HomeMy WebLinkAboutWPO200700065 Calculations Erosion Control Plan 2007-09-14 El! OSION ,i, SEDIMENT CONT " OIL NA " ]DATIVE
VESS FILL SITE
ALBEMARLE COUNTY, VIRGINIA
21 AUGUST 2007
REVISED: 17 SEPTEM1:ER 2007
Prepared by:
TER i"A CONCEPTS, PC
224 Court Square
Charlottesville, Virginia 22902
(434) 295-4005
ift<:444'Llii.,,tvo ONA.t.
Ian . F anklin
Lic. No.35326+ +o
\7i, 9 -17-07 .:=
Project Description
The Vess project is proposing to fill an existing swale with construction debris and earthen
material. The subject property is located adjacent to the eastbound lane of Interstate 64 and
Patterson Mill Lane. One entrance to the site is proposed off of Patterson Mill Lane. No
other improvements are proposed at this time.
Existing Site Conditions
The existing site is partially open and partially wooded with slopes ranging from 1% to 50%.
The western portion of the site is open with an existing overhead power line running north
and south. The land slopes gently to the southeast,until the wood line where it then drops
sharply into the existing ravine. The ravine drains to the south,where it eventually ties into
Stockton Creek beyond the property limits. Approximately 1.5 acres of the 4 acre site is
proposed to be disturbed. All runoff on the site is conveyed as surface flow. The current
topography slopes to the southeast.
Adjacent Property
The property is bound on the northeast by Interstate 64. To the west is Patterson Mill Lane
and to the south is a single family residence.
Off-Site Areas
Since the site will be used as a fill site for construction debris,the off site areas associated
with this project will be construction projects with an approved Erosion and Sediment
Control Plan. No disturbance to adjacent properties is proposed for this project.
Earthwork
Overall,the site will be majority fill,with an estimated volume of 10,000 cubic yards of fill.
Solis
According to the Soil Survey of Albemarle County, the following loamy soils are present on
site:
Name Code Erodibility Permeability Depth Shrink/Swell Strength
Hayesville 36B moderate moderate <83" low low
Hayesville 37D3 severe moderate <83" low low
Ashe 4E severe rapid <24" low low
County Erosion and Sediment Control Notes
1. The plan approving authority must be notified one week prior to the pre-construction
conference, one week prior to the commencement of land disturbing activity, and one
week prior to the final inspection.
2. All erosion and sediment control measures will be constructed and maintained according
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to minimum standards and specifications of the Virginia Erosion and Sediment Control
Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control
Regulations.
3. All erosion and sediment control measures are to be placed prior to or as the first step in
clearing.
4. A copy of the approved erosion and sediment control plan shall be maintained on the site
at all times.
5. Prior to commencing land disturbing activities in areas other than indicated on these plans
(including,but not limited to, off-site borrow or waste areas),the contractor shall submit a
supplementary erosion control plan to the owner for review and approval by the plan
approving authority.
6. The contractor is responsible for installation of any additional erosion control measures
necessary to prevent erosion and sedimentation as determined by the plan approving
authority.
7. All disturbed areas are to drain to approved sediment control measures at all times during
land disturbing activities and during site development until final stabilization is achieved.
8. During dewatering operations, water will be pumped into an approved filtering device.
9. The contractor shall inspect all erosion control measures periodically and after each runoff
producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of
the erosion control devices shall be made immediately.
10. All fill material to be taken from an approved, designated borrow area.
11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert
materials only, free of roots, stumps, wood,rubbish, and other debris.
12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning
Ordinance section 5.1.28.
13. All inert materials shall be transported in compliance with section 13-301 of the Code of
Albemarle.
14. Borrow, fill or waste activity involving industrial-type power equipment shall be limited
to the hours of 7:00am to 9:00pm.
15. Borrow, fill or waste activity shall be conducted in a safe manner than maintains lateral
support, or order to minimize any hazard to persons,physical damage to adjacent land and
improvements, and damage to any public street because o slides, sinking, or collapse.
16. The developer shall reserve the right to install,maintain,remove or convert to permanent
stormwater management facilities where applicable all erosion control measures required
by this plan regardless of the sale of any lot,unit,building or other portion of the property.
