20061302 Ver 2_Stormwater Plans_20080424

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ENVIRONMENTAL DESIGN
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North Carolina Museum of Art
Museum Expansion Project
Raleigh, North Carolina
Stormwater Management Plan
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April 2008
North Carolina Museum of Art
Museum Expansion Project
Raleigh, North Carolina
Stormwater Management Plan
April 2008
Prepared For: The North Carolina Museum of Art
North Carolina Department of Cultural Resources
2110 Blue Ridge Road
Raleigh, NC
[phone]
Prepared By: Artifex Environmental Design, Inc.
2363 Blake Street, Suite 202
Denver, CO 80206
[phone]
www.artifexed.com
With: Pierce Brinkley Cease + Lee Architects
Lappas + Havener, PA
Thomas Phifer and Partners
Peter Walker and Partners
Kimley-Horn and Associates, Inc.
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Table of Contents
Table of Contents ........................................................................................................................................i
Description of the Project ........................................................................................................................ .. 2
NCMA Existing Site Conditions .............................................................................................................. .. 5
Site Soils .............................................................................................................................................. 11
Existing Land Use and Land Cover .................................................................................................... 13
Proposed Site Conditions ........................................................................................................................ 15
Proposed Land Use and Land Cover ................................................................................................. 15
Stormwater Management ........................................................................................................................ 16
Water Quality Management ................................................................................................................ 16
Storm Event Hydrology ....................................................................................................................... 17
Channel Hydraulics ............................................................................................................................. 18
Implementation ........................................................................................................................................ 19
Phasing and Establishment ................................................................................................................ 19
Operation and Maintenance ................................................................................................................ 20
Appendices ............................................................................................................................................ ..V
Appendix A Area Tabulations ................................................................................................................. ..A
Appendix B Water Quality Calculations .............................................................................................. .. B
Appendix C Hydrologic and Hydraulic Calculations .......................................................................... ..C
Appendix D Existing Pond Documentation ........................................................................................ ..D
Appendix E Stormwater Management Permit Application ................................................................ .. E
Appendix F Museum Expansion Stormwater Management Plan ..................................................... .. F
Description of the Project
The North Carolina Museum of Art is expanding the existing facilities at its location in Raleigh, North
Carolina. The existing museum was designed in the late 1970's, constructed in 1982-83 and opened in
1984. It requires a number of upgrades to meet current building requirements. The museum has also
outgrown the existing facility. The redevelopment will include improvements to the existing buildings
and construction of a new gallery wing northwest of the current building.
The proposed improvements to the museum facilities are comprised of the following activities:
1) Construction of the Museum Expansion Gallery
2) Modification to the vehicular circulation, access and parking facilities
3) Building entrance and loading dock improvements
4) Improvements for ingress and egress onto Blue Ridge Road
5) Expanding underground utilities to service the expansion facilities
6) Site drainage, grading and stormwater management improvements for the Museum
Expansion
7) Site landscaping improvements for the Museum Expansion
The future Museum Back of House Expansion Project will include construction an office annex,
updating building access, improvements to existing parking, and site landscaping improvements for the
project. Final design development and construction for this portion of the project will begin when
funding becomes available.
Also included in the future site planning is the Museum Pond Water Quality Improvement Project.
During this project a series of improvements will be made to the existing pond that will achieve a
number of discretionary water quality goals for the site. The project will employ water quality terraces,
bioretention, and created wetlands features. It will also include rehabilitation of the existing site
infrastructure for improved stormwater management. Construction on the Pond Water Quality
Improvement Project will begin in late 2008, according to the current schedule.
The improvements described above are illustrated in Figure 1.
2

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Storage + r
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t ' Pond and Swale t
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and Access
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Proposed Wndape Paving

ite Storm Water Management
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i Area Building Proposed SVNA Improvements Schematic Diagram
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-- Culvert Figure 1. Project Overview
- "I Existin
9
Remnant Boiler _ Gully or Ephemeral Stream
Building Stream
.....
t - _ - : Museum Drainage Basins
Figure 1: The proposed museum expansion development areas are shown above. Location of the future museum areas are also
shown.
The stormwater elements of these three projects are designed to complement the overall project, while
allowing independent phasing. The relevant stormwater requirements for the Museum Expansion will
be met through development controls and specific best management practices, described in this
document.
3
Stormwater Regulations
Neuse River Nutrient Management Strategy
The regulations set forth by the State of North Carolina under the Environmental Management
Commission's Nutrient Sensitive Waters strategy are applicable to the site. These regulations require
that the 1-year (24-hour) design storm developed flow rates be held to the predevelopment rate. The
City of Raleigh has implemented this requirement to manage the 2-year (24-hour) design storm.
The regulations also require that new development in the basin be restricted in total nitrogen exports in
order to meet the goal of a 30% yearly reduction in total nitrogen exports for the basin. These
restrictions are to be met through a program of BMP features based on water quality calculations.
The Neuse Buffer Rule applies to riparian areas on the site. Defined riparian areas are those which
appear on the most recent version of either the National Resources Conservation Service (NRCS) or
the United States Geologic Survey 1:24,000 scale topographic map. The applied buffer is 50 feet from
the top of bank for perennial and intermittent streams (on each bank) or edge of normal pool for other
water bodies. The inner 30 foot zone of each buffer is required to be undisturbed with some exceptions
for temporary activities. The 20 foot outer zone may receive some grading and revegetation.
An assessment of stream buffers applicable to the project site has been made through a field visit by
NCDENR personnel, discussed further on in this report.
National Pollution Discharge Elimination System Phase I Permit
The city permit is administered by the North Carolina Division of Water Quality, and is the foundation for
stormwater quality management based on the recommended Best Management Practices (BMPs).
These BMPs, as developed by the EPA, the State of North Carolina, and the City of Raleigh, are
detailed in other sections of this report.
USACE Required Permitting
The USACE permitting process will be required for any fill activity associated with waters of the U.S.
During a preliminary field visit in October, 2005 for the Pond Improvement Project, a representative
from the Raleigh Field Office noted that the pond was classified as jurisdictional waters of the U.S. It
was estimated that the proposed activities could be permitted under a nationwide permit. This letter is
included in Appendix E: Existing Pond and Stream Documentation. The activities presented at that time
are similar in nature to those proposed as part of the current project.
It is estimated that Nationwide Permit #39 Commercial Industrial Development may be applicable for
modifications to the existing pond. Additionally, Nationwide Permit #3, and Nationwide Permit #43 will
allow for maintenance related modification, and creation of stormwater management facilities that are
proposed as part of this project. These permits apply because the existing pond was created as, and
continues to serve as the stormwater management facility for the museum property, as documented in
Appendix D: Existing Pond Documentation.
No wetlands are mapped within the vicinity of the existing pond or adjacent museum grounds.
Section 401 Water Quality Certification Requirements
The North Carolina Department of Natural Resources - Water Quality Division (NCDENR-DWQ)
regulates impacts to regulatory waters through the certification of activities permitted under USACE
Nationwide Permits. The certifications require the permit holder to meet additional requirements beyond
those set forth in the USACE Nationwide permit program in order to meet the particular requirements
of the State of North Carolina for water quality control.
4

• Other Regulations and Permits
i
on
The construction activities described herein are contained in the North Carolina State Construct
Office Project No. 05180106, and 04062010-B.
Approval for the project's Erosion and Sediment Control Plan for mass grading was received via a letter
. of approval dated October 5, 2006. This letter included National Pollution Discharge Elimination System
approval under the general permit NCG010000.

• The Museum property is not within any existing water supply watershed as administered by the City of
Raleigh or County of Wake.
•
Any construction activities within the easement ascribed to Carolina Power and Light Company (CP&L)
will require review and written approval prior to construction. Meeting CPBL access and maintenance
requirements will be required of any improvements within the easement. Bioretention facilities may be
• permitted within the easement. Mature vegetation heights are limited to a maximum of 12 feet within
the easement.

• NCMA Existing Site Conditions
• The NCMA site is located in North Carolina's Neuse River watershed, on the eastern edge of the
Piedmont, within the House Creek drainage basin, and within the Crabtree Creek watershed. The site
is within Wake County. The topography of the region is comprised of gently rolling hills, mainly between
300 and 500 feet above sea level. The countywide region "is part of an uplifted peneplain, dissected in
il S
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places by a network of streams that generally flow in a sout
i 1970). Locally, the Nutbush Creek fault zone and adjacent ridge structures trend to the north-east, and
control the flow of House Creek in this direction (personal communication, NCSU Geology
Department).
The House Creek Basin drains 1,815 acres of primarily urban lands within the City of Raleigh (Figure
10). The NCMA site is located near the headwaters of this local basin. There are nine storm water
• ponds within the basin, including the existing pond on the NCMA site.
House Creek is a designated Nutrient Sensitive Water by the State of North Carolina. The designation
• stipulates that the waters are suitable for wildlife, non-contact human uses, and incidental human
contact (Geophex 1994).
•
Other basin wide problems include stream channel erosion due to increasing urban flows, and creek
and floodplain encroachment. Typically these problems have been mapped to the upper basin's
• steeper reaches (Geophex, 1994). Increasing development of upstream areas, including the NCSU
Veterinary Campus is likely to contribute higher stormwater flows to the reach of House Creek flowing
through and adjacent to the museum property.

• 5

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Local site elevations range from 488 feet above sea level to approximately 330 feet above sea level
along House Creek. There are six principal drainage basins on and adjacent to the NCMA site that are
analyzed in this study (Figure 4). These basins drain to the east into two points along House Creek.
Shortly thereafter, House Creek flows into a culvert beneath 1-440 and onto the Meredith College
campus. The stream channels on the site include the upper, middle (including the existing pond), and
lower tributaries to House Creek, portions of House Creek, and a drainage feature along the south
border of the property created by the embankment construction for the Wade Avenue Extension. The
terrain is comprised of rolling hills and broad interstream divides; it is locally steep in places along
existing channels. Average slopes for each basin vary from 4 to 8%.
Discharge points/drainage study points have been selected at the confluence of the basins and at the
existing pond outfall.
6
Figure 2: Crabtree and House Creek basins with local watershed features and active monitoring efforts.
Legend „ R?wiYAYn.
((I Ambient Water Quality Monitoring Sit ms.
Citizens Water Quality Monitoring Sit
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House Creek Basin a f
Crabtree Basin
Museum Property
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FEMA Flood Hazard Zones

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Creek Basin ,
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Figure 3: House Creek Basin - local watershed features and active monitoring efforts.
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Existing Designated Streams and Buffers
The following information has been used to determine the location of designated surface waters for the
establishment of riparian buffers.
Wake County Soil and Water Conservation District
The streams on the museum property identified on the Wake County Soils Survey (USDA SCS, 1970,
page 48) include the former Wade Avenue Tributary and its former irrigation pond, House Creek, as
well as the existing upper, middle and lower tributaries to House Creek. The Wade Avenue upper and
lower tributaries were unclassified streams, while House Creek and the middle tributary were identified
as perennial streams.
United States Geological Survey
The streams identified on the museum property on the latest USGS 7.5 minute topographic map
(USGS, Raleigh West, NC, 2002) include House Creek and the upper and lower tributaries, which are
classified as ephemeral streams. The existing Museum Pond is identified as a waterbody on this map;
however, the middle tributary from the pond is not identified as a stream.
A compilation of the streams has been made to provide the basic stream network to which the buffers
are applied (shown in Figure 4). The base streams used for this operation are the Wake County hydro
lines, which are close to the location and extent of the Wake County Soils Survey, and are more
restrictive than the USGS identified streams. These buffers are established at 50 feet from the
centerline feature, with a 20 foot inner buffer. These are the conceptual locations only, based on
7
estimated stream centerlines, and partial field observations and delineations by NCDENR staff (See
Appendix D Existing Pond and Stream Documentation for included delineations).
"T-•-+.. =, EncWq ROanan Buxerl2Pl
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Note Stream buffer j, ' ?^''• Stream features ?4?1
partially field delineated" " R -- - Canal or D.h
t. - m this area.
W - goat or EPhemaral Baean
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Inflows and Outflows
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Existing Pond i -
0erflow Parking Lot •i?:,: i 1 1
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x ! Warehouse
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Existing ?1 .4 ? qty!
-Remnant Boller - ,p
Building /?- .
- Warehouse Packing A - /
and Access
r ` Site Storm Water Management
v • j Schematic Diagram
- 1 LiGa?S17- J Figure 4. Drainage Basins,
-- - Features, and Riparian w
- Buffers
Upstream headwaters of '
House CreeX .-..
Figure 4: Drainage basins, features and riparian stream buffers on and adjacent to the museum property. See text for description
and classification of buffers.
A site determination was performed by NCDENR-DWQ in 2007 for the remnant wooded area to the
north and west of the existing parking lot. The drainage channel in this area was determined to not be a
regulated stream for the purposes of buffer protection.
A second delineation was performed by NCDENR-DWQ in 2008 which indicated that the middle
tributary swale and the pond itself were not regulated streams or waterbodies for the purposes of buffer
protection. Documentation of these findings is provided in the Appendix.
8

The Existing Museum Pond and Infrastructure
The museum pond was created from a site erosion control facility built to handle runoff during the site
• grading and construction phase (See Appendix D for documentation). The impoundment water surface
elevation was designed and constructed at approximately 400.0 feet above sea level (from a dated
survey noting USCGS datum). The pond is approximately 53,200 sf in surface area.
Some modifications to the ephemeral stream channel have been made over time to accommodate site
• development. Minor regrading of the pond edge was performed to detain increased flows from the
'
_ construction of the museum
s amphitheater.
Inflows to the pond drain from the museum building roof and foundation drains. There is additional
inflow from site and roadway stormwater improvements constructed just prior to the construction of the
museum. The existing pond has three culvert inflows, a 48" RCP from the north (draining the museum
parking and roadways), a 48" RCP from the northwest (delivering building derived stormwater as well
as parking areas), and a collection of culverts (10", 24", and 30") that enter a 48" culvert from the west
(serving the museum and former correctional facility areas). Inflows to the pond are submerged, or very
near the water surface of the pond.
Pond outflows are routed through culverts beneath the asphalt path which forms the pond's
embankment on its eastern flank. The main outflow structure is a square concrete overflow weir,
draining into a 36" RCP, and then into a concrete energy dissipation outfall (See Figures 5 and 6). A
pond drain is also provided, via a 3" CIP with cleanout and valve. These drains outfall into the middle
tributary to House Creek, which flows through the Meredith Woods subdivision.
The high voltage electric transmission lines on site are located in an easement originally granted to
Carolina Power and Light Company. The easement is 70 feet in width (described in Wake County
Registry Book 2129, pg. 96), and roughly follows the north edge of the property, cutting through the
Northern Area, Museum Green, and the Museum Park and Preserve planning units. The line crosses
the parking lot, bears southeast along the east property line, crosses the existing pond and
impoundment, and turns to follow the boundary with Meredith Woods subdivision. Five transmission
towers are located on the museum property.
9
Figure 5: Pond Intake Structure-with weirs and access door.
10
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41 114.
Figure 6: Pond Outflow Structure-downstream of dam, looking upstream.
r
Site Soils
The surface soils on the museum property are largely modified by agriculture and other site activities.
However, the deeper native soils continue to define the sites' patterns of drainage and vegetation.
The soils information for the site is contained in the Wake County Soils Survey (USDA SCS, 1970).
The museum property is located on sheet 48 of the survey. This dataset has been obtained from the
county and incorporated into the GIS database for use in the hydrologic study portion of this report.
Piedmont soils are typically formed in place, derived from weathered bedrock, over the erosional epoch
of the Appalachians. The soils in the county are generally strongly acidic (with a pH from 5.1 to 5.5) and
leached by the relatively high rainfall. The predominant soil association (a collection of soil series) for
the county is the Cecil Association. This association is typically a well drained soil, free of mottling, with
moderate permeability. The association is composed of approximately 65% Cecil Series, with the
remainder formed by Appling, Madison, Wedowee, Enon, Wilkes, Chewacla, Congaree, Wehadkee,
and Bibb series. Subsoils are firm red clay, composed of weathered in place acidic rocks, such as
gneiss and schist. The water table for these soils is largely below the first and second soil horizons,
corresponding to the surface and subsoil layers, respectively (USDA SCS, 1970).
The Cecil Series soils are severely eroded, indicating that both subsoil and surface soils are found near
the surface. This is evident particularly in convex, steeper portions of the landscape. As such, soil
erosion and fertility are important issues for the site, as grading and construction disturbs the
established turf grasses.
The soils series found on the museum property are described in further details below, and are shown in
Figure 7.
Appling Series [ApC, ApD, Agq
These series are comprised of a sandy loam layer overlaying a firm clay loam, and are found on narrow
sideslopes in upland areas. The slopes range from 6-10% (ApC) up to 10-15% (ApD) with rapid
surface runoff and indicate a severe to very severe erosion hazard. The infiltration capacity of these
soils is defined as "good", with the permeability of these soils estimated at greater than 67hour.
On narrow upland sideslopes ranging from 6-10%, a gravelly sandy loam 6-15 inches thick is found on
site (AgC). The surface soils contain 15-30% gravel. The subsoils to 24-36 inches in depth are firm
clay loam to clay. Permeability is over 6"/hr for this soil unit.
Chewacla Series [Cm]
The Chewacla Series soils are floodplain soils, located on the House Creek corridor adjacent to the
museum. The soils vary from sandy loam or silt loam in texture, and to clay at depth.
Cecil Series [CeB2, CeC2, CIC3, CIE3]
The Cecil Series are found in several complexes on the museum property, identified as broad
interstream divides in upland areas. The soils are typically a gravelly, sandy loam (CeB2, CeC2), and a
red clay loam (CIC3, CIE3) on steeper slopes. The subsoils are typically firm red clay, reaching up to 4
feet in depth. Extensive erosion of these soils has exposed the clay subsoils, and has resulted in
reduced fertility. Permeability is quite varied, from 1/2" to 6" per hour.
Mantache Series [Me]
The Mantache Series soils are located in depressions and upland draws. The upper horizon is
comprised of sandy loam and silt loam, overlaying the B horizon of sandy loam or loam. Infiltration is
"good", with slow to medium surface runoff. These soils are recommended for agricultural management
11
of field runoff, as sod waterways. In their natural condition, these soils experienced frequent, short
duration flooding.
Worsham Series [W y]
The Worsham Series soils are sandy loams found at the heads of drainageways and in upland
depressions. These soils formed under forest cover. The upper 20" presents a dark brown sandy loam,
with a firm silty sandy loam and sandy clay beneath. Infiltration is "good", with moderate slow
permeability indicated.
Borehole data from the museum construction, circa 1976, consistently identifies a stiff micaceous clay
layer near the surface, to a depth of approximately 3 feet, underlain by a series of silt and occasional
sand layers. Occasional deep layers of decomposed gneiss bedrock were encountered in deeper
borings.
P %,SA?
„ M*
g
? t
d F41 j _

wC
Figure 7: Soil Series Map (Source: Wake County Soil Survey, 1970)
Note location of farm pond indicated as 'W' adjacent to the superimposed museum building location. This pond predates the
esiting museum pond, and was removed at some pant prior to museum construction ( based on analysis of aerial photography).
12
•
•
•
•
• Existing Land Use and Land Cover
The existing and proposed land use descriptions for the Museum Planning Areas are described as
• follows, and shown diagrammatically in Figure 8. Areas listed are site plan areas, and not functional
• space or actual floor square footages. These areas are tabulated in Appendix A.
• The Northern Area
• The Northern Area contains the majority of the museum's roadway and parking facilities, as well as the
maintenance facility. The maintenance facility is approximately 5,000 sf. Paving and staff parking in
• this area amount to a total of 205,000 sf.
• Groundcover is predominantly turf grass in good condition, with several groves of trees, gardens, and
• landscaped areas near the buildings and parking areas.
• Museum Core and Green Areas
• The existing museum building comprises approximately 81,140 sf. The warehouse's site area
comprises approximately 12,250 sf, and the museum storage facility is 12,800 sf. The roadway and
• parking in this planning area amount to approximately 175,000 sf of paving, with an additional 32,400 sf
• of sidewalk and trails. Remnant gravel and compacted earth areas are estimated at 111,710 sf. It is
estimated that 28.3% of the basin tributary to the pond is currently covered by impervious surfaces.
•
Groundcover is predominantly turf grass in good condition, with several groves of trees, gardens, and
• landscaped areas near the buildings and parking areas. The southern section of the Museum Core
• Area is currently in tall erosion control grass and medium height bunch grass cover, typically in
excellent condition.
•
• Museum Park and Preserve & Riparian Corridor
The existing land cover for these areas is chiefly open grass meadow. Riparian areas, particularly
• along the upper tributary and House Creek, consist of forest, with dense understory, covering
• approximately 40% of the total area.
• The Southwest Corner
The Southwest Comer houses a number of small miscellaneous structures, as well as the remnant
• boiler building and stack. Paving is a mix of deteriorated asphalt and gravel, amounting to
• approximately 53,350 sf and 172,650 sf, respectively.
• The land cover for this area contains sections of large forested areas, comprised of mature forest
• vegetation and a dense understory, intermixed with open areas of erosion control grasses and natural
grass cover.
•
•
•
•
•
•
•
•
•
•
•
•
•
• 13
•
•
Proposed Gardens Areas
Proposed Pulura Expansbn
,.... ? -
Proposed T-P/Perm. P-ng
?,? a. ... t .'d..
Proposed Gallery Building - ? ?
Proposed Landscape Paving
f _ Existing Parking Lot
ri
a A.;
it Existing ,, k.• ,ray r ?.
i r Maintenance
Building
Existing
b '
Storage,F' Existing ?.. 4 SMr .?
'Building Museum
Building
..? Existing Existing
R Overflow Parking Lot Pow a, r
I pin. Line
OC.,
b Existing
Warehouse - C?
a Building
Existing t
Remnant Boiler i n r,t}' br'r ti
Building
Warehouse Parking _
and Access
Site Storm Water Management
.
Schematic Diagram
.r Figure 8. Museum Planning
- - Areas ~
Wade Ave.
ass o an .so em
_ Upstream headwaters of -
.. ,.? House Creek... "`-,-?--?..?..._...•'?
Figure 8: Museum Planning Areas
14
Proposed Site Conditions
For the purposes of the detailed hydrologic investigation, the site Subbasin 3 (tributary to the pond) was
divided into Drainage Areas P-1 through P-5, as shown on the accompanying drainage schematic
drawings. The proposed site conditions for the Museum Expansion are detailed in the following
sections.
Proposed Land Use and Land Cover
• The proposed land use changes include the expansion of the existing museum building, the
construction of new exhibition space, and site parking and roadway reconfiguration. These
improvements will be confined to the Northern Area and the Museum Core.
The Northern Area
The proposed site changes to the North Area are related to museum parking and vehicle circulation
and will likely be minor in extent. It is anticipated that an equivalent amount of impervious area will be
incorporated in the developed conditions to match the pre-development conditions.
Museum Core and Green Areas
The Museum Expansion slated for the Museum Core Area will include a building footprint of 1.69 acres.
• The related museum grounds, which will include garden space and outdoor exhibits, walkways and
boardwalks, will cover an additional 6.67 acres. The total proposed street, parking, and impervious
landscape improvements are 2.71 acres, of which 2.36 acmes are offset by demolition of existing
• pavement surfaces. In many cases the existing development platforms for roadways and parking will
be utilized, limiting site disturbance (see Table 1 for detailed net development areas, and Appendix A
for complete tabulations).
The Back of House Expansion (as currently envisioned) will add 17,783 sf (0.2 ac) of additional building
area, and 34,626 sf (0.5 ac) of additional parking and site paving. A significant portion of this paving will
be pervious (11,011 sf, 0.3 ac) to reduce stormwater impacts and to protect existing trees. The Back of
House Addition represents approximately 0.7 acres of increased impervious area. The stormwater
management controls for the Back of House Expansion are included in the stomwater/water quality
management of the Museum Expansion. Any specific improvements for this project are not designed
within the current construction package, and will be detailed a the time the Back of House project
• received authorization from the State of North Carolina, Department of Cultural Resources.
In the proposed conditions (without the Back of House Expansion, which could contribute an additional
• 0.7 acres of impervious surfaces) 15.51 acres (33%) of the 47.64 acre basin tributary to the pond will
be covered by impervious surfaces. The total additional proposed impervious area (less the existing
impervious surfaces to remain and the existing impervious areas to be demolished) is 2.05 acres.
At the project site outfall the impervious cover amounts to 16.67 acres, within the 55.85 acre
watershed, an impervious ratio of 30%.
Museum Preserve and House Creek Riparian Corridor
• In other planning areas (the Museum Preserve and the House Creek Riparian Corridor, see Figure 8),
small scale changes to trails, grass overflow parking, and other land cover changes will be made, which
will not involve large scale hydrologic modifications. These areas will be managed using distributed,
• local stormwater management techniques, such as grass buffer strips and infiltration areas. These
areas drain to adjacent tributaries to House Creek and planned improvements are not developed at this
time.

See complete area tabulations in Appendix A: Area Tabulations for more details.

