20051409 Ver 1_Complete File_20050726

DAVID D. SMITH and COMPANY, PLLC
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
March 17, 2006
Mr. Sam Aghimien
NCDENR -
Division of Water Quality k
512 N. Salisbury Street
0
Raleigh, NC 27601
Re: Henrietta Quarry - Rutherford County, NC
DDSCO Project No. 148202-503-02
DWQ No. 05-1409
Dear Mr. Aghimien:
RECEIVE

LAND QUALITY SECTI
mCE40
MAR 2 ' 2u??
®WQ BT?F ,,\4 ICES
This letter is to follow up on our telephone conversation the week of January 23rd regarding the 401
worksheets for the bioretention ponds at the proposed Henrietta Quarry currently under review.
Per our discussion, the 401 worksheet asks for a permanent pool elevation to which we had
responded "not applicable". It is not our intent to have a permanent pool of storm water as is the
case with storm water wetlands but rather to create a temporary holding and filtering mechanism
with a maximum drawdown period of 12 hours. The pond volumes are sized for the first 1" of runoff
generated from the 1-year, 24-hour storm or the "first flush" with drop inlets, emergency spillways
and slope drains that will be left in place for overflow protection.
The following elements will provide pollutant filtration and controlled drawdown of onsite
stormwater:
The existing onsite soils are predominantly classified as ChA (Chewacla) and PsC2 (Pacolet), both
of which range from about 10 to 35% clay content at a depth of 3 - 4 feet and have a permeability
rate of 0.57 - 1.98 inches per hour (we have added this In-Situ Soil Infiltration Rate to the
Bioretention Area Worksheet). In addition to the permeability of the native soils, a 2 - 3 foot deep
zone of planting soil will be provided in the bottoms of all bioretention ponds. This planting soil
medium will be composed of 85 - 88% sand, 3 - 5% compost and the remaining 7 -12% of the
mix will consist of soil excavated from on site in the vicinity of the proposed bioretention ponds.
Perforated underdrains, 6" in diameter and wrapped in gravel and filter fabric, will be provided
under each of the ponds to further promote complete drainage. The underdrain perforations are
designed to limit the maximum ponding duration to 12 hours.
Native plant species, selected for their ability to filter out pollutants will be provided throughout the
bioretention ponds as a first defense filtering mechanism for potential pollutants and are listed on
Drawina C-11. included with this submittal.
II if you have any questions.
yyr
t d s i

d® .. Telephone: [phone] Fax: [phone]
DWQ Project No. 05-1409
DMSION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quarry
Contact Person: David Straub. Go David D Smith and Company. PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #1 (below processing plant)
Permanent Pool Elevation: Not designed as a permanent pool ft.
Temlorary Pool Elevation: 809.83 ft.
Bioretention Surface Area 240000 sq. ft.
Drainage Area _
9 ac.
h pervious Area 4.6 ac.
Rational C Coefficient 0.5
Size °i° - -- 6 _ %
Inlet Velocity N/A_- Sheet Flow _fps
Inlet fbwdepth - - (Temp. Pool Depth ) 18 in
Depth to Ground Water >10 ft.
Planting Sal Infiltration Rate > 0.52 in./hr
In-Situ Sal Infiltration Rate _ 0.57 -1.98 (say avg. of 1.25) in./hr
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
(the sal layer down to 4 feet)
(the sal layer below 4 feet or below the sand bed)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
SGE ATTAc-HEV No vertical sand bed is proposed.
C, J s The bioretention area is at least 40 feet by 15 feet.
1'?? J 5 Sheet flow is provided at inlet.
D is Water table depth is greater than 6 feet
0JS Minimum of 6" ponding is provided.
WS The ponded area will draw down in less than 4 days.
0J S Planting soil infiltration rate is greater than 0
52 in/hr

J S .
.
0 The in-A soil infiltration rate is greater than 0.2 in/hr.
OJS A planting plan with species and densities is provided.
12J 5 Mulch layer is spedlied in plans.
V.J 5 Planting soil meets minimum sal specifications (NCDENR Stormwater B
t M
es
anagement
Practices Manual, April 1999)
Plan details for the bioretention area provided.
CaJ 5 Plan details fa the inlet and outlet are provided.
r7J? An operation and maintenance agreement si
ned and notarized b
th
ibl
g
y
e respons
e party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quanv
Contact Person: David Straub. Go David D Smith and Company PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #2 (below Asphalt Plan
Permanent Pool Elevation: Not - designed as a permanent pool ft.
TemporayPool Elevation: 813.42 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Bioretention Surface Area 16.675 sq. ft.
Drainage_Area 5.6 ac.
Impervious Area 3.0 ac.
Rational C Coefficient 0.5

----- ---
6.84 %
Inlet Vow - WA=Sheet Flow fps
Inlet flow depth - Temp. Pool Depth) 17 in
Depth to Ground Water > 10 ft.
antingSoil Infiltration Rate > 0.52 in,/hr.
In-Situ Sal InfiVation Rate 0.57 -1.98-(ay avg. of 1.25) in./hr.
REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
(the sal layer down to 4 feet)
(the sal layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
SE No vertical sand bed is proposed.
f? S The bioretention am is at least 40 feet by 15 feet
Sheet flow is provided at inlet,
a15 Water table depth is greater than 6 feet.
Q1 S Minimum of 6" ponding is provided.
OAS The ponded area will draw down in less than 4 days.
0 'Y? Planting soil infiltration rate is greater than 0.52 in/hr.
r7J'p, The in stu soil infiltration rate is greater than 02 in/hr.
s A planting plan with species and densities is provided.
Mulch layer is specified in plans.
PJ S Planting soil meets minimum sal specifications (NCDENR Sthrmwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided,
L2S Plan details for the inlet and outlet are provided,
f2j? An operation and maintenance agreement signed and notarized by the responsible party is provided,
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quany
Contact Person: David Straub. Go David D Smith and Company PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #3 (below Redi Mix Plant)
Permanent Pool Elevation: Not designed as aaennanen__ pool ft.
Temporary Pool Elevation: 836.50 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Bioretention Surface Area
Drainage Area - 1.4 ac.
Impervious Area 0.75 ac.
Rational C Coefficient 0.5
_ ze ??o - 10.69 %
Inlet Velocity_ - N/A - Sheet Flow fps
Inlet flow depth - - _ (Temp. Pool De th 12 in

De h to Ground Water -
> 10 -
-ft.

Planfin(LW Infiltration Rate --- ----
> 0.52
in./hr.
In-Situ Soil Infiltration Rate _ 0.57 -1.98 (say avg. of 1.25) in./hr.
II. REQUIRED ITEMS CHECKLIST
(on-site and off site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the sal layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
S?T( 4EQ No vertical sand bed is proposed.
t? The bioretention am is at least 40 feet by 15 feet,
Sheet flow is provided at inlet,
S Water table depth is greater than 6 feet.
Minimum of 6" ponding is provided.
n-I S The ponded area will draw down in less than 4 days.
DJS Planting soil infiltration rate is greater than 0.52 in/hr.
CZS The in-situ soil infiltration rate is greater than 0.2 in/hr.
17-r, A planting plan with species and densities is provided.
(71S Mulch layer is specified in plans.
Q-1S Planting soil meets minimum sal specifications (NCDENR Stormwater Best Management
Practioes Manual, April 1999)
D?S Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
=tk=An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quany
Contact Person: David Straub. Go David D Smith and Company, PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bionatention Pond #4 (above Redi Mix Plant)
Permanent Pool Elevation: Not designed as a rrrianent pool _ft. (elevation of the orifice invert out)
Temaora r Pool Elevation: 841.50 ft. (elevation of the outlet structure invert in)

Bioretention Surface Area 10.197 so.. ft.
Drainage Area 2.24 ac. (on-site and off site drainage to the basin)
Impervious Area 1.12 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient 0.5
Size / 10.45 % (either 5% in w/ sand under drain or 71/6 in w/o)
Inlet Velocity N/A -Sheet Flow fps
Inlet flow th (Temp, Pool Depk 12 in
Depth to Ground Water > 10 ft.
PlanM Soil Infiltration Rate - > 0.52 in.lhr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.57 -1.98 (say avg. of 1.25) in.lhr. (the sal layer below 4 feet or below the sand bed)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
Set: ATT,oO% EO No vertical sand bed is proposed.
03 <. The bioretention am is at least 40 feet by 15 feet
Sheet flow is provided at inlet
t2J52 Water table depth is greater than 6 feet
ad-:, Minimum of 6" ponding is provided,
0.1C_The ponded area will draw down in less than 4 days.
.1 Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr
A planting plan with species and densities is provided,
12J S Mulch layer is specified in plans.
QJS Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
p.1 S Plan details for the bioretention area provided,
L2JS Plan details for the inlet and outlet are provided.
J?US An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY DATE
BIO RETENTION POND NUMBER 1 (from quarry stone Processing Areal
1 of 8
3/7/2006
Onsite watershed= 9.00 Acres
Q25 = (CIA) => (0.5)(7.3)(9.0) = 32.85 cfs + 2 structures = 16.43 cfs each.
Storage required for first 1" of runoff = 9 ac. x 43,560 sf x (1"+12) = 32,670 cu. ft. treatment storage req'd.
Storage provided= 600'x 40't x 18" pool depth = 36,000 cubic feett
Temporary Slope Drains
Flow Data from a 15" barrel:
Using the Orifice equation:
Q=CAS 2gh
Q= quantity of flow
C=coefficient of discharge (.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(9) = 32.85 cfs total
15"0 temporary slope drain capacity=
Q = (.6)(1.23) ? (2(32.2)(.5)
Q=4.19 cfs x 9 slope drains = 37.7 cfs so O.K.
Dewatering; over 12 Hours.
Ao = Asp 2h
(T)(Cd) 20,428
Ao= total opening area(sf)
As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Cd= coeff. (0.6)
Pond - West Side
Ao = (13,600) ? 211.5)
(12)(0.6)(20,428)
Ao= 0.16 square feet
x 144 sq. in. = 23 square inches total.
Area of pert. (3/8" holes) Pipe opening = n(r)2
= (3.1416)(0.1875)^2= 0.11 sq. inches per hole
23 sq. in. + 0.11 sq. in./hole = 209 - 3/8"0 holes,
spaced 6" on center
Emergency Spillway
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(9.0)=39.6 cfs
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0200 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Bottom width .................. .. 180.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope ..................... 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 43.9824 cfs so O. K.
Velocity ........................ 2.8376 fps
Full Flowrate ................ ... 135.7247 cfs
Flow area ..................... .. 15.5000 ft2
Flow perimeter ............. ..... 206.8328 in
Hydraulic radius ........... ..... 10.7913 in
Top width ..................... .. 192.0000 in
Area ............................ 32.0000 ft2
Perimeter ...................... . 233.6656 in
Percent full ................... . 50.0000%
Pond - East Side
Ao = (10,400) d 2 (1.5)
(12)(0.6)(20,428)
Ao= 0.12 square feet
x 144 sq. in. = 17.64 square inches total.
Area of pert. (3/8" holes) Pipe opening = l(r)2
= (3.1416)(0.1875)^2= 0.11 sq. inches per hole
17.64 sq. in. + 0.11 sq. in./hole = 160 - 3/8"0 he
spaced 6" on center
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 1 (from quarry stone Processing Areal
Pond - West Side
Additional Notes:
209 holes total/pipe c@ 4 holes per row.
4 holes per row = 52 rows spaced 6" o.c.
= 26 If of pipe length x 2 pipes for
redundancy = 52 If of pipe total length, west side
Pond - East Side
Additional Notes:
160 holes total/pipe @ 4 holes per row.
4 holes per row = 40 rows spaced 6" o.c.
= 20 If of pipe length x 2 pipes for
redundancy = 40 If of pipe total length, west side.
26 If/ 26 If/
209 hole,!j f 09 holes
20 If/ 20 If/
160 holes 160 holes
Primary Blorstention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (?16 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.21-1) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Note: Combined capacity of 15" dia. temp. slope drains is 37.7 cfs; see previous page.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (.6)(3.14)(0.75^2) (2(32.2)(4)
SHEET NO. 2 of 8
DATE 3/7/2006
Q=17.02 cfs x 2 outlet structures = 34.04 cfs total, so 0. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
Given Input Data:
Shape ............
Solving for .....
Slope .............
Manning's n ...
Depth .............
Height ............
Bottom width..
Left slope .......
Right slope .....
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
Onsite watershed= 5.60 Acres
Q25 = (CIA) => (0.5)(7.3)(5.60) = 20.44 cfs
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 5.6 ac. x 43,560 sf x (1"+12) = 20,328 cu. ft. storage req'd.
Storage provided = 348'± x 45'± x 17" pool depth =22,237 cu. ft.
Primary Outlet Barrel
Flow Data from 15" barrel:
Using the Orifice equation:
Emernencv Spillwav
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(5.6)=24.64 cfs
Q=CAS 2gh
Q= quantity of flow
C=coefficient of discharge (.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(5.6) = 20.44 cfs total
See page 4 of 8 for primary barrel sizing.
Dewaterina: over 12 hours.
Ao = Ash 2h Ao= total opening area(sf)
(T)(Cd) 20,428 As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Ao = (16,675) ? 2(1.42) Cd= coeff. (0.6)
(12)(0.6)(20,428)
Ao= 0.19 square feet
x 144 sq. in. = 27.47 (say 28) square inches.
Area of perf.(3/8" holes) Pipe opening= n(r)2
=(3.1416)(0.1875)^2 = 0.11 sq. inches each
28 sq. in. + 0.11 sq. in,/hole = 250 - 3/8" holes,
spaced 6" on center.
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width .........
Area ..................
Perimeter ..........
Percent full .......
Trapezoidal
Flowrate
0.0200 ft/ft
... 0.0690
12.0000 in
24.0000 in
... 10.00 ft.
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
28.8783 cfs so O. K.
2.7503 fps
..... 88.5865 cfs
10.5000 ft2
....... 146.8328 in
..... 10.2974 in
132.0000 in
22.0000 ft2
.... 173,6656 in
... 50.0000%
Critical Information
Critical depth .................. 7.5700 in
Critical slope .................. 0.0898 ft/ft
Critical velocity ............... 4.4378 fps
SHEET NO. 3 of 8
DATE 3/7/2006
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
Additional Notes:
250 holes total/pipe @ 4 holes per row.
4 holes per row = 63 rows spaced 6" o.c.
= 31.21, or say 32 If of pipe length x 2 pipes for
redundancy = 64 If of pipe total length.
32 If/ 32 If/
250 holes- f 4 250 holes
SHEET NO. 4 of 8
DATE 2/28/2006
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
24"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (6)(3.14)(1.00^2) (2(32.2)(4)
Q = 30.25 cfs, so O. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY dis CHECKED BY
BID RETENTION POND NUMBER 3 (from Red! Mix Plant
Onsite watershed= 1.40 Acres Combined Pond Surface Area = 6,518 SF
Q25 = (CIA) => (0.5)(7.3)(1.40) = 5.11 cfs
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 1.4 ac. x 43,560 sf x (1"+12) = 5,082 cu. ft. storage req'd.
Storage provided = 12" pool depth = 5,840 cubic feet (including forebay)
Primary Outlet Barrel Emergency Spillway
Flow Data from 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) = (0.5)(8.8)(4. 0)=17.60 cfs
Q=CAS 2gh
Given Input Data:
Q= quantity of flow Shape ........................... Trapezoidal
C=coefficient of discharge (.60) Solving for ..................... Flowrate
A= area of opening Slope ........................... 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n ................... .. 0.0690
h= head of water above opening Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Runoff from water shed => Bottom width ................. ... 8.00 ft.
Q25=(CIA) = (0.5)(7.3)(1.4) = 5.11 cfs total Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
See page 6 of 8 for primary outlet barrel sizing.
Computed Results:
Flowrate ................ ........ 22.8715 cfs so O.K.
Velocity .................. ...... 2.6908 fps
Dewaterina: over 12 hours. Full Flowrate ......... .......... 70.0129 cfs
Flow area .............. ......... 8.5000 ft2
Ao = Ash 2h Ao= total opening area(sf) Flow perimeter ...... ............ 122.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ..... ........... 9.9648 in
h= head above hole (ft.) Top width ............... ........ 108.0000 in
T= time to dewater Area ....................... ..... 18.0000 ft2
Ao = (6,518) ? 2(1.0) Cd= coeff. (0.6) Perimeter ............... ........ 149.6656 in
(12)(0.6)(20,428) Percent full ............. ....... 50.0000%
Ao= 0.063 square feet Critical Information
x 144 sq. in. = 9.0 square inches total. Critical depth .................. 7.5000 in
Critical slope .................. 0.0921 ft/ft
Area of perf.(3/8" holes) Pipe opening= n(r)2 Critical velocity ............... 4.4023 fps
=(3.1416)(0.1875)^2 = 0.11 sq. inches each
9.0 sq. in.+ 0.11 sq.in./hole = 82 - 3/8" holes, spaced 6" on center,
Provide drainage stone and filter fabric.
SHEET NO. 5 of 8
DATE 3/2/2006
David D. Smith an( Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO. 6 of 8
COMPUTED BY dis CHECKED BY
BIO RETENTION POND NUMBER 3 (from Redi Mix Plant)
Additional Notes:
82 holes total/pipe @ 4 holes per row.
4 holes per row = 21 rows spaced 6" o.c.
= 10.5, (say 11) If of pipe length x 2 pipes for
redundancy = 22 If of pipe total length.
11 If/ 11 If/
82 holes f 4 82 holes
DATE 3/2/2006
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.21-1) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q=3.33(L-0.2H)H"1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) (2(3i 2.2)(4)
Q = 17.02 cfs, so O. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT -Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO. 7 of 8
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 4-(above Redi Mix Plant
DATE 3/2/2006
Onsite watershed= 2.24 Acres Pond Surface Area= 6,326 SF
Q25 = (CIA) => (0.5)(7.3)(2.24) = 8.18 cfs = 6.5% of Watershed area
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 2.24 ac. x 43,560 sf x (1"+12) = 8,131 cu. ft. storage req'd.
Storage provided = 12" pool depth =8,600 cubic feet
Primary Outlet Barrel Emeraencv Sglllwav
Flow Data from 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) = (0.5)(8. 8)(4.0)=17.60 cfs
Q=CAS 2gh
Given Input Data:
Q= quantity of flow Shape .................... ....... Trapezoidal
C=coefficient of discharge (.60) Solving for ............. ........ Flowrate
A= area of opening Slope ..................... ...... 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n ........... .......... 0.0690
h= head of water above opening Depth ..................... ...... 12.0000 in
Height .................... ...... 24.0000 in
Runoff from water shed => Bottom width .......... .......... 8.00 ft.
Q25=(CIA) = (0.5)(7.3)(2.24) = 8.18 cfs total Left slope ............... ....... 2.0000 ft/ft (V/H)
Right slope ............. ........ 2.0000 ft/ft (V/H)
See page 8 of 8 for primary outlet barrel sizing.
Computed Results:
Flowrate ................. ....... 22.8715 cfs so O.K.
Velocity .................. ...... 2.6908 fps
Dewaterina: over 12 hours. Full Flowrate .......... ......... 70.0129 cfs
Flow area ............... ........ 8.5000 ft2
Ao = Ash 2h Ao= total opening area(sf) Flow perimeter ....... ........... 122.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ..... ........... 9.9648 in
h= head above hole (ft.) Top width ................ ....... 108.0000 in
T= time to dewater Area ........................ .... 18.0000 ft2
Ao = (6,326) ? 2(1) Cd= coeff. (0.6) Perimeter ................ ....... 149.6656 in
(12)(0.6)(20,428) Percent full ............. ....... 50.0000%
Ao= 0.06 square feet Critical Information
x 144 sq. in. = 8.76 square inches total. Critical depth .................. 7.5000 in
Critical slope .................. 0.0921 ft/ft
Area of perf.(3/8" holes) Pipe opening= n(r)2 Critical velocity ............... 4.4023 fps
=(3.1416)(.0.1875)^2 = 0.11 sq. inches each
8.76 sq. in. + 0.2 sq. in./hole = 80 - 3/8" holes, spaced 6" on center,
Provide drainage stone and filter fabric.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO. 8 of 8
COMPUTED BY dis CHECKED BY
BIO RETENTION POND NUMBER 4 (above Redi Mix Plant)
Additional Notes:
80 holes total/pipe @ 4 holes per row.
4 holes per row = 20 rows spaced 6" o.c.
= 9.91, (say 10) If of pipe length x 2 pipes for
redundancy = 20 If of pipe total length.
10 If/ 10 If/
80 holes f 4 80 holes
DATE 3/2/2006
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (?16 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) (2(? 32.2)(4)
Q = 17.02 cfs, so O. K.

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Rutherford County, North Carolina
317
Table 14f.-Physical Properties of the aoils--Continued
1 I
Map symbol I Depth 1 Clay I Moist 1 Permsa- 1Availabiel Linear 1 Organic larosion factorelmind lNind
and Boil name I I I bulk I bility I water lextensi- matter 1 Ierodi-lsrodi-
deneit 1 I I 1 lbilitylbility
Y (Kent) ca ncity bility Rv Kf T ro index
I In 1 Pot 1 /oo I In/hr 1 In/in I Pat I Pot 1 I I I
CaB' I I I I I 1
1 I I I
cavil------------1 o-e 1 1 I I I I I I
1 20-3511.30-1.501 0.57-1.98 10.13-0.151 0.0-2.9 1 0.5-1.0 1 .28 1 .28 1 3 1 5 1 56
1 8-18 135-7011.30-1.501 0.57-1.98 10.13-0.151 0.0-2,9 10.0-0.5 1 1 18-39 l 35-7011.30-1.SOl 0.57-1.98 10.13-0.151 0.0-2.9 1 0.0-0.5 1 .28 1 .28 I I I
.28 1 .28 1 1 1
1
1 39-52 1 35-7011.30-1.501 0,57-1.98 10,13-0.151 0.0-2.9 1 0.0-0.5 l .28 1 ,28 1 1
52-68 1 35-7011.30-1.501 0.57-1.98 10.130.151 0.0-2.9 1 0.0-0.5 1 .28 1 .28 1 I
Cea2s 1
I I I I 1
Cecil ------------ I 0-8 1 1 I I
120-3511.30-1.501 0,57-1.98 10.13-0.151 0.0-2.9 1 0.5-1.0 1 .28 1 .28 1 3 1 5 1 56
1 8-18 1 35-7011.30-1.501 0.57-1.98 10,13-0.151 0.0-2.9 1 0.0-0.5 1 .20 1 .28 1 1 1
1 18-39 1 35-7011.30-1.50) 0,57-1.98 10.13-0.151 0.0-2.9 1 0.0-0.5 1 .28 1 .28 1 1 1
1 39-52 1 35-7011.30-1.501 0.57-1.96 10.13-0.151 0.0-2.9 1 0.0-0.5 1 ,28 1 ,28 1 1 1
1 52-68 1 35-7011.30-1.501 0,57-1,98 10.13-0.151 0.0-2.9 1 0.0-0,5 1 .28 1 .28 1 I
Urban land, I I I I I I I I I I
1 1 1 I I I I I
et,a, I I I I 1 1 1 1 I I I
Chewaole--------- 1 o_B 1 1 1 I I, I I
1 10-3511.30-1.601 0.57-1.98 10.15-0.241 0.0-2.9 1 1.0-4.0 1 .28 1 .28 1 5 1 5 1 56
1 B-16 1 18-3511.30-1.601 0.57-1.98 10.12-0.201 0.0-2,9 1 0.5-2.0 1 ,28 1 ,26 1 1 1
1 16-21 1 18-3511.30-1.601 0.57-1.98 10.12-0,201 0,0-2.9 1 0,5-2,0 1 .28 1 .28 1 1 1
1 21-34 1 18-3511.30-1.601 0.57-1.98 10.12-0,201 0.0-2.9 1 0.5-2,0 1 ,28 1 .28 1 1 1
1 34-48 1 18-3511.30-1.601 0,57-1.9e 10.12-0.201 0.0-2.9 1 0.5-2.0 1 .28 1 .28 1 1 1
1 48-61 1 18-3511.30-1.601 0.57-1.98 10.12-0,201 0.0-2.9 1 0.5-2,0 1 .28 1 .28 1 1 1
COD: I I
1 l I 1 1 1 I I
Cliffield-------- 1 0-3 1 7-2011.30-1.601 1.98-5.95 10.06-0.121 0,0-2.9 1 1.0-5.0 1 .15 I .24 1 I I I
1 3-25 1 10-3511.20-1.601 0.57-1.98 10.10-0.131 0.0-2.9 1 0.5-1.0 1 .10 1 .28 1 2 1 8 1 0
1 25-60 4--- I --- 1 0.00-0.06 I --- 1
--- I --- I--- I--- I I
I
1 1 1 I I I I. I I I
Cowes------------1 0-5 1 0-2011.25-1.601 1.98-5.95 10.10-0.151 0.0-2.9 1 1.0-5.0 .20 .28
1 5-10 1 8-2011.25-1.601 1.98-5.95 10.10-0.151 0.0-2.9 1 1.0-3,0 1 .20 1 ,20 1 3 1 5 1 56
1 10-21 1 18-3511.30-1.601 0.57-1.98 10,12-0,181 0.0-2.9 1 0.5-1.0 1 .24 1 .28 1 1 1
1 21-34 1 18-3511.30-1.601 0.57-1.98 10.12-0.181 0.0-2.9 1 0,5-1.0 1 .24 1 .28 1 1 1
134-42 1 --- I --- I ---
42-60 l --" I
I
CpD, 1 1 I I I I
Cliffield-------- 1 0_3 1
1 7-2011.30-1.601 1.98-5.95 10.06-0,121 0.0-2.9 1 1.0-5.0 1 .15 1 .24 1 2 1 8 1 0
1 3-25 1 10-3511.20-1.601 0.57-1.98 10.10-0,131 0.0-2.9 1 0.5-1.0 1 .10 1 ,28 1 1 1
125-60 1--- I --- 1 0.00-0.06 1 --- I I --- I--- I--- I I
Pigeonroost------ 1 0.3 I I I I I --- 1 1 I 1
1 8-2011.35-1.601 1.98-5.95 10.10-0.151 0.0-2.9 1 1.0-5.0 1 .15 1 .24 1 3 1 5 1 56
1 3-12 1 18-35.11.30-1.501 0.57-1,98 10.12-0.181 0.0-2.9 1 0.0-0.5 1 .28 1 .28 1 1 1
1 12-26 1 18-3511.30-1.501 0.57-1.98 10,12-0.181 0.0-2.9 1 0.0-0.5 1 .28 1 .28 1 I
1 26-61 0.00-0.06
1 I --- 1 I --- I --- __ 1
CpB,
I 1 I 1 1 I 1 1 1 1 1 1
Cliffield-------- 1 0-3 1 7-2011,30-1.601 1.98-5.95 10.06-0.121 0.0-2.9 1 1.0-5.0 I .15 I .24
l I I
1 3-2S 1 10-3511.20-1.601 0.57-1.98 10.10-0.131 0.0-2.9 1 0.5-1.0 .10 ,28 1 2 1 8 1 0
125-60 1--- I --- 10.00-0.06 I I I I I
I --- I--- I--- I I I
Pigeonroost--"'--1 0-3 1 8-2011.35-1.601 1.96-5.95 10.10-0.151 0.0-2.9 1 1.0-S.0 1 .15 1 .24 1 3 1 5 1 56
1 3-12 1 18-3511.30-1.501 0.57-1.98 10.12-0,181 0.0-2.9 1 0,0-0.5 1 ,28 1 ,28 1 1 1
1 12-26 1 18-3511.30-1.501 0.57-1,98 10.12-0.181 0.0-2.9 1 0.0-0.5 1 ,28 1 ,28 1 1 1
1 26-61 1 --- 1 l 0.00-0.06 1 --- I I I I
I I 1 1 --- 1 --- 1 --- 1 I I I
Rutherford County, North Carolina
I 'I
Map symbol I Depth 1 Clay
and soil name 1 I
Table Sp.-Physical Properties of the Soile--Continued
Moist l Pexmea- lAvailablel Linear
bulk 1 bility I water lextensi-
density I (Kent) 1 i

In
I capac ty l bility
l Pat 1 9/cc 1 In/hr I In/in 1 Pat

Pbc2: I I I I I

Bethlehem-------
-1 0-7 I I I
l 7-3511.40-1.651 1.98-5.95 10.06-0.101 0.0-2.9
1 7-24 1 35-6011.25-1.501 0.57-1.98 10.12-0.151 0.0-2.9
1 24-33 1 20-3511.40-1.601 0.57-1.98 10.08-0.121 0.0-2.9
1 33-60 1 --- 1 --- I ---

Pbn2: I I
I

Pacolet--------_-
1 0-5 I I
1 20-3511.30-1.501 0.57-1.98 10.10-0.141 0.0-2.9
1 5-26 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9
1 26-37 1 15-3011.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
1 37-52 1 10-2511.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
1 52-62 1 10-2511.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
Bethlehem--------
I 0-7
I 7-3511.40-1.651 1.98-5.95 10.06-0.101 0.0-1.9
1 7-24 1 35-6011.25-1.501 0.57-1.98 10.12-0.151 0.0-2.9
1 24-33 1 20-3511.40-1.601 0.57-1.98 10.08-0.121 0.0-2.9
1 33-60 1 --- I 1

PeB2:
I I
I
I I

Pacolet----------
1 0-5 1 I I I
20-3511.30-1.501 0.57-1.98 10.10-0.141 0.0-2.9
1 5-26 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9
1 26-37 1 15-3011.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
1 37-52 1 10-2511.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
1 52-62 1 10-2511.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9
saw--------------
I
0-7 1 1 1
20-4011.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 7-19 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 19-25,1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 25-28 1 5-3011.30-1.501 0.57-5.95
0.07-0.12
0.0-2.9 1
1 28-60 1 1
1
--- I ---
I
PsC2: I I I I I I
Pacolet---------- 1 0-5 1 20-3511.30-1.501 0.57-1.98 10.10-0.141 0.0-2.9 1
1 5-26 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 26-37 1 15-3011.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9 1
1 37-52 1 10-2511.20-1.501 0.57-1.98 10.08-0.151 0.0-2.9 1
1 52-62 1 10-2511.20-1.501 0.57-1.98 1,0.08-0.151 0.0-2.9 1
Saw--------------1 0-7 1 20-4011.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 7-19 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 19-25 1 35-6511.30-1.501 0.57-1.98 10.12-0.151 0.0-2.9 1
1 25-28 1 5-3011.30-1.501 0.57-5.95 10.07-0.121 0.0-2.9 1
1 28-60 1 --` I --- I --- I --- I ---
PeD2:
Pacolet---------- 1 0-5
1 5-26
l 26-37
1 37-52
l 52-62
I
saw--------------1 I
0-7
I
I 7-19 1
l 19-25 1
1 25-28 l
1 28-60 1

QP•
I I
Pits I
I I
I
20-3511.30-1.50
35-6511.30-1.50
15-3011.20-1.50
10-2511.20-1.50
10-2511.20-1.50
20-4011.30-1.501
35-65I1.30-1.50
35-6511.30-1.50
5-3011.30-1.501
I I
I 1
I I
0.57-1.96 10.10-0.141 0.0-2.9
0.57-1.98 10.12-0.151 0.0-2.9
0.57-1.98 10.08-0.151 0.0-2.9
0.57-1.98 10.08-0.151 0.0-2.9
0.57-1.98 10.08-0.151 0.0-2.9
1 1
0.57-1.98 10.12-0.151 0.0-2.9
0.57-1.98 10.12-0.151 0.0-2.9
0.57-1.98 10.12-0.151 0.0-2.9
0.57-5.95 10.07-0.121 0.0-2.9
--- I --- I ---
323
lBrosion factorslvind lwind
Organic I lerodi-lerodi-
matter l I I lbilitylbility
I Kw _I Kf I T (group lindex
Pat I I I
? I I I
? I I I
1.0-3.0 1 .15 1 .28 1 3
0.0-0.5 1 .28 1 .32 1
0.0-0.5 1 .20 1 •28 1
0.5-1.0 1 .24 .24 1 2
0.0-0.5 1 .28 1 .28 1
0.0-0.5 1 .28 1 .28 1
0.0-0.5 1 .28 1 .28 1
0.0-0.5 1 .28 1 .28 1
1.0-3.0 1 .15 1 .28 1 3
0.0-0.5 1 .28 1 .32 1
0.0-0.5 1 .20 1 .28 1
--- I --,- I --- I
0.5-1.0 1 .24
l 0.0-0.5 1 .28
1 0.0-0.5 I .28
1 0.0-0.5 1 .28
1 0.0-0.5 1 .28
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0.5-1.0 l .28
0.0-0.5 1 .28
0.0-0.5 1 .28
0.0-0.5 l .20
0.5-1.0 1 .24
0.0-0.5 1 .28
0.0-0.5 1 .28
0.0-0.5 1 .28
0.0-0.5 1 .28
0.5-1.0
0.0-0.5
0.0-0.5
0.0-0.5
0.5-1.0
0.0-0.5
0.0-0.5
0.0-0.5
0.0-0.5
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1 .28
1 .28
1 .20
24
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0.5-1.0
0.0-0.5
0.0-0.5
0.0-0.5
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.28
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1 .2412
1 .2e l
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Page 1 of 1
.summary by Map Unit - Rutherford County, North Carolina
Soil Survey Area Map
Unit Symbol Map Unit Name Rating (micrometers Total Acres In AOI
r per second)
ChA Chewacla loam, 0 to 2 9.0000
14
2
percent slopes, .
occasionally flooded
PbB2 Pacolet- Bethlehem 10.6316 0
8
complex, 2 to 8 percent .
slopes, eroded
PbC2 Pacolet- Bethlehem 9.0000 2
6
complex, 8 to 15 percent .
slopes, eroded
PsB2 Pacolet-Saw complex, 2 to 9.0000 68
6
8 percent slopes, eroded .
PsC2 Pacolet-Saw complex, 8 to 9.0000 78
5
15 percent slopes, eroded .
PsD2 Pacolet-Saw complex, 15 9.0000 58
0
to 25 percent slopes, .
eroded
RsC Rock outcrop-Ashlar 0.0350 14
3
complex, 2 to 15 percent .
slopes
http://websoiIsurvey.nres.usda.eov/ann/wehQniIQiirA,P?, „„
arvey
Page 1 of 1
Saturated hydraulic conductivity refers to the ability of a soil to transmit water or air. The term "permeability"
also indicates saturated hydraulic conductivity (Ksat). The estimates, expressed in micrometers per second,
indicate the rate of water movement. They are based on soil characteristics observed in the field, particularly
structure, porosity, and texture. Ksat is considered in the design of soil drainage systems and septic tank
absorption fields.
For each soil horizon or layer in the underlying database, this attribute is actually recorded as three separate
values. A low value and a high value indicate the range of this attribute for the corresponding component. A
"representative" value Indicates the expected value of this attribute for the corresponding component. For
this soil property, only the representative value is used.
For this attribute, numeric Ksat values have been grouped into the following classes using standard Ksat class
limits.
Very low: 0.00 - 0.01
Low: 0.01 -0.1
Moderately low: 0.1 - 1.0
Moderately high: 1 - 10
High: 10 - 100
Very high: 100 - 705
?V Pf'vy
dr 1,3 r'd C`, asses
Saturated Hydraulic Conductivity (Ksat), Standard Classes Units of Measure: micrometers per
second
Aggregation Method: Dominant Component
Component Percent Cutoff:
Tie-break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options: All
http://websoilsurvev_nrc,.. nwip

DAVID D. SMITH and COMPANY, PLLC
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
Facsimile Transmittal
Cover Sheet
TRANSMITTED TO:
Name: Sam Aghimien
Company: NCDENR
Division of Water Quality
Fax #: [phone]
Date: January 20, 2006
Project #: 187005
Project: Henrietta Quarry
DWQ Permit No. 05-1409
From: David Straub

TOTAL NUMBER OF PAGES (including cover sheet): 5
COMMENTS:
Sam -
Attached are copies of the 401 Worksheet, one for each of the four proposed Bioretention
Ponds at the proposed Henrietta Quarry, as you requested. As we discussed, the
information to which this worksheet refers, has already been submitted as part of the
Stormwater Management plan submittal. You should have a copy.
Please review them and feel free to call if you have any questions.
- David
C: Richard Magahey - Fax: [phone]
Telephone: [phone]
FPI 121:44 TEL :'-14T-3689I
Fax: [phone]
HAND DI 10-HETLAH[1, P. 1
nI s
r ?? j . 'I ' fit I t ?1

DWO Project No, 0 15
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : 44EWWJF-TTA Q &I9M .x
Contact Person; t?e,?t?1"Qau?3 Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: I -p1Dg_f1
Permanent Pool Eievation (elevation of the orifice invert out)
Temporary Pool Elevation A10 - oea ft. (elevation of the outlet structure invert in)
Biuretention Surface Area Lq-nop sq. it
Drainage Area `J:on ac. (on-Bite and off site drainage to the basin)
Impervious Area O ac. (on-site and off-site drainage to the basin)
Rational C Coefficient 0.4S
Size % &. 11 % (either 5% in wlsand under drain or 7% in w/o)
Inlet Velocity H/ fps SHEX1' NOL-1 W`pw- -15UOLVAAH
Inlet flow depth `b in (p fst(4NEp Fbo4 WTW)
Depth to Ground Water } 14 ft.
Planting Soil Infiltration Rate ) Q-52' sZ in./hr, (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate tJ NKW0I4W -in./hr (the soil layer below 4 feet or below the sand bed)
4 54,H9 5F_0 NbT UULP; Rp 5Li60lZ&IN Wlis-iaAvu ef,at~tzf,,
It. REQUIRED ITEMS CHECKLIST
Initial n the space provided to indicate the following design requirements have been met and supporting documentation is attached, ff a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all SMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADOicants Initials
Jt?_?_ No vertical sand bed is proposed
The bioretention area Is at least 40 feet by 15 feet,
_ yJ15 Sheet flow is provided at inlet.
PJ 5 Water table depth is greater than 6 feet.
Dam Minimum of 6" ponding is provided.
1S The ponded area will draw down in less than 4 days.
__QJ Planting soil infiltration rate Is greater than 0.52 in/hr.
_ The in-situ soil infiltration rate is greater than 0.2 in/hr. -? Ey?tgTi?.fCa SUt L 1" I L:?Ije>o f2xle
,A planting plan with species and densities Is provided. ? 5 N c ' Kt4c) " .
Mulch layer is specified In plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
--- Plan details for the bioretentlon area provided.
Plan details for the inlet and outlet are provided,
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acoeptable in the Piedmont and Mountains
? SEE AtrSD t?5 ?Zt~?twg?`? ?u?r'It'1`?EO
,THt I- _l1-2011C, FRI 1E:-O TEL:919 1 ? 36893 NAME: DWG!-bJETLOtIUD P
1 LI [a :i [;' I ith
?; ? i a 1 7.
DWQ Project No. QS-- 14 01
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name ; H F-W sm '?]'b. QuAe? &y
Contact Person: t?? i a u Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: Inc
Permanent Pod Elevation
Temporary Poo Elevation
Bloretention $urface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
W/ 6 _ ft.
91?Z•W' ft.
OP
LP ac.
- G--- ac.
a. ?
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 71% in w/o)
?Afps SNIT F?oW W PF,RF. :5u0pwAk?-t
t' 12p6I.AKGP f Teal. VtM)
? Ip ft
FLaT)
O.5 e1 indhr. (the soil layer down to 4 feet)
_ uH"oWN in./hr. (the soil layer below 4 feet or below the sand bed)
L-) 5h, +4ve Fp No-russp; Fv-RF. SLIevaNk ),V6W,& I9.L .IVEI -
Initial in the space provided to Indicate the following design requirements have been met and supporting documentation is attached. Ifa
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal Includes
a worksheet for each BMP, design calculations, plans and sperifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An Incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project,
Applicants Initials
_ ( ,1 No vertical sand bed Is proposed
D JS The bioretentlon area is at least 40 feet by 15 feet.
_____.__Sheet flow is provided at inlet,
__p»_ Water table depth is greater than 6 feet.
?__Mlnimum of 6" pending Is provided.
L-)JS The ponded area will draw down in less than 4 days.
_ _ ASS Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr. ?y f: X15 (IrdG? `?lu t?t?11. ("f;al?o?? iA1
fS A planting plan with species and densities is provided. I S tiloT )Gw°t• l? 1
Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDLNR Stormwater Best Management
Practices Manual, April 1999)
Ua 5 Plan details for the bioretention area provided.
0.1S Plan details for the inlet and outlet are provided.
W.5 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
A 5F-F- ALSO 1T" PFLF--Jtiau SL.Y S'48M' 1TW .
rHt.i,. _r_i ;='t=it_ir, FF'I 1 :5t=? TEL: +1`9i??r,9'?.1 1IOME:D1,10-I-JETLAHU

il,. rI r. d
DWQ Project No,_C-D ?5 --) 4()1
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information),.
Project Name , HE-t4 ki EM d;)Ub kL7Y
Contact Person: AU1 D 7 7122 t Phone Number L829) D54 -4448
For projects with multiple basins, specify which basin this worksheet applies to; Id U7ftj:: ? ?''? W& # o_ ?-
?o}RsE.D ?? ap1- tjr4
Permanent Pool Elevatior F J,A ft (elevation of the orifice invert; out) Ft./'WT)
Temporary Pool Elevation ¢ ?? ,op ft. (elevation of the outlet structure invert in)
Bioretention Surface Area j pr ZW sq. ft.
Drainage Area 1.40 ac. (on-site and off-site drainage to the basin)
Impervious Area (on-site and off-site drainage to the basin)
Rational C Coefficient
Size % Ito .ytr _ % (either 5% in whaod under drain or 7% in w/o)
Inlet Velocity fps sNtEr II.pw WIF'YcRF' :?t113pt &lo
Inlet flow depth _...___1$ in ?prLst?NEp pde,L rj
Depth to Ground Water l p ft,
Planting Soil Infiltration Rate -)0.15.) in./hr. (the soil layer down to 4 feet)
In-Situ Soil infiltration Rate uNK.L.IoWW in./hr. (the soil layer below 4 feet or below the sand bed)
L i S?^+?t:D I LL 17. I KP. Su ,GfZst? t '7 R???1 64'Xi+OfE
it. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached, If a
requirement has not been met, attach an explanation of why, At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design colculatlons, plans and specifications showing all BMPs and outlet structure details a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional infonTiation and will substantially delay final review and approval of the project.
Applicants Initials
No vertical sand bed Is proposed
,_.._V1S - The bioretention area is at least 40 feet by 15 feet.
?.IS -,Sheet flow is provided at inlet.
5 Water table depth is greater than 6 feet.
5 -Minimum of 6" ponding is provided.
PA-.c;__ The ponded area will draw down in less than 4 days.
A_e1 Planting soil infiltration rate is greater than 0.52 in/hr.
-The in-situ soil infiltration rate Is greater than 0-2 In/hr. (1N?jot4 tr ?il`?iu.?r?tlajE
planting plan with species and densities is provided. 16 O'-T V-?u°W,4
5?-Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
OAS -Plan details for the inlet and outlet are provided,
?__An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
* 5F.F- ALSO IT" l ??!tat15L? SuetI-rrtP.
FF'I 12: 1'-?t=t TEL:91':I J 6093 tIONE: DI 10-WETLAHU-, P

I l I ?_ i ,
Ir
DWQ Project No, CAS- ( W129
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information)
Project Name : AF-[A) LITA C7i u bap-Y
Contact Person. C;?vt P ,- Ii p, i Phone Number,
($2$t 2,5?- -IL}+
For projects with multiple basins, specify which basin this worksheet applies to:
)? aPos?p
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation (elevation of the outlet structure invert in)
f3ioretention Surface Area 5(._?5_ sq ft,
Drainage Area '2,2q ac. (on-sits and off-site drainage to the basin)
Imoervious Area n ac. (on-site and off-site drainage to the basin)
Rational C Coefficient a, $5
Size % 5 . % (either 5% in w/sand under drain or 7% in wit))
Inlet Velocity Ftizl;? 5umv-&1}4
fps !DHW IZWW W/
inlet flow depth _J_ in [flESi?aNE.P
.
Depth to Ground Water ? (?
ff,
Planting Soil Infiltration Rate _ __
In,lhr. (the soil layer down to 4 feet)
In-SIti Soil Infiltration Rate U?IGJOWh4 in./hr. (the soil layer below 4 feet or below the sand bed)
11A R-6.
Li-
?i 6ar-?C7 Q,EP tJ?f USE.P ??R?. SUP,GRe,tr?l 1??['??A?lt=1, ?'?,N"E,LDfl
II, REQUIRED ITEMS CHECKLIST ;
Initial in the space provided (o indicate the following design requirements have been met and supporting documentafton is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
Sheet flow is provided at inlet.
__Water table depth is greater than 6 feet.
___--[;?? Minirnum of 6" ponding is provided.
l The ponded area will draw down in less than 4 days.
-_j2 Planting soil infiltration rate is greater titan 0.52 Whir,
_ _ The In-situ soil infiltration rate is greater than 0.2 in/hr. E41 6T, U-? SOI L nJP 1 I.- IZ.TPO Rlq- -
W S A planting plan with species and densities is provided. 15 nbT k.*40W W
__Q?J_S_Muich layer is specified in plans.
Planting soil meats minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
_ Plan details for the bioretention area provided.
-I Plan details for the inlet and outlet are provided
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting sal are acceptable In the Piedmont and Mountains
-f, A"Sb 110-15 Frz.E'Jlaa" saisM11TEP, -
THIJ -Lt 1 - ='Or_tr. FF'I 12:11 TEL : 919 73-J6893 HAME : DWL -HETLHI IDS. P
O Mailed to Petitioner 11/301200
PLEASE PRINT CLEARLY OR TYPE
STATE OF NORTH CAROLINA / IN THE OFFICE OF
COUNTY OF (1) Aktherfo rCt ( _ 6 _ D5 ADMINISTRATIVE HEARINGS
Merm Ta\l)ert Owens
(your name) PETITIONER,
v.
(3) Diylsi On o+ Water Qkkal'ot'
RESPONDENT.
(The State agency or board about which you are complaining)
PETITION
FOR A
CONTESTED CASE HEARING
I hereby ask for a contested case hearing as provided for by North Carolina General Statute § 150B-23 because the Respondent has:
(Briefly state facts showing how you believe you have been harmed by the State agency or board.)
to S' Y L.cl -thy tnet
A/ 0 , :? S 31 l I./, -t \ A I t- V%I-" - 4?-?1' o f P1, h l k 'C N L- 'l c. If- rl t C c: i-K 2 -V-\-S o
c JVn I Ice.. I (XTPY` , Yltn? t-,% IIIn ItC n01d )-iQ (onz)r
I I
y A-6 I?rxA c oMMerc?'s o flY?i e; r t b ti,?? ?csrt IPcn?l?c, }-??ctr?n? ltr:
u
" ! 0 1 6c- V (If more space is needed, attach additional pages.) narr, e - tl 5 / q(I
(4) Because of these facts, the State agency or board has: (check at least one from each column) N tx1 riN ?f"G? (a Ua.rrl
deprived me of property; exceeded its authority jurisdiction;
ordered me to pay a fine or civil penalty, or --A,Cacted erroneously;
otherwise substantially prejudiced my rights; AND %,/failed to use proper procedure;
acted arbitrarily or capriciously, or
_ failed to act as required by law or rule.
(5) Date: 5 (6) Your phone number: ( i?,? 6S -)--58q'5
(7) Print your full a
(8) Print your name
(9) Your signature:
You must mail or deliver a COPY of this Petition to the State agency or board named on line (3) of this form. You should contact the agency
or board to determine the name of the person to be served.
CERTIFICATE OF SERVICE
I certify that this Petition has been served on the State agency or board named below by depositing a copy of it with the United States Postal
Service with sufficient postage affixed OR by delivering it to the named agency or board:
(10) CVnd; Kai-04 (11) 1)WQ
(name of person served) State agency or board listed on line 3)
(12) a3aL C-mbl-rce Mvd , Sui-t? X50 Raic.? ? Nc- -OU0 {
(street addresstp.o. box) (city) (state) (zip code)
zoos
(13) This the day of e. a e. b er
(14)
J. 0
(your signature)
When you have completed this form, you MUST mail or deliver the ORIGINAL AND ONE COPY to the Office of Administrative Hearings,
6714 Mail Service Center, Raleigh, NC 27699-6714. J ? !7
5
Dt - (?