17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75
lbs/acre, and in the months of September to February to consist a 50/50 mix of Annual
Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May
through August to consist of German Millet. Straw mulch is to be applied at 801bs/100sf.
Alternatives are subject to approved by the County erosion control inspector.
18. Permanent stabilization shall be lime and fertilizer,permanent seeding, and mulch.
Agricultural grade limestone shall be applied at 901bs/1000sf, incorporated into the top 4
-6 inches of soil. Fertilizer shall be applied at 10001bs/acre and consist of a 10-20-10
nutrient mix. Permanent seeding shall be applied at 1801bs/acre and consist of 95%
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Kentucky 31 or Tall Fescue and 0-5%Perennial Ryegrass or Kentucky Bluegrass. Straw
mulch is to be applied at 801bs/100sf. Alternatives are subject to approved by the County
erosion control inspector.
19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any
damage or clogging to structural measures is to be repair immediately. Silt traps are to be
cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are
to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion
dykes which are collecting sediment to half their height must be cleaned and repaired
immediately.
20. All temporary erosion and sediment control measures are to be removed within 30 days of
final site stabilization, when measures are no longer needed, subject to approval by the
County erosion control inspector.
Scheduling
Construction for the project is anticipated to begin soon after approval of the Erosion and
Sediment Control Plan. Construction will continue until the proposed grades are acheived.
Critical Erosion Areas
There are existing areas of 4:1 slopes and greater which will be disturbed. Proposed 2:1
slopes will exist on the inside of the pond, and will be protected by rip rap at locations which
receive significant amounts of runoff.
Erosion Sediment Control Measures
Erosion and sediment control for the site will be handled by a sediment basin, diversion dikes,
silt fence and rip rap. A construction entrance will be installed prior to any tree clearing or
grading. All topsoil in the proposed fill area should be stripped and stockpiled for later use on
completed areas of the site. A sediment trap will be located at the lower end of the proposed
fill area with temporary diversion dikes to direct runoff to the trap. The sediment trap will be
constructed with a stone weir per VESCM standards. Silt fence will be placed at the toe of
the fill slopes. Following construction of the sediment basin, the slope down to the existing
ravine should be covered with top soil and permanently seeded.
Perimeter measures will remain in place until removal is approved by the County Erosion
Control Officer.
Vegetative Practices
After the majority of the grading program has been executed and, in particular, the fill slopes
for the project have been established, they should be redressed with an ample depth of topsoil
from the stockpile and surface roughened. Thereafter, fertilizer, permanent seeding and
mulch should be applied. In those areas exceeding a 3:1 gradient, soil stabilization matting is
to be applied and stapled to the slope. If for some reason filling does not continue, exposed
areas are to be treated with temporary seeding and mulch.
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Management Strategies
1. Construction will be sequenced so that grading operations can begin and end as quickly as
possible.
2. Areas which are outside the construction limits and not to be disturbed shall be clearly
marked.
3. Tree protection shall be installed before any grading activities commence and before
equipment and material storage areas are established.
4. Sediment trapping measures shall be installed as a first step in grading and will be seeded
and mulched immediately following installation.
5. Site walls are to be constructed early in the construction schedule and the areas
immediately above and below them stabilized as quickly as possible.
6. Matting and seeding, whether temporary or permanent, will follow immediately after
grading.
7. Construction is to be sequenced such that,once cut and fill slope grades have been
established and erosion control measures applied, no further disturbance of the slopes will
be necessary.
8. All construction in and around drainageways shall be strategically scheduled appreciating
pending weather conditions to avoid work in, or disturbance of, the channels during rain
events. All stabilization products, equipment and personnel to install them shall be on-site
at the time disturbance is to commence. In the event weather interrupts work within a
drainageway, emergency measures are to taken to temporarily stabilize the channel so that
it functions without undue erosion taking place until work can progress.
9. The site contractor shall be responsible for the installation and maintenance of all erosion
and sediment control practices.
10. After achieving adequate stabilization, the temporary erosion and sediment controls will
be cleaned up and removed and final grades established according to the grading plan for
the project.
