McBride Place Energy - NC102 Erosion Calcs (2)

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Table of Contents

Description Page(s)

ESC Narrative 1-18

Soils 19-21

Temporary Sediment Basin/Trap Design Data Sheets 22-23

Hydrograph Reports and Pond Reports-2/10 Year 24-28

Approved Calculations 29-End

ESC Map

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Erosion and Sediment Control Narrative

Project Description

The purpose of this project is the development of a 75 MW (AC) Solar Farm located on 653.4± acres
in Cabarrus County, North Carolina near the intersection of US Route 601 and Mt. Pleasant Road
South. Construction will include installation of nearly 2,660 ground-mounted solar racks, a solar PV
breaker panel connected to a Union Power substation on Mt. Pleasant Road, approximately 2.1 miles
north of its intersection with Route 601.

A total of 533.8± acres (484.9± acres from the original plans plus an additional 48.9± acres in the new
submittal) will be disturbed during construction.

Existing Site Conditions

The site is undeveloped, cleared land that is bisected in the southern quarter by Bost Creek. It is
relatively flat with rolling knolls. Elevations range from 490’ in the southeast to 590’ in the northwest
(separated by a distance of 1.2 miles). There is a wetland area on the site - 2.87± acres. The Bost Creek
100-year flood plain encompasses approximately 8.28± acres.

Adjacent Property

The property is bounded primarily by CR (Countryside Residential) zoning. To the east are six
Agricultural parcels. See the list of Adjacent Properties in the Site Plans.

Offsite Area

Any off-site borrow and waste required for this project must come from a site with an approved erosion
control plan, a site regulated under the Mining Act of 1971, or a landfill regulated by the Division of
Solid Waste Management. Trash/debris from demolition activities or generated by any activities on
site must be disposed of at a facility regulated by the Division of Solid Waste Management or per
Division of Solid Waste Management or Division of Water Resources rules and regulations. [15A
NCAC 4B .0110]

Soils

The primary soil in the project area is mapped as Misenheimer channery silt loam (nearly 2/3 of the
site) on 0-4% slopes. The Misenheimer series consists of shallow, moderately well drained, and
somewhat poorly drained, moderately rapidly permeable soils that formed in residuum weathered from
fine-grained metavolcanic rock. During wet seasons these soils have perched water tables.
Secondary soil is mapped as Badin channery silt loam (approximately 15% of the site) on 5-15%
slopes. The Badin series consists of moderately deep, well drained, moderately permeable soils that
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formed in residuum weathered from fine-grained metasedimentary and metavolcanic rocks of the
Carolina Slate Belt.
Another secondary soil is mapped as Kirksey silt loam (10% of the site) on 1-6% slopes. The Kirksey
series consists of deep, moderately well drained, moderately slowly permeable soils that formed in
material mostly weathered from Carolina slate of the Piedmont Uplands.
The remaining four soil types range from 0.7 to 5.6% of the site on slopes ranging 0-15%.
78% of the soil types also are classified with channery soils. Channery soil is, by volume, more than
15 percent thin, flat fragments of sandstone, shale, slate, limestone, or schist as much as 6 inches along
the longest axis. A single piece is called a channer. The presence of channery soil increases the
permeability and thus reduces the runoff characteristics.
See Soil Map in Appendix

Critical Erosion Areas

Critical erosion areas include but are not limited to slopes exceeding 3:1 in grade. There are three
areas exceeding 3:1 within construction areas as shown on the plans (Sheet 5.0).

Erosion and Sediment Control Measures

Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall
be constructed and maintained according to existing minimum standards and specifications of North
Carolina Department of Environment and Natural Resources Erosion and Sediment Control
Regulations, latest edition.

Structural Practices

1. Construction Entrance
Temporary construction entrances shall be installed as shown on the plan in five locations.
Construction entrance must contain at least 2-3-inch stone and be maintained in a condition that will
prevent tracking or direct flow of mud onto streets. Periodic topdressing with stone will be necessary.
Install water bars, ditch diversions or other suitable measures so that stormwater does not leave the
limits of disturbance through the construction entrances, as needed. [G.S. 113A-57(3), 15A NCAC 4B
.0105]

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Entrance Construction
1. Clear the entrance and exit area of all vegetation, roots, and other objectionable material and
properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in locations subject to seepage
or high-water table.

Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any structure use d to trap sediment and clean it out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways.

2. Construction Road & Service Path Stabilization
The temporary stabilization of access roads, construction staging areas, and other on-site vehicle
transportation routes shall be implemented with stone immediately after grading.

Construction Road Stabilization Construction
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1. Clear roadbed and parking areas of all vegetation, roots, and other objectionable material.
2. Ensure that road construction follows the natural contours of the terrain, if it is possible.
3. Locate staging and concrete washout areas on naturally flat areas, if they are available. Keep grades
sufficient for drainage, but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or turnouts
(References: Runoff Control Measures, North Carolina E&SC Manual, 6.20).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to facilitate establishment of vegetation
and maintenance.
6. Spread a 6-inch course of “ABC” crushed stone evenly over the full width of the road and smooth
to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install subsurface drains or geotextile
fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills, and other disturbed areas or otherwise appropriately
stabilize as soon as grading is complete (References: Surface Stabilization, Practice 6.10).
9. Provide appropriate sediment control measures to prevent off-site sedimentation.

Maintenance
Inspect construction roads and staging areas periodically for condition of surface. Top-dress with new
gravel, as needed. Check road ditches and other seeded areas for erosion and sedimentation after
runoff-producing rains. Maintain all vegetation in a healthy, vigorous condition. Sediment-producing
areas should be treated immediately.

3. Silt Fence
A temporary sediment barrier constructed of posts, filter fabric and, in some cases, a wire support
fence, placed across or at the toe of a slope or in a minor drainage way to intercept and detain sediment
and decrease flow velocities from drainage areas of limited size; applicable where sheet and rill erosion
or small concentrated flows may be a problem. Contractor to install silt fence where shown on the site
plans or where deemed necessary to avoid sediment runoff.