INSTRUCTIONS FOR FORM H-06
"PETITION FOR A CONTESTED CASE" AND "CERTIFICATE OF SERVICE"
PLEASE PRINT CLEARLY OR TYPE
FILL IN BLANKS:
Fill in your county of residence (1), print your name on line (2), and the name of the agency or
board about which you are complaining on line (3). Be sure to briefly state the facts about your
case. Check all of the items that apply in section (4). Enter the date on line (5), your telephone
number on line (6), your address on line (7), print.youur_name online (8), and sign your name on-
line (9).
CERTIFICATE OF SERVICE:
You must mail or deliver a copy of your completed petition to the agency or board named on line
(3) and complete the "certificate of service" section on your petition, entering the name of the
person to whom you mailed or delivered the petition on line (10). You should contact the agency
or board to determine the name of the person to be served. Print the name of the state agency
involved on line (11), the address of the agency or board on line (12), the date on line (13), and
sign your name on line (14).
FILING YOUR PETITION WITH THE OFFICE OF ADMINISTRATIVE HEARINGS:
Your contested case will commence as soon as you file your completed on inal petition, along
with a copy, properly signed, with the Office of Administrative Hearings. Below are the mailing
and physical addresses: -
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 424 North Blount St.
Raleigh, NC 27699-6714 Raleigh, NC 27601
If you mail this form, the case commences when it is received and filed in this office.
If you choose to file your petition by fax, you may fax the petition during normal business hours
to the Clerk's Office at [phone]. OAH must receive the original document and a copy
within five business days following the fax transmission for the petition to be deemed "filed"
on the fax transmission date.
H-06 instructions (11/99)
4w,) Corp-s was s jp oscd -to Sr-n d Pt i
Pos-r 0i+?cc . The Posl-rnas- r-r at HcY,ricti-cx
I1,ott Ce . Ao101 nq pt`o pcrfi? 0 ".a r,c.v?z W CrG
A r-r\Y Gor?s dyd re-LssLkc. 'v v-kb1? o Nof?cc,
h0.d oil re, ad y b tee, n 1 ss Ked .
( ?-oyxt )
nc vc.r rGC_G?vcd t?,c. ?? r? t'
hod' V\at-%??ed
1? o w cvcr? wock-cr ?crrn
LONG BRANCH = j- I +o7
PARTNERS
May 8, 2006
Mr. Samuel Aghimien
Division of Water Quality
Department of Environmental and Natural Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
Dear Mr. Aghimien:
As we discussed, I am sending you the attached updated drawings, dated May 8, 2006, of
the Henrietta Quarry and storm calculations for your information. Since receiving your
401 water quality approval we wanted to send this courtesy copy to keep you informed of
some changes we are making with the Division of Land Quality. We have added two
small storm water retention areas to the south side of our site.
Please feel free to contact me with any questions. 1 can be reached at 828-507-2030.
Sincere ,
i
Richard B. Ma ey
Vice President
MAY g 2006
DENR - WATER QUALITY
WETLANDS AND STMT MATER BRANCH
Long Branch Partners, LLC
Business Office
315 Red Oak Flats Road • Dahlonega, GA 30533 - 706-867-6101 - 706-867-6102 (Fax)
f
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
May 8, 2006
HENRIETTA,
Rutherford County, North Carolina
Owner / Developer:
Long Branch Partners, L.L.C.
315 Red Oak Flats Road
Dahlonega, GA 30533
Tel. [phone]
#?fttm?4.
Mq Y 8
2006
'?'1^+o srcria?, 4 U,q /
Abp"RMcH
Telephone: [phone] Fax: [phone]
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980=1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Temporarv Sediment Traps 1 - 8
(Note: These Sediment Traps have been sized to accommodate flow from the previous
upstream trap; the remaining Sediment Traps have been sized based on 1,800 cu. ft. per
disturbed area)
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
FILE No. 187005
SHEET NO. 1 of 6
DATE 5/8/2006
Sediment Trap #1 "Note: see Table 6.60a for determining weir length
Onsite watershed= 2.19 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 3,942 cubic feet
Sediment Trap Dimensions= 40'Lx25'Wx4'deep = 4,000 cubic feet volume provided
Sediment Trap 02
Onsite watershed= 2.40 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 4,320 cubic feet
plus Outflow from Sediment Trap #1 =>
Weir Calculator - Flow from Sediment Trap #1
Given Input Data:
Weir Type ......
Equation ........
Solving for .....
Depth of Flow
Coefficient .....
Height ............
............. Rectangular
........... Contracted
........... Flowrate
.............. 6.0000 in
........... 0.0700
......... 18.0000 in
Computed Results:
Flowrate ....................... . 0.7809 cfs
Full Flow ....................... 3.9200 cfs
Velocity ........................ 0.2603 fps
Width ........................... 72.0000 in
Area ............................ 9.0000 ft2
Perimeter ...................... . 108.0000 in
Wet Perimeter .............. ..... 84.0000 in
Wet Area ...................... .. 3.0000 ft2
Percent Full .................. .. 33.3333%
Therefore,
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet additional storage required,
(based on a 5 minute duration storm) + 4,320 cubic feet =.4,554.27 cubic feet total required.
Sediment Trap #2 Dimensions = 46'Lx25'Wx4'deep = 4,600 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT _Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #3
Onsite watershed= 2.97 Acres
FILE No. 187005
SHEET NO. 2 of 6
DATE 5/8/2006
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,346 cubic feet
plus Outflow from Sediment Trap #2 =>
Weir Calculator - Flow from Sediment Trap #2
Given Input Data:
Weir Type ..............
Equation ................
Solving for ..............
Depth of Flow .........
Coefficient ..............
Height .....................
Computed Results:
Flowrate ............
Full Flow ...........
Velocity .............
Width .................
Area ..................
Perimeter ..........
Wet Perimeter ...
Wet Area ...........
Percent Full .......
......... Rectangular
....... Contracted
....... Flowrate
.......... 6.0000 in
....... 0.0700
..... 18.0000 in
.......... 0.7809 cfs
.......... 3.9200 cfs
......... 0.2603 fps
......... 72.0000 in
........ 9.0000 ft2
........... 108.0000 in
.............. 84.0000 in
........... 3.0000 ft2
........... 33.3333%
Therefore,
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet additional storage required,
(based on a 5 minute duration storm) + 5,346 cubic feet = 5,580.27 cubic feet total required.
Sediment Trap #3 Dimensions = 56'Lx25'Wx4'deep = 5,600 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY ____As CHECKED BY
Sediment Trap #4
Onsite watershed= 4.28 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 7,704 cubic feet
plus Outflow from Sediment Trap #2 =>
Weir Calculator - Flow from Sediment Trap #3
Given Input Data:
Weir Type ....................... Rectangular
Equation ........................ Contracted
Solving for ..................... Flowrate
Depth of Flow ................ ... 6.0000 in
Coefficient ..................... 0.0700
Height .......................... 18.0000 in
Computed Results:
Flowrate ....................... . 1.0456 cfs
Full Flow ....................... 5.2954 cfs
Velocity ........................ 0.2614 fps
Width ........................... 96.0000 in
Area ............................ 12.0000 ft2
Perimeter ...................... . 132.0000 in
Wet Perimeter ............... .... 108.0000 in
Wet Area ....................... . 4.0000 ft2
Percent Full ................... . 33.3333%
FILE No. 187005
SHEET NO. 3 of 6
DATE 5/8/2006
Therefore,
1.0456 cfs x 60 seconds x 5 minutes = 313.68 cubic feet additional storage required,
(based on a 5 minute duration storm) + 7,704 cubic feet = 8,017.68 cubic feet total required.
Sediment Trap #4 Dimensions = 70'Lx35'Wx3.5'deep = 8,575 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY dis CHECKED BY
Sediment Trap #5
Onsite Watershed= 3.00 Acres
FILE No. 187005
SHEET NO. 4 of 6
DATE 5/8/2006
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,400 cubic feet
plus Outflow from Sediment Trap #4 and Sediment Trap #8 =>
Weir Calculator - Flow from Sediment Trap #4
Given Input Data:
Weir Type ....................... Rectangular
Equation ........................ Contracted
Solving for ..................... Flowrate
Depth of Flow ................ ... 6.0000 in
Coefficient ..................... 0.0700
Height .......................... 18.0000 in
Weir Calculator - Flow from Sediment Trap #8
Given Input Data:
Weir Type ....................... Rectangular
Equation ........................ Contracted
Solving for ..................... Flowrate
Depth of Flow ................ ... 6.0000 in
Coefficient ..................... 0.0700
Height .......................... 18.0000 in
Computed Results: Computed Results:
Flowrate ........................ 1.3103 cfs Flowrate ........................ 0.7809 cfs
Full Flow ....................... 6.6709 cfs. Full Flow ....................... 3.9200 cfs
Velocity ........................ 0.2621 fps Velocity ........................ 0.2603 fps
Width ........................... 120.0000 in Width ........................... 72.0000 in
Area ............................ 15.0000 ft2 Area ............................ 9.0000 ft2
Perimeter ....................... 156.0000 in Perimeter ...................... . 108.0000 in
Wet Perimeter ................... 132.0000 in Wet Perimeter .............. ..... 84.0000 in
Wet Area ........................ 5.0000 ft2 Wet Area ....................... . 3.0000 ft2
Percent Full .................... 33.3333% Percent Full ................... . 33.3333%
Therefore,
1.3103 cfs x 60 seconds x 5 minutes = 393 cubic feet additional storage required from Trap #4,
+ 5,400 cubic feet = 5,793 cubic feet total required.
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet ad ditional storage required from Trap #8,
+ 5,793 cubic feet = 6,027 cubic feet total storage required
Sediment Trap #5 Dimensions = 60'Lx30'Wx3.5'deep = 6,300 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #6
Onsite watershed= 3.22 Acres
FILE No. 187005
SHEET NO. 5 of 6
DATE 5/8/2006
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,796 cubic feet
Sediment Trap Dimensions= 58'Lx25'Wx4'deep = 5,800 cubic feet volume provided
Sediment Trap #7
Onsite watershed= 4.93 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 8,874 cubic feet
plus Outflow from Sediment Trap #6 =>
Weir Calculator - Flow from Sediment Trap #6
Given Input Data:
Weir Type ....................... Rectangular
Equation ........................ Contracted
Solving for ..................... Flowrate
Depth of Flow ................ ... 6.0000 in
Coefficient ..................... 0.0700
Height .......................... 18.0000 in
Computed Results:
Flowrate ...........
Full Flow ..........
Velocity ............
Width ...............
Area .................
Perimeter .........
Wet Perimeter.,
Wet Area ..........
Percent Full ......
1.0456 cfs
............ 5.2954 cfs
........... 0.2614 fps
........... 96.0000 in
.......... 12.0000 ft2
............. 132.0000 in
................. 108.0000 in
..... :....... 4.0000 f12
............. 33.3333%
Therefore,
1.0456 cfs x 60 seconds x 5 minutes = 313.68 cubic feet additional storage required from Trap #6,
+ 8,874 cubic feet = 9,188 cubic feet total required.
Sediment Trap #7 Dimensions = 77'Lx30'Wx4'deep = 9,240 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #8
Onsite watershed= 2.00 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 3,600 cubic feet
plus Outflow from Sediment Trap #7 =>
Weir Calculator - Flow from Sediment Trap #7
Given Input Data:
Weir Type ...............
Equation .................
Solving for ..............
Depth of Flow .........
Coefficient ..............
Height .....................
Computed Results:
Flowrate ...................
Full Flow ...................
Velocity .....................
Width ........................
Area ..........................
Perimeter ..................
Wet Perimeter ..........
Wet Area ..................
Percent Full ..............
...... Rectangular
Contracted
...... Flowrate
........ 6.0000 in
..... 0.0700
... 18.0000 in
.... 1.5750 cfs
.... 8.0463 cfs
... 0.2625 fps
... 144.0000 in
.. 18.0000 ft2
..... 180.0000 in
........ 156.0000 in
..... 6.0000 ft2
..... 33.3333%
Therefore,
1.5750 cfs x 60 seconds x 5 minutes = 472.50 cubic feet additional storage required from Trap #7
+ 3,600 cubic feet = 4,072.50 cubic feet total required.
FILE No. 187005

SHEET NO. 6 of 6

DATE 5/8/2006

Sediment Trap #8 Dimensions = 41'Lx25'Wx4'deep = 4,100 cubic feet volume provided
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Culverts
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm
COMPUTED BY djs CHECKED BY
FILE No. 187005
SHEET NO. 1 of 7
DATE 5/8/2006
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 1: Q10= 18.09 cfs Culvert No. 2: Q10= 7.04 cfs
Q25= 19.71 cfs Q25= 7.67 cfs
Drain. Area =9.0 Acres; C=0.3 Drain. Area =3.5 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ........................ 18.0000 in Diameter ........................ 18.0000 in
Depth ........................... 12.0000 in Depth ........................... 12.0000 in
Slope ........................... 0.0440 ft/ft Slope ........................... 0.1000 ft/ft
Manning's n ..................... 0.0110 Manning's n ..................... 0.0110
Computed Results:
Flowrate ....................... . 20.4125 cfs
Area ............................ 1.7671 ft2
Wetted Area ................. .... 1.2515 ft2
Wetted Perimeter ......... ....... 34.3914 in
Perimeter ..................... .. 56.5487 in
Velocity ........................ 16.3103 fps
Hydraulic Radius .......... ...... 5.2402 in
Percent Full .................. .. 66.6667%
Full flow Flowrate ......... ..... 26.0403 cfs
Full flow velocity ........... ... 14.7358 fps
Area ............................ 2.6250 ft2
Perimeter ...................... . 52.2492 in
Percent full ................... . 50.3315%
Computed Results:
Flowrate ....................... . 30.7730 cfs 4
Area ............................ 1.7671 ft2
Wetted Area ................ ..... 1.2515 ft2
Wetted Perimeter ........ ........ 34.3914 in
Perimeter ..................... .. 56.5487 in
Velocity ........................ 24.5887 fps
Hydraulic Radius .......... ...... 5.2402 in
Percent Full .................. .. 66.6667%
Full flow Flowrate ......... ..... 39.2572 cfs
Full flow velocity ........... ... 22.2150 fps
Area ............................ 2.6250 ft2
Perimeter ..................... .. 52.2492 in
Percent full ................... . 58.8260%
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm
COMPUTED BY djs CHECKED BY
SHEET NO. 2 of 7
DATE 5/8/2006
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 3: Q10=18.90 cfs Culvert No. 4: Q10=12.89 cfs
Q25= 20.59 cfs Q25= 13.21 cfs
Drain. Area =9.4 Acres; C=0.3 Drain. Area =1.16 Acres; C=0.45
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ........................ 24.0000 in Diameter ........................ 18.0000 in
Depth ........................... 16.4292 in Depth ........................... 15.0000 in
Slope ........................... 0.0114 ft/ft Slope ........................... 0.0140 ft/ft
Manning's n ..................... 0.0110 Manning's n ..................... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 20.6156 cfs Flowrate ........................ 14.9009 cfs q
Area ............................ 3.1416 ft2 Area ............................ 1.7671 ft2
Wetted Area .................. ... . 2.2919 ft2 Wetted Area ................. .... 1.5736 ft2
Wetted Perimeter ......... ....... 46.7721 in Wetted Perimeter ......... ....... 41.4094 in
Perimeter ...................... . 75.3982 in Perimeter ...................... . 56.5487 in
Velocity ........................ 8.9951 fps Velocity ........................ 9.4696 fps
Hydraulic Radius ........... ..... 7.0561 in Hydraulic Radius ........... ..... 5.4720 in
Percent Full ................... . 68.4550% Percent Full .................. .. 83.3333%
Full flow Flowrate .......... .... 25.3636 cfs Full flow Flowrate .......... .... 14.6887 cfs
Full flow velocity ............ .. 8.0735 fps Full flow velocity ............ .. 8.3121 fps
Critical Information
Critical depth .................. 20.6304 in
Critical slope .................. 0.0046 ft/ft
Critical velocity ............... 6.9577 fps
Critical depth .................. 8.4044 in
Critical slope .................. 0.0677 ft/ft
Critical velocity ............... 4.2300 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering. Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO
3 of 7
COMPUTED BY djs CHECKED BY DATE 5/8/2006
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 5: Q10= 7.40 cfs Culvert No. 6: Q10= 13.73 cfs
Q25= 8.07 cfs Q25= 14.97 cfs
Drain. Area =1.7 Acres; C=0.65 Drain. Area =2.1 Acres; C=0.45
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ........................ 15.0000 in Diameter ........................ 15.0000 in
Depth ........................... 9.0000 in Depth ........................... 9.0000 in
Slope ........................... 0.0940 ft/ft Slope ........................... 0.0940 ft/ft
Manning's n ..................... 0.0110 Manning's n ..................... 0.0110
Computed Results:
Flowrate ........................ 15.7253 cfs 4
Area ............................ 1.2272 ft2
Wetted Area .................. ... 0.7688 ft2
Wetted Perimeter .......... ...... 26.5823 in
Perimeter ...................... . 47.1239 in
Velocity ........................ 20.4545 fps
Hydraulic Radius ........... ..... 4.1647 in
Percent Full ................... . 60.0000%
Full flow Flowrate .......... .... 23.4063 cfs
Full flow velocity ............ .. 19.0732 fps
Computed Results:
Flowrate .............. .......... 15.7253 cfs
Area .................... ........ 1.2272 ft2
Wetted Area ..................... 0.7688 ft2
Wetted Perimeter ................ 26.5823 in
Perimeter ............ ........... 47.1239 in
Velocity ............... ......... 20.4545 fps
Hydraulic Radius . ............... 4.1647 in
Percent Full ......... ........... 60.0000%
Full flow Flowrate .............. 23.4063 cfs
Full flow velocity .. ............ 19.0732 fps
FILE No. 187005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm
COMPUTED BY djs CHECKED BY
FILE No. 187005
SHEET NO. 4 of 7
DATE 5/8/2006
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 7: Q10= 22.68 cfs Culvert No.8: Q10= 19.85 cfs
Q25= 24.70 cfs Q25= 21.36 cfs
Drain. Area =11.28 Acres; C=0.3 Drain. Area =1.72 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flovrate
Diameter ....................... . 18.0000 in Diameter ........................ 18.0000 in
Depth ........................... 10.8000 in Depth ........................... 13.5000 in
Slope ........................... 0.0833 ft/ft Slope ........................... 0.0400 ft/ft
Manning's n ................... .. 0.0110 Manning's n ..................... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 24.0718 cfs Flowrate ........................ 22.6405 cfs
Area ............................ 1.7671 ft2 Area ............................ 1.7671 ft2
Wetted Area .................. ... 1.1071 ft2 Wetted Area ..................... 1.4217 ft2
Wetted Perimeter .......... ...... 31.8988 in Wetted Perimeter ................ 37.6991 in
Perimeter .....................: . 56.5487 in Perimeter ....................... 56.5487 in
Velocity ........................ 21.7438 fps Velocity ........................ 15.9253 fps
Hydraulic Radius ........... ..... 4.9976 in Hydraulic Radius ................ 5.4304 in
Percent Full ................... . 60.0000% Percent Full .................... 75.0000%
Full flow Flowrate .......... .... 35.8296 cfs Full flow Flowrate .............. 24.8284 cfs
Full flow velocity ............ .. 20.2754 fps Full flow velocity .............. 14.0500 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
FILE No. 187005
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO. 5 of 7
COMPUTED BY djs CHECKED BY DATE 5/8/2006
Using the Rational Method, I10=6.70 for the Charlotte 6 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No.9: Q10= 16.39 cfs Culvert No.10:
Q25= 17.59 cis Q25= 0.26 cfs
Drain. Area =2.00 Acres; C=0.3 Drain. Area =0.12 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ........................ 15.0000 in Diameter ........................ 15.0000 in
Depth ........................... 12.0000 in Depth ........................... 9.0000 in
Slope ........................... 0.0620 ft/ft Slope ........................... 0.0250 ft/ft
Manning's n ..................... 0.0110 Manning's n ..................... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 18.5809 cfs 4 Flowrate ........................ 8.1097 cfs
Area ............................ 1.2272 ft2 Area ............................ 1.2272 ft2
Wetted Area ................. .... 1.0525 ft2 Wetted Area ................. .... 0.7688 ft2
Wetted Perimeter ......... ....... 33.2145 in Wetted Perimeter ......... ....... 26.5823 in
Perimeter ...................... . 47.1239 in Perimeter ...................... . 47.1239 in
Velocity ........................ 17.6548 fps Velocity ........................ 10.5486 fps
Hydraulic Radius ................ 4.5629 in Hydraulic Radius .......... ...... 4.1647 in
Percent Full ................... . 80.0000% Percent Full .................. .. 60.0000%
Full flow Flowrate .......... .... 19.0093 cfs Full flow Flowrate .......... .... 12.0709 cfs
Full flow velocity ............ .. 15.4901 fps Full flow velocity ............ .. 9.8362 fps
Critical Information
Critical depth .................. 14.7582 in
Critical slope .................. 0.0059 ft/ft
Critical velocity ............... 5.9375 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
187005
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO
COMPUTED BY djs CHECKED BY
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I26-7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No.11: Culvert No.12:
Q25= 7.62 c fs Q25= 5.34 cfs
Drain. Area =2.32 Acres; C=0.45 Drain. Area =2.44 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ....................... . 18.0000 in Diameter ........................ 18.0000 in
Depth ........................... 12.0000 in Depth ........................... 12.0000 in
Slope ........................... 0.0130 ft/ft Slope ........................... 0.0130 ft/ft
Manning's n ..................... 0.0110 Manning's n ..................... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 11.0954 cfs ?l Flowrate ........................ 11.0954 cfs
Area ............................ 1.7671 ft2 Area ............................ 1.7671 ft2
Wetted Area ..................... 1.2515 ft2 Wetted Area ................. .... 1.2515 ft2
Wetted Perimeter ................ 34.3914 in Wetted Perimeter ......... ....... 34.3914 in
Perimeter ...................... . 56.5487 in Perimeter ...................... . 56.5487 in
Velocity ........................ 8.8656 fps Velocity ........................ 8.8656 fps
Hydraulic Radius ........... ..... 5.2402 in Hydraulic Radius .......... ...... 5.2402 in
Percent Full ................... . 66.6667% Percent Full .................. .. 66.6667%
Full flow Flowrate .......... .... 14.1544 cfs Full flow Flowrate .......... .... 14.1544 cfs
Full flow velocity ............ .. 8.0097 fps Full flow velocity ........... ... 8.0097 fps
Critical Information Critical Information
Critical depth .................. 16.3666 in Critical depth .................. 16.3666 in
Critical slope .................. 0.0053 ft/ft Critical slope .................. 0.0053 ft/ft
Critical velocity ............... 6.2212 fps Critical velocity ............... 6.2212 fps
6of7
DATE 5/8/2006
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO. 7 of 7
COMPUTED BY djs CHECKED BY DATE 5/8/2006
42" CULVERT AT HOG PEN BRANCH
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator
Culvert No.13:
025= 591 c fs
Drain. Area =270 Acres; C=0.3
Given Input Data:
Shape ........................... Circular
Solving for .................... . Flowrate
Diameter ....................... . 42.0000 in
Depth ........................... 25.2000 in
Slope ........................... 0.0111 ft/ft
Manning's n .................. ... 0.0130
Computed Results:
Flowrate ..................
Area .........................
Wetted Area ............
Wetted Perimeter ....
Perimeter .................
Velocity ....................
Hydraulic Radius .....
Percent Full .............
Full flow Flowrate ....
Full flow velocity ......
Drainage area = 270 Acres
71.2144 cfs (refer to Hydrocad Calculations)
9.6211 ft2
...... 6.0273 ft2
......... 74.4305 in
... 131.9469 in
. 11.8152 fps
........ 11.6611 in
.... 60.0000%
...... 105.9990 cfs
.... 11.0173 fps
Critical Information
Critical depth .................. 32.6787 in
Critical slope .................. 0.0051 ft/ft
Critical velocity ............... 8.6910 fps
Critical area ................... 8.2168 ft2
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Bioretention Ponds
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 1 (from quarry stone Processing Areal
Onsite watershed= 9.00 Acres
Q25 = (CIA) => (0.5)(7.3)(9.0) = 32.85 cfs + 2 structures = 16.43 cfs each.
Storage required for first 1" of runoff = 9 ac. x 43,560 sf x (1"+12) = 32,670 cu. ft. treatment storage req'd.
Storage provided= 600'x 40't x 18" pool depth = 36,000 cubic feett
Temporary Slope Drains Emergency Spillway
Flow Data from a 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) = (0.5)(8.8)(9.0)=39.6 cfs
Q=CM 2gh
Given Input Data:
Q= quantity of flow Shape ........................... Trapezoidal
C=coefficient of discharge (.60) Solving for .................... . Flowrate
A= area of opening Slope ........................... 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n .................. ... 0.0690
h= head of water above opening Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Runoff from water shed => Bottom width ................ .... 180.0000 in
Q25=(CIA) = (0.5)(7.3)(9) = 32.85 cfs total Left slope ...................... 2.0000 ft/ft (V/H)
Right slope ................... .. 2.0000 ft/ft (V/H)
15"0 temporary slope drain capacity=
Q = (.6)(1.23) 4 (2(32.2)(.5) Computed Results:
Q=4.19 cfs x 9 slope drains = 37.7 cfs so 0. K. Flowrate ........................ 43.9824 cfs so O.K.
Velocity ........................ 2.8376 fps
Dewaterina, over 12 Hours. Full Flowrate ................. .. 135.7247 cfs
Flow area ...................... . 15.5000 ft2
Ao = Aso 211 Ao= total opening area(sf) Flow perimeter .............. .... 206.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ............ .... 10.7913 in
h= head above hole (ft.) Top width ...................... . 192.0000 in
T= time to dewater Area ............................ 32.0000 ft2
Cd= coeff. (0.6) Perimeter ...................... . 233.6656 in
Percent full .................... 50.0000%
Pond - West Side
Ao = (13,600) q 2 (1.5)
(12)(0.6)(20,428)
Ao= 0.16 square feet
x 144 sq. in. = 23 square inches total.
Area of pert. (3/8" holes) Pipe opening = fl(r)2
= (3.1416)(0.1875)^2= 0.11 sq. inches per hole
23 sq. in. + 0.11 sq. in./hole = 209 - 3/8"0 holes,
spaced 6" on center
Pond - East Side
Ao = (10,400) ? 2 (1.5)
(12)(0.6)(20,428)
Ao= 0.12 square feet
x 144 sq. in. = 17.64 square inches total.
Area of pert. (3/8" holes) Pipe opening= n(r)2
= (3.1416)(0.1875)"2= 0.11 sq. inches per hole
17.64 sq. in. + 0.11 sq. in./hole = 160 - 3/8"0 he
spaced 6" on center
FILE No. 187005
1 of 8
DATE 3/7/2006
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY DATE
187005
2 of 8
3/7/2006
BIO RETENTION POND NUMBER 1 (from quarry stone Processina Area)
Pond - West Side
Additional Notes:
209 holes total/pipe @ 4 holes per row.
4 holes per row = 52 rows spaced 6" o.c.
= 26 If of pipe length x 2 pipes for
redundancy = 52 If of pipe total length, west side.
Pond - East Side
Additional Notes:
160 holes total/pipe @ 4 holes per row.
4 holes per row = 40 rows spaced 6" o.c.
= 20 If of pipe length x 2 pipes for
redundancy = 40 If of pipe total length, west side.
26 If/ 26 If/
209 hole 09 holes
20 If/ 20 If/
160 holes 160 holes _b f Id Primary Bloretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Note: Combined capacity of 15" dia. temp. slope drains is 37.7 cfs; see previous page.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (.6)(3.14)(0.75^2) (2(32.2)(4)
Q=17.02 cfs x 2 outlet structures = 34.04 cfs total, so 0. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
FILE No. 187005
Computed Results:
Flowrate ....................
Velocity ......................
Full Flowrate ..............
Flow area ..................
Flow perimeter ..........
Hydraulic radius .........
Top width ...................
Area ...........................
Perimeter ...................
Percent full ................
DATE 3/7/2006
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
Onsite watershed= 5.60 Acres
Q25 = (CIA) => (0.5)(7.3)(5.60) = 20.44 cfs
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 5.6 ac. x 43,560 sf x (1"+12) = 20,328 cu. ft. storage req'd.
Storage provided = 348'± x 45'± x 17" pool depth =22,237 cu. ft.
Primary Outlet Barrel
Flow Data from 15" barrel:
Using the Orifice equation:
Emergency Spillway
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(5.6)=24.64 cfs
Q=CAS 2gh
Q= quantity of flow
C=coefficient of discharge.(.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(5.6) = 20.44 cfs total
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0200 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 10.00 ft.
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
See page 4 of 8 for primary barrel sizing.
Dewaterina: over 12 hours.
Ao = Ash 2h Ao= total opening area(sf)
(T)(Cd) 20,428 As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Ao = (16,675) q 2(1.42) Cd= coeff. (0.6)
(12)(0.6)(20,428)
Ao= 0.19 square feet
x 144 sq. in. = 27.47 (say 28) square inches
Area of perf.(3/8" holes) Pipe opening = n(r)2
=(3.1416)(0.1875)"2 = 0.11 sq. inches each
28 sq. in. + 0.11 sq. in./hole = 250 - 3/8" holes,
spaced 6" on center.
3of8
28.8783 cfs so O. K.
2.7503 fps
... 88.5865 cfs
.. 10.5000 ft2
..... 146.8328 in
..... 10.2974 in
.. 132.0000 in
22.0000 ft2
173.6656 in
50.0000%
Critical Information
Critical depth .................. 7.5700 in
Critical slope .................. 0.0898 ft/ft
Critical velocity ............... 4.4378 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY DATE
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
Additional Notes:
250 holes total/pipe @ 4 holes per row.
4 holes per row = 63 rows spaced 6" o.c.
= 31.21, or say 32 If of pipe length x 2 pipes for
redundancy = 64 If of pipe total length.
32 If/ 32 If/
250 holes t 4 250 holes
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q=3.33(9.33-0.2x1')x(1')"1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
24"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
FILE No. 187005
4of8
2/28/2006
Q = (.6)(3.14)(1.00^2) (2(32.2)(4)
Q = 30.25 cfs, so O. K,
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 3 (from Redl Mix Plant
SHEET NO. 5 of S
DATE 3/2/2006
Onsite watershed= 1.40 Acres Combined Pond Surface Area = 6,518 SF
Q25 = (CIA) => (0.5)(7.3)(1.40) = 5.11 cfs
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 1.4 ac. x 43,560 sf x (1"+12) = 5,082 cu. ft. storage req'd.
Storage provided = 12" pool depth = 5,840 cubic feet (including forebay)
Primary Outlet Barrel
Flow Data from 15" barrel:
Using the Orifice equation:
Q=CM 2gh.
Q= quantity of flow
C=coefficient of discharge (.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(1.4) = 5.11 cfs total
See page 6 of 8 for primary outlet barrel sizing.
Dewaterina: over 12 hours.
Ao = Ash 2h Ao= total opening area(sf)
(T)(Cd) 20,428 As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Ao = (6,518) 4 2(1.0) Cd= coeff. (0.6)
(12)(0.6)(20,428)
Ao= 0.063 square feet
x 144 sq. in. = 9.0 square inches total.
Emergency Spillway
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(4.0)=17.60 cfs
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0200 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 8.00 ft.
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ....................... . 22.8715 cfs so 0. K.
Velocity ........................ 2.6908 fps
Full Flowrate ................. .. 70.0129 cfs
Flow area ..................... .. 8.5000 ft2
Flow perimeter ............. ..... 122.8328 in
Hydraulic radius ............ .... 9.9648 in
Top width ...................... . 108.0000 in
Area ............................ 18.0000 ft2
Perimeter ...................... . 149.6656 in
Percent full .................... 50.0000%
Critical Information
Critical depth .................. 7.5000 in
Critical slope .................. 0.0921 ft/ft
Area of perf.(3/8" holes) Pipe opening = n(r)2 Critical velocity ............... 4.4023 fps

=(3.1416)(0.1875)^2 = 0.11 sq. inches each
9.0 sq. in.+ 0.11 sq.in./hole = 82 - 3/8" holes, spaced 6" on center,
Provide drainage stone and filter fabric.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO.
COMPUTED BY dis CHECKED BY
BIO RETENTION POND NUMBER 3 (from Redl Mix Plant)
Additional Notes:
82 holes total/pipe c@ 4 holes per row,
4 holes per row = 21 rows spaced 6" o.c.
= 10.5, (say 11) If of pipe length x 2 pipes for
redundancy = 22 If of pipe total length.
11 If/ 11 If/
82 holes t .4 82 holes
FILE No. 187005
6of8
DATE 3/2/2006
Primary Bioretentlon Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) (2(32.2)(4)
Q = 17.02 cfs, so O. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
FILE No. 187005
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width ..........
Area ..................
Perimeter ..........
Percent full .......
SHEET NO. 7 of 8
DATE 3/2/2006
BIO RETENTION POND NUMBER 4 (above Redl Mix Plant
Onsite watershed= 2.24 Acres Pond Surface Area= 6,326 SF
Q25 = (CIA) => (0.5)(7.3)(2.24) = 8.18 cfs = 6.5% of Watershed area
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 2.24 ac. x 43,560 sf x (1"+12) = 8,131 cu. ft. storage req'd.
Storage provided = 12" pool depth =8,600 cubic feet
Primary Outlet Barrel
Flow Data from 15" barrel:
Using the Orifice equation:
Emernency Splllwav
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(4.0)=17.60 cfs
Q=CAq 2gh
Q= quantity of flow
C=coefficient of discharge (.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(2.24) = 8.18 cfs total
Given Input Data:
Shape ................
Solving for .........
Slope .................
Manning's n .......
Depth .................
Height ................
Bottom width ......
Left slope ...........
Right slope .........
... Trapezoidal
Flowrate
........ 0.0200 ft/ft
............ 0.0690
........ 12.0000 in
........ 24.0000 in
............ 8.00 ft.
....... 2.0000 ft/ft (V/H)
.... ,..... 2.0000 ft/ft (V/H)
See page 8 of 8 for primary outlet barrel sizing.
Dewaterina: over 12 hours.
Ao = Ash 2h Ao= total opening area(sf)
(T)(Cd) 20,428 As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Ao = (6,326) q 2(1) Cd= coeff. (0.6)
(12)(0.6)(20,428)
Ao= 0.06 square feet
x 144 sq. in. = 8.76 square inches total.
22.8715 cfs so O. K.
2.6908 fps
.......... 70.0129 cfs
......... 8.5000 ft2
............ 122.8328 in
............ 9.9648 in
........ 108.0000 in
..... 18.0000 ft2
149.6656 in
........ 50.0000%
Critical Information
Critical depth .................. 7.5000 in
Critical slope .................. 0.0921 ft/ft
Area of perf.(3/8" holes) Pipe opening = n(r)2 Critical velocity ............... 4.4023 fps
=(3.1416)(.0.1875)^2 = 0.11 sq. inches each
8.76 sq. in. + 0.2 sq. in./hole = 80 - 3/8" holes, spaced 6" on center,
Provide drainage stone and filter fabric.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO.
COMPUTED BY dis CHECKED BY
BIO RETENTION POND NUMBER 4 (above Redi Mix Plant)
Additional Notes:
80 holes total/pipe @ 4 holes per row.
4 holes per row = 20 rows spaced 6" o.c.
= 9.9 1, (say 10) If of pipe length x 2 pipes for
redundancy = 20 If of pipe total length.
80 holes 80 holes 10 t 8of8
10 If/ 10 If/