Permanent Stabilization
As mentioned above,permanent seeding is to be applied, as soon as possible, to all areas
where final grades have been achieved. Please see the permanent seeding specifications in
Chapter 3 Section 32 of the VESCH.
Maintenance
In general, all erosion and sediment control measures will be checked daily and after each
significant rainfall. The following items will be checked in particular:
1. The sediment traps and/or basins will be checked regularly for sediment cleanout.
2. Drainageway improvements shall be inspected after each rain event to determine if further
armoring is necessary.
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3. The gravel outlets will be checked regularly for sediment buildup which would prevent
drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or
replaced.
4. Silt fence barriers and diversion dikes will be checked regularly for undermining or
deterioration and repaired as necessary. Sediment shall be removed when the level of
sediment deposition reaches half way to the top of the barrier.
5. The seeded areas will be checked regularly to ensure that a good stand is maintained.
Areas shall be fertilized and reseeded as determined necessary by the county agent.
State Minimum Standards
An erosion and sediment control program adopted by a district or locality must be consistent
with the following criteria, techniques and methods:
1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven
days after final grade is reached on any portion of the site. Temporary soil stabilization
shall be applied within seven days to denuded areas that may not be at final grade but will
remain dormant for longer than 30 days. Permanent stabilization shall be applied to areas
that are to be left dormant for more than one year.
2. During construction of the project, soil stockpiles and borrow areas shall be stabilized or
protected with sediment trapping measures. The applicant is responsible for the temporary
protection and permanent stabilization of all soil stockpiles on site as well as borrow areas
and soil intentionally transported from the project site.
3. A permanent vegetative cover shall be established on denuded areas not otherwise
permanently stabilized. Permanent vegetation shall not be considered established until a
ground cover is achieved that, is uniform,mature enough to survive and will inhibit
erosion.
4. Sediment basins and traps,perimeter dikes, sediment barriers and other measures intended
to trap sediment shall be constructed as a first step in any land-disturbing activity and shall
be made functional before upslope land disturbance takes place.
5. Stabilization measures shall be applied to earthen structures such as dams, dikes and
diversions immediately after installation.
6. Sediment traps and sediment basins shall be designed and constructed based upon the total
drainage area to be served by the trap or basin.
a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of
drainage area and the trap shall only control drainage areas less than three acres.
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b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater
than or equal to three acres shall be controlled by a sediment basin. The minimum storage
capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall
system shall, at a minimum,maintain the structural integrity of the basin during a twenty-
five year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall
correspond to a bare earth condition or those conditions expected to exist while the
sediment basin is utilized.
7. Cut and fill slopes shall be designed and constructed in a manner that will minimize
erosion. Slopes that are found to be eroding excessively within one year of permanent
stabilization shall be provided with additional slope stabilizing measures until the problem
is corrected.
8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an
adequate temporary or permanent channel, flume or slope drain structure.
9. Whenever water seeps from a slope face, adequate drainage or other protection shall be
provided.
10. All storm sewer inlets that are made operable during construction shall be protected so
that sediment-laden water cannot enter the conveyance system without first being filtered
or otherwise treated to remove sediment.
11. Before newly constructed stormwater conveyance channels or pipes are made operational,
adequate outlet protection and any required temporary or permanent channel lining shall
be installed in both the conveyance channel and receiving channel.
12. When work in a live watercourse is performed,precautions shall be taken to minimize
encroachment, control sediment transport and stabilize the work area to the greatest extent
possible during construction. Nonerodible material shall be used for the construction of
causeways and cofferdams. Earthen fill may be used for these structures if armored by
nonerodible cover materials.
13. When a live watercourse must be crossed by construction vehicles more than twice in any
six-month period, a temporary vehicular stream crossing constructed of nonerodible
material shall be provided.
14. All applicable federal, state and local regulations pertaining to working in or crossing live
watercourses shall be met.
15. The bed and banks of a watercourse shall be stabilized immediately after work in the
watercourse is completed.
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16. Underground utility lines shall be installed in accordance with the following standards in
addition to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
c. Effluent from dewatering operations shall be filtered or passed through approved sediment
trapping device, or both, and discharged in a manner that does not adversely affect
flowing streams or off-site property.
d. Material used for backfilling trenches shall be properly compacted in order to minimize
erosion and promote stabilization.
e. Restabilization shall be accomplished in accordance with these regulations.
f. Applicable safety regulations shall be complied with.