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Silt Fence Construction
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches above the ground surface.
(Higher fences may impound volumes of water sufficient to cause failure of the structure.)
3. Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints.
When joints are necessary, securely fasten the filter cloth only at a support post with 4 feet minimum
overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of the
posts. Extend the wire mesh support to the bottom of the trench. Fasten the wire reinforcement, then
fabric on the upslope side of the fence post. Wire or plastic zip ties should have 50-pound tensile
strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet apart. Support posts
should be driven securely into the ground a minimum of 24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require wire mesh support fence.
Securely fasten the filter fabric directly to the posts. Wire or plastic zip ties should have minimum 50-
pound tensile strength.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of posts
and upslope from the barrier. (See detail)
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with soil placed over the filter fabric and compact. Thorough compaction of the
backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.

Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any required repairs
immediately.
Should the fabric of a sediment fence collapse, tear, decompose, or become ineffective, replace it
promptly.
Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to
reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize
it after the contributing drainage area has been properly stabilized.

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4. Temporary Sediment Trap
A temporary sediment trap shall be constructed as shown on the plans. It shall be constructed such
that all site runoff shall concentrate in the sediment trap before leaving the site.

TEMPORARY SEDIMENT TRAP
NTS
Temporary Sediment Trap Construction
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containing high amounts of organic matter, and stockpile or dispose of it properly. Haul
all objectionable material to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over
fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the
soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure and soil.
4. Place the filter fabric between the riprap and the soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
5. Excavate a keyway trench along the center line of the spillway foundation extending up the sides
to the height of the dam. The trench should be at least 2 feet deep and 2 feet wide with 1:1 side slopes.
6. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
7. All cut and fill slopes should be 2:1 or flatter.
8. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 feet
and maximum side slopes of 1:1 that extend to the bottom of the spillway section.
9. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1 side
slopes extending to the top of the over filled embankment. Keep the thickness of the sides of the
spillway outlet structure at a minimum of 21 inches. The weir must be level and constructed to grade
to assure design capacity.

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5010. Material used in the stone section should be a well-graded mixture of stone with a d50 size of 9 inches
(class B erosion control stone is recommended) and a maximum stone size of 14 inches. The stone may
be machine placed and the smaller stones worked into the voids of the larger stones. The stone should be
hard, angular, and highly weather-resistant.
11. Discharge inlet water into the basin in a manner to prevent erosion. Use temporary slope drains or
diversions with outlet protection to divert sediment- laden water to the upper end of the pool area to
improve basin trap efficiency (References: Runoff Control Measures and Outlet Protection).
12. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream. Keep the
edges of the stone outlet section flush with the surrounding ground, and shape the center to confine the
outflow stream (References: Outlet Protection).
13. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not
damage the embankment.
14. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from
the trap immediately after construction (References: Surface Stabilization).
15. Show the distance from the top of the spillway to the sediment cleanout level (1/2 the design depth)
on the plans and mark it in the field.
16. Install porous baffles as specified in Practice 6.65, Porous Baffles
17. Sediment basins shall be stabilized immediately after installation.

Maintenance
Inspect temporary sediment traps at least weekly and after each significant (½ inch or greater) rainfall
event and repair immediately. Remove sediment, and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the trap. Place the sediment that is
removed in the designated disposal area, and replace the part of the gravel facing that is impaired by
sediment.
Check the structure for damage from erosion or piping. Periodically check the depth of the spillway
to ensure it is a minimum of 1.5 feet below the low point of the embankment. Immediately fill any
settlement of the embankment to slightly above design grade. Any riprap displaced from the
spillway must be replaced immediately.
After all sediment-producing areas have been permanently stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas, and stabilize properly

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5. Temporary Sediment Basin
A temporary barrier or dam with a controlled storm water release structure formed by constructing an
embankment of compacted soil across a drainageway shall be constructed as shown on the plans.

Construction
1. Site preparations- Clear, grub, and strip topsoil from areas under the embankment to remove trees,
vegetation, roots, and other objectionable material. Delay clearing the pool area until the dam is
complete and then remove brush, trees, and other objectionable materials to facilitate sediment
cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the
embankment to facilitate vegetative establishment. Place temporary sediment control measures below
the basin as needed.

2. Cut-off trench- Excavate a cut-off trench along the center line of the earth fill embankment. Cut
the trench to stable soil material, but in no case make it less than 2 feet deep. The cut-off trench must
extend into both abutments to at least the elevation of the riser crest. Make the minimum bottom width
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wide enough to permit operation of excavation and compaction equipment, but in no case less than 2
feet. Make side slopes of the trench no steeper than 1:1. Compaction requirements are the same as
those for the embankment. Keep the trench dry during backfilling and compaction operations.

3. Embankment- Take fill material from the approved areas shown on the plans. It should be clean
mineral soil, free of roots, woody vegetation, rocks, and other objectionable material. Scarify areas
on which fill is to be placed before placing fill. The fill material must contain sufficient moisture so it
can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too
wet for proper compaction. Place fill material in 6 to 8 inch continuous layers over the entire length
of the fill area and compact it. Compaction may be obtained by routing the construction hauling
equipment over the fill so that the entire surface of each layer is traversed by at least one wheel or
tread track of heavy equipment, or a compactor may be used. Construct the embankment to an
elevation 10 percent higher than the design height to allow for settling.

4. Conduit spillways- Securely attach the riser to the barrel or barrel stub to make a watertight
structural connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do not use
pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti-seep
collars. Place the fill material around the pipe spillway in 4-inch layers, and compact it under and
around the pipe to at least the same density as the adjacent embankment. Care must be taken not to
raise the pipe from firm contact with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it with
construction equipment. Anchor the riser in place by concrete or other satisfactory means to prevent
flotation. In no case should the pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.