DATE 3/2/2006
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.21-1) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.21-11) H^1.5
Q=3.33(9.33-0.2x1')x(1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18110 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) (2(32.2)(4)
Q = 17.02 cfs, so O. K.
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Ditches
25 year storm interval
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm) SHEET NO
187005
1 of 4
COMPUTED BY dis CHECKED BY DATE 5/4/2006
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 1 (East Side Access Road
Channel Calculator
Q10=4.0 cfs Q25=4.38 cfs
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 4.3800 cfs
Slope ........................... 0.0525 ft/ft
Manning's n .................. ... 0.0470
Height .......................... 18.0000 in
Bottom width ................. ... 12.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
DITCH NO.2 (West Side Access Road
Channel Calculator
Q10=5.23 cfs Q25=5.69 cfs
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 5.6900 cfs
Slope ........................... 0.0525 ft/ft
Manning's n ................... .. 0.0470
Height .......................... 18.0000 in
Bottom width ................. ... 12.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Depth ........................... 9.5536 in
Velocity ........................ 3.9351 fps
Full Flowrate ................ ... 13.5712 cfs
Flow area ..................... .. 1.1131 ft2
Flow perimeter ............. ..... 33.3626 in
Hydraulic radius ........... ..... 4.8042 in
Top width ..................... .. 21.5536 in
Area ............................ 2.6250 ft2
Perimeter ..................... .. 52.2492 in
Percent full ................... . 53.0757%
Critical Information
Critical depth .................. 8.8687 in
Critical slope .................. 0.0677 ft/ft
Critical velocity ............... 4.3273 fps
Computed Results:
Depth ........................... 11.1145 in
Velocity ........................ 4.1988 fps
Full Flowrate ................. .. 13.5712 cfs
Flow area ..................... .. 1.3551 ft2
Flow perimeter ............. ..... 36.8527 in
Hydraulic radius ........... ..... 5.2951 in
Top width ...................... . 23.1145 in
Area ............................ 2.6250 ft2
Perimeter ...................... . 52.2492 in
Percent full ................... . 61.7470%
Critical Information
Critical depth .................. 10.3389 in
Critical slope .................. 0.0675 ft/ft
Critical velocity ............... 4.6158 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm)
COMPUTED BY djs CHECKED BY
*DITCH NO. 4: Q10= 8.93 cfs
Q25= 9.75 cfs
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 3: Q10= 22.68 cfs
Q25= 24.70 cfs
Channel Calculator
Given Input Data:
Shape ........................
Solving for .................
Slope .........................
Manning's n ...............
Depth .........................
Height ........................
Bottom width .............
Left slope ..................
Right slope ................
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width .........
Area .................
Perimeter .........
Percent full .......
... Trapezoidal
.... Flowrate
0.0225 ft/ft
.. 0.0470
23.0000 in
24.0000 in
...... 24.0000 in
... 2.0000 ft/ft (V/H)
..... 2.0000 ft/ft (V/H)
........... 25.1051 cfs 4
........... 4.4276 fps
.............. 27.0541 cfs
............. 5.6701 ft2
................ 75.4296 in
................ 10.8247 in
............. 47.0000 in
.......... 6.0000 ft2
............. 77.6656 in
............ 95.8333%
Critical Information
Critical depth .................. 17.8758 in
Critical slope .................. 0.0537 ft/ft
Critical velocity ............... 6.1399 fps
Channel Calculator
Given Input Data:
Shape ...........
Solving for .....
Slope .............
Manning's n..
Depth ............
Height ...........
Bottom width.
Left slope ......
Right slope ....
............... Trapezoidal
............... Flowrate
.............. 0.1600 ft/ft
.................. 0.0690
12.0000 in
.............. 18.0000 in
.................. 24.0000 in
............... 2.0000 ft/ft (V/H)
................ 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ...........
Velocity .............
Full Flowrate .....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width .........
Area .............. :..
Perimeter .........
Percent full .......
...... 15.1526 cfs J
..... 6.0610 fps
........ 29.8638 cfs
....... 2.5000 ft2
.......... 50.8328 in
.......... 7.0820 in
....... 36.0000 in
.... 4.1250 ft2
....... 64.2492 in
...... 66.6667%
Critical Information
Critical depth .................. 13.2095 in
Critical slope .................. 0.1165 ft/ft
Critical velocity ............... 5.3973 fps
FILE No. 187005
SHEET NO. 2 of 4
DATE 5/4/2006
*Line ditch no. 4 with Rip Rap, d50=6"
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm)
COMPUTED BY djs CHECKED BY
*DITCH NO. 6: Q10= 12.87 cfs
Q25= 14.03 cfs
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I26=7.30 for the Charlotte 5 minute rainfall duration curve.
*DITCH NO. 6: Q10= 1.49 cfs
Q25= 1.62 cfs
Channel Calculator
Given Input Data:
Shape ..................
Solving for ............
Slope ...................
Manning's n .........
Depth ...................
Height ..................
Bottom width ........
Left slope .............
Right slope ...........
Computed Results:
Flowrate ......................
Velocity .......................
Full Flowrate ...............
Flow area ....................
Flow perimeter ............
Hydraulic radius ..........
Top width ....................
Area ............................
Perimeter ....................
Percent full ..................
......... Trapezoidal
......... Flowrate
....... 0.0875 ft/ft
............ 0.0690
........ 6.0000 in
........ 18.0000 in
............ 24.0000 in
......... 2.0000 ft/ft (V/H)
.......... 2.0000 ft/ft (V/H)
3.6322 cfs ?l
3.2287 fps
22.0846 cfs
1.1250 ft2
.... 37.4164 in
.... 4.3297 in
. 30.0000 in
4.1250 ft2
64.2492 in
33.3333%
Critical Information
Critical depth .................. 5.4015 in
Critical slope .................. 0.1228 ft/ft
Critical velocity ............... 3.6266 fps
*Line ditch no. 5 with Rip Rap, d50=6"
Channel Calculator
Given Input Data:
Shape .....................
Solving for ..............
Slope ......................
Manning's n ............
Depth .....................
Height .....................
Bottom width ..........
Left slope ...............
Right slope .............
Trapezoidal
Flowrate
0.0675 ft/ft
.... 0.0470
14.0000 in
18.0000 in
.... 18.0000 in
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
Computed Results:
Flowrate ....................... . 14.0694 cfs q
Velocity ........................ 5.7886 fps
Full Flowrate ................ ... 21.7582 cfs
Flow area ..................... .. 2.4306 ft2
Flow perimeter ............. ..... 49.3050 in
Hydraulic radius ........... ..... 7.0987 in
Top width ..................... .. 32.0000 in
Area ............................ 3.3750 ft2
Perimeter ..................... .. 58.2492 in
Percent full ................... . 77.7778%
Critical Information
Critical depth .................. 14.5583 in
Critical slope .................. 0.0590 ft/ft
Critical velocity ............... 5.5051 fps
*Beginning at Sta. 32+75, widen the ditch
bottom to 2 ft. and line with class B
rip rap, d50=6".
FILE No. 187005
SHEET NO. 3 of 4
DATE 5/4/2006
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm)
COMPUTED BY dis CHECKED BY
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 7: Q10= 5.95 cfs DITCH NO.8 FROM POND 6:
Q25= 6.48 cfs Q25= 15.70 cfs* + 0.77 cfs offsite =16.47 cfs
* Full Flowrate for the 15"0 barrel from Pond 6.
Channel Calculator Channel Calculator
Given Input Data:
Shape ............
Solving for ......
Slope .............
Manning's n ...
Depth .............
Height.. ..........
Bottom width ..
Left slope .......
Right slope ....
.............. Trapezoidal
............... Flowrate
............. 0.0210 ft/ft
................. 0.0470
............. 13.0000 in
............. 18.0000 in
................. 18.0000 in
.............. 2.0000 ft/ft (V/H)
................ 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 6.9168 cfs ?I
Velocity ........................ 3.1272 fps
Full Flowrate ................... 12.1362 cfs
Flow area ....................... 2.2118 ft2
Flow perimeter .................. 47.0689 in
Hydraulic radius ................ 6.7667 in
Top width ....................... 31.0000 in
Area ............................ 3.3750 ft2
Perimeter ....................... 58.2492 in
Percent full .................... 72.2222%
Critical Information
Critical depth .................. 9.5229 in
Critical slope .................. 0.0595 ft/ft
Critical velocity ............... 4.5951 fps
Given Input Data:
Shape ............
Solving for .....
Slope .............
Manning's n ...
Depth ............
Height ............
Bottom width .
Left slope ......
Right slope ....
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter .
Hydraulic radius
Top width .........
Area .................
Perimeter .........
Percent full .......
FILE No. 187005
SHEET NO. 4 of 4
DATE 5/4/2006
..... Trapezoidal
..... Flowrate
.... 0.0220 ft/ft
........ 0.0450
.... 12.0000 in
.... 24.0000 in
........ 96.0000 in
..... 1.5000 ft/ft (V/H)
....... 1.5000 ft/ft (V/H)
........ 37.5819 cfs
....... 4.3364 fps
.......... 117.5317 cfs
......... 8.6667 ft2
............ 124.8444 in
............ 9.9964 in
......... 112.0000 in
...... 18.6667 ft2
......... 153.6888 in
......... 50.0000%
*Line ditch no. 5 with Rip Rap, d50=6"
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Calculations
for the:
HENRIETTA QUARRY
Freshwater Ponds & Makeup Reserves Ponds
(Note; for more accurate results, the riser for the Freshwater Ponds have been sized in
Hydrocad as a sharp crested rectangular weir with the length equal to the circumference
of the riser and represent the routing through the ponds based on the stage/storage.)
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO
COMPUTED BY djs CHECKED BY
POND NUMBER 1
Q25 for Charlotte = 7.3
Onsite watershed= 4.86 Acres
Offsite watershed=32 Acres
36.86 Acres
*Riser Flowrate
Q25= (0.3)(7.3)(36.86)= 80.72 CFS into pond #1
Q25 flowrate of 36"01 riser = 10.35 CFS
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ....................... . 15.0000 in
Depth ........................... 9.0000 in
Slope ........................... 0.0500 ft/ft
Manning's n .................. ... 0.0110
Computed Results:
Flowrate ........................ 11.4689 cfs
Area ............................ 1.2272 ft2
Wetted Area .................. ... 0.7688 ft2
Wetted Perimeter ......... ....... 26.5823 in
Perimeter ...................... . 47.1239 in
Velocity ........................ 14.9180 fps
Hydraulic Radius ........... ..... 4.1647 in
Percent Full ................... . 60.0000 %a
Full flow Flowrate .......... .... 17.0708 cfs
Full flow velocity ............ .. 13.9106 fps
FILE No. 187005
1 of 6
DATE 5/4/2006
*See Hydrocad computations for sizing of
standpipe (riser).
*Length of Riser Perimeter
Calculated as a Wler.
Wier length=9.43'
36" Dla. Use 9.0'
Emergency Spillway
Q100=(0.3)(8.8)(36.86) = 9 7.31 CFS
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for .................... . Flowrate
Slope ........................... 0.0100 ft/ft
Manning's n .................. ... 0.0690
Depth ........................... 18.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 25.0000 ft
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope ................... .. 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 102.2210 cfs,
Velocity ........................ 2.6465 fps
Full Flowrate ................. .. 163.5187 cfs
Flow area ...................... . 38.6250 ft2
Flow perimeter .............. .... 340.2492 in
Hydraulic radius ............ .... 16.3468 in
Top width ...................... . 318.0000 in
Area ............................ 52.0000 ft2
Perimeter ...................... . 353.6656 in
Percent full ................... . 75.0000%
J
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
SUBJECT Storm Drainage Calculations - Freshwater Ponds
COMPUTED BY djs CHECKED BY
POND NUMBER 2
Q25 for Charlotte = 7.3
Watershed= 28.3 Acres
*Rlser Flowrate
Q25= (0.3)(7.3)(28.3)= 61.98 CFS into pond #2.
Q25 flowrate of 36"0 riser = 0.41 CFS
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ....................... . 15.0000 in
Depth ........................... 9.0000 in
Slope ........................... 0.0200 ft/ft
Manning's n .................. ... 0.0110
Computed Results:
Flowrate ........................ 7.2535 cfs
Area ............................ 1.2272 ft2
Wetted Area .................. ... 0.7688 ft2
Wetted Perimeter ......... ....... 26.5823 in
Perimeter ...................... . 47.1239 in
Velocity ........................ 9.4350 fps
Hydraulic Radius ........... ..... 4.1647 in
Percent Full ................... . 60.0000%
Full flow Flowrate .......... .... 10.7965 cfs
Full flow velocity ............ .. 8.7978 fps
Critical Information
Critical depth .................. 13.8157 in
Critical slope .................. 0.0057 ft/ft
Critical velocity ............... 5.7207 fps
*See Hydrocad computations for sizing of
standpipe (riser).
*Length of Riser Perimeter
Calculated as a Wier.
Wier length=9.43'
36" Ala. Use 9.0'
Emergency Spillway
Q100=(0.3)(8.8)(28.3) = 74. 71 CFS
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0150 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 18.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 216.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 89.1351 cfs
Velocity ........................ 3.1692 fps
Full Flowrate ................. .. 142.2629 cfs
Flow area ...................... . 28.1250 ft2
Flow perimeter .............. .... 256.2492 in
Hydraulic radius ............ .... 15.8049 in
Top width ...................... . 234.0000 in
Area ............................ 38.0000 ft2
Perimeter ...................... . 269.6656 in
Percent full ................... . 75.0000%
Critical Information
Critical depth .................. 10.8687 in
Critical slope .................. 0.0780 ft/ft
187005
SHEET NO. 2 of 6
DATE 5/4/2006
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry -Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO.
COMPUTED BY djs CHECKED BY
POND NUMBER 3
Q25 for Charlotte = 7.3
Watershed= 2.6 Acres
*Riser Flowrate
Q25= (0.3)(7.3)(2.6)= 5.69 cfs + 0.41 cfs from
pond #2= 6.1 cfs into pond #3-
Q25 Flowrate of 24"0 riser = 1.28 cfs
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ....................... . 15.0000 in
Depth ........................... 9.0000 in
Slope ........................... 0.0556 ft/ft
Manning's n ................... .. 0.0110
Computed Results:
Flowrate .................
Area .......................
Wetted Area ..........
Wetted Perimeter..
Perimeter ...............
Velocity ..................
Hydraulic Radius ....
Percent Full ............
Full flow Flowrate ...
Full flow velocity .....
...... 12.0941 cfs
.... 1.2272 ft2
......... 0.7688 ft2
............ 26.5823 in
....... 47.1239 in
.... 15.7312 fps
........... 4.1647 in
....... 60.0000%
.......... 18.0014 cfs
........ 14.6689 fps
DATE
3of6
5/4/2006
*See Hydrocad computations for sizing of
standpipe (riser).
*Length of Riser Perimeter
Calculated as a Wier.
Wier length=6.28'
24" Dla. Use 6.0'
Emergency Spillway
Q100=(0.3)(8.8)(2.6) = 6.86 CFS
+ 74.71 CFS (Pond 2) = 81 .57 CFS
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0150 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 18.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 216.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ............ ............ 89.1351 cfs ?l
Velocity ............. ........... 3.1692 fps
Full Flowrate ..... .............. 142.2629 cfs
Flow area .......... ............. 28.1250 ft2
Flow perimeter .. ................ 256.2492 in
Hydraulic radius ................ 15.8049 in
Top width .......... ............. 234.0000 in
Area .................. .......... 38.0000 ft2
Perimeter .......... ............. 269.6656 in
Percent full ........ ............ 75.0000%
Critical Information
Critical depth .................. 10.8687 in
Critical slope .................. 0.0780 ft /ft
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO. 4 of 6
COMPUTED BY djs CHECKED BY
POND NUMBER 4
Q25 for Charlotte = 7.3
Watershed= 27.95 Acres
Riser Flowrate
Q25= (0.3)(7.3)(27.95)= 61.21 CFS into pond #4.
Q25 flowrate of 24"0 riser = 2.21 CFS
DATE 5/4/2006
"See Hydrocad computations for sizing of
standpipe (riser).
'`Length of Riser Perimeter
Calculated as a Wler.
Wier length=6.28'
24" Dla. Use 6.0'
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ....................... . 15.0000 in
Depth ........................... 9.0000 in
Slope ........................... 0.0629 ft/ft
Manning's n ................... .. 0.0110
Computed Results:
Flowrate ........................ 12.8635 cfs
Area ............................ 1.2272 ft2
Wetted Area ................. .... 0.7688 ft2
Wetted Perimeter ......... ....... 26.5823 in
Perimeter ...................... . 47.1239 in
Velocity ........................ 16.7321 fps
Hydraulic Radius ........... ..... 4.1647 in
Percent Full .................. .. 60.0000%
Full flow Flowrate .......... .... 19.1467 cfs
Full flow velocity ............ .. 15.6022 fps
Emergency Spillway
Q100=(0.3)(8.8)(27.95) = 73.79 CFS
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0150 ft/ft
Manning's n ................... .. 0.0690
Depth ........................... 15.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 20.0000 ft
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 73.8178 cfs q
Velocity ........................ 2.8632 fps
Full Flowrate ................. .. 158.7997 cfs
Flow area ...................... . 25.7813 ft2
Flow perimeter ............. ..... 273.5410 in
Hydraulic radius ............ .... 13.5720 in
Top width ...................... . 255.0000 in
Area ............................ 42.0000 ft2
Perimeter ...................... . 293.6656 in
Percent full .................... . 62.5000%
Critical Information
Critical depth .................. 8.9545 in
Critical slope .................. 0.0815 ft/ft
Critical velocity ............... 4.8556 fps
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO
COMPUTED BY djs CHECKED BY
POND NUMBER 5 (MAKEUP RESERVE POND) *See Hydrocad computations for sizing of
Q25 for Charlotte = 7.3 standpipe (riser). *Length of Riser Perimeter
Watershed= 3.4 Acres Calculated as as a a
Wier.
*Rlser Flowrate
Q25= (0.3)(7.3)(3.4)= 7.45 CFS into pond #5. Wier length=9.43'
Q25 flowrate of 36"0 riser = 7.51 CFS I --)L 36' Dla. I Use 9.0'
Primary Outlet Barrel
Flow Data from 15" barrel: Emernency Spillway
Manning Pipe Calculator Q100=(0.3)(8.8)(3.4) = 8.9 8 CFS
Channel Calculator
Given Input Data: Given Input Data:
Shape ........................... Circular Shape .......................... . Trapezoidal
Solving for .................... . Flowrate Solving for .................... . Flowrate
Diameter ....................... . 15.0000 in Slope ........................... 0.0100 ft/ft
Depth ........................... 9.0000 in Manning's n ................. .... 0.0690
Slope ........................... 0.0308 ft/ft Depth ........................... 12.0000 in
Manning's n .................. ... 0.0110 Height .......................... 24.0000 in
Bottom width ................ .... 96.0000 in
Computed Results: Left slope ..................... . 2.0000 ft/ft (V/H)
Flowrate ........................ 9.0014 cfs Right slope ................... .. 2.0000 ft/ft (V/H)
Area ............................ 1.2272 ft2
Wetted Area ................. .... 0.7688 ft2 Computed Results:
Wetted Perimeter ......... ....... 26.5823 in Flowrate ....................... . 16.1726 cfs q
Perimeter ...................... . 47.1239 in Velocity ........................ 1.9027 fps
Velocity ........................ 11.7085 fps Full Flowrate ................. .. 49.5066 cfs
Hydraulic Radius ........... ..... 4.1647 in Flow area ..................... .. 8.5000 ft2
Percent Full .................. .. 60.0000% Flow perimeter ............. ..... 122.8328 in
Full flow Flowrate .......... .... 13.3981 cfs Hydraulic radius ........... ..... 9.9648 in
Full flow velocity ............ .. 10.9178 fps Top width ...................... . 108.0000 in
Area ............................ 18.0000 ft2
Perimeter ...................... . 149.6656 in
Percent full ................... . 50.0000%
Critical Information
Critical depth .................. 5.9691 in
Critical slope .................. 0.0971 ft /ft
FILE No. 187005
5 of 6
DATE 4/12/2006
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds
COMPUTED BY djs CHECKED BY
POND NUMBER 6 (MAKEUP RESERVE POND)
Q25 for Charlotte = 7.3
Watershed= 3.9 Acres
"Riser Flowrate
Q25= (0.3)(7.3)(3.9)= 8.54 CFS into pond #6-
Q25 flowrate of 36"0 riser = 7.51 CFS
Primary Outlet Barrel
Flow Data from 18" barrel**:
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ........................ 18.0000 in
Depth ........................... 10.8000 in
Slope ........................... 0.0160 ft/ft
Manning's n ................... .. 0.0110
Computed Results:
Flowrate ..............
Area ....................
Wetted Area .......
Wetted Perimeter
Perimeter ............
Velocity ...............
Hydraulic Radius
Percent Full ........
Full flow Flowrate
Full flow velocity.
........ 10.5498 cfs ?I
...... 1.7671 ft2
............ 1.1071 ft2
............... 31.8988 in
......... 56.5487 in
....... 9.5296 fps
.............. 4.9976 in
.......... 66.0000%
............. 15.7029 cfs
........... 8.8860 fps
Critical Information
Critical depth .................. 15.8071 in
Critical slope .................. 0.0052 ft/ft
** A 15"0 barrel will work but use an 18"0
pipe because the length is 250 ft.
SHEET NO. 6 of 6
DATE 5/3/2006
*See Hydrocad computations for sizing of
standpipe (riser).
"'Length of Riser Perimeter
Calculated as a Wier.
Wier length=9.43'
36" Dla. Use 9.0'
Emergency Spillway
Q100=(0.3)(8.8)(3.9) = 10.30 CFS
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Flowrate
Slope ........................... 0.0100 ft/ft
Manning's n .................. ... 0.0690
Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Bottom width ................. ... 96.0000 in
Left slope ...................... 2.0000 ft/ft (V/H)
Right slope .................... . 2.0000 ft/ft (V/H)
Computed Results:
Flowrate ........................ 16.1726 cfs
Velocity ........................ 1.9027 fps
Full Flowrate ................. .. 49.5066 cfs
Flow area ...................... . 8.5000 ft2
Flow perimeter .............. .... 122.8328 in
Hydraulic radius ............ .... 9.9648 in
Top width ...................... . 108.0000 in
Area ............................ 18.0000 ft2
Perimeter ...................... . 149.6656 in
Percent full ................... . 50.0000%
Barrel outlet stabilization. The barrel will discharge into a ditch flowing to Pond #1.
Provide Class B (d50=6") rip rapped ditch; see plan for location. The majority of the ditch
from the primary barrel will be cut in rock. Armour will not be required at these locations.
See attached chart, Figure 8.06b
Henrietta Quarry Pond 1
Prepared by HydroCAD SAMPLER 1-800-927-7246
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcompute
Rainfall Duration=5 min, Inten=7.30 in/hr
www. hvdrocad. net
Pond 1 P: (new Pond)
Inflow Area = 36.860 ac, Inflow Depth = 0.18"
Inflow = 81.40 cfs @ 0.03 hrs, Volume= 0.555 of
Outflow = 81.34 cfs @ 0.08 hrs, Volume= 0.555 af, Atten= 0%, Lag= 2.8 min
Primary = 81.34 cfs @ 0.08 hrs, Volume= 0.555 of
Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs / 2
Peak Elev= 854.58'@ 0.08 hrs Surf.Area= 0.087 ac Storage= 0.117 of
Plug-Flow detention time= 1.5 min calculated for 0.555 of (100% of inflow)
Center-of-Mass det. time= 1.3 min ( 4.6 - 3.3 )
# Invert Avail.Storage Storage Description
1 853.00' 2.261 of 60.00'W x 45.00'L x 12.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 853.00' 9.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=80.48 cfs @ 0.08 hrs HW=854.57' TW=844.57' (TW follows 10.00' below HW)
t-1=Sharp-Crested Rectangular Weir (Weir Controls 80.48 cfs @ 5.7 fps)
Henrietta Quarry Pond 1 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomputer Systems 5/3/2006
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 853.00 0.00
0.02 61.05 0.042 853.63 17.24
0.04 81.40 0.099 854.37 63.36
0.06 81.40 0.114 854.55 78.07
0.08 81.40 0.117 854.58 80.83
0.10 30.52 0.094 854.30 57.65
0.12 0.00 0.046 853.68 19.41
0.14 0.00 0.025 853.39 7.80
0.16 0.00 0.016 853.25 3.88
0.18 0.00 0.011 853.17 2.29
0.20 0.00 0.008 853.13 1.37
0.22 0.00 0.006 853.10 1.00
0.24 0.00 0.005 853.07 0.76
0.26 0.00 0.003 853.05 0.58
0.28 0.00 0.003 853.04 0.44
0.30 0.00 0.002 853.03 0.33
0.32 0.00 0.002 853.02 0.25
0.34 0.00 0.001 853.02 0.19
0.36 0.00 0.001 853.01 0.14
0.38 0.00 0.001 853.01 0.11
0.40 0.00 0.000 853.01 0.08
0.42 0.00 0.000 853.01 0.06
0.44 0.00 0.000 853.00 0.05
0.46 0.00 0.000 853.00 0.04
0.48 0.00 0.000 853.00 0.03
0.50 0.00 0.000 853.00 0.02
0.52 0.00 0.000 853.00 0.02
0.54 0.00 0.000 853.00 0.01
0.56 0.00 0.000 853.00 0.01
0.58 0.00 0.000 853.00 0.01
0.60 0.00 0.000 853.00 0.01
0.62 0.00 0.000 853.00 0.00
0.64 0.00 0.000 853.00 0.00
0.66 0.00 0.000 853.00 0.00
0.68 0.00 0.000 853.00 0.00
0.70 0.00 0.000 853.00 0.00
0.72 0.00 0.000 853.00 0.00
0.74 0.00 0.000 853.00 0.00
.0.76 0.00 0.000 853.00 0.00
0.78 0.00 0.000 853.00 0.00
0.80 0.00 0.000 853.00 0.00
0.82 0.00 0.000 853.00 0.00
0.84 0.00 0.000 853.00 0.00
0.86 0.00 0.000 853.00 0.00
0.88 0.00 0.000 853.00 0.00
0.90 0.00 0.000 853.00 0.00
0.92 0.00 0.000 853.00 0.00
0.94 0.00 0.000 853.00 0.00
0.96 0.00 0.000 853.00 0.00
0.98 0.00 0.000 853.00 0.00
1.00 0.00 0.000 853.00 0.00
Henrietta Quarry Pond 1
Prepared by HydroCAD SAMPLER 1-800-927-7246
HydroCAD® 7.00 s/n 000000 ©1986-2003 Annlied MinmmmmitF
Rainfall Duration=5 min, Inten=7.30 in/hr
www.hydrocad.net
s
Pond 1 P: (new Pond)
Hydrograph
B5- 81.34 do Inflow Area=36.860 ac
80-
75. Peak Elev=854.58'
70
85- Storage=0.117 of
80
55-50
45
LL 40.
35-
301 252015-
10
M Inflow
0 Primary
0
Time (hours)
Henrietta Quarry Pond 2 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ®1986-2003 Applied Microcomputer Systems 5/3/2006
Pond 213: (new Pond)
Inflow Area = 28.300 ac, Inflow Depth = 0.03"
Inflow = 10.65 cfs @ 0.08 hrs, Volume= 0.076 of
Outflow = 1.26 cfs @ 0.16 hrs, Volume= 0.075 af, Atten= 88%, Lag= 4.5 min
Primary = .1.26 cfs @ 0.16 hrs, Volume= 0.075 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 834.12'@ 0.16 hrs Surf.Area= 0.572 ac Storage= 0.068 of
Plug-Flow detention time= 38.6 min calculated for 0.075 of (99% of inflow)
Center-of-Mass det. time= 38.5 min ( 43.6 - 5.0 )
# Invert Avail.Storage Storage Description
1 834.00' 9.271 of 130.00'W x 190.001 x 11.00'H Prismatold Z=3.0
# Routing Invert Outlet Devices
1 Primary 834.00' 9.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Qrimary OutFlow Max=1.23 cfs @ 0.16 hrs HW=834.12' TW=828.12' (TW follows 6.00' below HW)
1=Sharp-Crested Rectangular Weir (Weir Controls 1.23 cfs @ 1.2 fps)
Henrietta Quarry Pond 2
Prepared by HydroCAD SAMPLER 1-800-927-7246
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcompute
Rainfall Duration=5 min, Inten=7.30 in/hr
www:hvdrocad.net
Hydrograph for Pond 2P: (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 834.00 0.00
0.10 8.83 0.049 834.09 0.86
0.20 0.00 0.064 834.11 1.14
0.30 0.00 0.055 834.10 0.97
0.40 0.00 0.048 834.08 0.84
0.50 0.00 0.041 834.07 0.73
0.60 0.00 0.036 834.06 0.63
0.70 0.00 0.031 834.05 0.54
0.80 0.00 0.027 834.05 0.47
0.90 0.00 0.023 834.04 0.41
1.00 0.00 0.020 834.04 0.35
1.10 0.00 0.017 834.03 0.30
1.20 0.00 0.015 834.03 0.26
1.30 0.00 0.013 834.02 0.23
1.40 0.00 0.011 834.02 0.20
1.50 0.00 0.010 834.02 0.17
1.60 0.00 0.008 834.01 0.15
1.70 0.00 0.007 834.01 0.13
1.80 0.00 0.006 834.01 0.11
1.90 0.00 0.005 834.01 0.09
2.00 0.00 0.005 834.01 0.08
2.10 0.00 0.004 834.01 0.07
2.20 0.00 0.003 834.01 0.06
2.30 0.00 0.003 834.01 0.05
2.40 0.00 0.003 834.00 0.05
2.50 0.00 0.002 834.00 0.04
2.60 0.00 0.002 834.00 0.03
2.70 0.00 0.002 834.00 0.03
2.80 0.00 0.001 834.00 0.03
2.90 0.00 0.001 834.00 0.02
3.00 0.00 0.001 834.00 0.02
Henrietta Quarry Pond 2 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied _Microcomputer Systems 5/3/2008
Pond 2P: (new Pond)
Hydrograph
FrI-Infi-ow
CI Prima
v
3
0
U.
Time (hours)
Henrietta Quarry Pond 3 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 5/3/2006
Pond 313: (new Pond)
Inflow Area = 2.600 ac, Inflow Depth = 0.65"
Inflow = 6.15 cfs @ 0.08 hrs, Volume= 0.140 of
Outflow = 2.09 cis @ 0.14 hrs, Volume= 0.130 af, Atten= 66%, Lag= 3.5 min
Primary = 2.09 cis @ 0.14 hrs, Volume= 0.130 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 815.22@ 0.14 hrs Surf.Area= 0.148 ac Storage= 0.031 of
Plug-Flow detention time= 16.1 min calculated for 0.129 of (92% of inflow)
Center-of-Mass det. time= 7.6 min ( 74.4 - 66.8 )
# Invert Avail.Storage Storage Description
1 815.00' 1.690 of 70.00'W x 90.001 x 8.00'H Prismatoid Z=2.0
# Routing Invert Outlet Devices
1 Primary 815.00' 6.0' long x 0.5' high Sharp-Crested Rectangular Weir 0 End Contraction(s)
rimary OutFlow Max=2.06 cfs @ 0.14 hrs HW=815.21' TW=810.96' (TW follows 4.25' below HW)
1=Sharp-Crested Rectangular Weir (Weir Controls 2.06 cfs @ 1.6 fps)
Henrietta Quarry Pond 3 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ®1986-2003 Applied Microcomputer Systems 5/3/2006
Hydrograph for Pond 3P: (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 815.00 0.00
0.10 4.90 0.027 815.18 1.62
0.20 0.41 0.026 815.18 1.53
0.30 0.41 0.019 815.13 0.99
0.40 0.41 0.015 815.11 0.73
0.50 0.41 0.013 815.09 0.58
0.60 0.41 0.012 815.08 0.51
0.70 0.41 0.012 815.08 0.46
0.80 0.41 0.011 815.08 0.44
0.90 0.41 0.011 815.08 0.43
1.00 0.41 0.011 815.08 0.43
1.10 0.41 0.011 815.07 0.42
1.20 0.41 0.011 815.07 0.42
1.30 0.41 0.011 815.07 0.42
1:40 0.41 0.011 815.07 0.41
1.50 0.41 0.011 815.07 0.41
1.60 0.41 0.011 815.07 0.41
1.70 0.41 0.011 815.07 0.41
1.80 0.41 0.011 815.07 0.41
1.90 0.41 0.011 815.07 0.41
2.00 0.41 0.011 815.07 0.41
2.10 0.41 0.011 815.07 0.41
2.20 0.41 0.011 815.07 0.41
2.30 0.41 0.011 815.07 0.41
2.40 0.41 0.011 815.07 0.41
2.50 0.41 0.011 815.07 0.41
2.60 0.41 0.011 815.07 0.41
2.70 0.41 0.011 815.07 0.41
2.80 0.41 0.011 815.07 0.41
2.90 0.41 0.011 815.07 0.41
3.00 0.41 0.011 815.07 0.41
Henrietta Quarry Pond 3 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomputer Systems 5/3/2006
Pond 3P: (new Pond)
Hydrograph
9.16 crs
Inflow Area=2.600 ac
Peak Elev=815.22'
5 Storage=0.031 of
L
U.
Time (hours) F1Inflow
0
0 2 3
Primary
Henrietta Quarry Pond 4 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomputer Systems 5/3/2006
Pond 413: (new Pond)
Inflow Area = 27.950 ac, Inflow Depth= 0.09"
Inflow = 30.70 cfs @ 0.08 hrs, Volume= 0.219 of
Outflow = 5.89 cfs @ 0.15 hrs, Volume= 0.216 af, Atten= 81 %, Lag= 4.1 min
Primary = 5.89 cfs @ 0.15 hrs, Volume= 0.216 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 829.42'@ 0.15 hrs Surf.Area= 0.449 ac Storage= 0.184 of
Plug-Flow detention time= 30.0 min calculated for 0.215 of (98% of inflow)
Center-of-Mass det. time= 30.4 min. ( 35.4 - 5.0 )
# Invert Avail.Storage Storage Description
1 829.00' 8.864 of 75.00'W x 250.00'L x 12.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 829.00' 6.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Qrimary OutFlow Max=5.82 cfs @ 0.15 hrs HW=829.42' TW=817.42' (TW follows 12.00' below HW)
1=Sharp-Crested Rectangular Weir (Weir Controls 5.82 cfs @ 2.3 fps)
Henrietta Quarry Pond 4 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomputer Systems 5/3/2006
Hydrograph for Pond 4P: (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 829.00 0.00
0.10 25.45 0.139 829.32 3.85
0.20 0.00 0.166 829.38 4.99
0.30 0.00 0.131 829.30 3.52
0.40 0.00 0.106 829.24 2.51
0.50 0.00 0.088 829.20 1.94
0.60 0.00 0.074 829.17 1.51
0.70 0.00 0.063 829.14 1.17
0.80 0.00 0.054 829.13 0.91
0.90 0.00 0.047 829.11 0.77
1.00 0.00 0.042 829.10 0.67
1.10 0.00 0.036 829.08 0.59
1.20 0.00 0.032 829.07 0.51
1.30 0.00 0.028 829.06 0.45
1.40 0.00 0.024 829.06 0.39
1.50 0.00 0.021 829.05 0.34
1.60 0.00 0.019 829.04 0.30
1.70 0.00 0.016 829.04 0.26
1.80 0.00 0.014 829.03 0.23
1.90 0.00 0.012 829.03 0.20
2.00 0.00 0.011 829.03 0.18
2.10 0.00 0.010 829.02 0.15
2.20 0.00 0.008 829.02 0.14
2.30 0.00 0.007 829.02 0.12
2.40 0.00 0.006 829.01 0.10
2.50 0.00 0.006 829.01 0.09
2.60 0.00 0.005 829.01 0.08
2.70 0.00 0.004 829.01 0.07
2.80 0.00 0.004 829.01 0.06
2.90 0.00 0.003 829.01 0.05
3.00 0.00 0.003 829.01 0.05
Henrietta Quarry Pond 4 Rainfall Duration=5 min, 1nten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCA_D_® 7.00 s/n 000000 ®1986-2003 Aoolied Microcomputer Svstems rvvonnn
Pond 4P: (new Pond)
Hydrograph
1.1 Inflow
U Primary
U.
Time (hours)
Henrietta Quarry Pond 5 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomputer Systems 5/3/2006
Pond 5P: (Makeup Reserve Pond 5)
Inflow Area = 3.400 ac, Inflow Depth= 0.18"
Inflow = 7.51 cfs @ 0.04 hrs, Volume= 0.052 of
Outflow = 0.81 cfs @ 0.11 hrs, Volume= 0.037 af, Atten= 89%, Lag= 4.4 min
Primary = 0.81 cfs @ 0.11 hrs, Volume= 0.037 of
Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs / 2
Peak Elev= 864.09' @ 0.11 hrs Surf.Area= 0.544 ac Storage= 0.048 of
Plug-Flow detention time= 23.4 min calculated for 0.037 of (71% of inflow)
Center-of-Mass det. time= 22.6 min ( 26.1 - 3.5 )
# Invert Avail.Storage Storage Description
1 864.00' 5.818 of 158.00'W x 149.00'L x 8.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 864.00' 9.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction (s)
Primary OutFlow Max=0.78 cfs @ 0.11 hrs HW=864.09' (Free Discharge)
L1=Sharp-Crested Rectangular Weir (Weir Controls 0.78 cfs @ 1.0 fps)
Henrietta Quarry Pond 5 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Anniied MirmrmmnutRr Svstamz c171nnnn
Hydrograph for Pond 5P: (Makeup Reserve Pond 5)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 864.00 0.00
0.02 4.74 0.004 864.01 0.06
0.04 7.51 0.015 864.03 0.23
0.06 7.51 0.026 864.05 0.41
0.08 7.51 0.038 864.07 0.60
0.10 3.56 0.046 864.09 0.77
0.12 0.00 0.048 864.09 0.80
0.14 0.00 0.046 864.09 0.76
0.16 0.00 0.045 864.08 0.73
0.18 0.00 0.044 864.08 0.69
0.20 0.00 0.043 864.08 0.67
0.22 0.00 0.042 864.08 0.65
0.24 0.00 0.041 864.07 0.63
0.26 0.00 0.040 864.07 0.62
0.28 0.00 0.039 864.07 0.60
0.30 0.00 0.038 864.07 0.59
0.32 0.00 0.037 864.07 0.57
0.34 0.00 0.036 864.07 0.56
0.36 0.00 0.035 864.06 0.54
0.38 0.00 0.034 864.06 0.53
0.40 0.00 0.033 864.06 0.52
0.42 0.00 0.032 864.06 0.50
0.44 0.00 0.031 864.06 0.49
0.46 0.00 0.031 864.06 0.48
0.48 0.00 0.030 864.05 0.47
0.50 0.00 0.029 864.05 0.45
0.52 0.00 0.028 864.05 0.44
0.54 0.00 0.028 864.05 0.43
0.56 0.00 0.027 864.05 0.42
0.58 0.00 0.026 864.05 0.41
0.60 0.00 0.025 864.05 0.40
0.62 0.00 0.025 864.05 0.39
0.64 0.00 0.024 864.04 0.38
0.66 0.00 0.024 864.04 0.37
0.68 0.00 0.023 864.04 0.36
0.70 0.00 0.022 864.04 0.35
0.72 0.00 0.022 864.04 0.34
0.74 0.00 0.021 864.04 0.33
0.76 0.00 0.021 864.04 0.32
0.78 0.00 0.020 864.04 0.32
0.80 0.00 0.020 864.04 0.31
0.82 0.00 0.019 864.04 0.30
0.84 0.00 0.019 864.03 0.29
0.86 0.00 0.018 864.03 0.28
0.88 0.00 0.018 864.03 0.28
0.90 0.00 0.017 864.03 0.27
0.92 0.00 0.017 864.03 0.26
0.94 0.00 0.016 864.03 0.26
0.96 0.00 0.016 864.03 0.25
0.98 0.00 0.016 864.03 0.24
1.00 0.00 0.015 864.03 0.24
.
Henrietta Quarry Pond 5 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Agniied Microcomouter Svstems tii,2i,)nne
Pond 5P: (Makeup Reserve Pond 5)
Hydrograph
r Inflow
f.] Primary
LL
Time (hours)
Y „ ?
Henrietta Quarry Pond 6
Prepared by HydroCAD SAMPLER
HydroCAD® 7.00 s/n 000000 ©1986-2(
Rainfall Duration=5 min, Inten=730 in/hr
1-800-927-7246 www.hydrocad.net
03 Applied Microcomputer Svstems
Pond 6P: (Makeup Reserve Pond 6)
Inflow Area = 3.900 ac, Inflow Depth = 0.18"
Inflow = 8.61 cfs @ 0.03 hrs, Volume= 0.059 of
Outflow = 1.04 cfs @ 0.11 hrs, Volume= 0.043 af, Atten= 88%, Lag= 4.7 min
Primary = 1.04 cfs @ 0.11 hrs, Volume= 0.043 of
Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs / 2
Starting Elev= 864.00' Surf.Area= 0.000 ac Storage= 0.000 of
Peak Elev= 892.10'@ 0.11 hrs Surf.Area= 0.531 ac Storage= 0.054 of
Plug-Flow detention time= 22.7 min calculated for 0.043 of (72% of inflow)
Center-of-Mass det. time= 22.0 min ( 25.2 - 3.3 )
# Invert Avail.Storage Storage Description
1 892.00' 5.688 of 156.00'W x 147.001 x 8.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 892.00' 9.0' long x 0.5' high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.99 cfs @ 0.11 hrs HW=892.10' (Free Discharge)
t-1=Sharp-Crested Rectangular Weir (Weir Controls 0.99 cfs @ 1.1 fps)

Henrietta Quarry Pond 6 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-.800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 ©1986-2003 Applied Microcomouter Svstems ti/?/?nnF
Hydrograph for Pond 6P: (Makeup Reserve Pond 6)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 892.00 0.00
0.02 6.89 0.006 892.01 0.09
0.04 8.61 0.019 892.04 0.30
0.06 8.61 0.032 892.06 0.52
0.08 8.61 0.046 892.09 0.78
0.10 2.87 0.054 892.10 1.03
0.12 0.00 0.053 892.10 1.02
0.14 0.00 0.052 892.10 0.97
0.16 0.00 0.050 892.10 0.92
0.18 0.00 0.049 892.09 0.88
0.20 0.00 0.047 892.09 0.83
0.22 0.00 0.046 892.09 0.79
0.24 0.00 0.045 892.08 0.75
0.26 0.00 0.044 892.08 0.72
0.28 0.00 0.042 892.08 0.68
0.30 0.00 0.041 892.08 0.66
0.32 0.00 0.040 892.08 0.65
0.34 0.00 0.039 892.07 0.63
0.36 0.00 0.038 892.07 0.61
0.38 0.00 0.037 892.07 0.60
0.40 0.00 0.036 892.07 0.58
0.42 0.00 0.035 892.07 0.57
0.44 0.00 0.034 892.06 0.55
0.46 0.00 0.033 892.06 0.54
0.48 0.00 0.033 892.06 0.52
0.50 0.00 0.032 892.06 0.51
0.52 0.00 0.031 892.06 0.50
0.54 0.00 0.030 892.06 0.48
0.56 0.00 0.029 892.06 0.47
0.58 0.00 0.028 892.05 0.46
0.60 0.00 0.028 892.05 .0.45
0.62 0.00 0.027 892.05 0.43
0.64 0.00 0.026 892.05 0.42
0.66 0.00 0.026 892.05 0.41
0.68 0.00 0.025 892.05 0.40
0.70 0.00 0.024 892.05 0.39
0.72 0.00 0.024 892.04 0.38
0.74 0.00 0.023 892.04 0.37
0.76 0.00 0.022 892.04 0.36
0.78 0.00 0.022 892.04 0.35
0.80 0.00 0.021 892.04 0.34
0.82 0.00 0.021 892.04 0.33
0.84 0.00 0.020 892.04 0.32
0.86 0.00 0.020 892.04 0.32
0.88 0.00 0.019 892.04 0.31
0.90 0.00 0.019 892.04 0.30
0.92 0.00 0.018 892.03 0.29
0.94 0.00 0.018 892.03 0.28
0.96 0.00 0.017 892.03 0.28
0.98 0.00 0.017 892.03 0.27
1.00 0.00 0.016 892.03 0.26

DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Appendix
Telephone: [phone]
Fax: [phone]

O
Table 8.05f Manning's Roughness Coefficient

Lining Category t

Lining Type

04.5 ft
0-15 cm n -value
n value for Depth Ranges
0.5-2.0 ft
15-60 cm

2.0 ft
> 60 cm
Rigid Concrete 0.015 0.013 0.013
Grouted Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Asphalt 0.018 0.016 0.016
Unlined Bare Soil Q.023 0.020 0.020
Rock Cut 0.045 0.035 0.025
Gravel Riprap 1-inch (2.5-cm) D50 0.044 0.033 0.030
2-inch (5-cm) D50 0.066 0.041 0.034
Rock Riprap 6-inch (15-cm) D5o 0.104 0.069 0.035
12-inch (30-cm) 135o 0.078 0.040
Note: Values listed are representative values for the respective depth ranges. Manning's roughness coetucients, n, vary wim me now uepm.
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
Td = Permissible shear stress
where:
T shear stress in Ib/ft2
y = unit weight of water, 62.4 Ib/ft3
d = flow depth in ft
s = channel gradient in ft/ft.
If the permissible shear stress, Td, given in Table 8.05g is greater than the
computed shear stress, the riprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining with a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it
may be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the channel
bottom and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bend shear stress in lb/ft2
Kb = bend factor
T = computed stress for straight channel in Ib/ft2
The value of Kb is related to the radius of curvature of the channel at its center
line, Rc, and the bottom width of the channel, B, Figure 8.05e. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
8.05 f.
8.05.12
Rev. 12/93
O?O? \ NA
T ?RpG
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 30, 2006
DWQ Project # 05-1409
Rutherford County
Mr. Steve Whitmier
Long Branch Partners, LLC
315 Red Oak Flats Road
Dahlonega, GA.30533
Subject Property: Henrietta Quarry
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Whitmier:
On March 28, 2006, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. David Straub, of David D. Smith & co Inc. This Plan has been
reviewed and satisfies the storm water management conditions of the 401 Water Quality Certification
issued on September 16, 2005.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
CBK/Saa
Sincerely,
/I Gail
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
cc: DWQ Asheville Regional Office
USACE Asheville Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
David Straub, David D. Smith & Co Inc, 46 Haywood Street, Suite 201-A, Asheville, NC. 28801
Filename: 05-1409 Henrietta Quarry BMP approval, 3-30-06
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http: h2i).rnr.state.nc..us!iicwctlancis
One
Nna
hCaro i
Altura ly
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A
Asheville, NC 28801
LETTER OF TRANSMITTAL
Date: March 28, 2006 Project: Henrietta Quarry - New Mine Permit
Rutherford County, NC
Broad River Basin
DDSCO Project No.: 187005
N.C. Department of Water Quality
Wetland/ 401 Unit
2321 Crabtree Blvd.
Raleigh, NC 27604
Attn: Sam Aghimien
Fpt;:Z?sod[a p
MAR 3 1 2006
We transmit: DENR-WATER QUALITY
® herewith ? under separate cover ? AND $TOWNTER WANCH
® in accordance with your request
For your:
® approval
? information
? record
? distribution to parties
? review & comment
? use
The following:
? Drawings
? Samples
? Change Order
? Calculations
Copies e Description
1 set E3-28-06 401 Division of Water Quality - Bioretention Area Worksheet
Remarks: Originals of the Bioretention Worksheets faxed to you earlier today.
Please feel free to call me if you have any questions or need additional information.
By: David Straub, RLA
C: Steve Whitmire/ Richard Magahey - Long Branch Partners, LLC
File Copy
? Shop Drawings Prints
? Specifications
Literature
Phone: [phone] Fax: [phone]
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quany
Contact Person: David Straub, c/o David D Smith and Company. PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #1 (below processing plant
Permanent Pod Elevation:
Temporary Pool Elevation-
Bioretention Surface- Area
Drainage Area
Impervious Area
Rational C Coefficient
Size -%
808.33 ft.
809.83 ft.
24,000 sq. ft.
9 ac.
- 4.6 _ ac.
0.5
6 %
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Inlet Velocity- 2.23 - fps
Inlet flow depth (Temp. Pool Depth) 18 in
Depth to Ground Water _ > 10 ft.
Planting Soil Infiltration Rate > 0.52 in,lhr
In-Situ Soil Infiltration Rate - 0.57 -1.98 (say avg. of 1.25) _in./hr
II. REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in wl sand under drain or 71/6 in w/o)
(the soil layer down to 4 feet)
(the sal layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a oomplete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
SEX 094woG C-IINo vertical sand bed is proposed.
WS The bioretention area is at least 40 feet by 15 feet.
12-1S Sheet flow is provided at inlet.
DJs Water table depth is greater than 6 feet.
t7JS Minimum of 6" ponding is provided.
WS The ponded area will draw down in less than 4 days.
x15 Planting sod infiltration rate is greater than 0,52 inthr.
PJ5 The in-situ sod infiltration rate is greater than 0.2 in/hr.
QJS A planting plan with species and densities is provided.
WS Mulch layer is specified in plans.
vis Planting soil meets minimum sal specifications (NCDENR Skxmwater Best Management
Practices Manual, April 1999)
12J.s Plan details fa the bioretention area provided.
raJS Plan details for the inlet and outlet are provided.
01 IS An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quany
Contact Person: David Straub Go David D Smith and Company, PLLC Phone Number. (82$) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bionetention Pond #2 (below Asphaft Plant)
Permanent Pool Elevation: 812.00 ft.
Temporary Pool Elevation: 813.42 ft.
Bioretention Surface Area 16,675 sq. ft.
Drainage Area 5.6 ac.
Impervious Area - 3.0 ac.
Rational C Coefficient 0.5
Size % - - - - 6.84 %
Inlet Velocity - 2.17- fps
Inlet flow depth (Temp. Pool Depth) 17 in
Depth to Ground Water >10 ft.
Planting Soil Infiltration Rate > 0.52 in,/hr.
In-Situ Soil Infiltration Rate 0.57 -1.98 (say avg. of 1.25) in,/hr,
II. REQUIRED ITEMS CHECKLIST
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(on-site and off-site drainage to the basin)
(on-site and off site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Sr-C f2K&wu9C: 611 No vertical sand bed is proposed.
O J5 The bioretention area is at least 40 feet by 15 fleet.
VJS Sheet flow is provided at inlet.
bJS Water table depth is greater than 6 feet,
WS Minimum of 6" ponding is provided.
p6 The ponded area will draw down in less than 4 days.
r2.1S Planting soil infiltration rate is greater than 0.52 in/hr.
0-15--The in-situ soil infiltration rate is greater than 0.2 in/hr.
PJ5 A planting plan with species and densities is provided.
W5 Mulch layer is specified in plans.
WS Planting sd meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
0,15 Plan details for the bioretention area provided.
2J5 Plan details for the inlet and outlet are provided.
D,lg An operation and maintenance agreement signed and notarized by the responsible party is provided,
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quarry
Contact Person: David Straub. Go David D Smith and Company, PLLC Phone Number. (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #3 (below Redi Mix Plant)
Permanent Pool Elevation: 835.50 ft.
Temporary Pool Elevation: 836.50 ft.
Bioretention Surface Area 6,518 sq. ft.
Drainage Area 1.4 ac.
Impervious Area 0.75 ac.
Rational C Coefficient 0.5
Size % 10.69 %
Inlet Velocity - 2.08 fps
Inlet flow depth - (Temp. Pool Depth) 12 in
Depth to Ground Water >10 ft.
Planting Soil Infiltration Rate > 0.52 in./hr,
In-Situ Soil Infiltration Rate 0.57 -1.98 (say avg, of 1.25) in./hr.
II. REQUIRED ITEMS CHECKLIST
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(on-site and off-site drainage to the basin)
(on-site and oft site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the sal layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stmnwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
SrrF. QgAwiweq C-fl No vertical sand bed is proposed.
X2 1S The bioretention area is at least 40 feet by 15 feet.
QJS Sheet flow is provided at inlet.
DjS Water table depth is greater than 6 feet.
r)15 Minimum of 6" ponding is provided.
Ws The ponded area will draw down in less than 4 days.
P?6 Planting soil infiltration rate is greater than 0.52 in/hr.
WS The h& soil infiltration rate is greater than 0.2 in/hr.
c21S A planting plan with species and densities is provided.
ZS Mulch layer is spedfied in plans.
fa1S Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Pis Plan details for the bioretention area provided.
fI Plan details for the inlet and outlet are provided.
"J5 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 05-1409
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Henrietta Quarry
Contact Person: David Straub, Go David D Smith and Company PLLC Phone Number: (828) 254 - 4448
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention Pond #4 (above Redi Mix Plant)
Permanent Pool Elevation:
Temporary Pool Elevation:
840,50
841.50
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Bioretention Surface Area
Drainage Area
Impervious Area _
Rational C Coefficient
Size % -
10,197 sq. ft.
2.24 ac.
1.12 ac.
0.5
10.45 %
(on-site and off-site drainage to the basin)
(on-site and off site drainage to the basin)
(either 5% in w/ sand under drain or 7% in w/o)
Inlet Velocity 2.27 fps
Inletflowdepth (Temp. Pool Depth) 12 in
Depth to Ground Water > 10 ff.
Planting Soil Infiltration Rate > 0.52 in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.57 -1.98 (say avg, of 1.25) in./hr. (the sal layer below 4 feet or below the sand bed)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal
includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
SM 2&&Wtw!Q -rI No vertical sand bed is proposed.
12.8- The bioretention arm is at least 40 feet by 15 fleet
f?1S Sheet flow is provided at inlet.
r?,! S Water table depth is greater than 6 feet.
(?.LS Minimum of 6" ponding is provided.
EA. The ponded area will draw down in less than 4 days.
(a1$ ---Planting soil infiltration rate is greater than 0.52 in/hr.
W6 The in-sill soil infiltration rate is greater than 0.2 in/hr.
W5 A planting plan with species and densities is provided.
t2 j$ Mulch layer is spedfied in plans.
ta-LS Planting sol meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
bJ S Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
^ An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A
Asheville, NC 28801
LETTER OF TRANSMITTAL
Date: November 14, 2005 Project: Henrietta Quarry - New Mine Permit
Rutherford County, NC
DDSCO Project No.: 187005
DWQ #05-1409;
USACE Action I.D. No. 200532568
NCDENR Division of Water Quality
401 Oversight and Express Permitting Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Attn: Alan Klimek, P.E.
We transmit:
® herewith ? under separate cover
? in accordance with your request
For your:
® approval
? information
? record
The following:
® Drawings
? Samples
? Change Order
® Calculations
? distribution to parties
? review & comment
? use
9[R/;;NR nwr
NOV Z ? zonS
6iMt)a r,w?t9Ri10RW"
? Shop Drawings Prints
? Specifications
? Literature
® O & M Manual and Agreement
Copies Date Description
1 Print 11-14-05 Cover, Sheet C-4, C-5, C-6, C-7, C-9, C-10 and C-11;
Stormwater Management Submittal
1 11-14-05 Signed and Notarized Operation and Maintenance Agreement
1 11-14-05 Operation and Maintenance Manual
1 11-14-05 Stormwater Calculations with Narrative
Remarks: Alan - Submitted per the requirements of approved 401 Water Quality Certification
No. 3531, issued to Steve Whitmire of Long Branch Partners, LLC.
Please feel free to call if you have any questions.
By: David Straub, RLA
C: Kevin Barnett - DWQ, Asheville Regional Office
Steve Whitmire - Long Branch Partners, LLC
File Copy
Phone: [phone] Fax: [phone]
STORMWATER CONTROL STRUCTURE MAINTENANCE AGREEMENT
PROJECT: Henrietta Quarry
RESPONSIBLE PARTY: Long Branch Partners, LLC PHONE M [phone]
ADDRESS: 315 Red Oak Flats Road
Dahlone a GA 30533
I. Monthly or after every runoff producing rainfall, whichever comes first:
a. Remove debris from trash rack.
b. Check and clear orifice of any obstructions.
C. Check pond side slopes; remove trash, repair eroded areas before next rainfall.
II. Quarterly
a. Inspect the collection system (i.e., catch basin, piping, grassed swales) for proper functioning. Clear
accumulated trash from basin grates, and basin bottoms, and check piping for obstructions.
b. Check pond inlet pipes for undercutting. Repair if necessary.
C. Repair any broken pipes.
d. Replace rip rap that is choked with sediment.
III. Semi-Annually
a. Remove accumulated sediment from the bottom of outlet structure.
b. Check pond depth at various locations. If depth is reduced to 75% of original design depth, remove
sediment to original design depth.
C. Reseed grassed swales twice yearly. Repair eroded areas immediately.
IV. General
a. A natural buffer is encouraged along the banks of the pond where appropriate. Annual mowing can be
used to maintain a low buffer. Vegetation along the dam should be mowed on a regular basis to
discourage root intrusion.
b. Wetland plants are encouraged along pond perimeter; however, invasive species such as cattails must
be removed when they cover the entire surface area of pond.
C. All components of impoundment system to be kept in good working order.
d. In case the ownership of the Impoundment Transfers, the current owner shall, within thirty (30) days of
transfer of ownership, notify the North Carolina Department of Environment and Natural Resources
Division of Water Quality of such ownership transfer.
e. This property and impoundment is also subject to the Operation and Maintenance Manual filed with the
register of deeds.
I, Richard Magahey, c/o Long Branch Partners, LLC , hereby acknowledge that I am the financially responsible party for
maintenance of this i poundment. I will perform the maintenance as outlined above, as part of the Certificate of Compliance
with Stormwater io d for this project
Signature: Date: 2005.
1, otary Public for the State of 4'6rl k cQ ?'bf v(c`, County of ?- I
do hereby certify that chard Magahey personally appeared before me this/4"'?-ay of
2005 and acknowledge due execution of the foregoing instrument. Witness my hand and official seal,
Seal
My commission expires: 3 5 - p-10 6 8
A
OPERATIONS & MAINTENANCE MANUAL
(Project Name): Henrietta Quarry
This manual established procedures for maintenance and operation of the Henrietta Quarry Freshwater and Stormwater
management facilities in accordance with the Best Management Practices set forth by the North Carolina Department of
Environment and Natural Resources Division of Water Quality.
Maintenance of Embankments
A. Vegetation
The embankment has a ground cover of fescue, which if properly maintained will prevent erosion of the
embankment and provide an east surface for inspection. The grass will be most difficult to obtain in the
area subject to water level fluctuation below the top of the riser. Grass should be fertilized every
October and April.
Re-Seeding - periodically re-seeding may be required to establish grass on areas where seed
did not take or has been destroyed. Before seeding, fertilizer (10-10-10) should be applied at a
minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sewn at a rate of
three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately
%4". Immediately following the planting, the area should be mulched with straw.
Trees & Shrubs - trees, shrubs, and other landscape vegetation should be permitted only as
shown on the approved planting plan.
Mowing - grass mowing, brush cutting and removal of weed vegetation will be necessary for the
proper maintenance of the embankment. All embankment slopes and vegetation spillways
should be mowed when the grass exceeds 8" in height. Acceptable methods include the use of
weed whips or power brush cutters and mowers.
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation or when vegetation dies
and sets up the environment for rill erosion and eventually gullies from the stormwater runoff. The dam
should be inspected for these areas. Proper care of vegetative areas that develop erosion is required
to prevent more serious damage to the embankment. Rills and gullies should be filled with suitable soil
compacted and then seeded. Methods described in Section I-A, on vegetation, should be used to
properly establish the grass surface. Where eroded areas are detected, the cause of the erosion
should be addressed to prevent a continued maintenance problem. Frequent problems result from the
concentration of runoff to one point of the embankment crest instead of a uniform distribution of runoff.
This can be corrected by reshaping the crest to more evenly distribute the runoff to areas, which are not
experiencing erosion problems.
Abutment Areas - the abutment is the line formed where the embankment fill comes into
contact with the existing slope. Runoff from rainfall concentrates in these gutter areas and can
reach erosive velocities because of the steep slopes. If a normal stand of grass cannot be
maintained on the abutments, additional measures may be needed such as jute matting to
provide for the establishment of a good ground cover or rip rap.
Upstream Embankment Slope - Erosion problems can develop on the upstream face of the
dam due to the fluctuation of water level in the pond. This is a result of a combination of wave
actions and ground saturation, which occurs from the elevated water levels. The erosion
generally occurs as the water level falls and the saturated ground becomes subjected to the
wave action. If erosion becomes a problem, it may necessitate the installation of a stone
armoring along the zone subject to fluctuating water level. This would consist of 18" of NCDOT
Class B stone for erosion control underlain with Mirafi 140 geotextile fabric. It should be
centered at the point of the erosion problem and covering an area 2' above and below the
approximate center of the eroded area.
C. Seepage
Detection - Seepage may vary in appearance from a soft wet area to a flowing spring. It may
show up first as only an area where the vegetation is more lush and darker green. Cattails,
reeds, mosses and other marsh vegetation often become established in a seepage area. The
downstream abutment areas where the embankment fill and natural ground interface are very
common locations for seepage. Also the contact between the embankment and the spillway
conduit is a very common location which is generally attributed to poor compaction around the
conduit. Due to the way in which conduits are put in, this is generally most evident on the
underside of the conduit. Slides may result from excessively saturated embankment slopes.
The natural foundation area immediately downstream of the dam abutment should also be
inspected to ensure that "piping" is not occurring underneath the embankment. "Piping" may
appear as a "boil" evident as spring carries soil. The soil usually deposits around the boil area
and is evident by the sedimentary deposits accompanying it. Seepage can also occur into the
spillway conduit through cracks in the pipe or improperly sealed joints. These can be seen by
observing the conduit when the water level is high. The movement of the water itself is not
dangerous, but if soil particles are being carried with it, then it can create a shortcut for the
piping of soil. This might show up on the upstream face of the embankment roughly along the
line of the conduit itself.
D. Cracks, Slides, Sloughing, and Settlement
Cracks - the entire embankment should be inspected for cracks. Short, isolated cracks are
usually not significant, but larger cracks (wider than W), well defined cracks indicate a serious
problem. There are two types of cracks: transverse and longitudinal. Traverse cracks appear
crossing the embankment and indicated difference of settlement within the embankment.
These cracks provide avenues for seepage and piping could develop. Longitudinal cracks run
parallel to the embankment and may signal the early stages of a slide. In recently built
structures, these cracks may be indicative of poor compaction or poor foundation preparation
resulting in consolidation after construction.
Slides - Slides and slumps are serious threats to the safety of an embankment. Slides can be
detected easily unless obscured by vegetation. Arch shaped cracks are indications that slides
are slipping or beginning to slip. These cracks soon develop into large scarps in the slope at
the top of the slide.
Settlement - settlement occurs both during construction and after the embankment has been
completed and places in service. To a certain degree this is normal and should be experienced.
It is usually the most pronounced at the location of maximum foundation depth or embankment
height. Excessive settlement will reduce the free board (difference in elevation between the
water surface and the top of the dam). Any area of excessive settlement should be restored to
original elevation and condition to reduce the risk of overtopping. A relatively large amount of
settlement (more than 6") within a small area could indicate serious problems in the foundation
or perhaps the lower part of the embankment. Settlement accompanied by cracking often
precedes failure.
What to do if seepage, cracks, slides or settlement are detected: If any of the above items are
detected there may be signs of significant problems, which could lead, to the failure of the
structure. A geotechnical or civil engineer should be consulted regarding the origin of these
problems and for the assessment of the appropriate solutions for correcting them. If the
professional is not immediately able to inspect the dam, then the bottom drain should be
opened and the water level lowered to remove the risk of failure until a professional can observe
these problems.
E. Rodent Control
Rodents such as ground hogs, muskrats, and beavers are attracted to dams and reservoirs and can be
quite dangerous to structural integrity and proper performance of the embankment and spillway.
Groundhog and muskrats thrive on burrowing in the manmade earth embankments, which become
pathways for seepage. In the event that burrows are detected within the dam, then the rodents should
be dealt with by removal.
MAINTENANCE OF SPILLWAYS & CONTROL STRUCTURES
A. Inspection of Spillway Conduits
Conduits should be inspected thoroughly once a year. Conduits should be visually inspected by
actually entering the conduit a sufficient distance between the riser structure and the outlet to check all
the joints. Because the outlet works tie into the street storm sewer system, catch basins and pipes.
Conduit should be inspected for proper alignment (sagging), elongation and displacement at joints,
cracks, leaks, surface water, surface wear, loss of protective coating, corrosion and blocking. Problems
with conduits most often occurs at joints and special attention should be given to them during
inspection. Joints should be checked for gaps caused by elongation or settlement and loss of joint filler
material. Open joints can permit erosion of the embankment material and possibly the piping of soil
material through the joints. Catch basin should be checked for signs that water is seeping along the
exterior surface of the pipe where it enters the catch basin. A depression in the soil surface over the
pipe may be signs that soil is being removed from around the pipe.
What to do if problems are detected with the spillway: Retain the assistance of a civil engineer
or geotechnical engineer qualified in the design of embankments to perform an inspection of the
dam. If in doubt, lower the water surface elevation of the pond until such time as an inspection
can be performed by a qualified professional.
B. Trash racks on Pipe Spillways
The spillway riser for this dam is the only spillway structure. The intake structure has been fitted with a
trash rack to prevent debris from entering the spillway structure. Most of the runoff entering the pond
comes in through grated inlets, which have essentially provided filtration of the runoff and should limit
the size of the debris that enters the basin to floating debris which will most likely pass through the trash
rack. The opening between the trash rack and riser is smaller than the opening of the outlet pipe. the
intent is that any debris, which passes through the trash rack, will be easily passed by the pipe outlet.
Maintenance should include periodically checking the rack for rusted or broken sections and repairing as
needed. The trash rack should be checked frequently during and after storm events to ensure that it is
properly functioning and to remove accumulated debris.
III. OPERATION
A. Lake Drains
Lake drains should always be operable so that the pool level can be drawn down in case of an
emergency or for repairs or maintenance. Lake drain valves or gates that have not been operated for a
long time present a special problem. Generally, when draining the pond, it should be drained slowly.
Open the drain until a good flow of water is present but not a torrent, so that the water level can be
drained over a period of 48 hours or more. Rapidly lowering the water level in the pond can cause
permanent damage to the embankment and must be avoided. The gate valve controlling the lake drain
should be operated from fully closed to fully opened position at least twice a year.
B. Record Keeping
Operation of a dam should include recording of the following:
• Annual Inspection Reports - a collection of written inspection report should be kept on record in
Section IV of this manual. Inspection should be conducted annually. Copies should be
provided to the Town of Henrietta Stormwater Management Section of the Engineering Division.
• Observations - all observations should be recorded. Where periodic inspections are performed
following significant rainfall events, these inspections should be logged into the Periodic
Inspection, Operation & Maintenance Form in Section IV of this manual.
• Maintenance - written records of maintenance and/or repairs should be recorded on the
Periodic Inspection, Operation & Maintenance Form in Section IV of this manual.
• Other Operation Procedures - the owner should maintain a complete and up-to-date set of
plans (as-built drawings) and all changes made to the dam over time should be recorded on the
as-builts.
C. Sedimentation & Dredging
Sedimentation from establishing areas tributary to the pond will eventually result in the reduction of the
retention pool and eventually will have to be removed. The frequency of this sediment removal can be
reduced by ensuring that the site areas around the building be stabilized with a vegetative ground cover
such that it restrains erosion. This would include a periodic application of fertilizer and other treatments
necessary to promote a stable groundcover and minimize sedimentation to the pond. The maintenance
on this pond requires that when the sediment level (as measured from the top of the riser to the
sediment pool) is within 72" of the top of the riser that the sediment must be removed and the original
pond restored. For aesthetic purposes it may be desirable to maintain it prior to this point. Generally,
the dredging process begins with the removal of as much water as possible from the deposited silt and
so the material can be excavated with conventional equipment for trucking offsite. The removed
material should be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized
with a groundcover sufficient to restrain erosion.
IV. INSPECTION, OPERATION & MAINTENANCE CHECKLISTS
V. SPECIAL CONSIDERATIONS
POND INSPECTION CHECKLIST
(Project Name): Henrietta Quarry Pond # , Henrietta, NC
SPILLWAYS - DRAINS - OUTLETS
Date:
Time:
Check/Circle
Condition Noted Observations Action -
Repair Action -
Monitor Action --
Investigative
Principal
Spillway Type:
Trash racks/Debris
Cracks/Deterioration
Joint Deterioration
Improper Alignment
Cracks/Deterioration
Joint Deterioration
Seepage/Piping
Undercutting
Erosion
Debris
Lake
Drain/Other
Outlets Type:
GatesNalves
Operability

