.1715 D50= 0.0975
0.0305 0 41.3 D30= 0.0065 D15= D10=
mm.
0.0197 mm. 36.7 CU_ Co-
0.0116 mm. 33.6 Classification
0.0082 mm. 32.1 USCS= NR AASHTO= NR
0.0059 mm. 29.0
' 0.0030 mm. 24.4 Remarks
0.0013 mm. 19.9
4
' (no specification provided)
Sample No.: Source of Sample: Date: 3-26-08
Location: Borrow Site Elev./Depth:
MACTEC Engineering and Consulting, Inc. Client:
Project: Balsam Mountain Preserve Hole #10 Dam Repair
Charlotte, North Carolina Pro ect No: 6590031233.08
' Fi ureMA cf•(•0$
Tested By: Ted Hall Checked BY: Doug Pryor
-

Compaction Test Report
' 102

' 100

98
U
Q
G
N
O
96

1 94

ZAV for
Sp.G. _
92 2.56
17 19 21 23 25 27 29
Water content, %
Test specification: ASTM D 698 Method A Standard
Elev/ Classification
Nat. Sp.G. LL PI % > % <
Depth USCS AASHTO Moist. 3/4 in. No.200

TEST RESULTS MATERIAL DESCRIPTION
' Maximum dry density = 98.7 pcf Light brown, silty, clayey, fine to coarse
SAND
Optimum moisture = 23.1 %

L[roje . Client: Pinnacle Engineers
Remarks:
alsam Mtn. Preserve -Repair of Hole # 10 Pond Dam
Test date March 25, 2008
' Borrow Material Sampl e No.: 2

Compaction Test Report VX
MACTEC INC. Test Number #2

Particle Size Distribution Report
E 5 4 x c = o 0 0 0 8 3 8
1
100
I I I I I I I I I I 1. I I I
90
I I I I I I I I I I I I I
I I I I I I I I
' 80 .
I I I I I I I I I I I I I I
70
. I I I I I I I I I I I I I I
' Z so I I I I I I I I I I I I I I IT
~ I I I I I I I I I I I I I I
Z 50I I I. I I I I I I I I I I I
' I I I I I I I I I I I I I
W 40
o_ I I I l i I I I I I I I i
I I I I I I I I I I I I
30
I I I I I l i I I I I I I
20
I I I I I I I I I 1 1 1 1 1
I I I I I I I I I I I I I I
10
I I I l i I I I TF I I I I I I
Olf
1001 I I I 1110 I i i I I I I
1 0.1 0709 0.001
GRAIN SIZE - mm.
% +3. % Gravel % Send % Fines
Coarse Fine Coarse Medium Fine Slit Clay
0.0 0.0 2.2 4.2 21.2 45.1 19.3 8.0
' SIEVE PERCENT SPEC. PASS? Soil Description
SIZE FINER PERCENT (X=NO) Light Brown Slightly ~layey Silty Fine to Coarse Sand
3/8 100.0 wl-.Or4 ee s f-~Md? R/'~1 v'Q~
#4 97.8 p
#10 93.6
#20 85.7 Atterber Limits
#40 72.4 PL= NR LL= NR P1= NR
#60 59.5 Coefficients
#100 44.8 D85= 0.8123 D60= 0.2544 D50= 0.1786
#140 34.7 D30= 0.0866 D15= 0.0220 D10= 0.0075
#200 27.3 Cu= 33.74 Cc= 3.91
0.0337 mm. 17.9
0.0216 mm. 14.9 Classification
0.0126 mm. 12.7 USCS= NR AASHTO= NR
0.0090 mm. 11.2 Remarks
0.0064 mm. 8.9
0.0032 mm. 7.4
0.0013 mm. 5.2
(no specification provided)
Sample No.: Source of Sample: Date: 3-26-08
LMACTEC ion: Existing Dam Fill Elev./Depth:
' Engine ering and Consulting, Inc. Client:
Project: Balsam Mountain Preserve Holt #10 Dam Repair
harlotte, North Carolina Project No: 6590031233.08 FigureAlk Y-1-0$
Tested By: Ted Hall Checked By: Doug Prvor