5. Emergency spillway- Install the emergency spillway in undisturbed soil. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to the
successful operation of the emergency spillway.

6. Inlets- Discharge water into the basin in a manner to prevent erosion. Use diversions with outlet
protection to divert sediment-laden water to the upper end of the pool area to improve basin trap
efficiency (References: Runoff Control Measures and Outlet Protection).

7. Erosion control- Construct the structure so that the disturbed area is minimized. Divert surface
water away from bare areas. Complete the embankment before the area is cleared. Stabilize the
emergency spillway embankment and all other disturbed areas above the crest of the principal
spillway immediately after construction (References: Surface Stabilization).

8. Install porous baffles as specified in NCDEQ Erosion and Sediment Control Planning and Design
Manual, Chapter 6, Practice 6.65.1, Porous Baffles.

9. Safety- Sediment basins may attract children and can be dangerous. Avoid steep side slopes, and
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fence and mark basins with warning signs if trespassing is likely. Follow all state and local
requirements.

Maintenance
Inspect temporary sediment basins at least weekly and after each significant (1/2 inch or greater) rainfall
event and repair immediately. Remove sediment and restore the basin to its original dimensions when
it accumulates to one-half the design depth. Place removed sediment in an area with sediment controls.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping
and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the riser
and pool area.

6. Temporary & Permanent Seeding
Temporary seeding shall be applied to disturbed areas that will not be brought to final grade for a
period of more than 14 days, in accordance with North Carolina E&SC Manual, Chapter 6.10.1.
Permanent seeding is used to control runoff and erosion on disturbed areas by establishing perennial
vegetative cover with seed after all construction activity is complete.

Seeding Installation
Complete grading before preparing seedbeds, and install all necessary erosion control practices such
as, dikes, waterways, and basins. Minimize steep slopes because they make seedbed preparation
difficult and increase the erosion hazard. If soils become compacted during grading, loosen them to
a depth of 6-8 inches using a ripper, harrow, or chisel plow.

Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good seedbed is well-
pulverized, loose, and uniform. Where hydro-seeding methods are used, the surface may be left with
a more irregular surface of large clods and stones.

Liming
Apply lime according to soil test recommendations. If the pH(acidity) of the soil is not known, an
application of ground agricultural limestone at the rate of 1 to 1 1/2 tons/acre on coarse-textured soils
and 2-3 tons/acre on fine- textured soils is usually sufficient. Apply limestone uniformly and
incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed.

Fertilizer
Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at
700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of soil. If
a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application.

Surface roughening
If recent tillage operations have resulted in a loose surface, additional roughening may not be
required, except to break up large clods. If rainfall causes the surface to become sealed or crusted,
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loosen it just prior to seeding by disking, raking, harrowing, or other suitable methods. Groove or
furrow slopes steeper than 3:1 on the contour before seeding (Practice 6.03, Surface Roughening).

Plant Selection
Select an appropriate species or species mixture from Table 6.10a for seeding in late winter and early
spring, Table 6.10b for summer, and Table 6.10c for fall.

In the Mountains, December and January seedlings have poor chances of success. When it is
necessary to plant at these times, use recommendations for fall and a securely tacked mulch.

Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, culti-packer seeder, or hydro-seeder. Use
seeding rates given in Tables 6.10a-6.10c. Broadcast seeding and hydro-seeding are appropriate for
steep slopes where equipment cannot be driven. Hand broadcasting is not recommended because of
the difficulty in achieving a uniform distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no more than 1/2
inch. Broadcast seed must be covered by raking or chain dragging, and then lightly firmed with a
roller or culti-packer. Hydro-seeded mixtures should include a wood fiber (cellulose) mulch.

Mulching
The use of an appropriate mulch will help ensure establishment under normal conditions, and is
essential to seeding success under harsh site conditions (Practice 6.14, Mulching). Harsh site
conditions include:
• seeding in fall for winter cover (wood fiber mulches are not considered adequate for this use),
• slopes steeper than 3:1,
• excessively hot or dry weather,
• adverse soils (shallow, rocky, or high in clay or sand), and
• areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels, anchor mulch with
netting (Practice 6.14, Mulching).

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Maintenance
Reseed and mulch areas where seedling emergence is poor, or where erosion occurs, as soon as possible.
Do not mow. Protect from traffic as much as possible.

Table 6.10a Temporary Seeding Recommendations for Late Winter and Early
Spring

seeding mixture

Rye (grain)

Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
in Mountains)
Rate (lb/acre)
120
50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.

seeding dates
Mountains—Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont—Jan. 1 - May 1
Coastal Plain—Dec. 1 - Apr. 15

soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.

mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.

maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
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Table 6.10b Temporary Seeding Recommendations for Summer

seeding mixture

German millet
Rate (lb/acre)
40
In the Piedmont and Mountains, a small-stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.

seeding dates
Mountains—May 15 - Aug. 15
Piedmont—May 1 - Aug. 15
Coastal Plain—Apr. 15 - Aug. 15

soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.

mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.

maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
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Table 6.10c Temporary Seeding Recommendations for Fall

seeding mixture

Rye (grain)
Rate (lb/acre)
120
seeding dates
Mountains—Aug. 15 - Dec. 15
Coastal Plain and Piedmont—Aug. 15 - Dec. 30

soil amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.

mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.

maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal
Plain) or Korean (Mountains) lespedeza in late February or early
March.
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7. Other practices shall be provided if determined by the Engineer or NC-DEQ Administrator.

Management Strategies

1. Perimeter sediment trapping measures to be installed prior to any excavation on site.

2. Construction Entrance and Construction Road Stabilization shall be installed as a first measure
following installation of sediment trapping measures.

3. Construction shall be conducted so that existing cover will not be disturbed more than necessary.

4. Construction shall be sequenced so that grading operations can begin and end as quickly as possible.

5. Permanent seeding and other stabilization shall follow immediately after grading.in accordance with
7 or 14-day ground stabilization requirements.