General Comments, Sketches & Field Measurements
POND INSPECTION CHECKLIST
(Project Name): Henrietta Quarry Pond # , Henrietta, NC
EMBANKMENT -- POOL
Date:
Time:
Check/Circle
Condition Noted Observations Action -
Repair Action -
Monitor Action --
Investigative
U/S Slope Type:
Vegetation, Ri ra
Beach in /slides/cracks
Undermining/erosion
Rodent burrows
Crest Type:
Ruts/erosion
Cracks/settlement
Poor alignment
D/S Slope Type:
Vegetation/erosion
Rodent burrows
Sloughs/slides/cracks
Seepage/wetness
Pool Type:
Erosion/ round cover
Sedimentation
Water quality
Abutment T e:
Vegetation/erosion
Sloughs/slides/cracks
Seepage/wetness
General Comments, Sketches & Field Measurements
PERODIC INSPECTION, OPERATION & MAINTENANCE RECORDS
(Project Name): Henrietta Quarry Pond # , Henrietta, NC
Date Time Rain " Pool Level Weather General Observations Recorded By
Conditions or Comments
Date Maintenance Performed Comments Recorded By
Date Equipment Operated Comments Recorded By
s
DAVID D. SMITH and COMPANY, PLLC
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
STORMWATER MANAGEMENT NARRATIVE - HENRIETTA QUARRY
Henrietta, Rutherford County, NC
DDS Project number: 187005
November 11, 2005
Proiect Description:
The project scope consists of a proposed new granite quarry with an ancillary asphalt
and redi mix plant to be located just over a mile southwest of Henrietta in southern
Rutherford County, NC. This quarry will produce graded and washed construction
aggregate, competing with the Thompson Contractor's quarry in extreme northwestern
Rutherford County, Vulcan Materials quarry at Blacksburg, South Carolina and the
Martin Marietta Quarry at Kings Mountain, North Carolina, and to a lesser degree, the
Vulcan Materials Quarry at Inman, South Carolina. Based upon the definition of market
area referred to above, it is anticipated that the quarry will serve a population of
approximately 165,000 people with an anticipated useful life in excess of 30 years. At
the end of the productive mining life, Henrietta Quarry will be reclaimed by allowing it to
fill and remain as a freshwater reservoir serving the surrounding community as a potable
and recreational water source.
Site Description:
The site consists of 228.17 permitted acres situated near the headwaters of Hog Pen
Branch in the Broad River Basin of Rutherford County. Hog Pen Branch bisects the site
in a generally southeasterly direction, flowing between future Phase 2 and future Phase
3 of the quarry, exiting from the eastern boundary, between the proposed processing
area and asphalt plant lease area. Unnamed perennial tributaries feed into Hog Pen
Branch which will be removed as mining progresses. These tributaries will be mitigated,
relocated or left undisturbed, depending on the location and phase of mining operations.
Wetland and Environmental consultants have been brought on board to address issues
of wetland remediation, relocation and mitigation and are covered under separate permit
submittals.
The site slopes generally from west to east with an elevation difference of approximately
86 feet. Existing vegetation varies throughout the site, ranging from pasture to pine
woods with under story scrub. Shallow and exposed rock is prevalent throughout most
of the site with deeper overburden occurring toward Ferry Road and also north toward
Harris Henrietta. Deep eroded gullies have been cut through the site at various
locations along the tributaries.
Planned Erosion Control/Storm Drainage:
The construction sequence will begin with the installation of a temporary gravel
construction entrance at Ferry Road where an access road to the proposed Processing
Plant will be constructed. Armored ditches with regularly spaced check dams and
culverts along this access road will be constructed to direct storm water into sediment
traps, allowing sediment to settle out. This road will initially provide access for
construction equipment used in the preparation of the pad for the Processing Plant and
Telephone: [phone]
Page 1 of 2
Fax: [phone]
A,
DAVID D. SMITH and COMPANY, PLLC
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
will then be paved for use as a customer access road. Fill material generated from the
construction of the pad for the Processing Plant will be utilized concurrently in the
construction of the freshwater ponds designed to provide process water for the plant.
All temporary erosion control devices, ditches and culverts are sized for a 25 year
frequency, 5 minute duration storm using data obtained from the Charlotte rainfall curve.
This information was then input into the rational formula and the Manning's equation to
obtain runoff results. The proposed freshwater ponds were also sized using a 25 year
frequency, 5 minute duration rainfall curve for the Charlotte area along with a Hydro
CAD program to route the water flow and determine peak storage capacity. The
temporary sediment traps have been sized to accommodate storm water discharge from
the upstream sediment trap of the 1 year, 24 hour storm.
Planned temporary erosion control measures consist of inlet protection, water trucks to
control dust, temporary seeding, silt fence at the toe of all fill slopes and critical or
environmentally sensitive areas; temporary ballast stone construction entrances,
sediment traps diversion berms and the use of an erosion control blanket which will be
placed on the face of fill slopes. Measures will be regularly inspected and maintained
during the ongoing mining operations.
Permanent measures include, but are not limited to: paved surfaces and improvements,
permanent grassing and vegetated buffers, storm drainage culverts with rip rap armored
outlets and the extensive use of vegetated drainage ditches to collect, transport and
treat storm water before discharging from the site and other measures in accordance
with Best Management Practices. As the quarry pit is mined, surface stormwater and
water seepage from the rock will collect in the pit to be pumped out and used in the
quarry processing operations.
In locations where the potential risk of environmental impact is the greatest from
contaminated stormwater runoff, such as downslope of the Redi Mix, Asphalt and Quarry
processing plants, concrete water retainage pits will be constructed specifically to reuse
the process and stormwater flowing from the respective sites. These pits will be cleaned
out and maintained on a regular basis. As an added (secondary) protection measure,
bio retention ponds, designed in general accordance with the NCDENR 2005 Draft
Manual of Stormwater Best Management Practices, will be constructed to capture and
filter out up to 85% of T.S.S. and slowly release this stormwater flow over 72 hours from
the concrete retainage pits and surface flow before discharging into protected streams
and wetland habitats. Diversion berms and site grading will be field adjusted so that all
runoff from the plant sites will be routed through the bio retention ponds prior to release
into Hog Pen Branch. All permanent stormwater measures will be inspected and
maintained regularly by the responsible party in accordance with the Operation and
Maintenance Agreement and Manual.
A 200 foot wide undisturbed buffer, centered on Hog Pen Branch will be maintained to
protect the integrity of the stream from land disturbance and production operations.
Limited and temporary disturbance due to construction of the customer access road
crossing just past the quarry processing plant will be in accordance with allowable limits
set forth by the Corps of Engineers.
Telephone: [phone]
Page 2 of 2
Fax: [phone]
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
HENRIETTA,
Rutherford County, North Carolina
Owner / Developer:
Long Branch Partners, L.L.C.
315 Red Oak Flats Road
Dahlonega, GA 30533
Tel. [phone]
3 SEAL
15707
''••?? ?W1GN? S
Telephone: [phone] Fax: [phone]
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Ditches
25 year storm interval
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm)
FILE No. 187005
SHEET NO. 1 of 4
COMPUTED BY djs CHECKED BY DATE 11/4/2005
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 1 (East Side Access Road
Channel Calculator
Q10=4.0 cfs Q25=4.38 cfs
Given Input Data:
Shape .................. ......... Trapezoidal
Solving for ............ ......... Depth of Flow
Flowrate ............... ......... 4.3800 cfs
Slope .................... ....... 0.0525 ft/ft
Manning's n .......... ........... 0.0470
Height ................... ....... 18.0000 in
Bottom width ........ ............ 12.0000 in
Left slope .............. ........ 2.0000 ft/ft (V/H)
Right slope ........... .......... 2.0000 ft/ft (V/H)
DITCH NO.2 (West Side Access Road
Channel Calculator
Q10=5.23 cfs Q25=5.69 cfs
Given Input Data:
Shape ...................... ..... Trapezoidal
Solving for ................ ..... Depth of Flow
Flowrate ................... ..... 5.6900 cfs
Slope ........................ ... 0.0525 ft/ft
Manning's n .............. ....... 0.0470
Height ....................... ... 18.0000 in
Bottom width ............ ........ 12.0000 in
Left slope ................. ..... 2.0000 ft/ft (V/H)
Right slope ............... ...... 2.0000 ft/ft (V/H)
Computed Results:
Depth ................... ........ 9.5536 in
Velocity ................ ........ 3.9351 fps
Full Flowrate ........ ........... 13.5712 cfs
Flow area ............. .......... 1.1131 ft2
Flow perimeter ..... ............. 33.3626 in
Hydraulic radius ... ............. 4.8042 in
Top width ............. .......... 21.5536 in
Area ..................... ....... 2.6250 ft2
Perimeter ............. .......... 52.2492 in
Percent full ........... ......... 53.0757%
Critical Information
Critical depth .................. 8.8687 in
Critical slope .................. 0.0677 ft/ft
Critical velocity ............... 4.3273 fps
Computed Results:
Depth .................... ....... 11.1145 in
Velocity ................. ....... 4.1988 fps
Full Flowrate ......... .......... 13.5712 cfs
Flow area .............. ......... 1.3551 ft2
Flow perimeter ...... ............ 36.8527 in
Hydraulic radius .... ............ 5.2951 in
Top width .............. ......... 23.1145 in
Area ...................... ...... 2.6250 ft2
Perimeter .............. ......... 52.2492 in
Percent full ............ ........ 61.7470%
Critical Information
Critical depth .................. 10.3389 in
Critical slope .................. 0.0675 ft/ft
Critical velocity ............... 4.6158 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm) SHEET NO
COMPUTED BY djs CHECKED BY
FILE No. 187005
2 of 4
DATE 11/4/2005
Using the Rational Method, I10=6.70 for the Charlotte 6 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 3: Q10= 22.68 cfs
Q25= 24.70 cfs
Channel Calculator
Given Input Data:
Shape .............
Solving for ......
Slope ..............
Manning's n ....
Depth ..............
Height .............
Bottom width ...
Left slope ........
Right slope ......
Trapezoidal
Flowrate
0.0225 ft/ft
.. 0.0470
23.0000 in
24.0000 in
.. 24.0000 in
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width ..........
Area ..................
Perimeter ..........
Percent full .......
... 25.1051 cfs 1I
.. 4.4276 fps
..... 27.0541 cfs
.... 5.6701 ft2
....... 75.4296 in
....... 10.8247 in
.... 47.0000 in
. 6.0000 ft2
.... 77.6656 in
... 95.8333%
Critical Information
Critical depth .................. 17.8758 in
Critical slope .................. 0.0537 ft/ft
Critical velocity ............... 6.1399 fps
"DITCH NO. 4: Q10= 8.93 cfs
Q25= 9.75 cfs
Channel Calculator
Given Input Data:
Shape ............
Solving for .....
Slope .............
Manning's n ...
Depth .............
Height ............
Bottom width .
Left slope .......
Right slope ....
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width .........
Area .................
Perimeter .........
Percent full .......
Trapezoidal
Flowrate
0.1600 ft/ft
.. 0.0690
12.0000 in
18.0000 in
... 24.0000 in
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
... 15.1526 cfs
. 6.0610 fps
..... 29.8638 cfs
.... 2.5000 ft2
....... 50.8328 in
....... 7.0820 in
... 36.0000 in
4.1250 ft2
... 64.2492 in
... 66.6667%
Critical Information
Critical depth .................. 13.2095 in
Critical slope .................. 0.1165 ft/ft
Critical velocity ............... 5.3973 fps
*Line ditch no. 4 with Rip Rap, d50=6"
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm) SHEET NO
COMPUTED BY djs CHECKED BY
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
*DITCH NO. 5: Q10= 1.49 cfs
Q25= 1.62 cfs
*DITCH NO. 6: Q10= 12.87 cfs
Q25= 14.03 cfs
Channel Calculator
Channel Calculator
Given Input Data: Given Input Data:
Shape ................... ........ Trapezoidal Shape .................. ......... Trapezoidal
Solving for ............ ......... Flowrate Solving for ........... .......... Flowrate
Slope .................... ....... 0.0875 ft/ft Slope ................... ........ 0.0675 ft/ft
Manning's n .......... ........... 0.0690 Manning's n ......... ............ 0.0470
Depth .................... ....... 6.0000 in Depth ................... ........ 14.0000 in
Height ................... ....... 18.0000 in Height .................. ........ 18.0000 in
Bottom width ......... ........... 24.0000 in Bottom width ........ ............ 18.0000 in
Left slope .............. ........ 2.0000 ft/ft (V/H) Left slope ............. ......... 2.0000 ft/ft (V/H)
Right slope ............ ......... 2.0000 ft/ft (V/H) Right slope ........... .......... 2.0000 ft/ft (V/H)
Computed Results: Computed Results:
Flowrate ................ ........ 3.6322 cfs Flowrate ............... ......... 14.0694 cfs ?l
Velocity .................. ...... 3.2287 fps Velocity ................. ....... 5.7886 fps
Full Flowrate .......... ......... 22.0846 cfs Full Flowrate ........ ........... 21.7582 cfs
Flow area .............. ......... 1.1250 ft2 Flow area ............. .......... 2.4306 ft2
Flow perimeter ...... ............ 37.4164 in Flow perimeter ..... ............. 49.3050 in
Hydraulic radius ..... ........... 4.3297 in Hydraulic radius ... ............. 7.0987 in
Top width ............... ........ 30.0000 in Top width .............. ......... 32.0000 in
Area ....................... ..... 4.1250 ft2 Area ...................... ...... 3.3750 ft2
Perimeter ............... ........ 64.2492 in Perimeter .............. ......... 58.2492 in
Percent full ............. ....... 33.3333% Percent full ........... ......... 77.7778%
Critical Information
Critical depth .................. 5.4015 in
Critical slope .................. 0.1228 ft/ft
Critical velocity ............... 3.6266 fps
Critical Information
Critical depth .................. 14.5583 in
Critical slope .................. 0.0590 ft/ft
Critical velocity ............... 5.5051 fps
*Line ditch no. 5 with Rip Rap, d50=6"
*Beginning at Sta. 32+75, widen the ditch
bottom to 2 ft. and line with class B
rip rap, d50=6".
FILE No. 187005
3of4
DATE 11/4/2005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations: Ditches (25 yr. storm)
COMPUTED BY djs CHECKED BY
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
DITCH NO. 7: Q10= 5.95 cfs
Q25= 6.48 cfs
Channel Calculator
Given Input Data:
Shape ..................
Solving for ...........
Slope ...................
Manning's n .........
Depth ...................
Height ..................
Bottom width ........
Left slope .............
Right slope ...........
Computed Results:
Flowrate ..................
Velocity ...................
Full Flowrate ...........
Flow area ................
Flow perimeter ........
Hydraulic radius ......
Top width ................
Area ........................
Perimeter ................
Percent full ..............
Trapezoidal
Flowrate
0.0210 ft/ft
.. 0.0470
13.0000 in
18.0000 in
... 18.0000 in
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
6.9168 cfs
3.1272 fps
12.1362 cfs
2.2118 ft2
.... 47.0689 in
.... 6.7667 in
. 31.0000 in
3.3750 ft2
58.2492 in
72.2222%
Critical Information
Critical depth .................. 9.5229 in
Critical slope .................. 0.0595 ft/ft
Critical velocity ............... 4.5951 fps
FILE No. 187005

SHEET NO. 4 of 4
DATE 11/4/2005
"Line ditch no. 5 with Rip Rap, d50=6"
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Culverts
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No.
187005
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO.
1 of 7
COMPUTED BY djs CHECKED BY DATE 11/3/2005
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 1: Q10= 18.09 cfs Culvert No. 2: Q10= 7.04 cfs
Q25= 19.71 cfs Q25= 7.67 cfs
Drain. Area =9.0 Acres; C=0.3 Drain. Area =3.5 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ................... ........ Circular Shape ................. .......... Circular
Solving for ............ ......... Flowrate Solving for ........... .......... Flowrate
Diameter ............... ......... 18.0000 in Diameter ............. ........... 18.0000 in
Depth .................... ....... 12.0000 in Depth .................. ......... 12.0000 in
Slope .................... ....... 0.0440 ft/ft Slope ................... ........ 0.1000 ft/ft
Manning's n .......... ........... 0.0110 Manning's n ......... ............ 0.0110
Computed Results: Computed Results:
Flowrate ................ ........ 20.4125 cfs ?l Flowrate .............. .......... 30.7730 cfs ?l
Area ...................... ...... 1.7671 ft2 Area ..................... ....... 1.7671 ft2
Wetted Area .......... ........... 1.2515 ft2 Wetted Area ........ ............. 1.2515 ft2
Wetted Perimeter .. .............. 34.3914 in Wetted Perimeter ................ 34.3914 in
Perimeter .............. ......... 56.5487 in Perimeter ............. .......... 56.5487 in
Velocity .................. ...... 16.3103 fps Velocity ................ ........ 24.5887 fps
Hydraulic Radius ... ............. 5.2402 in Hydraulic Radius . ............... 5.2402 in
Percent Full ........... ......... 66.6667% Percent Full ......... ........... 66.6667%
Full flow Flowrate .. ............ 26.0403 cfs Full flow Flowrate . ............. 39.2572 cfs
Full flow velocity .... .......... 14.7358 fps Full flow velocity .. ............ 22.2150 fps
Area ....................... ..... 2.6250 ft2 Area ..................... ....... 2.6250 ft2
Perimeter ............... ........ 52.2492 in Perimeter ............. .......... 52.2492 in
Percent full ............ ........ 50.3315% Percent full ........... ......... 58.8260%
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry -Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO
2 of 7
COMPUTED BY djs CHECKED BY DATE 11/3/2005
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 3: Q10=18.90 cfs Culvert No. 4: Q10=12.89 cfs
Q25= 20.59 cfs Q25= 13.21 cfs
Drain. Area =9.4 Acres; C= 0.3 Drain. Area =1.16 Acres; C=0.45
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for .................... . Flowrate Solving for ..................... Flowrate
Diameter ....................... . 24.0000 in Diameter ........................ 18.0000 in
Depth ........................... 16.4292 in Depth ........................... 15.0000 in
Slope ........................... 0.0114 ft/ft Slope ........................... 0.0140 ft/ft
Manning's n .................. ... 0.0110 Manning's n ..................... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 20.6156 cfs 4 Flowrate ........................ 14.9009 cfs ?I
Area ............................ 3.1416 ft2 Area ............................ 1.7671 ft2
Wetted Area .................. ... 2.2919 ft2 Wetted Area ..................... 1.5736 ft2
Wetted Perimeter .......... ...... 46.7721 in Wetted Perimeter ................ 41.4094 in
Perimeter ...................... . 75.3982 in Perimeter ....................... 56.5487 in
Velocity ........................ 8.9951 fps Velocity ........................ 9.4696 fps
Hydraulic Radius ........... ..... 7.0561 in Hydraulic Radius ................ 5.4720 in
Percent Full ................... . 68.4550% Percent Full .................... 83.3333%
Full flow Flowrate .......... .... 25.3636 cfs Full flow Flowrate .............. 14.6887 cfs
Full flow velocity ............ .. 8.0735 fps Full flow velocity .............. 8.3121 fps
Critical Information
Critical depth .................. 20.6304 in
Critical slope .................. 0.0046 ft/ft
Critical velocity ............... 6.9577 fps
Critical depth .................. 8.4044 in
Critical slope .................. 0.0677 ft/ft
Critical velocity ............... 4.2300 fps
FILE No. 187005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County FILE No
187005
SUBJECT Storm Drainage Calculations -Culverts; 25 yr. storm SHEET NO
3of7
COMPUTED BY djs CHECKED BY DATE 11/3/2005

Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 5: Q10= 7.40 cfs Culvert No. 6: Q10= 13.73 cfs
Q25= 8.07 cfs Q25= 14.97 cfs
Drain. Area =1.7 Acres; C=0.65 Drain. Area =2.1 Acres; C= 0.45
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ........................... Circular
Solving for ..................... Flowrate Solving for ..................... Flowrate
Diameter ....................... . 15.0000 in Diameter ....................... . 15.0000 in
Depth ........................... 9.0000 in Depth ........................... 9.0000 in
Slope ........................... 0.0940 ft/ft Slope ........................... 0.0940 ft/ft
Manning's n ................... .. 0.0110 Manning's n .................. ... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 15.7253 cfs Flowrate ........................ 15.7253 cfs ,I
Area ............................ 1.2272 ft2 Area ............................ 1.2272 ft2
Wetted Area .................. ... 0.7688 ft2 Wetted Area .................. ... 0.7688 ft2
Wetted Perimeter .......... ...... 26.5823 in Wetted Perimeter .......... ...... 26.5823 in
Perimeter ....................... 47.1239 in Perimeter ...................... . 47.1239 in
Velocity ........................ 20.4545 fps Velocity ........................ 20.4545 fps
Hydraulic Radius ........... ..... 4.1647 in Hydraulic Radius ........... ..... 4.1647 in
Percent Full ................... . 60.0000% Percent Full ................... . 60.0000%
Full flow Flowrate ........... ... 23.4063 cfs Full flow Flowrate .......... .... 23.4063 cfs
Full flow velocity ............. . 19.0732 fps Full flow velocity ............ .. 19.0732 fps
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO.
4 of 7
COMPUTED BY djs CHECKED BY DATE 11/3/2005

Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No. 7: Q10= 22.68 cfs Culvert No.8: Q10= 19.85 cfs
Q25= 24.70 cfs Q25= 21.36 cfs
Drain. Area =11.28 Acres; C=0.3 Drain. Area =1.72 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ......................... .. Circular
Solving for .................... . Flowrate Solving for ................... .. Flowrate
Diameter ....................... . 18.0000 in Diameter ..................... ... 18.0000 in
Depth ........................... 10.8000 in Depth .......................... . 13.5000 in
Slope ........................... 0.0833 ft/ft Slope .......................... . 0.0400 ft/ft
Manning's n .................. ... 0.0110 Manning's n ................ ..... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 24.0718 cfs 4 Flowrate ...................... .. 22.6405 cfs ?
Area ............................ 1.7671 ft2 Area ............................ 1.7671 ft2
Wetted Area .................. ... 1.1071 ft2 Wetted Area ................ ..... 1.4217 ft2
Wetted Perimeter .......... ...... 31.8988 in Wetted Perimeter ........ ........ 37.6991 in
Perimeter ...................... . 56.5487 in Perimeter .................... ... 56.5487 in
Velocity ........................ 21.7438 fps Velocity ....................... . 15.9253 fps
Hydraulic Radius ........... ..... 4.9976 in Hydraulic Radius ......... ....... 5.4304 in
Percent Full ................... . 60.0000% Percent Full ................. ... 75.0000%
Full flow Flowrate .......... .... 35.8296 cfs Full flow Flowrate ........ ...... 24.8284 cfs
Full flow velocity ............ .. 20.2754 fps Full flow velocity .......... .... 14.0500 fps
FILE No. 187005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO
5 of 7
COMPUTED BY djs CHECKED BY DATE 11/3/2005

Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No.9: Q10= 16.39 cfs Culvert No.10:
Q25= 17.59 cfs Q25= 0.26 cfs
Drain. Area =2.00 Acres; C =0.3 Drain. Area =0.12 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape .......................... . Circular
Solving for ..................... Flowrate Solving for .................... . Flowrate
Diameter ....................... . 15.0000 in Diameter ...................... .. 15.0000 in
Depth ........................... 12.0000 in Depth ........................... 9.0000 in
Slope ........................... 0.0620 ft/ft Slope ........................... 0.0250 ft/ft
Manning's n ................... .. 0.0110 Manning's n ................. .... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 18.5809 cfs Flowrate ....................... . 8.1097 cfs
Area ............................ 1.2272 ft2 Area ............................ 1.2272 ft2
Wetted Area .................. ... 1.0525 ft2 Wetted Area ................. .... 0.7688 ft2
Wetted Perimeter .......... ...... 33.2145 in Wetted Perimeter ......... ....... 26.5823 in
Perimeter ....................... 47.1239 in Perimeter ..................... .. 47.1239 in
Velocity ........................ 17.6548 fps Velocity ........................ 10.5486 fps
Hydraulic Radius ........... ..... 4.5629 in Hydraulic Radius .......... ...... 4.1647 in
Percent Full ................... . 80.0000% Percent Full .................. .. 60.0000%
Full flow Flowrate ........... ... 19.0093 cfs Full flow Flowrate ......... ..... 12.0709 cfs
Full flow velocity ............ .. 15.4901 fps Full flow velocity ........... ... 9.8362 fps
Critical Information
Critical depth .................. 14.7582 in
Critical slope .................. 0.0059 ft/ft
Critical velocity ............... 5.9375 fps
FILE No. 187005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Culverts; 25 yr. storm SHEET NO.
COMPUTED BY djs CHECKED BY
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator Manning Pipe Calculator
Culvert No.11: Culvert No.12:
Q25= 7.62 cfs Q25= 5.34 cfs
Drain. Area =2.32 Acres; C=0.45 Drain. Area =2.44 Acres; C=0.3
Given Input Data: Given Input Data:
Shape ........................... Circular Shape ......................... .. Circular
Solving for .................... . Flowrate Solving for ................... .. Flowrate
Diameter ...................... .. 18.0000 in Diameter ..................... ... 18.0000 in
Depth ........................... 12.0000 in Depth .......................... . 12.0000 in
Slope ........................... 0.0130 ft/ft Slope .......................... . 0.0130 ft/ft
Manning's n .................. ... 0.0110 Manning's n ................. .... 0.0110
Computed Results: Computed Results:
Flowrate ........................ 11.0954 cfs 4 Flowrate ...................... .. 11.0954 cfs
Area ............................ 1.7671 ft2 Area ............................ 1.7671 ft2
Wetted Area ................. .... 1.2515 ft2 Wetted Area ................ ..... 1.2515 ft2
Wetted Perimeter ......... ....... 34.3914 in Wetted Perimeter ........ ........ 34.3914 in
Perimeter ...................... . 56.5487 in Perimeter .................... ... 56.5487 in
Velocity ........................ 8.8656 fps Velocity ....................... . 8.8656 fps
Hydraulic Radius .......... ...... 5.2402 in Hydraulic Radius ......... ....... 5.2402 in
Percent Full .................. .. 66.6667% Percent Full ................. ... 66.6667%
Full flow Flowrate .......... .... 14.1544 cfs Full flow Flowrate ........ ...... 14.1544 cfs
Full flow velocity ............ .. 8.0097 fps Full flow velocity .......... .... 8.0097 fps
Critical Information Critical Information
Critical depth .................. 16.3666 in Critical depth .................. 16.3666 in
Critical slope .................. 0.0053 ft/ft Critical slope .................. 0.0053 ft/ft
Critical velocity ............... 6.2212 fps Critical velocity ............... 6.2212 fps
FILE No. 187005
6 of 7
DATE 11/3/2005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations -Culverts; 25 yr. storm SHEET NO
7of7
COMPUTED BY djs CHECKED BY DATE 11/3/2005
42" CULVERT AT HOG PEN BRANCH
Using the Rational Method, I10=6.70 for the Charlotte 5 minute rainfall duration curve.
I25=7.30 for the Charlotte 5 minute rainfall duration curve.
Manning Pipe Calculator
Culvert No.13:
Q25= 591 cfs
Drain. Area =270 Acres; C=0.3
Given Input Data:
Shape ........................... Circular
Solving for ..................... Flowrate
Diameter ........................ 42.0000 in
Depth ........................... 25.2000 in
Slope ........................... 0.0111 ft/ft
Manning's n ..................... 0.0130
Drainage area = 270 Acres
Computed Results:
Flowrate ........................ 71.2144 cfs (refer to Hydrocad Calculations)
Area ............................ 9.6211 ft2
Wetted Area ................. .... 6.0273 ft2
Wetted Perimeter ......... ....... 74.4305 in
Perimeter ...................... . 131.9469 in
Velocity ........................ 11.8152 fps
Hydraulic Radius .......... ...... 11.6611 in
Percent Full .................. .. 60.0000%
Full flow Flowrate .......... .... 105.9990 cfs
Full flow velocity ............ .. 11.0173 fps
Critical Information
Critical depth ........... ....... 32.6787 in
Critical slope ........... ....... 0.0051 ft/ft
Critical velocity ........ ....... 8.6910 fps
Critical area ............. ...... 8.2168 ft2
FILE No. 187005
Henrietta Large Culvert Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 0 1986-2003 Applied Microcomputer Systems 11/14/2005
Reach 2R: (new Reach)
[52] Hint: Inlet conditions not evaluated
Inflow Area = 270.000 ac, Inflow Depth = 0.02"
Inflow = 51.93 cfs @ 0.08 hrs, Volume= 0.370 of
Outflow = 50.81 cfs @ 0.09 hrs, Volume= 0.370 af, Atten= 2%, Lag= 0.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Max. Velocity= 10.9 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.9 fps, Avg. Travel Time= 0.3 min
Peak Depth= 1.72'@ 0.09 hrs
Capacity at bank full= 106.05 cfs
Inlet Invert= 781.00', Outlet Invert= 780.00'
42.0" Diameter Pipe n= 0.013 Length= 90.0' Slope= 0.0111 '/'
Henrietta Large Culvert Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Reach 2R: (new Reach)
Hydrograph
55 50.81 cis Inflow Area=270.000 ac
50
Peak Depth=1.72'
45
40 Max Vet=10.9 fps
35 D=42.0„
Its
30 n=0.013
U. 25 L=90.0'
20 S=0.0111 '/'
15 Capacity=106.05 cfs
10
Inflow
? Outflow
0
0 1 2 3
Time (hours)
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Temporary Sediment Traps 1 - 8
(Note: These Sediment Traps have been sized to accommodate flow from the previous
upstream trap; the remaining Sediment Traps have been sized based on 1,800 cu. ft. per
disturbed area)
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #1 `Note: see Table 6.60a for determining weir length
Onsite watershed= 2.19 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 3,942 cubic feet
Sediment Trap Dimensions= 40'Lx25'Wx4'deep = 4,000 cubic feet volume provided
Sediment Trap #2
Onsite watershed= 2.40 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 4,320 cubic feet
plus Outflow from Sediment Trap #1 =>
Weir Calculator - Flow from Sediment Trap #1
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
F lowrate
.. 6.0000 in
0.0700
18.0000 in
Computed Results:
Flowrate ................. ....... 0.7809 cfs
Full Flow ................ ....... 3.9200 cfs
Velocity .................. ...... 0.2603 fps
Width ..................... ...... 72.0000 in
Area ....................... ..... 9.0000 ft2
Perimeter ............... ........ 108.0000 in
Wet Perimeter ........ ........... 84.0000 in
Wet Area ................ ........ 3.0000 ft2
Percent Full ............ ........ 33.3333%
Therefore,
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet additional storage required,
(based on a 5 minute duration storm) + 4,320 cubic feet = 4,554.27 cubic feet total required.
FILE No. 187005

SHEET NO. 1 of 6

DATE 9/27/2005
Sediment Trap #2 Dimensions = 46'Lx25'Wx4'deep = 4,600 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Sediment Traps SHEET NO. 2 of 6
COMPUTED BY djs CHECKED BY DATE 9/27/2005
Sediment Trap #3
Onsite watershed= 2.97 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,346 cubic feet
plus Outflow from Sediment Trap #2 =>
Weir Calculator - Flow from Sediment Trap #2
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
Flowrate
.. 6.0000 in
0.0700
18.0000 in
Computed Results:
Flowrate ................. ....... 0.7809 cfs
Full Flow ................ ....... 3.9200 cfs
Velocity .................. ...... 0.2603 fps
Width ..................... ...... 72.0000 in
Area ....................... ..... 9.0000 ft2
Perimeter ............... ........ 108.0000 in
Wet Perimeter ........ ........... 84.0000 in
Wet Area ................ ........ 3.0000 ft2
Percent Full ............ ........ 33.3333%
Therefore,
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet additional storage required,
(based on a 5 minute duration storm) + 5,346 cubic feet = 5,580.27 cubic feet total required.
Sediment Trap #3 Dimensions = 56'Lx25'Wx4'deep = 5,600 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #4
Onsite watershed= 4.28 Acres
FILE No. 187005
SHEET NO. 3 of 6
DATE 9/27/2005
Required Volume = 1,800 cubic feet/ dist. Acreage= 7,704 cubic feet
plus Outflow from Sediment Trap #2 =>
Weir Calculator - Flow from Sediment Trap #3
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
Flowrate
.. 6.0000 in
0.0700
18.0000 in
Computed Results:
Flowrate ................. ....... 1.0456 cfs
Full Flow ................. ...... 5.2954 cfs
Velocity ................... ..... 0.2614 fps
Width ...................... ..... 96.0000 in
Area ........................ .... 12.0000 ft2
Perimeter ............... ........ 132.0000 in
Wet Perimeter ........ ........... 108.0000 in
Wet Area ................ ........ 4.0000 ft2
Percent Full ............ ........ 33.3333%
Therefore,
1.0456 cfs x 60 seconds x 5 minutes = 313.68 cubic feet additional storage required,
(based on a 5 minute duration storm) + 7,704 cubic feet = 8,017.68 cubic feet total required.
Sediment Trap #4 Dimensions = 70'Lx35'Wx3.5'deep = 8,575 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations -Sediment Traps SHEET NO
COMPUTED BY djs CHECKED BY
Sediment Trap #5
Onsite Watershed= 3.00 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,400 cubic feet
plus Outflow from Sediment Trap #4 and Sediment Trap #8 =>
Weir Calculator - Flow from Sediment Trap #4
Given Input Data:
Weir Type ...........
Equation .............
Solving for ...........
Depth of Flow .....
Coefficient ...........
Height .................
......... Rectangular
........ Contracted
........ Flowrate
........... 6.0000 in
........ 0.0700
...... 18.0000 in
Weir Calculator - Flow from Sediment Trap #8
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
Flowrate
.. 6.0000 in
0.0700
18.0000 in
Computed Results: Computed Results:
Flowrate ........................ 1.3103 cfs Flowrate ................. ....... 0.7809 cfs
Full Flow ....................... 6.6709 cfs Full Flow ................ ....... 3.9200 cfs
Velocity ........................ 0.2621 fps Velocity .................. ...... 0.2603 fps
Width ........................... 120.0000 in Width ..................... ...... 72.0000 in
Area ............................ 15.0000 ft2 Area ....................... ..... 9.0000 ft2
Perimeter ....................... 156.0000 in Perimeter ............... ........ 108.0000 in
Wet Perimeter ................... 132.0000 in Wet Perimeter ........ ........... 84.0000 in
Wet Area ........................ 5.0000 ft2 Wet Area ................ ........ 3.0000 ft2
Percent Full .................... 33.3333% Percent Full ............ ........ 33.3333%
Therefore,
1.3103 cfs x 60 seconds x 5 minutes = 393 cubic feet additional storage required from Trap #4,
+ 5,400 cubic feet = 5,793 cubic feet total required.
0.7809 cfs x 60 seconds x 5 minutes = 234.27 cubic feet ad ditional storage required from Trap #8,
+ 5,793 cubic feet = 6,027 cubic feet total storage required
FILE No. 187005
4 of 6
DATE 9/27/2005
Sediment Trap #5 Dimensions = 60'Lx30'Wx3.5'deep = 6,300 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #6
Onsite watershed= 3.22 Acres
Required Volume = 1,800 cubic feet/ dist. Acreage= 5,796 cubic feet
Sediment Trap Dimensions= 58'Lx25'Wx4'deep = 5,800 cubic feet volume provided
Sediment Trap #7
Onsite watershed= 4.93 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 8,874 cubic feet
plus Outflow from Sediment Trap #6 =>
Weir Calculator - Flow from Sediment Trap #6
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
Flowrate
6.0000 in
0.0700
18.0000 in
Computed Results:
Flowrate ................. ....... 1.0456 cfs
Full Flow ................. ...... 5.2954 cfs
Velocity .................. ...... 0.2614 fps
Width ...................... ..... 96.0000 in
Area ....................... ..... 12.0000 ft2
Perimeter ............... ........ 132.0000 in
Wet Perimeter ........ ........... 108.0000 in
Wet Area ................ ........ 4.0000 ft2
Percent Full ............ ........ 33.3333%
Therefore,
1.0456 cfs x 60 seconds x 5 minutes = 313.68 cubic feet additional storage required from Trap #6,
+ 8,874 cubic feet = 9,188 cubic feet total required.
FILE No. 187005

SHEET NO. 5 of 6

DATE 9/27/2005
Sediment Trap #7 Dimensions = 77'Lx30'Wx4'deep = 9,240 cubic feet volume provided
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Sediment Traps
COMPUTED BY djs CHECKED BY
Sediment Trap #8
Onsite watershed= 2.00 Acres
Required Volume = 1,800 cubic feet/ disturbed Acreage= 3,600 cubic feet
plus Outflow from Sediment Trap #7 =>
Weir Calculator - Flow from Sediment Trap #7
Given Input Data
Weir Type .....
Equation .......
Solving for ....
Depth of Flow
Coefficient ....
Height ...........
Rectangular
Contracted
Flowrate
.. 6.0000 in
0.0700
18.0000 in
Computed Results:
Flowrate ................. ....... 1.5750 cfs
Full Flow ................ ....... 8.0463 cfs
Velocity .................. ...... 0.2625 fps
Width ..................... ...... 144.0000 in
Area ....................... ..... 18.0000 ft2
Perimeter ............... ........ 180.0000 in
Wet Perimeter ........ ........... 156.0000 in
Wet Area ................ ........ 6.0000 ft2
Percent Full ............ ........ 33.3333%
Therefore,
1.5750 cfs x 60 seconds x 5 minutes = 472.50 cubic feet additional storage required from Trap #7
+ 3,600 cubic feet = 4,072.50 cubic feet total required.
FILE No. 187005

SHEET NO. 6 of 6
DATE 9/27/2005
Sediment Trap #8 Dimensions = 41'Lx25'Wx4'deep = 4,100 cubic feet volume provided
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Freshwater Ponds
(Note; for more accurate results, the riser for the Freshwater Ponds have been sized in
Hydrocad as a sharp crested rectangular weir with the length equal to the circumference
of the riser and represent the routing through the ponds based on the stage/storage.)
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO.
COMPUTED BY djs CHECKED BY
POND NUMBER 1
Q25 for Charlotte = 7.3
Onsite watershed= 4.86 Acres
Offsite watershed=32 Acres
36.86 Acres
Q25= (0.3)(7.3)(36.86)= 80.72 CFS into pond #1.
Q25 capacity of 36" riser = 10.35 CFS
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
DATE 6/27/2005
*See Hydrocad computations for sizing of
standpipe (riser).
Emeraency Spillwav
Channel Calculator
Given Input Data:
Given Input Data: Shape .................... ....... Trapezoidal
Shape ...................... ..... Circular Solving for .............. ....... Flowrate
Solving for ............... ...... Flowrate Slope ...................... ..... 0.0100 ft/ft
Diameter .................. ...... 15.0000 in Manning's n ........... .......... 0.0690
Depth ....................... .... 9.0000 in Depth ..................... ...... 18.0000 in
Slope ....................... .... 0.0500 ft/ft Height .................... ...... 24.0000 in
Manning's n ............. ........ 0.0110 Bottom width .......... .......... 25.0000 ft
Left slope ............... ....... 2.0000 ft/ft (V/H)
Computed Results: Right slope ............. ........ 2.0000 ft/ft (V/H)
Flowrate ................... ..... 11.4689 cfs
Area ......................... ... 1.2272 ft2 Computed Results:
Wetted Area ............ ......... 0.7688 ft2 Flowrate ................. ....... 102.2210 cfs
Wetted Perimeter .... ............ 26.5823 in Velocity ................... ..... 2.6465 fps
Perimeter ................. ...... 47.1239 in Full Flowrate ........... ........ 163.5187 cfs
Velocity .................... .... 14.9180 fps Flow area ............... ........ 38.6250 ft2
Hydraulic Radius ...... .......... 4.1647 in Flow perimeter ....... ........... 340.2492 in
Percent Full .............. ...... 60.0000% Hydraulic radius ..... ........... 16.3468 in
Full flow Flowrate ..... ......... 17.0708 cfs Top width ................ ....... 318.0000 in
Full flow velocity ....... ....... 13.9106 fps Area ........................ .... 52.0000 ft2
Perimeter ................ ....... 353.6656 in
Percent full ............. ....... 75.0000%
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
Henrietta Quarry Pond 1 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 1 P: (new Pond)
[82] Warning: Early inflow requires earlier time span
Inflow Area = 36.860 ac, Inflow Depth = 0.05"
Inflow = 81.40 cfs @ 0.08 hrs, Volume= 0.143 of
Outflow = 10.50 cfs @ 0.11 hrs, Volume= 0.143 af, Atten= 87%, Lag= 1.7 min
Primary = 10.50 cfs @ 0.11 hrs, Volume= 0.143 of
Routing by Stor-Ind method, Time Span= 0.08-3.00 hrs, dt= 0.01 hrs
Starting Elev= 853.00' Surf.Area= 0.259 ac Storage= 1.344 of
Peak Elev= 853.47' @ 0.11 hrs Surf.Area= 0.273 ac Storage= 1.469 of (0.124 of above start)
Plug-Flow detention time= (not calculated)
Center-of-Mass det. time= (not calculated)
# Invert Avail.Storage Storage Description
1 844.00' 2.261 of 60.00'W x 45.00'L x 12.00'H Prismatold Z=3.0
# Routing Invert Outlet Devices
1 Primary 853.00' 9.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction (s)
Primary OutFlow Max=10.35 cfs @ 0.11 hrs HW=853.46' TW=846.46' (TW follows 7.00' below HW)
t-1=Sharp-Crested Rectangular Weir (Weir Controls 10.35 cfs @ 2.5 fps)
Henrietta Quarry Pond 1
Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 1 P: (new Pond)
Hydrograph
RITI-nfi-ow--?
? Primary v

Time (hours)
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO.
COMPUTED BY djs CHECKED BY
POND NUMBER 2
Q25 for Charlotte = 7.3
Watershed= 28.3 Acres
Q25= (0.3)(7.3)(28.3)= 61.98 CFS into pond #2.
Q25 capacity of 24" riser = 0.41 CFS
Primary Outlet Barrel
Flow Data from 15" barrel:
Manning Pipe Calculator
Given Input Data:
Shape ............
Solving for .....
Diameter .......
Depth .............
Slope .............
Manning's n ...
Computed Results:
Flowrate .............
Area ....................
Wetted Area .......
Wetted Perimeter
Perimeter ............
Velocity ...............
Hydraulic Radius
Percent Full ........
Full flow Flowrate
Full flow velocity..
Circular
Flowrate
15.0000 in
9.0000 in
0.0200 ft/ft
.. 0.0110
7.2535 cfs
1.2272 ft2
... 0.7688 ft2
...... 26.5823 in
47.1239 in
9.4350 fps
..... 4.1647 in
. 60.0000%
.... 10.7965 cfs
.. 8.7978 fps
Critical Information
Critical depth .................. 13.8157 in
Critical slope .................. 0.0057 ft/ft
Critical velocity ............... 5.7207 fps
*See Hydrocad computations for sizing of
standpipe (riser).
Emergency Spillway
Channel Calculator
Given Input Data:
Shape ............
Solving for .....
Slope .............
Manning's n ...
Depth .............
Height ............
Bottom width .
Left slope .......
Right slope ....
Computed Results:
Flowrate ..............
Velocity ................
Full Flowrate ........
Flow area .............
Flow perimeter .....
Hydraulic radius ...
Top width .............
Area .....................
Perimeter .............
Percent full ...........
Trapezoidal
Flowrate
0.0150 ft/ft
.. 0.0690
12.0000 in
24.0000 in
... 25.0000 ft
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
64.3704 cfs
........ 2.5243 fps
........... 200.2687 cfs
.......... 25.5000 ft2
............. 326.8328 in
............. 11.2351 in
.......... 312.0000 in
....... 52.0000 ft2
.......... 353.6656 in
......... 50.0000%
Critical Information
Critical depth .................. 7.0599 in
Critical slope .................. 0.0863 ft/ft
DATE 6/27/2005
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
Henrietta Quarry Pond 2 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 2P: (new Pond)
Inflow Area = 28.300 ac, Inflow Depth = 0.03"
Inflow = 10.65 cfs @ 0.08 hrs, Volume= 0.076 of
Outflow = 0.72 cfs @ 0.16 hrs, Volume= 0.060 af, Atten= 93%, Lag= 4.8 min
Primary = 0.72 cfs @ 0.16 hrs, Volume= 0.060 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Starting Elev= 834.00' Surf.Area= 0.973 ac Storage= 6.088 of
Peak Elev= 834.07'@ 0.16 hrs Surf.Area= 0.977 ac Storage= 6.159 of (0.071 of above start)
Plug-Flow detention time= (not calculated)
Center-of-Mass det. time= (not calculated)
# Invert Avail.Storage Storage Description
1 826.00' 9.271 of 130.00'W x 190.00'L x 11.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 834.00' 9.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=0.59 cfs @ 0.16 hrs HW=834.07' TW=828.07' (TW follows 6.00' below HW)
L1=Sharp-Crested Rectangular Weir (Weir Controls 0.59 cfs @ 0.9 fps)
Henrietta Quarry Pond 2 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 0 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 2P: (new Pond)
Hydrograph
? Inflow
? Primary 11

10
v
6
0
LL 5
0
0 1
Time (hours)
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO.
COMPUTED BY djs CHECKED BY
POND NUMBER 3
Q25 for Charlotte = 7.3
Watershed= 2.6 Acres
DATE 6/27/2005
*See Hydrocad computations for sizing of
standpipe (riser).
Q25= (0.3)(7.3)(2.6)= 5.69 cfs + 0.41 cfs from pond #2= 6.1 cfs into pond #3.
Q25 capacity of 24" riser = 1.28 cfs
Primary Outlet Barrel Emergency Spillway
Flow Data from 12" barrel: Channel Calculator
Manning Pipe Calculator
Given Input Data:
Given Input Data: Shape ...................... ..... Trapezoidal
Shape .......................... . Circular Solving for ............... ...... Flowrate
Solving for .................... . Flowrate Slope ....................... .... 0.0150 ft/ft
Diameter ...................... .. 12.0000 in Manning's n ............. ........ 0.0690
Depth ........................... 9.0000 in Depth ....................... .... 6.0000 in
Slope ........................... 0.0556 ft/ft Height ...................... .... 24.0000 in
Manning's n ................. .... 0.0110 Bottom width ........... ......... 120.0000 in
Left slope ................. ..... 2.0000 ft/ft (V/H)
Computed Results: Right slope .............. ....... 2.0000 ft/ft (V/H)
Flowrate ....................... . 9.0535 cfs
Area ............................ 0.7854 ft2 Computed Results:
Wetted Area ................. .... 0.6319 ft2 Flowrate ................... ..... 8.0665 cfs
Wetted Perimeter ......... ....... 25.1327 in Velocity .................... .... 1.5740 fps
Perimeter ..................... .. 37.6991 in Full Flowrate ............ ....... 76.7181 cfs
Velocity ........................ 14.3285 fps Flow area ................. ...... 5.1250 ft2
Hydraulic Radius .......... ...... 3.6202 in Flow perimeter ......... ......... 133.4164 in
Percent Full .................. .. 75.0000% Hydraulic radius ....... ......... 5.5316 in
Full flow Flowrate ......... ..... 9.9284 cfs Top width ................. ...... 126.0000 in
Full flow velocity ........... ... 12.6413 fps Area ......................... ... 22.0000 ft2
Perimeter ................. ...... 173.6656 in
Percent full ............... ..... 25.0000%
Critical Information
Critical depth .................. 3.2546 in
Critical slope .................. 0.1124 ft/ft
Critical velocity ............... 2.9344 fps
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
Henrietta Quarry Pond 3 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 3P: (new Pond)
Inflow Area = 2.600 ac, Inflow Depth = 0.65"
Inflow = 6.15 cfs @ 0.08 hrs, Volume= 0.140 of
Outflow = 1.31 cfs @ 0.15 hrs, Volume= 0.124 af, Atten= 79%, Lag= 4.1 min
Primary = 1.31 cfs @ 0.15 hrs, Volume= 0.124 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Starting Elev= 815.00' Surf.Area= 0.227 ac Storage= 0.922 of
Peak Elev= 815.16'@ 0.15 hrs Surf.Area= 0.230 ac Storage= 0.958 of (0.036 of above start)
Plug-Flow detention time= (not calculated)
Center-of-Mass det. time= (not calculated)
# Invert Avail.Storage Storage Description
1 810.00' 1.690 of 70.00'W x 90.00'L x 8.00'H Prismatoid Z=2.0
# Routing Invert Outlet Devices
1 Primary 815.00' 6.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction(s)
Primary OutFlow Max=1.28 cfs @ 0.15 hrs HW=815.16' TW=810.91' (TW follows 4.25' below HW)
L1=Sharp-Crested Rectangular Weir (Weir Controls 1.28 cfs @ 1.3 fps)
Henrietta Quarry Pond 3 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 0 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 3P: (new Pond)
Hydrograph
? Inflow
? Primary v
3
0
LL
0
0 1
Time (hours)
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Freshwater Ponds SHEET NO.
COMPUTED BY djs CHECKED BY
POND NUMBER 4
Q25 for Charlotte = 7.3
Watershed= 2.6 Acres
Q25= (0.3)(7.3)(27.95)= 61.21 CFS into pond #4.
Q25 capacity of 24" riser = 2.21 CFS
DATE 6/27/2005
"See Hydrocad computations for sizing of
standpipe (riser).
Primary Outlet Barrel Emernency Spillway
Flow Data from 12" barrel: Channel Calculator
Manning Pipe Calculator
Given Input Data:
Given Input Data: Shape ...................... ..... Trapezoidal
Shape .......................... . Circular Solving for ............... ...... Flowrate
Solving for ................... .. Flowrate Slope ....................... .... 0.0150 ft/ft
Diameter ..................... ... 12.0000 in Manning's n ............. ........ 0.0690
Depth ........................... 9.0000 in Depth ....................... .... 15.0000 in
Slope ........................... 0.0629 ft/ft Height ...................... .... 24.0000 in
Manning's n ................. .... 0.0110 Bottom width ............ ........ 20.0000 ft
Left slope ................. ..... 2.0000 ft/ft (V/H)
Computed Results: Right slope .............. ....... 2.0000 ft/ft (V/H)
Flowrate ....................... . 9.6295 cfs
Area ............................ 0.7854 ft2 Computed Results:
Wetted Area ................ ..... 0.6319 ft2 Flowrate ................... ..... 73.8178 cfs
Wetted Perimeter ........ ........ 25.1327 in Velocity .................... .... 2.8632 fps
Perimeter ..................... .. 37.6991 in Full Flowrate ............ ....... 158.7997 cfs
Velocity ........................ 15.2402 fps Flow area ................. ...... 25.7813 ft2
Hydraulic Radius .......... ...... 3.6202 in Flow perimeter ......... ......... 273.5410 in
Percent Full .................. .. 75.0000% Hydraulic radius ....... ......... 13.5720 in
Full flow Flowrate ......... ..... 10.5601 cfs Top width ................. ...... 255.0000 in
Full flow velocity ........... ... 13.4455 fps Area ......................... ... 42.0000 ft2
Perimeter ................. ...... 293.6656 in
Percent full ............... ..... 62.5000%
Critical Information
Critical depth .................. 8.9545 in
Critical slope .................. 0.0815 ft/ft
Critical velocity ............... 4.8556 fps
Barrel outlet stabilization.
Provide Class B (d50=6") rip rap outlet protection, 30 ft. long x 14 ft. wide.
See attached chart, Figure 8.06b
Henrietta Quarry Pond 4 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 C 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 4P: (new Pond)
Inflow Area = 27.950 ac, Inflow Depth= 0.09"
Inflow = 30.70 cfs @ 0.08 hrs, Volume= 0.219 of
Outflow = 2.25 cfs @ 0.16 hrs, Volume= 0.189 af, Atten= 93%, Lag= 4.8 min
Primary = 2.25 cfs @ 0.16 hrs, Volume= 0.189 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Starting Elev= 829.00' Surf.Area= 0.900 ac Storage= 5.888 of
Peak Elev= 829.23'@ 0.16 hrs Surf.Area= 0.914 ac Storage= 6.092 of (0.205 of above start)
Plug-Flow detention time= (not calculated)
Center-of-Mass det. time= (not calculated)
# Invert Avail.Storage Storage Description
1 820.00' 8.864 of 75.00'W x 250.00'L x 12.00'H Prismatoid Z=3.0
# Routing Invert Outlet Devices
1 Primary 829.00' 6.0' long x ON high Sharp-Crested Rectangular Weir 0 End Contraction (s)
Primary OutFlow Max=2.21 cfs @ 0.16 hrs HW=829.23' TW=817.23' (TW follows 12.00' below HW)
L1=Sharp-Crested Rectangular Weir (Weir Controls 2.21 cfs @ 1.6 fps)
Henrietta Quarry Pond 4 Rainfall Duration=5 min, Inten=7.30 in/hr
Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net
HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 11/14/2005
Pond 4P: (new Pond)
Hydrograph
34
32
30
28
26
24
22
20
18
0 16
LL
14
12
10
8
6
4
2
0
0
? Inflow
? Primary Time (hours)

1 2 3
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Bioretention Ponds
Telephone: [phone] Fax: [phone]
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 1 (from quarry stone Processing Area)
Onsite watershed= 9.00 Acres
Storage required for first 1" of runoff = 9 ac. x 43,560 sf x (1"=12) = 32,670 cu. ft. treatment storage req'd.
Storage provided= 600'x 40'± x 18" pool depth = 36,000 cubic feet±
Temporary Slope Drains Emergency Spillway
Flow Data from a 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) _ (0.5)(8.8)(9.0)=39.6 cfs
Q=CAS 2gh
Given Input Data:
Q= quantity of flow Shape ........................... Trapezoidal
C=coefficient of discharge (.60) Solving for .................... . Flowrate
A= area of opening Slope ........................... 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n .................. ... 0.0690
h= head of water above opening Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Runoff from water shed => Bottom width ................ .... 180.0000 in
Q25=(CIA) _ (0.5)(7.3)(9) = 32.85 cfs total Left slope ...................... 2.0000 ft/ft (V/H)
Right slope ................... .. 2.0000 ft/ft (V/H)
15"0 temporary slope drain capacity=
Q = (.6)(1.23) ? (2(32.2)(.5) Computed Results:
Q=4.19 cfs x 9 slope drains = 37.7 cfs so O.K. Flowrate ........................ 43.9824 cfs so O.K.
Velocity ........................ 2.8376 fps
Dewaterina; over 3 days / 72 hours. Full Flowrate ................. .. 135.7247 cfs
Flow area ...................... . 15.5000 ft2
Ao = Ash 2h Ao= total opening area(sf) Flow perimeter .............. .... 206.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ............ .... 10.7913 in
h= head above hole (ft.) Top width ...................... . 192.0000 in
T= time to dewater Area ............................ 32.0000 ft2
Ao = (24,000) ? 2 (1.5) Cd= coeff. (0.6) Perimeter ...................... . 233.6656 in
(72)(0.6)(20,428) Percent full .................... 50.0000%
Ao= 0.05 square feet Critical Information
x 144 sq. in. = 7.2 square inches total. Critical depth .................. 7.6740 in
Critical slope .................. 0.0866 ft/ft
Area of pert. (1/2" holes) Pipe opening = n(r)2 Critical velocity ............... 4.4894 fps
_ (3.1416)(.25)^2= 0.20 sq. inches per hole
7.2 sq. in. _ 0.20 sq. in./hole = 37 - 1/2" holes, spaced 6" on center
Provide drainage stone and filter fabric.
FILE No. 187005
1 of 8
DATE 11/7/2005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
FILE No. 187005
SHEET NO. 2 of 8