• 15

Existing Development Museum
Expansion Museum
Back of House Total Development
Total Building Area 92,956 sf 2.1 ac 73,364 sf 1.7 ac 6,675 sf 0.2 ac 172,995 sf 4.0 ac
Total Paving 520,332 sf 11.9 ac 15 m Sf 0.4 ac 34,826 sf 0.8 ac; 570,640 sf 13.1 ac
Total Pervious 0 sf 0.0 ac 0 sf 0.0 ac 11,011 sf 0.3 ac 11,011 sf 0.3 ac
Paving/Grass
Total Impervious $13
213$ sf 14.1 ac 89,048 sf 2.0 ac 30,290 sf 0.7 ac 7:32,624 of 18.8 ac
Areas ,
Proposed 89,046 sf 2.0 ac 41,301 sf 0.9 ac 130,347 sf 3.0 ac
Development Areas
Total Development
Areas 813,288 sf 14.1 ac 78'2,334 sf 161 ac
_ 743,838 st 17.1 ac 743,635 sf 17.1 ac
Table 1. Museum Development Areas (values ac;= acres, sf = square feet).
Analysis includes accounting for demolition and partially pervious areas.
Stormwater Management
The Museum Expansion development will manage stormwater through the use of several grass
swales, a vegetated swale floodway reach, and a constructed stormwater marsh adjacent to the
existing pond (see attached plans, Appendix F). Inflow to the pond, marsh and floodway will be
delivered through shallow storm drains or erosion controlled vegetated surface swales. Storms above
the 10-year recurrence interval will be routed through the existing and proposed storm drains to the
vegetated swale and stormwater pond. A sediment basin will be provided at the head of the vegetated
swale to allow for the removal of suspended materials. The swale will allow for surface detention and
infiltration, as well as extended stormwater contact with riparian vegetation. Improvements to the pond
configuration and outlet structure will provide water quality detention and will be designed so that there
will be no increase to outflows for the 100-year storm (as well as smaller design storms). Concurrently,
a number of water quality improvements will be made to realize the full water quality benefits of a
combined wet pond with a stormwater marsh. These improvements are described in the following
section.
Water Quality Management
In accordance with the North Carolina Administrative Code Sections 15A NCAC 2B .0232 -.0242 the
nitrogen load for the new development is to be held at 70% of the average nitrogen load contributed by
1995 non-urban land uses (or 3.6 lb/acre/year).
The nitrogen management goals, as well as suspended sediment reduction and peak flow reduction
will be met by the proposed vegetated swales, a wet detention basin featuring areas of wetland marsh
and the wet pond. All stormwater features are designed according to the current Best Management
Practices guidelines of NCDENR-DWQ.
The calculations for nutrient management (for nitrogen) were based on NCDENR-DWQ procedures for
on-site nutrient production, and are detailed in Appendix B: Water Quality Calculations. Given the
significant areas of existing impervious surfaces, and the incremental proposed increases, the
projected nitrogen exports are below the threshold of 3.6 lb/ac/year for the entire site, and for all sub
watersheds on the site.
The total suspended solids reduction for the site will be met by the redesigned stormwater pond. This
feature has been retrofitted to meet current water quality requirements in order to obtain credit for 90%
reduction in total suspended solids. This is required (rather than the 85% reduction target) as the
existing pond does not have a vegetated outfall, and creation of a vegetated outfall is not feasible due
to property boundaries. The supplemental permit application for the wet detention pond is included in
Appendix E: Stormwater Management Permit Application.
16

• Additional water quality management and detention will be provided by the proposed improvements to
the existing stormwater pond. In its current configuration the pond fringe is managed as turf grass. This
has led to erosion of the pond fringe due to normal water level fluctuations. The pond fringe will be
• reshaped and planted with aquatic species to create areas of low and high marsh. Pond grades will be
modified to provide a functional balance of deep water areas, shallow water areas and sedimentation
pools. The outlet structure will be modified to provide a detained water quality volume, without
• significant modification to the existing flood control benefits of the pond.
The existing pond outfalls on the north bank are currently fully or partially submerged at normal pool
levels. These outfalls will be separated from the pond and provided with erosion control detailing and
revegetation.
•
The proposed development, including the Back of House Expansion, requires a water quality volume of
61,400 cf (1.41 ac-ft), based on the proposed net impervious area of the site. These calculations are
• detailed in Appendix B: Water Quality Calculations. The required volume will be met within the
proposed vegetated swale and the wet pond/marsh area.

. The proposed engineered swale provides a concentrated low flow channel and a floodplain zone for
slowing and filtering larger flows. The velocities within the floodway zone are less than 1 ft/s during the
water quality storm. This swale and the channel pools provide 0.15 ac-ft of water quality volume.
The stormwater pond will provide an additional water quality volume of 1.26 ac-ft, which will be
provided by the first 12.5 inches of storage above the proposed water quality outlet. This volume will
also provide contact with the vegetated banks and created marsh zones. The water quality volume will
be released over 120 hours to meet standards for water quality treatment. These calculations are
• detailed in Appendix C: Hydrologic and Hydraulic Calculations.
The stormwater pond will also provide for the removal of sediment. The total sediment pool volume
• within the pond limits is 8,605 cf. The forebay at the head of the engineered swale contributes an
additional 2,170 cf, for a total of 10,993 cf. The proposed development requires 5,880 cf (based on 1/10
inch of storage per impervious area).

Storm Event Hydrology
The NCMA site hydrology has been analyzed using the Natural Resource Conservation Service
• (NRCS) curve number method for existing-developed and proposed conditions. Storms analyzed
include the 2-year, 10-year, 25-year, 50-year and 100-year return interval storm for all site features.
Hydraulic routing has been performed using standard accepted engineering hydrology practices for
• facilities of this size.
• Fregi04Gy4) 2 5 10 25 50 100
•
RakM (1>.;' 3.60 4.56 5.28 6.48 7.20 8.0
• Table 2. Design Storm Rainfall for Raleigh
Source: Stormwater Management Design Manual, City of Raleigh
•
In accordance with the North Carolina Administrative Code Sections 15A NCAC 213 .0232 -.0242,
stormwater flows from new developments will be maintained at existing rates for the 1 year storm
• (within Raleigh the 2-year storm is adopted to meet the requirements of this rule). This requirement will
be met by the created stormwater swale, the reconfigured pond grades and the pond outlet
modifications, which are sized to control the outflow from storms smaller than, and including, the water
• quality volume (1 inch precipitation depth).
Larger storms will be routed through the created floodway, and overflow into the existing storm sewer.
• The design storms were analyzed to ensure that the proposed conditions runoff was equal to or less
than the runoff from the pre-development conditions (see Table 3). In addition, the available freeboard

• 17

at the pond embankment for the pre-development condition has been maintained in the post-
development condition.
Peak Storm Flows
Pre-Development Post-Development
Project Hydrology 2 yaw 25 yaw 100 year 2 yaw 25 year 100 year
POA A V 76. 101 27 54 62
POA B 26 75 103 41 112 153
POA C 49 110 146 51 99 119`;
PDA B+C 73 180 238 91 210 270
POA D TdbutWy to Pond 97 246 320 119 282 368
POA D Pond Outflow 60 140 146 56 140 146
Table 3. Epsting and proposed peak stonn flows (values in cubic feet per second). See Drainage Schematics for locations of
design points.
Additional detention will be provided by reshaping the pond fringe, and reconfiguring the pond outlet for
small storms. This will create an additional 1.45 ac-ft of flood control and water quality volume storage
above the stormwater pond's permanent storage, compared to the existing stormwater pond
configuration.
The proposed project lies above the Federal Emergency Management Agency delineated 100 year
floodplain. The floodplain infringes slightly onto the North Carolina Museum of Art parcel, but only along
the lower reach of House Creek, at approximate elevation 342 ft. The lowest activity proposed for this
project occurs around the existing pond, at elevation 400 ft. As such, there will be no activity required or
permitted within the FEMA mapped floodplain limits.
Channel Hydraulics
The proposed engineered swale has been designed to accommodate a larger range of flows than the
existing grass Swale. Additional inflows from the expansion are directed into the Swale to allow for
microdetention and water quality treatment along its length. The existing 36"-48" diameter storm sewer
within the swale limits will remain in place. Existing storm inlets along the swale will remain in place or
be adjusted to proposed grades to allow for overflows from the engineered Swale into this system.
A sediment basin has been designed at the upstream end of the Swale facility. This will remove
suspended sediment and debris. Low flows will filter through an underdrain. Flow then proceeds over a
rock weir, and downstream through a series of stepped channel pools, rock drop structures, and scour
pools. These features serve to dissipate energy, provide a stable channel grade, and sustain aquatic
vegetation for water quality treatment.
The channel and floodway zones are protected from erosion with erosion control blankets, geotextile,
coir rolls, rock protection, and vegetation. Unvegetated conditions are used for the design of channel
and floodway features to withstand forces from the ten year recurrence interval storm. For larger events
it is assumed that channel protection will be augmented by riparian vegetation along the banks, and
dense floodway vegetation. Calculations of erodibility and stability for the channel and floodway are
provided in the Appendix.
18

Implementation
The proposed stormwater management plan will be implemented in accordance with the particular
• permits for the authorized activities. These permits include the Neuse River Rule (Riparian Buffer and
Nutrient Management Rules), the Nutrient Sensitive Waters/Nutrient Management Rules, the Erosion
• and Sedimentation Control Plan Permit, and the USACE 404 Permit and NCDENR WQD 401 Water
• Quality Certification (as required), and the site grading and the construction permit issued by the State
i
ts are
Construction Office. The complete stated requirements and inclusions of each of these perm
adopted by this plan.
The following general requirements for construction phasing and maintenance will be met by the project
owner in regard to the proposed site activities.
Phasing and Establishment
• All disturbed areas not otherwise stabilized shall receive permanent vegetative erosion control
treatment in accordance with the plans and specifications. Permanent vegetation will meet the standard
• of providing uniform and continuous cover that is mature enough to survive site and environmental
conditions, and effective at preventing erosion. Temporary sediment control shall be in place within 7
days of disturbance for areas that will remain disturbed for more than 30 days. Areas constructed to
finish grade shall receive temporary or permanent stabilization within 7 days. These requirements shall
• apply to native site soil, imported soil, and all soil and erodible material stockpiles and borrow areas.
Sediment control devices shall be installed first, prior to any upslope land disturbing activities. This
• includes all sediment traps, basins, sediment fences, barriers, liners and buffers, and all required
temporary stormwater diversions.
i
Stormwater inlets (existing and proposed) shall be protected from sediment laden runoff during the
tl
t
ll
i
d
i
d
re
ou
e
requ
ev
ce, a
construction period. Prior to operation of any new stormwater conveyance
protection and channel protection measures in the downstream reaches shall be completed.
Stormwater management facilities shall be protected from sediment laden runoff and concentrated site
• stormwater at all times. Following the establishment of site erosion control practices and internal
'
s
erosion control measures within the device, the site shall be inspected by the engineer or the owner
approved inspector. After receiving written approval of stabilization from the inspector, stormwater
• runoff may be directed to the facility.
Proposed vegetation shall be closely monitored for water requirements until fully established. Following
• the establishment of staked vegetation, typically at 6 months, temporary stakes shall be carefully
li
er
removed and properly disposed, or adjusted in place as required. Individual nursery or supp
recommendations for maintenance and fertilization shall be followed.
Temporary erosion control measures shall be removed and the underlying areas revegetated within
. thirty (30) days after site stabilization is complete. Sediment residue within these controls shall be
removed and properly disposed of, or revegetated and stabilized in place to existing or better condition,
with the written approval of the owner and the owner's engineer.
Following completion of all stormwater management improvements and permanent site stabilization, a
record of as-built documents and construction observation records for all stormwater management
• facilities shall be compiled and maintained by the owner.

i
• 19

Operation and Maintenance
The following requirements are to be implemented immediately following completion of site
improvements and final stabilization of the site. The responsible party will be the North Carolina
Museum of Art (North Carolina Department of Cultural Affairs) or its designated representative.
Currently the designated official with responsibility for the maintenance of the site is as listed below.
Site Manager: Mr. Dan Gottlieb
Deputy Director of Design, North Carolina Museum of Art
2110 Blue Ridge Road
Raleigh, NC 27607
[phone]
dcaottliebt&-ncmamail.dcr.state.nc.us
Site Inspection and Maintenance
1. Following all significant precipitation events, the site should be inspected to insure that no
erosion or sedimentation has occurred on the project site, that stormwater is being routed and
detained as designed and that no downstream impacts are created as a result of the project
improvements.
2. Any area actively eroding after one year of initial slope construction, including cut and fill
slopes, shall be retrofitted with an appropriate erosion control technique to restore appropriate
grades and prevent further damage. The underlying cause of the erosion shall be addressed in
the selected solution.
Grass Swale Inspection and Maintenance
1. After a one-time application of fertilizer for vegetation establishment, fertilizer will not be
applied to the swale.
2. Grass will be maintained at a height of approximately six inches and not less than 5 inches.
On an annual basis, replace any dead or diseased vegetation. Prune vegetation as required
to maintain species composition. Occasionally more frequent pruning or mowing may be
required depending on vegetation growth and desired plant forms.
3. Visually inspect drainage paths in the swale after rainstorms to ensure that erosion and
sedimentation have not occurred. If erosion has occurred regrade soil as necessary and
reestablish vegetation using a one-time fertilizer application. If sediment is present, locate the
source of the sediment and remediate the problem at the source. Remove sediment if it
reaches a depth of four inches in the swale.
4. Inspect the swale quarterly and record a log of maintenance and repair activities to the
swale.
Wet Detention Area Inspection and Maintenance
1. After rainstorms, insure that drainage paths are clear, that no erosion or sedimentation has
occurred within or around the wet detention and adjacent marsh areas, hill slopes, and
conveyance swales. Remove any accumulated trash or debris from the wet detention area.
2. Visually inspect all areas for evidence of soil or mulch erosion or vegetation problems on a
monthly basis, and repair immediately. Remove accumulated sediment, litter and debris
from all areas and outlet control structures. Observe and record any dead, dying, diseased or
stressed vegetation. If algal growth covers more than 50% of the detention area, a
20
professional should be contacted to control the growth. Provide regular water during dry
periods as needed, particularly for establishment of new vegetation. Physically remove weeds
from areas on a regular basis.
3. On an annual basis, replace any dead or diseased vegetation. Prune or mow vegetation as
required to maintain species composition. Occasionally more frequent pruning or mowing
may be required depending on vegetation growth and desired plant forms. Replenish mulch
as required to meet original design grades. Adjust and repair planting stakes as required. No
fertilizer should be applied to the wet detention pond after a one-time fertilization to establish
plants on the vegetative shelf.
4. On an annual basis inspect the forebay for sediment accumulation. When sediment has
accumulated beyond the design depth for the forebay (measured using the sedimentation
accumulation depth marker), it should be removed and disposed of in a location that will not
cause an impact to streams or BMPs. The source of the sediment should be found and the
problem should be remedied.
5. On an annual basis a dam safety expert should inspect the embankment.
6. Record a log of maintenance and repair activities to the wet detention and adjacent marsh
areas, hill slopes, and conveyance swales.
Vegetation, stormwater management and erosion control landscaping shall be warranted for a period of
one year following the approval of as-built construction documents. Any repairs or activity required by
this warrantee shall be performed to the original standards set forth in the plans and specifications.
Should assistance in planning and organizing inspections, or resolving observed problems be required,
please contact the engineer.
21
Appendices
22
Appendix A Area Tabulations
Site Area Tabulations
Site Soil Summary
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Appendix B Water Quality Calculations
Water Quality Feature Sizing
Nitrogen Rule Requirements
Channel & Forebay Calculations
B
a n k I n'te n t i o i -,,e H
s P a g ra L �r,, it I , I v

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North Carolina Museum of Art
Museum Expansion
Water Quality Feature Sizing
Proposed Basin Hydrology
reatment Area
Basin P-1, P-2, P-3, P-4 Tributary to Pond
Total Area At := 47.64acre
Proposed Impervious Area
Percentage Impervious
Existing Impervious Area
Aimp := 16.21 acre
I:= Aimp
At
Aeximp 13.46acre
Permanent Undisturbed Open Space Anat:= 5.79-acre
Permanent Managed Open Space Aman:= 25.64-acre
Percentage Impervious Iex := Aeximp
At
Water Quality Capture Volume Calculation
Aimp = 16.21 acre
I = 34.03 %
IeX = 28.25 %
0 Reference:P:\NCMA_ExpansionWnalysis\WaterQuality\WQ_RaleighData.xmcd(R)
Site Data
Water Quality Precipitation Depth PWQ := l in
Volumetric Runoff Coefficient Rv := 0.05 + 0.009•I.100
RV = 0.36
Required WQ Volume
Required Volume for site with limp <15%
AR T I F Ex E Di n c
ENV iAON ME NTA 0E$IGN
WQv := PWQ.Rv'At WQv = 6.16 x 104 cf
WQv = 1.41 acft
WQvmin 0.2in•AI WQvmin = 3.46 x 104 cf
WQvmin = 0.79 acft
2/25/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t 720.855.3721 f 720.855.4210
www.artlfexed.com
North Carolina Museum of Art
Museum Expansion
Water Quality Feature Sizing
Wet Pond Detention Sizing
Required Forebay Size
Required Wet Pond Volume, minimum
Fv := O.lin•Aim Fv = 5.88 x 103 cf
Fv = 0.14 acft
WQvwet := 0.5in•Aimp WQvwet = 0.68 acft
WQvwet = 2.94 x 104 cf
Required Permanent Pool Surface Area
Permanent Pool Depth
n:= 0 .. cols(SADA) - 1
SARn:= linterp(IP,SADAQ,I)
SAn := SARn _ 100-At
3 1 1.4971 0.7131
3.5 1.353 0.645
4 1.221 0.582
lT =
d 4.5 ft SAR
= 1.163 SA
= 0.554 acre
poo n n
5 1.083 0.516
5.5 1.003 0.478
6? 0.922 0.439
ARTIFEXL inc
ENVIROt1MEN7AI DESIGN
2/25/2008
2363 Blake Street, Suite 202
Denver. CO 80205
t 720.855.3721 f 720.855.4210
www.artlfexed.com
•
•
•
•
North Carolina Museum of Art
Museum Expansion
Water Quality Feature Sizing
Nutrient Export Calculations
2/25/2008
Nitrogen Management under Neuse Stormwater Rule (15A NCAC 213 .0235 )
Permanent Natural Open Space
Permanent Managed Open Space
Impervious Surfaces
Existing Impervious Reduction
Total
Average for Site
Required
TNnat := Anaf TNcoeff0
TNman '= Aman'TNcoeff 1
TNimp = (Aimp).TNcoeff2
lb
TNeximp'= (Aeximp)-TNcoeff2 TNeximp= 285.35 lb
lb
TNt := TNnat + TNman + TNimp - TNeximp TNt = 92.54 yr
TNt
TNavg '_ At
TNavg = 194 lb
acre•yr
TNnat = 3.47 lb
yr
TNman = 30.77 lb
yr
TNimp = 343.65 lb
yr
Target residential = 3.6 Ib/ac/yr (without development fees)
commercial = 3.6 Ib/ac/yr (without development fees)
Water Quality Swales, Wetpond and Created Wetland in series
TNred '= TNavg'[( 1 - TNR3)-(1 - TNR I) • (1 - TNR6l /] TNred = 0.61 lb
\ / acre•yr
Reduction neglecting existing impervious area credit
M&.= TNnat + TNman + TNimp
h = TNt TNavg = 7.93 lb
wg? At acre•yr
= TNavg•[(1 - TNR3)•(1 - TNRII•r1 - TNR6)1 TNred = 2.5 lb
`` / 11 // `` JJ acre•yr
AR TIFEX inc
chiVIAON ME kTAL DESIGN
2363 Blake Street, Suite 202
Denver, CO 80205
t 720.855.3721 f 720.855.4210
www.arffexed.com

North Carolina Museum of Art
Gallery Expansion
Proposed Site Hydrology
Stormwater WQ Calculations
Nitrogen Rule Requirement Calculations
Area
Basin P-2
Type of Land Cover
Permanently Preserved Open Space
Permanently Managed Open Space
Total Impervious Surfaces
- Existing Impervious Surfaces
Total
Average For Site
Allowable Export Rate
Area
Basin P-3
Type of Land Cover
Permanently Preserved Open Space
Permanently Managed Open Space
Total Impervious Surfaces
- Existing Impervious Surfaces
Total
Average For Site
Allowable Export Rate
Area
Basin P1-P5
Type of Land Cover
Permanently Preserved Open Space
Permanently Managed Open Space
Total Impervious Surfaces
- Existing Impervious Surfaces
Total
Average For Site
Allowable Export Rate
"'" "
ARTIFEXL inc
ENVIRONMENTAL DESIGN
4/7/2008
Site Area
acres
0.74
5.39
8.4
7.07
14.5 ac
TN Export TN Export by TN Export
Coefficient Land Use from Site
Ibs/ac/yr Ibs/yr Ibs/ac/yr
0.6 0.444
1.2 6.468
21.2 178.08
21.2 -149.884
35.1 Ib/yr
2.4 Ib/ac/yr
3.6 Ib/ac/yr
TN Export TN Export by TN Export
Site Area Coefficient Land Use from Site
acres Ibs/ac/yr Ibs/yr Ibs/ac/yr
3.41 0.6 2.046
12.05 1.2 14.46
5.66 21.2 119.992
4.95 21.2 -104.94
21.1 ac 31.6 Ib/yr
1.5 Ib/ac/yr
3.6 Ib/ac/yr
TN Export TN Export by TN Export
Site Area Coefficient Land Use from Site
acres Ibs/ac/yr Ibs/yr Ibs/ac/yr
8.56 0.6 5.136
30.61 1.2 36.732
16.67 21.2 353.404
14.63 21.2 -310.156
55.8 ac 85.1 Ib/yr
1.5 Ib/ac/yr
3.6 lb/ac/yr
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arUfexed.com
North Carolina Museum of Art 4/7/2008
Gallery Expansion
Proposed Site Hydrology
Stormwater WQ Calculations
Nitrogen Rule Requirement Calculations
Area
Total Site Summary (Inc. offsite areas))
TN Export TN Export by TN Export
Type of Land Cover Site Area Coefficient Land Use from Site
acres Ibs/ac/yr Ibs/yr Ibs/ac/yr
Permanently Preserved Open Space 5.79 0.6 3.474
Permanently Managed Open Space 26.32 1.2 31.584
Total Impervious Surfaces 15.51 21.2 328.812
- Existing Impervious Surfaces 13.46 21.2 -285.352
Total 47.6 ac 78.5 Ib/yr
Average For Site 1.6 Ib/ac/yr
Allowable Export Rate 3.6 Ib/ac/yr
2363 Blake Street, Suite 202
AR T I F E X i n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN
www.artrfexed.com
ARTIFEx E D i n c 2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 i. 720 855 4210
ENVIRONMENTAL DESIGN www.artitexed.com