6. The job superintendent shall be responsible for the installation and maintenance of all erosion and
sediment control practices.

7. After achieving adequate stabilization to the satisfaction of the E&SC Administrator, the temporary
E&S controls shall be removed.

Permanent Stabilization

All areas disturbed by construction and not otherwise stabilized, shall be stabilized within 7 days on
perimeter areas and slopes greater than 3:1, and ground stabilization must occur within 14 days on other
areas. These requirements supersede any less stringent stabilization requirement on the plans and apply
for any section of the project for any period of inactivity or project completion [G.S. 143-215.1]

When it is clear that plants have not germinated on an area or have died, these areas must be reseeded
immediately to prevent erosion damage. In all seeding operations, seed, fertilizer, and lime shall be
applied prior to mulching. Erosion control blankets shall be installed over fill slopes which have been
brought to final grade and have been seeded to protect the slopes from rill and gully erosion and to allow
seed to germinate properly. Mulch (straw or fiber) shall be used on relatively flat areas. In all seeding
operations, seed, fertilizer, and lime shall be applied prior to mulching.

Storm Water Management/Water Quality

There are no permanent storm water management practices proposed for this site, and there are no water
quality measures proposed. The proposed impervious area is 2.3%.

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Construction Schedule

1. Obtain site plan approval and other applicable permits.
2. Hold a pre-construction conference at least one week prior to any construction activity.
3. Construction Area #1
a. Flag the work limits, including the perimeter buffer area and no-build area along Bost Creek for
protection of trees and creek.
b. All perimeter Erosion/Sediment Control measures in all areas, such as sediment fencing,
diversions, and sediment basins shall be installed before any clearing, grubbing, or topsoil stripping
takes place. Temporary diversion ditches designed to direct clean water entering the site to an area
off-site must be stabilized immediately after installation with vegetation and matting. Due to the
nature of this project and the required number and size of temporary sediment basins and associated
control measures, it is necessary to install erosion control measures within the prescribed perimeter
Buffer Area and in areas where Solar Arrays will ultimately be installed. Once the need for the
temporary measures ceases, the Buffer Area shall be re-established and the grade beneath Solar
Arrays created and stabilized.
c. Obtain permission from County/DEQ ESC Inspector to proceed.
d. Install temporary gravel Construction Entrance/Exit.
e. Complete site clearing and grubbing.
f. Construct Construction Staging Area and Concrete Washout Area as shown on Sheet 5.10, details
“Service Aisle, Rack Path & and Construction Staging Area Soil Section” and Concrete Washout.
g. Begin Perimeter Fence Installation
h. Grade Construction Area #1 portion of the site as shown on the Site Plan, Sheets 5.0, 5.1, & 5.2.
Bare areas should be vegetated or mulched, if grading ceases for more than two weeks.
i. Construct Service Roads and Service Paths as shown on Sheet 5.0, 5.1 & 5.2 and Sheet 5.10, detail
“Service Aisle, Rack Path & and Construction Staging Area Soil Section.”
j. Install solar array inverter pads per solar manufacturer's directions at locations shown on Sheets
5.1 & 5.2.
k. Install solar array anchors/support beams per manufacturer's instructions in areas not impacted by
sediment basins. Anchors and beams for solar arrays located within temporary sediment basins
shall be installed after removal of temporary erosion control measures and drainage area for
temporary erosion control stabilization. Installation of anchors and beams causes no risk of soil
erosion or creation of sediment.
l. Install cabling from array pads to a location, to be determined, near the Union Power pad.
m. Inspect all erosion and sediment controls weekly and after all rainfall events. Needed repairs are
to be completed immediately.
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n. Install remaining solar array anchors/support beams in areas previously occupied by temporary
sediment control measures.
o. Install solar arrays onto supports and test.
p. After obtaining approval from the County/DEQ ESC Inspector, remove temporary sediment
control measures, and stabilize the entire Construction Area #1.
q. Establish permanent vegetation.
r. Estimated time before final stabilization - 7 months
4. Construction Areas #2 - #4
Repeat steps 3.a. - 3.q. for Areas #2 - #4.
5. Any off-site borrow and waste required for this project must come from a site with an approved erosion
control plan, a site regulated under the mining act of 1971, or a landfill regulated by the division of
solid waste management. Trash/debris from demolition activities or generated by any activities on site
must be disposed of at a facility regulated by the Division of Solid Waste Management or per Division
of Solid Waste Management or Division of Water Resources rules and regulations. [15a NCAC 4b
.0110]
6. Pursuant to the NPDES permit that went into effect August 3, 2011, ground stabilization must occur
within 7 days on perimeter areas and slopes greater than 3:1, and ground stabilization must occur
within 14 days on other areas. These requirements supersede any less stringent stabilization
requirement on the plans and apply for any section of the project for any period of inactivity or project
completion. [G.S. 143-215.1]
7. Construction Entrances must contain at least 2-3-inch stone and be maintained in a condition that will
prevent tracking or direct flow of mud onto streets. Periodic top dressing with stone will be necessary.
Install water bars, ditch diversions or other suitable measures so that stormwater does not leave the
limits of disturbance through the construction entrances, as needed. [G.S. 113a-57(3), 15a NCAC 4b
.0105]

Maintenance
In general, all erosion and sediment control measures shall be checked daily and after each significant
rainfall. The following items shall be checked, in particular:

1. The seeded area shall be checked regularly to ensure that a good stand is maintained. Areas shall be
fertilized and reseeded as needed.
2. The gravel Construction Entrance shall be maintained in a condition which will prevent tracking or
flow of mud onto public rights-of-way. Periodic top dressing with additional stone or the washing and
reworking of existing stone shall be required when the stone is covered or has been pushed into the
soil and shall be returned to its original minimum depth of 6".
2377 – McBride Place Energy, LLC