DATE 11/7/2005
BIO RETENTION POND NUMBER 1 (from quarry stone Processing Area)
Onsite watershed= 9.00 Acres
Q25 = (CIA) _> (0.5)(7.3)(9.0) = 32.85 cfs _ 2 structures = 16.43 cfs each.
Storage required for first 1" of runoff = 9 ac. x 43,560 sf x (1"=12) = 32,670 cu. ft. treatment storage req'd.
Storage provided= 600'x 40'± x 18" pool depth = 36,000 cubic feet±
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Note: Combined capacity of 15" dia. temp. slope drains is 37.7 cfs; see previous page.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (.6)(3.14)(0.75^2) (2(32.2)(4)
Q=17.02 cfs x 2 outlet structures = 34.04 cfs total, so 0. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County FILE No. 187005
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
DATE
3of8
11/7/2005
Onsite watershed= 5.60 Acres
Required volume for treatment, 85%a TSS:
Storage required for first 1" of runoff = 5.6 ac. x 43,560 sf x (1"=12) = 20,328 cu. ft. storage req'd.
Storage provided = 242'± x 42'± x 2 ft. pool depth = 20,400 cu. ft.
Primary Outlet Barrel Emergency Spillway
Flow Data from 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) = (0.5)(8.8)(5.6)=24.64 cfs
Q=CAS 2gh
Given Input Data:
Q= quantity of flow Shape .............. ............. Trapezoidal
C=coefficient of discharge (.60) Solving for ........ ............. Flowrate
A= area of opening Slope ............... ............ 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n ..... ................ 0.0690
h= head of water above opening Depth ............... ............ 12.0000 in
Height .............. ............ 24.0000 in
Runoff from water shed => Bottom width .... ................ 10.00 ft.
Q25=(CIA) = (0.5)(7.3)(5.6) = 20.44 cfs total Left slope ......... ............. 2.0000 ft/ft (V/H)
Right slope ....... .............. 2.0000 ft/ft (V/H)
See page 4 of 8 for primary barrel sizing.
Computed Results:
Flowrate ........... ............. 28.8783 cfs so O.K.
Velocity ............. ........... 2.7503 fps
Dewaterina: over 3 days / 72 hours. Full Flowrate .... ............... 88.5865 cfs
Flow area ......... .............. 10.5000 ft2
Ao = Ash 2h Ao= total opening area(sf) Flow perimeter . ................. 146.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ................ 10.2974 in
h= head above hole (ft.) Top width .......... ............. 132.0000 in
T= time to dewater Area .................. .......... 22.0000 ft2
Ao = (7,200) ? 2(3) Cd= coeff. (0.6) Perimeter .......... ............. 173.6656 in
(72)(0.6)(20,428) Percent full ....... ............. 50.0000%
Ao= 0.02 square feet Critical Information
x 144 sq. in. = 2.88 square inches total. Critical depth .... .............. 7.5700 in
Critical slope ..... ............. 0.0898 ft/ft
Area of perf.(1/2" holes) Pipe opening = n(r)2 Critical velocity ............... 4.4378 fps
=(3.1416)(.25)^2 = 0.20 sq. inches each
2.88 sq. in. _ 0.20 sq. in./hole = 15 - 1/2" holes, spaced 6" on center in last 4 ft. of pvc drain pipe.
Provide drainage stone and filter fabric.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 2 (from Asphalt Plant)
Onsite watershed= 5.60 Acres
Q25 = (CIA) => (0.5)(7.3)(5.60) = 20.44 cfs
Storage required for first 1" of runoff = 5.6 ac. x 43,560 sf x (1"=12) = 20,328 cu. ft. storage req'd.
Storage provided = 242'± x 42'± x 2 ft. pool depth = 20,400 cu. ft.
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x1') x (1')^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
24"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
FILE No. 187005
4 of 8
DATE 11/7/2005
Q = (.6)(3.14)(1.00^2) ? (2(32.2)(4)
Q = 30.25 cfs, so O. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
FILE No. 187005
Computed Results:
Flowrate ...........
Velocity ............
Full Flowrate ....
Flow area .........
Flow perimeter.
Hydraulic radius
Top width .........
Area .................
Perimeter .........
Percent full .......
DATE 11/7/2005
BIO RETENTION POND NUMBER 3 (from Red! Mix Plant)
5of8
Onsite watershed= 1.40 Acres
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 1.4 ac. x 43,560 sf x (1"=12) = 5,082 cu. ft. storage req'd.
Storage provided = 18" pool depth =15,000 cubic feet
Primary Outlet Barrel
Flow Data from 15" barrel:
Using the Orifice equation:
Emergency Spillway
Channel Calculator
Q100= (CIA) = (0.5)(8.8)(4.0)=17.60 cfs
Q=CAS 2gh
Q= quantity of flow
C=coefficient of discharge (.60)
A= area of opening
g= acceleration due to gravity (32.2 fps)
h= head of water above opening
Runoff from water shed =>
Q25=(CIA) = (0.5)(7.3)(1.4) = 5.11 cfs total
Given Input Data:
Shape ............
Solving for .....
Slope .............
Manning's n ...
Depth .............
Height ............
Bottom width .
Left slope .......
Right slope ....
Trapezoidal
Flowrate
0.0200 ft/ft
.. 0.0690
12.0000 in
24.0000 in
... 8.00 ft.
2.0000 ft/ft (V/H)
2.0000 ft/ft (V/H)
See page 6 of 8 for primary outlet barrel sizing.
Dewaterina: over 3 davs / 72 hours.
Ao = Ash 2h Ao= total opening area(sf)
(T)(Cd) 20,428 As= surface area of basin
h= head above hole (ft.)
T= time to dewater
Ao = (2,990) ? 2(2) Cd= coeff. (0.6)
(72)(0.6)(20,428)
Ao= 0.007 square feet
x 144 sq. in. = 1.00 square inches total
22.8715 cfs so O. K.
2.6908 fps
70.0129 cfs
8.5000 ft2
.... 122.8328 in
.... 9.9648 in
. 108.0000 in
18.0000 ft2
149.6656 in
50-0000%
Critical Information
Critical depth .................. 7.5000 in
Critical slope .................. 0.0921 ft/ft
Area of perf.(1/2" holes) Pipe opening = fl(r)2 Critical velocity ............... 4.4023 fps
=(3.1416)(.25)^2 = 0.20 sq. inches each
1.0 sq. in.= 0.20 sq.in./hole = 5 - 1/2" holes, spaced 6" on center, in last 18" of pvc drain pipe.
Provide drainage stone and filter fabric.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 3 (from Red! Mix Plant)
Onsite watershed= 1.40 Acres
FILE No. 187005
SHEET NO. 6 of 8
DATE 11/7/2005
Q25 = (CIA) => (0.5)(7.3)(1.40) = 5.11 cfs
Storage required for first 1" of runoff = 1.4 ac. x 43,560 sf x (1"=12) = 5,082 cu. ft. storage req'd.
Storage provided = 18" pool depth =15,000 cubic feet
Primary Bioretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x11) x (11)^1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) V (2(32.2)(4)
Q = 17.02 cfs, so O. K.
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry - Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds SHEET NO
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 4 (above Red! Mix Plant)
Onsite watershed= 2.24 Acres
Required volume for treatment, 85% TSS:
Storage required for first 1" of runoff = 2.24 ac. x 43,560 sf x (1"=12) = 8,131 cu. ft. storage req'd.
Storage provided = 18" pool depth =8,345 cubic feet
Primary Outlet Barrel Emernency Spillway
Flow Data from 15" barrel: Channel Calculator
Using the Orifice equation: Q100= (CIA) = (0.5)(8.8)(4.0)=17.60 cfs
Q=CAS 2gh
Given Input Data:
Q= quantity of flow Shape .......................... . Trapezoidal
C=coefficient of discharge (.60) Solving for ................... .. Flowrate
A= area of opening Slope ........................... 0.0200 ft/ft
g= acceleration due to gravity (32.2 fps) Manning's n ................. .... 0.0690
h= head of water above opening Depth ........................... 12.0000 in
Height .......................... 24.0000 in
Runoff from water shed => Bottom width ................ .... 8.00 ft.
Q25=(CIA) = (0.5)(7.3)(2.24) = 8.18 cfs total Left slope ..................... . 2.0000 ft/ft (V/H)
Right slope ................... .. 2.0000 ft/ft (V/H)
See page 8 of 8 for primary outlet barrel sizing.
Computed Results:
Flowrate ....................... . 22.8715 cfs so O. K.
Velocity ........................ 2.6908 fps
Dewaterina: over 3 days / 72 hours. Full Flowrate ................ ... 70.0129 cfs
Flow area ..................... .. 8.5000 ft2
Ao = Ash 211 Ao= total opening area(sf) Flow perimeter ............. ..... 122.8328 in
(T)(Cd) 20,428 As= surface area of basin Hydraulic radius ........... ..... 9.9648 in
h= head above hole (ft.) Top width ..................... .. 108.0000 in
T= time to dewater Area ............................ 18.0000 ft2
Ao = (6,326) ? 2(2) Cd= coeff. (0.6) Perimeter ..................... .. 149.6656 in
(72)(0.6)(20,428) Percent full ................... . 50.0000%
Ao= 0.014 square feet Critical Information
x 144 sq. in. = 2.07 square inches total. Critical depth ................ .. 7.5000 in
Critical slope ................ .. 0.0921 ft/ft
Area of perf.(1/2" holes) Pipe opening = n(r)2 Critical velocity ............... 4.4023 fps
=(3.1416)(.25)^2 = 0.20 sq. inches each
2.07 sq. in. _ 0.2 sq. in./hole = 11 - 1/2" holes, spaced 6" on center, in last 3 ft. of pvc drain pipe.
Provide drainage stone and filter fabric.
FILE No. 187005
7of8
DATE 11/7/2005
David D. Smith and Company, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood St., Suite 201A Asheville, NC 28801 Tel. [phone]
PROJECT Henrietta Quarry- Rutherford County
SUBJECT Storm Drainage Calculations - Bioretention Ponds
COMPUTED BY djs CHECKED BY
BIO RETENTION POND NUMBER 4 (above Red! Mix Plant)
Onsite watershed= 2.24 Acres
FILE No.
SHEET NO
DATE
187005
8of8
11/7/2005
Q25 = (CIA) => (0.5)(7.3)(2.24) = 8.18 cfs
Storage required for first 1" of runoff = 2.24 ac. x 43,560 sf x (1"=12) = 8,131 cu. ft. storage req'd.
Storage provided = 18" pool depth =8,345 cubic feet
Primary Bloretention Outlet - Concrete Drop Inlet
Say a concrete drop inlet, 22"x34":
Using the Rectangular Wier equation with the box perimeter as the wier length:
Q = 3.33 (L - 0.2H) H^1.5
in which:
Q = quantity of flow in cubic feet per second
L = Length of wier opening in feet
H = head on wier (> 6 ft. behind wier opening)... use 1 ft.
Flow capacity of drop inlet => wier length = (22"x2) + (34" x2) = 112" or 9.33 ft.
Q = 3.33 (L - 0.2H) H^1.5
Q = 3.33 (9.33 - 0.2 x11) x (1')"1.5
Q= 30.40 cfs, so O. K.
Provide grate top to serve as a trash rack.
Primary Outlet Barrel from Drop Inlet
18"0 permanent outlet barrel capacity from drop inlet =
Using the orifice equation:
Q = (0.6)(3.14)(0.75^2) ? (2(32.2)(4)
Q = 17.02 cfs, so O. K.
DAVID D. SMITH and COMPANY, P.L.L.C.
Civil and Structural Engineering Consultants
46 Haywood Street, Suite 201-A
Asheville, NC 28801
DDS & Co. Project No. 1870-05-980-1
Stormwater Calculations
for the:
HENRIETTA QUARRY
Appendix
Telephone: [phone] Fax: [phone]
Appendices
8.03
Estimating peak rate of runoff, volume of runoff, and soil loss are basic to the
design of erosion and sedimentation control facilities.
There are many methods of determining runoff. Two acceptable methods, the
rational method and the Soil Conservation Service (SCS) peak discharge
method, are described in this section.
The rational method is very simple in concept but relies on considerable
judgment and experience to evaluate all factors properly. It is used primarily for
small drainage areas (less than 50 acres). The SCS method is more sophisticated
hydrologically and offers a more accurate approximation of runoff, particularly
for areas larger than 20 acres. Choice of method for small areas depends
primarily on the experience of the designer.
Rational Method
The rational formula is:
Q = CiA
where:
Q = peak rate of runoff in cubic feet per second (cfs).
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate.
i = average intensity of rainfall in inches/hour, for a storm duration
equal to the time of concentration, Tc.
Tc = time of concentration, in minutes; the estimated time for runoff
to flow from the most remote part of the watershed to the point
under consideration. It consists of the total time for overland
sheet flow and concentrated flow (channel and/or pipe flow).
A = drainage area in acres.
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Step 2. Determine the runoff coefficient, C, for the type of soil/cover in the
drainage area (Table 8.03a).
If the land use and soil cover is homogenous over the drainage area, a C value
can be determined directly from Table 8.03a. If there are multiple soil cover
conditions, a weighted average must be calculated, or the area may be
subdivided.
Step 3. Determine the time of concentration, Tc, for the drainage area (i.e., the
time of flow from the most remote point in the basin to the design point, in
minutes).
8.03.1
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use C Land Use C
Business: Lawns:
Downtown areas 0.70-0.95 Sandy soil, flat, 2% 0.05-0.10
Neighborhood areas 0.50-0.70 Sandy soil, ave., 2-7% 0.10-0.15
Sandy soil, steep, 7% 0.15-0.20
Residential: Heavy soil, flat, 2% 0.13-0.17
Single-family areas 0.30-0.50 Heavy soil, ave., 2-7% 0.18-0.22
Multi units, detached 0.40-0.60 Heavy soil, steep, 7% 0.25-0.35
Multi units, attached 0.60-0.75
Suburban 0.25-0.40 Agricultural land:
Bare packed soil
Industrial: Smooth 0.30-0.60
Light areas 0.50-0.80 Rough 0.20-0.50
Heavy areas 0.60-0.90 Cultivated rows
Heavy soil no crop 0.30-0.60
Parks, cemeteries 0.10-0.25 Heavy soil with crop 0.20-0.50
Sandy soil no crop 0.20-0.40
Playgrounds 0.20-0.35 Sandy soil with crop 0.10-0.25
Pasture
Railroad yard areas 0.20-0.40 Heavy soil 0.15-0.45
Sandy soil 0.05-0.25
Unimproved areas 0.10-0.30 Woodlands- 0.05-0.25
Streets:
Asphalt 0.70-0.95'
Concrete 0.80-0.95
Brick 0.70-0.85
Drives and walks 0.75-0.85
Roofs 0.75-0.85
NOTE: The designer must use judg ment to select the appropriate C value
within the range for the appropriate land use. Generally, larger areas with
permeable soils, flat sl opes, and dense vegetation should have lowest C
values. Smaller areas with slowly permeable soils, steep sl opes, and
sparse vegetation should be assign ed highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing' the length (in feet) by the
average velocity.
8.03.2
Step 4. Determine the rainfall intensity, frequency,, and duration (Figures 8.03b
through 8.03g-source: North Carolina State,Highway Commission; Jan.
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, TC. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read the rainfall intensity factor, i, in inches per hour.
Step 5. Determine peak discharge, Q (ft3/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
Appendices
:3 6
0
s
4
L
U
C
2
in
c
a> 1
0.8
`° 0.6
c
tr 0.4
0.2
01
Asheville
R?r4r?
A?'r?oa I
I ia? y?°drs
? S
? I
5 10 20 40 60
Minutes
Duration
Figure 8.03f Rainfall intensity duration curves-Asheville.
?. C9
0
t
U
c

C
U
C
w
C
m
Cl
uurauon
Figure 8.03g Rainfall intensity duration curves-Charlotte.
2 3 4 6 8 12 18 24
Hours
8.03.7
0
(continued)
Sample Problem 8.05a
Design of a
grass-lined channel.
Tractive Force
Procedure
Table 8.05e
Manning's Roughness
Coefficients for Temporary
Lining Materials
Channel summary:
Trapezoidal shape, Z=3, b=3 ft, d=1.5 ft, grade = 2%
Note: In Sample Problem 8.05a the "n-value" is first choosen based
on a permissible velocity and not a design velocity criteria. Therefore
the use of table 8.05c may not be as accurate as individual retardance
class charts when a design velocity is the determining factor.
The design of riprap-lined channels and temporary channel linings is based on
analysis of tractive force.
NOTE: This procedure is for uniform flow in channels and is not to be used
for design of deenergizing devices and may not be valid for larger channels
To calculate the required size of an open channel,, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
through the length of a channel, subdivide the channel into design reaches as
appropriate.
PERMISSIBLE SHEAR STRESS
The permissible shear stress, Td, is the force required to initiate movement of
the lining material. Permissible shear stress for the liner is not related to the
erodibility of the underlying soil. However, if the lining is eroded or broken, the
bed material will be exposed to the erosive force of the flow.
COMPUTING NORMAL DEPTH
The first step in selecting an appropriate lining is to compute the design
flow depth (the normal depth) and determine the shear stress.
Normal depths can be calculated by Manning's equation as shown for trapezoi-
dal channels in Figure 8.05d. Values of the Manning's roughness coefficient for
different ranges of depth are provided in Table 8.05e for temporary linings and
Table 8.0517 for riprap. The coefficient of roughness generally decreases with
increasing flow depth.
n value for Depth Ranges*
0-0.5 ft 0.5-2.0 ft >2.0 It
Lining Type
Woven Paper Net 0.016 0.015 0.015
Jute Net 0.028 0.022 0.019
Fiberglass Roving 0.028 0.021 0.019
Straw with Net 0.065 0.033 0.025
Curled Wood Mat 0.066 0.035 0.028
Synthetic Mat 0.036 0.025 0.021
* Adapted from: FHWA-HEC 15, Pg. 37 - April 1988
i
8.05.10
Rev. VJ93
Appendices
Table 8.058
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, T?
Lining Category Lining Type (lb/ft)
Temporary Woven Paper Net 0.15
Jute Net 0.45
Fiberglass Roving:
Single 0.60
Double 0.85
Straw with Net 1.45
Curled Wood mat 1.55
Synthetic Mat 2.00
d50 Stone Size (inches)
Gravel Riprap 1 0.33
2 0.67
Rock Riprap 6 2.00
9 3,00
12 4.00
15 5.00
18 6.00
21 7.80
24 8.00
Adapted From: FHWA, FIEC-15, April 1983, pgs. 17 & 37.
Design Procedure- The following is a step-by-step procedure for designing a temporary liner for a
Temporary Liners channel. Because temporary liners have a short period of service, the design Q
may be reduced. For liners that are needed for six months or less, the 2-yr
frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.05e, pg. 8.05.10.
Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, pg. 8.05.11. For smaller runoffs Figure 8.05d is
not as clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps l
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, pg. 8.05.14.
8.05.13
Rev. 12193
O
Table 8.05f Manning's Roughness Coefficient

Lining Category

Lining Type n - value
n value for Depth Ranges
0-0.5 ft 0.5-2.0 ft 2.0 ft
0-15 cm) 15-60 cm) (> 60 cm
Rigid Concrete 0.015 0.013 0.013
Grouted Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Asphalt 0.018 0.016 0.016
Unlined Bare Soil 0.023 0.020 0.020
Rock Cut 0.045 0.035 0.025
Gravel Riprap 1-inch (2.5-cm) D5o 0.044 0.033 0.030
2-inch (5-cm) D50 0.066 0.041 0.034
Rock Riprap 6-inch (15-cm) D50 0.104 0.069 0.035
12-inch (30-cm) D5o 0.078. 0.040
Note: Values listed are representative values for the respective depth ranges. Mann mg's roughness coetnctents, n, vary win the rtow oepm.
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
Td = Permissible shear stress
where:
T = shear stress in lb/ft2
y = unit weight of water, 62.4 lb/ft3
d = flow depth in ft
s = channel gradient in ft/ft.
If the permissible shear stress, Td, given in Table 8.05g is greater than the
computed shear stress, the riprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining with a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it
may be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the channel
bottom and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bend shear stress in Ib/ft2
Kb = bend factor
T = computed stress for straight channel in lb/ft2
The value of Kb is related to the radius of curvature of the channel at its center
line, Rc, and the bottom width of the channel, B, Figure 8.05e. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
8.05f.
8.05.12
Rev. 12193
i upuc.une - i ne w eu s i opograpme iviap Page 1 of 1
v ?.o u.o V.7 :L.Z 1.3 Km
0 0.1 0.2 0.3 0.4 0.5 mi
Map center is UTM 17 426665E 3900772N (WGS84/NAD83)
Chesnee quadrangle M=-6.397
Projection is UTM Zone 17 NAD83 Datum G=-0.465
http://topozone.com/print.asp?z=17&n=3900772.000091 I %&e=426664999999964&s=48.,. 4/13/2005
D
? 3DO
Outlet W = Do + 0. 41-a 120
pipe
diameter (Do) La _ 110
T i .5Do i "' 4
likil 100
i.,lll
90 . rr; r}}fFl' I i i i
80
C
QQ`o 70 r
60,
3

20
10
0
200
i
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw z 0.5 diameter).
2
N
_N
W
Q
ca
d
1 tr
O
LO
a 0
1000
-
8.06.4 Rev. 1283
3 5 10 20 '7, ND 50 100
Discharge (ft/sec)
Henrietta mine in Rutherford Co
Subject: Henrietta mine in Rutherford Co
From: Boyd Devane <boyd. devane@ncmai 1. net>
Date: Fri, 03 Nov 2006 09:59:23 -0500
To: Danny Searcy <[e-mail]>
CC: Danny Smith <[e-mail]>, Roger Edwards <Roger. edwards@ncmail. net>, Laurie
Moorhead <Laurie. Moorhead@ncmail. net>, Cyndi Karoly <[e-mail]>
Thanks for sending me a copy of the letter from David Straub. Their proposal to add
additional BMP protection to the site sounds fine and should be consistent with the
water supply watershed requirements. It is important that the BMPs are adequately
sized to treat runoff and should be designed consistent with the Division of Water
Quality rules found in NCAC 2B .1008 and the Division's Stormwater BMP manual. Also,
the developers should realize that in pursuing a 404 permit from the Corps of
Engineers, a state-issued 401 Certification may include additional protection and
mitigation measures not included in the Water Supply Watershed Rules.
Danny Searcy wrote:
Good Afternoon Mr. Devane,
I wanted to share this letter reed from the engineer for the proposed Henrietta
quarry. Please see attachment and provide any comments that you may have.
Thank you,
**Danny Searcy**
County Planner
Rutherford County
[e-mail] <mailto:[e-mail]>
828-287-6495
fax:[phone]
1 of 1 11/13/2006 2:30 PM

January 18, 2006
Office of Administrative Hearings
6714 Mail Service
Raleigh
North Carolina 27699-6714
Re: G.S. 15013-23,33(b)(4)
To Whom It May Concern:
I, Merry Talbert Owens, am voluntarily withdrawing my petition against the Division of
Water Quality of North Carolina.
I am sending a copy of this withdrawal to the respondent, Cyndi Karoly, at the Division
of Water Quality.
Merry T. Owens
670 Ferry Road
Forest City
North Carolina 28043
828-657-5845 ° ??? D
\ NA
T ?9PG
O 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
September 16, 2005
Mr. Steve Whitmier
Long Branch Partners, LLC
315 Red Oak Flats Road
Dahlonega, GA 30533
Re: Henrietta Quarry, Rutherford County
DWQ #05-1409; USACE Action ID. No. 200532568
APPROVAL of 401 Water Quality Certification
Dear Mr. Whitmier:
Attached hereto is a copy of Certification No. 3531 issued to Mr. Steve Whitmier of Long Branch
Partners, LLC, dated September 16, 2005. In addition, you should get any other federal, state or local
permits before you go ahead with your project including (but not limited to) Solid Waste, Sediment and
Erosion Control, Stormwater, Dam Safety, Non-discharge and buffer requirements associated with Water
Supply Watershed regulations.
If we can be of further assistance, do not hesitate to contact us.
Sincer ly,
? / 4?4
Alan W. Klimek, P.E.
AWK/cbk
Attachments: Certificate of Completion
cc: U.S. Army Corps of Engineers, AshevilleRegulatory Field Office
Wilmington District, USACOE
Kevin Barnett, DWQ, Asheville Regional Office
DLR Asheville Regional Office
File Copy
Central Files
Christopher Huysman, Wetland and Natural Resource Consultants, Inc., P.O. Box 224, Newton, NC 28658
Filename: 051409HenriettaQuarry(Rutherford)401_IC
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] /Internet: http://h2o.enr.state.nc.us/ncwetlands
None hCarolina
NaNra!!y
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Long Branch Partners, LLC
Page 2 of 4
September 16, 2005
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401 Public Laws 92-
500 and 95-217 of the United States and subject to the North Carolina Division of Water Quality (DWQ)
Regulations in 15 NCAC 2H, Section .0500 to Mr. Steve Whitmier of Long Partners, LLC to fill or impact
5,496 linear feet of jurisdictional streams and to fill 0.396 acres of jurisdictional wetlands in the Broad
River Basin, associated with the construction of a hard rock quarry in Rutherford County, North Carolina,
pursuant to application materials received on the 22nd day of July of 2005, and as described in the U.S.
Army Corps of Engineers Public Notice received August 12d', 2005.
The application and supporting documentation provides adequate assurance that the proposed work will
not result in a violation of applicable Water Quality Standards and discharge guidelines. Therefore, the
State of North Carolina certifies that this activity will not violate the applicable portions of Sections 301,
302, 303, 306, 307 of PL 92-500 and PL 95-217 if conducted in accordance with the application, the
supporting documentation, and conditions hereinafter set forth.
This approval is only valid for the purpose and design submitted in the application materials and as
described in the Public Notice. If the project is changed, prior to notification a new application for a new
Certification is required. If the property is sold, the new owner must be given a copy of the Certification
and approval letter and is thereby responsible for complying with all conditions of this Certification. Any
new owner must notify the Division and request the Certification be issued in their name. Should wetland
or stream fill be requested in the future, additional compensatory mitigation may be required as described
in 15A NCAC 211 .0506 (h) (6) and (7). If any plan revisions from the approved site plan result in a
change in stream or wetland impact or an increase in impervious surfaces, the DWQ shall be notified in
writing and a new application for 401 Certification may be required. For this approval to be valid,
compliance with the conditions listed below is required.
Conditions of Certification:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved (Units) Plan Location or Reference
Stream 5,496 feet Public Notice
404/CAMA Wetlands 0.396 acres Public Notice
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
Long Branch Partners, LLC
Page 3 of 4
September 16, 2005
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the 404/40 1 Permit Application. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state water quality standards,
statutes, or rules occur;
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
Continuing Compliance:
5. Mr. Steve Whitmier and Long Branch, LLC, shall conduct construction activities in a manner
consistent with State water quality standards (including any requirements resulting from
compliance with section 303(d) of the Clean Water Act) and any other appropriate requirements
of State law and federal law. If the Division determines that such standards or laws are not being
met (including the failure to sustain a designated or achieved use) or that State or federal law is
being violated, or that further conditions are necessary to assure compliance, the Division may
reevaluate and modify this Certification to include conditions appropriate to assure compliance
with such standards and requirements in accordance with 15A NCAC 2H.0507(d). Before
modifying the Certification, the Division shall notify Mr. Steve Whitmier and/or Long Branch,
LLC and the US Army Corps of Engineers, provide public notice in accordance with 15A NCAC
211.0503 and provide opportunity for public hearing in accordance with 15A NCAC 2H.0504.
Any new or revised conditions shall be provided to Mr. Steve Whitmier and/or Long Branch,
LLC in writing, shall be provided to the United States Army Corps of Engineers for reference in
any Permit issued pursuant to Section 404 of the Clean Water Act, and shall also become
conditions of the 404 Permit for the project;
Stream Relocation/Stabilization (Mitigation) (Final Plan Needed):
Before any of the impacts authorized in this Certification occur, you must provide and receive
written approval from this Office for a final stream relocation and/or stabilization plan. The plan
must include a minimum of 1:1 restoration for all perennial stream impacts. Relocated stream
designs should include the same dimensions, patterns and profiles as the existing channels (or a
stable reference reach if the existing channel is unstable), to the maximum extent practical. The
new channel should be constructed in the dry and water shall not be turned into the new channel
until the banks are stabilized. Vegetation used for bank stabilization shall be limited to native
woody species. A transitional phase incorporating coir fiber and seedling establishment is
allowable. Also, rip-rap, A-Jacks, concrete, gabions or other hard structures may be allowed if it
is necessary to maintain the physical integrity of the stream, but you must provide written
justification and any calculations used to determine the extent of rip-rap coverage requested. If an
insufficient amount of suitable stream mitigation is not practical on-site, then stream impacts will
Long Branch Partners, LLC
Page 4 of 4
September 16, 2005
also need to be mitigated elsewhere. The plan(s) must include designs and specifications that meet
the definition of stream restoration (or enhancement if no relocation is proposed) according to the
latest version of the Internal Technical Guide for Stream Work in North Carolina (available at
http://h2o.ehnr.state.nc.us/ncwetlands/strmgide.html). The stream and buffer relocation must be
constructed, maintained, and monitored according to the plans approved by this Office. Any
repairs or adjustments to the site must be made according to the approved plans or must receive
written approval from this Office to make the repairs or adjustments. The relocated stream must be
preserved in perpetuity by use of a conservation easement or other similar mechanism as part of
the approved plans. Additionally, all mitigation for the entire site must begin prior to any impacts
to surface waters and all mitigation must be completed within 5 years of issuance of 404/401
approval.
Written Stormwater Management Plan (Final Plan Needed)
7. A final, written stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit
(2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) within 60 days of the issuance of the 401
Water Quality Certification. You have the option of using the Express Review Program for
expedited approval of these plans. If you propose to use the Express Review Program, remember
to include the appropriate fee with the plan. The stormwater management plan must include
plans, specifications, and worksheets for stormwater management facilities that are appropriate
for the surface water classification and designed to remove at least 85% TSS according to the
most recent version of the NC DENR Stormwater Best Management Practices Manual. These
facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly
approved by the Division of Water Quality. Also, before any permanent building is occupied at
the subject site, the facilities (as approved by this Office) shall be constructed and operational,
and the stormwater management plan (as approved by this Office) shall be implemented. The
structural stormwater practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made without
written authorization from the Division of Water Quality.
Also, this approval to proceed with your proposed impacts or to conduct impacts to waters as
depicted in your application shall expire upon expiration of the 404 or CAMA Permit.
If this Certification is unacceptable to you, you have the right to an adjudicatory hearing upon written
request within sixty (60) days following receipt of this Certification. This request must be in the form. of a
written petition conforming to Chapter 150B of the North Carolina General Statutes and filed with the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. If
modifications are made to an original Certification, you have the right to an adjudicatory hearing on the
modifications upon written request within sixty (60) days following receipt of the Certification. Unless
such demands are made, this Certification shall be final and binding.
This the 16a' day of September, 2005
DIVISION OF WATER QUALITY
Alan W. Klimek, P.E.
AWK/cbk
V.
o5-Ii?09
0 0? WA r?4
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
September 16, 2005
Mr. Steve Whitmier
Long Branch Partners, LLC
315 Red Oak Flats Road
Dahlonega, GA 30533
Re: Henrietta Quarry, Rutherford County
DWQ #05-1409; USACE Action ID. No. 200532568
APPROVAL of 401 Water Quality Certification
Dear Mr. Whitmier:
Attached hereto is a copy of Certification No. 3531 issued to Mr. Steve Whitmier of Long Branch
Partners, LLC, dated September 16, 2005. In addition, you should get any other federal, state or local
permits before you go ahead with your project including (but not limited to) Solid Waste, Sediment and
Erosion Control, Stormwater, Dam Safety, Non-discharge and buffer requirements associated with Water
Supply Watershed regulations.
If we can be of further assistance, do not hesitate to contact us.
Sincer ly,
lr? /??4
Alan W. Klimek, P.E.
AWK/cbk
Attachments: Certificate of Completion
cc: U.S. Army Corps of Engineers, AshevilleRegulatory Field Office
Wilmington District, USACOE
Kevin Barnett, DWQ, Asheville Regional Office
DLR Asheville Regional Office
File Copy
Central Files
Christopher Huysman, Wetland and Natural Resource Consultants, Inc., P.O. Box 224, Newton, NC 28658
Filename: 051409HenriettaQuarry(Rutherford)401 IC
1?`tttCaro'na
4010versighUExpress Review Permits Unit Q1!!CQ f?
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone]/ Internet: htto://h2o.enr.state.no.us/ncweUands
A. G....-1l1--...?..-LL.I?III??LL.? l1_-.._I-J-,
Long Branch Partners, LLC
Page 2 of 4
September 16, 2005
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401 Public Laws 92-
500 and 95-217 of the United States and subject to the North Carolina Division of Water Quality (DWQ)
Regulations in 15 NCAC 2H, Section .0500 to Mr. Steve Whitmier of Long Partners, LLC to fill or impact
5,496 linear feet of jurisdictional streams and to fill 0.396 acres of jurisdictional wetlands in the Broad
River Basin, associated with the construction of a hard rock quarry in Rutherford County, North Carolina,
pursuant to application materials received on the 22nd day of July of 2005, and as described in the U.S.
Army Corps of Engineers Public Notice received August 12th, 2005.
The application and supporting documentation provides adequate assurance that the proposed work will
not result in a violation of applicable Water Quality Standards and discharge guidelines. Therefore, the
State of North Carolina certifies that this activity will not violate the applicable portions of Sections 301,
302, 303, 306, 307 of PL 92-500 and PL 95-217 if conducted in accordance with the application, the
supporting documentation, and conditions hereinafter set forth.
This approval is only valid for the purpose and design submitted in the application materials and as
described in the Public Notice. If the project is changed, prior to notification a new application for a new
Certification is required. If the property is sold, the new owner must be. given a copy of the Certification
and approval letter and is thereby responsible for complying with all conditions of this Certification. Any
new owner must notify the Division and request the Certification be issued in their name. Should wetland
or stream fill be requested in the future, additional compensatory mitigation may be required as described
in 15A NCAC 2H .0506 (h) (6) and (7). If any plan revisions from the approved site plan result in a
change in stream or wetland impact or an increase in impervious surfaces, the DWQ shall be notified in
writing and a new application for 401 Certification may be required. For this approval to be valid,
compliance with the conditions listed below is required.
Conditions of Certification:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
Stream 5,496 feet Public Notice
404/CAMA Wetlands 0.396 acres Public Notice
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices

Long Branch Partners, LLC
Page 3 of 4
September 16, 2005
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the 404/401 Permit Application. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state water quality standards,
statutes, or rules occur;
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
Continuing Compliance:
5. Mr. Steve Whitmier and Long Branch, LLC, shall conduct construction activities in a manner
consistent with State water quality standards (including any requirements resulting from
compliance with section 303(d) of the Clean Water Act) and any other appropriate requirements
of State law and federal law. If the Division determines that such standards or laws are not being
met (including the failure to sustain a designated or achieved use) or that State or federal law is
being violated, or that further conditions are necessary to assure compliance, the Division may
reevaluate and modify this Certification to include conditions appropriate to assure compliance
with such standards and requirements in accordance with 15A NCAC 211.0507(d). Before
modifying the Certification, the Division shall notify Mr. Steve Whitmier and/or Long Branch,
LLC and the US Army Corps of Engineers, provide public notice in accordance with 15A NCAC
2H.0503 and provide opportunity for public hearing in accordance with 15A NCAC 2H.0504.
Any new or revised conditions shall be provided to Mr. Steve Whitmier and/or Long Branch,
LLC in writing, shall be provided to the United States Army Corps of Engineers for reference in
any Permit issued pursuant to Section 404 of the Clean Water Act, and shall also become
conditions of the 404 Permit for the project;
Stream Relocation/Stabilization (Mitigation) (Final Plan Needed):
6. Before any of the impacts authorized in this Certification occur, you must provide and receive
written approval from this Office for a final stream relocation and/or stabilization plan. The plan
must include a minimum of 1:1 restoration for all perennial stream impacts. Relocated stream
designs should include the same dimensions, patterns and profiles as the existing channels (or a
stable reference reach if the existing channel is unstable), to the maximum extent practical. The
new channel should be constructed in the dry and water shall not be turned into the new channel
until the banks are stabilized. Vegetation used for bank stabilization shall be limited to native
woody species. A transitional phase incorporating coir fiber and seedling establishment is
allowable. Also, rip-rap, A-Jacks, concrete, gabions or other hard structures may be allowed if it
is necessary to maintain the physical integrity of the stream, but you must provide written
justification and any calculations used to determine the extent of rip-rap coverage requested. If an
insufficient amount of suitable stream mitigation is not practical on-site, then stream impacts will
Long Branch Partners, LLC
Page 4 of 4
September 16, 2005
also need to be mitigated elsewhere. The plan(s) must include designs and specifications that meet
the definition of stream restoration (or enhancement if no relocation is proposed) according to the
latest version of the Internal Technical Guide for Stream Work in North Carolina (available at
http://h2o.ehnr.state.nc.us/ncwetlands/strmgide.html). The stream and buffer relocation must be
constructed, maintained, and monitored according to the plans approved by this Office. Any
repairs or adjustments to the site must be made according to the approved plans or must receive
written approval from this Office to make the repairs or adjustments. The relocated stream must be
preserved in perpetuity by use of a conservation easement or other similar mechanism as part of
the approved plans. Additionally, all mitigation for the entire site must begin prior to any impacts
to surface waters and all mitigation must be completed within 5 years of issuance of 404/401
approval.
Written Stormwater Management Plan (Final Plan Needed)
7. A final, written stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit
(2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) within 60 days of the issuance of the 401
Water Quality Certification. You have the option of using the Express Review Program for
expedited approval of these plans. If you propose to use the Express Review Program, remember
to include the appropriate fee with the plan. The stormwater management plan must include
plans, specifications, and worksheets for stormwater management facilities that are appropriate
for the surface water classification and designed to remove at least 85% TSS according to the
most recent version of the NC DENR Stormwater Best Management Practices Manual. These
facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly
approved by the Division of Water Quality. Also, before any permanent building is occupied at
the subject site, the facilities (as approved by this Office) shall be constructed and operational,
and the stormwater management plan (as approved by this Office) shall be implemented. The
structural stormwater practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made without
written authorization from the Division of Water Quality.
Also, this approval to proceed with your proposed impacts or to conduct impacts to waters as.
depicted in your application shall expire upon expiration of the 404 or CAMA Permit.
If this Certification is unacceptable to you, you have the right to an adjudicatory hearing upon written
request within sixty (60) days following receipt of this Certification. This request must be in the form of a
written petition conforming to Chapter 150B of the North Carolina General Statutes and filed with the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. If
modifications are made to an original Certification, you have the right to an adjudicatory hearing on the
modifications upon written request within sixty (60) days following receipt of the Certification. Unless
such demands are made, this Certification shall be final and binding.
This the 16a' day of September, 2005
DIVISION OF WATER QUALITY
Alan W. Klimek, P.E.
AWK/cbk
,?lJ2a? mod. ?'a? ?
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NUU 2 S ZOng
"Alm.
Meg Masterman
2386 Ferry Road
Mooresboro, NC 28114
828-657-9592
[e-mail]
November 19, 2005
Cyndi Karoly
NCDWQ
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Ms. Karoly,
p@P=onP:, P
NOV 2 3 2005
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
I am writing in regard to the proposed rock quarry, asphalt and concrete plants on
Ferry Road in Rutherford County, NC. I am very concerned with the effects this quarry
and asphalt plant will have on my potable well water and the local rivers and streams. I
am also concerned that this proposed quarry would disrupt the habitat of a wide variety of
wildlife that calls this land home.
The area under consideration is full of natural springs and streams and is within V2
mile of the Broad River. The area has been designated as a watershed area under some
degree of protection. As stated in section 301 A of The Watershed Protection Ordinance
of Rutherford County "No activity, situation, structure or land use shall be allowed within
the watershed which poses a threat to water quality." Many living near the proposed site
rely on wells for their drinking water, and there is serious concern that wells will be
negatively affected.
Another concern of mine is the destruction of the habitat of a variety of wildlife.
There are deer, salamanders, woodpecker, red fox, loggerhead turtles, and bats just to
name a few. The beauty of the area in which I live is reflected in the wildlife and the
serenity of the landscape. Within this site is also an endangered species of plant called the
Dwarf-Flowering Heartleaf that should fall under the Endangered Species Act of 1973.
I am writing to request that a public hearing be held before any permits are
issued for the construction of the proposed quarry, asphalt and concrete plants. I
appreciate your help in this matter and look forward to hearing from you regarding a
public hearing.
I would also like to go on the record regarding the lack of Public Notice, and state for the
record that no Public Notice was issued.
Sincerely,
,?
Meg Masterman
November 20, 2005
Office of Administrative Hearings
6714 Mail Service
Raleigh
North Carolina 27699-6714
To Whom It May Concern:
a[Jrr--1[gV§
k110 I
NOV 2 9 2005
AUTY
WEU M M AND A TER w
This complaint is in regards to Army Corps of Engineers Action ID #:200532586 which
concerns the applicant Long Branch Partners, LLC, Steve Whitmire, 315 Red Oak Flats
Road, Dahlonega, Ga. 30533.
The location of the intended project is near Henrietta, Rutherford County, N.C.
The Army Corps of Engineers failed to send a public notice to the Henrietta Post Office
and to adjoining property owners. We notified them about this error and the Army Corps
has since reissued the public notice and mailed notices to adjoining property owners;
however, the deadline for comments to NCDWQ has already passed and the certification
issued.
Due to the inadequate public notice, the Rutherford County Citizens Against Pollution
and other citizens did not have the opportunity to make comments to Cyndi Karoly at
NCDWQ about the application for certification under Section 401 of the Clean Water
Act. NCDWQ public notice is included in the notice from Army Corps of Engineers.
Ms. Karoly was notified of the error but informed us that there was nothing that could be
done now.
We request the certification be revoked and opportunity to make comments to DWQ be
made available to all citizens in Rutherford county.
We appreciate a response, which will adequately satisfy the rights of the citizens of
Rutherford County.
Merry T. Owens
RCCAP
670 Ferry Road
Forest City, N.C. 28043
(828-657-5845)
cc: Cyndi Karoly NCDWQ
Justin McCorcle ACE
Col. John Pulliam ACE
John Runkle, Esq.
November 20, 2005
Steve ChapinArmy Corps of Engineers
151 Patton Avenue
Room 208
Asheville, N.C. 28801-5006
Dear Mr. Chapin:
u9@20mgm
NOV. 2 9 2005
DENR - WATER QU
QS AND ST0RMV{y11ER B DH
In regard to the Public Notice dated November 9, 2005, I would like to address the issue
of the effect of the proposed quarry, asphalt plant and cement plant on the wetlands and
streams on the property near Henrietta. A ct-ion ED # :z o0 , Z 580
As stated in Altamont's report to Rutherford County: " Releases from tanks, piping, or
the counter flow drum mixer have the potential to come in contact with water. Such
contact may lead to the leaching of components from the asphalt into the environment.
Leach test of hot mix asphalt in which naphthalene, a PAH, may exceed the NC surface
water standard of 78 ng/L. The International Agency for Research on Cancer has
concluded that naphthalene is possibly carcinogenic to humans." I also have concerns
that concentrations of heavy metals may be elevated in runoff waters in streams.
"A study conducted by the Committee on Government Reform and the US House of
Representatives (2002) includes the following statement: from the mining operations...
Potentially, pollutant releases could affect water quality through surface stormwater
runoff, releases to exposed groundwater in the pit, or releases on the surface that seep
into the groundwater in the area."
"Many of the mining operations do not appear to be required to report their air emissions
or discharges to surface or groundwater. There appears to be little direct monitoring of
air emissions and water discharges from the gravel mines."
"From a report on "Hydraulic Impact of Quarries and Gravel Pits" prepared by the
Minnesota Department of Natural Resources, Div. of Waters (2005) :Mining has altered
groundwater flow path affecting the water supply of the area. Temperature measurements
indicated increase on water temperature. The study stated, `Temperature changes in the
magnitude could have a negative effect on fish population...' This may also be true for
other types of aquatic life."
"A study by California Regional Water Quality Control Board, Central Valley Regional
(2004) states: That in the sand and gravel operations, wastewater from a settling pond
had exceeded US EPQ maximum contaminant levels for manganese. additionally, pH
levels exceeded the federal drinking water secondary MCL."
We are concerned that these operations will have a negative impact on the water quality,
aquatic life and wells located in this watershed. National and State agencies have
recently been very concerned with preserving our natural resource of water. We believe
the Army Corps of Engineers will agree that everything possible should be done to
comply.
We also have filed a complaint to the Wilmington District office of the Army Corps and
to the Office of Administrative Hearings in Raleigh about the lack of public notice which
caused our citizens to be unable to comment to the Division of Water Quality before they
issued a permit (401). The new public notice may seem to be adequate for the Army
Corps but still does not resolve the issue with the Division of Water Quality.
We appreciate your consideration of this matter.
Merry T. Owens
RCCAP
670 Ferry Road
Forest City, N.C. 28043
cc: Justin McCorcle Wilmington ACE
Col. John Pulliam Wilmington ACE
John Runkle, Esq.
Cyndi Karoly NCDWQ
PO Box 363
Henrietta, NC 28076
21-Nov-05
Ms. Cyndi Karoly
North Carolina Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
Ms. Karoly:
a g@gvg?
NOV, 2 9 2005 QUAUTY
OnM O AND e6MMA7E RANCH
Please accept my comments on the quarry and other industrial development proposed by Long
Branch Partners, LLC, near Henrietta, NC, in Rutherford County. I understand that it is
appropriate for me to comment regarding the application for certification under Section 401 of the
Clean Water Act. I further understand that you have issued a 401 Water Quality Certification No.
3531.
My home and property are in the immediate area of the Long Branch property. My neighbors and I
will be affected by the industrial activities related to aquifer changes and groundwater, surface
water runoff, wetlands changes, plus emissions and traffic. I believe you should have a public
hearing in my neighborhood in regards to this project. I hope you would have the materials
pertinent to this project at a hearing. Also, I hope you can answer these questions soon:
1. What will be the impact of the stream relocation, stream stabilization, and quarry pit
operations on up-gradient ground water at my property near the intersection of Ferry
Road and Harris-Henrietta Road?
2. For the proposed four impoundment ponds, how much stormwater runoff will be
contained? How much rainfall is that within a short time? Please be aware that a recent
and nearby autumn storm produced 4 inches of rain in 1 hour, and it damaged multiple
roads that have yet to be fully repaired. If that storm happened at the quarry, how would
the stonmwater be managed and water quality maintained?
3. For the complete project operations, how many acres will become impervious by being
built-upon? How many acres will be exposed rock of the quarry? Is stormwater from
exposed rock considered the same as from other impervious surfaces such as parking
lots?
4. I have read that the quarry plans 2.2% built-upon area. Is that correct? What built-upon
area do you recognize?
5. The proposed industrial development is within a classified WS-IV watershed. How
does this project attain requirements of the watershed?
I thank you in advance for responding with answers, and I re-state my request for a public hearing.
Sincerely,
Barbara Edwards
November 21, 2005
Ms. Cyndi Karoly
NC Dept. of Water Supply
1650 Mail Service Center
Raleigh, NC
27699-1650
Dear Ms. Karoly,
I am writing to you today, on behalf of the staff, students, and the Board of Directors
of Thomas Jefferson Classical Academy, regarding the quarry and asphalt plant being
proposed for the Henri etta-C li ffside area of Rutherford County. I am very concerned
about the possible damaging impact this plant may have, if allowed to proceed, on the
immediate environment, especially the local drinking water supply, and the short and
long-term harm to the health of the members of the local community.
There are at least three schools very close to this proposed site. Our school, Thomas
Jefferson Classical Academy, is located only two miles from the site. I am writing to
request a public hearing before any permits are issued for this proposal. Thank you!
Sincerely,
Joe Maimone
Headmaster
2527 Highway 221-A
Mooresboro, NC
28114
imaimone(attca.org
NoV 2 9 2005
DENR - 6 ST E& WAS BBRRNO
WE"D8 AND
Dear Ms. Karoly,
My name is Mickey Blanton and I am writing concerning Long Branch Partners proposal
for an asphalt plant less than a mile from my NEW home. I have no other source of
water other than my well, which is a bored well. Not one person has offered to at least
monitor the water levels or quality. This area is extremely populated with around 400
nearby homes and 3 close schools. I've heard this has taken a lot of your time, so my
solution for you would be to deny this permit considering it will affect our quality and
quantity of water at our homes and in the watershed area. At least allow us to have a
public hearing on this matter. There was no notice given by the Army Corp of Engineers
and it is my understanding that the NCDWQ is included in that same Notice. We are
counting on YOU.
ardc You,
R7
Mickey B NOV. 2 9 2005

WATER WETLANDS AND a pM1V 'S BRANCH
November 20, 2005
Ms. Cyndi Karoly
NC Dept. of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Ms. Karoly,
I am writing to you today regarding the quarry and asphalt plant being proposed for
the Henrietta-Cliffside area of Rutherford County. I am very concerned about the
possible damaging impact this plant may have, if allowed to proceed, on the immediate
environment, especially the local drinking water supply, and the short and long-term
harm to the health of the members of the local community.
There are at least three schools very close to this proposed site. Three of my children
attend one of those schools, Thomas Jefferson Classical Academy, that is located only
two miles from the site. I am writing to request a public hearing before any permits are
issued for this proposal. Thank you!
Sincerely,
Georgia Maimone
1851 Clark Road
Rutherfordton, NC
28139
[e-mail]
QF= @ m odrLIp
NOV 2 8 2005
DENR • WATER QUALITY
WETLANDS AND STORMWATER BRANCH
Kelly Scruggs
PO Box 618
Henrietta, NC 28076
[e-mail]
November 19, 2005
Cyndi Karoly
NCDWQ
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Ms. Karoly,
NOV FM <05
Yd?i'Ml.t?A;Jp?, ?Ah' h:.;,HRANCH
I am writing in regard to the proposed rock quarry, asphalt and concrete plants on
Ferry Road in Rutherford County, NC
The area under consideration is full of natural springs and streams and is withinl
mile of the Broad River. The area has been designated as a watershed area under some
degree of protection. As stated in section 301A of The Watershed Protection Ordinance
of Rutherford County "No activity, situation, structure or land use shall be allowed within
the watershed which poses a threat to water quality." Many living near the proposed site
rely on wells for their drinking water, and there is serious concern that wells will be
negatively affected.
Another concern of mine is the destruction of the habitat of an endangered species
of plant called the Dwarf-Flowering Heartleaf that should fall under the Endangered
Species Act of 1973.
I am writing to request that a public hearing be held before any permits are
issued for the construction of the proposed quarry, asphalt and concrete plants. I
appreciate your help in this matter and look forward to hearing from you regarding a
public hearing.
I would also like to go on the record regarding the lack of Public Notice, and state
for the record that no Public Notice was issued until November 9 and runs until
November 23 - only 15 days instead of 30.
Sincerel lKe ly cruggs
Os
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PO Box 636
Henrietta, NC 28076
August 19, 2005 SEP, "