17. Where construction vehicle access routes intersect paved or public roads, provisions shall
be made to minimize the transport of sediment by vehicular tracking onto the paved
surface. Where sediment is transported onto a paved or public road surface,the road
surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed
from the roads by shoveling or sweeping and transported to a sediment control disposal
area. Street washing shall be allowed only after sediment is removed in this manner. This
provision shall apply to individual development lots as well as to larger land-disturbing
activities.
18. All temporary erosion and sediment control measures shall be removed within 30 days
after final site stabilization or after the temporary measures are no longer needed,unless
otherwise authorized by the local program authority. Trapped sediment and the disturbed
soil areas resulting from the disposition of temporary measures shall be permanently
stabilized to prevent further erosion and sedimentation.
19. Properties and waterways downstream from development sites shall be protected from
sediment deposition, erosion and damage due to increases in volume, velocity and peak
flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in
accordance with the following standards and criteria:
a. Concentrated stormwater runoff leaving a development site shall be discharged directly
into an adequate natural or man-made receiving channel,pipe or storm sewer system. For
those sites where runoff is discharged into a pipe or pipe system, downstream stability
analyses at the outfall of the pipe or pipe system shall be performed.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(1) The applicant shall demonstrate that the total drainage area to the point of analysis within
the channel is one hundred times greater than the contributing drainage area of the project
in question; or
(2) (a)Natural channels shall be analyzed by the use of a two-year storm to verify that
stormwater will not overtop channel banks nor cause erosion of channel bed or banks; and
1. (b) All previously constructed man-made channels shall be analyzed by the use of a ten-
year storm to verify that stormwater will not overtop its banks and by the use of a two-
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year storm to demonstrate that stormwater will not cause erosion of channel bed or banks;
and
2. (c)Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to
verify that stormwater will be contained within the pipe or system.
c. If existing natural receiving channels or previously constructed man-made channels or
pipes are not adequate, the applicant shall:
(1) Improve the channel to a condition where a ten-year storm will not overtop the banks and
a two-year storm will not cause erosion to the channel bed or banks; or
(2) Improve the pipe or pipe system to a condition where the ten-year storm is contained
within the appurtenances; or
(3) Develop a site design that will not cause the pre-development peak runoff rate from a two-
year storm to increase when runoff outfalls into a natural channel or will not cause the
pre-development peak runoff rate from a ten-year storm to increase when runoff outfalls
into a man-made channel; or
(4) Provide a combination of channel improvement, stormwater detention or other measures
which is satisfactory to the plan-approving authority to prevent downstream erosion.
d. The applicant shall provide evidence of permission to make the improvements.
e. All hydrologic analyses shall be based on the existing watershed characteristics and the
ultimate development of the subject project.
f. If the applicant chooses an option that includes stormwater detention he shall obtain
approval from the locality of a plan for maintenance of the detention facilities. The plan
shall set forth the maintenance requirements of the facility and the person responsible for
performing the maintenance.
g. Outfall from a detention facility shall be discharged to a receiving channel, and energy
dissipators shall be placed at the outfall of all detention facilities as necessary to provide a
stabilized transition from the facility to the receiving channel.
h. All on-site channels must be verified to be adequate.
i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent
property shall be diverted to a stable outlet, adequate channel,pipe or pipe system, or to a
detention facility.
j. In applying these stormwater runoff criteria, individual lots or parcels in a residential,
commercial or industrial development shall not be considered to be separate development
projects. Instead, the development, as a whole, shall be considered to be a single
development project. Hydrologic parameters that reflect the ultimate development
condition shall be used in all engineering calculations.
k. All measures used to protect properties and waterways shall be employed in a manner
which minimizes impacts on the physical, chemical and biological integrity of rivers,
streams and other waters of the state.