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ENVIRONMENTAL DESIGN
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2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.artifoxed.com
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North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Pond
Museum Pond
Proposed Pond Configuration and Parameters
Pond Chataictedstice
Temporary Pool volume
Permanent Pool Volume
Detention Volume
Sediment Pool Characteristics
Volume Differential Volume
of cf
198593
144055
54538
3/24/2008
3/3
Elevation Depth Area Volume
ft ft sf of
Wet Pond Permanent Pool 398.7 46874 144055
Sediment Storage (25%) 395.9 2.8 28372
Basin Base 395.0 0.9
Forebay North Forebay Pool 398.7 782 2170
Sediment Storage (25%) 395.9 2.8 723
Forebay Base 395.0 0.9
Forebay South Forebay Pool 398.7 2319 643&
Sediment Storage (25%) 395.9 2.8 2145
Forebay Base 395.0 0.9
Total Sediment Storage 36977
Total Sediment Pool Volume 8605
Swale Forebay 424.5 0 250
425 0.5 463 178
426 1.5 1126 795
427 2.5 1703 1415
2387
Total Sediment Pod Volume 10993
2363 Blake Street, Suite 202
ARTIFEx E Di n c Denver, Co 80205
ENVIRONMENTAL oES1oN t. 7208553721 f. 7208554210
wwwjwWioxed.com
Appendix C Hydrologic and Hydraulic Calculations
Hydrology, Existing
Hydrology, Proposed
Proposed Site Hydrology Volumes
Pond WQv Drawdown
Swale Forebay Design/Pond Forebay
Swale Channel Hydraulics
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North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Subcatchmerrt 9S: Basin E•1
Runoff = 20.43 cfs @ 11.97 hrs, Molume= 1.001 af, Depth> 5.71"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
* 1.111 98 Pavement
* 0.000 98 Building
* 0.134 60 Wooded Areas, Fair, HSG B
* 0.000 61 Garden/Landscape Areas
* 0.860 69 Managed Turf Areas >75% Grass cover, Good, HSG C
* 0.000 100 Water
2.105 84 Weighted Average
0.994 68 Pervious Area
1.111 98 Impervious Area
Tc Length Slope Melocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cfs)
4.4 100 0.1290 0.38 Sheet Flow, AB,
Grass: Short n=0.150 P2=3.60"
0.3 72 0.0714 4.01 Shallow Concentrated Row, B-C
Grassed Waterway Kw: 15.0 fps
0.4 79 0.0211 2.95 Shallow Concentrated Flow, C-D
Paved Kv= 20.3 fps
0.3 209 0.0550 10.44 64.75 Channel Flow, D-E
Area= 6.2 sf Perim= 25.5' r- 0.24'
n=0.013 Asphalt, smooth
0.0 8 0.1600 18.25 22.39 Circular Channel (pipe), E-F
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
0.2 233 0.0939 19.12 60.08 Circular Channel (pipe), F-G
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
5.6 701 Total
Events for Subcatchment 9S: Basin E•1
Event Runoff
(cfs) Molume Depth
(acre-feet) (inches)
2 Year 7.39 0.366 2.09
5 Year 10.10 0.496 2.83
10 Year 12.20 0.598 3.41
25 Year 15.79 0.773 4.41
50 Year 17.98 0.880 5.02
100 Year 20.43 1.001 5.71
2/25/2008
2363 Blake Street, Suite 202
AR T I F Ex E DI n c Denver, 80205
It. 720 855 3721 f. 720 85 855 4210
ENVIRONMENTAL DESIGN www.arUfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summaryfor Subcatchment 6S: Basin E-2, Above PQArA
Runoff = 101.04 cfs @ 12.00 hrs, \blume= 5.328 af, Depth> 5.01
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN DeSCriDtion
* 3.932 98 Pavement
* 0.476 98 Building
* 1.978 60 Wooded Areas, Fair, HSG B
* 0.000 61 Garden/landscape Areas
* 6.374 69 Managed Turf Areas >75% Grass cover, Good, HSG C
* 0.000 100 Water
12.760 78 Weighted Average
8.352 67 Pervious Area
4.408 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
6.8 80 0.0275 0.20 Sheet Row, AB
Grass: Short n=0.150 P2=3.60"
0.3 21 0.0400 1.00 Shallow Concentrated Row, B-C
Woodland Kv= 5.0 fps
0.9 190 0.0492 3.57 Shallow Concentrated Row, C-0
Unpaved Kw 16.1 fps
0.0 41 0.0293 14.42 403.80 Channel Row, M
Area= 28.0 sf Perim= 20.1' r-1.39'
n= 0.022 Earth, dean & straight
0.2 79 0.0110 8.58 60.63 Circtdar Channel (pipe), E-F
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.015 Concrete sewer w/manholes & inlets
0.4 79 0.0010 2.98 21.09 Circtdar Channel (pipe), FLG
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75' n= 0.013
0.1 96 0.0430 19.57 138.31 Circular Channel (pipe), GH
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75' n= 0.013
0.1 134 0.0443 19.86 140.38 Circular Channel (pipe), H4
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75' n= 0.013
8.9 720 Total
Everrts for Subcatchmertt 6S: Basin E-2, Above I
Event Runoff
(ds) Volume Depth
(acre-feet) (inches)
2 Year 31.79 1.730 1.63
5 Year 45.73 2.444 2.30
10 Year 56.77 3.013 2.83
25 Year 75.92 4.008 3.77
50 Year 87.73 4.626 4.35
100 Year 101.04 5.328 5.01
2/25/2008
2363 Blake Street, Suite 202
A R T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Subcatchment 19S: Basin E-2, Below PQArA
Runoff = 69.57 cfs @ 11.92 hrs, Molume= 3.109 af, Depth> 5.99"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
* 3.128 98 Pavement
* 0.810 98 Building
* 0.709 60 Wooded Areas, Fair, HSG B
* 0.000 61 Garden/Landscape Areas
* 1.586 69 Managed Turf Areas >75% Grass cover, Good, HSG C
* 0.000 100 Water
6.233 86 Weighted Average
2.295 66 Pervious Area
3.938 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cis)
0.3 20 0.0275 1.20 Sheet Row,
Smooth surfaces n= 0.011 P2= 3.60"
0.2 50 0.0400 4.06 Shallow Concentrated Row, Gutter
Paved Kw 20.3 fps
1.4 155 0.0005 1.83 12.93 Circular Charnel (pipe), F-G
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75'
n= 0.015 Concrete sewer w/manholes & inlets
0.1 96 0.0434 17.04 120.42 Circular Channel (pipe), G:H
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75'
n= 0.015 Concrete sewer w/manholes & inlets
0.1 134 0.0443 17.21 121.67 Circular Charnel (pipe), Hd
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75'
n= 0.015 Concrete sewer w/manholes & inlets
2.1 455 Total
Events for Subcatchment 19S: Basin E-2, Below
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 26.55 1.191 2.29
5 Year 35.54 1.590 3.06
10 Year 42.48 1.899 3.66
25 Year 54.31 2.425 4.67
50 Year 61.51 2.747 5.29
100 Year 69.57 3.109 5.99
2/25/2008
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, $0205
t. 720 855 3721 f. 720 85 855 4210
ENVIRONMENTAL DESIGN www.arfifexed.com
North Carolina Museum of Art 2/25/2008
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summaryfor Subcatchment 17S: Basin E-3_b3&b4
Area tributary to
Runoff = 16.97 cis @ 11.93 hrs, Volume= 0.800 af, Depth> 6.81
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
1.190 98 Impervious Areas
0.000 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
0.220 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
1.410 93 Weighted Average
0.220 69 Pervious Area
1.190 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.6 50 0.0260 1.41 Sheet Raw, Parking Lot
Smooth surfaces n= 0.011 P2= 3.60"
0.8 150 0.0260 3.27 Shalkrer Concentrated Raw, Parking Lot
Paved Kv= 20.3 fps
1.3 135 0.0600 1.71 Shallow Concentrated Raw, Filislope 2
Short Grass Pasture Kv= 7.0 fns
2.7 335 Total
Events for Subcatchment 17S: Basin E-3 b3&b
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 7.17 0.333 2.83
5 Year 9.28 0.433 3.69
10 Year 10.88 0.509 4.33
25 Year 13.56 0.637 5.42
50 Year 15.17 0.714 6.08
100 Year 16.97 0.800 6.81
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENV180NMENTAL DESIGN www.arfifexed.com
North Carolina Museum of Art 2/25/2008
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summaryfor Subcatchment 14S: Basin 15-3165
Area tributaryto head of swale byAmphitheater. Includes portions of existing museum building, the
amphitheater, and the wooded hillsplope and grass areas above the swale.
Runoff = 54.57 cfs @ 12.01 hrs, \/blume= 2.845 af, Depth> 4.72"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
0.797 98 Impervious Areas
0.927 98 Existing Building, from E-2
0.364 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
5.151 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
7.239 75 Weighted Average
5.515 68 Pervious Area
1.724 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (tft) (fVsec) (cfs)
6.1 50 0.1000 0.14 Sheet Raw, lillsi le 1
Woods: Light underbrush n=0.400 P2=3.60"
2.0 190 0.1000 1.58 Shallow Concentrated Row, lillslope 1
Woodland Kw 5.0 fps
1.2 152 0.0920 2.12 Shallow Concentrated Raw, Hilslope 2
Short Grass Pasture Kv= 7.0 fos
9.3 392 Total
Events for Subcatchrnent 14S: Basin E-3-b5
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 15.80 0.850 1.41
5 Year 23.53 1.240 2.06
10 Year 29.69 1.554 2.58
25 Year 40.43 2.107 3.49
50 Year 47.07 2.452 4.06
100 Year 54.57 2.845 4.72
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, 80205
t. 720 855 3721 f. 720 85 855 4210
ENVIRONMENTAL DESIGN uwvw.artifexed.com
North Carolina Museum of Art 2/25/2008
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Subcatchment 18S: Basin E3 b6
Area tributaryto drainage inlet at PQAB, in e)asting swale. Includes portions of existing museum
building, the amphitheater, and the wooded hillsplope and grass areas above the swale.
Runoff = 43.17 ds @ 12.00 hrs, Volume= 2.045 af, Depth> 3.61"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt=0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
0.250 98 Impervious Areas
3.300 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
3.250 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
6.800 66 W s-ighted Average
6.550 64 Pervious Area
0.250 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.1 50 0.1000 0.14 Sheet Row, Fillside 1
Woods: Light underbrush n= 0.400 P2= 3.60"
1.7 165 0.1000 1.58 Shallow Concentrated Row, F1llslope 1
Woodland Kw 5.0 fps
0.6 135 0.2500 3.50 Shallow Concentrated Row, Fillslope 2
Short Grass Pasture Kv= 7.0 fos
8.4 350 Total
Events for Subcatchment 18S: Basin E3 b6
Event Runoff Volume Depth
(cfs) (acre-feet) (inches)
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
AR T I F Ex E Di n c
ENVIRONMENTAL DESIGN
8.50 0.430 0.76
14.99 0.721 1.27
20.38 0.968 1.71
30.06 1.420 2.51
36.18 1.710 3.02
43.17 2.045 3.61
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arffexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Subcatchrnent 3S: Basin E-4
Runoff = 73.39 cfs @ 12.01 hrs, \blume= 3.788 af, Depth> 4.42"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
* 0.160 98 Pavement
* 0.000 98 Building
* 1.381 60 Wooded Areas, Fair, HSG B
* 0.000 61 Garden/Landscape Areas
* 7.400 69 Managed Turf Areas >75% Grass cover, Good, HSG C
* 1.344 100 Water
10.285 72 Weighted Average
8.781 68 Pervious Area
1.504 100 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0729 0.30 Sheet Row, ArB
Grass: Short n=0.150 P2=3.60"
4.1 254 0.0042 1.04 Shallow Concerttrated Row, B-C
Unpaved Kw 16.1 fps
9.6 354 Total
Everts for Subcatchment 3S: Basin E-4
Event Runoff \blume Depth
(cfs) (acre-feet) (inches)
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
AR T I F Ex E U' inc
ENVIRONMENTAL DESIGN
19.36 1.046 1.22
30.00 1.571 1.83
38.56 1.999 2.33
53.55 2.761 3.22
62.86 3.241 3.78
73.39 3.788 4.42
2/25/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arffexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Pond 1 P: Pond
Inflow Area = 46.832 ac, 30.16% Impervious, Inflow Depth > 4.84" for 100 Year event
Inflow = 320.38 cfs @ 11.96 hrs, \/olume= 18.904 of
outflow = 146.12 cFs @ 12.14 hrs, Mblume= 18.634 af, Atten= 54%, Lag= 10.8 min
Primary = 146.12 cfs @ 12.14 hrs, uolume 18.634 of
Routing by DynStor-Ind method, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs / 3
Starting Elev= 399.74' Surf.Area= 0 sf Storage= 242,230 cf
Peak Elev= 402.89' @ 12.14 hrs Surf.Area= 0 sf Storage= 444,763 cf (202,533 d above start)
Flood Elev= 403.50' Surf.Area= 0 sf Storage= 480,000 cf (237,770 cf above start)
Plug-Flow detention time= 145.4 min calculated for 13.066 of (69% of inflow)
Center-of-Mass det. time= 18.9 min (772.0 - 753.1 )
uolume Invert Auail.Storage Storage Description
#1 393.00' 480,000 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
393.00 0
394.00 10,607
395.00 30,765
396.00 59,422
397.00 96,441
398.00 143,248
399.00 198,404
400.00 257,628
401.00 318,311
402.00 382,223
403.00 452,826
403.50 480,000
_Device Routing Invert Outlet Devices
#1 Primary 391.11' 36.0" x 84.0' long Whoert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 389.69' S--0.0169f Cc=0.900
n= 0.011 Concrete pipe, straight & dean
#2 Device 1 399.74' 4.0' " Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s) 0.7' Crest Height
Primary Outflow Mar=146.11 cfs @ 12.14 hrs HW-402.88' (Free Discharge)
L1=CuIvert (Barrel Controls 146.11 cls @20.67 fps)
t2=SharpOested Rectangudar Weir (Passes 146.11 cfs of 381.05 cfs potential flow)
Events for Pond 1 P: Pond
Event Inflow
(cfs) Primary
(cls) Elevation
(feet) Storage
(cubic-feet)
2 Year 97.19 60.22 400.76 303,719
5 Year 143.68 96.29 401.10 325,022
10 Year 180.88 126.27 401.35 340,853
25 Year 245.81 139.18 401.94 378,439
50 Year 285.83 142.39 402.37 408,461
100 Year 320.38 146.12 402.89 444,763
2/25/2008
2363 Blake Street, Suite 202
oft AR T I F Ex EU i n c t. 720 855 372Def. 720 855 4210
ENVIRONPAENTAI DESIGN www.ar6fexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Unk 19L• POAA
Inflow Area = 12.760 ac, 34.55% Impervious, Inflow Depth > 5.01" for 100 Year event
Inflow = 101.04 ds @ 12.00 hrs, uolume= 5.328 of
Primary = 101.04 ds @ 12.00 hrs, Mblume= 5.328 af, Aden=O%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Everts for Link 19L• PQAA
Event Inflow
(cfs) Primary
(cl's) Elevation
(feet)
2 Year 31.79 31.79 0.00
5 Year 45.73 45.73 0.00
10 Year 56.77 56.77 0.00
25 Year 75.92 75.92 0.00
50 Year 87.73 87.73 0.00
100 Year 101.04 101.04 0.00
2/25/2008
2363 Blake Street, Suite 202
AR T I F E X i n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artlfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Link 17L E-3 Total PQAB
Inflow Area = 15.449 ac, 20.48% Impervious, Inflow Depth > 4.41" for 100 Year event
Inflow = 103.35 cfs @ 12.00 hrs, Mblume= 5.683 of
Primary = 103.35 cfs @ 12.00 hrs, uolume= 5.683 af, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Events for Unk 17L E3 Total PQA B
Event Inflow
(cfs) Primary
(cfs) Elevation
(feet)
2 Year 26.10 26.10 0.00
5 Year 41.07 41.07 0.00
10 Year 53.23 53.23 0.00
25 Year 74.71 74.71 0.00
50 Year 88.12 88.12 0.00
100 Year 103.35 103.35 0.00
2/25/2008
2363 Blake Street, Suite 202
AR T I F E X E Di fI C Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Link 12L POAB+C
Inflow Area = 34.442 ac, 33.42% Impervious, Inflow Depth > 4.92" for 100 Year event
Inflow = 237.84 cfs @ 11.95 hrs, Volume= 14.116 of
Primary = 237.84 cfs @ 11.95 hrs, \/olume= 14.116 af, Aden=O%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Events for Link 12L PGA BFC
Event Inflow
(cfs) Primary
(cfs) Bevation
(feet)
2 Year 72.65 72.65 0.00
5 Year 106.20 106.20 0.00
10 Year 133.05 133.05 0.00
25 Year 179.95 179.95 0.00
50 Year 208.90 208.90 0.00
100 Year 237.84 237.84 0.00
2/25/2008
cc 2363 Blake Street, Suite 202
AR T I F E X G i n c Denver, 80205
ENVIRONMENTAL DESIGN t. 7208553721 f. 720 855 4210
www.artfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Basins
Drainage Schematic
Summary for Link 18L: PO,AC
Inflow Area = 18.993 ac, 43.94% Impervious, Inflow Depth > 5.33" for 100 Year event
Inflow = 145.54 cfs @ 11.95 hrs, Volume= 8.434 of
Primary = 145.54 cfs @ 11.95 hrs, Volume= 8.434 af, Aden=O%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 2.00-20.00 hrs, dt= 0.01 hrs
Events for Link 18L• PGA C
Event Inflow
(cls) Primary
(cfs) Elevation
(feet)
2 Year 49.08 49.08 0.00
5 Year 68.60 68.60 0.00
10 Year 84.01 84.01 0.00
25 Year 110.60 110.60 0.00
50 Year 126.90 126.90 0.00
100 Year 145.54 145.54 0.00
2/25/2008
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.ardfexed.com
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North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P1: Bassin P-1
Runoff = 18.70 cfs @ 11.95 hrs, Volume= 0.965 af, Depth= 6.71"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
1.194 98 Impervious Areas
0.000 60 Wooded Areas, Fair, HSG B
0.000 61 Garden/Landscape Areas >75% Grass cover, Good, HSG B
0.533 69 kbnaged Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
1.727 89 Weighted Average
0.533 69 Pervious Area
1.194 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft(ft) (ft/sec) (cfs)
3.8 72 0.0972 0.32 Sheet Raw,
Grass: Short n=0.150 P2= 3.60"
0.6 130 0.0308 3.56 Shallow Concentrated Row,
Paved Kv= 20.3 fps
4.4 202 Total
Events for Subcatchment P1: Basin P-1
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 7.40 0.380 2.64
5 Year 9.79 0.503 3.50
10 Year 11.63 0.598 4.15
25 Year 14.72 0.758 5.27
50 Year 16.60 0.856 5.95
100 Year 18.70 0.965 6.71
3/24/2008
2363 Blake Street, Suite 202
AR T I F Ex E Di n c t. 720 855 37211ef. 720 855 4210
ENVIRONMENTAL DESIGN www.arffexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summaryfor Subcatctment P2_1: Basin P-2-al
Roadway drainage into the north trunk storm sewer.
Runoff = 9.30 cis @ 12.00 hrs, \blume= 0.482 af, Depth= 3.53"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (sf) CN Description
3,237 98 Impervious Areas
68,109 60 Wooded Areas, Fair, HSG B
0 61 Garden/Landscape Areas>75% Grass cover, Good, HSG B
0 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0 100 Water
71,346 62 Weighted Average
68,109 60 Pervious Area
3,237 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 80 0.0537 0.26 Sheet Row, Hillside
Grass: Short n=0.150 P2=3.60"
1.7 162 0.0537 1.62 Shallow Concentrated How, Hillside
Short Grass Pasture K\r- 7.0 fps
1.5 239 0.0040 2.73 10.91 Trap Vee/Rect Channel Row, Swale
BotW=2.00' D=1.00' Z= 2.07 Top.W=6.00'
n=0.025 Earth. dean &windina
8.4 481 Total
Events for Subcatchment P2-1: Basin P-2-all
Event Runoff
(cfs) btolume Depth
(acre-feet) (inches)
2 Year 1.54 0.096 0.70
5 Year 2.94 0.164 1.20
10 Year 4.13 0.222 1.63
25 Year 6.31 0.331 2.42
50 Year 7.70 0.401 2.94
100 Year 9.30 0.482 3.53
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arfifexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P2_2: Basin P-2-a2
Basin P-3-b2 includes the existing overflow parking lot along Blue Ridge Road, and related circulation
roads, and a small amount of grasssed area. This area is routed to the proposed storm water trunk
system to the North, and included in P-2. Alternate routing would include directing this are into the swale
and detention complec, if necessaryfor capacity limitations to the north of the proposed museum.
Runoff = 24.43 cfs @ 11.94 hrs, Volume= 1.188 af, Depth= 6.34"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
1.314 98 Impervious Areas
0.000 60 VWboded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
0.934 69 IVfenaged Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
2.248 86 Weighted Average
0.934 69 Pervious Area
1.314 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 80 0.0212 1.43 Sheet Row, Parking Lot
Smooth surfaces n= 0.011 P2= 3.60"
1.4 250 0.0212 2.96 Shallow Concentrated How, Parking Lot
Paved Kv= 20.3 fps
0.7 133 0.0195 3.10 3.88 Trap/Ve~ Channel How,
Bot W=1.00' D=0.50' Z= 3.0'f Top.W-4.00'
n=0.030 Earth, grassed &winding
0.1 84 0.0460 15.07 26.63 Circular Channel (pipe), Parking Lot Outlet Culvert
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38'
n= 0.011 Concrete aide. straiaht & dean
3.1 547 Total
Events for Subcatchment P2-2: Basin P-2-a2
Event Runoff
(clss) Volume Depth
(acre-feet) (inches)
2 Year 9.19 0.448 2.39
5 Year 12.38 0.601 3.21
10 Year 14.85 0.721 3.85
25 Year 19.03 0.924 4.93
50 Year 21.58 1.049 5.60
100 Year 24.43 1.188 6.34
3/24/2008
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arfifexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment 132_3: Basin P-2-a3
Western entrance paved areas.
Runoff = 18.80 cis @ 11.93 hrs, Volume= 0.964 af, Depth= 7.76"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN DeScriDtbon
1.490 98 Impervious Areas
0.000 60 Wooded Areas, Fair, HSG B
0.000 61 Garden/Landscape Areas>75% Grass cover, Good, HSG B
0.000 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
1.490 98 Weighted Average
1.490 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (N) (ft/sec) (cfs)
0.8 80 0.0351 1.75 Sheet Raw, Road Raw
Smooth surfaces n= 0.011 P2= 3.60"
0.6 148 0.0351 3.80 Shallow. Concentrated Raw, Road Raw
Paved Kv= 20.3 fps
0.7 157 0.0318 3.62 Shallow Concentrated Row, Gutter Row
Paved K? 20.3 fps
0.7 378 0.0108 8.84 27.78 Circular Channel (pipe), Culvert 1
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50'
n=0.011 Concrete oiDe. straioht & dean
2.8 763 Total
Events for Subcatchment 1323: Basin P-2-a3
Event Runoff Volume Depth
(cis) (acre-feet) (inches)
2 Year 8.40 0.418 3.37
5 Year 10.68 0.537 4.32
10 Year 12.38 0.626 5.04
25 Year 15.21 0.775 6.24
50 Year 16.91 0.864 6.96
100 Year 18.80 0.964 7.76
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arbfexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P2_4: Basin P-2-a4
Area contains proposed gallery e)pansion area infrastructure.
Runoff = 32.31 cls @ 11.98 hrs, Volume= 1.738 af, Depth= 5.71
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
* 1.554 98 Impervious Areas
* 0.000 60 Wooded Areas, Fair, HSG B
0.606 61 Garden/Landscape Areas>75% Grass cover, Good, HSG B
1.457 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
* 0.038 100 Water
3.655 80 Weighted Average
2.063 67 Pervious Area
1.592 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 69 0.0461 0.23 Sheet Rani, Hillside Raw
Grass: Short n=0.150 P2=3.60"
1.2 302 0.0099 4.17 25.02 TrapNee/Rect Channel Raw, Swale
Bot.W`--1.00' D=1.50' Z= 2.07 Top.W=7.00'
n=0.030 Earth, grassed&winding
0.3 172 0.0282 10.81 19.11 Circular Channel (pipe), Courtyard Pipe
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38'
n= 0.012 Concrete pipe, finished
0.5 424 0.0272 13.78 67.65 Circular Channel (pipe), Trunk Line
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63'
n= 0.013 Concrete pipe, bends & connections
6.9 967 Total
Events for Subcatchment P2-4: Basin P-2-a4
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 10.93 0.602 1.98
5 Year 15.29 0.832 2.73
10 Year 18.72 1.013 3.33
25 Year 24.62 1.326 4.35
50 Year 28.24 1.520 4.99
100 Year 32.31 1.738 5.71
2363 Blake Street, Suite 202
, CO
855 42100
AR T I F Ex E Di n c t. 720 855 37211ef. 720
ENVIRONMENTAL DESIGN www.artlfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
3/24/2008
Su nmary for Subcatchment 132_5: Basin P-2-a5
Largely existing infrastructure. Includes future expansion areas for service dock roof. Reduced 0.28 ac
impervious byre-routing existing building roof to P-3.
Runoff = 58.31 cfs @ 11.96 hrs, Volume= 3.141 af, Depth= 6.86"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
4.137 98 Impervious Areas
" 0.285 60 Wooded Areas, Fair, HSG B
0.000 61 Garden/Landscape Areas>75% Grass cover, Good, HSG B
1.071 69 fvbnaged Turf Areas; 50-75% Grass cover, Fair, HSG B
" 0.000 100 Water
5.493 90 Weighted Average
1.356 67 Pervious Area
4.137 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cl's)
3.0 15 0.0188 0.08 Sheet Row, Parking Island
Grass: Dense n= 0.240 P2= 3.60"
0.8 65 0.0188 1.31 Sheet Raw, Parking Lot Row
Smooth surfaces n= 0.011 P2= 3.60"
1.0 162 0.0188 2.78 Shallow Concentrated Raw, Parking Lot Rani
Paved Kv= 20.3 fps
0.4 357 0.0510 16.26 51.09 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 63 r- 0.50' n= 0.013
0.2 299 0.0493 20.95 148.09 Circular Channel (pipe),
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r- 0.75' n= 0.013
5.4 898 Total
Events for Subcatchment 1325: Basin P-2-a5
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 23.63 1.263 2.76
5 Year 31.00 1.661 3.63
10 Year 36.63 1.965 4.29
25 Year 46.13 2.479 5.42
50 Year 51.89 2.792 6.10
100 Year 58.31 3.141 6.86
AR T I F E XEinc
ENVIRONMENTAL DESIGN
2363 Blake Street, Suite 202
Denver, CID 80205
t. 720 855 3721 f. 720 855 4210
www.arfifexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment 133_1: Basin P-3_161
Basin P-3_Aindudes the intensive development area for the expansion southern half and main garden
area. this area is routed to the proposed storm water trunk system and into the Museum Green/swale to
the south of the existing museum.
Runoff = 53.20 cis @ 11.98 hrs, Mblume= 2.834 af, Depth= 5.68"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Impenr., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
2.252 98 Impervious Areas
0.000 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
3.650 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
" 0.084 100 Water
5.986 80 Weighted Average
3.650 69 Pervious Area
2.336 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (ifs)
4.0 68 0.0739 0.28 Sheet Haw, Sheet Row Dawn Hillside
Grass: Short n=0.150 P2= 3.60"
0.6 118 0.0100 3.31 13.24 TraplVee/Rect Channel Row, Raw in Swale
Bot0-1.00' D=1.00' Z= 3.07 Top.W=7.00'
n=0.030 Firth, grassed &winding
0.3 59 0.0100 3.75 1.31 Circular Channel (pipe), 8" Pipe
Diam= 8.0" Area= 0.3 sf Perim= 2.1' r- 0.1 T
n=0.012 Concrete pipe, finished
0.2 51 0.0100 4.91 3.86 Circular Channel (pipe), 12" pipe
Diam=12.0" Area= 0.8 sf Perim= 3.1' r- 0.25'
n=0.012 Concrete pipe, finished
1.8 600 0.0100 5.70 7.00 Circular Channel (pipe),15" Pipe
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31'
n=0.012 Concrete oioe. finished
6.9 896 Total
Events for Subcatchment P3-11: Basin P-3161
Event Runoff
(cis) Volume Depth
(acre-feet) (inches)
2 Year 17.73 0.964 1.93
5 Year 24.99 1.342 2.69
10 Year 30.68 1.640 3.29
25 Year 40.47 2.156 4.32
50 Year 46.46 2.474 4.96
100 Year 53.20 2.834 5.68
2363 Blake Street, Suite 202
A R T I F E X E D i n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arbfexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P3-2: Bassin P-3-b2
South parking area.
Runoff = 14.72 ds @ 11.93 hrs, Molume= 0.722 af, Depth= 6.77"
Runoff bySCS TR-20 method, UH=SCS, Split PeNousAmperv., Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall =;8.00"
Area (ac) CN Description
0.909 98 Impervious Areas
0.000 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
0.370 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
* 0.000 100 Water
1.279 90 Weighted Average
0.370 69 Pervious Area
0.909 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (ds)
1.1 80 0.0147 1.23 Sheet Flaw, Parking Lot
Smooth surfaces n= 0.011 P2= 3.60"
1.2 226 0.0260 3.27 Shallow Concentrated Flow, Parking Lot
Paved Kv= 20.3 fps
0.2 87 0.0230 8.13 6.39 Circular Channel (pipe), Parking Lot Outflow Pipe
Diam=12.0" Area= 0.8 sf Perim= 3.1' r- 0.25'
n=6.011 Concrete pipe, straight & dean
0.2 91 0.0439 7.98 27.93 Trap/VeelRect Channel Flow,
Bot.W=0.50' D=1.00' Z= 3.07 Top.W=6.50'
n=0.025 Earth, dean &windina
2.7 484 Total Events for Subcatchment P3-2: Basin P-3-b2
Event Runoff
(ds) Volume Depth
(acre-feet) (inches)
2 Year 5.88 0.286 2.69
5 Year 7.76 0.378 3.55
10 Year 9.19 0.449 4.21
25 Year 11.61 0.568 5.33
50 Year 13.08 0.641 6.01
100 Year 14.72 0.722 6.77
2363 Blake Street, Suite 202
Denver, CO 80205
AR T I F Ex E Di n c t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arbfexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summaryfor Subcatchment P3_3: Basin P-3-b3
Area tributaryto swale.
Runoff = 21.15 cfs @ 11.98 hrs, Wlume= 1.052 af, Depth= 4.21
Runoff bySCS TR-20 method, UH=SCS, Split PeNous/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (ac) CN Description
0.396 98 Impervious Areas
1.750 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
0.854 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
" 0.000 100 Water
3.000 68 Weighted Average
2.604 63 Pervious Area
0.396 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (N) (ft(sec) (Cls)
4.1 80 0.0990 0.33 Sheet Raw, Upper Basin Sheet Haw
Grass: Short n=0.150 P2=3.60"
2.5 420 0.0990 2.83 Shallow Concentrated Haw, Hilside How
Cultivated Straight Rows Kv= 9.0 fos
6.6 500 Total
Events for Subcatchment P3-3: Basin P-3-b3
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 4.86 0.265 1.06
5 Year 7.95 0.411 1.65
10 Year 10.49 0.533 2.13
25 Year 15.03 0.752 3.01
50 Year 17.89 0.892 3.57
100 Year 21.15 1.052 4.21
2363 Blake Street, Suite 202
A R T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchmertt P3_4: Basin P,3 b4
Area tributaryto head of swale byAmphitheater. Includes portions of existing museum building, the
amphitheater, and the wooded hillsplope and grass areas above the swale.
Runoff = 55.25 cfs @ 11.98 hrs, Volume= 2.81Oaf, Depth= 5.07"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (sf) CN Description
68,741 98 Impervious Areas
25,404 60 Wooded Areas, Fair, HSG B
3,785 61 Garden Areas >75% Grass cover, Good, HSG B
191,675 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
" 0 100 Water
289,605 75 Weighted Average
220,864 68 Pervious Area
68,741 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fdsec) (cfs)
4.5 80 0.0769 0.30 Sheet Raw, Hilside 1
Grass: Short n=0.150 P2=3.60"
1.1 89 0.0769 1.39 Shallow Concentrated Raw, Hllslope 1
Woodland Kv= 5.0 fps
0.0 56 0.3020 34.19 41.95 Circular Channel (pipe), Pipe #1
Diam=15.0" Area= 1.2 sf Perim= 3.9' r= 0.31'
n=0.011 Concrete pipe, straight & dean
0.1 82 0.0580 14.98 18.39 Circular Charnel (pipe), Pipe #2
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31'
n= 0.011 Concrete pipe, straight & dean
0.2 120 0.0258 9.99 12.26 Circular Charnel (pipe), Pipe #3
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.011
0.2 80 0.0125 7.85 13.88 Circular Channel (pipe), Pipe #4
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.011
0.2 76 0.0105 7.20 12.72 Circular Charnel (pipe), Pipe #5
Diam=18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011
0.2 113 0.0172 9.21 16.28 Circular Channel (pipe), Pipe #6
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38'
n=0.011 Concrete pipe, straiqht & dean
6.5 696 Total Events for Subcatchrnent P3-4: Basin P-3-b4
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 16.10 0.848 1.53
5 Year 23.93 1.233 2.23
10 Year 30.16 1.543 2.78
25 Year 41.00 2.086 3.77
50 Year 47.70 2.425 4.38
100 Year 5525 2.810 5.07
2363 Blake Street, Suite 202
AR T I F E X i n c t. 720 855 37211ef. 720 855 42100
ENVIRONMENTAL DESIGN www.arifexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Su nmary for Subcatchment P3_5: Basin P-3-b5
Area tributaryto drainage inlet at POAB, in ebsting swale. Includes portions of e)asting museum
building, the amphitheater, and the wooded hillsplope and grass areas above the swale.
Runoff = 22.96 cfs @ 12.05 hrs, Volume= 1.376 af, Depth= 4.21"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.W'
Area (ac) CN Description
0.100 98 Impervious Areas
0.999 60 Wooded Areas, Fair, HSG B
0.000 61 Garden Areas >75% Grass cover, Good, HSG B
2.819 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
0.000 100 Water
3.918 67 Weighted Average
3.818 67 Pervious Area
0.100 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.2 80 0.0927 0.15 Sheet Row, Hillside 1
Woods: Light underbrush n= 0.400 P2= 3.60"
2.1 193 0.0927 1.52 Shallow Concentrated Row, Hllslope 1
Woodland K\,= 5.0 fps
0.9 142 0.1268 2.49 Shallow Concentrated Row, Hillslope 2
Short Grass Pasture Kw 7.0 fps
0.5 433 0.0399 13.78 434.22 Trap/VeeRect Channel Row, ChanneUSwale
Bot.W-3.00' D=3.00' Z= 2.57 Top.W=18.00'
n= 0.030 Earth. dean & windina
12.7 848 Total
Events for Subcatchrnent P3-5: Basin P,3 b5
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 4.88 0.317 0.97
5 Year 8.32 0.514 1.58
10 Year 11.16 0.679 2.08
25 Year 16.20 0.974 2.98
50 Year 19.36 1.161 3.56
100 Year 22.96 1.376 4.21
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, 80205
t. 720 855 3721 f. 720 85 855 4210
E N V I R O N M E N T A L DESIGN www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P3 NR: North Roof of Existing Stone Building
Runoff = 3.26 cfs @ 11.95 hrs, Wume= 0.177 af, Depth= 7.76"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (so CN Description
11,932 98 Paved parking & roofs
11,932 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft(ft) (ft(sec) (ds)
2.5 60 0.0010 0.40 Sheet Raw,
Smooth surfaces n= 0.011 P2= 3.60"
2.2 189 0.0050 1.44 Shallow Concentrated Raw, fitter Raw
Paved Kv= 20.3 fns
4.7 249 Total
Everts for Subcatchment P3_W North Roof of
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 1.46 0.077 3.37
5 Year 1.85 0.099 4.32
10 Year 2.15 0.115 5.04
25 Year 2.64 0.142 6.24
50 Year 2.93 0.159 6.96
100 Year 3.26 0.177 7.76
3/24/2008
2363 Blake Street, Suite 202
AR T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arbfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Subcatchment P4: Basin P-4
Runoff = 79.10 cis @ 11.98 hrs, Volume= 4.045 af, Depth= 4.73"
Runoff bySCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 Year Rainfall=8.00"
Area (SO CN Description
" 11,174 98 Impervious Areas
65,945 60 Wooded Areas, Fair, HSG B
0 61 Garden/Landscape Areas >75% Grass cover, Good, HSG B
311,279 69 Managed Turf Areas; 50-75% Grass cover, Fair, HSG B
58,822 100 Water
447,220 72 Weighted Average
377,224 67 Pervious Area
69,996 100 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cis)
2.7 329 0.0843 2.03 Shallow Caicentrated How, Fillslope 1
Short Grass Pasture Kv= 7.0 fps
4.3 80 0.0843 0.31 Sheet How,
Grass: Short n=0.150 P2=3.60"
7.0 409 Total
Events for Subcatchment P4: Basin P-4
Event Runoff
(cfs) Volume Depth
(acre-feet) (inches)
2 Year 20.83 1.136 1.33
5 Year 32.26 1.696 1.98
10 Year 41.48 2.151 2.51
25 Year 57.67 2.959 3.46
50 Year 67.72 3.466 4.05
100 Year 79.10 4.045 4.73
3/24/2008
2363 Blake Street, Suite 202
2 IN i n c Denver, 80205
mmft AR T I F E X
t. 720 855 3721 f. 720 85 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Pond 12P: Proposed Pond
Inflow Area = 47.623 ac, 35.70% Impervious, Inflow Depth = 4.91" for 100 Year event
Inflow = 367.59 cfs @ 11.98 hrs, Volume= 19.493 of
Outflow = 145.73 cfs @ 12.12 hrs, Mblume= 19.439 af, Aften= 60%, Lag= 8.3 min
Primary = 145.73 cis @ 12.12 hrs, Volume= 19.439 of
Routing by Dyn-Stor4nd method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2
Starting Elea 398.70' Surf.Area= 0 sf Storage= 152,283 cf
Peak Elev= 402.83'@ 12.12 hrs Surf Area= 0 sf Storage= 422,789 cf (270,506 cf above start)
Flood Be,..- 403.20' SurfArea= 0 sf Storage= 454,442 of (302,159 cf above start)
Plug-Flow detention time= 313.7 min calculated for 15.942 of (82% of inflow)
Center-oP&ss det. time= 179.1 min (955.3 - 776.1 )
Volume Invert Aaeil.Storage Storage Description
#1 392.90' 454,442 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubio-feet)
392.90 0
393.00 272
394.00 10,761
395.00 29,098
396.00 53,552
397.00 84,517
398.00 121,665
398.70 152,283
399.00 166,950
399.75 206,733
400.00 221,010
401.00 283,587
402.00 355,052
403.00 436,547
403.20 454,442
Device Routing Invert Outlet Devices
#1 Primary 391.11' 36.0" x 84.0' brag Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 389.69' S= 0.0169'f Cc=0.900
n=0.011 Concrete pipe, straight & dean
#2 Device 1 398.70' 3.0" Vert Orifice/Grate X 2.00 C= 0.600
#3 Device 1 399.74' 4.0' long Sharp4>ested Ractangular Weir X 4.00
2 End Contraction(s) 0.7' Crest Height
Primary OutFlow Mar=145.73 cis @ 12.12 hrs HVV-402.83' (Free Discharge)
1'-1=Cuflvert (Barrel Controls 145.73 cis @ 20.62 fps)
L2=0rificeA? ate (Passes < 0.95 cfs potential flow)
3=Sharpda'ested Rectanguiar Weir (Passes < 37024 cfs potential flow)
Events for Pond 12P: Proposed Pond
Event Inflow
(cis) Primary
(cis) Elevation
(feet) Storage
(cubio-feet)
2 Year 118.76 55.89 400.71 265,174
5 Year 171.34 99.52 401.13 292,655
10 Year 212.82 132.62 401.40 311,887
25 Year 282.00 139.57 401.99 354,536
50 Year 322.22 142.43 402.38 385,814
100 Year 367.59 145.73 402.83 422,788
3/24/2008
WNYA 2363 Blake Street, Suite 202
XEU 5 111 Denver, CO
A80205
inc t. 720 855 3721 f. 720 855 4210
E N V I R O N M E N T A L D E S I G N www.artfexed.com
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North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summaryfor Unk 28L• POAA
Inflow Area = 9.031 ac, 49.50% Impervious, Inflow Depth= 5.70" for 100 Year event
Inflow = 61.54 cfs @ 11.98 hrs, \Iolume= 4.289 of
Primary = 61.54 cfs @ 11.98 hrs, \Iblume= 4.289 af, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 0.00-30.00 his, dt= 0.01 hrs
Events for Link 28L• POAA
Event Inflow
(cls) Primary
(cfs) BeNation
(feet)
2 Year 27.16 27.16 0.00
5 Year 36.67 36.67 0.00
10 Year 44.01 44.01 0.00
25 Year 53.85 53.85 0.00
50 Year 57.47 57.47 0.00
100 Year 61.54 61.54 0.00
AR T I F Ex E Di n c
ENVIRONMENTAL DESIGN
3/24/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arUfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Link 25L: P3 Total PGA B
Inflow Area = 21.105 ac, 26.50% Impervious, Inflow Depth = 4.01" for 100 Year event
Inflow = 153.09 cfs @ 11.99 hrs, uolume= 7.052 of
Primary = 153.09 cfs @ 11.99 hrs, uolume= 7.052 af, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Events for Link 25L• P3 Total PGA B
Event Inflow
(cfs) Primary
(ds) Elevation
(feet)
2 Year 41.31 41.31 0.00
5 Year 63.57 63.57 0.00
10 Year 81.29 81.29 0.00
25 Year 112.24 112.24 0.00
50 Year 131.41 131.41 0.00
100 Year 153.09 153.09 0.00
3/24/2008
2363 Blake Street, Suite 202
A R T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arbfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Link 27L• POiAC
Inflow Area = 14.524 ac, 59.26% Impervious, Inflow Depth= 6.14" for 100 Year event
Inflow = 118.85 cfs @ 11.97 hrs, MOlume= 7.430 of
Primary = 118.85 cfs @ 11.97 hrs, uolume= 7.430 af, Aden=O%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Events for Link 27L POAC
E\ent Inflow
(ds) Primary
(ds) Elevation
(feet)
2 Year 50.56 50.56 0.00
5 Year 67.41 67.41 0.00
10 Year 80.35 80.35 0.00
25 Year 99.18 99.18 0.00
50 Year 108.45 108.45 0.00
100 Year 118.85 118.85 0.00
3/24/2008
AR T I F EX E Di n e 2363 Blake Street, Suite 202
Denver, 80205
t. 720 855 3721 f. 720 85 855 4210
ENVIRONMENTAL DESIGN www.arUfexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Summary for Unk 26L PO,AB+C
Inflow Area = 35.629 ac, 39.86% Impenrious, Inflow Depth = 4.88" for 100 Year event
Inflow = 270.57 cfs @ 11.98 hrs, Mblume= 14.482 of
Primary = 270.57 cfs @ 11.98 hrs, \Aolume= 14.482 af, Atten= 0%, Lag= 0.0 min
Primaryoutflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Events for Link 26L• POA B+C
Event Inflow
(cls) Primary
(ds) Elevation
(feet)
2 Year 90.86 90.86 0.00
5 Year 129.70 129.70 0.00
10 Year 160.19 160.19 0.00
25 Year 210.22 210.22 0.00
50 Year 238.59 238.59 0.00
100 Year 270.57 270.57 0.00
3/24/2008
2363 Blake Street, Suite 202
A R T I F E X E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.arfifexed.com
North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Basins
Surnrnaryfor Pond 18P: Sed Basin
Sediment basin created at outfall of south trunk storm sewer. Incorporates e)asting inlet, raised to
elevation, as overflow device. Sized to manage 2+ year flood, bypass larger through existing storm sewer
system. Basin designed as a sand filter, with a rock outflow weir to naturalized channel.
Inflow Area = 6260 ac, 41.69% Impervious, Inflow Depth > 1.64" for 2 Year event
Inflow = 19.10 cis @ 11.98 hrs, Mblume= 0.854 of
Outflow = 18.55 cis @ 12.00 hrs, Volume= 0.817 af, Atten= 3%, Lag= 1.1 min
Discarded = 4.94 c fs @ 12.00 hrs, Volume= 0.066 of
Primary = 13.61 cis @ 12.00 hrs, Mblume= 0.751 of
Routing by Sbr4nd method, Time Span= 7.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 42725' @ 12.00 hrs Surf Am= 2,886 sf Storage= 3,196 cf
Plug-Flow detention time= 25.7 min calculated for 0.816 of (96% of inflow)
Center-0f-Mass det time= 9.4 min (796.7 - 787.3)
Molume Invert A>rail.Storage Storage Description
#1 425.00' 8,499 cf Basin Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
425.00 461 0 0
426.00 1,150 806 806
426.50 1,732 721 1,526
427.00 2,314 1,012 2,538
428.00 4,573 3,444 5,981
428.50 5,500 2,518 8,499
Device Routing Invert Outlet Devices
#1 Discarded 427.00' 0.17' x 1.00' Horiz Oriflce/Grate X 12.00 Limited to weir flow
C= 0.600
#2 Primary 426.50' 8.0' long x 2.0' breadth Broad-Crested Rectangu ar Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 320 3.32
Discarded Oub9cm Nh)r-4.94 cis @ 12.00 hrs HVV4- 2725' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 4.94 cis @2.42 fps)
Prirrary Oudlow Mar--1 3.60 cfs @ 12.00 hrs HVV--42725' (Free Discharge)
t-2=Broad-Crested Rectangular Weir (Weir Controls 13.60 cis @ 2.26 fps)
Events for Pond 18P: Sed Basin
Event Inflow
(cfs) Outflow
(cis) Discarded
(cfs) Primary
(cfs) Elevation
(feet) Storage
(cubic-feet)
2 Year 19.10 18.55 4.94 13.61 427.25 3,196
5 Year 27.54 26.66 6.67 19.99 427.46 3,847
10 Year 34.02 32.86 7.68 25.17 427.61 4,378
25 Year 44.96 43.40 9.03 34.37 427.85 5,304
50 Year 51.56 49.87 9.68 40.19 427.97 5,853
100 Year 58.92 57.00 10.30 46.70 428.10 6,448
3/24/2008
2363 Blake Street, Suite 202
AR T I F Ex E Di n c Denver, 80205
ENVIRONMENTAL DESIGN t. 7208553721 f. 720 885 554210
www.arUfexed.com
North Carolina Museum of Art 3/24/2008
Museum Expansion
Hydrology, Proposed Basins
Summary for Leach 16R Swale
Inflow Area = 9.260 ac, 32.46% Impervious, Inflow Depth = 2.78" for 100 Year event
Inflow = 75.22 cfs @ 11.98 hrs, volume= 2.144 af, Incl. 2.00 cfs Inflow Loss
Outflow = 71.25 cfs @ 12.01 hrs, \/olume= 2.144 af, Atten= 5%, Lag= 1.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs / 2
Max Melodty= 4.05 fps, Mn. Travel Time= 2.6 min
Avg. \/elodty= 0.86 fps, Avg. Travel Time= 12.3 min
Peak Storage= 11,255 cf @ 12.01 hrs, Average Depth at Peak Storage= 1.111,
Bank-Full Depth= 1.33', Capacity at Bank-Full=111.09 cfs
Custom cross-section, Length= 640.0' Slope= 0.04067
Constant n= 0.055
Inlet Invert= 426.00', Outlet Invert= 400.00'