18 | Page

3. The Silt Fence barrier, if used, shall be checked regularly (no less than weekly) for undermining or
deterioration of the fabric. Sediment shall be removed when the level of sediment deposition becomes
6” deep at the fence.
4. Self-Inspection requirements:
As a minimum, the inspections shall be performed after each of the following phases of a plan:
1. Installation of perimeter erosion and sediment control measures.
2. Installation of sediment traps/basins.
3. Clearing and grubbing of existing ground cover.
4. Completion of any phase of grading that requires provision of stabilization.
5. Installation of measures during any phase of the project.
6. Completion of construction or development.
7. Installation of stormwater retention measures.
8. Quarterly until the establishment of permanent ground cover is fully established.
2377 – McBride Place Energy, LLC

19 | Page

2377 – McBride Place Energy, LLC

20 | Page

2377 – McBride Place Energy, LLC

21 | Page

Project
Basin # 1
8.2 acres.
1- Minimum required volume = 1800 cf x Dist. Area (acres).
1800 cf/ac x 8.2 acres = 14,760.0 cf
2- Minimum required surface area = 325 sf x 10y peak flow
325 x 51.08 cfs = 16,601.0 sf
3- Skimmer orifice
t = 2.7 days
V = 24,948.0 cf
Q = 9,240.0 cf/day
H = 0.417 ft
D = 2.5 in
(With an emergency spillway)
Basin Design
McBride Solar Farm
Disturbed area draining to basin:
TEMPORARY SKIMMER BASIN DESIGN DATA SHEET
2/12/2018
22
Project
Basin # 7-8
74.9 acres.
99.4 acres.
1-
1800 cf/ac x 74.9 acres = 134,820 cf
2-
435 x 439.81 cfs = 191,317 sf
Actual 192,575 sf
3- Skimmer orifice
t = 4.4 days
V = 234,060 cf
Q = 53195.45 cf/day
H = 0.417 ft
D = 6 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
Minimum required surface area = 435 sf x 10y peak flow
McBride Solar Farm
Disturbed area draining to basin:
Minimum required volume = 1800 cf x Dist. Area (acres).
Total area draining to basin:
23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Monday, 02 / 19 / 2018
Hyd. No. 1
Runoff to SB7-8
Hydrograph type = SCS Runoff Peak discharge = 263.54 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 740,570 cuft
Drainage area = 99.300 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(24.600 x 74) + (74.700 x 90)] / 99.300
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
Runoff to SB7-8
Hyd. No. 1 -- 2 Year
Hyd No. 1
24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Monday, 02 / 19 / 2018
Hyd. No. 2
SB 7-8
Hydrograph type = Reservoir Peak discharge = 54.93 cfs
Storm frequency = 2 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 506,507 cuft
Inflow hyd. No. = 1 - Runoff to SB7-8 Max. Elevation = 550.27 ft
Reservoir name = SB 7-8 Max. Storage = 370,232 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
SB 7-8
Hyd. No. 2 -- 2 Year
Hyd No. 2 Hyd No. 1 Total storage used = 370,232 cuft
25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Monday, 02 / 19 / 2018
Hyd. No. 1
Runoff to SB7-8
Hydrograph type = SCS Runoff Peak discharge = 439.81 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 1,254,595 cuft
Drainage area = 99.300 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(24.600 x 74) + (74.700 x 90)] / 99.300
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
Runoff to SB7-8
Hyd. No. 1 -- 10 Year
Hyd No. 1
26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Monday, 02 / 19 / 2018
Hyd. No. 2
SB 7-8
Hydrograph type = Reservoir Peak discharge = 226.00 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 1,020,533 cuft
Inflow hyd. No. = 1 - Runoff to SB7-8 Max. Elevation = 551.47 ft
Reservoir name = SB 7-8 Max. Storage = 535,990 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
SB 7-8
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 535,990 cuft
27
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Monday, 02 / 19 / 2018
Pond No. 1 - SB 7-8
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 546.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 546.00 53,810 0 0
2.00 548.00 81,680 134,511 134,511
4.00 550.00 118,580 199,097 333,608
6.00 552.00 158,495 276,084 609,692
7.00 553.00 192,575 175,241 784,933
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 30.00 0.00 0.00 0.00
Span (in)= 30.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 546.00 0.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 25.13 30.00 0.00 0.00
Crest El. (ft)= 549.00 550.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 60.0 120.0 180.0 240.0 300.0 360.0 420.0 480.0 540.0 600.0
Stage (ft)
0.00 546.00
2.00 548.00
4.00 550.00
6.00 552.00
8.00 554.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
28
1992 3.14
Project
Trap # 1
4.0 acres.
4.0 acres.
1- Minimum required volume = 3600 cf x Dist. Area (acres).
3600 cf/ac x 4.0 acres = 14400.0 cf
2- Minimum required surface area = 435 sf x 10y peak flow
435 x 26.39 cfs = 11479.7 sf
Wet Dry
Estimated Size (Rectangular): Width (W) = 40.0 48.0
Length (L) = 80.0 88.0
Depth (D) = 4.0 2.0
Area (A) = 3,200 4,224
Wet Volume = 0.85 x W x L x D = 10,880 cf
Dry Volume = D (A (w) + A(d)) /2 = 7,424 cf
Total Volume: 18,304 cf
TEMPORARY TRAP DESIGN DATA SHEET
(With an emergency spillway)
McBride Solar Farm
Disturbed area draining to trap:
Drainage area draining to trap:
Basin Design
29
30
1992 3.14
Project
Basin # 2
22.9 acres.
1-
1800 cf/ac x 22.9 acres = 41220.0 cf
2-
435 x 61.4 cfs = 26709 sf
3- Skimmer orifice
t = 3.4 days
V = 46700.0 cf
Q = 13735.29 cf/day
H = 0.417 ft
D = 3 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
Minimum required surface area = 435 sf x 10y peak flow
McBride Solar Farm
Disturbed area draining to basin:
Minimum required volume = 1800 cf x Dist. Area (acres).
31
1992 3.14
Project
Basin # 3
28.3 acres.
1-
1800 cf/ac x 28.3 acres = 50904.0 cf
2-
435 x 189.58 cfs = 82467.3 sf
3- Skimmer orifice
t = 4 days
V = 122143.8 cf
Q = 30535.94 cf/day
H = 0.417 ft
D = 4.5 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
Minimum required surface area = 435 sf x 10y peak flow
McBride Solar Farm
Disturbed area draining to basin:
Minimum required volume = 1800 cf x Dist. Area (acres).
32
33
34
35
36
37
38
39
1992 3.14
Project
Basin # 11
18.6 acres.
Drainage Area Draining to Basin:30.0 acres.
1-
1800 cf/ac x 18.6 acres = 33480.0 cf
2-
435 x 132.87 cfs = 57798.45 sf