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SEDIMENT BASIN CALCULATIONS
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RATIONAL METHOD WO l KSHEET Project: Vess Fill Site
Date: 9/14/2007
Designer: MOS
Watershed ID: ESC(sediment basin)
Drainage Area: 1.70 Acres
c-factor: 0.45 (see worksheet)
tc: 8.7 mins. (see worksheet)
Q(2): 3.09 cfs
Q(10): 4.18 cfs
Q(25): 4.72 cfs
Time of Concentration Worksheet Weighted c-factor Worksheet
Overland Flow Time(roof and pavement) Cover Type Area c
Source Seelye Chart as modified in VDOT Drainage Manual(Fig. Bare Packed Soil 1 70 0.45
1 5 1.1 on Page 1-13E)
Notes:
1)Length of overland flow always<=200 ft
2)Calculate a separate Tc for each ground cover condition along the flow path
c-factor= 0.45
168 11 Enter Length of Strip(ft) Sample"C"values:
3.60 Enter Slope(%or ft/100ft) 0 22 Dense grass
0.45 Enter Rational Method"C"value 0.28 Average grass
0.36 Poor grass
8.09 Result Tc(minutes) 0.48 Bare soil
0 90 Pavement
Shallow Concentrated Flow Time
Source: SCS Velocity Graph as published in Virginia Erosion and
Sediment Control Handbook,Third Edition(Plate 5-2 on Page V-12)
Notes:
1)Not intended for well-defined channels-see channel flow calculation
2)Calculate a separate Tc for each ground cover condition along the flow path
125.83 Enter Length of Flow(ft)
7.95 Enter Slope(%or ft/100ft)
0.46 Result Tc(minutes)IF UNPAVED
0.36 Result Tc(minutes)IF PAVED
Channel Flow Time
Source. Kirpich Chart as modified in VDOT Drainage Manual(Fig. 1.5.1.2 on Page 1-14)
Notes.
1)For small drainage basins
2)For concrete channels,use 0.2*Tc
36 00 Enter Length of Flow(ft)
18.00 Enter Height of most remote point along flow path above outlet
0.18 Result Tc(minutes)
Pipe Flow Time
Assumes 10 ft/s velocity in pipe
0 00 Enter Length of Flow in Pipe(ft)
0.00 Result Tc(minutes)
Rainfall Intensity(Albemarle County,Virginia)
Return Duration Intensity
Period (mins.) (in/hr)
2 8.7 4.0
5 8.7 4 9
10 8.7 5 5
25 8 7 6.2
50 8 7 6.7
100 8 7 7.2
Acceptable values for duration are between 5 and 60 minutes. Use values outside this range at risk.
TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET
(with or without an emergency spillway)
TERRA CONCEPTS, P.C.
9/14/2007
MOS
PROJECT: VESS FILL SITE
BASIN #: 1
LOCATION: BOTTOM OF SITE
TOTAL AREA DRAINING TO BASIN: 1.70 ac
BASIN VOLUME DESIGN
WET STORAGE:
1. MINIMUM REQUIRED VOLUME: 113.90 cy
2. AVAILABLE BASIN VOLUME:
AVERAGE END AREA- STORAGE - ELEVATION CURVE
ELEVATION AREA VOLUME VOLUME TOTAL
ft sf cf cy cy
642 383.00 0.00
1,218.00 45.11
644 835.00 45.11
2,287.00 84.70
646 1,452.00 129.81
3,632.00 134.52
648 2,180.00 264.33
5,191.00 192.26
650 3,011.00 456.59
REQUIRED WET STORAGE VOLUME: 113.90 cy
APPROX. ELEVATION: 645.60
3. TO OBTAIN REQUIRED VOLUME, EXCAVATE: 500.00 cy
4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED: 57.80 cy
5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL: 644.40
6. DISTANCE FROM DEWATERING ORIFICE TO CLEAN OUT LEVEL:
INVERT DEWATERING ORIFICE REQUIRED: 645.60
ACTUAL INVERT DEWATERING ORIFICE ELEVATION: 646.00
VOLUME AT PROPOSED ORIFICE INVERT: 130.00 cy
DISTANCE FROM INVERT TO CLEAN OUT LEVEL: 1.60 OK
ADEQUATE WET STORAGE VOLUME: YES
DRY STORAGE:
7. MINIMUM REQUIRED DRY STORAGE VOLUME: 113.90 cy
8. TOTAL AVAILABLE VOLUME AT CREST OF RISER:
CREST OF RISER: 648.00
TOTAL VOLUME AT RISER CREST: 265.00 cy
AVAILABLE DRY STORAGE VOLUME: 135.00 cy
ADEQUATE DRY STORAGE VOLUME: YES
9. DIAMETER OF DEWATERING ORIFICE:
Q = 0.17 cfs
CALCULATED D = 2.54 in
DESIGN D = 3.00 in
10. DIAMETER OF FLEXIBLE TUBING: 6.00 in
PRELIMINARY DESIGN ELEVATIONS
11. CREST OF RISER = 648.00
TOP OF DAM = 650.00
DESIGN HIGH WATER = 648.50
UPSTREAM TOE OF DAM = 642.00
BASIN SHAPE
12. LENTH:WIDTH
WET STORAGE SURFACE AREA: 1,858.00 sf
LENGTH OF FLOW: 40.00 ft
LENGTH-TO-WIDTH RATIO: 0.86
BAFFLES: REQUIRED
RUNOFF
13. c = 0.45 (Bare packed soil)
tc = 8.70 min.