Offset Elevation Chan.Depth
(feet) (feet) (feet)
-15.00 2.00 0.00
-10.00 1.20 0.80
-3.00 1.00 1.00
-2.00 0.80 1.20
0.00 0.67 1.33
2.00 0.80 1.20
3.00 1.00 1.00
10.00 1.20 0.80
15.00 2.00 0.00
Depth End Area Perim. Storage Discharge
(feet) (sq-ft) (feet) (cubio-feet) (cis)
0.00 0.0 0.0 0 0.00
0.13 0.3 4.0 167 0.23
0.33 1.3 6.0 807 2.38
0.53 3.9 20.1 2,471 7.03
1.33 23.9 30.2 15,270 111.09
Events for Reach 16R Swale
Event Inflow
(cfs) Outflow
(cfs) Elevation
(feet) Storage
(cubio-feet)
2 Year 21.84 19.33 426.70 4,726
5 Year 32.55 29.73 426.80 6,265
10 Year 41.04 37.97 426.88 7,368
25 Year 55.81 52.33 426.99 9,132
50 Year 64.93 61.21 427.05 10,152
100 Year 7522 7125 427.11 11,255
2363 Blake Street, Suite 202
AR T I F Ex E Di n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Proposed Site Hydrology Volumes
3/5/2008
% of Normal Avg Low Avg High
Location Elev Area Normal Pool Water Depth Water Depth Water Depth Volume Cummulative Volum
ft sf ac Open Water ft ft ft cf ac-ft cf ac-ft
398.7 398.0 401.0
Proposed Pond 403.2 91576 2.10 195% 17636 0.40 441403 10.13
403 84788 1.95 181% 79698 1.83 423767 9.73
402 74608 1.71 159% 70415 1.62 344069 7.90
401 66221 1.52 141% 0.0 61214 1.41 273654 6.28
400 56206 1.29 120% 1.0 13848 0.32 212441 4.88
Shallow 399.75 54578 1.25 116% 1.3 39781 0.91 198593 4.56
Water
w 399.20 52444 1.20 112% 1.8 10395 0.24 169207 3.88
Habitats 399 51504 1.18 110% 2.0 14757 0.34 158812 3.65
398.7 46874 1.08 100% 0.0 2.3 30444 0.70 144055 3.31
398.5 45807 1.05 98% 0.2 2.5 21479 0.49 135090 3.10
398 40110 0.92 86% 0.7 0.0 3.0 35117 0.81 113611 2.61
397 30124 0.69 64% 1.7 1.0 4.0 27575 0.63 78494 1.80
396 25025 0.57 53% 2.7 2.0 5.0 22548 0.52 50920 1.17
Deep Water 395 20070 0.46 43% 3.7 3.0 6.0 17708 0.41 28372 0.65
394 15345 0.35 33% 4.7 4.0 7.0 10393 0.24 10665 0.24
393 5440 0.12 12% 5.7 5.0 8.0 272 0.01 272 0.01
392.9 0 0.00 0% 5.8 5.1 8.1 0 0.00 0 0.00
Elevation Depth Volume
WQ Weir/Orifice 398.70
Flood Control Weir 399.75
Total above WSE 307,743 cf 7.06 ac-ft
Total below WSE 165,535 cf 3.80 ac-ft
Pond Total 473,277 cf 10.86 ac-ft
Existing Pond 403 74,220 1.70 136% 70,604 1.6 452,826
402 66,987 1.54 123% 63,912 1.5 382,223
401 60,836 1.40 111% 60,683 1.4 318,311
400 60,530 1.39 111% 59,225 1.4 257,628
399 57,919 1.33 106% 55,156 1.3 198,404
398 52,392 1.20 96% 46,807 1.1 143,248
397 41,222 0.95 76% 36,999 0.8 96,441
396 32,776 0.75 60% 28,677 0.7 59,442
395 24,578 0.56 45% 20,158 0.5 30,765
394 15,738 0.36 29% 10,607 0.2 10,607
393 5476 0.13 10% 0 0 0
Elevation Depth Volume
WQ Weir/Orifice
Flood Control Weir
Total above WSE
Total below WSE
Pond Total
399.75
195,198 cf 4.48 ac-ft
257,628 cf 5.91 ac-ft
452,826 cf 10.40 ac-ft
A RTIFEX inc
-%,, qJ".; 4°.E t. TkL DESIGN
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.artifexed.com
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North Carolina Museum of Art
Museum Expansion
Hydrology, Existing Pond
Museum Pond
Existing Pond Areas and Detention Volumes
Elev (ft) Area (sf) Vol (cf) Vol (ac-ft) Cum Vol (ac-ft)
393 5476 0 0.00 0.00
394 15738 10607 0.24 0.24
395 24578 20158 0.46 0.71
396 32776 28677 0.66 1.36
397 41222 36999 0.85 2.21
398 52392 46807 1.07 3.29
399 57919 55155.5 1.27 4.55
399.75 59115 43887.75 1.01 5.56
400 60530 14955.625 0.34 5.91
401 60836 60683 1.39 7.30
402 66987 63911.5 1.47 8.77
403 74220 70603.5 1.62 10.39
403.5 11.02
Elevation Depth Volume
WQ Weir/Orifice
WQ Volume
Flood Control Weir 399.75 ft 6.75 (maintain weir in existing configuration)
Flood Control Volume 5.46 ac-ft
Main Pond Volume 5.56 ac-ft
Total 11.02 ac-ft
"Note: Volume of sediment pool not included in pond volume calculation.
AR T I F Ex E Di n c
ENVIRONMENTAL DESIGN
3/5/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arUfexed.com