Ms. Cyndi Karoly DENR - WAT
WETLAN?SIDS N
NCDWQ Wl;',.?r+.ls t,;? S
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Ms. Karoly,
I am writing in regard to the proposed rock quarry, asphalt and concrete plants on
Ferry Road in Rutherford County, NC. I am very concerned with the effects this quarry
will have on my potable well water and the local rivers and streams. i am also concerned
that this proposed quarry and asphalt plant would disrupt the habitat of a wide variety of
wildlife that calls this land home.
'The area under consideration is full of natural springs and streams and is within 1
mile of the Broad River. The area has been designated as a watershed area under some
degree of protection. As stated in section 301 A of The Watershed Protection Ordinance
of Rutherford County "No activity, situation, structure or land use shall be allowed within
the watershed which poses a threat to water quality." Many living near the proposed site
rely on wells for their drinking water, and there is serious concern that wells wi11 be
negatively affected Another consideration is the wells in the area. Everyone within one
mile of the proposed site is on wells and has no access to a water line of any kind. If their
wells are affected it will affect them, they rely on wells for all their water needs.
Another concern of mine is the destruction of the habitat of a variety of wildlife.
There are deer, salamanders, pileated woodpecker, red fox, and bats just to name a few.
The beauty of the area in which I live is reflected in the wildlife and the serenity of the
landscape. Also, found on this site is an endangered species of plant: the Dwarf-
Flowering Heartleaf that too, should be considered under the Endangered Species Act of
1973.
Finally, I am concerned about the negative health effects the asphalt plant will
have on all of us. The proposed site is less than two miles from four schools: Chase
High, Chase Middle, Cliffside Elementary, and Thomas Jefferson Classical Academy. 1F
this asphalt plant is allowed to ego in, it will affect thousands of children that go to school
in the immediate area..
I am writing to request that a public hearing be held before any permits are issued
for the construction of the proposed quarry, asphalt and concrete plants to address the
aforementioned concerns. I appreciate your help in this matter and look forward to
hearing from you regarding a public hearing.
Sincerely,
Eric Scruggs
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Kelly Scruggs
PO Sox 618
Henrietta, NC 28076
August 19, 2005
Ms. Cyndi Karoly
NCrLWO
1650 Mail Service Center
Raleigh, NC 27699-1650
Lear Ms. Karoly,
l am writing in regard to the proposed rock quarry, asphalt and concrete plants on Ferry
Roa(l in Ri ,therford County, NC. + am concemed about tf;e effects this quarry will have on my well
water and the local rivers and streams. l am also concemed that this proposed quarry and asphalt
plant would disrupt the habitat of a wide variety of wildlife that calls this land home.
The area under- consideration is full of natural springs and streams and is within f mile of
the Broad River. Many living near the proposed site rely on wells for their drinking water, and they
do not have access to public water. The county has refused to run a water line in the area.
i am also concemed about the destruction of the habitat of a variety of wildlife. There are
deer, wild turkeys, red-tailed hawks, and sortie have spotted eagles in the area. The area is used
by deer as a cut through between two rivers: the Broad and the Second Broad.
I am writing to request that a public hearing be held before any permits are issued for the
construction of the proposed quarry, asphalt and concrete plants to address the my concerns. i
appreciate your help in this matter and look forward to hearing from you regarding a public hearing.
Sincere
Kelly Scruggs
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AUG 2 g 2005
DENR - WATER QUALITY
AND STORMWATER BRANCH
Meg Mastennan
2386 Ferry Road
Mooresboro, NC 28114
828-657-9592
August 19, 2005
Ms. Cyndi Karoly
NCjWQ
1650 Mail Service Center
Raleigh, NC 27699-1650
R[§@LrR9W[91
AUG 2 n 2005
*71ANDS DENR rTORWAT?ER BRANCH
Dear Ms. Karoly,
l am writing in regard to the proposed rock quarry, asphalt and concrete plants on
Ferry Road in Rutherford County, NC. I have several concerns about these proposed
industrial plants. I am concerned what effects these industries will have on my potable
well water, the health effects on those living in the area and on the kids in the four
schools which are located within two miles of the proposed site, the overall effect on the
quality of life for all of us living in the area (at least 300 large trucks a day), the impact
these plants will have on my property values, and the livelihood of the farmers that have
small t"amily farms in the immediate area. 1 would like to request a public hearing to
address these concerns.
First, most of us living within a two-mile radius (and further) rely on our wells for
all our water needs. We do not have access to public water lines, and the county has
refused our request to run water lines in this area.
Secondly, 1 am concerned about the health effects of the asphalt plant in particular
on those living in the area, and on the students that attend the four public schools located
within a two-mile radius of the proposed site. According Gou Geller of Blue Ridge
Environmental Detense League, who spoke to the Rutherford County Commissioners on
Thursday, August 18 to request that the county place a moratorium on any pollution
generating industries before any permits are issued by the state (which they refuse to do
as well), the maximum amount of emissions of hydrogen sulfide should be ten times less
than what the state allows. Zeller said that most of the problems from asphalt plants are
not from the smokestack but from fugitive emissions. "There are also fugitive emissions
which in the case of asphalt plants is a special problem," he said. "Much of the pollution
from an asphalt plant is not emitted through the smokestack. it is emitted through the
conveyor belts, through the drum mixer and through the silos and loading operations
which are not adequately accounted for." He also noted air pollution models used do not
take into account local weather and environmental factors. "What is does not adequately
take into account is air inversion in the isothermal Belt, for example." said Zeller. Zeller
said it is up to the local government to account for those factors and regulate to protect
the citizens, and he went on to suggest asphalt plants have butters of at least 2,000 feet
and recommended a half-mile buffer. The county refuses to address this and will in fact,
recommend against a moratorium (Please see the attached copy of the write up in !-he
/wily Courier on Friday, August 19). Also, Duke Power is doubling its size and is
located less than four miles from this proposed site, and another rock quarry, which is in
litigation, will be located within two miles of this same site. How much can we handle?
Thirdly, I am worried about the effects on the quality of life for all of us living in
the area. With three large industrial plants operating, there will be a minimum of 300
huge trucks a day running up and down our roads, which are not adequately designed for
such a massive amount of traffic. The roads are narrow and can barely accommodate two
cars let alone a car and truck or two trucks. The roads are not set up for heavy loads; they
were designed for residential use. So, ultimately, I suppose the state would have to widen
the roads to accommodate such massive trucks. Which would mean we would lose more
of our land and have to put up with road construction and all the problems associated
with such an event.
I am also worried about the negative impact these proposed industries would have
on my property values. This land has been in my family for more than 100 years. My
family farmed this land for generations, and I am proud to be a part of this history. I
cannot see that this industry has any positive value for the county or us. In fact, I can only
see negative impacts.
Finally, I am worried about the impact these industries will have on the local
family farms. Most of the farmers in the immediate area have farmed this land for
generations. The pollution from these plants will be devastating to the farmers. How can
a small family farm fight against a huge industry. 1 am asking for your help in this matter.
Please help us to stop this proposed industrial site.
Thank you for your time, and help.
Sincerely,
Meg M'asterman
I lie DiVultai Fourier. Board near-s concern-s ot'yuarn group I'al;e of
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OUR,jIER
Friday, August 19, 2005 Serving Rutherford
Board hears concerns of quarry group
By JERRY STENSLAND Daily Courier Staff Writer
RUTHERFORDTON -- Quarry and asphalt plant opponents from the Henrietta area pres
County Commissions to adopt a moratorium on asphalt plants Thursday.
The Board of Commissioners held a special meeting to vote on issues related to the RL
Corporate Center, Golden Valley Convenience Center and borrowing for school buildinc
They then allowed the group, called the Rutherford County Citizens Against Pollution, i
case.
The group invited Lou Zeller of the Blue Ridge Environmental Defense League to speal
behalf.
There did not appear to much support on the Board for a moratorium and County Atto
Miller said she would advise against it given the experience with a moratorium tried fo
proposed quarry at Flat Rock near Chase Middle School.
Zeller and the RCCAP would like a moratorium to allow time to develop an ordinance t
at minimum, require setbacks for the location of asphalt plants.
There did appear to be some support for exploring the idea of a pollution control or hi(
industry ordinance.
"I do have some concerns about a moratorium," said County Commissioner Amanda K
talked a couple of my colleagues and talked to (County Manager John Condrey) about
potential of whether we need to look at some kind of ordinance in this county. It is a c
issue. My concerns are that we need to prevent this kind of thing, this keeps repeatinc
and over, this is not the first type of issue we've had in this county by any means."
King made it clear she did not want a repeat of what happen two years ago with a pro
countywide zoning. She was only interested in something to protect communities frorr
industry.
King also wanted the public to be aware of this concept and wanted the public input.
County Planner Danny Searcy has been asked to pull together some preliminary inforr
likely presentation at the Sept. 6 Board of Commissioners' meeting.
In previous years, pockets of citizens have spoken up against such things as a propos(
Golden Valley, chip mill in Union Mills, asphalt plant in Bostic and a rock quarry in Flat
Zeller, who said he came to the BREDL with a medical background, said the state laws
http:/,'thedialtalcourier.com/articies'2005; 08,' 19/news;'nmsOl .txt 8!20/2005
I he Jii-=itai i`ouri:r: Boar4 hcar? concerns of yuarr) group Page 2 of-'
pollution from asphalt plants are not adequate.
He said the maximum amount of emissions for one particular pollutant, hydrogen sulfi
be 10 times less than what is allowed.
Zeller said that most of the problems from asphalt plants are not from the smokestacl•
fugitive emissions.
"There are also fugitive emissions which in the case of asphalt plants is a special probl
said. "Much of the pollution from an asphalt plant is not emitted through the smokesu
emitted through the conveyor belts, through the drum mixer and through the silos anc
operations which are not adequately accounted for."
He also noted air pollution models used do not take into account local weather and en,
factors.
"What is does not adequately take into account is air inversion in the Isothermal Belt,
example." said Zeller.
Zeller said it is up to the local government to account for those factors and regulate tc
citizens.
He suggested asphalt plants have buffers of at least 2,000 feet and recommended a h
buffer.
King said she wanted to explore the issue, but didn't want to limit it to just asphalt plc
As to the moratorium request, Miller said she was reviewing the materials presented t
and the local group, and will have a formal recommendation at the Sept. 6 meeting.
She did say she would be advising against a moratorium.
"The reason that is going to be part of our opinion has to do with the litigation the cou
already in, so I wouldn't want to comment on that any further right now," said Miller.
The county attempted to implement a moratorium on the proposed Flat Rock quarry a
that with the adoption of the School Zone Protective Ordinance.
The legality of the SZPO is still up in the air as the county is currently using it as justif
not issuing a new building permit for the Flat Rock site.
An air quality permit issued to the site operator, Florida Rock, was contingent on the c
being in compliance with local zoning regulations.
The Henrietta site is being proposed as a quarry operation run by Long Branch Partner
asphalt plant run by APAC.
Both companies have filed for their various permits.
In other business Thursday, the Commissioners approved a contract for most of the in
work on the Rutherford 74 Corporate Center off Old Caroleen Road.
Odom, Hollifield and Associates was awarded the bid for $1,215,112.
Most of the project costs are covered through grants, with the county portion being $t
budget amendment was approved in the amount of $70,406 to cover the additional m
http:ilthedigitalcourier.com; articies!2005,'08' 19;'new-s,'ne%vs0l .ht 8/20/2005
V he )1`1111! L U 11t?. iil)li y ;1C ii Cv'sii iil5 Ui 1IU21iR ! !'l)U?) t?<1?C , 0
already appropriated by the county for the project.
The Board also:
n Approved the bid from A&G Construction to build a new Golden Valley Convenience 1
$564,012. A budget amendment of $164,012 to come from the solid waste fund was z
and
n Approved the various agreements with the Rutherford County School and the Bank c
to borrow $4.7 million at 3.55 percent interest to fund construction at Dunbar and Har
Elementary Schools.
Contact Stensland via e-mail Copyright Q 2005 The Daily Courier

I .? , I ,. ,. I ?r•.?, _ dl?r_Clar- I •?t:l?il-,i! ,? I?-?Y:?:? I ?,:, ?•CIIQ??t I
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PO Box 1149 1 Forest City, NC 28043
828-245-6431
http-Othed10talcourler.com/artlcles!2005,'08/ 19'nexvs,'ne?vs0 I .txt 8/20/2005
rock quarry
po?s Q
Subject: rock quarry
From: Alan Klimek <alan.klimek [e-mail]> p
Date: Mon, 08 Aug 2005 07:38:12 -0400 (I ` X r S?
To: Cyndi Karoly <[e-mail]>
fyi - please forward to other staff as appropriate.
Alan I
-------- Original Message ------- i
Date:Sat, 6 Aug 2005 10:01:02 -0400
From:"Meg Masterman" <rnmasterman(aWca.oru> I
To:,:alan.k l imek(ci?ncmai l.net>
Dear Mr. Klimek,
I am writing in regard to the proposed rock quarry and asphalt plant in Henrietta, NC - Perry Road
I have attached pictures of wetlands that are located on the site of the proposed quarry. These wetlands are spring fed. There are at least six kno,
Thank you for your time,
Meg Masterman
2786 Perry Road
Mooresboro, NC 28114
828-657-9592
1 of 3
8/8/2005 9:07 AM
rock quarry
2 of 3 8/8/2005 9:07 AM
rock quarry

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SEP 1 6 2005
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION 4
. ATLANTA FEDERAL CENTER
61 FORSYTH STREET
ATLANTA, GEORGIA 30303-8960
The Honorable Patrick McHenry
Member, United States House of Representatives
P. O. Box 1830
Hickory, NC 28603
Dear Congressman McHenry:
Q?@11on19p
SEP 2 12005
DENR • WATER QUALITY
WETLM AND STORMWATER BRANCH
__?( "__ A ?
0 )6'_S?) 761
Thank you for your August 19, 2005, letter on behalf of several of your constituents
concerning the rock quarry and other facilities that Long Branch Partners proposes to construct
on a 230-acre tract southwest of Henrietta, Rutherford County, North Carolina.
Your constituents are interested in learning whether the U.S. Army Corps of Engineers
(Corps) and the Environmental Protection Agency (EPA) are evaluating the project. As you are
aware, the Corps has responsibility for issuing permits under Section 404 of the Clean Water Act
(CWA) for the discharge of dredged or fill material into waters of the United States. EPA
oversees the permit issuance activities of the Corps and provides comments, when appropriate,
on permit applications. The CWA also requires the applicant to obtain a water quality
certification from the state permitting agency, in this case the North Carolina Department of
Environment and Natural Resources (NCDENR), Division of Water Quality (DWQ), before a
Section 404 permit can be issued.
The project, as proposed, will impact 5,496 linear feet of streams through direct fill
impacts from dam construction (848 linear feet), road crossings (1,264) and flooding impacts
(769 linear feet) and include 0.396 acres of wetland impacts. The applicant proposes to offset
some of the impacts of the project through compensatory mitigation.
The Wilmington District of the Corps is processing the application for the Long Branch
project. The District provided public notice of the application and gave a 30-day comment period
that ended on September 9, 2005. Your constituents included a copy of the public notice with
the background information you submitted to our office.
We are currently reviewing the project information. Our review consists of evaluating
the proposed project, its impacts, and the adequacy of the proposed mitigation. The Corps has
sent the applicant a letter requesting additional information needed to adequately review the
project. This information will be provided to us by the Corps for our review.
Internet Address (URL) • http://www.epa.gov
Recycled/Recyclable • Printed with Vegetable Oil Based Inks on Recycled Paper (Minimurn 30% Postconsumer)

2
The DWQ is also processing the application for a Section 401 Water Quality
Certification. We understand DWQ personnel have visited the site and are considering
comments they have received regarding the application. They plan to make their final decision in
the next two weeks. If your constituents have further questions about the Water Quality
Certification, they can contact Cyndi Karoly, DWQ, at (919.),733-9721.
We appreciate your constituents' desire to protect the environment and hope we have
provided information that will be helpful to you in addressing their concerns. If you have any
questions or need additional information, please contact me or the Region 4 Office of
Congressional and Intergovernmental Relations at [phone].
Sincerely,
) r ? .G
i
J. I. Palmer, Jr.
Regional Administrator
cc: Mr. William Ross, Jr. Secretary, NCDENR
-%krs. Cyndi Karoly, DWQ, Raleigh
Mr. Kevin Barnett, DWQ, Asheville
Mr. Steve Chapin, Corps, Asheville
Mr. Brian Cole, USFWS, Asheville
I I
''' I PUBLIC NOTICE
US Army Corps
Of Engineers
Wilmington District
Issue Date: November 9, 2005
Comment Deadline: November 23, 2005
Corps Action ID #: 200532586
All interested parties are herby advised that the Wilmington District, Corps of Engineers (Corps)
has received an application for work within jurisdictional waters of the United States. Specific
plans and location information are described below and shown on the attached plans. This
Public Notice and all attached plans are also available on the Wilmington District Web Site at
www.saw.usace.army.mil/wetlands
Applicant: Long Branch Partners, LLC
Attention: Mr. Steve Whitmier
315 Red Oak Flats Road
Dahlonega, GA 30533
AGENT: Mr. Chris Huysman
Wetland and Natural Resource Consultants, Inc.
P.O. Box 224
Newton, NC 28658
Authority
The Corps will evaluate this application and to decide whether to issue, conditionally issue, or
deny the proposed work pursuant to applicable procedures under Section 404 of the Clean Water
Act (33 USC 1344).
Location
The proposed project is located on a 230-acre tract, southwest of Henrietta, south of SR 2125,
and east and north of SR 2117, in Rutherford County, North Carolina (35.2455°N-81.8129°W).
The site contains Hogpen Branch, unnamed tributaries to Hogpen Branch, and adjacent wetlands
in the Broad River Basin (8-Digit Cataloging Unit 03050105). The Broad River reaches the
Atlantic Ocean through the Cooper River in South Carolina.
Existing Site Conditions
The tract is approximately 230 acres and is composed of pasture and forestland that occupies
approximately 90% of the total acreage. The remaining acreage is made up of residences and
yards. The project site is depicted on the U.S. Geologic Survey (USGS) 7.5-minute topographic
quadrangle (Chesnee, SC) (Sheet 1).
Existing soils mapping provided by the Natural Resource Conservation Service indicates the
proposed project area contains four soil series: Chewacla, Pacolet-Bethlehem complex, Rock
Outcrop-Ashlar complex, and Pacolet-Saw complex. The Chewacla mapping unit is an
occasionally flooded soil with hydric inclusions, generally found on long, narrow flood plains
adjacent to upland side slopes (USDA, 1989).
The project area is located within a sub-basin of the Broad River Basin. There are four streams
within the project area, Hogpen Branch and three unnamed tributaries to Hogpen Branch. Their
receiving water, the Second Broad River, is located approximately 1.5 miles downstream of the
site. The NC Division of Water Quality has classified Hogpen Branch as Class WS IV Waters.
The majority of the proposed project area is composed of fallow pastureland and forestland. The
forestland consists of mixed hardwood and pine species. Canopy composition is dominated by
white oak (Quercus alba), northern red oak (Quercus rubra), mockcrnut hickory (Carya
tomentosa), pignut hickory (Carya glabra), sweet gum (Liquidambar styraciflua), tulip poplar
(Liriodendron tulipifera), and Virginia pine (Pinus virginiana). In addition, there are areas of
rock outcrop scattered throughout the site.
Applicant's Stated Purpose and Need
The purpose of the proposed work is to develop a hard rock (granite) quarry to serve Rutherford,
Polk, and Cleveland Counties in North Carolina and Cherokee and Spartanburg Counties in
South Carolina. The project will also support an asphalt plant and a cement plant.
Project Description
The applicant has provided the following description of the proposed work. The proposed project
consists of relocating streams to excavate a quarry pit and construct necessary infrastructure,
constructing four water reservoirs for processing rock products, and piping streams to construct
circulation roads within a 230-acre tract.
Development of the site will require clearing the proposed pit area, removing topsoil, building a
safety berm, grading and filling at the proposed dam sites, relocating streams away from the pit
and production areas, and piping of streams to construct haul roads. Heavy equipment, including
graders, pan scrapers, excavators, and bull dozers will be used for the construction of the project.
Completion of the proposed project would require construction of four dams that impound water.
One pond will be used to divert a stream through a bioengincered stream channel, two ponds will
provide production water, and one pond will provide make-up water. Three dams will also
support roads. Three additional road crossings are necessary to circulate quarry traffic through
the property and to access state roads. Stream relocation will be used to divert streams around
the quarry pit and production area. The proposed permanent impacts to stream channels
resulting from the placement of fill material associated with dams totals 848 linear feet. The
proposed impacts resulting from flooding streams totals 769 linear feet. The ponds will also
impact 0.036 acre of wetlands. Road crossings will impact a total of 1,264 linear feet of streams
and 0.03 acre of wetlands. Proposed permanent impacts to wetlands resulting from the
excavation of the pit total 0,33 acre. The proposed permanent loss of streams from the
excavation of the pit totals 2,615 linear feet. Total impact to stream channels on the site will be
5,496 linear feet. To offset some of the impact, the applicant proposes to relocate 1,730 linear
feet of stream channel into a newly constructed, bioengincered channels. Plans included with
this notice show the overall proposed site layout as well as cross-sections of the stream
relocation.
Mitigation Proposal
In addition to constructing new channels for relocating streams, the applicant proposes to
mitigate for impacts to stream channels by restoring 1,684 linear feet of stream channel and
enhancing 2,636 linear feet of stream channel on the site. All stream restoration areas will be
replete with 50-foot buffers and stream enhancement areas will include 100-foot buffers. A final
mitigation plan will be submitted for the project and will be available for review prior to permit
issuance.
Other Required Authorizations
This notice and all applicable application materials are being forwarded to the appropriate State
agencies for review. The Corps will generally not make a final permit decision until the North
Carolina Division of Water Quality (NCDWQ) issues, denies, or waives State certification
required by Section 401 of the Clean Water Act (PL 92-500). The receipt of the application and
this public notice in the NCDWQ Central Office in Raleigh serves as application to the NCDWQ
for certification. A waiver will be deemed to occur if the NCDWQ fails to act on this request for
certification within sixty days of the date of the receipt of this notice in the NCDWQ Central
Office. Additional information regarding the Clean Water Act certification may be reviewed at
the NCDWQ Central Office, 401 Oversight and Express Permits Unit, 2321 Crabtree Boulevard,
Raleigh, North Carolina 27604-2260. All persons desiring to make comments regarding the
application for certification under Section 401 of the Clean Water Act should do so in writing
delivered to the North Carolina Division of Water Quality (NCDWQ), 1650 Mail Service Center,
Raleigh, North Carolina 27699-1650 Attention: Ms Cyndi Karoly by November 23, 2005.
Essential Fish Habitat
This notice initiates the Essential Fish Habitat (EFH) consultation requirements of the
Magnuson-Stevens Fishery Conservation and Management Act. The Corps' initial determination
is that the proposed project will not adversely impact EFH or associated fisheries managed by
the South Atlantic or Mid Atlantic Fishery Management Councils or the National Marine
Fisheries Service.
Cultural Resources
The Corps has consulted the latest published version of the National Register of Historic Places
and is not aware that any registered properties, or properties listed as being eligible for inclusion
therein are located within the project area or will be affected by the proposed work. Presently,
unknown archeological, scientific, prehistoric, or historical data may be located within the
project area and/or could be affected by the proposed work.
Endangered Species
The Corps has reviewed the project area, examined all information provided by the applicant and
consulted the latest North Carolina Natural Heritage Database. Based on available information,
the Corps has determined, pursuant to the Endangered Species Act of 1973 (ESA), that the
proposed project may affect Dwarf-Flowered Heartleaf (Hexastylis naniora), a federally listed
(Threatened) species. Consultation under Section 7 of the ESA will be initiated and no permit
will be issued until the consultation process is complete.
Evaluation
The decision whether to issue a permit will be based on an evaluation of the probable impacts,
including cumulative impacts, of the proposed activity on the public interest. That decision will
reflect the national concern for both protection and utilization of important resources. The
benefit which reasonably may be expected to accrue from the proposal must be balanced against
its reasonably foreseeable detriments. All factors which may be relevant to the proposal will be
considered including the cumulative effects thereof, among those are conservation, economics,
aesthetics, general environmental concerns, wetlands, historic properties, fish and wildlife
values, flood hazards, flood plain values (in accordance with Executive Order 11988), land use,
navigation, shoreline erosion and accretion, recreation, water supply and conservation, water
quality, energy needs, safety, food and fiber production, mineral needs, considerations of
property ownership, and, in general, the needs and welfare of the people. For activities involving
the discharge of dredged or fill materials in waters of the United States, the evaluation of the
impact of the activity on the public interest will include application of the Environmental
Protection Agency's 404(b)(1) guidelines.
Commenting Information
The Corps is soliciting comments from the public; Federal, State and local agencies and officials;
Indian Tribes and other interested parties in order to consider and evaluate the impacts of this
proposed activity. Any comments received will be considered by the Corps to determine
whether to issue, modify, condition or deny a permit for this proposal. To make this decision,
comments are used to assess impacts on endangered species, historic properties, water quality,
general environmental effects and the other public interest factors listed above. Comments are
used in the preparation of an Environmental Assessment (EA) and/or an Environmental Impact
Statement (EIS) pursuant to the National Environmental Policy Act (NEPA). Comments are also
used to determine the need for a public hearing and to determine the overall public interest of the
proposed activity.
Any person may request, in writing, within the comment period specified in this notice, that a
public hearing be held to consider the application. Requests for public hearings shall state, with
particularity, the reasons for holding a public hearing. Requests for a public hearing shall be
granted, unless the District Engineer determines that the issues raised are insubstantial or there is
otherwise no valid interest to be served by a hearing.
Written comments pertinent to the proposed work, as outlined above, will be received
by the Corps of Engineers, Wilmington District, until 5pm, November 23, 2005. Comments
should be submitted to Mr. Steve Chapin, 151 Patton Avenue, Room 208, Asheville, NC 28801-
5006.
1 1
1''' 1 PUBLIC NOTICE
US Army Corps
Of Engineers
Wilmington District
Issue Date: August 10, 2005
Comment Deadline: September 9, 2005
Corps Action ID #: 200532568
All interested parties are herby advised that the Wilmington District, Corps of Engineers (Corps)
has received an application for work within jurisdictional waters of the United States. Specific
plans and location information are described below and shown on the attached plans. This
Public Notice and all attached plans are also available on the Wilmington District Web Site at
www.saw.usace.army.mi]/wetlands
Applicant: Long Branch Partners, LLC
Attention: Mr. Steve Whitmier
315 Red Oak Flats Road
Dahlonega, GA 30533
AGENT: Mr. Chris Huysman
Wetland and Natural Resource Consultants, Inc.
P.O. Box 224
Newton, NC 28658
Authority
The Corps will evaluate this application and to decide whether to issue, conditionally issue, or
deny the proposed work pursuant to applicable procedures under Section 404 of the Clean Water
Act (33 USC 1344).
Location
The proposed project is located on a 230-acre tract, southwest of Henrietta, south of SR 2125,
and east and north of SR 2117, in Rutherford County, North Carolina (35.2455°N-81.8129°W).
The site contains Hogpen Branch, unnamed tributaries to Hogpen Branch, and adjacent wetlands
in the Broad River Basin (8-Digit Cataloging Unit 03050105). The Broad River reaches the
Atlantic Ocean through the Cooper River in South Carolina.
Existing Site Conditions
The tract is approximately 230 acres and is composed of pasture and forestland that occupies
approximately 90% of the total acreage. The remaining acreage is made up of residences and
yards. The project site is depicted on the U.S. Geologic Survey (USGS) 7.5-minute topographic
quadrangle (Chesnee, SC) (Sheet 1).
Existing soils mapping provided by the Natural Resource Conservation Service indicates the
proposed project area contains four soil series: Chewacla, Pacolet-Bethlehem complex, Rock
Outcrop-Ashlar complex, and Pacolet-Saw complex. The Chewacla mapping unit is an
occasionally flooded soil with hydric inclusions, generally found on long, narrow flood plains
adjacent to upland side slopes (USDA, 1989).
The project area is located within a sub-basin of the Broad River Basin. There are four streams
within the project area, Hogpen Branch and three unnamed tributaries to Hogpen Branch. Their
receiving water, the Second Broad River, is located approximately 1.5 miles downstream of the
site. The NC Division of Water Quality has classified Hogpen Branch as Class WS IV Waters.
The majority of the proposed project area is composed of fallow pastureland and forestland. The
forestland consists of mixed hardwood and pine species. Canopy composition is dominated by
white oak (Quercus alba), northern red oak (Quercus rubra), mockernut hickory (Carya
tomentosa), pignut hickory (Carya glabra), sweet gum (Liquidambar styraciflua), tulip poplar
(Liriodendron tulipifera), and Virginia pine (Pinus virginiana). In addition, there are areas of
rock outcrop scattered throughout the site.
Applicant's Stated Purpose and Need
The purpose of the proposed work is to develop a hard rock (granite) quarry to serve Rutherford,
Polk, and Cleveland Counties in North Carolina and Cherokee and Spartanburg Counties in
South Carolina. The project will also support an asphalt plant and a cement plant.
Project Description
The applicant has provided the following description of the proposed work. The proposed project
consists of relocating streams to excavate a quarry pit and construct necessary infrastructure,
constructing four water reservoirs for processing rock products, and piping streams to construct
circulation roads within a 230-acre tract.
Development of the site will require clearing the proposed pit area, removing topsoil, building a
safety berm, grading and filling at the proposed dam sites, relocating streams away from the pit
and production areas, and piping of streams to construct haul roads. Heavy equipment, including
graders, pan scrapers, excavators, and bull dozers will be used for the construction of the project.
2
Completion of the proposed project would require construction of four dams that impound water.
One pond will be used to divert a stream through a bioengineered stream channel, two ponds will
provide production water, and one pond will provide make-up water. Three dams will also
support roads. Three additional road crossings are necessary to circulate quarry traffic through
the property and to access state roads. Stream relocation will be used to divert streams around
the quarry pit and production area. The proposed permanent impacts to stream channels
resulting from the placement of fill material associated with dams totals 848 linear feet. The
proposed impacts resulting from flooding streams totals 769 linear feet. The ponds will also
impact 0.036 acre of wetlands. Road crossings will impact a total of 1,264 linear feet of streams
and 0.03 acre of wetlands. Proposed permanent impacts to wetlands resulting from the
excavation of the pit total 0.33 acre. The proposed permanent loss of streams from the
excavation of the pit totals 2,615 linear feet. Total impact to stream channels on the site will be
5,496 linear feet. To offset some of the impact, the applicant proposes to relocate 1,730 linear
feet of stream channel into a newly constructed, bioengineered channels. Plans included with
this notice show the overall proposed site layout as well as cross-sections of the stream
relocation.
Mitigation Proposal
In addition to constructing new channels for relocating streams, the applicant proposes to
mitigate for impacts to stream channels by restoring 1,684 linear feet of stream channel and
enhancing 2,636 linear feet of stream channel on the site. All stream restoration areas will be
replete with 50-foot buffers and stream enhancement areas will include 100-foot buffers. A final
mitigation plan will be submitted for the project and will be available for review prior to permit
issuance.
Other Required Authorizations
This notice and all applicable application materials are being forwarded to the appropriate State
agencies for review. The Corps will generally not make a final permit decision until the North
Carolina Division of Water Quality (NCDWQ) issues, denies, or waives State certification
required by Section 401 of the Clean Water Act (PL 92-500). The receipt of the application and
this public notice in the NCDWQ Central Office in Raleigh serves as application to the NCDWQ
for certification. A waiver will be deemed to occur if the NCDWQ fails to act on this request for
certification within sixty days of the date of the receipt of this notice in the NCDWQ Central
Office. Additional information regarding the Clean Water Act certification may be reviewed at
the NCDWQ Central Office, 401 Oversight and Express Permits Unit, 2321 Crabtree Boulevard,
Raleigh, North Carolina 27604-2260. All persons desiring to make comments regarding the
application for certification under Section 401 of the Clean Water Act should do so in writing
delivered to the North Carolina Division of Water Quality (NCDWQ), 1650 Mail Service Center,
Raleigh, North Carolina 27699-1650 Attention: Ms Cyndi Karoly by September 9, 2005.
Essential Fish Habitat
This notice initiates the Essential Fish Habitat (EFH) consultation requirements of the
Magnuson-Stevens Fishery Conservation and Management Act. The Corps' initial determination
is that the proposed project will not adversely impact EFH or associated fisheries managed by
the South Atlantic or Mid Atlantic Fishery Management Councils or the National Marine
Fisheries Service.
Cultural Resources
The Corps has consulted the latest published version of the National Register of Historic Places
and is not aware that any registered properties, or properties listed as being eligible for inclusion
therein are located within the project area or will be affected by the proposed work. Presently,
unknown archeological, scientific, prehistoric, or historical data may be located within the
project area and/or could be affected by the proposed work.
Endangered Species
The Corps has reviewed the project area, examined all information provided by the applicant and
consulted the latest North Carolina Natural Heritage Database. Based on available information,
the Corps has determined, pursuant to the Endangered Species Act of 1973 (ESA), that the
proposed project may affect Dwarf-Flowered Heartleaf (Hexastylis naniflora), a federally listed
(Threatened) species. Consultation under Section 7 of the ESA will be initiated and no permit
will be issued until the consultation process is complete.
Evaluation
The decision whether to issue a permit will be based on an evaluation of the probable impacts,
including cumulative impacts, of the proposed activity on the public interest. That decision will
reflect the national concern for both protection and utilization of important resources. The
benefit which reasonably may be expected to accrue from the proposal must be balanced against
its reasonably foreseeable detriments. All factors which may be relevant to the proposal will be
considered including the cumulative effects thereof; among those are conservation, economics,
aesthetics, general environmental concerns, wetlands, historic properties, Fish and wildlife
values, flood hazards, flood plain values (in accordance with Executive Order 11988), land use,
navigation, shoreline erosion and accretion, recreation, water supply and conservation, water
quality, energy needs, safety, food and fiber production, mineral needs, considerations of
property ownership, and, in general, the needs and welfare of the people. For activities involving
the discharge of dredged or fill materials in waters of the United States, the evaluation of the
impact of the activity on the public interest will include application of the Environmental
Protection Agency's 404(b)(1) guidelines.
4
Commenting Information
The Corps is soliciting comments from the public; Federal, State and local agencies and officials;
Indian Tribes and other interested parties in order to consider and evaluate the impacts of this
proposed activity. Any comments received will be considered by the Corps to determine
whether to issue, modify, condition or deny a permit for this proposal. To make this decision,
comments are used to assess impacts on endangered species, historic properties, water quality,
general environmental effects and the other public interest factors listed above. Comments are
used in the preparation of an Environmental Assessment (EA) and/or an Environmental Impact
Statement (EIS) pursuant to the National Environmental Policy Act (NEPA). Comments are also
used to determine the need for a public hearing and to determine the overall public interest of the
proposed activity.
Any person may request, in writing, within the comment period specified in this notice, that a
public hearing be held to consider the application. Requests for public hearings shall state, with
particularity, the reasons for holding a public hearing. Requests for a public hearing shall be
granted, unless the District Engineer determines that the issues raised are insubstantial or there is
otherwise no valid interest to be served by a hearing.
Written comments pertinent to the proposed work, as outlined above, will be received
by the Corps of Engineers, Wilmington District, until 5pm, September 9, 2005. Comments
should be submitted to Mr. Steve Chapin, 151 Patton Avenue, Room 208, Asheville, NC 28801-
5006.
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EM PUBLIC NOTICE
US Army Corps
Of Engineers
Wilmington District
Issue Date: August 10, 2005
Comment Deadline: September 9, 2005
Corps Action ID #: 200532568
All interested parties are herby advised that the Wilmington District, Corps of Engineers (Corps)
has received an application for work within jurisdictional waters of the United States. Specific
plans and location information are described below and shown on the attached plans. This
Public Notice and all attached plans are also available on the Wilmington District Web Site at
www.saw.usace.armv.mil/wetlands
Applicant: Long Branch Partners, LLC
Attention: Mr. Steve Whitmier p (?2?L5Q L/ 1.5 D
315 Red Oak Flats Road
Dahlonega, GA 30533 AUG 1 ?, 2005
AGENT: Mr. Chris Huysman UENR • WATIR QUALITY
Wetland and Natural Resource Consultants, eMw$Tft WATAft H
P.O. Box 224
Newton, NC 28658
Authority
The Corps will evaluate this application and to decide whether to issue, conditionally issue, or
deny the proposed work pursuant to applicable procedures under Section 404 of the Clean Water
Act (33 USC 1344).
Location
The proposed project is located on a 230-acre tract, southwest of Henrietta, south of SR 2125,
and east and north of SR 2117, in Rutherford County, North Carolina (35.2455°N-81.8129°W).
The site contains Hogpen Branch, unnamed tributaries to Hogpen Branch, and adjacent wetlands
in the Broad River Basin (8-Digit Cataloging Unit 03050105). The Broad River reaches the
Atlantic Ocean through the Cooper River in South Carolina.
Existing Site Conditions
The tract is approximately 230 acres and is composed of pasture and forestland that occupies
approximately 90% of the total acreage. The remaining acreage is made up of residences and
yards. The project site is depicted on the U.S. Geologic Survey (USGS) 7.5-minute topographic
quadrangle (Chesnee, SC) (Sheet 1).
Existing soils mapping provided by the Natural Resource Conservation Service indicates the
proposed project area contains four soil series: Chewacla, Pacolet-Bethlehem complex, Rock
Outcrop-Ashlar complex, and Pacolet-Saw complex. The Chewacla mapping unit is an
occasionally flooded soil with hydric inclusions, generally found on long, narrow flood plains
adjacent to upland side slopes (USDA, 1989).
The project area is located within a sub-basin of the Broad River Basin. There are four streams
within the project area, Hogpen Branch and three unnamed tributaries to Hogpen Branch. Their
receiving water, the Second Broad River, is located approximately 1.5 miles downstream of the
site. The NC Division of Water Quality has classified Hogpen Branch as Class WS IV Waters.
The majority of the proposed project area is composed of fallow pastureland and forestland. The
forestland consists of mixed hardwood and pine species. Canopy composition is dominated by
white oak (Quercus alba), northern red oak (Quercus rubra), mockernut hickory (Carya
tomentosa), pignut hickory (Carya glabra), sweet gum (Liquidambar styraciflua), tulip poplar
(Liriodendron tulipifera), and Virginia pine (Pinus virginiana). In addition, there are areas of
rock outcrop scattered throughout the site.
Applicant's Stated Purpose and Need
The purpose of the proposed work is to develop a hard rock (granite) quarry to serve Rutherford,
Polk, and Cleveland Counties in North Carolina and Cherokee and Spartanburg Counties in
South Carolina. The project will also support an asphalt plant and a cement plant.
Project Description
The applicant has provided the following description of the proposed work. The proposed project
consists of relocating streams to excavate a quarry pit and construct necessary infrastructure,
constructing four water reservoirs for processing rock products, and piping streams to construct
circulation roads within a 230-acre tract.
Development of the site will require clearing the proposed pit area, removing topsoil, building a
safety berm, grading and filling at the proposed dam sites, relocating streams away from the pit
and production areas, and piping of streams to construct haul roads. Heavy equipment, including
graders, pan scrapers, excavators, and bull dozers will be used for the construction of the project.
2
Completion of the proposed project would require constriction of four dams that impound water.
One pond will be used to divert a stream through a bioengineered stream channel, two ponds will
provide production water, and one pond will provide make-up water. Three dams will also
support roads. Three additional road crossings are necessary to circulate quarry traffic through
the property and to access state roads. Stream relocation will be used to divert streams around
the quarry pit and production area. `proposed permanent impacts to stream- channels,.,(
m uit mlg.fromn the ptaCernerit"of f111 material associated with dams totals 848, lim?ear, The
. .
proposed impacts resulting from flooding streams totals 769 linear feet. The ponds will also
impact 0.036 acre of wetlands. Road crossings will impact a total of 1,264 linear feet of streams
and 0.03 acre of wetlands. Proposed permanent impacts to wetlands resulting from the
excavation of the pit total 0.33 acre. The proposed permanent loss of streams from the
excavation of the pit totals 2,615 linear feet. Total impact to stream channels on the site will be
5,496 linear feet. To offset some of the impact, the applicant proposes to relocate 1,730 linear
feet of stream channel into a newly constructed, bioengineered channels. Plans included with
this notice show the overall proposed site layout as well as cross-sections of the stream
relocation.
Mitigation Proposal
In addition to constructing new channels for relocating streams, the applicant proposes to
mitigate for impacts to stream channels by restoring 1,684 linear feet of stream channel and
enhancing 2,636 linear feet of stream channel on the site. All stream restoration areas will be
replete with 50-foot buffers and stream enhancement areas will include 100-foot buffers. A final
mitigation plan will be submitted for the project and will be available for review prior to permit
issuance.
Other Required Authorizations
This notice and all applicable application materials are being forwarded to the appropriate State
agencies for review. The Corps will generally not make a final permit decision until the North
Carolina Division of Water Quality (NCDWQ) issues, denies, or waives State certification
required by Section 401 of the Clean Water Act (PL 92-500). The receipt of the application and
this public notice in the NCDWQ Central Office in Raleigh serves as application to the NCDWQ
for certification. A waiver will be deemed to occur if the NCDWQ fails to act on this request for
certification within sixty days of the date of the receipt of this notice in the NCDWQ Central
Office. Additional information regarding the Clean Water Act certification may be reviewed at
the NCDWQ Central Office, 401 Oversight and Express Permits Unit, 2321 Crabtree Boulevard,
Raleigh, North Carolina 27604-2260. All persons desiring to make comments regarding the
application for certification under Section 401 of the Clean Water Act should do so in writing
delivered to the North Carolina Division of Water Quality (NCDWQ), 1650 Mail Service Center,
Raleigh, North Carolina 27699-1650 Attention: Ms Cyndi Karoly by September 9, 2005.
3
Essential Fish Habitat
This notice initiates the Essential Fish Habitat (EFH) consultation requirements of the
Magnuson-Stevens Fishery Conservation and Management Act. The Corps' initial determination
is that the proposed project will not adversely impact EFH or associated fisheries managed by
the South Atlantic or Mid Atlantic Fishery Management Councils or the National Marine
Fisheries Service.
Cultural Resources
The Corps has consulted the latest published version of the National Register of Historic Places
and is not aware that any registered properties, or properties listed as being eligible for inclusion
therein are located within the project area or will be affected by the proposed work. Presently,
unknown archeological, scientific, prehistoric, or historical data may be located within the
project area and/or could be affected by the proposed work.
Endangered Species
The Corps has reviewed the project area, examined all information provided by the applicant and
consulted the latest North Carolina Natural Heritage Database. Based on available information,
the Corps has determined, pursuant to the Endangered Species Act of 1973 (ESA), that the
proposed project may affect Dwarf-Flowered Heartleaf (Hexastylis naniflora), a federally listed
(Threatened) species. Consultation under Section 7 of the ESA will be initiated and no permit
will be issued until the consultation process is complete.
Evaluation
The decision whether to issue a permit will be based on an evaluation of the probable impacts,
including cumulative impacts, of the proposed activity on the public interest. That decision will
reflect the national concern for both protection and utilization of important resources. The
benefit which reasonably may be expected to accrue from the proposal must be balanced against
its reasonably foreseeable detriments. All factors which may be relevant to the proposal will be
considered including the cumulative effects thereof, among those are conservation, economics,
aesthetics, general environmental concerns, wetlands, historic properties, fish and wildlife
values, flood hazards, flood plain values (in accordance with Executive Order 11988), land use,
navigation, shoreline erosion and accretion, recreation, water supply and conservation, water
quality, energy needs, safety, food and fiber production, mineral needs, considerations of
property ownership, and, in general, the needs and welfare of the people. For activities involving
the discharge of dredged or fill materials in waters of the United States, the evaluation of the
impact of the activity on the public interest will include application of the Environmental
Protection Agency's 404(b)(1) guidelines.
4
Commenting Information
The Corps is soliciting comments from the public; Federal, State and local agencies and officials;
Indian Tribes and other interested parties in order to consider and evaluate the impacts of this
proposed activity. Any comments received will be considered by the Corps to determine
whether to issue, modify, condition or deny a permit for this proposal. To make this decision,
comments are used to assess impacts on endangered species, historic properties, water quality,
general environmental effects and the other public interest factors listed above. Comments are
used in the preparation of an Environmental Assessment (EA) and/or an Environmental Impact
Statement (EIS) pursuant to the National Environmental Policy Act (NE.PA). Comments are also
used to determine the need for a public hearing and to determine the overall public interest of the
proposed activity.
Any person may request, in writing, within the comment period specified in this notice, that a
public hearing be held to consider the application. Requests for public hearings shall state, with
particularity, the reasons for holding a public hearing. Requests for a public hearing shall be
granted, unless the District Engineer determines that the issues raised are insubstantial or there is
otherwise no valid interest to be served by a hearing.
Written comments pertinent to the proposed work, as outlined above, will be received
by the Corps of Engineers, Wilmington District, until 5pm, September 9, 2005. Comments
should be submitted to Mr. Steve Chapin, 151 Patton Avenue, Room 208, Asheville, NC 28801-
5006.
5
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MMATION ,? STREAM MITIGATION
HENRIETTA, NC
Staff Report
Project Num: 20051409
Name: Henrietta Quarry
County: Rutherford
Location: Hogpen Branch BRD basin
Latitude: +35°14'44"
SW Plan Location:
Owner: Partners, Long Branch.
Contact Person: Partners, Long Branch
Version: 1 Status: Received
Project Type: Mining Activities
Region: Asheville
Henrietta
Longitude: -81 °48'46"
Title:
Phone: [phone] Ext.
Inspection Date: 08/25/2005 Entry Time: 09:30 AM Exit Time: 01:00 PM
Reason for Inspection: Routine Inspection Type: Staff Report
On-Site Representative(s):
Primary Inspector: Kevin H Barnett Phone: [phone] Ext.4657
Secondary Inspector(s):
Question Areas:
0 Site Visit
Inspection Summary:
Authorization should be issued with the following required:
Stormwater management plan and approval before impacts.
All mitigation for entire site must begin prior to any impacts to surface waters and ALL mitigation must be completed within 5 years of
issuance of 404/401 approval (as there will be many extensions of this 404 in the future to allow for 50 year life span of quarry).
Mitigation plan must be submitted and approved prior to any impacts.
Require 100 foot woody buffers on all streams. (as per WS-IV high density developement requirements)
Page: 1
Project Num: 20051409 Owner: Partners, Long Branch.
Inspection Date: 08/25/2005 Inspection Type: Staff Report
Reason for Visit: Routine
Slte yiClt
Do impacts described in the application differ those seen in the field? Yes
? No NA
M ? NE
El
If yes, please describe differences:
Are the Intermittent/Perennial calls different in the application? 0 011 11
If yes, please describe differences, and how mitigation ratios are affected:
Are there additional impacts not described in the application? O 0 ? C1
If yes, please describe and quantity:
Were the impacts in place prior to the application for the 401 Certification? C1 0 ? ?
Additional conditions recommended for the Certification:
Recommended project modifications:
Is this a modification request to an existing Certification? ? N ? ?
Are there additional stromwater conditions that should be required due to the following classifications: 0 0 0 El
303(d)list, Class WS, NSW, ORW, HQW
Describe: WS watershed
Is this a subdivision or otherwise part of a larger project? 0 N C1 ?
If yes, what phase is this?
Are there prior impacts from prior phases? ? E ? ?
If yes, what are the cumulative imacts for this project?
Possible secondary impacts noted:
Comment: Streams in bad shape from previous logging operation.
Relocation for mitigation from proposed quarry can only be a good thing for surface waters on site.
Page: 2
Staff report for 05-1409 entered in BIMS
Subject: Staff report for 05-1409 entered in BIMS
From: Kevin Barnett <[e-mail]>
Date: Fri, 09 Sep 2005 08:48:33 -0400
To: [e-mail]
Kevin Barnett - [e-mail].
North Carolina Dept. of Environment and Natural Resources
Asheville Regional Office
Division of Water Quality - Water Quality Section
2090 U.S. 70 Highway
Swannanoa, NC 28778
Tel: [phone]
Fax: [phone]
Kevin Barnett <[e-mail]>
NC DENR - Asheville Regional Office
Division of Water Quality - Water Quality Section
1 of 1 9/9/2005 8:51 AM
Triage Check List
FILE COPY
Date: 07/29/05
Kevin Barnett, Asheville Regional Office
To:
60-day Processing Time: 7/26/05 to 9/24/05
From: Cyndi Karoly Telephone: [phone]
Project Name: Henrietta Quarry
DWQ #:05-1409
County: Rutherford
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
WN:1 ;; z0 0 51 40 9
Wetland and Natural Resource
Consultants, Inc.
US Army Corps of Engineers
Attn: Mr. Steve Chapin
151 Patton Avenue, Room 208
Asheville, NC 28801
Mr. Chapin:
FILE COPY July 22, 2005
?CGC???IC p
D
JUL 2 6 2005
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH

Attached is an application for an individual permit to 1) excavate stream channels and
wetlands to develop a quarry pit, 2) relocate streams within the quarry production area to
avoid impacts, 3) impound streams to create reservoirs for production water, and 4) install
pipes for road crossings to access high ground. All of the following information is available
in digital format and will be forwarded to you within a few days of our submittal to your
office.
Location
The project, the Henrietta Quarry, is approximately 230 acres in size and is located east
and north of Ferry Road (SR 2117) and south of Harris-Henrietta Road (5R 2125),
approximately 1 mile west of Henrietta, in Randolph County, NC. Coordinates (in decimal
degrees) for the site are 35.2455° North, 81.8129°West. The site contains Hogpen
Branch, unnamed tributaries to Hogpen Branch, and adjacent wetlands in the Broad River
Basin (8-Digit Cataloging Unit 03050105).
Existing Site Conditions
The land use in the area surrounding the project consists of forested tracts, agricultural
tracts, and low density large lot residential dwellings.
The land use on the project itself is pasture and forest land, which occupies approximately
90% of the total acreage of the property. The remaining acreage is made up of residences
and yards. Rock outcroppings are at the surface. Hogpen Branch runs east to west
through the property; approximately 2/3 of the site is south of the branch. Three small
tributaries flow from the south into Hogpen Branch; one stream flows from the north.
The streams drain to the Second Broad River approximately 1.5 miles downstream of the
site. The site also contains approximately 1.5 acres of wetlands.
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, # 142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-648-8801
828-465-3050 Fax [phone] Fax
Applicant's Stated Purpose
As stated by the applicant, the purpose of the project is to develop a hard rock (granite)
quarry to serve Rutherford, Polk, and Cleveland Counties in North Carolina and Cherokee
and Spartanburg Counties in South Carolina. The project will support an asphalt plant and
a cement plant.
Project Description
The project consists of relocating streams to excavate a quarry pit and construct an
infrastructure, constructing 4 water reservoirs for processing rock products, and piping
streams which is necessary to construct circulation roads within a 230 acre tract.
Development of the site will require clearing the proposed pit area, removing topsoil,
building a safety berm, grading and filling at the proposed dam sites, relocating streams
away from the pit and production areas, and piping of streams to construct haul roads.
Heavy equipment, including graders, pan scrapers, excavators, bull dozers, etc. will be used
for the construction of the project. Completion of the proposed project would require the
construction of 4 dams that impound water. 1 pond will be used to divert the stream
through a bioengineered relocation, 2 ponds will provide production water, and 1 pond will
provide make up water. Three dams will support roads. Three additional road crossings
are necessary to circulate through the property and to access state roads. Stream
relocation will be used to divert streams around the quarry pit and the production area.
The proposed permanent impacts to stream channels resulting from the placement of fill
material associated with dams totals 848 linear feet (28.1 cubic yards). The proposed
impacts resulting from flooding streams totals 769 linear feet. The ponds impact 0.036
acres of wetlands. Road crossings will impact a total of 1264 linear feet of streams and
0.03 acres of wetlands (6 cubic yards). Proposed permanent impacts to wetlands resulting
from the excavation of the pit total 0.33 acres. The proposed permanent loss of streams
from the excavation of the pit totals 2615 linear feet; however, the applicant proposes to
relocate 1730 linear feet of streams in order to minimize impacts. Plans included with
this notice show the overall proposed site layout as well as cross sections of the stream
relocation.
Mitigation Proposal
The applicant proposes to mitigate for impacts to stream channels by restoring 1684 linear
feet of streams on the site. Additional mitigation will be provided for by enhancing 2636
linear feet of streams on the site. All stream restoration will be replete with 50 foot
buffers, and stream enhancement will include 100 foot buffers.
A final mitigation plan will be submitted for the project and will be made available for
review.
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, #142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-627-0051
828-465-3050 Fax [phone] Fax
Thank you for your time and consideration. Please call me at [phone] with any
questions that you may have.
Best regards,
Chris Huysman
Cc: NC DWQ, Attn: Ms. Cyndi Karoly
1650 Mail Service Center
Raleigh, NC 27699-1650
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, # 142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-627-0051
828-465-3050 Fax [phone] Fax
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Long Branch Partners LLC - Henrietta Quarry
Table 1: Pond Impacts.
I ct Pond 1 Pond 2 Pond 3 Pond 4 Total
Stream Fill (linear feet) 200 286 155 207 848
Stream Flood (linear feet) 152 272 60 285 769
Wetland Fill (acres) 0.03 0 0 0 0.03
Wetland Flood (acres) 0 0.006 0 0 0.006
Volume of Fill (cubic yards) 6.6 9.5 5.1 6.9 28.1
Table 2: Road Impacts.
Impact Road 1 Road 2 Road 3 Total
Stream Fill (linear feet) 725 389 150 1264
Stream Flood (linear feet 0 0 0 0
Wetland Fill (acres) 0 0 0.03 0.03
Wetland Flood (acres) 0 0 0 0
Volume of Fill (cubic yards) 24.2 12.9 6 42.1
Table 3: Pit Impacts.
I ct Phase 1 Phase 2 Phase 3 Total
Stream Excavation (linear feet) 877 1738 0 2615
Wetland Excavation (acres) 0.2 0.13 0 0.33
Table 4: Stream Relocation.
Open Relocation (No net loss: these

totals to be subtracted from the total Stream 1 Stream 2
Total
(Phase 2) (Road 1-2)
impact that requires mitigation)
Stream Relocation (linear feet) 1150 580 1730
Table 5: Total Wetland Impacts
Impact Ponds Roads Pits Total
Wetland Fill (acres) 0.03 0.03 0 0.06
Wetland Flood (acres) 0.006 0 0 0.006
Wetland Excavation acres 0 0 0.33 0.33
Impacts Requiring Mitigation 0.396 ac
Table 6: Total Stream Impacts.
Impact Ponds Roads Pits Total
Stream Fill (linear feet) 848 1264 0 2112
Stream Flood (linear feet) 769 0 0 769
Stream Excavation (linear feet 0 0 2615 2615
Stream Relocation -1730
Impacts Requiring Mitigation 3766 If
Long Branch Partners L.LC - Henrietta Quarry
Mitigation Tables
Table 1: Stream Impacts.
Existing Channel
Conditions Proposed Stream
Impacts Compensatory
Mitigation Ratio Basic Mitigation
Requirement
Poor to Fair 2502 051 1251
Good 1264 1:1 1264
total imp acts 3766
Table 2: General Mitigation Requirements.
Mitigation Type Mitigation Linear Feet of Linear Feet of
Activity Mitigation Mitigation Work
Multiplier Required Required b Type
Stream Enhancement 2 1251 2502
Stream Restoration 1 1264 1264
Table 3: Mitigation Proposal.
Mitigation Type Length of