3- Skimmer orifice
t = 3 days
V = 33480.0 cf
Q = 11160 cf/day
H = 0.417 ft
D = 2.7 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
Minimum required surface area = 435 sf x 10y peak flow
McBride Solar Farm
Disturbed area draining to basin:
Minimum required volume = 1800 cf x Dist. Area (acres).
40
1992 3.14
Project
Basin # 12
40.5 acres.
Drainage Area Draining to Basin:43.4 acres.
1-
1800 cf/ac x 40.5 acres = 72900.0 cf
2-
435 x 238.02 cfs = 103538.7 sf
3- Skimmer orifice
t = 3.1 days
V = 72900.0 cf
Q = 23516.13 cf/day
H = 0.417 ft
D = 4 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
Minimum required surface area = 435 sf x 10y peak flow
McBride Solar Farm
Disturbed area draining to basin:
Minimum required volume = 1800 cf x Dist. Area (acres).
41
42
1992 3.14
Project
Basin # 14
9.1 acres.
Drainage Area Draining to Basin:39.0 acres.
1- Minimum required volume = 1800 cf x Dist. Area (acres).
1800 cf/ac x 9.1 acres = 16380.0 cf
2- Minimum required surface area = 435 sf x 10y peak flow
435 x 93.54 cfs = 40689.9 sf
3- Skimmer orifice
t = 3 days
V = 70200.0 cf
Q = 23400 cf/day
H = 0.417 ft
D = 4 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
McBride Solar Farm
Disturbed area draining to basin:
43
1992 3.14
Project
Basin # 15
11.5 acres.
Drainage Area Draining to Basin:33.5 acres.
1- Minimum required volume = 1800 cf x Dist. Area (acres).
1800 cf/ac x 11.5 acres = 20700.0 cf
2- Minimum required surface area = 435 sf x 10y peak flow
435 x 127.14 cfs = 55305.9 sf
3- Skimmer orifice
t = 3 days
V = 60300.0 cf
Q = 20100 cf/day
H = 0.417 ft
D = 3.7 in
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(With an emergency spillway)
Basin Design
McBride Solar Farm
Disturbed area draining to basin:
44
45
46
47
48
49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 1
SB 2
Hydrograph type = SCS Runoff Peak discharge = 77.90 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 182,862 cuft
Drainage area = 20.500 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(20.500 x 90)] / 20.500
1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
SB 2
Hyd. No. 1 -- 2 Year
Hyd No. 1
50
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 2
Runoff to SB2
Hydrograph type = Reservoir Peak discharge = 60.60 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 148,479 cuft
Inflow hyd. No. = 1 - SB 2 Max. Elevation = 543.17 ft
Reservoir name = SB 2 Max. Storage = 56,416 cuft
Storage Indication method used.
2
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Runoff to SB2
Hyd. No. 2 -- 2 Year
Hyd No. 2 Hyd No. 1 Total storage used = 56,416 cuft
51
Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 8 - SB 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 538.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 538.00 800 0 0
2.00 540.00 10,000 9,085 9,085
4.00 542.00 15,500 25,297 34,382
6.00 544.00 23,000 38,250 72,632
8.00 546.00 36,000 58,511 131,143
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 36.00 0.00 0.00 0.00
Span (in)= 36.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 538.00 0.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 18.85 30.00 0.00 0.00
Crest El. (ft)= 542.00 543.30 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0
Stage (ft)
0.00 538.00
2.00 540.00
4.00 542.00
6.00 544.00
8.00 546.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 3
Runoff to SB 3
Hydrograph type = SCS Runoff Peak discharge = 104.01 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 292,725 cuft
Drainage area = 50.300 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.280 x 90) + (11.010 x 61) + (11.010 x 74)] / 50.300
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Runoff to SB 3
Hyd. No. 3 -- 2 Year
Hyd No. 3
53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 4
SB 3
Hydrograph type = Reservoir Peak discharge = 24.58 cfs
Storm frequency = 2 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 173,529 cuft
Inflow hyd. No. = 3 - Runoff to SB 3 Max. Elevation = 546.04 ft
Reservoir name = SB 3 Max. Storage = 138,054 cuft
Storage Indication method used.
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
SB 3
Hyd. No. 4 -- 2 Year
Hyd No. 4 Hyd No. 3 Total storage used = 138,054 cuft
54
Pond Report 6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 7 - SB 3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 540.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 540.00 9,900 0 0
2.00 540.00 21,000 30,209 30,209
4.00 544.00 26,800 47,678 77,887
6.00 546.00 32,300 59,009 136,896
8.00 548.00 38,400 70,605 207,501
8.50 548.50 39,000 19,348 226,849
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 36.00 0.00 0.00 0.00
Span (in)= 36.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 540.00 0.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 18.85 30.00 0.00 0.00
Crest El. (ft)= 545.50 546.50 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0
Stage (ft)
0.00 540.00
2.00 542.00
4.00 544.00
6.00 546.00
8.00 548.00
10.00 550.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
55
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 6
Runoff to SB 11
Hydrograph type = SCS Runoff Peak discharge = 79.62 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 223,737 cuft
Drainage area = 30.000 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.400 x 80) + (18.600 x 90)] / 30.000
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Runoff to SB 11
Hyd. No. 6 -- 2 Year
Hyd No. 6
56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 7
SB 11
Hydrograph type = Reservoir Peak discharge = 32.29 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 168,133 cuft
Inflow hyd. No. = 6 - Runoff to SB 11 Max. Elevation = 517.60 ft
Reservoir name = SB 11 Max. Storage = 91,198 cuft
Storage Indication method used.
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
SB 11
Hyd. No. 7 -- 2 Year
Hyd No. 7 Hyd No. 6 Total storage used = 91,198 cuft
57
Pond Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 1 - SB 11
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 512.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 512.00 7,600 0 0
2.00 514.00 14,500 21,730 21,730
4.00 516.00 19,500 33,873 55,603
6.00 518.00 25,350 44,718 100,321
8.00 520.00 32,000 57,215 157,536