North Carolina Museum of Art
Museum Expansion
Hydrology, Proposed Pond
Museum Pond
Proposed Pond Areas and Detention Volumes
Elev (ft) Area (sf) Add Area Vol (cf)
392.9 0 C
393 5440 27'9
394 15345 1039
395 20070 1770E
396 25025 2254E
397 30124 27579,
398 40110 35111
398.7 46874 3044
399 51504 14754
399.75 54578 39781
400 56206 1384E
401 66221 6121
402 74608 7041E
403 84788 7969E
403.5 91576 4409'
Elevation Depth
WQ Weir/Orifice 398.7 1.05
WQ Volume
Flood Control Weir 399.75 ft 6.75
Flood Control Volume
Main Pond Volume
Total
Vol (ac-ft) Cum Vol (cf)
0.00 0.00
0.01 272.00
0.24 10664.50
0A1 28372.00
0.52 50919.50
0.63 78494.00
0.81 113611.00
0.70 144055.40
0.34 158812.10
0.91 198592.85
0.32 212440.85
1.41 273654.35
1.62 344068.85
1.83 423766.85
1.01 467857.85
Volume
54,537 cf 1.25 ac-ft
3/5/2008
Cum Vol (ac-ft)
0.00
0.01
0.24
0.65
1.17
1.80
2.61
3.31
3.65
4.56
4.88
6.28
7.90
9.73
10.74
(maintain weir in existing configuration)
6.18 ac-ft
3.31 ac-ft
10.74 ac-ft
*Note: Volume of sediment pool not included in pond volume calculation.
AR T I F Ex E Di n c
ENVIRONMENTAL DESIGN
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.arbfexed.com
North Carolina Museum of Art
Museum Expansion
Proposed Site Hydrology
Pond WQv Drawdown Calculations
Outlet Sizing
Summary for Pond 29P: Proposed Pond
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Outflow = 0.45 cfs @ 0.00 hrs, Volume= 1.200 af, Atten= 0%, Lag= 0.0 min
Primary = 0.45 cfs @ 0.00 hrs, Volume= 1.200 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2
Starting Elev= 399.74' Surf.Area= 0 sf Storage= 206,203 d
Peak Elev= 399.74' @ 0.00 hrs Surf.Area= 0 sf Storage= 206,203 cf
Flood Elev= 403.20' Surf.Area= 0 sf Storage= 454,442 cf (248,239 cf above start)
Plug-Flow detention time= (not calculated: initial storage emedes outflow)
Center-of--Mass det. time= (not calculated: no inflow)
Volume Invert Aarail.Storage Storage Description
#1 392.90' 454,442 d Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic-feet)
392.90 0
393.00 272
394.00 10,761
395.00 29,098
396.00 53,552
397.00 84,517
398.00 121,665
398.70 152,283
399.00 166,950
399.75 206,733
400.00 221,010
401.00 283,587
402.00 355,052
403.00 436,547
403.20 454,442
Device Routing Invert Outlet Devices
#1 Primary 391.11' 36.0" x 84.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 389.69' S--0.01697 Cc= 0.900
n=0.011 Concrete pipe, straight & dean
#2 Device 1 398.70' 3.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 399.74' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s) 07 Crest Height
Primary OutRow Max=0.45 cfs @0.00 hrs HW=399.74' (Free Discharge)
t-1=CLMert (Passes 0.45 cfs of 121.50 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.45 cfs @4.61 fps)
13=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
3/25/2008
2363 Blake Street, Suite 202
z; Denver, CO 80205
ARTIFEX in c t. 720 855 3721 f. 720 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Proposed Site Hydrology
Pond WQv Drawdown Calculations
Outlet Sizing
Hydrograph for Pond 29P: Proposed Pond
Time Inflow Storage Elevation Primary
(hours) (cls) (cubio-feet) (feet) (cfs)
0.00 0.00 206,203 399.74 0.45
5.00 0.00 198,405 399.59 0.41
10.00 0.00 191,290 399.46 0.38
15.00 0.00 184,857 399.34 0.34
20.00 0.00 179,107 399.23 0.30
25.00 0.00 174,040 399.13 0.26
30.00 0.00 169,655 399.05 0.22
35.00 0.00 165,955 398.98 0.19
40.00 0.00 162,976 398.92 0.14
45.00 0.00 160,762 398.87 0.10
50.00 0.00 159,190 398.84 0.07
55.00 0.00 158,056 398.82. 0.05
60.00 0.00 157,217 398.80 0.04
65.00 0.00 156,569 398.79 0.03
70.00 0.00 156,061 398.78 0.02
75.00 0.00 155,661 398.77 0.02
80.00 0.00 155,329 398.76 0.02
85.00 0.00 155,046 398.76 0.01
90.00 0.00 154,805 398.75 0.01
95.00 0.00 154,599 398.75 0.01
100.00 0.00 154,425 398.74 0.01
105.00 0.00 154,276 398.74 0.01
110.00 0.00 154,149 398.74 0.01
115.00 0.00 154,041 398.74 0.01
120.00 0.00 153,941 398.73 0.01
3/25/2008
2363 Blake Street, Suite 202
ARTIFEX I n c Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
E N V I R O N M E N T A L DESIGN www.artifexed.com

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E N V I R O N M E N T A L D E S I G N www.artilexed.com
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SLOPE PROTECTION STABIL 77ONTECHNIQUES MARYLAND DEPARTMENT OF THE ENVIRONMENT
WA TER WA Y C O NSTR UC T IO N GUIDELINES
PAGE 2.1-3 REVISED NOVEMBER 2000
0
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2363 Blake Street, Suite 202
Denver, CO 80205
1. 720 855 3721 1. 720 855 4210
www.artifexed.com

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ARTIFEAD i fl c 2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 L 720 855 4210
ENVIRONMENTAL DESIGN www.artifexed.com
-41-+
Channel Sediment Dynamics
NCMA Expansion: Storrnwater swab and floodway
Channel Bed Analysis
Shear Partition Calculation
Channel charateristics
= 13ft.02 ft
U:= 4.2 8 D65 := 2.5ft
s
Total Shear Stress = Form Stnsss + Grin Stress
To := P•g•R•S To = 77.716Pa where p := 1000 kg, g = 9.807 3 2
m s
so =1.623psf
Fonn Stress
Tf:= 17-
. 2.75 ?- .5 •D65' U1.5 sf= 23.006 Pa if= 0.49psf
m •s
Grin Stress
Tg:= To-Tf Tg=54.71 Ps T9= 1.143psf
Incipient Motion Calculation
Channel substrate charactristics SG 2.65 D:= .07m
ps D = 2.756 in
P
v
P
dtiriensionless so:= (s - 1)•g•D3 S = 7.45 x 1010- S d= m6
viscosity µ o . 6 d' M k8
A
d'anensionless - 3 (35•Sd o-ig)
critical shear TOO0.105 Sd + 0.045•e
stress
critical Too = 0.045 Tc := Tco (s - 1)•p•WD
shear
stress TC = 51.034Pa TC = 1.066psf
North Carolina Museum of Art
Museum Expansion
Stream/Swale Channel Hydraulics
Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crit W.S. E.G. Elev Vel Chnl Flow Area Top Width Froude # Ch
(cfs) (ft) (ft) (ft) (ft) (ft/s) (sq ft) (ft)
1 710 2yr 21.84 425.68 427.48 426.58 427.52 2.12 24.24 29.54 0.28
1 657 2yr 21.84 425.68 427.19 426.58 427.26 2.75 16.74 21.27 0.4
1 651 2yr 21.84 425.00 427.20 425.84 427.22 1.3 21.66 21.47 0.16
1 645 2yr 21.84 425.68 4 27.11 4 26.58 4 27.19 2.92 15.21 19.16 0.44
1 643 IN Struct
1 641 2yr 21.84 425.68 426.62 426.58 426.87 5.07 7.68 12.93 0.94
1 635 2yr 21.84 423.00 426.70 423.93 426.71 0.91 25.57 13.61 0.09
1 629 2yr 21.84 424.50 426.45 426.19 426.65 3.91 8.22 11.62 0.54
1 600 2yr 21.84 424.67 425.67 425.6 425.86 4.03 9.16 16.36 0.73
1 559 2yr 21.84 423.49 424.68 424.35 424.76 2.85 13.44 17.65 0.46
1 553 2yr 21.84 422.50 424.71 422.99 424.72 0.73 30.64 17.78 0.09
1 547 2yr 21.84 423.49 424.55 424.35 424.67 3.38 11.16 17 0.59
1 545 In] Struct
1 543 2yr 21.84 423.49 424.35 424.35 424.6 4.62 7.91 16.04 0.89
1 537 2yr 21.84 420.50 423.36 420.9 423.36 0.45 48.12 18.66 0.05
1 531 2yr 21.84 422.00 422.97 422.94 423.27 4.48 5.94 11.52 0.82
1 490 2yr 21.84 420.17 421.00 421.02 421.3 4.74 6.39 13.24 0.94
1 469 2yr 21.84 419.09 420.59 419.92 420.63 2.01 18.84 21.23 0.3
1 463 2yr 21.84 418.50 420.61 418.9 420.61 0.6 36.61 21.39 0.08
1 457 2yr 21.84 419.09 420.55 419.92 420.6 2.09 18 20.86 0.31
1 455 Inl Struct
1 453 2yr 21.84 419.09 419.92 419.92 420.19 4.61 6.89 14.03 0.93
1 447 2yr 21.84 416.50 419.48 416.97 419.49 0.51 43.18 19.38 0.06
1 441 2yr 21.84 418.00 419.13 419.13 419.4 4.49 7.41 15.7 0.78
1 438 2yr 21.84 417.89 418.64 418.8 419.14 6.33 5.47 15.09 1.34
1 395 2yr 21.84 415.67 416.62 416.57 416.82 4.25 8.77 17.36 0.79
1 310 2yr 21.84 412.57 413.40 413.37 413.57 4.23 9.84 22.71 0.87
1 304 2yr 21.84 411.87 413.42 412.61 413.43 1.5 32.48 39.19 0.22
1 298 2yr 21.84 411.50 413.41 412.16 413.42 0.97 36.47 39.03 0.13
1 292 2yr 21.84 411.87 413.40 412.61 413.41 1.53 31.71 38.53 0.22
1 290 Inl Struct
1 288 2yr 21.84 411.87 412.61 412.61 412.81 4.55 9.03 22.04 0.96
1 270 2yr 21.84 409.00 410.30 409.99 410.4 3.04 12.44 18.22 0.48
1 264 2yr 21.84 407.50 410.34 408.15 410.35 0.8 29.55 18.67 0.09
1 258 2yr 21.84 409.00 410.09 409.99 410.28 4.03 8.8 15.82 0.7
1 210 2yr 21.84 407.67 408.74 408.58 408.89 3.73 10.04 17.03 0.66
1 194 2yr 21.84 407.18 408.60 408.03 408.65 2.31 18.14 23.11 0.35
1 188 2yr 21.84 406.50 408.60 407.13 408.62 1 26.23 23.3 0.13
1 182 2yr 21.84 407.18 408.54 408.03 408.6 2.44 16.85 21.96 0.37
1 180 Inl Struct
1 178 2yr 21.84 407.18 408.03 408.03 408.29 4.77 7.55 15.4 0.93
1 173 2yr 21.84 406.00 406.52 406.77 407.34 7.31 2.99 7.5 2.04
1 166 2yr 21.84 404.50 407.02 405.34 407.03 0.78 32.65 24.8 0.1
1 161.6 2yr 21.84 406.00 406.73 406.73 406.9 3.28 6.66 19.45 0.99
1 129 2yr 21.84 403.31 405.32 404.12 405.33 1.05 50.53 51.55 0.13
1 123 2yr 21.84 403.50 405.32 403.87 405.33 0.55 53.22 51.54 0.07
1 117 2yr 21.84 403.31 405.32 404.12 405.32 1.06 50.18 51.33 0.13
1 115 Ini Struct
1 113 2yr 21.84 403.31 404.42 404.12 404.47 2.59 16.81 26.49 0.45
1 107 2yr 21.84 401.50 404.44 401.88 404.44 0.4 56 26.54 0.04
1 101 2yr 21.84 403.00 404.16 404.16 404.36 4.43 9.92 23.48 0.76
1 80 2yr 21.84 401.17 402.17 402.03 402.27 3.5 13.32 25.42 0.65
1 20 2yr 21.84 398.80 400.74 400 400.83 2.8 15.68 21.06 0.36
NCMAEXP Fl00dway Plan: Plan 18 3142008

630

425 Swale 1 I
?Maa4
EG 2yr
WS T
G,OUM
420
415
Y
3 410
405
400
395
0 100 200 300 400 500 800 700
-'Chanrwl D'b.. (t)
AR T I F Ex inc
E'. F.0 N V E", T A L 1) ES16N
3/25/2008
2363 Blake Street. Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.artifexed.com
North Carolina Museum of Art
Museum Expansion
Stream/Swale Channel Hydraulics
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev Val Chnl Flow Area Top Width Froude # Ch
(cfs) (ft) (ft) (ft) (ft) (ft/s) (sq ft) (ft)
1 710 10yr 41.04 425.68 427.92 426.91 427.97 2.7 39.62 41.64 0.32
1 65710yr 41.04 425.68 427.47 426.91 427.6 4.02 23.89 29.2 0.53
1 651 10yr 41.04 425.00 427.48 426.19 427.54 2.05 29.01 29.54 0.24
1 64510yr 41.04 425.68 427.27 426.91 427.47 4.81 18.63 23.63 0.68
1 643 Ini Struct
1 641 10yr 41.04 425.68 427.09 426.91 427.37 5.59 14.75 18.46 0.84
1 63510yr 41.04 423.00 427.19 424.37 427.22 1.44 33.62 21.42 0.14
1 629 10yr 41.04 424.50 426.87 426.65 427.14 4.96 13.7 14.93 0.61
1 60010yr 41.04 424.67 426.00 425.86 426.24 4.9 14.8 18.01 0.77
1 55910yr 41.04 423.49 425.00 424.62 425.15 3.99 19.71 23.2 0.58
1 55310yr 41.04 422.50 425.05 423.23 425.07 1.16 37.76 24.77 0.13
1 54710yr 41.04 423.49 424.74 424.62 424.99 4.99 14.51 17.95 0.79
1 545 Inl Struct
1 543 10yr 41.04 423.49 424.62 424.62 424.96 5.81 12.3 17.33 0.98
1 53710yr 41.04 420.50 423.82 421.11 423.83 0.72 57.12 20.9 0.07
1 531 10yr 41.04 422.00 423.31 423.31 423.72 5.53 10.59 15.48 0.87
1 490 10yr 41.04 420.17 421.28 421.34 421.72 5.96 10.58 16.49 1.01
1 469 10yr 41.04 419.09 420.91 420.22 420.99 2.87 26.12 24.22 0.38
1 46310yr 41.04 418.50 420.94 419.1 420.96 0.96 44.31 24.52 0.11
1 45710yr 41.04 419.09 420.83 420.22 420.93 3.05 24.31 23.51 0.41
1 455 Inl Struct
1 453 10yr 41.04 419.09 420.22 420.22 420.59 5.6 11.73 17.55 0.95
1 44710yr 41.04 416.50 419.88 417.2 419.89 0.83 51.62 22.98 0.08
1 441 10yr 41.04 418.00 419.44 419.44 419.79 5.5 12.84 19.05 0.84
1 43810yr 41.04 417.89 418.87 419.08 419.53 7.66 9.28 17.74 1.41
1 39510yr 41.04 415.67 416.91 416.85 417.19 5.21 14.32 20.22 0.84
1 310 10yr 41.04 412.57 413.59 413.59 413.87 5.63 14.36 25.46 1.03
1 30410yr 41.04 411.87 413.60 412.83 413.64 2.37 40.31 45.37 0.32
1 298 10yr 41.04 411.50 413.59 412.47 413.62 1.59 43.93 44.95 0.2
1 29210yr 41.04 411.87 413.55 412.83 413.6 2.48 38.23 43.81 0.34
1 290 IN Struct
1 28810yr 41.04 411.87 412.83 412.83 413.11 5.58 14.45 25.51 1.02
1 270 10yr 41.04 409.00 410.69 410.3 410.84 3.86 20.51 24.54 0.54
1 264 10yr 41.04 407.50 410.74 408.47 410.77 1.26 38.28 25.65 0.13
1 25810yr 41.04 409.00 410.43 410.3 410.69 4.92 14.86 19.66 0.74
1 210 10yr 41.04 407.67 409.06 408.88 409.28 4.73 16.14 21.18 0.73
1 194 10yr 41.04 407.18 408.86 408.32 408.96 3.4 24.85 28.32 0.47
1 18810yr 41.04 406.50 408.87 407.44 408.91 1.59 33.21 28.67 0.19
1 18210yr 41.04 407.18 408.72 408.32 408.86 3.84 21.29 25.69 0.55
1 180 In[ Struct
1 178 10yr 41.04 407.18 408.32 408.32 408.68 5.82 12.56 18.7 0.97
1 17310yr 41.04 406.00 406.75 407.09 407.82 8.31 4.94 9.06 1.98
1 166 10yr 41.04 404.50 407.25 405.63 407.27 1.29 38.7 28.67 0.15
1 161.6 1Oyr 41.04 406.00 406.93 406.93 407.14 3.72 11.04 25.66 1
1 12910yr 41.04 403.31 405.48 404.33 405.5 1.73 58.9 56.66 0.21
1 12310yr 41.04 403.50 405.48 404.04 405.49 0.93 61.54 56.61 0.12
1 117 10yr 41.04 403.31 405.46 404.33 405.48 1.76 57.94 56.1 0.22
1 115 Inl Struct
1 11310yr 41.04 403.31 404.71 404.33 404.8 3.42 24.99 31.18 0.52
1 10710yr 41.04 401.50 404.74 402.09 404.75 0.68 64.59 30.5 0.07
1 101 10yr 41.04 403.00 404.38 404.38 404.65 5.5 15.57 25.98 0.86
1 80 10yr 41.04 401.17 402.46 402.24 402.59 4.18 21.16 28.6 0.67
1 20 10yr 41.04 398.80 401.36 400.59 401.45 3.08 32.71 34.64 0.35
NCMAD(P Floodw y Plan: Plan 16 3/42008
430 S-k 1
14y 0
EG toy
425
WS t0yr

410 6-
415
y
3 410
405
400
395
0 100 200 300 400 500 600 700
I n D1,4nne1 D.- It)
AR T I F Ex i n c
_.. _ r.. :E51rN
3/25/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
v .artlfexedxom
North Carolina Museum of Art
Museum Expansion
Stream/Swale Channel Hydraulics
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev Val Chn
(cfs) (ft) (ft) (ft) (ft) (Ws)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
710 100yr 75.22 425.68 428.43 427.45 428.48
657 100yr 75.22 425.68 427.99 427.45 428.14
651 100yr 75.22 425 427.98 426.68 428.08
645100yr 75.22 425.68 427.78 427.45 428.01
643 Inl Struct
641 100yr 75.22 425.68 427.74 427.45 427.99
635100yr 75.22 423 427.82 424.98 427.88
629 100yr 75.22 424.5 427.41 427 427.78
600 100yr 75.22 424.67 426.47 426.2 426.81
559100yr 75.22 423.49 425.54 424.94 425.73
553100yr 75.22 422.5 425.61 423.59 425.65
547100yr 75.22 423.49 425.09 424.94 425.53
545 In] Struct
543100yr 75.22 423.49 424.94 424.94 425.51
537 100yr 75.22 420.5 424.37 421.41 424.39
531 100yr 75.22 422 423.77 423.77 424.28
490100yr 75.22 420.17 421.68 421.75 422.24
469100yr 75.22 419.09 421.22 420.62 421.39
463 100yr 75.22 418.5 421.28 419.4 421.32
457 100yr 75.22 419.09 421.04 420.62 421.26
455 Inl Struct
453100yr 75.22 419.09 420.62 420.62 421.11
447100yr 75.22 416.5 420.37 417.55 420.4
441 100yr 75.22 418 419.82 419.82 420.28
438 100yr 75.22 417.89 419.17 419.43 420.02
395100yr 75.22 415.67 417.29 417.21 417.66
310 100yr 75.22 412.57 413.88 413.88 414.26
304100yr 75.22 411.87 413.86 413.12 413.93
298 100yr 75.22 411.5 413.83 412.82 413.89
292100yr 75.22 411.87 413.76 413.12 413.85
290 IN Struct
288100yr 75.22 411.87 413.12 413.12 413.5
270100yr 75.22 409 411.2 410.71 411.38
264100yr 75.22 407.5 411.26 408.93 411.31
258100yr 75.22 409 410.88 410.71 411.22
210 100yr 75.22 407.67 409.46 409.27 409.78
194 100yr 75.22 407.18 409.22 408.72 409.39
188 100yr 75.22 406.5 409.24 407.86 409.32
182100yr 75.22 407.18 408.89 408.72 409.22
180 IN Struct
178 100yr 75.22 407.18 408.72 408.72 409.19
173 100yr 75.22 406 407.06 407.51 408.43
166 100yr 75.22 404.5 407.52 406.02 407.58
161.6 100yr 75.22 406 407.14 407.14 407.45
129 100yr 75.22 403.31 405.69 404.61 405.74
123100yr 75.22 403.5 405.69 404.3 405.72
117100yr 75.22 403.31 405.66 404.61 405.7
115 IN Struct
I Flow Area Top Width Froude # Ch
(sq ft) (ft)
3.09 61.96 44 0.33
4.64 42.81 43.73 0.54
2.76 47.25 43.52 0.29
5.59 34.07 37.73 0.69
5.79 32.62 36.63 0.72
2.08 52.38 38.85 0.18
6.12 24.79 27.58 0.67
6.06 25.7 29.25 0.81
4.64 36.62 38.53 0.57
1.66 55.74 40.25 0.17
6.8 21.92 25.73 0.96
7.66 18.41 21.58 1.13
1.11 70 25.95 0.1
6.53 18.79 20.38 0.88
7.07 18.1 20.7 1.03
4.18 34.08 26.96 0.51
1.51 53.21 27.49 0.17
4.77 29.26 25.4 0.61
6.72 19.53 21.53 0.98
1.3 63.98 27.39 0.12
6.75 20.55 22.41 0.91
9.2 15.06 20.58 1.47
6.37 22.52 23.59 0.89
6.86 22.49 29.78 1.1
3.38 52.62 49.58 0.43
2.44 55.22 49.15 0.29
3.7 47.9 48.29 0.48
6.85 22.43 29.75 1.09
4.57 35.72 34.79 0.55
1.87 54.07 35.91 0.18
5.98 25.53 28.33 0.78
5.94 26.31 29.25 0.8
4.56 36.45 35.58 0.57
2.38 45.03 35.99 0.26
6.06 25.71 28.92 0.83
7.09 21.07 25.52 1.02
9.39 8.04 11.89 1.91
2.06 46.94 33.22 0.23
4.41 17.26 30.89 1
2.65 71.87 62 0.31
1.48 74.27 62 0.18
2.75 69.49 62 0.32
113100yr 75.22 403.31 405.08 404.61 405.22 4.48 38.9 43.47 0.61
107 100yr 75.22 401.5 405.13 402.38 405.15 1.08 78.06 37.98 0.1
101 100yr 75.22 403 404.65 404.65 405.02 6.93 22.97 28.93 0.98
80 100yr 75.22 401.17 403.03 402.5 403.15 4.34 40.42 39.16 0.57
20 100yr 75.22 398.80 402.75 401.08 402.78 2.2 112.49 90.5 0.2
NGMAEXP Floodway Plan: Plan 16 3142008
Svnla 1
4]0 Lp d
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A RTIFEX Di nc
E A F i RC N ME N T A L 0ES16N
3/25/2008
2363 Blake Street, Suite 202
Denver, CO 60205
t. 720 855 3721 f. 720 855 4210
www.arfifexed.com
North Carolina Museum of Art
Museum Expansion
Stream/Swale Channel Hydraulics
Weir Station Weir Water Channel Pool Water Scour Pool Water
Surface Elevation Surface Elevation Surface Elevation
643 ft 427.11 ft 427.20 ft 426.70 ft
545 ft 424.55 ft 424.71 ft 423.36 ft
455 ft 420.55 ft 420.61 ft 419.48 ft
2-Year
290 ft 413.40 ft 413.41 ft 410.34 ft
180 ft 408.54 ft 408.60 ft 407.02 ft
115 ft 405.32 ft 405.32 ft 404.44 ft
643 ft 427.27 ft 427.48 ft 427.19 ft
545 ft 424.74 ft 425.05 ft 423.82 ft
455 ft 420.83 ft 420.94 ft 419.88 ft
10-Year
290 ft 413.55 ft 413.59 ft 410.74 ft
180 ft 408.72 ft 408.87 ft 407.25 ft
115 ft 405.46 ft 405.48 ft 404.74 ft
643 ft 427.78 ft 427.98 ft 427.82 ft
545 ft 425.09 ft 425.61 ft 424.37 ft
455 ft 421.04 ft 421.28 ft 420.37 ft
100-year
290 ft 413.76 ft 413.83 ft 411.26 ft
180 ft 408.89 ft 409.24 ft 407.52 ft
115 ft 405.66 ft 405.69 ft 405.13 ft
ARTIFEx E U' inc
ENVIRONMENTAL DESIGN
3/25/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.artifexed.com
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Museum Expansion
Stream/Swale Channel Hydraulics
WQ Volumes side slope 2:1 All measurements taken from CAD drawings
Pool Location Area Perimeter Depth Volume
645 Channel Pool 1602 ft2 195 ft 1.5 ft 1964 ft3
645 Scour Pool 203 ft2 54 ft 1.5 ft 183 ft3
545 Channel Pool 467 fl? 107 ft 1.5 ft 460 ft3
545 Scour Pool 341 ft2 72 ft 1.5 ft 350 ft3
455 Channel Pool 275 ft2 81 ft 1.5 ft 230 ft3
455 Scour Pool 144 ft2 47 ft 1.5 ft 110 ft3
290 Channel Pool 762 ft2 133 ft 1.5 ft 844 ft3
290 Scour Pool 244 ft2 67 ft 1.5 ft 215 ft3
180 Channel Pool 289 ft2 92 ft 1.5 ft 227 ft3
180 Scour Pool 139 ft2 47 ft 1.5 ft 103 ft3
115 Channel Pool 363 ft2 96 ft 1.5 ft 329 ft3
115 Scour Pool 586 ft2 92 ft 1.5 ft 672 ft3
Total Volume 5686 ft3 0.13 ac-ft
AR T I F Ex E Di-nc
ENVIRONMENTAL DESIGN
3/25/2008
2363 Blake Street, Suite 202
Denver, CO 80205
t. 720 855 3721 f. 720 855 4210
www.artffexed.com
Appendix D Existing Pond Documentation
r
D
s
rVU-1 t
12� LJ"