i = 4.00 in/hr
Q(2) = 3.02 cfs
14. c = 0.45 (Bare packed soil)
tc = 8.70 min.
i = 6.20 in/hr
Q(25) = 4.72 cfs
PRINCIPAL SPILLWAY DESIGN
15.
IS THERE AN EMERGENCY SPILLWAY (Y OR N)? Y
WITH EMERGENCY SPILLWAY, REQUIRED SPILLWAY
CAPACITY Q(P) = Q(2) = 3.02 cfs
WITHOUT EMERGENCY SPILLWAY, REQUIRED SPILLWAY
CAPACITY Q(P) = Q(25) = N/A cfs
16.
WITH EMERGENCY SPILLWAY:
ASSUMED AVAILABLE HEAD (H) USING Q(2) = 1.00 ft
(H = CREST OF EMERG. SPILLWAY- CREST OF RISER)
WITHOUT EMERGENCY SPILLWAY:
ASSUMED AVAILABLE HEAD (H) USING Q(25) = N/A ft
(H = DESIGN HIGH WATER- CREST OF RISER)
17. RISER DIAMETER (Dr) = 18.00 in
ACTUAL HEAD = 0.50 ft
(FROM PLATE 3.14-8)
18. BARREL LENGTH (L) = 60.79 ft
HEAD OF BARREL TROUGH EMBANKMENT = 12.00 ft
(FROM PLATE 3.14-7)
19. BARREL DIAMETER= 15.00 in
20. TRASH RACK AND ANTI-VORTEX DEVICE:
DIAMETER 27.00 in
HEIGHT 8.00 in
(FROM TABLE 3.14-D)
EMERGENCY SPILLWAY DESIGN
21.
REQUIRED SPILLWAY CAPACITY Q(E) = Q(25) - Q(P) = 1.70
22.
BOTTOM WIDTH (B) = 8.00 ft
SLOPE OF THE EXIT CHANNEL (S) = 33.33 %
MINIMUM LENGTH OF EXIT CHANNEL (X) = N/A ft
(FROM TABLE 3.14-C)
ANTI-SEEP COLLAR DESIGN
23.
DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST(Y) = 6.00 ft
SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2.00 :1
SLOPE OF PRINCIPAL SPILLWAY BARREL (Sb) = 8.23 %
LENGTH OF BARREL IN SATURATED ZONE (Ls) = 50.00 ft
24.
NUMBER OF COLLARS REQUIRED = 3
DIMENSIONS = 2.5 x 2.5 ft
(FROM PLATE 3.14-12)
PRELIMINARY DESIGN ELEVATIONS
25.
TOP OF DAM = 650.00
DESIGN HIGH WATER= 648.50
EMERGENCY SPILLWAY CREST= 649.00
PRINCIPAL SPILLWAY CREST= 648.00
DEWATERING ORIFICE INVERT = 646.00
CLEANOUT ELEVATION = 644.40
ELEVATION OF UPSTREAM TOE OF DAM OR EXCAVATED
BOTTOM OF "WET STORAGE AREA" (IF EXCAVATION WAS
PERFORMED) = 642.00
V E:
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