10.00 522.00 39,700 71,555 229,091
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 24.00 0.00 0.00 0.00
Span (in)= 24.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 512.00 0.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 18.85 30.00 0.00 0.00
Crest El. (ft)= 516.00 520.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0
Stage (ft)
0.00 512.00
2.00 514.00
4.00 516.00
6.00 518.00
8.00 520.00
10.00 522.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 8
Runoff to SB 12
Hydrograph type = SCS Runoff Peak discharge = 150.34 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 397,389 cuft
Drainage area = 43.200 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Runoff to SB 12
Hyd. No. 8 -- 2 Year
Hyd No. 8
38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 9
SB 12
Hydrograph type = Reservoir Peak discharge = 39.63 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 327,276 cuft
Inflow hyd. No. = 8 - Runoff to SB 12 Max. Elevation = 515.92 ft
Reservoir name = SB 12 Max. Storage = 179,647 cuft
Storage Indication method used.
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
SB 12
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 8 Total storage used = 179,647 cuft
39
Pond Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 2 - SB 12
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 508.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 508.00 4,100 0 0
2.00 510.00 14,100 17,200 17,200
4.00 512.00 22,800 36,550 53,750
6.00 514.00 32,000 54,535 108,285
8.00 516.00 42,600 74,340 182,626
10.00 518.00 54,500 96,846 279,472
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 24.00 0.00 0.00 0.00
Span (in)= 24.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 508.00 0.00 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 18.85 30.00 0.00 0.00
Crest El. (ft)= 512.70 516.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0
Stage (ft)
0.00 508.00
2.00 510.00
4.00 512.00
6.00 514.00
8.00 516.00
10.00 518.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 10
Runoff to SB 14
Hydrograph type = SCS Runoff Peak discharge = 43.15 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 117,323 cuft
Drainage area = 30.900 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(9.100 x 90) + (21.800 x 61)] / 30.900
13
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Runoff to SB 14
Hyd. No. 10 -- 2 Year
Hyd No. 10
41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 11
SB 14
Hydrograph type = Reservoir Peak discharge = 6.130 cfs
Storm frequency = 2 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 95,787 cuft
Inflow hyd. No. = 10 - Runoff to SB 14 Max. Elevation = 546.28 ft
Reservoir name = SB 14 Max. Storage = 45,585 cuft
Storage Indication method used.
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
SB 14
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 10 Total storage used = 45,585 cuft
42
Pond Report 15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 4 - SB 14
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 544.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 544.00 11,800 0 0
2.00 546.00 24,900 35,891 35,891
4.00 548.00 45,800 69,640 105,530
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 12.00 0.00 0.00 0.00
Span (in)= 12.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 544.00 0.00 0.00 0.00
Length (ft)= 70.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 9.42 20.00 0.00 0.00
Crest El. (ft)= 545.25 546.25 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Stage (ft)
0.00 544.00
1.00 545.00
2.00 546.00
3.00 547.00
4.00 548.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 12
Runoff to SB 15
Hydrograph type = SCS Runoff Peak discharge = 63.28 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 145,989 cuft
Drainage area = 33.900 ac Curve number = 73*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.94 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.500 x 90) + (22.400 x 61)] / 33.900
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Runoff to SB 15
Hyd. No. 12 -- 2 Year
Hyd No. 12
44
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 13
SB 15
Hydrograph type = Reservoir Peak discharge = 3.109 cfs
Storm frequency = 2 yrs Time to peak = 826 min
Time interval = 2 min Hyd. volume = 69,565 cuft
Inflow hyd. No. = 12 - Runoff to SB 15 Max. Elevation = 546.22 ft
Reservoir name = SB 15 Max. Storage = 83,884 cuft
Storage Indication method used.
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
SB 15
Hyd. No. 13 -- 2 Year
Hyd No. 13 Hyd No. 12 Total storage used = 83,884 cuft
45
Pond Report 18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Pond No. 5 - SB 15
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 543.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 543.00 19,800 0 0
1.00 544.00 24,000 21,864 21,864
3.00 546.00 30,700 54,557 76,421
5.00 548.00 37,800 68,370 144,792
5.50 548.50 38,000 18,948 163,740
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 12.00 0.00 0.00 0.00
Span (in)= 12.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 543.00 0.00 0.00 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 9.46 20.00 0.00 0.00
Crest El. (ft)= 546.00 547.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Stage (ft)
0.00 543.00
1.00 544.00
2.00 545.00
3.00 546.00
4.00 547.00
5.00 548.00
6.00 549.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
46
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 1
SB 2
Hydrograph type = SCS Runoff Peak discharge = 123.03 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 296,355 cuft
Drainage area = 20.500 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(20.500 x 90)] / 20.500
19
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
SB 2
Hyd. No. 1 -- 10 Year
Hyd No. 1
47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 2
Runoff to SB2
Hydrograph type = Reservoir Peak discharge = 107.65 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 261,972 cuft
Inflow hyd. No. = 1 - SB 2 Max. Elevation = 543.84 ft
Reservoir name = SB 2 Max. Storage = 69,278 cuft
Storage Indication method used.
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Runoff to SB2
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 69,278 cuft
48
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 3