FINANCIAL RESPONSIBILITY /OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a land-disturbing activity on one or more acres as covered by the Act before this form
and an acceptable erosion and sedimentation control plan have been completed and approved by the Land Quality
Section, NC Department of Environment, and Natural Resources. (Please type or print and, if question is not
applicable, place N/ A in the blank).
Part A.
1. Project Name NORTH CAROLINA MUSEUM OF ART EXPANSION
2. Location of land-disturbing activity: County WAKE
City or Township RALEIGH . and Highway/Street BLUE RIDGE ROAD.
3. Approximate date land-disturbing activity will be commenced: 11/1/06
4. Purpose of development (residential, commercial, industrial, etc.): MUSEUM
5. Total acreage disturbed or uncovered (including off site borrow and waste areas):
19.18 ACRES
6. Amount of fee enclosed $ 1000.00
7. Has an erosion and sedimentation control plan been filed? YES
Enclosed YES
8. Person to contact should sediment control issues arise during land-disturbing activity.
Name Dan Gottlieb Telephone [phone]
9. Landowner(s) of Record (Use blank page to list additional owners):
STATE OF NORTH CAROLINA
Name(s)
State P04M Office -116 W. Janes St.
Current Mailing Address
Current Street Address
RALEIGH NC 27603
City State Zip
10. Recorded in Deed Book No.
City State Zip
Page No.
Person(s) or firm(s) who are financially responsible for this land-disturbing activity (Use a blank page to list
additional persons or firms):
NORTH CAROLINA MUSEUM OF ART
Name of Person(s) or Firm(s)
2110 BLUE RIDGE RD.
Current Mailing Address
Current Street Address
RALEIGH NC 27607
City state Zip
city - State Zip
Telephone [phone] Telephone
2. (a) If the Financially Responsible Party is not a resident of North Carolina give name and street address of a
North Carolina Agent.
Name
Mailing Address
city state Lip
Street Address
city state Zip
Telephone
Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the certificate of assumed name. If the Financially Responsible Party is a
Corporation give name and street address of the Registered Agent.
Name of Registered Agent
Mailing Address
City state zip
Street Address
City State Zip
Telephone Telephone
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath. (This form must be signed by the financially responsible person if an individual or his attorney-
in-fact or if not an individual by an officer, director, partner, or registered agent with authority to execute
instruments for the financially responsible person). I agree to provide corrected information should there be
any change in the information provided herein.
Type or print name
Signature
DEPUTY DIRECTOR MUSEUM PLANNING AND
DESIGN
Title or Authority
Date
I, , a Notary Public of the County of
State of North Carolina, hereby certify that
appeared personally before me this day and being duly sworn acknowledged that the above form was
executed by trim.
Witness my band and notarial seal, this day of . 19_
Seal
My commission expires
Notary
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OWRSITEIEXPRESS PERMITTING UNIT
September 1, 2004
Version 3
'I
Applicant Name: North Carolina Museum of Art
Applicant Address: 2110 Blue Ridge Road
Raleigh. NC 27807
Applicant's phone number: (91914664-6818 Attn: Dan Gottlieb
Fax number. (9191-733-8034
Applicant's email address: dggWkkCk1gnvMil.dcr.sl:ale,nc,us
Consultant Name (if applicable):
Kimlev-Hom and Associates. Inc.
Consultant address (if applicable): 3001 Weston Parlcwav
Consultants phone number.
Fax number: (9191.878-4176
Consultant's email address: Jason.Ailen(il?kklmlev-hom.com
Type of action requested under the Express Revibw Program (check all that apply):
? 401 Water Duality Certification ? Stream Origin Determination
? Isolated Wetland Permit 1 _ # of Determinations Requested
? Riparian Buffer Approval ? Intermittent/Perennial Determination
? Stormwater Management Plan # of Determinations Requested
? Mitigation Plan
? Sftw p Wewnd p &Obm ( al Wpopftft)
'I
Name of Project NC Museum of Art Expansion County. Wake
Total project acreage: 140 (acres) Total built out impervious area: 16.2 (acres)
Nearest named stream (from USGS topo map): Souftr*vM Prong Beaverdam Creek
Please provide a brief description of this project{attach site plan if available):
This oroW consists of a 90.000 s.f. galk" expansion and all associated utilities. landscaping, and internal
Circulation improvements.
1
J
Please attach a map of site location using USGS 1:24,000 map and county soil surrey.
Location of project site - please Include reference to the county, nearest name town and highway number:
Protect site is the northeast ouadrant of the intersection of Wade Avenue and 131ug Rkgg Road. ACU in auestion
located alona northern property One,
Proposed impacts:
Acres of 404 wetlands:
Acres of isolated wetlands:
Linear feet of streams:
Linear feet of isolated streams:
Square feet of protected stream buffers:
Has consultant or applicant attended any DWO-sponsored training sessions in the past two years? If so, please list
which ones. No.
Has any DWO staff visited the site? No . if yes, please provide DWO staff name, and
date of visit:
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
Water Ouafity Permit - DWO
Does this project require approval under the State Environmental Ppiicy Act or National Environmental Policy Act?
No
Is this project an After-Owfact application or has this project received a previous Notioe of Violation from DWO?
Does this project require approval of a Variance from the NC Environmental Management Commission? No
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with respect to public involvement
No
This form must be subnftd vita ernod (do 401 faxed (919-7334593) or hand4akwed to the Perkview &MIng, 2321
Crabtree Blvd., Raleigh, NC 27604. Applicants who are selected to participate in the Express Review Program will be notllled vie emall or fax
wk to 2 days. Sucoessiul apF 11- N will then be katnaoted regordirrg datobd procedures for fu/ application (Posse Note: Submittals of the review
packages on Friday after 12:00 pm will be stamped as reoalved on the Head business W.
Please contact Cynthis Van Der Wale at 919-713-3478 N you hove any questions regawdkV this form.

2
NC Museum of Art
Steve Blake
Page 1 of 1
From: Matthews. Monte K SAW [Monte.K.MatthewsOsaw02.usaeeAM.mfl]
Sent: Tuesdays, November 29,200S 10.08 AM
To: steve.blakeOarrtiffexed.com
Cc: Matthews, Monte K SAW
Subject: NC Museum of Art
Steve,
This email Is to verify the major points of our ends visit (conducled on October 25, 2005) to the NC Museum of Art.
The Museum is proposing a landscape clw project which wig include: (1) the restoration of a currently buried
springlstream and (2) the creation of a wetland arsalnmarsh along the edge of an exisbrig pond.
The site visit sound the ode" pond to be wafers of the U.S. O urisdiclional), which would therefore require a
permit If any type of fig Is proposed as an Impact to this feature. For example, a federal permit would be required
N a bench was constructed at the pond edge, extending out into the water. If this bench was constructed simply
by cutting the existing pond bank back (and not ring any areas of the pond itself ), a permit would not be
required.
The spring and small stream leading to the pond Is currently below ground. Because this aquatic system is below
ground It Is currently noryurisdkdonW. Plane to re-establish surface water flow on this feature are proposed.
Once this wader is exposed to the surface it becomes Jurisdictional. Therefore a permit would be required to fully
restore the spring and stream to a complete surface water feature. In addition, we would expect the restoration
activities to include measures to ensure that the stream is stable feature (not subjed to abnormal erosion, etc.).
Information concerning stream restoration expectations are available on the U.S. Army Corps of Engldeers,
Wilmington District webslle.
Considering the information provided thus far, all expected restoration work could be covered under a Nationwide
PermK This Is a fairly simple permit that can cover lrmpads as expressed above. Once all required information Is
received by the Corps, a permit is issued within 45 days (provided there are no problems meeting permit
• requirements).
Please remenmber that 1 am available to answer any questions or to assist with the permitting process.
• Monte Matthews
Regulatory Specialist
US Amory Corps of Engineers, Wilmington District
• Raleigh Regulatory Field Office
6508 Fails of Nauss Rd, Suite 120
Raleigh, NC 27518
• 919-876-8441 x 30
0
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ALA-M-?',?fd6 12:48 FRal:DWQ-WETLANDS 91973316M
o? Ark
70:96784176 P:i/3
mbdm i A Effi* owr mw
NaM CMNVM Cop mu m t Q(U - awq N N . Mmmou
Alrtd ?
EXPRESS PERMIT REVIEW PROGRAM
• Division of Water Quality
Department of Enviuronnental and Natural Resources
401 Overdot/Ezpren Review Permitting Unit
2321 cxba+x Houle auk Suite 250
Rakih, NC 276042260
MouNg Addrew
Coated Libra:
F -179: Jana Allen
Dan Gotdleb
Subject: NC Musmm of Art Expagsiion
Number of p"n including carer dwou _ `
4otreer or spacial imbrue&=:
Fa: #: 6784176
7338034
I
Dale: August 2006
Yl??i? ?? ICY
)W AV XdWd^ NOM Oman 27619-1610
RU tkaMwa 8etderwd. AIM ?/0, RWI+. ZtaN? tina?9?so4
on M97 %1701 IRat 019) "Sates
talc L
t4eM Aa?a -50li?gM6KPbetdonaosrepaNr
1630 M01 service Center
Ptak* k NC 27699-1650
Mae 919-733.0203
Fax 6: 919-733.6893
A

lYloomm r. bammy, tloYenw
WMM 0. Rat kr., `..'.'."..'7
Noah CAW= Dwarknent of ft4wratat ward Naiad Rnoumn
AN w. K UM*. P.B. Dboooor
DIVM=dW4WQU ty
August 30, 2006
North Carolina Museum of Art
Attn: Mr. Don Gottlieb
2110 Blue Ridge Road
Raleigh, NC 27607
Subject Property: NC Museum of Art Expansion
DWQ EJCP. Project # 2006-1302
Wake County
Page 1 of 2
G?'• tC a^c
Rr?
SEP 0 6 ZCW?
1?%=
.-Oa-She Determination for A"Meabtiity too .the Nouse River Riparian Am Protection Rules (15A
NCAC 2B MM)
Dear Mr. Gottlieb:
On August 29.20K at the request of Jam All= of KimleyHorn and Associates, Inc., an oa-site
debaminaaion was conducted on one a', - n fasten located on the subject propaty for applicability to the
Noun Buffer Rules (15A NCAC 2B..0233). The stream. bsture is labeled as "A" on the attached maps
initialed by Cynthia Van Der Wiele on August 30, 2006.
The DITMOn of Water Quality (DWQ) leas deed fiat tie feature labeled as'aA" on the
attached map is not subject to tie Neese Buff or Role The owner (or lure owners) should notify the
DWQ (and other relevant agencies) of this decision in my future ooneapond== concerning this
ProPertY• This on-site determination shall expire five (5) years Sam the date of this letter.
Landowners or affected parties that dispft a de erudnation made by.the DWQ that a surface water exists
and/or that it is subject to the buffer rule may request a determination by the Dhictor. A request for a
.. hinstion by the Director Ann be referred to the Director in writing c% Cyndi Karoly, DWQ 401
Oversight/Express Review Permitting Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. You must act
within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day
swusory appeal time doers not Mn until the affected party (mcluding downstream and acf accat
landowners) is notified of this decision. This determination is foal and binding unless you ask for a
hearing within 60 days.
This letter a* addresaera the iaDamitbemt/peramial status of the stream and does not approve any activity
within Waters of the United 'States or Waters of the State. If you have any questions, please contact Lia
Myott at 919.733.9502.
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Appendix E Stormwater Management Permit Application
Stormwater Management Permit Application
Proposed Water Quality Best Management Practices Supplements
Grassed Swale Supplement
Wet Detention Basin Supplement
Stormwater Inspections Log
E
A30 U

DWQ USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
North Carolina Museum of Art
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
North Carolina Department of Cultural Affairs/ Mr. Dan Gottlieb, Deputy Director of Design
3. Mailing Address for person listed in item 2 above:
2110 Blue Ridge Road
City:Raleigh State:NC Zip:27607
Phone: X919 ) 839-6262 Fax:
Email:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
North Carolina Museum of Art
Museum Expansion Project
5. Location of Project (street address):
2110 Blue Ridge Road
City:Raleigh County:Wake
6. Directions to project (from nearest major intersection):
From Interstate 440 head west on Raleigh-Chapel Hill Expy/ Wade Ave. Take the Blue Ridge Road exit.
Turn right at Blue Ridge Road.
7. Latitude:35 deg. 48 min. 36 sec. Longitude:-78 deg. 42 min. 20 sec. of project
8. Contact person who can answer questions about the project:
Name:Stephen H. Blake Telephone Number: (720 ) 855-3721
Email:steve.blake®artifex.com
II. PERMIT INFORMATION:
1. Specify whether project is (check one): []New ?Renewal ?Modification
Form SWU-101 Version 8.07 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
?Low Density ?High Density ?Redevelop ®General Permit ?Universal SMP ?Other
4. Additional Project Requirements (check applicable blanks):
?CAMA Major ®Sedimentation/Erosion Control ®404/401 Permit ®NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated through the use of several grass swales, a vegetated swale floodway reach, and a
constructed stormwater marsh adjacent to the existing pond.
2. Stormwater runoff from this project drains to the Neuse River basin.
3. Total Site Area: 47.64 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
6. Total Project Area**:25.3 acres 7. Project Built Upon Area:33.0 %
8. How many drainage areas does the project have?5
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name See Attached Sheet See Attached Sheet
Stream Class & Index No.
Drainage Area (so
Existing Impervious* Area (so
Proposed Impervious*Area (sf)
% Im ervious* Area (total)
Im ervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings (sf) See Attached Sheet See Attached Sheet
On-site Streets (so
On-site Parking (sf)
On-site Sidewalks (so
Other on-site (sf)
Off-site (so
Total (sf):
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 8.07 Page 2 of 4

**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
10. How was the off-site impervious area listed above deri
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each
lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
• By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
0 on all parties and persons claiming under them, that they will run with the land, that the required covenants
• cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.

V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SWU-101 Version 8.07
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/ Filter Strip/ Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at b-U://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/ Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):Stephen Blake
Mailing Address:2363 Blake Street Suite 202
City:Denver State:CO Zip:80205
Phone: (720 ) 855-3721 Fax: ,(720 L855-4210
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Dan Gottlieb
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21H.1000.
Signature: Date:
Form SWU-101 Version 8.07 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: North Carolina Museum of Art - Museum Enansion Project
Contact Person: Stephen H. Blake Phone Number: ( 720 ) 855-3721
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 392.90 ft.
Permanent Pool Elevation 398.70 ft.
Temporary Pool Elevation 399.74 ft.
areas
Permanent Pool Surface Area 48,870sq. ft
Drainage Area
Impervious Area
47.64 ac.
15.51 ac.
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
144,055 cu. ft. (combined volume of main basin and forebay)
54,538 cu. ft. (volume detained above the permanent pool)
10,993 cu. ft. (approximately 20% of total volume)
1.21 (85%)l.8 (90%) (surface area to drainage area ratio from DWQ table)
3 in. (2 to S day temporary pool draw-down required)
8 in.
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.8 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2.8 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 398.7
Sediment Re oval El. 395.9 75%?
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Sediment Removal Elevation 395.9 75°/
Bottom Ele ation 395 25% -'------------------------------------------- ------
Bottom Elevation 395 25°/ 1
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SVX-102 Rev 3.99 Page 3 of4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mr. Dan Gottlieb
Title: Deputy Directore of Design
Address: 2110 Blue Ridge Road, Raleigh NC 27607
Phone:_ [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State of
do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of4
Wet Detention Basin Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
• log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
• of structures, safety of the public, and the removal efficiency of the BMP.

. The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
•
This system (check one):
• ? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
® does ? does not incorporate pretreatment other than a forebay.
•
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
• needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
• sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
h
h
ld b
d
e minimize
to t
e
ou
flushing of sediment through the emergency drain s
• maximum extent practical.
• - Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
• within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of inspection and maintenance should be kept in a known set
location and must be available upon request.

Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 2.8 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 426.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 398.7
en
an
--------------olume
395.9 R-Sediment
395.0 Min.
Storage
FOREBAY
Pool
Sediment Removal Elevation 395.9 - Volum?
Bottom Elevation
MAIN POND
1-ft
Storage
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name:Mr. Dan Gottlieb
Title:Deputy Director of Design, North Carolina Museum of Art
Address: 2110 Blue Ridge Road, Raleigh, NC 27607
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Grassed Swale Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed Swale.
The grassed swale will be inspected once a quarter. Records of inspection and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire length of the Trash/debris is present. Remove the trash/debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name: Mr. Dan Gottlieb
Title: Deputy Director of Design, North Caro inA Museum of Art
Address: 2110 Blue Ridge Road, Raleigh, NC 27607
Phone: [phone]
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission
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Appendix F Museum Expansion Stormwater Management Plan
Sheet SW101 Stormwater Management Improvements
Sheet SW102 Erosion Control Plan
Sheet SW103 Stormwater Details I
Sheet SW104 Stormwater Details II
Sheet SW105 Stormwater Landscape Plan
Section 02635 Stormwater Management Construction
Section 02940 Stormwater Lawns Grasses and Plantings
RFI-21-E Revised Grading and Drainage West of Entry Drive
F
`V7,