Mitigation Mitigation Work Surplus Mitigation

Proposed Required by Type by Type
Stream Enhancement 2636 2502 134
Stream Restoration 1684 1264 420
Henrietta Quarry IP Narratives
July 21, 2005
Project Purpose and Need
Long Branch Partners LLC, the project proponent, proposes to excavate a
quarry within a 230 acre parcel located in Rutherford County, NC. The
project will require the discharge of fill to construct ponds and access
roads. Streams excavated in the pit areas will be partially replaced by
relocations that use natural stream design.
The proponent needs the quarry to provide a source of hard rock for the
aggregates industry in the service area. The rock is suitable for use by
DOT, asphalt companies and cement plants. The service area includes
Rutherford, Polk, and Cleveland Counties in North Carolina and Cherokee and
Spartanburg Counties in South Carolina.
Streams impacted for the development of ponds will be diverted while the
clean fill will be discharged into the stream to construct the dams. All four
dam will be constructed with 3:1 side slopes. The trapezoidal bases of the
dams will impact a total of 848 linear feet of streams. Approximately 28.1
cubic yards of discharge will occur below the ordinary high water mark. The
outlets of the dams will utilize low-flow cool water design strategies.
Streams impacted by the construction of roads will be diverted while clean
fill will be discharged into the streams. All three roads will be constructed
with 2:1 side slopes. The trapezoidal bases of the roads will impact a total
of 1,264 feet of linear streams. Open relocation will be used to divert the
streams away from the production areas. The relocation will be consistent
with the open relocation guidelines of the DWQ. Approximately 42.1 cubic
yards of discharge will occur below the ordinary high water mark.
Streams excavated for the quarry pit will be partially replaced by new
stream alignments that will relocate the flow away from the pit. This
package includes schematics that depict the relocation practices that will be
employed for the project.
The subject stream is mapped as Hog Pen Branch a perennial tributary to
the Broad River. The NC Division of Water Quality has classified the branch
as Class WSIV waters. The subject streams have been assessed using the
Henrietta Quarry IP Narratives
July 21, 2005
Stream Quality Assessment Worksheet (USACE Wilmington, Version 06/03)
based on prior land use and forested cover. The streams are generally in
poor to good condition.
Henrietta Quarry IP Narratives
July 21, 2005
Avoidance and Minimization
The proponents have identified market need for hard rock within the
project vicinity. The proponents first evaluated other properties with
potential to support a quarry. This property was selected because rock is at
the surface and there is limited development in the area that will be used to
process the rock products.
Each of the phases is expected to be excavated between 75 and 100 feet
below the bed of the Hog Pen Branch. As such, this prohibits the ability to
avoid excavating the unnamed tributaries to the Branch. It is prohibitive to
leave these streams in place and it would serve no function to preserve
streams that have essentially no riparian area. Those streams that flow
through the first two phases will be partially replaced by the excavation of a
bio-engineered stream that will discharge from a pond. The current site
plan avoids impacts to Hogpen Branch and wetlands within its floodplain.
Impact minimization has been further achieved in the vicinity of the scale
house and production area through the use of relocation. Piping is limited to
that needed to access high ground.
Topographical limitations and regional ground / surface water discharges
limit the ability of the proponent to excavate a lake of the required
dimensions to support the facilities. Lakes must be located online to provide
the requisite volume for daily operation. Projected volume is 1 million gallons
a day. The proponent has minimized impacts resulting from ponds to the
greatest extent practicable by proposing a low-flow cool-water riser-pipe
within a dam structures.
Impacts requiring discharges to Waters of the US are limited to the
construction of the dams and roads.
The predominant impacts of the project to streams are from single handed
excavation and those that are secondary in nature that results from
flooding. Open relocation has been utilized to the greatest extent
practicable.
Henrietta Quarry IP Narratives
July 21, 2005
Mitigation Proposal
Summary.
Wetlands and streams not impacted by the proposed development, as well as
those areas restored and created under this proposal, will be preserved
under a permanent protective covenant.
Wetlands:
Wetland impacts are below the mandated threshold for mitigation as
required by the NC Division of Water Quality. Though there is no specific
mandate for wetland mitigation the applicant will be off-setting the surface
area impacts by creating wetlands along the stream relocation reaches. The
amount of wetlands is expected to be 0.5 acres.
Streams:
Stream impacts will be mitigated through on-site restoration and
enhancement. The proponent is proposing to restore 1,684 linear feet of the
unnamed tributaries on the site and enhancing 2,636 linear feet of Hogpen
Branch on the site.
Onsite Mitigative Treatments and Restoration Plan
Within 90 days of the approval of the restoration plans the applicant will
provide to the US Army Corps of Engineers a plat that depicts the
preservation areas and the restrictive language.
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Date: 7/21/2D05
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SEE SHEET C-6
_ SEDIA61T TRAP NO. 12,
SEE SHEET C-4
DITCH NO. 3:
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PROPOSED ALIGNMENT OF
RELOCATED STREAM WITH MITIGATION
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AND SCALEHOUSE AREA.
CULVERT N0. 5
LE. IN= 837.75
I. E. OUT= 826.00
SEE SHEET C-6
CULVERT NO. 9
I. E. IN= 840.00
LE. OUT= 836.00
SEE SHEET C-6
• -. SEDIMENT TRAP NO. 11,
SEE SHEET C-4
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r` SEE SHEET C-6
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Stream Fill = 725 If
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Scale: 1 in. = 100 ft. (north UP) SHEET C-6
' SLOPE DRAINS,
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. CULVERT NO. 8
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' LE. OUT= 802.00
SEE SHEET C-6
LOPE j CONCRETE
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DIA. GRAVEL DONUT j r
INLET PROTECTION. D. I. NO. 1
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1 1, ' D.1. NO. 2
SEE SHEET C-6
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SEE SHEET C-4
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RJP-RAP CHECK DAMS,
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Stream f ill = 150 /f
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Wetland Fill - 0.03 ocre 1.E. W= 834.00
Wetlond Flood - 0 1. E. OUT= 833.00
SEE SHEET C-6
Scale: 1 in. = 100 ft. (north up) PROPOSED ASPHALT PLANT
PERMITTED BY OTHERS AND
/
NOT INCLUDED IN THE TOTAL
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SUBM/ITAL.
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DITCH NO. 5
18 DEEP WITH A 2 FT.
HOGPEN BRANCH WIDE BOTTOM. 2:1
SIDE SLOPES, LINE WITH
CLASS B RIP RAP, d50=6"
790 SEE SHEET C-6
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391
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SEE SHEET C-3
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Wetland Flood -- 0
Scale: 1 in. = 100 ft. (north up)
200' WIDE BUFFER,
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30 FT. WIDE BOTTOM WIDTH.
CONSTRUCTION PERIOD TO OCCUR BETWEEN
QUARRY OPERATIONAL YEAR 3 THROUGH
YEAR 6 AS PART OF WETLANDS MITIGATION.
STREAM RELOCATION 2
Stream Fill = 0 If
Stream Flood = 0 If
Wetland Fill = 0 acre 3
Wetlond Flood 0
l SEO.
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DIA. GRAVEL DONUT /
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SEE SHEET C-6
- D. L NO. 2
SEE SHEET C-6
CULVERT NO. 7
ING' I. E. IN=826.00
.. I. E. OUT= 821.00
f / SEE SHEET C-6
7Y SE04WT TRAP NO. 12,
f \ SEE SHEET C-4
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SEE SHEET C-6
2.00, PROPOSED ALIGNMENT OF
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MPAC/l PARTNERS LLC T ?' + 'M
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9MT WIDTH
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FLOMPLMN
STRFM TYPICAL PROFILE
f I mrr
mnoH STREAM MITIGATION
'
DEMMS HENRIE17A NC

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e TYPICAL CROSS VANE COMPLEX
STREAM MITIGATIO
VM N
HENRIETTA, NC
Provide the following information for the stream reach under assessment:
1. Applicant's name: Long Branch Partners 2. Evaluator's name: Chris Huysman
3. Date of evaluation: June 2005 4. Time of evaluation: 7:00 a.m.
5. Name of stream: Howen Branch and tributaries 6. River basin: Broad
7. Approximate drainage area: HP-295, SC-20, SE-28, NC-22ac8. Stream order: 1 and 2
9. Length of reach evaluated: 100' each 10. County: Rutherford
11. Site coordinates (if known): 35.2455322 N 81.8134738 W 12. Subdivision name (if any): N/A
13. Location of reach under evaluation (note nearby roads and landmarks and attach map identifying stream(s) location):
see attached man
14. Proposed channel work (if any): ponds, roads, and guarry pit
15. Recent weather conditions: afternoon showers
16. Site conditions at time of visit: 70-80 degrees, clear
17. Identify any special waterway classifications known: ? Section 10 ? Tidal Waters ? Essential Fisheries Habitat
? Trout Waters ? Outstanding Resource Waters ? Nutrient Sensitive Waters ® Water Supply Watershed IV (I-IV)
18. Is there a pond or lake located upstream of the evaluation point? ®YES ®NO If yes, estimate the water surface area:.25 ac
19. Does channel appear on USGS quad map? ?YES ?NO 20. Does channel appear on USDA Soil Survey? ?YES ?NO
21. Estimated watershed land use:
22. Bankf ill width: 2-6'
10% Residential 0% Commercial 0% Industrial 45% Agricultural
25% Forested 20% Cleared / Logged 0% Other (N/A)
23. Bank height (from bed to top of bank): 2-10'
24. Channel slope down center of stream: ? Flat (0 to 2%) ® Gentle (2 to 4%) ® Moderate (4 to 10%) ? Steep (> 10%)
25. Channel sinuosity: E] Straight ®Occasional bends ®Frequent meander ?Very sinuous ? Braided channel
Instructions for completion of worksheet (located on page 2): Begin by determining the most appropriate ecoregion based on
location, terrain, vegetation, stream classification, etc. Every characteristic must be scored using the same ecoregion. Assign points
to each characteristic within the range shown for the ecoregion. Page 3 provides a brief description of how to review the
characteristics identified in the worksheet. Scores should reflect an overall assessment of the stream reach under evaluation. If a
characteristic cannot be evaluated due to site or weather conditions, enter 0 in the scoring box and provide an explanation in the
comment section. Where there are obvious changes in the character of a stream under review (e.g., the stream flows from a pasture
into a forest), the stream may be divided into smaller reaches that display more continuity, and a separate form used to evaluate each
reach. The total score assigned to a stream reach must range between 0 and 100, with a score of 100 representing a stream of the
highest quality.
Total Score (from reverse): Comments: Unamed tributaries are very deeply incised and Honen is deeply incised.
Channels have cut down to rock and banks are highly eroded Excess bedload occurs throughout. Physical and stability
Date -7' Z n .0 S-
1-105 pert bfar\clh
STREAM QUALITY ASSESSMENT WORKSHEET
ECOREG10N TOIN T RANGE
# CHARACTERISTICS O
SC
RE
Coastal Piedmont Mountain'

1 Presence of flow / persistent pools in stream
0-5
0-4
0-5
4
no flow or saturation = 0• strop flow = max oints

2 Evidence of past human alteration
0-6
0-5
0-5
4
extensive alteration = 0• no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• contiguous, wide buffer = max points)

4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4
0
extensive discharges = 0; no discharges = max points)

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0; springs, - sees wetlands etc. = max
U

6 Presence of. adjacent,floodplain
0-4
0-4
0-2
0
no flood lain = 0• extensive flood lain = max points)
GCj
p Entrenchment / floodplain access
0-5
0-4
0-2 `
0
' dee l entrenched = 0• frequent floodin= max points)

8 Presence of adjacent wetlands

j
0-6
0-4
0-2
1
no wetlands = 0• large ad
acent wetlands = max points)
9 Channel sinuosity 0-5 0-4 0-3 2
extensive channelization = 0; natural meander = max points)

10 Sediment input.
0-5
0-4
0-4
0
extensive deposition=:O;, ` little or no sediment= max points)

11 Size & diversity of channel bed substrate
NA*
0-4
0-5
1
fine homogenous = A• lar a diverse sizes = max points)

12 Evidence sof channel incision or widening
0-5
0-4
0-5
4
(deeply incised = 0• stable bed & banks = max points)
13 Presence of major bank failures 0-5 0-5 0-5 3
a severe erosion = 0• no erosion stable banks= max points)
Root depth and density on banks
14
no visible roots = 0; dense roots throughout = max points) 0-3 0-4 0-5 4

15 Impact by agriculture, livestock, or timber production
=
substantial impact-0; no evidence = max points) 0-5 0
4 0-5 1

16 Presence of riffle-pool/ripple-pool complexes
'-

H no riffles/ripples les or pools = 0• well-developed = max points) 0-3 0
5 0-6 2
17 Habitat complexity 0-6 0-6 0-6 4
F- little or no habitat= 0; frequent, varied habitats = max

l8 Canopy coverage over streambed
0-5
0-5
0-5
3
no shading vegetation = 0• continuous canopy = max points)

19 Substrate embeddedness
NA*
6-4
0-4
4
(deeply embedded = 0• loose structure = max

20 Presence of stream invertebrates (see page 4)
no evidence = 0• common numerous types = max oints 0-4 0-5 0-5 5

21 Presence of amphibians
0-4
0-4
0-4
3
O no evidence = 0• common numerous ty?es = max points)

0
22 Presence of fish
0-4
0-4
0-4
4
no evidence = 0; common numerous types .= max points)

23 Evidence of wildlife use
0-6
0-5
0-5
4
no evidence = 0• abundant evidence = max points)
Total Points Possible 100, 100 100
TOTAL SCORE (also enter on first page) 60
* These characteristics are not assessed in coastal streams.
.Nor +k Ce yi+lroA UT ? o ?Ao g ?u\ C r an clq
STREAM QUALITY ASSESSMENT WORKSHEET
ECOREGIONw POINT RANGE
CH
RACTERISTICS SCORE
A
Coastal Piedmont Mountain

l Presence of flow / persistent pools in stream
0-5
0-4
0-5
3
no flow or saturation = 0• strong `flow = max points)

2 __
Evidence of past.human alteration

0-6

0-5

0-5

4
extensive alteration = 0• no alteration = max oints
3 Riparian zone 0-6 0-4 0-5 3
no buffer = 0• conti uous wide buffer = max points)

_4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4_
1
extensive discharges = 0• no discharges = max points)

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0• springs, sees wetlands etc. = max

6 Presence of adjacent floodplain
0-4
0-4
0-2
0
v? no flood lain = 0• extensive flood lain = max points)

a Entrenchment 1 fl
oodplain access

0 - 5

0 - 4

0 - 2

1
(deeply entrenched = 0; frequent flooding = max oints

8 Presence of adjacent wetlands
0-6
0-4
0-2
1
no wetlands = 0• large adjacent wetlands = max oints

9 Channel sinuosity
0-5
0-4
0-3
2
extensive channelization = 0• natural meander = max points)

10 Sediment input
0-5
0-4
0-4
1
extensive deposition= 0; little or no sediment = max points)

11 Size & diversity of channel bed substrate
NA
0-4
0-5
2
fine homogenous = 0• large, diverse sizes = max points)

12 Evidence of channel incision or widening
0-5
0-4
0-5
1
(deeply incised = 0• stable bed & banks = max points)

13 Presence of major bank failures
0-5
0-5
0-5
3
a` severe erosion = 0: no erosion stable banks = max points)

14 Root depth and density on banks
0-3
0-4
0-5
4
H no visible roots= 0• dense roots throughout= max oints

r
I5 Impact by agriculture, livestock, or timber production

0-5

0-4

0-5

2
substantial impact =0• no evidence= max points)

16 Presence of riffle-pool/ripple-pool complexes
0-3
0-5
0-6
4
no riffles/ripples les or pools = 0• well-developed = max points)

17 Habitat complexity
0-6
0-6
0-6
4
little or no habitat ='0• frequent, varied habitats = max

18 Canopy coverage over streambed
0-5
0-5
0-5
3
no shading vegetation = 0• continuous canopy = max points)

19 Substrate embeddedness
NA*
0-4
0-4
4
deeply embedded = 0• loose structure = max

20 Presence of stream invertebrates (see page 4)
0-4
0-5
0-5
3
no evidence = 0• common numerous types = max points)

21 Presence of amphibians
0-4
0-4
0-4
2
O no evidence = 0; common numerous types = max oints
O 22 Presence of fish 0-4 0-4 0-4 0
no evidence= 0• common numerous types = max points)

23 Evidence of wildlife use
0-6
0-5
0-5
3
no evidence = 0• abundant evidence = max points)
Total Points Possible 100 100 100,
TOTAL SCORE (also enter on first page) 55
* These characteristics are not assessed in coastal streams.
Sou+? Gen}ral UT ?o o ope,n ( rc?clA
STREAM QUALITY ASSESSMENT WORKSHEET

#
CHARACTERISTICS ECOREGION'POIN T RANGE
O
RE
SC
Coastal Piedmont Mountain

1 Presence of flow / persistent pools in stream 0-5 0-4 0_5
2
no flow or saturation = 0• strong 'flow = max points)

2 Evidence of past human alteration
0-6
0-5
0-5
4
extensive alteration = 0• no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• contiguous, wide buffer = max points)

4 Evidence of nutrient or, chemical discharges
0-5
0-4
0-4
1
extensive discharges = 0` no discharges = max oints

5 Groundwater discharge
0-3
0-4
0-4
4
no dischar e = 0; springs, sees wetlands etc. = max
Presence of adjacent floodplain
0
6 no flood lain = 0; extensive flood lain = max points - 4 0-4 0-2 0
?q Entrenchment / floodplain access
0 - 5
0 - 4
0 - 2
0
a de 1 entrenched = 0; frequent flooding = max points

8 Presence of adjacent wetlands
0-6
0-4
0-2
0
no wetlands = 0• large adjacent wetlands = max points)
9 Channel sinuosity 0-5 0-4 0-3 2
extensive channelization = 0• natural meander = max points)

10 Sediment input
0-5
0-4
0-4
0
extensive deposition= 0• little or no sediment = max points)

11 Size & diversity of channel bed substrate
NA*
0-4
0-5
2
fine homogenous = 0• large, diverse sizes = max points)
12 Evidence of channel incision or widening 0-5 0-4 0-5 0
(deeply incised= 0• stable bed & banks = max points)
13 Presence of major bank failures 0-5 0-5 0-5 2
a severe erosion = 0• no erosion stable banks= max points)

14 Root depth and density on banks
0'-3
0-4
0-5
4
no visible roots = 0• dense roots throughout = mak points)

15 Impact by agriculture, livestock, or timber production
0-5
0-4
0-5
1
substantial impact =0• no evidence = max oints
16 Presence of riffle-pool/ripple-pool complexes 0-. 3 0-5 0-6 4
F no riffles/ripples or pools = 0• well-developed = max points)
d
17 Habitat complexity
0-6
0-6
0-6
3
little or no habitat = 0• frequent, varied habitats = max

18 Canopy coverage over streambed
0-5
0-5
0-5
2
no shading vegetation = 0• continuous canopy =max points)
19 Substrate embeddedness NA" 0-4 0-4 4
(deeply embedded = 0• loose structure = max ,

20 Presence of stream invertebrates (see page 4)
0-4
0=5
0-5
2
no evidence = 0• common numerous es = max oints

21 Presence of amphibians
0-4
0`-4
0-4
2
O no evidence = 0• common numerous types = max points)

O
22 Presence of fish
0-4
0-4
0
4
0
no evidence = 0• common numerous types = max points) -

23 Evidence of wildlife use
0-6
0-5
0-5
2
no evidence = 0• abundant evidence = max points)
Total Points Possible 100 100 100
TOTAL SCORE (also enter on first page) 44
* These characteristics are not assessed in coastal streams.
SOLA t k EGS? UT +n 1\oyer bT-Onc,"
STREAM QUALITY ASSESSMENT WORKSHEET
ECOREGION'YOIN T RANGE
# CHARACTERISTICS SCORE

Coastal Piedmont: < Mountain

1 Presence of flow / persistent pools in stream
0-5
0-4
0-5
2
no flow or saturation =:0• strong 'flow = max oints

2 Evidence of past human alteration
_
0-6
0-5
0-5
4
extensive alteration= 0; no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• conti uous wide buffer = max points)

4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4
1
extensive discharges = 0' no discharges = max points)

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0• s rin s seeps, wetlands etc. = max

6 Presence of adjacent floodplain
0-4
0-4
0-2
0
??++ no flood lain = 0• extensive flood lain = max points)
W
7 Entrenchment / floodplain access
0-5
0-4
0-2
0
p' (deeply entrenched = 0; frequent flooding = max points)

8 Presence of adjacent wetlands
j
0-6
0-4
0-2
0
no wetlands = 0• large ad
acent wetlands = max points)
9 Channel sinuosity 0-5 0-4 0-3 2
extensive channelization = 0• natural meander = max points)

10 Sediment input
0-5
0-4
0-4
1
extensive de osition= 0• little or no sediment = max oints

T1 Size & diversity of channel bed substrate
NA
0 - 4
0 - 5
1
fine homogenous = 0• large, diverse sizes = max oints

12 Evidence of channel incision or widening'
0-5
0-4
0-5
0
(deeply incised = 0• stable bed & banks = max oints

l3 Presence of major bank failures
0-5
0-5
0-5
3
a; severe erosion = 0• no erosion stable banks= max points)
14 Root depth and density on banks 0-3 0-4 0-5 3
E.,a no visible roots = 0• dense roots throughout = max oints

15 Impact by agriculture, livestock, or timber production
substantial im act=0• no evidence = max points) 0-5 0-4 0-5 1
16 Presence of riffle-pool/ripple-pool complexes 0-3 0-5 0-6
4
no riffles/ri les or pools = 0• well-developed = max points)
17 Habitat complexity 0-6 0 - 6 0-6 3
little or no habitat = 0• frequent, varied habitats= max

18 Canopy coverage over streambed
0-5
0-5
0-5
2
no shading vegetation = 0; continuous canopy = max oints

] 9 Substrate embeddedness
NA*
0-4
0-4
4
(deeply embedded = 0• loose structure = max

20, Presence of stream invertebrates (seepage 4) ;
0-4
0-5
0-5
3
no evidence = 0• common numerous types =max oints

21 Presence of amphibians
0-4
0'=4
0-4
2
O no evidence = 0• common numerous types = max points)

O'
22 Presence of fish
0-4
0-4
0-4
0
?-+ no evidence = 0, common numerous types = max points)

23 Evidence of wildlife use
0-6
0-5
0-5
3
no evidence = 0• abundant evidence = max points)
Total Points Possible 100 100 100
TOTAL' SCORE (also enter on first page) 46
* These characteristics are not assessed in coastal streams.
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' t11.S'L WO"W ' ' ' ' . 1 . 1 81.8169666-W1 I I I I I I i ' 1 81808 333°1N I I 11 1111 1 111
Name: CHESNEE Location: 035-2469353'N 081.8140924* W
Date: 7/22/2005 Caption: Henrietta Quarry - approximate watershed boundaries
Scale: 1 inch equals 1000 feet
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: Henrietta Quarry Date: March 2005
Applicant / Owner: Long Branch Partners County: Rutherford
Investigator: Huvsman State: North Carolina
Do normal circumstances exist on the site? Yes ® NOD Community ID:we I n
Is the site significantly disturbed (Atypical situation)? Yes ? No ® Transect ID:
Is the area a potential problem area? Yes ? No ® Plot ID:100's & 300's
(explain on reverse If needed)
VEGETATION
Dominant Plant Species Indicator Stratum Dominant Plant SRecles Indicator Stratum
1. Acer rubrum FAC tree 9. Alnus serrulata FACW+ sapling
2. Acer negundo FACW tree 10. Viburnum nudum FACW+ shrub
3. Salix nigra OBL tree 11. Woodwardia areolata OBL herb
4. Liquidambar styraclflua FA C+ tree 12. Osmunda cinnomomea FACW+ herb
5. Diospyros virginiana FAC tree 13. Polygonum sagittatum OBL
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 100
Remarks: Adjacent areas lack domination by wetland species. Red cedar is p art of the ve getation
break to high around
HYDROLOGY
? Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
? Stream, Lake, or Tide Gauge
? Aerial Photographs Primary Indicators:
? Other ® Inundated
® Saturated In Upper 12"
? No Recorded Data Available ? Water Marks
? Drift Lines
Field Observations: ? Sediment Deposits
? Drainage Patterns In Wetlands
Depth of Surface Water: 2 (in.) Secondary Indicators:
Depth to Free Water in Pit: (in.) ® Oxidized Roots Channels In Upper 12"
® Water-Stained Leaves
[3 Local Soil Survey Data
Depth to Saturated Soil: (in.) ? FAC-Neutral Test
? Other (Explain In Remarks)
Remarks: hydrology present
SOILS
Map Unit Name
(Series and Phase): Wehadkee Drainage Class: Poorly drained
Taxonomy (Subgroup): Me) TyDic Fluvaq uents Confirm Mapped Type? Yes ? No
Profile Descrlotlon:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-10 A 10YR 5/2 / sandy clay loam
10-15 B 10YR 5/1 / sandy clay loam

Hydric Soil Indicators:
? Histosol ? Concretions
? Histic Epipedon ? High Organic Content in Surface Layer in Sandy Soils
® Sulfidlc Odor ? Organic Streaking in Sandy Solis
? Aquic Moisture Regime ? Listed On Local Hydrlc Solis List
? Reducing Conditions ? Listed on National Hydric Solis List
® Gleyed or Low-Chroma Colors ? Other (Explain in Remarks)
Remarks:
Wt I LAND Ut 1 tKMINA I IVN
Hydrophytic Vegetation Present? Yes ® No ?
Weiland Hydrology Present? Yes ® No[:]
Hydric Soils Present? Yes ® No ?
Is the Sampling Point
Within a Wetland? Yes ® No[]
Remarks: Representative of wetlands within
the floodplain of the Hoapen tributary. These are
small areas of approximately 2000 so ft each and
are assessed to be old slouahs.
Yrlu 1 V / Uzouto / Nnkozi
''1 , 3 HEnnow? 'A ?
Approximate Scale: 1 to 1000
Chesnee Quadrangle
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: Henrietta Quarry Date: March 2005
Applicant / Owner: Long Branch Partners County: Rutherford
Investigator: Huvsman State: North Carolina
Do normal circumstances exist on the site? Yes ® No ? Community ID:higharnd
Is the site significantly disturbed (Atypical situation)? Yes ? No ® Transect ID:
Is the area a potential problem area? Yes ? No ® Plot ID:
(explain on reverse if needed)
VEGETATION
Dominant Plant Species Ind icator Stratum Dominant Plant Species Indicator Stratum
1. Acer rubrum FAC tree 9. Vitis spp. FAC sapling
2. Pinus taeda FAC tree 10. Toxicodendron redicans FAC shrub
3. Lidodendron tulipifera FAC tree 11. Eulalia viminea FAC+ herb
4. Liquidambar styraciflua FAC+ tree 12. Vernonia gigantea FAC+ herb
5. Diospyros virginiana FAC tree 13. Juniperous virginiana UPL sapling
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 90
Remarks:
HYDROLOGY
? Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
? Stream, Lake, or Tide Gauge
? Aerial Photographs Primary Indicators:
? Other ? Inundated
? Saturated In Upper 12"
? No Recorded Data Available ? Water Marks
? Drift Lines
Field Observations: ? Sediment Deposits
? Drainage Patterns in Wetlands
Depth of Surface Water: (in.)
Secondary Indicators:
Depth to Free Water in Pit: (in.) ? Oxidized Roots Channels in Upper 12"
? Water-Stained Leaves
? Local Soil Survey Data
Depth to Saturated Soil:
(in.) ? FAC-Neutral Test
? Other (Explain In Remarks)
Remarks:
SOILS
Map Unit Name
(Series and Phase): Cecil Drainage Class: Well drained
Taxonomy (Subgroup): (Ce) Typic Kanha pludults Confirm Mapped Type? Yes [] No
Profile Description:
Depth Matrix Colors
Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 A 10YR 5/3 / sandy clay loam
4-15 Bt 7.5YR 5/6 / sandy clay loam

Hydric Soil Indicators:
? Histosol ? Concretions
? Histic Epipedon ? High Organic Content in Surface Layer in Sandy Solis
? Sulfidic Odor ? Organic Streaking in Sandy Soils
? Aquic Moisture Regime ? Listed On Local Hydric Solis List
? Reducing Conditions ? Listed on National Hydric Solis List
? Gleyed or Low•Chroma Colors ? Other (Explain In Remarks)
Remarks:
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes ® No ?
Wetland Hydrology Present? Yes ® No ?
Hydric Soils Present? Yes ® No ?
Is the Sampling Point
Within a Wetland? Yes ® No ?
Remarks:
PHOTO / USGS / NRGS
WN;t 0 0 5 1 4 0 s
Wetland and Natural Resource
Consultants Inc. '`"•'
July 22, 2005
US Army Corps of Engineers
Attn: Mr. Steve Chapin
151 Patton Avenue, Room 208
Asheville, NC 28801
Mr. Chapin:
JUL 2 6 2005
WETLMO AND STORMWA ER BRANCH
Attached is an application for an individual permit to 1) excavate stream channels and
wetlands to develop a quarry pit, 2) relocate streams within the quarry production area to
avoid impacts, 3) impound streams to create reservoirs for production water, and 4) install
pipes for road crossings to access high ground. All of the following information is available
in digital format and will be forwarded to you within a few days of our submittal to your
office.
Location
The project, the Henrietta Quarry, is approximately 230 acres in size and is located east
and north of Ferry Road (SR 2117) and south of Harris-Henrietta Road (SR 2125),
approximately 1 mile west of Henrietta, in Randolph County, NC. Coordinates (in decimal
degrees) for the site are 35.2455° North, 81.8129°West. The site contains Hogpen
Branch, unnamed tributaries to Hogpen Branch, and adjacent wetlands in the Broad River
Basin (8-Digit Cataloging Unit 03050105).
Existing Site Conditions
The land use in the area surrounding the project consists of forested tracts, agricultural
tracts, and low density large lot residential dwellings.
The land use on the project itself is pasture and forest land, which occupies approximately
90% of the total acreage of the property. The remaining acreage is made up of residences
and yards. Rock outcroppings are at the surface. Hogpen Branch runs east to west
through the property; approximately 2/3 of the site is south of the branch. Three small
tributaries flow from the south into Hogpen Branch; one stream flows from the north.
The streams drain to the Second Broad River approximately 1.5 miles downstream of the
site. The site also contains approximately 1.5 acres of wetlands.
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, #142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-648-8801
828-465-3050 Fax [phone] Fax
Applicant's Stated Purpose
As stated by the applicant, the purpose of the project is to develop a hard rock (granite)
quarry to serve Rutherford, Polk, and Cleveland Counties in North Carolina and Cherokee
and Spartanburg Counties in South Carolina. The project will support an asphalt plant and
a cement plant.
Project Description
The project consists of relocating streams to excavate a quarry pit and construct an
infrastructure, constructing 4 water reservoirs for processing rock products, and piping
streams which is necessary to construct circulation roads within a 230 acre tract.
Development of the site will require clearing the proposed pit area, removing topsoil,
building a safety berm, grading and filling at the proposed dam sites, relocating streams
away from the pit and production areas, and piping of streams to construct haul roads.
Heavy equipment, including graders, pan scrapers, excavators, bull dozers, etc. will be used
for the construction of the project. Completion of the proposed project would require the
construction of 4 dams that impound water. 1 pond will be used to divert the stream
through a bioengineered relocation, 2 ponds will provide production water, and 1 pond will
provide make up water. Three dams will support roads. Three additional road crossings
are necessary to circulate through the property and to access state roads. Stream
relocation will be used to divert streams around the quarry pit and the production area.
The proposed permanent impacts to stream channels resulting from the placement of fill
material associated with dams totals 848 linear feet (28.1 cubic yards). The proposed
impacts resulting from flooding streams totals 769 linear feet. The ponds impact 0.036
acres of wetlands. Road crossings will impact a total of 1264 linear feet of streams and
0.03 acres of wetlands (6 cubic yards). Proposed permanent impacts to wetlands resulting
from the excavation of the pit total 0.33 acres. The proposed permanent loss of streams
from the excavation of the pit totals 2615 linear feet; however, the applicant proposes to
relocate 1730 linear feet of streams in order to minimize impacts. Plans included with
this notice show the overall proposed site layout as well as cross sections of the stream
relocation.
Mitigation Proposal
The applicant proposes to mitigate for impacts to stream channels by restoring 1684 linear
feet of streams on the site. Additional mitigation will be provided for by enhancing 2636
linear feet of streams on the site. All stream restoration will be replete with 50 foot
buffers, and stream enhancement will include 100 foot buffers.
A final mitigation plan will be submitted for the project and will be made available for
review.
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, #142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-627-0051
828-465-3050 Fax [phone] Fax
Thank you for your time and consideration. Please call me at [phone] with any
questions that you may have.
Best regards,}}
kris Huysman
Cc: NC DWQ, Attn: Ms. Cyndi Karoly
1650 Mail Service Center
Raleigh, NC 27699-1650
Newton Office Clyde Office
PO Box 224 wnrinc.com 217 Paragon Parkway, # 142
Newton, NC 28658 Clyde, NC 28721
828-465-3035 828-627-0051
828-465-3050 Fax [phone] Fax
d7/2212005 15:28 7068676102 LSGI MACON CONSTR. PAGE 02
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Long Branch Partners LLC - Henrietta Quarry
Table 1: Pond Impacts.
Impact Pond 1 Pond 2 Pond 3 Pond 4 Total
Stream Fill (linear feet) 200 286 155 207 848
Stream Flood (linear feet 152 272 60 285 769
Wetland Fill (acres) 0.03 0 0 0 0.03
Wetland Flood (acres) 0 0.006 0 0 0.006
Volume of Fill (cubic yards) 6.6 9.5 5.1 6.9 28.1
Table 2: Road Impacts.
Impact Road 1 Road 2 Road 3 Total
Stream Fill (linear feet) 725 389 150 1264
Stream Flood (linear feet 0 0 0 0
Wetland Fill (acres) 0 0 0.03 0.03
Wetland Flood acres) 0 0 0 0
Volume of Fill (cubic yards) 24.2 12.9 6---] F--42.1
Table 3: Pit Impacts.
Impact Phase 1 Phase 2 Phase 3 Total
Stream Excavation (linear feet) 877 1738 0 2615
Wetland Excavation (acres) 0.2 0.13 0 0.33
Table 4: Stream Relocation.
Open Relocation (No net loss: these

totals to be subtracted from the total Stream i Stream 2
Total
impact that requires mitigation) (Phase 2) (Road 1-2)
Stream Relocation (linear feet) 1150 580 1730
Table 5: Total Wetland Impacts
Impact Ponds Roads Pits Total
Wetland Fill (acres) 0.03 0.03 0 0.06
Wetland Flood (acres) 0.006 0 0 0.006
Wetland Excavation (acres) 0 0 0.33 0.33
Impacts Requiring Mitigation 0.396 ac
Table 6: Total Stream Impacts.
Impact Ponds Roads Pits Total
Stream Fill (linear feet) 848 1264 0 2112
Stream Flood (linear feet 769 0 0 769
Stream Excavation (linear feet 0 0 2615 2615
Stream Relocation -1730
Impacts Requiring Mitigation 3766 If
Long Branch Partners LLC - Henrietta Quarry
Mitigation Tables
Table 1: Stream Impacts.
Existing Channel
Conditions Proposed Stream
Impacts Compensatory
Miti tion Ratio Basic Mitigation
Requirement
Poor to Fair 2502 0.5:1 1251
Good 1264 1:1 1264
total impacts 3766 7-7
Table 2: General Mitigation Requirements.
Mitigation Type Mitigation Linear Feet of Linear Feet of
Activity Mitigation Mitigation Work
Multiplier Required Required b Type
Stream Enhancement 2 1251 2502
Stream Restoration 1 1264 1264
Table 3: Mitigation Proposal.
Mitigation Type Length of Mitigation Work Surplus Mitigation
Mitigation Required by Type by Type
Proposed
Stream Enhancement 2636 2502 134
Stream Restoration 1684 1264 420
Henrietta Quarry IP Narratives
July 21, 2005
Project Purpose and Need
Long Branch Partners LLC, the project proponent, proposes to excavate a
quarry within a 230 acre parcel located in Rutherford County, NC. The
project will require the discharge of fill to construct ponds and access
roads. Streams excavated in the pit areas will be partially replaced by
relocations that use natural stream design.
The proponent needs the quarry to provide a source of hard rock for the
aggregates industry in the service area. The rock is suitable for use by
DOT, asphalt companies and cement plants. The service area includes
Rutherford, Polk, and Cleveland Counties in North Carolina and Cherokee and
Spartanburg Counties in South Carolina.
Streams impacted for the development of ponds will be diverted while the
clean fill will be discharged into the stream to construct the dams. All four
dam will be constructed with 3:1 side slopes. The trapezoidal bases of the
dams will impact a total of 848 linear feet of streams. Approximately 28.1
cubic yards of discharge will occur below the ordinary high water mark. The
outlets of the dams will utilize low-flow cool water design strategies.
Streams impacted by the construction of roads will be diverted while clean
fill will be discharged into the streams. All three roads will be constructed
with 2:1 side slopes. The trapezoidal bases of the roads will impact a total
of 1,264 feet of linear streams. Open relocation will be used to divert the
streams away from the production areas. The relocation will be consistent
with the open relocation guidelines of the DWQ. Approximately 42.1 cubic
yards of discharge will occur below the ordinary high water mark.
Streams excavated for the quarry pit will be partially replaced by new
stream alignments that will relocate the flow away from the pit. This
package includes schematics that depict the relocation practices that will be
employed for the project.
The subject stream is mapped as Hog Pen Branch a perennial tributary to
the Broad River. The NC Division of Water Quality has classified the branch
as Class WSIV waters. The subject streams have been assessed using the
Henrietta Quarry IP Narratives
July 21, 2005
Stream Quality Assessment Worksheet (USACE Wilmington, Version 06/03)
based on prior land use and forested cover. The streams are generally in
poor to good condition.
Henrietta Quarry IP Narratives
July 21, 2005
Avoidance and Minimization
The proponents have identified market need for hard rock within the
project vicinity. The proponents first evaluated other properties with
potential to support a quarry. This property was selected because rock is at
the surface and there is limited development in the area that will be used to
process the rock products.
Each of the phases is expected to be excavated between 75 and 100 feet
below the bed of the Hog Pen Branch. As such, this prohibits the ability to
avoid excavating the unnamed tributaries to the Branch. It is prohibitive to
leave these streams in place and it would serve no function to preserve
streams that have essentially no riparian area. Those streams that flow
through the first two phases will be partially replaced by the excavation of a
bio-engineered stream that will discharge from a pond. The current site
plan avoids impacts to Hogpen Branch and wetlands within its floodplain.
Impact minimization has been further achieved in the vicinity of the scale
house and production area through the use of relocation. Piping is limited to
that needed to access high ground.
Topographical limitations and regional ground / surface water discharges
limit the ability of the proponent to excavate a lake of the required
dimensions to support the facilities. Lakes must be located online to provide
the requisite volume for daily operation. Projected volume is 1 million gallons
a day. The proponent has minimized impacts resulting from ponds to the
greatest extent practicable by proposing a low-flow cool-water riser-pipe
within a dam structures.
Impacts requiring discharges to Waters of the US are limited to the
construction of the dams and roads.
The predominant impacts of the project to streams are from single handed
excavation and those that are secondary in nature that results from
flooding. Open relocation has been utilized to the greatest extent
practicable.
Henrietta Quarry IP Narratives
July 21, 2005
Mitigation Proposal
Summary:
Wetlands and streams not impacted by the proposed development, as well as
those areas restored and created under this proposal, will be preserved
under a permanent protective covenant.
Wetlands:
Wetland impacts are below the mandated threshold for mitigation as
required by the NC Division of Water Quality. Though there is no specific
mandate for wetland mitigation the applicant will be off-setting the surface
area impacts by creating wetlands along the stream relocation reaches. The
amount of wetlands is expected to be 0.5 acres.
Streams:
Stream impacts will be mitigated through on-site restoration and
enhancement. The proponent is proposing to restore 1,684 linear feet of the
unnamed tributaries on the site and enhancing 2,636 linear feet of Hogpen
Branch on the site.
Onsite Mitigative Treatments and Restoration Plan
Within 90 days of the approval of the restoration plans the applicant will
provide to the US Army Corps of Engineers a plat that depicts the
preservation areas and the restrictive language.
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DIA. GRAVEL DONUT
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SEE SHEET C-6
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• CULVERT NO. 7
- RETAINING LE, IN=826.00
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f ; SEE SHEET C-6

SEDIMM I TR41-1 NO. 14
v' I SEE SHEET C-4
DITCH NO, 3:
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2:1 SIDE SLOPES.
I I N ti LINE WITH EROSION CONTROL
FABRIC; SC 1508N OR EQUAL.
A -
+ PROPOSED ALIGNMENT OF
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CULVERT NO. 5
* = I. E. IN= 837.75
I. E. OUT= 826.00
SEE SHEET C-6
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SEE SHEET C-4
CULVERT NO. 4
I. E. IN= 849.00
C LE. OUT= 848.00
1 ? SEE SHEET C-6
EXISTING STREAM TO BE
5\ -'. RELOCATED WITH MITIGATION
Rood 1 (culverts 4. 5 and 9)
44"
Stream Fill = 725 /f
44
4 Qw? Stream Flood = O If
p Wet/ond rill = 0 acre
R? Wetland Flood - 0 acre
J Scale. 1 in. 100 ft. (north up)
•''
Road Z (culvert 6 and 8) L. IN=781.00
Stream FYI = 389 If DITCH NO. 5
Stream Flood = 0 if WITH A 2 FT.
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I. E. OUT= 802.00 nZ? _ SEE SHEET C
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CULVERT NO. 8
I. E. IN= 818.00
f T LE. OUT= 802.00
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D14. GRAVEL DONUT
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• ?' E. IN=826.00
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LE. OUT= 821.00
SEE SHEET C-6
,., SEDIAIT TRAP NO. 12,
SEE SHEET C-4
loll, DITCH NO. 3:
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% LINE WITH EROSION CONTROL
` '? FABRIC; SC 1508N OR EQUAL.
RIP-RAP CHECK DAMS,
75' 0. C.
Stream Fill = 150 If
Stream Flood - 0 /f CULVERT NO. 10
Wetlond Frll - 0.03 acre I. E. IN= 834.00
Wetland Flood - 0 I.E. OUT= 833.00
SEE SHEET C-6
Scale: 1 in. = 100 ft. (north up) PROPOSED ASPHALT PLANT
i PERMITTED BY OTHERS AND
NOT INCLUDED IN THE TOTAL
` PERMITTED ACREAGE FOR THIS
SUBMITTAL.
HOPE '' 00 NTH '
NGS; 820
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ED ASP' . , L T
PROVIDE EROS10i
ON ALL FILL SL(
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I.E. IN=811-.0'x` .,?
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BRANCH PIPED THROUGH A 42" '?
CULVERT AT A 1.118 SLOPE.
INV. EL. IN=781.00 •'
INV.
DITCH NO. 5
18" DEEP WITH A 2 FT.
rH GPEN BRANCH WIDE BOTTOM. 2.1

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SEE SHEET C-3
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SEE SHEET C-6
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INITIAL MINING
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PROPOSED 30' WIDE
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30' WIDE ROCK BENCH
20' WIDE SAFETY BENCH
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EEP RIP RAP d50=
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30 FT. WIDE BOTTOM WIDTH.
CONSTRUCTION PERIOD TO OCCUR BETWEEN
QUARRY OPERATIONAL YEAR 3 THROUGH
YEAR 6 AS PART OF WETLANDS MITIGATION.
STREAM RELOCATION 2 (58 1
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Stream FYI = 0 If
Stream Flood = 0 If
Wetland Fill = 0 acre 3
Wetland Flood = 0
scale. 1 in. = 100 ft. (north up) SED.
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LE, OUT= 802.00 - _ " ry \ SEE SHE,
SEE SHEET C-6 "
CULVERT NO.
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I.E. OUT= 80
/ I ?\ ?\ SEE SHEET C
4% SLOPE
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DIA. GRAVEL DONUT
INLET PROTECTION. ; D. I. NO. 1
r .?? - , ` \ SEE SHEET C-6
r D. /. NO. 2
i, SEE SHEET C-6
lNG; ! F \`,;' CULVERT NO. 7
1. E. IN=826.00
ow I .E. OUT= 821.00
SEE SHEET C-6
kil goo SEDItkNT TRAP NO. 12,
\? SEE SHEET C-4
g^?/ • `.... 1 \ DITCH NO. 3:
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2 Fr WIDE BOTTOM,
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LINE WITH EROSION CONTROL
FABRIC; SC 1508N OR EQUAL.
SEE SHEET C-6
PROPOSED ALIGNMENT OF
00 RELOCATED STREAM WITH MITIG47ION
TO FLOW BETWEEN TOE OF BANK
AND SCALEHOUSE AREA.
CULVERT NO. 5
I. E. IN= 837.75
I. E. OUT= 826.00
SEE SHEET C-6
.: CULVERT NO. 9
1 aa°260
m - RELOr-4W V
(17J0 LF)
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(1644 LF)

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30' I
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BET WIDTH
50/ - I,
FlAODPIAIN
r STRFAa TYPICAL PROFILE
MrrmnoN STREAM MITIGATION
°wrms HENRIETTA, NC

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STREAM MITIGATION

HENRIETTA, NC
USACE AID# DWQ # Site # (indicate on attached
10i STREAM QUALITY ASSESSMENT WORKSHEET
Provide the following information for the stream reach under assessment:
1. Applicant's name: Long Branch Partners 2. Evaluator's name: Chris Hu sman
3. Date of evaluation: June 2005 4. Time of evaluation: 7:00 a.m.
5. Name of stream: Hogpen 13ranch and tributaries 6. River basin: Broad
7. Approximate drainage area: HP-295, SC-20, SE-28, NC-22ac8. Stream order: 1 and 2
9. Length of reach evaluated: 100' each
10. County: Rutherford

11. Site coordinates (if known): 35.2455322 N 81.8134738W 12. Subdivision name (if any): N/A
13. Location of reach under evaluation (note nearby roads and landmarks and attach map identifying stream(s) location):
see attached man
14. Proposed channel work (if any): ponds, roads, and quarry pit
15. Recent weather conditions: afternoon showers
16. Site conditions at time of visit: 70-80 degrees, clear
17. Identify any special waterway classifications known: ? Section 10 ? Tidal Waters ? Essential Fisheries Habitat
? Trout Waters ? Outstanding Resource Waters ? Nutrient Sensitive Waters ® Water Supply Watershed IV (I-IV)
18. Is there a pond or lake located upstream of the evaluation point? ®YES ®NO If yes, estimate the water surface area:.25 ac
19. Does channel appear on USGS quad map? ?YES ?NO 20. Does channel appear on USDA Soil Survey? ?YES ?NO
21. Estimated watershed land use:
22. Bankfull width: 2-6'
23. Bank height (from bed to top of bank): 2-10'
24. Channel slope down center of stream: ? Flat (0 to 2%) ® Gentle (2 to 4%) ® Moderate (4 to l0%) ? Steep (> 10%)
25. Channel sinuosity: ? Straight ®Occasional bends ®Frequent meander ?Very sinuous ? Braided channel
Instructions for completion of worksheet (located on page 2): Begin by determining the most appropriate ecoregion based on
location, terrain, vegetation, stream classification, etc. Every characteristic must be scored using the same ecoregion. Assign points
to each characteristic within the range shown for the ecoregion. Page 3 provides a brief description of how to review the
characteristics identified in the worksheet. Scores should reflect an overall assessment of the stream reach under evaluation. If a
characteristic cannot be evaluated due to site or weather conditions, enter 0 in the scoring box and provide an explanation in the
comment section. Where there are obvious changes in the character of a stream under review (e.g., the stream flows from a pasture
into a forest), the stream may be divided into smaller reaches that display more continuity, and a separate form used to evaluate each
reach. The total score assigned to a stream reach must range between 0 and 100, with a score of 100 representing a stream of the
highest quality.
Total Score (from reverse): Comments: Unamed tributaries are very deeply incised and HHonen is deeply incised.
Channels have cut down to rock and banks are highly eroded Excess bedload occurs throughout. Physical and stability
Date - -1 Z -Z - 0 IT
10% Residential 0% Commercial 0% Industrial 45% Agricultural
25% Forested 20% Cleared / Logged 0% Other N/A)
Hos pefn &Canch
STREAM QUALITY ASSESSMENT WORKSHEET

#
CHARAC
ERISTICS ECOREGION POIN T RANGE
R
SC
T O
E
Coastal Piedmont ' Mountain

1 Presence of flow / persistent pools in stream
0-5
0-4
0-5
4
no flow or saturation = 0• strong flow = max points)
2 Evidence of past human alteration 0-6 0-5 0-5 4
extensive alteration = 0; no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• contiguous, wide buffer = max points)

4 Evidence of nutrient or chemical discharges
extensive discharges = 0 no discharges = max points) 0 - 5 0 - 4 0 - 4 0

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0• springs seeps ' wetlands etc. = max
?
6 Presence of adjacent, floodplain
`
0-4
0-4
0-2
0
no
flood lain = 0• extensive flood lain = max points)

p'
7 Entrenchment / floodplain access
0-5
0-4
0-2
0
(deeply entrenched = 0• frequent flooding = max points)
8 Presence of adjacent wetlands
j 0-6 0-4 0-2 1
no wetlands = 0• large ad
acent wetlands= max points)
9 Channel sinuosity 0-5 0-4 o-3 2
extensive channelization = 0• natural meander = max points)
10 Sediment input
' 0-5 0-4 0-4 0
extensive deposition= 0• little or no sediment = max oin
ts
Size & diversity of channel bed substrate
11 fine homogenous = 0• large, diverse sizes = max points) NA* 0-4 0-5 1

12 Evidence of channel incision or widening
0
5
0
(deeply incised = 0• stable bed & banks = max points) - -4 0-5 4

13 Presence of major bank failures
0-5
0-5
0-5
3
d severe erosion = 0• no erosion stable banks = max points)
14 Root depth and density on banks 0-3 0-4 0-5 4
H no visible roots = 0• dense roots throughout = max points)

15 Impact by agriculture, livestock, or timber production
substantial impact =0• no evidence = max points) 0-5 0-4 0-5 1
16 Presence of riffle-pooUripple-pool complexes

E„{
no riffles/ripples or pools = 0• well-developed = max points) 0-3 0-5 0-6 2
17 Habitat complexity 0-6 0-6 0-6 4
little or no habitat = 0• f7e uent varied habitats = max