Runoff to SB 3
Hydrograph type = SCS Runoff Peak discharge = 189.58 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 532,122 cuft
Drainage area = 50.300 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.90 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(28.280 x 90) + (11.010 x 61) + (11.010 x 74)] / 50.300
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Runoff to SB 3
Hyd. No. 3 -- 10 Year
Hyd No. 3
49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 4
SB 3
Hydrograph type = Reservoir Peak discharge = 143.36 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 412,927 cuft
Inflow hyd. No. = 3 - Runoff to SB 3 Max. Elevation = 547.25 ft
Reservoir name = SB 3 Max. Storage = 180,630 cuft
Storage Indication method used.
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
SB 3
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 3 Total storage used = 180,630 cuft
50
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 6
Runoff to SB 11
Hydrograph type = SCS Runoff Peak discharge = 132.87 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 379,031 cuft
Drainage area = 30.000 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.400 x 80) + (18.600 x 90)] / 30.000
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Runoff to SB 11
Hyd. No. 6 -- 10 Year
Hyd No. 6
51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 7
SB 11
Hydrograph type = Reservoir Peak discharge = 42.28 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 323,428 cuft
Inflow hyd. No. = 6 - Runoff to SB 11 Max. Elevation = 520.06 ft
Reservoir name = SB 11 Max. Storage = 159,493 cuft
Storage Indication method used.
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
SB 11
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 6 Total storage used = 159,493 cuft
52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 8
Runoff to SB 12
Hydrograph type = SCS Runoff Peak discharge = 238.02 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 644,031 cuft
Drainage area = 43.200 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
Q (cfs)
Time (min)
Runoff to SB 12
Hyd. No. 8 -- 10 Year
Hyd No. 8
53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 9
SB 12
Hydrograph type = Reservoir Peak discharge = 152.45 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 573,917 cuft
Inflow hyd. No. = 8 - Runoff to SB 12 Max. Elevation = 517.08 ft
Reservoir name = SB 12 Max. Storage = 234,096 cuft
Storage Indication method used.
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
Q (cfs)
Time (min)
SB 12
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 8 Total storage used = 234,096 cuft
54
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 10
Runoff to SB 14
Hydrograph type = SCS Runoff Peak discharge = 93.54 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 245,022 cuft
Drainage area = 30.900 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(9.100 x 90) + (21.800 x 61)] / 30.900
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
Runoff to SB 14
Hyd. No. 10 -- 10 Year
Hyd No. 10
55
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 11
SB 14
Hydrograph type = Reservoir Peak discharge = 58.57 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 223,486 cuft
Inflow hyd. No. = 10 - Runoff to SB 14 Max. Elevation = 547.11 ft
Reservoir name = SB 14 Max. Storage = 74,450 cuft
Storage Indication method used.
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
SB 14
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 10 Total storage used = 74,450 cuft
56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 12
Runoff to SB 15
Hydrograph type = SCS Runoff Peak discharge = 127.14 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 291,279 cuft
Drainage area = 33.900 ac Curve number = 73*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.94 min
Total precip. = 5.11 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.500 x 90) + (22.400 x 61)] / 33.900
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Runoff to SB 15
Hyd. No. 12 -- 10 Year
Hyd No. 12
57
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 01 / 5 / 2018
Hyd. No. 13
SB 15
Hydrograph type = Reservoir Peak discharge = 31.95 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 214,855 cuft
Inflow hyd. No. = 12 - Runoff to SB 15 Max. Elevation = 547.52 ft
Reservoir name = SB 15 Max. Storage = 128,116 cuft
Storage Indication method used.
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
SB 15
Hyd. No. 13 -- 10 Year
Hyd No. 13 Hyd No. 12 Total storage used = 128,116 cuft
58
Approved Calcs Pg: 73
Approved Calcs Pg: 74
Approved Calcs Pg: 75
Approved Calcs Pg: 76
Approved Calcs Pg: 77
Approved Calcs Pg: 78
Approved Calcs Pg: 79
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Approved Calcs Pg: 81
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Approved Calcs Pg: 84
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Approved Calcs Pg: 86
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Approved Calcs Pg: 88
Approved Calcs Pg: 89
Approved Calcs Pg: 90
Approved Calcs Pg: 91
Approved Calcs Pg: 92
Approved Calcs Pg: 93
Approved Calcs Pg: 94
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Approved Calcs Pg: 96
Approved Calcs Pg: 97
Approved Calcs Pg: 98
Approved Calcs Pg: 99
Approved Calcs Pg: 100
Approved Calcs Pg: 101
Approved Calcs Pg: 102
Approved Calcs Pg: 103
Approved Calcs Pg: 104
Approved Calcs Pg: 105
Approved Calcs Pg: 106
Approved Calcs Pg: 107
Approved Calcs Pg: 108
Approved Calcs Pg: 109
Approved Calcs Pg: 110
Approved Calcs Pg: 111
Approved Calcs Pg: 112
Approved Calcs Pg: 113
Approved Calcs Pg: 114
Approved Calcs Pg: 115
Approved Calcs Pg: 116
Approved Calcs Pg: 117
Approved Calcs Pg: 118
Approved Calcs Pg: 119
Approved Calcs Pg: 120
Approved Calcs Pg: 121
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Approved Calcs Pg: 123
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Approved Calcs Pg: 125
Approved Calcs Pg: 126
Approved Calcs Pg: 127
Approved Calcs Pg: 128
Approved Calcs Pg: 129
Approved Calcs Pg: 130
Approved Calcs Pg: 131
Approved Calcs Pg: 132
Approved Calcs Pg: 133
Approved Calcs Pg: 134
Approved Calcs Pg: 135
Approved Calcs Pg: 136
Approved Calcs Pg: 137
Approved Calcs Pg: 138