SECTION 02635
STORMWATER MANAGEMENT CONSTRUCTION
PART 1-GENERAL
1.1 GENERAL REQUIREMENTS
A. Work of this Section, as shown or specified, shall be in accordance with the requirements of the Contract Documents.
1.2 SECTION INCLUDES
A. This Section includes furnishing all materials and labor for installation of site drainage system, as indicated on the
drawings and/or specified herein, including but not limited to, the following:
1. Drain lines and other drainage appurtenances.
2. Stream channel and stream channel drop structures.
3. Sediment basins.
4. Vegetated pipe outfalls.
5. Pond inlet pipe and outlet structure modifications.
1.3 RELATED SECTIONS
A. Division 2, Section 'Site Clearing'
B. Division 2, Section 'Soil Erosion"
C. Division 2, Section 'Earthwork and Site Grading'
D. Division 2, Section "Excavation Support Systems"
E. Division 3, Section "Cast-In-Place Concrete"
1.4 QUALITY ASSURANCE
A. Standards: Products and methods of execution are specified by reference to North Carolina State Department of
Transportation and Highway Safety's "Standard Specifications for Roads and Structures", latest edition. The
abbreviation NCDOT is used to designate this publication. Equivalent alternate products and methods of execution as
defined by the specifications. All methods and substitutions must be approved by the Engineer.
B. Manufacturers: For purposes of designating type and quality for the work under this Section, Drawings and
Specifications are based on products manufactured or furnished by manufacturers listed for the specific item. Products
for use on this Project shall be of one manufacturer unless specified otherwise herein for the same function.
C. Inspections: Notify Engineer in ample time to permit inspection of completed underground piping before backfilling is
begun.
D. Single-Source Responsibility for Stone: Obtain stone from a single quarry with resources to provide materials of
consistent quality in appearance and physical properties, including the capacity provide the material without delaying
the progress of the work.
E. Information on the Drawings and in the Specifications establishes the requirements for both aesthetic effects and
performance of the stone. Aesthetic effects relative to the formal characteristics are indicated by dimensions,
arrangement, alignment, and profiles of components and assemblies as they relate to sight lines and relationships to
one another and to adjoining construction; performance is indicated by criteria subject to verification either by
preconstruction or field test, if applicable, or by in-service experience.
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
1.1 SUBMITTALS
A. Manufacturer's Literature: Provide manufacturers data on all pipe material, manholes, trench drains, inlets, junction
boxes, catch basins, castings, and underground line markers. Only information completely checked by the
manufacturer and the General Contractor will be considered by the Engineer.
B. Shop Drawings: Provide shop drawings for any custom fabrications required by the design on the drawings. Provide
detailed drawings for approval prior to fabrication.
C. Provide preliminary color photographic samples and suppliers specifications of Stream Channel Boulders for
Engineers approval, meeting all requirements of this section. Include product data for each type of stone verifying
color, grade, type, finish, and variety. Provide material samples for Engineer's approval, following initial screening of
photographs and specifications. Include 2 or more stones in each set of samples showing the full range of variations in
appearance characteristics to be expected in the completed work. Deliver samples to site for review.
D. Provide preliminary samples of Stream Channel substrate for Engineers approval, meeting all requirements of this
section. Samples should be sized to provide a full characterization of the material's gradation and variability with
respect to quality and color. Deliver samples to site for review.
PART2 PRODUCTS
2.1 MISCELLANEOUS MATERIALS
A. Gravel for stone filters: Washed No. 57 stone or as indicated on the drawings.
B. Silt Fabric: A synthetic filter fabric or a previous sheet of polypropylene, nylon, polyester, or polyethylene yam, which is
certified by the manufacturer or supplier as conforming to the following requirements.
1. Filtering efficiency: 85% min.
2. Tensile Strength at 20% (max.) elongation: 301b./lin in (min.)
3. Slurry Flow Rate: 0.3 gal/sq-ft/min. (min.)
4. Fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected
useable construction life.
C. Filter Fabric (for installation under riprap): Woven geotextile fabric, apparent opening size no larger than US Standard
Sieve No. 70, min. grad strength of 120lbs.
D. Riprap: Provide dprap of the class and quantity indicated on the Drawings. While no specific gradation is required, the
various sizes of the stone shall be equally distributed within the required size range. The size of an individual stone
shall be determined by measuring its long dimension. Stone shall meet the requirement of the following table for class
and size distribution. No more than 5% of the material furnished can be less than the minimum size specified nor no
more than 10% of the material can exceed the maximum size specified.
REQUIRED STONE SIZES - INCHES
CLASS MINIMUM MIDRANGE MAXIMUM
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
2.2 STORM DRAINAGE MATERIALS
A. Concrete: Shall conform to the Cast-In-Place Concrete Section of these specifications. Concrete for Site Drainage
work shall have compressive strength of 3000 psi at 28 days unless otherwise shown on the Drawings or details.
North Carolina Museum of Art 02635-2 Stormwater Management Construction
SCO Project No. 04062010-B
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
B. Manhole Brick: Shall conform to ASTM C-32, Grade MM.
C. Mortar: Shall conform to ASTM C-270, Type M.
D. Pipe:
1. PVC Pipe: Shall conform to ASTM D 1785 and ASTM D 2466. Fittings shall conform to ASTM D 2665. Joints
shall be rubber gasket conforming to the requirements of ASTM F 477, elastomeric seals for jointing - plastic
pipe.
2. HDPE Pipe: Shall conform to AASHTO M294 -type S and certified by PPI. Use bell and joints with o-ring gasket
conforming to ASTM F477.
E. Drainage Structures: Drainage Structures such as manholes, catch basins, junction boxes, stormwater vaults,
headwalls etc., shall be constructed as indicated on the Drawings Details. Structures shall be as specified in this and
other Sections of the Specifications.
F. Castings: Shall be of uniform quality, free from blowholes, porosity, hard spots, shrinkage defects, cracks or other
defects. Castings shall conform with details shown on Drawings, and shall provide a satisfactory fit of component parts.
Manhole covers shall have the words 'STORM SEWER' cast on their top surface in raised letters. Seating surfaces of
frames, grates, and covers shall be machined. All castings shall be well cleaned and coated with coal tar pitch varnish
of a quality which will produce a smooth coating, tenacious when cold, and not tacky or brittle. Casings shall be for
standard usage and special pedestrian usage as designated on the plans and details.
G. Inlets: Shall be as shown and specified on the construction drawings/details.
H. Underground Markers: Shall be in accordance with City of Raleigh standards.
2.3 CHANNEL AND SLOPE PROTECTION
A. Manufactured Mats and Blankets: Erosion Control Blankets shall be a machine-produced mat of agricultural straw, a
straw and coconut fiber combination, or curled wood fiber (excelsior) as specified below or on the drawings. The
blanket shall be of consistent thickness with the fiber evenly distributed over the entire area of the mat. The blanket
shall be covered with a photo degradable plastic netting secured to the fiber mat. Erosion-Control Blankets to provide a
dual direction tensile strength of 150 lb/ft and intended for application on slopes of 2:1 and greater. Erosion control
blanket shall have the following properties:
1. Straw Mat:
a. Straw: 100% (.50lb/sq. yd.).
b. Netting: Top side only, photo degradable, approx.''/z" x''/i mesh (1.64lb11000 sq. ft.).
C. Thread: Cotton.
2. Excelsior Mat:
a. Fiber: Curled wood excelsior of 80% six inch or longer fiber length with a consistent width of fibers evenly
distributed throughout the mat. Mat shall be smolder resistant with no chemical additives.
b. Top and Bottom Netting: Photo degradable extruded plastic netting with maximum mesh size of/; x 3/,".
3. Synthetic Mat:
a. Fiber: UV stabilized polypropylene fiber matrix (0.7lbs./sq. yd.).
b. Top Netting: Extra heavyweight UV stabilized polypropylene (5lbs11000 sq. ft. approx. weight).
C. Bottom Netting: Heavyweight UV stabilized polypropylene (3lbs11000 sq. ft. approx. weight).
4. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 6' long legs. 1.75 staples per square yard of
matting minimum.
North Carolina Museum of Art 02635-3 Stormwater Management Construction
SCO Project No. 04062010-B
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
B. Turf Reinforcement Mat: Provide Turf Reinforcement Mats (TRM) where indicated on plans, according to the details
and the manufacturers instructions and recommendations. TRM to be composite construction of three non-woven
synthetic machine produced nettings encasing a natural coconut fiber or curled wood fiber mulch. TRM to provide a
minimum dual direction tensile strength of 200 lb/ft and intended by the manufacturer for application on 2:1 slopes or
greater. TRM to meet or exceed AASHTO M-288-00 Class 1 Specification for permanent erosion control. Provide
manufacturer recommended anchors, to be stainless steel unless otherwise approved.
C. Coir Roll: Provide a natural fiber machine produced continuous roll of the size and quantity according to the details.
1. Coir Fiber roll shall be a pre-manufactured roll of rice or wheat straw, wood excelsior or coconut fiber
encapsulated within a photodegradable plastic or biodegradable jute, sisal or coir fiber netting. Rolls shall be
between 8 inches and 12 inches in diameter (or as indicated on plans), between 10 feet and 20 feet in length and
shall weigh at least 1 lb/ft. The netting shall have a minimum durability of one year after installation. The netting
shall be secured tightly at each end of the rolls.
2. Wood stakes shall be a minimum of 3/4 inch x 314 inch x 18 inches in size for Type 1 installation, or shall be a
minimum of 3/4 inch x 1.5 inch x 18 inches in size for Type 2 installation. Wood stakes shall be untreated fir,
cedar, or pine, shall be cut from sound timber, and shall be straight and free of loose or unsound knots and other
defects which would render them unfit for the purpose intended. Metal stakes may be used as an alternative.
The Contractor shall submit a sample of the metal stake for Engineer's approval prior to installation. The tops of
the metal stakes shall be bent at a 90-degree angle.
3. Rope shall be biodegradable, such as sisal or manila, with a minimum diameter of 1/4 inch.
2.4 STREAM CONSTRUCTION
A. Stream Channel Boulders:
1. Provide North Carolina Moss Rock Boulders, or an approved alternate, according to the size, shape and
quantities specified on the drawings and details. Bank boulders, infill rocks, and crest rocks are to be smaller
specimens of the same parent material, provided according to the size, shape and quantities specified on the
drawings and details.
2. Boulders may be natural weathered sandstone or granite in composition, and should be relatively smooth,
though weathered angular features are acceptable. Moss and evidence of natural weathering and coloration
should be present on at least 50% of boulders of all class sizes. Boulders must be free of cracking and flaking, or
obvious quarrying or handling scars.
3. Color. It is anticipated that colors of Brown, Tan, and Yellow, or a combination, will be used. Final color
determinations will be made by relying on the submittals and mock-up referenced in this section.
4. Delivery, Storage and Handling:
a. Deliver materials to the project site in undamaged condition.
b. Store and handle the stone and related materials to prevent their deterioration or damage due to
moisture, temperature changes, contaminants, corrosion, breakage, chipping, or other causes.
C. Do not use pinch or wrecking bars.
d. Lift with wide-belt-type slings where possible; do not use wire rope or ropes containing tar or other
substances that might cause staining.
B. Stream Channel Substrate:
1. Provide graded river rock according to the size, shape and quantities specified on the drawings and details.
2. Rock is to be naturally rounded alluvial rock, type granite or approved alternative, solid, without fractures or
sharp edges.
3. Color: It is anticipated that colors of Brown, Tan, Blue, Black and Grey, or a combination, will be used. Final color
determinations will be made by relying on the submittals and mock-up referenced in this section.
North Carolina Museum of Art 02635-4 Stormwater Management Construction
SCO Project No. 04062010-13
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
4. Delivery, Storage and Handling:
a. Deliver materials to the project site in undamaged condition.
b. Store and handle the stone and related materials to prevent their deterioration or damage due to
moisture, temperature changes, contaminants, corrosion, breakage, chipping, or other causes.
PART 3 EXECUTION
3.1 PIPE INSTALLATION
A. Pipe Laying
1. All pipe shall be laid in straight lines and on uniform grades between manholes or angles, and shall rest on a firm
prepared bed with bells laid up grade. Trenches for drain pipes shall be true to grade. Remove unsuitable
material and replace with sand or gravel property compacted. Insure position of pipe to proper grade by blocking
or other means.
2. Lay pipe with groove end up grade; join so that tongue end enters to full depth of socket.
3. Caulk joints with prefabricated seal.
4. Replace pipe injured or broken in laying or backfilling at no extra cost to Owner.
B. Connections: Connections into drain lines or manholes shall be made with joints thoroughly sealed with mortar, so that
no excess mortar remains inside pipe or manhole to block flow of water.
C. Passage Through Walls: Extend inlet and outlet pipes through walls of drainage structures at sufficient distance to allow
for connections and construct masonry neatly to prevent leakage.
D. Changes in Direction: All changes in direction or grade shall be made at manholes, at junction boxes, or with standard
fittings where so indicated. All intersecting lines shall be connected with standard fittings.
E. Elevations: All grades shown as pipe elevations are at the invert of the pipe, unless otherwise indicated.
F. Laser Equipment: Contractor shall utilize laser equipment to insure that piping is installed at elevations and slopes
indicated on plans.
G. Pipes and Pipe Fittings:
1. General: Provide pipes of one of the following materials, of weight/class indicated. Provide pipe fittings and
accessories of same material and weight/class as pipes, with joining method as indicated.
2. PVC Pipe and Fittings.
3. HDPE Pipe and Fittings: Pipe shall be backfilled with 4" #57 stone bedding under the pipe and to the spring line
of pipe.
H. Pipe Lines: Shall be kept clean as the laying progresses and open ends shall be kept securely stopped.
1. Sizes: Shall in all cases be as shown on the Drawings. If sizes are not indicated, minimum size shall be 15" in
diameter.
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3.2 TRENCHING
A. Trenches: Shall be not less than 1% true to grade shown. Where proposed grade is 3% or less, tolerance shall be not
less than 0.25% true to grades shown. Unsuitable material shall be removed and replaced with sand or gravel property
compacted.
3.3 DRAINAGE STRUCTURES
A. Masonry Catch Basins and Manholes:
1. Shall be constructed in accordance with the locations, designs and dimensions as shown on the Drawings.
Grates and frames shall be set in a full bed of mortar and shall be in accordance with the details as illustrated on
the plans. Inlet and outlet pipes shall be extended through the wall for a sufficient distance beyond the outside
surface to allow for connections; and the masonry around them shall be constructed neatly, so as to prevent
leakage along their outer surface. No pipes, cables or other structures shall be built into or through these
structures except the attendant drainage pipes.
2. All construction of masonry catch basins and manholes shall be in accordance with NCDOT Specifications,
Section 834, and shall be of dimensions as indicated on plans.
B. Precast Concrete Catch Basins and Manholes (Contractors Option): Contractor, at his option, may provide precast
concrete catch basins and manholes as specified herein in lieu of masonry catch basins and manholes described
above.
C. Construction:
1. Precast concrete manholes shall have a monolithic bottom with integral walls extending a minimum of 3 feet
above the manhole floor. Joints in manhole sections shall be preformed plastic, Type I, Rope Form. Chipping of
sections will be cause for rejection.
2. Pipe Connections: A water stop shall be supplied at all connections conforming to requirements of ASTM C 923.
3. Catch basins and Manholes shall conform to ASTM C-478 except as otherwise specified.
4. Drop sections shall be provided as detailed for masonry manholes except that vertical riser encasement may be
either masonry or concrete and shall be securely tied to manhole walls with metal lies in a manner satisfactory to
the Engineer.
5. Manhole steps for precast concrete manholes shall consist of steel rods encapsulated in plastic, with depth ring;
or equivalent; steps shall be installed by vibrating the step into place during the manufacturing of the manhole
sections.
6. Catch basin grates and manhole rings and covers shall be made from Class 30 grey iron conforming to ASTM A-
48 and shall conform to NCDOT requirements, unless otherwise shown on the plans or these specifications.
D. Installation
1. Install piping in accordance with governing authorities having jurisdiction, except where more stringent
requirements are indicated.
2. Inspect piping before installation to detect apparent defects. Mark defecfive materials with white paint and
promptly remove from site.
3. Lay pipe beginning at low point of system, true to grades and alignment indicated, with unbroken continuity of
invert.
4. Place bell ends or groove ends of piping facing upstream
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5. Install gaskets in accordance with manufacturer's recommendations for use of lubricants, cements, and other
special installation requirements.
E. Cleaning Piping: Clean interior of piping of dirt and other superfluous material as work progresses. Maintain swab or
drag in line and pull past each joint as it is completed. In large, accessible piping, brushes and brooms may be used for
cleaning.
1. Place plugs in ends of uncompleted conduit at end of day or whenever work stops.
2. Flush lines between manholes if required to remove collected debris.
F. Joint Adaptors: Make joints between different types of pipe with standard manufactured adapters and fittings intended
for that purpose.
G. Converting Catch Basins to Junction Boxes (where applicable): This work includes necessary modifications to existing
catch basins, including but not limited to partial removal of existing catch basin walls. Proposed top of converted
junction box to be set 1 foot below proposed subgrade, or as indicated on plans. Proposed top of junction box to be 6
inches reinforced concrete slab as shown in drawings. Where existing rim elevation change is not required, a solid lid
may be used in lieu of a concrete slab.
H. Closing Abandoned Utilities:
1. Close open ends of abandoned underground utilities which are indicated to remain in place. Provide sufficiently
strong closures to withstand hydrostatic or earth pressure which may result after ends of abandoned utilities
have been closed.
2. Close open ends of concrete or masonry utilities with not less than 8" thick brick masonry bulkheads.
3. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable methods suitable for size
and type of material being closed. Wood plugs are not acceptable.
1. Interior Inspection: Inspect piping to determine whether line displacement or other damage has occurred.
J. Make inspections after lines between manholes, or manhole locations, have been installed and approximately 2' of
backfill is in place, and again at completion of project
K. If inspection indicated poor alignment, debris, displaced pipe, infiltration or other defects, correct such defects, and
reinspect.
3.4
3.5
3.6
CATCH BASINS
A. General: Construct catch basins to sizes and shapes indicated on the plans and details. Set frames and grates to
elevations indicated.
TAP CONNECTIONS
A. Make connections to existing piping and underground structures, so that finished work will conform as nearly as
practicable to requirements specified for new work.
BACKFILL
A. Backfill: Shall be placed in layers of 6" and shall be thoroughly compacted.
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B. Compaction requirements shall be 100% per ASTM D-698 for all structures, piping, and channels and other
appurtenances, unless otherwise noted on the drawings.
C. The Contractor shall take necessary precautions in backfilling to prevent mis-alignment of pipe or structures,
longitudinally, laterally, or vertically. Pipe or structures damaged during backfilling and compacting shall be replaced at
no cost to the Owner.
3.7 CLEANING
A. Complete system shall be cleaned of all debris and soil which has washed into system and shall be clean at date of
acceptance.
B. Materials which are subject to sediment clogging which receive construction runoff during the course of the project shall
be inspected, and if deemed impacted by the Engineer, replaced at no extra cost to the Owner.
3.8 CHANNELS AND POND BANKS
A. Channels shall be protected from sedimentation from disturbed areas.
B. Channels shall be temporarily protected as required by channel design on drawings and details.
C. Temporary Erosion Control in vegetated areas shall be installed using Erosion Control Blankets (ECBs) where
indicated on plans, according to the details and the manufacturers instructions and recommendations.
D. Permanent Erosion Control in vegetated areas shall be installed using Turf Reinforcement Mats (TRMs) where
indicated on plans, according to the details and the manufacturer's instructions and recommendations.
1. TRMs shall be installed over smoothly graded subsurface and specified topsoil and seed.
2. Any overlap required shall be made in the downstream direction to protect against curling under flow conditions.
Joints shall be made according to manufacturer's instructions and recommendations.
3. TRM edges are to be trenched and anchored into the site subgrade for a length of 12 inches, 12 inches deep, or
according to the Manufacturers recommendations, whichever provides a more protective installation.
4. Staples are to be installed according to manufacturers instructions and recommendations. Any bent, broken, or
otherwise damaged staples are to be immediately replaced.
E. Coir roll shall be placed in the locations and extent shown on the plans and details.
1. Coir roll (Type 1): Furrows shall be constructed to a depth between 2 inches and 4 inches, and to a sufficient
width to hold the fiber rolls. Stakes shall be installed 24 inches apart along the length of the fiber rolls and
stopped at 12 inches from each end of the rolls. Stakes shall be driven to a maximum of 2 inches above, or flush
with, the top of the roll.
2. Coir roll (Type 2): Rope and notched stakes shall be used to restrain the fiber rolls against the slope. Stakes
shall be driven into the slope until the notch is even with the top of the fiber roll. Rope shall be knotted at each
stake and laced between stakes. After installation of the rope, stakes shall be driven into the slope such that the
rope will hold the fiber roll tightly to the slope. Furrows will not be required. If metal stakes are used, the rope
may be laced and knotted on the bend at the top of the metal stakes.
3. The bedding area for the coir roll shall be cleared of obstructions including, but not limited to, rocks, clods, and
debris greater than 1 inch in diameter prior to installation.
4. Coir roll shall be installed approximately parallel to the slope contour.
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CONSTRUCTION DOCUMENTS - 30 APRIL 2007

• 5. Coir roll shall be installed prior to the application of other temporary erosion control or soil stabilization materials
in the same area, where possible. Ground disturbances, including holes and depressions, caused by the
• installation and removal of the temporary fiber roll shall be backfilled and repaired.
. 6. Coir roll shall be maintained to disperse concentrated water runoff and to reduce runoff velocities. Split, torn, or
unraveling rolls shall be repaired or replaced. Broken or split stakes shall be replaced. Sagging or slumping
• fiber rolls shall be repaired with additional stakes or replaced. Locations where rills and other evidence of
concentrated runoff have occurred beneath the rolls shall be corrected. Coir roll shall be repaired or replaced on
the same day when the damage occurs.
F. Contractor shall excavate the channel and shape it to the dimensions illustrated in the drawings and details.
1. Alignment shall follow general contours and top of bank lines indicated on drawings. Local adjustments may be
• . made for existing conditions, and to achieve variability in the final form. Engineer shall provide additional
direction as required.
•
2. Scour pools shall be formed downstream of all drop structures and weirs, to the general size, depth, and
• configuration shown on the plans. Engineer shall provide additional direction as required.
3. Excavation for channel dimensions shall include required overcut for subsoil and topsoil import, and an additional
. 0.2 feet for areas around the channel perimeter to allow for bulking during seed bed preparations.
• 4. All fill in areas intended for stormwater management, infiltration, and bioretention shall be compacted to the
indicated standard Proctor maximum dry density as defined by ASTM D-698. In areas indicated for less than 85
percent compaction, fill shall be compacted using light equipment to prevent over-compaction.
G. Contractor shall construct sediment basins according to design on drawings and details.
H. Contractor shall construct rock drop structures and weirs according to design on drawings and details.
1. Provide a Mock-up of one rock drop structure equivalent to those shown on drawings and details. Mock-up is to
utilize materials given prior written approval by the Engineer following Engineer's review of submitted pictures
'
s inspection, review and acceptance, and any modifications
and samples. Allow sufficient time for Engineer
• required by the Engineer. The mock-up is not to be considered a permanent installation, and costs for materials
and incidentals, erection, dismantling, and disposal are the responsibility of the Contractor.
• '
2. s review and approval.
Layout boulders for each drop structure and weir prior to construction for Engineer
• Provide moss covered and weathered faces in exposed locations. Identify each boulder's specific placement in
• the structure via a field sketch or markup of the drawings.
3. Construct and excavate subgrade platform according to drawings and details, and the specifications of this
Section and Related Sections. Shape subgrade to receive boulder and provide full support along the intended
contact surface.
4. Install geotextile filter fabric and subbase according to drawings and details.
• 5. Carefully place Stream Channel Boulders individually, in the locations and configurations shown in the drawings
and details. Incorporate any revised instructions from the mock-up inspection. Ensure that each boulder is stably
• located in its final position, and will not teeter, slide, or rotate due to inadequate foundation or bearing on another
rock.
6. Fill voids between adjacent boulders with smaller rocks from the same parent material. Install infill boulders for at
least 30% of the total surface area of the installed structure. Backfill excavation around each boulder with
• granular drainage rock and compact with hand equipment, in shallow layers.
• 7. Place bank boulders, infill rocks, and crest rocks according to drawings and details. Specific locations will be
determined by the Engineer, in order to fit the installation to the terrain.

8. Installations not meeting requirements of the drawings and details, and modifications made during the mock-up
process shall be removed and replaced at no extra cost to the Owner.
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1. Contractor shall grade pond banks according to the drawings and details.
J. Rip-rap channels shall be excavated to the limits required for the specified lining thickness.
K. Contractor shall be responsible for establishing permanent vegetation in grass lined channels, and on adjacent banks
as required by design on drawings.
3.9 FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction
B. Stream Feature Construction: Provide opportunity for Engineer's review following the completion of approximately 50
linear feet of channel, and one drop structure and scour pool.
C. Pond Bank Grading: Provide opportunity for Engineer's review following the completion of rough grading around the
existing pond.
END OF SECTION
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SECTION 02940
STORMWATER LAWNS, GRASSES AND PLANTINGS
PART 1- GENERAL
1.1 GENERAL REQUIREMENTS
A. Work of this Section, as shown or specified, shall be in accordance with the requirements of the Contract Documents.
1.2 SECTION INCLUDES
A. This Section includes furnishing all materials and labor for installation of site drainage system, as indicated on the
drawings and/or specified herein, including but not limited to, the following:
1. Plants.
2. Planting soils.
3. Seeding.
4. Hydroseeding.
5. Erosion-control material(s).
1.3 RELATED SECTIONS
A. Division 2, Section 'Site Clearing'
B. Division 2 Section "Tree Protection and Trimming"
C. Division 2, Section 'Soil Erosion'
D. Division 2, Section 'Earthwork and Site Grading'
E. Division 2, Section 'Excavation Support Systems'
1.4 DEFINITIONS
A. Backfill: The earth used to replace or the act of replacing earth in an excavation.
B. Bare-Root Stock: Plants with a well-branched, fibrous-root system developed by transplanting or root pruning, with soil
or growing medium removed, and with not less than minimum root spread according to ANSI Z60.1 for type and size of
plant required.
C. Container-Grown Stock: Healthy, vigorous, well-rooted plants grown in a container, with a well-established root system
reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid enough
to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of
plant required.
D. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus.
E. Fabric Bag-Grown Stock: Healthy, vigorous, well-rooted plants established and grown in-ground in a porous fabric bag
with well-established root system reaching sides of fabric bag. Fabric bag size is not less than diameter, depth, and
volume required by ANSI Z60.1 for type and size of plant.
F. Finish Grade: Elevation of finished surface of planting soil.
G. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic
soil amendments to produce topsoil or planting soil.
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
H. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes
insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures
intended for use as a plant regulator, defoliant, or desiccant.
1. Pests: Living organisms that occur where they are not desired, or that cause damage to plants, animals, or people.
These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants
(weeds), fungi, bacteria, and viruses.
J. Planting Area: Areas to be planted.
K. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or
manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for
plant growth.
L. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, ground covers,
ornamental grasses, bulbs, comps, tubers, or herbaceous vegetation.
M. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill
before planting soil is placed.
N. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil
organisms.
0. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the
surface soil is typically topsoil; but in disturbed areas such as urban environments, the surface soil can be subsoil.
1.5 SUBMITTALS
A. Product Data: For each type of product indicated, including soils.
1. Plant Materials: Include quantities, sizes, quality, and sources for plant materials.
2. Pesticides and Herbicides: Include product label and manufacturer's application instructions specific to the
Project.
3. Plant Photographs: Include color photographs in digital format of each required species and size of plant
material as it will be furnished to the Project. Take photographs from an angle depicting true size and condition
of the typical plant to be furnished. Include a scale rod or other measuring device in each photograph. For
species where more than 20 plants are required, include a minimum of three photographs showing the average
plant, the best quality plant, and the worst quality plant to be furnished. Identify each photograph with the full
scientific name of the plant, plant size, and name of the growing nursery.
B. Certification of Grass Seed: From seed vendor for each grass-seed monostand or mixture stating the botanical and
common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed
seed. Include the year of production and date of packaging.
C. Samples for Verification: For each of the following:
1. Shrubs: Three samples of each variety and size delivered to the site for review. Maintain approved samples on-
site as a standard for comparison.
2. Organic Mulch: 1-quart volume of each organic mulch required; in sealed plastic bags labeled with composition
of materials by percentage of weight and source of mulch. Each Sample shall be typical of the lot of material to
be furnished; provide an accurate representation of color, texture, and organic makeup.
D. Qualification Data: For qualified landscape Installer. Include list of similar projects completed by Installer
demonstrating Installer's capabilities and experience. Include project names, addresses, and year completed, and
include names and addresses of owners' contact persons.
E. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following:
1. Manufacturer's certified analysis of standard products.
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• CONSTRUCTION DOCUMENTS - 30 APRIL 2007
•
2. Analysis of other materials by a recognized laboratory made according to methods established by the
Association of Official Analytical Chemists, where applicable.
F. Material Test Reports: For standardized ASTM D 5268 topsoil existing in-place surface soil and imported or
• manufactured topsoil.
G. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of plants,
maintenance of turf and meadows during a calendar year. Submit before start of required maintenance periods.

• H. Warranty: Sample of special warranty.
• 1.6 QUALITY ASSURANCE
• A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful establishment of plants,
turf and meadow establishment.
1. Professional Membership: Installer shall be a member in good standing of either the Professional Landcare
a Network or the American Nursery and Landscape Association.
2. Installers Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site
• when work is in progress.
• 3. Pesticide Applicator. State licensed, commercial.
• B. Soil-Testing Laboratory Qualifications: An independent or university laboratory, recognized by the State Department of
Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to
• be performed.
• C. Soil Analysis: For each unamended soil type, furnish soil analysis and a written report by a qualified soil-testing
laboratory stating percentages of organic matter, gradation of sand, silt, and clay content; cation exchange capacity;
deleterious material; pH; and mineral and plant-nutrient content of the soil.
1. Testing methods and written recommendations shall comply with USDA's Handbook No. 60.
2. The soil-testing laboratory shall oversee soil sampling; with depth, location, and number of samples to be taken
• per instructions from Engineer. A minimum of three representative samples shall be taken from varied locations
for each soil to be used or amended for planting purposes.
•
3. Report suitability of tested soil for plant growth.
•
a. Based upon the test results, state recommendations for soil treatments and soil amendments to be
incorporated. State recommendations in weight per 1000 sq. ft. or volume per cu. yd. for nitrogen,
phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil
suitable for healthy, viable plants.
b. Report presence of problem salts, minerals, or heavy metals, including aluminum, arsenic, barium,
cadmium, chromium, cobalt, lead, lithium, and vanadium. If such problem materials are present, provide
additional recommendations for corrective action.
•
D. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in
ANSI Z60.1.
•
E. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required sizes.
•
1. Trees and Shrubs: Measure with branches and trunks or canes in their normal position. Take height
• measurements from or near the top of the root flare for field-grown stock and container grown stock. Measure
main body of tree or shrub for height and spread; do not measure branches or roots tip to tip. Take caliper
• measurements 6 inches above the root flare for trees up to 44nch caliper size, and 12 inches above the root flare
. for larger sizes.
i 2. Other Plants: Measure with stems, petioles, and foliage in their normal position.
•
• North Carolina Museum of Art 02940-3 Stormwater Lawns, Grasses
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•
•
•
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
1. Maintenance Period: 12 months from date of Substantial Completion.
B. Initial Marsh, Riparian, and Hilliside Maintenance Service: Provide full maintenance by skilled employees of landscape
Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until
acceptable vegetation is established, but for not less than maintenance period below.
1. Maintenance Period: 12 months from date of Substantial Completion.
C. Initial Maintenance Service for Ground Cover and Other Plants: Provide maintenance by skilled employees of
landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after plants are installed and
continue until plantings are acceptably healthy and well established but for not less than maintenance period below.
1. Maintenance Period: 12 months from date of Substantial Completion.
PART 2-PRODUCTS
2.1 PLANT MATERIAL
A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features
indicated in Plant Schedule or Plant Legend shown on Drawings and complying with ANSI Z60.1; and with healthy root
systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock,
densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries,
abrasions, and disfigurement.
1. Trees with damaged, crooked, or multiple leaders; tight vertical branches where bark is squeezed between two
branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than 3/4 inch in
diameter, or with stem girdling roots will be rejected.
2. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape
planting, or not grown in a nursery unless otherwise indicated.
3. Willow Stakes: Provide Iroe dormant woody cuttings of indicated species, with branches neatly trimmed off.
Stakes to be % inch to 1-% inches in diameter, and range from 2 feet to 4 feet in length. At least 50% of the
stakes shall be 3 feet or longer in length.
B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of plants
required. Plants of a larger size may be used if acceptable to Engineer, with a proportionate increase in size of roots or
balls.
C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which shall begin at root flare
according to ANSI Z60.1. Root flare shall be visible before planting.
D. Labeling: Label at least one plant of each variety, size, and caliper with a securely attached, waterproof tag bearing
legible designation of common name and full scientific name, including genus and species. Include nomenclature for
hybrid, variety, or cultivar, if applicable for the plant as shown on Drawings.
2.2 TURF SEED
A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing
Seeds" for purity and germination tolerances.
B. Grass Seed Mix: Provide seed mix as indicated on drawings.
2.3 NATIVE GRASSES AND WILDFLOWERS
A. Wildflower, Native Grass, and Wetland Seed: Fresh, clean, and dry new seed, of mixed species as indicated on
drawings. Indicated quantities and seeding rates are to be provided as pure live seed.
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B. Seed Carrier. Inert material, sharp clean sand or partite, mixed with seed at a ratio of not less than two parts seed
carrier to one part seed, or as directed by seed supplier.
2.4 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and
as follows:
B. Class: 0, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through
No. 60 sieve.
C. Provide lime in form of ground calcitic limestone.
D. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent sulfur, with a minimum of 99 percent passing
through No. 6 sieve and a maximum of 10 percent passing through No. 40 sieve.
E. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.
F. Aluminum Sulfate: Commercial grade, unadulterated.
G. Partite: Horticultural partite, soil amendment grade.
H. Sand: Clean, washed, natural or manufactured, and free of toxic materials.
2.5 PLANTING SOILS
A. Topsoil: ASTM D 5268 topsoil, with pH range of 5.5 to 7, a minimum of 4 percent organic material content; free of
stones 1 inch or larger in any dimension and other extraneous materials harmful to plant growth. Imported topsoil or
manufactured topsoil from off-site sources. Obtain topsoil displaced from naturally well-drained construction or mining
sites where topsoil occurs at least 4 inches deep; do not obtain from agricultural land, bogs, or marshes. Alternately,
soil may be manufactured or imported from an approved source.
1. Additional Properties of Imported Topsoil or Manufactured Topsoil: Screened and free of stones 1 inch or larger
in any dimension; free of roots, plants, sod, clods, clay lumps, pockets of coarse sand, paint, paint washout,
concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint
thinner, turpentine, tar, roofing compound, acid, and other extraneous materials harmful to plant growth; free of
obnoxious weeds and invasive plants including quackgrass, Johnsongrass, poison ivy, nutsedge, nimblewill,
Canada thistle, bindweed, bentgrass, wild garlic, ground ivy, perennial sorrel, and bromegrass; not infested with
nematodes; grubs; or other pests, pest eggs, or other undesirable organisms and disease-causing plant
pathogens; friable and with sufficient structure to give good fifth and aeration. Continuous, air-filled pore space
content on a volumelvolume basis shall be at least 15 percent when moisture is present at field capacity. Soil
shall have a field capacity of at least 15 percent on a dry weight basis.
2. Mix imported topsoil or manufactured topsoil with the following soil amendments and fertilizers in the following
quantities to produce planting soil:
a. Amendments to be determined from soils testing prior to installation.
B. Floodway Backfill Soil: Existing, in-place surface soil and excavation spoil. Verify suitability of existing surface soil and
excavation spoil to produce viable planting soil. Remove stones, roots, plants, sod, clods, clay lumps, pockets of
coarse sand, concrete slurry, concrete layers or chunks, cement, plaster, building debris, and other extraneous
materials harmful to plant growth. Soil to consist of the following materials and amendments, by weight.
1. 15-25% Gravel. Sound, washed, natural gravel or crushed stone, 3/: maximum diameter.
2. 25-55% Sand, by weight. Sound, sharp, washed, natural sand or crushed stone complying with gradation
requirements in ASTM C 33 for fine aggregate blended with planting soil as specified.
1 25-45% fines (<0.050 mm diameter). The clay fraction (particles 0.002 mm in size) shall be no more than 20%,
by weight.
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4. Mix soil with the following materials, soil amendments and fertilizers in the following quantities to produce
planting soil:
a. Amendments to be determined from soils testing prior to installation.
C. Floodway Bioretention Soil: Sandy Loam or Loamy Sand Mix (USDA Textural Classification) with pH range of 5.5 to 7,
and a minimum cation exchange capacity of 10. Soil to consist of the following materials and amendments, by weight.
1. 65-85% Sand. Sound, sharp, washed, natural sand or crushed stone complying with gradation requirements in
ASTM C 33 for fine aggregate blended with planting soil as specified.
2. 15-35% fines (<0.050 mm diameter). The clay fraction (particles 0.002 mm in size) shall be no more than 12%,
by weight.
3. 3-5% organic matter, by dry weight.
4. Mix imported soil or manufactured soil with the following soil amendments and fertilizers in the following
quantities to produce planting soil:
a. Amendments to be determined from soils testing prior to installation.
2.6 MULCHES
A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of
the following:
1. Type: Shredded hardwood.
2. Size Range: 3 inches maximum, 1/2 inch minimum.
3. Color: Natural.
2.7 PESTICIDES
A. General: Pesticide registered and approved by EPA, acceptable to authorities having jurisdiction, and of type
recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not
use restricted pesticides unless authorized in writing by authorities having jurisdiction.
B. Pre-Emergent Herbicide (Selective and Non-Selective): Effective for controlling the germination or growth of weeds
within planted areas at the soil level directly below the mulch layer.
C. Post-Emergent Herbicide (Selective and Non-Selective): Effective for controlling weed growth that has already
germinated.
2.8 EROSION-CONTROL MATERIALS
A. Erosion-Control Blankets: Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in a photodegradable
plastic mesh. Erosion-Control Blankets to provide a dual direction tensile strength of 150 Ibtft and intended for
application on slopes of 2:1 and greater. Include manufacturer's recommended steel wire staples, 6 inches long.
B. Erosion-Control Fiber Mesh: Biodegradable burlap or spun-coir mesh, a minimum of 0.92 lb/sq. yd., with 50 to 65
percent open area. Include manufacturer's recommended steel wire staples, 6 inches long.
2.9 MISCELLANEOUS PRODUCTS
A. Antidesiccant: Water-insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in
original, sealed, and fully labeled containers and mix according to manufacturer's written instructions.
B. Burlap: Non-synthetic, biodegradable.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and
performance.
1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete
layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or
acid has been deposited in soil within a planting area.
2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.
3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the
moisture content reaches acceptable levels to attain the required results.
4. Uniformly moisten excessively dry soil that is not workable and which is too dusty.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and
contamination as directed by Engineer and replace with new planting soil.
3.2 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage
caused by planting operations.
B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff
or airborne dust to adjacent properties and walkways.
C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust
locations when requested, and obtain Engineer's acceptance of layout before excavating or planting. Make minor
adjustments as required.
D. Lay out plants at locations directed by Engineer. Stake locations of individual trees and shrubs and outline areas for
multiple plantings.
E. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film over trunks (before wrapping),
branches, stems, twigs, and foliage to protect during digging, handling, and transportation.
F. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at nursery before moving and again two
weeks after planting.
G. Wrap trees and shrubs with burlap fabric over trunks, branches, stems, twigs, and foliage to protect from wind and
other damage during digging, handling, and transportation.
H. Protect live, dormant stakes from drying out Soak in clean water before planting according to stake supplier's
recommendations.
3.3 FLOODWAY PLANTING AREA ESTABLISHMENT
A. Loosen subgrade of planting areas to a minimum depth of 6 inches. Remove stones larger than 2 inches in any
dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.
1. Apply superphosphate fertilizer directly to subgrade before loosening.
a. Spread approximately one-half the thickness of planting soil Fbodway Backfill Soil over loosened
subgrade. Mix thoroughly into top 3 inches of subgrade. Spread remainder of planting soil.
2. Thoroughly blend planting soil Bioretention Soil off-site before spreading.
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a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.
b. Mix lime with dry soil before mixing fertilizer.
3. Spread planting soil Bioretention Soil to a depth of 12 inches, but not less than required to meet finish grades
after natural settlement. Do not spread if planting soil or subsoils are frozen, muddy, or excessively wet.
B. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and
rake, remove ridges, and fill depressions to meet finish grades.
C. Before planting, obtain Engineers acceptance of finish grading; restore planting areas if eroded or otherwise disturbed
after finish grading.
3.4 MARSH PLANTING AREA ESTABLISHMENT
A. Loosen subgrade of planting areas to a minimum depth of 6 inches. Remove stones larger than 2 inches in any
dimension and slicks, roots, rubbish, and other extraneous matter and legally dispose of them off Owners property.
1. Apply superphosphate fertilizer directly to subgrade before loosening.
2. Thoroughly blend planting soil off-site before spreading.
a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.
b. Mix lime with dry soil before mixing fertilizer.
3. Spread planting soil Topsoil to a depth of 4-6 inches, with a minimum of 4 inches, inches but not less than
required to meet finish grades after natural settlement. Do not spread if planting soil or subgrade is frozen,
muddy, or excessively wet.
a. Spread approximately one-half the thickness of planting soil over loosened subgrade. Mix thoroughly
into top 2 inches of subgrade. Spread remainder of planting soil.
B. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and
rake, remove ridges, and fill depressions to meet finish grades.
C. Before planting, obtain Engineers acceptance of finish grading; restore planfing areas if eroded or otherwise disturbed
after finish grading.
3.5 HILLSIDE PLANTING AREA ESTABLISHMENT
A. Loosen subgrade of planting areas to a minimum depth of 4 inches. Remove stones larger than 2 inches in any
dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owners property.
1. Apply superphosphate fertilizer directly to subgrade before loosening.
2. Thoroughly blend planting soil off-site before spreading.
a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.
b. Mix lime with dry soil before mixing ferfilizer.
3. Spread planting soil Topsoil to a depth of 4-6 inches, with a minimum of 4 inches, but not less than required to
meet finish grades after natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or
excessively wet.
a. Spread approximately one-half the thickness of planting soil over loosened subgrade. Mix thoroughly
into top 2 inches of subgrade. Spread remainder of planting soil.
B. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and
rake, remove ridges, and fill depressions to meet finish grades.
C. Before planting, obtain Engineers acceptance of finish grading; restore planting areas if eroded or otherwise disturbed
after finish grading.
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3.6 EXCAVATION FOR TREES AND SHRUBS
A. Planting Pits and Trenches: Excavate circular planting pits with sides sloping inward at a 45-degree angle.
Excavations with vertical sides are not acceptable. Trim perimeter of bottom leaving center area of bottom raised
slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball
will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during
excavation.
1. Excavate approximately three times as wide as ball diameter for container-grown stock.
2. Excavate at least 12 inches wider than root spread and deep enough to accommodate vertical roots for bare-root
stock.
3. Do not excavate deeper than depth of the root ball, measured from the root flare to the bottom of the root ball.
4. If area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the
added soil to prevent settling.
5. Maintain required angles of repose of adjacent materials as shown on the Drawings. Do not excavate subgrades
of adjacent paving, structures, hardscapes, or other new or existing improvements.
6. Maintain supervision of excavations during working hours.
7. Keep excavations covered or otherwise protected after working hours.
8. If drain file is shown on Drawings or required under planting areas, excavate to top of porous backfill over tile.
B. Subsoil and topsoil removed from excavations may be used as planting soil.
C. Obstructions: Notify Engineer if unexpected rock or obstructions detrimental to trees or shrubs are encountered in
excavations.
D. Drainage: Notify Engineer if subsoil conditions evidence unexpected water seepage or retention in tree or shrub
planting pits.
3.7 TREE, SHRUB, AND VINE PLANTING
A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible,
remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal
to expose the root flare, verify that root ball still meets size requirements.
B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.
C. Set container-grown stock plumb and in center of planting pit or trench with root flare 1 inch above adjacent finish
grades.
1. Use planting soil Topsoil for backfill.
2. Carefully remove root ball from container without damaging root ball or plant.
3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is
approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no
more water is absorbed.
4. Place planting tablets in each planting pit when pit is approximately one-half filled; in amounts recommended in
soil reports from soil-testing laboratory. Place tablets beside the root ball about 1 inch from root tips; do not
place tablets in bottom of the hole.
5. Continue backfilling process. Water again after placing and tamping final layer of soil.
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D. When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope;
the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill
side of the root ball.
3.8 TREE, SHRUB, AND VINE PRUNING
A. Remove only dead, dying, or broken branches. Do not prune for shape.
B. Prune, thin, and shape trees, shrubs, and vines as directed by Engineer.
C. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural
practices. Unless otherwise indicated by Engineer, do not cut tree leaders; remove only injured, dying, or dead
branches from trees and shrubs; and prune to retain natural character.
D. Do not apply pruning paint to wounds.
3.9 GROUND COVER AND PLANT PLANTING
A. Set out and space ground cover and plants other than trees, shrubs, and vines as indicated in even rows with triangular
spacing.
B. Use planting soil Topsoil for backfill.
C. Dig holes large enough to allow spreading of roots.
D. For rooted cutting plants supplied in flats, plant each in a manner that will minimally disturb the root system but to a
depth not less than two nodes.
E. For live stakes, plant 4 feet to 6 feet apart. Provide plantings within 6' to 12' of stream banks and rock structures. Drive
a pilot hole at right angle to finish grade surface through erosion control fabric, into firm subsoil. Insert stake with buds
oriented upwards.
F. Work soil around roots or stakes and tamp to eliminate air pockets and leave a slight saucer indentation around plants
to hold water.
G. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.
H. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock.
3.10 TURF AREA PREPARATION
A. Limit turf subgrade preparation to areas to be planted.
B. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches. Remove stones larger than 2 inches in
any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.
1. Apply superphosphate fertilizer directly to subgrade before loosening.
2. Thoroughly blend planting soil off-site before spreading.
a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.
b. Mix lime with dry soil before mixing fertilizer.
3. Spread planting soil to a depth of 4 inches but not less than required to meet finish grades after light rolling and
natural settlement. Do not spread ff planting soil or subgrade is frozen, muddy, or excessively wet.
a. Spread approximately 1/2 the thickness of planting soil over loosened subgrade. Mix thoroughly into top
2 inches of subgrade. Spread remainder of planting soil.
b. Reduce elevation of planting soil to allow for soil thickness of sod.
C. Unchanged Subgrades: If turf is to be planted in areas unaltered or undisturbed by excavating, grading, or surface-soil
stripping operations, prepare surface soil as follows:
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1. Remove existing grass, vegetation, and turf. Do not mix into surface soil.
2. Loosen surface soil to a depth of at least 6 inches. Apply soil amendments and fertilizers according to planting
soil mix proportions and mix thoroughly into top 4 inches of soil. Till soil to a homogeneous mixture of fine
texture.
3. Apply superphosphate fertilizer directly to surface soil before loosening.
4. Remove stones larger than 2 inches in any dimension and sticks, roots, trash, and other extraneous matter.
5. Legally dispose of waste material, including grass, vegetation, and turf, off Owners property.
D. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to
within plus or minus 112 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish
grades. Limit finish grading to areas that can be planted in the immediate future.
E. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not
create muddy soil.
F. Before planting, obtain Engineer's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed
after finish grading.
3.11 PREPARATION FOR EROSION-CONTROL MATERIALS
A. Prepare area as specified in "Turf Area Preparation" Article.
B. For erosion-control mats, install planting soil in two lifts, with second lift equal to thickness of erosion-control mats.
Install erosion-control mat and fasten as recommended by material manufacturer.
C. Fill cells of erosion-control mat with planting soil and compact before planting.
D. For erosion-control blanket or mesh, install from top of slope, working downward, and as recommended by material
manufacturer for site conditions. Fasten as recommended by material manufacturer.
E. Moisten prepared area before planting if surface is dry. Water thoroughly and allow surface to dry before planting. Do
not create muddy soil.
3.12 TURF SEEDING
A. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph.
Evenly distribute seed by sowing equal quantities in two directions at right angles to each other.
1. Do not use wet seed or seed that is moldy or otherwise damaged.
2. Do not seed against existing trees. Limit extent of seed to outside edge of planting saucer.
B. Sow seed at a total rate of 15 lb/acre.
C. Rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray.
D. Protect seeded areas with slopes exceeding 1:4 with erosion-control blankets and 1:6 with erosion-control fiber mesh
installed and stapled according to manufacturers written instructions.
E. Protect seeded areas with erosion-control mats where shown on Drawings; install and anchor according to
manufacturer's written instructions.
F. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread uniformly at a minimum rate of
2 tons/acre to form a continuous blanket 1-1/2 inches in loose thickness over seeded areas. Spread by hand, blower,
or other suitable equipment.
1. Anchor straw mulch by crimping into soil with suitable mechanical equipment.
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2. Bond straw mulch by spraying with asphalt emulsion at a rate of 10 to 13 gal./1000 sq. fL. Take precautions to
prevent damage or staining of structures or other plantings adjacent to mulched areas. Immediately clean
damaged or stained areas.
G. Protect seeded areas from hot, dry weather or drying winds by applying planting soil within 24 hours after completing
seeding operations. Soak areas, scatter mulch uniformly to a thickness of 3/16 inch, and roll surface smooth.
3.13 HYDROSEEDING
A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for
hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic
application.
1. Mix slurry with fiber-mulch manufacturer's recommended tackifier.
2. Apply slurry uniformly to all areas to be seeded in a one-step process. Apply slurry at a rate so that mulch
component is deposited at not less than 1500-lb/acre dry weight, and seed component is deposited at not less
than the specified seed-sowing rate.
3.14 PLANT MAINTENANCE
A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, adjusting
and repairing tree-stabilization devices, resetting to proper grades or vertical position, and performing other operations
as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects
and disease.
B. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace mulch materials
damaged or lost in areas of subsidence.
C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease.
Use integrated past management practices whenever possible to minimize the use of pesticides and reduce hazards.
Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological
control agents.
3.15 TURF RENOVATION
A. Renovate existing turf.
B. Renovate existing turf damaged by Contractors operations, such as storage of materials or equipment and movement
of vehicles.
1. Reestablish turf where settlement or washouts occur or where minor regrading is required.
2. Install new planting soil as required.
C. Remove sod and vegetation from diseased or unsatisfactory turf areas; do not bury in soil.
D. Remove topsoil containing foreign materials such as oil drippings, fuel spills, stones, gravel, and other construction
materials resulting from Contractor's operations, and replace with new planting soil.
E. Mow, dethatch, core aerate, and rake existing turf.
F. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides as required. Do not use pre-
emergence herbicides.
G. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose of
them off Owner's property.
H. Till stripped, bare, and compacted areas thoroughly to a soil depth of 6 inches.
1. Apply soil amendments and initial fertilizers required for establishing new turf and mix thoroughly into top 4 inches of
existing soil. Install new planting soil to fill low spots and meet finish grades.
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J. Apply seed and protect with straw mulch as required for new turf.
K. Water newly planted areas and keep moist until new turf is established.
3.16 TURF MAINTENANCE
A. Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming, replanting, and performing other
operations as required to establish healthy, viable turf. Roll, regrade, and replant bare or eroded areas and remulch to
produce a uniformly smooth turf. Provide materials and installation the same as those used in the original installation.
1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials
and turf damaged or lost in areas of subsidence.
2. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as
required to prevent displacement.
3. Apply treatments as required to keep turf and soil free of pests and pathogens or disease. Use integrated pest
management practices whenever possible to minimize the use of pesticides and reduce hazards.
B. Watering: Install and maintain temporary piping, hoses, and turf-watering equipment to convey water from sources and
to keep turf uniformly moist to a depth of 4 inches.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary
watering system to avoid walking over muddy or newly planted areas.
2. Water turf with fine spray at a minimum rate of 1 inch per week unless rainfall precipitation is adequate.
C. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more
than 1 /3 of grass height. Remove no more than 1 /3 of grass-leaf growth in initial or subsequent mowings. Do not delay
mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and
subsequent mowings to maintain the following grass height:
1. Mow bentgrass to a height of 1/2 inch or less.
2. Mow bermudagrass to a height of 1/2 to 1 inch.
3. Mow perennial ryegrass to a height of 1 to 2 inches.
4. Mow buffalograss or chewings red fescue to a height of 1-1/2 to 2 inches.
5. Mow turf-type tall fescue to a height of 2 to 3 inches.
D. Turf Postfertilization: Apply fertilizer after initial mowing and when grass is dry.
1. Use fertilizer that will provide actual nitrogen of at least 1 Ib/1000 sq. ft. to turf area.
3.17 SATISFACTORY TURF
A. Turf installations shall meet the following criteria as determined by Engineer:
1. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform, close stand of grass has been
established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and
bare spots not exceeding 5 by 5 inches.
2. Satisfactory Sodded Turf: At end of maintenance period, a healthy, well-rooted, even-colored, viable turf has
been established, free of weeds, open joints, bare areas, and surface irregularities.
3. Satisfactory Plugged Turf: At end of maintenance period, the required number of plugs has been established as
well-rooted, viable patches of grass, and areas between plugs are free of weeds and other undesirable
vegetation.
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4. Satisfactory Sprigged Turf: At end of maintenance period, the required number of sprigs has been established
as well-rooted, viable plants, and areas between sprigs are free of weeds and other undesirable vegetation.
B. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is
satisfactory.
3.18 MARSH AND RIPARIAN SEEDING
A. Coordinate pond and stream water levels to ensure sufficient period without inundation for seed germination and
vegetation establishment.
B. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph.
Evenly distribute seed by sowing equal quantities in two directions at right angles to each other.
1. Do not use wet seed or seed that is moldy or otherwise damaged.
C. Sow seed at a total rate of 5 oz. - 8 oz./1000 sq. ft.
D. Brush seed into top 1/16 inch of soil, roll lightly, and water with fine spray.
E. Protect seeded areas from hot, dry weather or drying winds by applying peat or compost mulch within 24 hours after
completing seeding operations. Soak areas, scatter mulch uniformly to a thickness of 3/16 inch, and roll surface
smooth.
F. Water newly planted areas and keep moist until marsh and riparian vegetation is established.
3.19 MARSH AND RIPARIAN MAINTENANCE
A. Maintain and establish marsh and riparian areas by watering, weeding, mowing, trimming, replanting, and performing
other operations as required to establish a healthy, viable marsh and riparian zone. Roll, regrade, and replant bare or
eroded areas and remulch. Provide materials and installation the same as those used in the original installation.
1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials
and vegetation damaged or lost in areas of subsidence.
2. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as
required to prevent displacement.
3. Remove weeds by selective hand weeding.
4. Mow only as necessary to control species and maintain desired species distribution.
5. Apply treatments as required to keep planting area and soil free of pests and pathogens or disease. Use
integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards.
B. Watering: Install and maintain temporary piping, hoses, and marsh/riparian-watering equipment to convey water from
sources and to keep marsh and riparian areas uniformly moist.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary
watering system to avoid walking over muddy or newly planted areas.
2. Water marsh and riparian areas with fine spray at a minimum rate of 1/2 inch per week for eight weeks after
planting, or as necessary to ensure viability, unless rainfall precipitation is adequate.
3.20 HILLSIDE SEEDING
A. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph.
Evenly distribute seed by sowing equal quantities in two directions at right angles to each other.
1. Do not use wet seed or seed that is moldy or otherwise damaged.
B. Sow seed at a total rate of 5 oz. - 8 oz./1000 sq. ft.
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C. Brush seed into top 1116 inch of soil, roll lightly, and water with fine spray.
D. Protect seeded areas from hot, dry weather or drying winds by applying peat or compost mulch within 24 hours after
completing seeding operations. Soak areas, scatter mulch uniformly to a thickness of 3/16 inch, and roll surface
smooth.
E. Water newly planted areas and keep moist until hillside vegetation is established.
3.21 HILLSIDE MAINTENANCE
A. Maintain and establish hillside vegetation by watering, weeding, mowing, trimming, replanting, and performing other
operations as required to establish healthy, viable hillside vegetation. Roll, regrade, and replant bare or eroded areas
and remulch. Provide materials and installation the same as those used in the original installation.
1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials
and vegetation damaged or lost in areas of subsidence.
2. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as
required to prevent displacement.
3. Remove weeds by selective hand weeding.
4. Mow only as necessary to control species and maintain desired species distribution.
5. Apply treatments as required to keep meadow and soil free of pests and pathogens or disease. Use integrated
pest management practices whenever possible to minimize the use of pesticides and reduce hazards.
B. Watering: Install and maintain temporary piping, hoses, and hillside-watering equipment to convey water from sources
and to keep hillside uniformly moist.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary
watering system to avoid walking over muddy or newly planted areas.
2. Water hillside areas with fine spray at a minimum rate of 1/2 inch per week for eight weeks after planting, or as
necessary to ensure viability, unless rainfall precipitation is adequate.
3.22 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents in accordance with authorities having
jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others
in proximity to the Work. Notify Owner before each application is performed.
B. Pre-Emergent Herbicides (Selective and Non-Selective): Apply to tree, shrub, and ground-cover areas in accordance
with manufacturers written recommendations. Do not apply to seeded areas.
C. Post-Emergent Herbicides (Selective and Non-Selective): Apply only as necessary to treat already-germinated weeds
and in accordance with manufacturers written recommendations.
3.23 CLEANUP AND PROTECTION
A. During planting, keep adjacent paving and construction clean and work area in an orderly condition.
B. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain
protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.
C. After installation and before Substantial Completion, remove nursery tags, nursery stakes, tie tape, labels, wire, burlap,
and other debris from plant material, planting areas, and Project site.
3.24 DISPOSAL
1. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally
dispose of them off Owners property.
North Carolina Museum of Art 02940-17 Stormwater Lawns, Grasses
SCO Project No. 04062010-B and Plantings
CONSTRUCTION DOCUMENTS - 30 APRIL 2007
END OF SECTION
North Carolina Museum of Art 02940-18 Stormwater Lawns, Grasses
SCO Project No. 04062010-B and Plantings

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