18 Canopy coverage over,streambed

no shading vegetation= 0• continuous canopy= max points) 0-5 0-5 0-5 3
19 Substrate embeddedness NA* 0-4 0-4 4
(deeply embedded = 0• loose structure = max
0 Presence of stream invertebrates (see page 4)
2
no evidence = 0• common numerous types = max points) 0-4 0-5 0-5 5
v
21 Presence of amphibians
0-4
0-4
0-4
3
O no evidence = 0• common numerous types = max points)
22 Presence of fish 0- 4 0- 4 0- 4 4
no evidence = 0' common numerous types = max points)
23 Evidence of wildlife use 0-6 0-5 0-5 4
no evidence = 0• abundant evidence = max points)
Total Points Possible 100 100 100
TOTAL SCORE (also enter on first page) 60
* These characteristics are not assessed in coastal streams.
.Nor+k Ce•a+,roA VT to 1AogPu\ &ranck?
STREAM QUALITY ASSESSMENT WORKSHEET

H
ICS
A
iR ECOREGION POINT RANGE
ORE
S
# C
AR
CT
TST C
Coastal" Piedmont Mountain

1 Presence of flow / persistent pools in stream
0-5
0-4
0-5
3
no flow or saturation = 0' strop flow = max points)

2 Evidence of past human alteration
0-6
0-5
0-5
4
extensive alteration = 0• no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• contiguous, wide buffer = max points)

4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4
1
extensive discharges = 0• no discharges = max points)

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0• springs, sees wetlands etc. = max

6 Presence of adjacent floodplain
0-4
0-4
0-2
0
?y
+ no flood lain = 0• extensive flood lain = max points)
p
?
7 Entrenchment / floodplain access
0-5
0-4
0-2
1
a dee l entrenched = 0• fr uent flooding = max points)

8 Presence of adjacent wetlands
0-6
0-4
0 -2
1
no wetlands = 0• large adjacent wetlands = max points)

9 Channel sinuosity
0-5
0-4
0 -3
2
extensive channelization = 0• natural meander = max points)
10 Sediment input 0-5 0-4 0-4 1
extensive de osition= 0• little or no sediment = max points)

11 Size & diversity of channel bed substrate

' *
NA
0-4
0-5 -
2
fine homogenous = 0• large,
diverse sizes = max points)

12 Evidence of channel incision or widening
0-5
0-4
0-5
1
(deeply incised = 0• stable bed & banks = max points)

13 Presence of major bank failures
0-5
0-5
0-5
3
a' severe erosion = 0• no erosion stable banks = max points)
14 Root depth and density on banks 0-3 0-4 0-5 4
Ei . no visible roots= 0• dense roots throughout = max points)

r15 Impact by agriculture, livestock, or timber production
0-5
0-4
0-5
2
substantial impact =0• no evidence = max oints

16 Presence of riffle-pool/ripple-pool complexes
0-3
0-5
0-6
4
no riffles/ripples les or pools = 0• well-developed = max points)

17 Habitat complexity
0-6
0-6
0-6
4
little or no habitat = 0• frequent, varied habitats = max

18 Canopy coverage over streambed
0-5
0-5
0-5
3
no shading vegetation = 0• continuous canopy = max points)
19 Substrate embeddedness NA* 0-4 0-4 4
dee 1 embedded = 0• loose structure = max

20 Presence of stream invertebrates (see page 4)
0=4
0-5
0-5
3
no evidence = 0 common numerous es = max points)
C7
21 Presence of amphibians
0-4
0-4
0-4
2
d no evidence = 0• common numerous types = max points)
a,
O
22 Presence of fish
0-4
0-4
0-4
0
no evidence = 0• common numerous types = max oints

23 Evidence of wildlife use
0-6
0-5
0-5
3
no evidence = 0• abundant evidence = max points)
Total Points Possible 100 100 100
TOTAL'SCORE (also enter on first page) 55
* These characteristics are not assessed in coastal streams.
Sou_ ? Ce n? rat UT
STREAM QUALITY ASSESSMENT WORKSHEET
ECORVAbN POM RANGE
# CHARACTERISTICS SCORE

Coastal' ' Piedmont Mountain

1 Presence of flow / persistent pools in stream
0-5
0-4
0-5_
2
no flow or saturation = 0• strong flow = max points)

2 Evidence of past human alteration
0-6
0-5
0-5
4
extensive alteration= 0• no alteration = max points)

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• contiguous, wide buffer = max points)

4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4
1
extensive discharges = 0• no discharges = max points)

5 Groundwater discharge
0-3
0-4
0
4
4
no discharge = 0• springs, sees wetlands etc. = max -
Presence of adjacent floodplain
0-4
0-4
0 - 2
0
6 no flood lain _ - extensive flood lain = max points)

'7 Entrenchment / floodplain access

0-5

0-4

0-2

0
W dee 1 entrenched = 0; fr went flooding = max points)

8 Presence of adjacent wetlands
0-6
0-4
0-2
0
no wetlands = 0• large adjacent wetlands = max points)
9 Channel sinuosity 0-5 0-4 0-3 2
extensive channelization = 0• natural meander = max points)

10 Sediment, input
0-5
0-4
0-4
0
extensive deposition= 0• little or no sediment = max points)

11 Size & diversity of channel bed substrate
NA"
0-4
0-5
2
fine homogenous = 0; large, diverse sizes = max points)

12 Evidence of channel incision or widening
0-5
0-4
0-5
0
(deeply incised = 0; stable bed & banks = max points)

13 Presence of major bank failures
0-5
075
0-5
2
d severe erosion = 0• no erosion stable banks = max oints

14 Root depth and density on banks
0-3
0-4
0-5
4
F no visible roots = 0• dense roots throughout = max points)

15 Impact by agriculture, livestock, or timber production
0-5
0-4
0-5
1
substantial impact =0• no evidence = max points)

16 Presence of riffle-pooUripple-pool complexes
0-3
0-5
0-6
4
E-+ no riffles/ripples les or pools = 0• well-developed = max oints
; 17 Habitat complexity 0-6 0-6 0-6 3
F little or no habitat = 0; frequent, varied habitats = max

18 Canopy coverage over streambed
0-5
0-5
0-5
2
no shading vegetation = 0• continuous canopy = max oints

19 Substrate embeddedness
NA*
0-4
0-4
4
(deeply embedded = 0; loose structure = max

'
20 Presence of stream invertebrates (see page 4)
0-4
0-5
0-5
2
no evidence = 0• common numerous types = max points)

2l Presence of amphibians
0-4
0-4
0-4
2
O no evidence = 0• common numerous types = max-points)

O
22 Presence of fish
0-4
0-4
0-4
0
no evidence= 0• common numerous' types = max oints

23 Evidence of wildlife use
0-6
0-5
0-5
2
no evidence = 0• abundant evidence = max points)
Total Points Possible' .100 100 100
TOTAL SCORE (also enter on first page) 44
* These characteristics are not assessed in coastal streams.
SOL Vk EGS-? o +n Myer? bm)c,"
STREAM QUALITY ASSESSMENT WORKSHEET

I
C ECOREGION POINT RANGE
SCORE
# HARACTERIST
CS - -
Coastal Piedmont Mountain, '

1 Presence of flow /persistent pools in stream
0-5
0-4
0-5
2
no flow or saturation = 0; strong flow = max oints

2 Evidence of past human alteration
0-6
0-5
0-5
4
extensive alteration = 0; no alteration = max oints

3 Riparian zone
0-6
0-4
0-5
3
no buffer = 0• conti ous wide buffer = max points)

4 Evidence of nutrient or chemical discharges
0-5
0-4
0-4
1
extensive discharges = 0' no discharges = max oints

5 Groundwater discharge
0-3
0-4
0-4
4
no discharge = 0• springs, seeps, wetlands etc. = max

6 Presence of adjacent floodplain
o-4
0-4
0-2
0
no flood lain = 0• extensive flood lain = max points)
Entrenchment/ floodplain access
0-5
0-4
0-2
0
a' 7 (deeply entrenched = 0; fruent flooding = max points)

8 Presence of adjacent wetlands
0 - 6
0-4
0-2
0
no wetlands = 0• large adjacent wetlands = max points)
9 Channel sinuosity 0-5 0-4 0-3 2
extensive channelization = 0• natural meander = max points)

10 Sediment input
0-5
0-4
0-4
1
extensive deposition= 0• little or no ediment = max points)

T1 Size & diversity of channel' bed substrate
NA*
0-4
0-5
1
fine homogenous = 0; large, diverse sizes =max points)

12 Evidence of channel incision or widening
0-5
0-4
0-5
0
(deeply incised = 0• stable bed & banks = max points)

13 Presence of major bank failures
0-5
0-5
0-5
3
a severe erosion = 0; no erosion stable banks = max points)

14 Root depth and density on banks
0 -3
0-4
0-5
3
F no visible roots= 0• dense roots throughout = max points)

15 Impact by agriculture, livestock, or timber production
0-5
0-4
0-5-
1
substantial impact =0• no evidence = max oints

16 Presence of riffle-pool/ripple-pool complexes
0-3
_0-5
0-6
4
F no riffles/ripples or pools = 0• well-developed = max points)
Habitat com
lexit
17 p
y 0-6 0-6 0-6 3
little or no habitat = 0; frequent, varied habitats = max

18 Canopy coverage over streambed
0-5
0-5
0-5
2
no shading vegetation = 0; continuous canopy = max points)

19 Substrate embeddedness
NA*
0-4
0-4
4
(deeply embedded = 0• loose structure = max

20 Presence of stream invertebrates (see page 4)
0-4
0-5
0-5
3
no evidence = 0• common numerous types = max Points)

21 Presence of amphibians
0-4
0-4
0-4
2
O no evidence = 0• common numerous types = max points)
a
O`
22 Presence of fish
0-4
0-4
0-4
0
no evidence = 0', common numerous types = max points)

23 Evidence of wildlife use
0-6
0-5
0-5
3
no evidence = 0^ abundant evidence = max points)
Total Points possible 100 100 100
TOTAL`SCORE (also enter on first page) 46
* These characteristics are not assessed in coastal streams.
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atershed
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Name: CHESNEE Location: 035.2469353O N 081.8140924O W
Date: 7/22/2005 Caption: Henrietta Quarry - approximate watershed boundaries
Scale: 1 inch equals 1000 feet
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: Henrietta Quarry Date: March 2005
Applicant / Owner: Long Branch Partners County: Rutherford
Investigator: Huvsman State: North Carolina
Do normal circumstances exist on the site? Yes ® No ? Community ID:we Ian
Is the site significantly disturbed (Atypical situation)? Yes ? No ® Transect ID:
Is the area a potential problem area? Yes ? NON Plot ID:100's & 300's
(explain on reverse if needed)
VEGETATION
Dominant Plant Species In dicator Stratum Dominant Plant Species Indic ator Stratum
1. Acer rubrum FAC tree 9. Alnus sen'ulata FACW+ sapling
2. Acernegundo FACW tree 10. Viburnum nudum FACW+ shrub
3. Salix nigra OBL tree 11. Woodwardia areolata 08L herb
4. Liquidambar styraciflua FA C+ tree 12. Osmunda cinnomomea FACW+ herb
5. Diospyros virginiana FAC tree 13. Polygonum sagittatum OBL
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 100
Remarks: Adjacent a reas lack d omination by wetland species. Red cedar is p art of the vegetation
break to hiah around
HYDROLOGY
? Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
? Stream, Lake, or Tide Gauge
? Aerial Photographs Primary Indicators:
? Other N Inundated
® Saturated in Upper 12"
? No Recorded Data Available ? Water Marks
? Drift Lines
Field Observations: ? Sediment Deposits
? Drainage Patterns in Wetlands
Depth of Surface Water: 2 (in.) Secondary Indicators:
Depth to Free Water in Pit: (in.) ® Oxidized Roots Channels in Upper 12"
® Water-Stained Leaves
? Local Soil Survey Data
Depth to Saturated Soil: (in.) ? FAC-Neutral Test
? Other (Explain in Remarks)
Remarks: hydrology present
SOILS
Map Unit Name
(Series and Phase): Wehadkee Drainage Class: Poorly drained
Taxonomy (Subgroup): (We) Typic Fluvaa uents Confirm Mapped Type? Yes ? No
Profile Description:
Depth Matrix Colors
Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-10 A 10YR 5/2 / sandy clay loam
10-15 B 10YR 5/1 / sandy clay loam
1

Hydric Soil Indicators:
? Histosol ? Concretions
? Histic Epipedon ? High Organic Content In Surface Layer in Sandy Soils
® Sulfidic Odor ? Organic Streaking in Sandy Solis
? Aquic Moisture Regime ? Listed On Local Hydric Soils List
? Reducing Conditions ? Listed on National Hydric Solis List
® Gleyed or Low-Chroma Colors ? Other (Explain in Remarks)
Remarks:
W t I LANIJ Ut 1 tKMINA I IUN
Hydrophytic Vegetation Present? Yes ® No ?
Wetland Hydrology Present? Yes ® No ?
Hydric Soils Present? Yes ® No ?
Is the Sampling Point
Within a Wetland? Yes ® No ?
Remarks: Representative of wetlands within
the floodplain of the Hoapen tributary. These are
small areas of aDDroximately 2000 so ft each and
are assessed to be old slouahs.
11ri J I V / Uscas / IVIlLob
i''?? - $ Hlnr(clln y4
at
I-A
Z? 7`
1 1
Approximate Scale: 1 to 1000
Chesnee Quadrangle
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: Henrietta Quarry Date: March 2005
Applicant / Owner: Long Branch Partners County: Rutherford
Investigator: Huvsman State: North Carolina
Do normal circumstances exist on the site? Yes ® No ? Community ID:highgrnd
Is the site significantly disturbed (Atypical situation)? Yes ? No ® Transect ID:
Is the area a potential problem area? Yes ? No ® Plot ID:
(explain on reverse If needed)
VEGETATION
Dominant Plant Species Ind icator Stratum Dominant Plant Soecies Indic ator Stratum
1. Acerrubrum FAC tree 9. vidsspp. FAC sapling
2. Pinus taeda FAC tree 10. Toxicodendron redicans FAC shrub
3. Lidodendron tulipifera FAC tree 11. Eulalia viminea FAC+ herb
4. Liquidambar styraciflua FA C+ tree 12. Vernonia gigantea FAC+ herb
5. Diospyros virginiana FAC tree 13. Juniperous virginiana UPL sapling
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 90
Remarks:
HYDROLOGY
? Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
? Stream, Lake, or Tide Gauge
? Aerial Photographs Primary Indicators:
? Other ? Inundated
? Saturated In Upper 12"
? No Recorded Data Available ? Water Marks
? Drift Lines
Field Observations: ? Sediment Deposits
? Drainage Patterns in Wetlands
Depth of Surface Water: (in.) Secondary Indicators:

Depth to Free Water In Pit: (in. ? Oxidized Roots Channels In Upper 12"
? Water-Stained Leaves
? Local Soil Survey Data
Depth to Saturated Soil: (in.) ? FAC-Neutral Test
? Other (Explain In Remarks)
Remarks:

SOILS
Map Unit Name
(Series and Phase): Cecil Drainage Class: Well drained
Taxonomy (Subgroup): (Ce) Tygic Kanha dudults Confirm Mapped Type? Yes ? No
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(Inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0_4 A 10YR 5/3 / sandy clay loam
4-15 Al 7. YR /6 / sandy clay loam

Hydric Soil Indicators:
? Histosol ? Concretions
? Histic Epipedon ? High Organic Content In Surface Layer In Sandy Solis
? Suifidic Odor ? Organic Streaking In Sandy Solis
? Aqulc Moisture Regime ? Listed On Local Hydric Soils List
? Reducing Conditions ? Listed on National Hydric Solis List
? Gleyed or Low-Chroma Colors ? Other (Explain in Remarks)
Remarks:
Hydrophytic Vegetation Present? Yes ® No ?
Wetland Hydrology Present? Yes ® No ?
Hydric Soils Present? Yes ® No ?
Is the Sampling Point
Within a Wetland? Yes ® No ?
Remarks:
r? w ? v / V?7u.7 / rYRl,r.7
w ,.e3`
L" P-- LW
V'_??
0
OVERBURDEN (APPROIID•t_ATEDEPTI-I) j
m
884 - -
88
^ 87 '
87 _
86 ~ - - _ r„ 8'-0"
PONDN0.1 - i- - - - - - - - - ~ 864 - - - - - - - - - - - - - - - - 8'-0" a.
PROPOSED 86 +r - - - - - - - - - - - - - - IX~ATER - - - - P. T, ,/2 SYP 6X6 1x4 PRESSURE POST (TYP 4 PL.)
ELEV.= 653.00 - - I ~ ~ ~ ~ - - - - 85 - - T - TREATED LUMBER 4x4 PRESSURE NOTE; DfCKINC SHALL BE
- - ~ ^ - - - - a 1REATED (UMBER P.T /2 SYP 2 X 6 (TYP)
P, T /7 SYP 2X6 P. T, 2 SYP 1X6 r l ® 16~ OC. TIP BRAGYNG (11P) ( )
844 _ - - - - 1 36" RCP DIE: PRONOE HOLE FOR VALVE
84 ,-i - ~ ' ROD TO EXTEND THROUGH DECK f; ~ 12` DIP W11F1
- ~ - - - - 83 - - - SLUICE GATE ro
- - , , - NOTCH 6X6 POST 1 1/2" TO ~-1 2x6 PRESSURE ALLOW BEARING Of INTERIOR
83 TREATED LUMBER MEMBER OF BEAM ANO INSTALL /4 REBAR IN A 4' X 4' EDGE OF F0011NG ONE 3/4"0 GALVANIZED
82 DATUM ELEV 1D PATTERN WfL0E0 AT 1/?' DIA. CALVANIZ - BELOW THROUGH 80LT (TYP)
o o °0 rN 8,24.00 ^ ,~o ^ ^ ^ .~o ,~o ^ ~ .rn .rn ~ N N N W^ n~ cod N~,j O~j ~N O~ o~ P.'. fNTERSfCRONS P, T. ,f7 SYP 2X1? KWiK BOLT 2 F:T ,/2 SYP 6X6 PROVIDE SOLO BLOCKING
~N ON ~o ~ OO OO O O O O O ~ O O O O ~ h ~ ~ ' v~ M~ n ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ v ~ ~r ~ a ~ a0 PL ND-VORTEX 2-1/4" EMBEDDMENi PTH PECK TOWER PLAN POST (TYP 4 PL.) BETWEEN JOIS15 AT O PLATE L tart°:°ut OBL P,l ~2 SIP BEARING LOCHTIGWS rr l~
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 ~ T- 2X8 BEAM TYP O"l CMP EDGE aF DECKING ( )
,~t J6` RCP 1'x12'xl/4' GALS WELD CMP TO STEEL PLATE-TAR n
NOTES: R! REBAR JiP NOT TO scNt Q ( ) COATED
1) AL1 PRESSURE IRfA1E0 LUMBER SHALL Bf RATED 1/ i/2` GAL(! L
j _ FOR FRESH WRIER CONTACT(.40 PCF RETENTION), Hl~ FILE PROPOSED BID-ENGINEEED STREAM ,RUNE PRO CENTI ALL CAST IN PLACE CONCRETE SHALL BE X000 PSI B( HIL R KWiK t" O BOLT 1 W/ ~ Cp P, T, /'Z SYP 2X6 JOIST P. 1. SYP 1X6 SLUICE VALVE
STRENGTH BF ®?8 DAYS. CL BRACKET TO I`f- ~ HANDLE W OCK CLAMP REPAR 0 f6" O.C. (TIP DECKING (TYP) /t N
3) ALL CONCRETE REINFORCEMENT SHALL 8E GRADE (T W '_0" (TYPE ~ PROVIDE SOLID BLOCKING
HORIZONTAL SCALE 1 =100 fi0 DEFORMED BAR. 5'-D' 4) STRUCTURAL FILL BELOW FOOANG, IF REQUIRED, SHALL TRASH ~T~E RISER CONNECTION DETAIL ETWEfN JOISTS AT BEARING 1SGK_QEI91L "n 8~-0~ LOCAAONS (TIP)
BE nat ro uac DESIGNED FOR AN ASSUMED ALLOWABLE SOIL BEARING ut a P. 7; ,~2 SYP 6X6 I \ P, 1; y2 SYP ?X6 POST 11P
PRESSURE ~ P. r. /2 SYP OBL BRACING (TYP) A ( ) PROPOSED TRASH RACK i .2X8 BEAM 3/4"d GAIVAN11E0 THROUGH
50' 0 50' 100' 200' DF ?ooo PSF. SEE DETAIL ( ) BOLT, NUT, AND WASHER (TYP)
lo'-o° y ~'_O~ NORMAL POOL LEVEL ~j WALL Of J6"d ® RCP
VERTICAL SCALE 1"=20'
o I ''-4=_~ P, T. SYP 1X6 N
° - ~ N -I ° O 0 ~ BRACING (TYP ==-r~ ti = _
10' 0 10' 20' 40' b IT - - - TI EYE BOLT W/BUSHINC
N TO HOLD VALVE STEM
A
_ 4" WAL1 _ 4" WAL1 TOWER CONNECTION DETAIL 3000 PSI 36'P RCP
(TYP) TYP RISER (ASIM 18) rwT m scut ( )
/ DfPIH VARIES (TWt7 8' LENGTHS) P.T. ,/2 SYP 6X6 YE BOLT W/ NYLON BUSHING POST (TYP)
TO ATTACH VALVE R00 p,r j1 SYP 2X6 x6 SPLICE.
BARBED WIRE FENCE 10' FROM SEAL OPENINGS {NTH NON-SHRINK PIPES JOINTS SHALL BE P.T. /2 SYP 6X6 SEf TOWER CONNECAON BRACNG (TYPJ -L TLWGUE AND GROOVE WITH TOWER POSTS (THIS SHEET)
TOP OF OVERBURDEN SLOPE, wATERPROOf cEMENTUOUS GROUT AN APPROVED BITUMINOUS (TYP) ® 3/4 0 GALVANIZED a SEALER AND PLASTERED THROUGH BOLT (TYP) o
3:1 OVERBURDEN SLOPE WITH MORTAR ® ® ~
PLANTED WITH A MIXTURE OF SEf RISER CONNECAON
NAROWOODS AND PINES - - - THIS SHEET - - ( )
sECnoN a-a
ORIGINAL GRADE 20 W1DE SAFETY BENCH; ?'-o° gar ro scut ~ J J
Y1 2'-0" 12`0 FLANGED DIP NI1H INVERT
9 ELEV, =8201 j sEr .1 FEEr AeoVf INVERr 19 OF OU11ET PIPE HYDRO MODEL 10-10C SLUICE i C~~
I i HYDRO MODEL 20-JO C SLUICE ATE OR EQUIVALENT APPROVED a° on
I GAZE OR EQUIVALENT APPROVED BY ENGINEER t~< ~ ? 8Y ENGINEER TO BE BOLTED TO RANGE C s O ~D
~I f BARREL H B n H TRASH RACK CONSISIINC Of /4 BARS ~ m~
II - i WELDED TOGETHER W1lH 4" CLEARANCE . W ~
860.00 I , BETWEEN BARS AND TAR COATING r0 ~ "+ir : EXTEND POST i'-0' ~ Bf BOLTED IO FLANGE .J M o v . ; :'y,',. INTO FOOLING
~ ~ ~ I } ~ FILL PIPE W11N 4000 PSl CONCRf1E J/4" 1 GALVANIZED ~ " "
i ~ ~ . ii i ~ ~ : , TO AN EIEVAAON 0.1 FEET BELOW ]HROUG)I BOLT (1YP 8=0 x 8-0 x 1'-0 F0011NG INVERT ~ PRA°OSED OU11fT PIPE ~ ~ ;
-1 0 I I i ~ I I N i ~ (SEf DETAILS) ~ EXTEND POST i'-0'
~ E 5 ~ j. • . ~ INTO f00ANG :r,. a s W q N
810.00
NOTE: m
I ~ 8' I ' ACL FOUR SIDES OF TOWER a SHALL 8f FRAMED IN A SIMILAR ~ _c
I RI;FR ELEVATION i i I nett ro xNt ~y MANNER = ~ ~ M TOWER ELEVATION ~ c « o
~ A P OX~ OTTO F PI T -I ~ j Nm m scNt a g nLL PIPE NTTH 4000 PSI CONCRETE ~ ~ ~ ~
T I EL T! N, P A E 1= 745.00 ,fs'~cP 760.00 R1S£R 0 AN ELfVAflON 0.1 FEET BELOW ~Y TNVERT OF PROPOSED W RET fNPE 5 BARS IN A 11' X 12' W < ~
~ _ _ _ _ ~5 BAR INSERTED THROUGH ~ 'p ~ O GRID PATTERN (PRONDE ~ c= n
-I 38` RCP AND IMBEDDED /N - _ _ 6" MINIMUM COVER) ~ 9 ~ a "Cl ,
rT I ~ CONCRETE FOOANG N11H 8` ~ 3 WIDE. X 0 HIGH CONCRETE COlfR ; ' , < - , e - r
e MIEQ~ECE ~ <___a I I a (T~) o a1111p1
i i ~ , ~ 710.00 _ o a - - ,~5 BARS IN A 12' X 12" ~ #'5 BAR INSERTED THROUGH ,,1111 t,~, GRID PATTERN (PRONDE J6" RCP AND IMBEDDED IN 11 ~ ~ Q
~ a I h ~ e., 6" MINIMUM COVER) ONCREIE FOOTING WITH 6' O ~
a G I T BI 1Z D ROCK FACE ! ~ a a~ CONCRETE COVER (EXTEND Q ~ • 2'-0" PAST RCP) ; 9 ~
¦ 2
I 1 707 e
~I ~ _,i . . 'D" '•FN ~c~,;
66D, ~0 _ ~ FQOIING ACTION 100' rar ro savE _ I. ~ i. .,9~ GINS ~
SWIGH~ 771111• FOOTING PLAN ~IIf11111111j11 eat ro xxt
888 i .j , p a
884 --r- -r SECTION THROUGH POND RISER
880 - NOT TO SCALE Dote: Revisions:
~ ~ _I ~ i I 610.00 ~ 876 ER 7/05/05 • NCDENR
wATER suR 11/14/05 • STDRfd MANA
TO TOP OF OR DAM AND i = 5' !HENS. AND Qj 5/08/06 • MINE PERMIT
864 WATER ELEV. B60 ROPOSE ) ~ . Construction Sequence for Freshwater Ponds ~ •
F THE PONDS. 9-23-05 N
560.00 6 _ U '
f - - - nRnnosED 860 1. Install and maintain all Phase 1 erosion control devices os indicated on U Z • WATER
8 - - _ - ' the dra in s. ~ ' ELEV. BS3.00 85 / ~ W g ~ ~ 41
844 STABILIZED 2.) Divert the existing stream flow around the affected areas with a flexible 0.. ~ ~
840 OUTLET 84 15 NDPE slope dram securely staked In place and out of the way of ^ N t
510,00 836 ' construction activities. Protect stream flow from sediment mtrusron or ~ uT 844 fluids from construction e ui ment, ~ Q
832 q P ZU 84 3, Be in canstruction of the Freshwater Ponds to the elevations shown on Q o0
828 LLAR ~ 9 83 the drawin s in the followin order: Pond number 3 Pond number 2 ~ ~
-W1 .PROJECTION 824 g g 83 Pond number 1 and then Pond number. 4 using suitable excavated ~
820 L 82 material from the grading operations in the construction of the pad for the O m ~
f, 460.00 816 rocessin lant and excavated overburden from Pit number 1. U ~ W 824 P 9 p c N U N
DATUM ELEV 812 DATUM ELEV 4, Fill material used in the construction of the downstream embankment - ~ o -o ~ v~
810.00 ~ N ~ ~ ~ 820.00 ~ 'p ~ - Y o ~i ~ ~ ~i oo ~ N should be uniformly placed in 8 maximum lifts and compacted with a C ~ Lc.
~ ~r ~ ~ ~ ~ ~ sheep foot roller to at least 98 ercent of the soils maximum dry density w N ~ P 0 0o O
j ULTIMATE 0+00 1+00 2+00 1+00 2+00 3+00 (ASTM D-698). The fill should be comprised of high clay content soils - ~ m o+oo v ~ >
I = 410,00 ~ j i P1T FLOOR EL. 400t free of organic matter and rock fragments in excess of 4 inches in 2 L Q 0.. o 0
i i i NOTE, DAM SHALL BE CONSTRUCTED OF SUITABLE FILL diameter. ~ ~ U O
MATERIAL AND COMPACTED !N 8N MAXIMUM LIFTS. 5,) The upstream side of the embankment should have o maximum slope ~ ~ N
I'~ ratio of 2 horizontal to 1 vertical. The downstream side of the U1 + a~ w embankment should have a maximum slope of 3 horizantol to 1 vertical. ~ ~ ~ ~ o
i ~ POND 1- SECTION THRU DAM SECTION THROUGH SPILLWAY POND #1 Ke the embankment info the existin soil o minimum of 2 feet, ~ ~ ~ ; o y 9 D v z 2
DATUM ELE~ ~ I HORIZONTAL SCALE 1"=100' Sediment Trap #8. Seed olf disturbed areas as the Traps are constructed ~ ~ goo
I (OTHER DAMS SIMILAR.) 360, 00 in accordance with the seedin schedule on Drawin C-6. ~ o~ a'" 9 9 D cn ~ a
GROUP GROSS 0.00 100.00 200,00 HORIZONTAL SCALE 1"=100' a 6,~ Do not remove the slope drain until the riser, barrel and emergency
SECTION A-A ea,,
50' 0 50' 100' 200' spritway are Insranea ana runcuornng. Q U a 3 C~7
7.) Vegetable the face of the embankment promptly after grading with a d
SCALE 1"=50' 50' 0 50' 100' 200' 200' VERTICAL SCALE 1"=20' permanent seed mix in accordance with the erosion control seeding a
SECTION THROUGH MINE WALL schedule on drawing C-6. M
VERTICAL SCALE 1"=200 8.) Remove the temporary slope drain (diversion pipe) and allow the pond to ca
50' 0 25' 50' 100' fill at a rate not to exceed one foot per doy to the designed water elevation. 10, 0 10 20 40' 8 OF 13
10' 0 10' 20' 40' 40'

e
' MIN
8' MAX. WOOD OR ~4 CORNER
STEEL POST ,G-- BARS 0 12" O.C.
THE ENGINEER WOVEN WIRE FABRIC COMPACTED SOIL _ 18" MIN, VARIABLE AS DIRECTED BY WITH 2:1 MAX, SIDE SILT FENCE FABRIC SLOPES
8" 1"CHAMFER ON ALL 0 0 o r- EXPOSED CORNERS 9,.
e O Q
MIN 12-1 2 GA. ,l ~ FILL SLOPE 6" MIN. ~4 BARS ® o ~ ~o 0 0 12" O.C.
1NTERMEDI TE ~ io 2 MIN, 10 GA. WIRES N WING WALT
LINE WIRES N GRADE ~ ~ 3" CLEAR 0 o P N o 0 0
~ 2 , INCOMING PIPf r~l
s" MIN, covER C-$ NOT TO SCALE 34 2" CLEAR I V
GRADE ~ OVER SKIRT ' RIP RAP AT OUTLET ~ OVER FILTER FABRIC 2 1/2 X PIPE DIA,-.- GRADE 2X PlPE DIA.
- - - -~j-~[- - - N _ ~ m m m m m m m ANCHOR SKIRT AS BEHIND ; i
- DIRECTED BY ENGINEER 2 4-~4 BARS _ AROUND OPENING
TYPICAL RIP RAP CHANNEL 1.5:1 5 QARS 0
FRONT VIEW ,TIT TO BE USED WHERE EXCESSIVE STORM WATER - SIDE VIEW - - - VELOCITIES PROH181T VEGETATIVE LININGS 2X PIPf DlA / i2" O.C.,
- N. T.S. 11= J.= D Q - N, T, S. = ~ I• Z ,1=~ SIZE OF STONE MUST BE DETERMINED BY EACH WAY IN FACE OF WALL
_m ~ 1=1 I''';, ,:.i` ~ I ~ APPROPRIATE DESIGN PROCEDURE
=III=I ~ _ ,..:-III=1 g ° 18
' FOR REPAIR OF SILT I =III I =III=III=III=III=III= RDING FENCE FAILURES, USE -USE SILT FENCE ONLY WHEN DRAINAGE AREA DIMENSIONS FOR d & W VARIES ACCO
No. 57 WASHED STONE DOES NOT EXCEED 1 4 ACRE AND NEVER IN TO DESIGN. AS AN ANCHOR WHEN SILT AREAS OF CONCENT TED FLOW 4- ~'4 BARS Q
FENCE IS PROTECTING FILLER FABRIC OR p Mgi(a 1.5 (050) CATCH BASIN, GRAVEL BEDDING RIP IZ4P 1HICKNESS = 1.5 (D MAX) AROUND OPENING ELEVATION SECTION ~ : ~ . 2..
~'S S 0 Q
3 12" O,C, 4 12
1 I~ C-8 NOT TO SCALE 4a" MAX. PIPf DIAMf 1ER
C-6 NOT TO SCALE C-8 NOT TO SCALE - ENLARGED SECTION THRU WALL H W
DIVERSION DIKE BEYOND E"i
HAND COMPACTED
12 GAUGE GALVANIZED 4 PRONG BARBED WIRE ISLAND
„ 3" PRESSURE 1REATED A;'EATED La 3 PRESSURE TREATED WOOD OR AMBER HOLD DONN STAKES
1 1/? COALED STEEL LINE POSTS
BOULDERS (4'-6' DJA,) USf0 1N LIEU OF POSTS IN AREAS OF ROCK
3 d outlet f~~
HOPE HOPE PLASTIC y .
9 GALICE WIRE, TWiS1ED A PIPf,• SIZE AS NOTED 10 MIN h
TO ACHTEN POSTS ON PLAN SPACING >EE fITI1NC TOP ELEYAITON OF STORM WATER 0.5'-1 '
1 STABftlIEO STABftlZEO 5 WASHED <
DULCET } T ~ ~IlET (PROTECTED N91N TONE 1~' A OUILE ~ a A GRAVEL DONUT OF i57
Filter Fobrrc W„ ,r WASHED STONE) EXISTING SLOPE ~ 4I V _ -
Lf01E; _iR 1 RIP-RAP
10'-0" PROVIDE SIRfTCHER POSTS AT MAXIMUM u Is
200' sPAC1NG - EFINED CHANNEL PIPE OUTLET TO WELL D
LINE POST AND STRAND STRETCHER POST -
N. T. S, N, T, S. ,~M~f 5 IDE VIEW S LEVEL SECnCN _
C-8 NOT TO SCALE EXISTING SLOPES
8 ~~~7~~ Li i'v~~• J
La HEIGHT do WlDITi DETERMINED BY ui
C-8 NOT TO SCALE r _ VARIES EXISTING TO~O~RARCE RE~RED. ~ Level lip of sprxode F SEDIMENTS O ~
"Material stapled in place • - a o n ro KEY RIP RAP INTO THE DAM
F~O~ 0.5'-1 ' FOR STABILIZATION. Y ~
d outlet 3 X-Section Vanes (rain 10' to 3' o ^ I N L P~
C 5 ~ MIN - _ urre min =III=I Undisturbed Soil W KEYED RIP RAP ~ ro$ m - - - a~6^ - ~d ~ -
1,5 fT ~ - _ -11=111=111=1 I-I I _ _ _ _ -III-III- 3
86a - ~ o op D _ - I~-111'111-~-~ -III III ~ - -III- IT - = I-T1~1~=~=Tll=~=1~=1 i~ ID lei ; - _ ~5 WASHED SIi9NE
2' -III-III=III-I I I;,,I I I„~I I I-I ~ I~ ~ I=I ~ I-1 ~ 1=I ~ I ~I ~ ~I III III III III III II
a ~ ° 0 0 r "Eroelon control blanket- North Amerkan Groen
rLU1E~ Filter Fabric - 1. USE FOR Dli'AINAGE AREAS ~~jQ FRONT VIEW A S75 or equal ~
NOT EXCEEDING 5 (FIVE) ACRES. FABRIC (Mirofi 140N or aqua!) CROSS SECTION
2. EARTH BERM SHALL BE STABILIZED W/ SEEDING a ~ 7
ACCORDING TO SPECIFICATIONS, OVERFILL 6" C-8 NOT TO SCALE C-6 NOT TO SCALE
DESIGN G FOR SETTLEMENT PIPE OUTLET TO FLAT AREA ~
SETTLED 21" F ro MIN _ NO WELL-DEFINED CHANNEL o ; °
~ GENERAL CONSTRUCTION SEQUENCE x W
_ - - 8 0 0 ~ _ - - EMERGENCY m _ ~ ~ Norfs: 1. Install temporary sift fence and other phase 1 erosion ~
~r~JO E ~ BY-PASS s" ~ _ _ _ . 2:1 SIDE 1. La IS INf LENG11l OF 1NE RIPRAP APRON, o ~ \ BELOW SETTLED o indicated on the fan and in details ~ w~aC control devices s p ~
5 ~o ~ opg~o~oo o _~t SLOPE Mal' TOP OF DAM 2. d=1,5 TIMES THE MAXIMUM STONE DIAMETER a~ o o 0O MAX FILL o 0 0~"~0 _ T IRAN 6", 2. Clear, grub and remove surfaces as required for construction. ~gnstructron Sequence (or Temnorarv Sediment Traos
. it _ ,{~oc8o~~poo _i_ BU NOT LESS FILTER b'~o~~~~ 1: i SIDE SLOPE 3, rN AWELL-DEFINED CHANNEL EXTEND THE APRON 3. Commence operations, conducting all activities in such a way 9-23-05 as to direct draina a to protected outlets, g ••puunry
J`ABRIC <ba~o~ _ _ Mme' N~TU ~ UP THE CHANNEL BANKS TO AN ELEVAIIDN OF s" 4. Maintain all erosion control devices in good working order 1. Install reinforced silt fence as indicated on Drawing C-4 and Drawing C-5, ~ A p
G OU DRAINAGE AREA WEIR LENGTH ABOVE THE MAXIMUM TAILWAIER DEPTH OR TO THE ) ~ • during operations. Inspect them after each rainfall and of least Phase I Erosion Control. • ~ ,
MJN (ACRES) (fT) 1 4, p TOP OF THE BANK, WHICHEVER 1S LESS. 2 6.0 4. A FILTER BLANKET OR FILTER FABRIC SHOULD once a month. Seed bare earth as necessary. Do not allow earth ' 2.) Install Sediment Traps number 9 through 13 on sheet C-4, Phase 1 ~ ,
3 8.0 8E INSTALLED BETWEEN THE RlPRAP ANO SOIL to remain unprotected for more than 15 days. h od for the Processrn 9 hen all run is Erosion Control Plan in preparobon of grading t e p g ~ 5
DESIGN OF SPILLWAYS 4 10.0 i 5 12, 0 FOUNDATION. 5. Remove temporary erosion control devices w g o d • Plant. • protected with well established permanent vegetation or finished 15707 •
DIMENSIONS SHOWN ARE MINIMUM m feria!. 3.) Begin grading operations for the Processing Plant and Construction of surface a O F qtr' ~
MAINTENANCE io 6. !n the event of failure o/ the measures indicated on the plan, Freshwater ponds in accordance with the Construction Sequence for 9G'•.NGINE~;•• ~ into confin sil otion Freshwater Ponds" % S~.`•
I D OF SIGNIFICANT RAINFALL REMOVE SEDIMENT AND RESTORE TRAP TD ITS ORIGINAL INSPECT TEMPOITARY SEDJMENT TRAPS AFTER EACH PER O Contractor shall take all reasonable act o e t OWIGH~ to the site. The Contractor shofl notify the Engineer if such action 4.) When the Processing Plant pad is complete but before Freshwater Pond ~Q
NE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT IHA7 IS REMOVED IN C-$ NOT TO SCALE DIMENSIONS WHEN IHf SEDJMENT HAS ACCUMULATED TO 0 h av in edimenf tra numbers 1 is necessary. number 1 rs constructed, begr exc at g s p ~
A DESIGNATED DISPOSAL AREA AND RfPLACf THE CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING, PERJODlCALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT 1S A MINIMUM ' nsi n icat d on the Phase 1 Erosion Control through 8 to the dime ons r d e
OF 1,5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN Plan, sheet C-4.
! M OIATELY, Storm Pi a Calculations GRADE. ANY R!P RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED M E P VEGETATIVE COVER 5. Construct the Sediment Traps in the following sequence: Begin with Date: Revisions: )
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTRE,4M FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION WITH SEEDING, CULVERT DRAINAGE RUNOFF INTENSITY FLOW FLOW PIPE PIPE SLOPE VELOC. CAPACITY 1. TEMPORARY VEGETATION Sediment Tra number 5, followed 6 4, ~3, #2, ~1, #6, #7 and then 7/05/05 • NCDENR CAPACITY P y
NUMBER AREA (Ac.) COEF. (ho) ~I2s} "Q~o" "Q2s" DIA, LENGTH ft,Jft, (FPS) FULL FLOW FULL FLOW Provide temporary vegetation, seed and mulch within 15 working Sediment Trap #8. Seed all disturbed areas as the Traps are constructed 11/14/05 • STORM MANAc days following completion of any phase of the project. in accordance with the seeding schedule on Drawing C-6. Q 5/08/06 • MINE PERMIT
1 9.00 0.3 6,7 7.3 18,09 19.71 18" 90 LF 0.099 16.00 26.04 CFS 26.09 ces Late Winter-Spring (February to May) 39.26 CFS 6.) Complete grading activities for the Lease areas, access road fo Harris ~
9 2 3.50 0,3 6,7 7.3 7.09 7.61 18" 50 LF 0.100 29,59 39.26 CFS 3 9.40 0,3 6.1 7,3 18,90 20,59 29" 115 LF 0.011 9,00 25.36 CFS Rye Grain 35 -45 Ibs/acre o0 25.36 cFS Henrietta. and storm water conveyance devices, providing and maintaining N ,
C-6 NOT TO SCALE 9 1.16 0,95 6.7 7,3 12.89 13,21 16" 70 LF 0.019 3,50 19.69 CF5 5 1.70 0,65 6.7 7.3 7.40 8,01 15" 125 LF 0.099 20.96 23,91 CF5 19.69 CFS Summer (May fo August 15th) man Millet 4 - 6 Ibs acre erosion contra! measures in accordance with the construction drawings. . 23.91 CF5 Ger / U
OhERLAP FABRIC 2"_g" 2, 2"-5" 6 2.10 0.45 6.7 7.3 13,73 19.97 15" 160 L.F. 0.094 20,96 23,41 CES 23.41 ces Late Summer-Late Fall August 15th -November) 7.) Begin stripping the overburden from the area of pit number 1, laying back N Z ( U
12 MIN, 7 11.28 0,3 6.7 7.3 22,66 29,70 18" 60 L.F. 0.083 21,74 35,83 CFS Seom Stitch" 8 1,72 0,3 6.7 7.3 19.85 21,36 18" 100 L.F. 0,090 15,93 29,83 CFS 35,83 cFS Rye Grain 35 - 45 !bs/acre the overburden slope at a 2:1 slope. J 29.83 cFS 8.) Begin construction of Pond number 1 using overburden material stripped J C ai
9 2,00 0,3 6.7 7.3 16.39 17,59 15" 65 L.F, 0.062 17,66 19,00 CFS 19.00 ces 2. PERMANENT VEGETATION 0 = Provide permanent vegetation for all disturbed areas within 15 working from. the area of Prf .number 1. a -
q' ~ 10 0,12 0,3 NIA 7,3 N/A 0,26 15" 90 L.F, 0,025 10.55 12,01 CFS 12,07 ces days or 60 calendar days (whichever is shorter) following completion 9.) Begin construction of the large berms to the south and southeast of Pif ~ ~ 19,15 CFS
11 2,32 0.95 NlA 7,3 N/A 1.62 18" 90 L.F. 0,013 8,87 19,15 CFS 12 2.94 0.3 N/A 7.3 N/A 5.34 18" 90 L.F. 0,013 8.87 19,15 CFS of the project. number 1, starting with the berms in the southeast corner of the property. ^ ~ r 19,15 CFS M1
o 0 13 210 0.3 N/A 7.3 N/A 71.21 92" 90 L.F. 0.011 11.82 106,00 CFS 106,00 cFS Establish permanent cover on bare graded areas not paved or built upon. Remove the temporary Sediment Traps as they are encountered in the p Q Till soil on slopes up fo 3:1 four inches deep excluding rock, radin rocess or there use is no Ion er required. Z U
3.3' 9 9P 9 Q ~ Till slo es steeper than 3:1 with chars harrow or by hand pitting rt 10.) Mining will commence as soon os the processing plant is operational, ~
Ditch Calculations 000 4 to inches o.c. in trenches (dozer tracks are good). workin first the shallow readil accessible reserves at the eastern ed e ~ ~ ~t
i ultura! limestone of 2 tons acre. g y g ~ d' Spread agrc / of the Phase 1 it and minis in a enerall westward! direction. This ~ sLOPE e d 10-1 D-1 D cam lete fertilizer at 1000 Ibs acre P g g y y ~ ~
DITCH DRAINAGE RUNOFF INTENSITY FLOW (CES) VELOC, SLOPE 0 0 o NUMBER AREA(Ac.~ COEF. "ha" "I2s" "Qio" "Q2s" (FPS) ARMOUR FT./FT. Spr a p / minis will be concurrent with the overburden removal and the 0 W ~ FT./FT. Seed in bi-directional pattern at 50~' rote in each direction. g
1 2,00 0.3 6.7 7.3 9.00 9,38 3.94 SC15OBN 0.053 construction of the berms and Freshwater Pond number 1. V ~ ~ U ~ 0.053 Seed Mixture for May 1 fo July 31: Nulled Bermuda Grass at C_ N
2 2,6D 0.3 6,7 7.3 5.23 5.69 4.20 SC15OBN 0,053 + KY 31 Fescue at 50 Ibs acre. ~ ~ ~ 0,053 15 !bs acre / m i ture for Au ust 1 fo A ril 30: Common Bermuda Grass of ~ ~ Y ~ 0,023 Seed x g P ~ oo
3 11,28 0,3 6,7 7.3 22,68 24.10 4,93 SC15OBN 0,023 0.166 12 !bs/acre + KY 31 Fescue at 50 !bs/acre, w N m
3,4 STAPLES PER SQ. YD. 4 4.45 0,3 6,7 7,3 8,93 9.75 6.06 CLASS B RIP RAP 0.166 (4,t STAPLES PER SQ. 1~) 5 0.74 0.3 6.7 7.3 1.49 L 62 3.23 CLASS B RIP RAP 0.088 0.088 ~ ~
1N CHANNELS, ROLL OUT STRIPS OF NETTNG For blankets with the optional North Americon 6 4,21 0.45 6,7 7.3 12.81 14.03 5.19 SC150BN & CLASS B RIP RAP 0,068 PARALLEL TO THE DIRECTION OF FLOW AND Green DOT System place stoples/stokes 7 2,96 0,3 6,7 7.3 5.95 6.96 3.13 sc15oBN 0,021 ? 0,068 3. MULCH - W Grain straw at 1.5 bales/1000 SF or hydroseed wood f~6er ~ 0.021 at 1500 to 2000 Ibs/acre or erosion control blanket. = L Q ~ e L ~ a
OVER THE PROTECTIVE MULCN, through eoch of the WHITE colored dots. f ~ oo` 4. REPAIR SEEDING ~ p
If initial seeding does not establish satisfactory cover to control erosion, ~ 3 N w
STAPLE PATTERN Storm Structures repair washes, prepare soil, reseed and mulch as before. J t/7.~ ~ Q
STRUCTURE GRATE STRUCTURE RUNOFF PIPE TOP INVERT INVERT NUPIBER TYPE TYPE "Q" DIR. ELEV, IN OUT IVERT ~ ~ ~ ~ ~ O IT • N ~ p
Q z~ 33.75
1 NCDOT 890.22 2'X3' (OR 2'H2') 18.90 18" 839.15 N/A 833.75 ANCHOR NETTING WIDE SLOT, SAG PRECAST CONCRETE (FROM C I- Op Q •r~ ii
IN A 12-INCH TRENCH JOIN STRIPS BY GRATE; ORIENT BOX OFFSITE ~ to $ N O a
ANCHORING AND WITH DITCH WATERSHED) -p Z
OVERLAPPING „~Mm ono „ ~„Q ~w~n tia ia~~ ear nn a~tisn a~fi.nn zfi.nn o
WIDE SLOT, SAG PRECAST CONCRETE (3.79 CFS TO CULVERT 0 CULVERT V
12-INCH OVERLAP GRATE; ORIENT BOX FROM DITCH NO.7 0.7 3
WITH DITCH N0.3)
11 BLANKET DITCH LINING C-6 NOT TO SCALE C~6
d'
SITE DETAILS
7 OF_~J3

a
_,7~ ~ r f ~ r ~ i ~
,r"~~ VOTE ,.F ,.i~ ~ { d ~.f ~ ,try ) ~ LEGEND: `
v y ~ 897.0 ; ~t rk ti ~ ~ PROP05ED WAIE'R _ , I ~ ~ ~ ~ ~ ) / ~ 1
, ' ~ t ~ ~ r ,
'1„ ,,4 ~ ~ "1 t ' ~ ~ ~ ~ ~ EXISANG TREE UNk ~ •t` rG~ ! i ~ ~ t......~,,.N G `
P { a ,ta~~ a . X ~ , i ~ ` ~ J ~ f f i) ~P. ~ ~ + ~ z 7 } ( ) fXlS11NC SINGLE ikEE
~ , y 4 i , o, p,r - ~ ~ , r .fr",. ~ t r € , ~ r :
i a I r r _ i 1.~ ! ~ ,
' rf Y ~ ~ ' °t ' _ w _ ~5 \ r SHRUB r ~ .k, f
o a . , ~ x : , ~ a b . ~~r w Za 2g ~ . ~,rs , ' r ` )I ®HP86 DRILL HOLE WITH
d ~ ~ ~ ~ ° q 1 , ~ 'spy wr,i ,.y }i ( ~ ! )l : OBD 82; OVERBURDEN DEPTH AND / ' r ! 4~~ ~ 82 DEPTH TO HARDROCK.
a _ ~ 1, ' , _ - ~ 1~
~ ~ l dry, ; l ~ ~ . ~ ~ ~ 4 ; i - - s ~ + 25 80UNDARY BUFFER
. r,, ~ 7 ~ ~ ,1, x 1 _ ~ ~ 5 ~ E _ , t~ i O ~ ) ( ~ , ~
r 1. R, ~0. ~ ~ !4 ~ , ~ ~ 0 ' ~ t ! t l ~ ~ ~ ~
~ Ei . . , ~ i ; a F j ~ CREEK BUFFER t ~ )j - - ~ 1~ ' ~ i
> ~ y ~ ~ ~ 'a. 883.8 ~ )I - - ~ I , CREEK
~ ~ ~ ~b ~ X ~ DENSE TREES.. _ ~ ) , , ~ _ x..- ~ j) ~ DENSE TREES„ _ iti.,, q r
{r r w°>. J > ~ ~ I t SEE ACCURACY ] ~ ) _ { 1 ~ ~ ~ ~ ~68 SEE ACCURACY NOTE . 8~'IO- PROPOSED FRESH ,
r: y , ~ y 1 ~ ~ r 1. t d , - r ~ WATER POND t ~ : ~
t r fi- e , f~ ` i t ~ ' >.a~ EXISTING UNPAVED 7 ROADS O
c " C ~T 1. f~` ~t + C ~ ( f ' ~ ~ O
S ~ , ~ ~ ,.,v*~',, f 4 ~ O y ~ ~ + l ~ ) ' f' - , EX/511NC FENCE 877.2
t ~ 1 = ~ ~ ~ ~ r x'},.7.4 r? : i..~ ' ~ ~ ~ ' ~ t0 QUARR RQAD PROPOSED BARBED WIRE FENCE X X- Q , ! a~ 24' WIDE
i _ 'i 1' 902.9 ~ ti a ' ~ ~y ~ 7 ~ ~ , 0 } ~ ~ ~ I srcr FENGE SF SF
u ~ , : t i r ' ~ ~ 4 k ~ i ( O
, ~ C 3 ~ ) y . a. r ~ ~ ) ~ f ) 1 / _ r°. ~ 970 ` AFFECTED _ . ) i l PROPOSED TREES x,
DENSE TREES ~ r 897.8 ~ y. \ ~ r ~ r ~ ~ , t~ '~.y l y ~ t~: ~ ( iii ACCURACY N TE ,M"~' , y ~ t t c ..4., , AREA , ~ ,
. .,1 Y ~ 1 1"~ l 1 , f~l W ~1 ~ _ 1 POWER POLE
.r ~ 2 .r - 1 1 C " ' ' ' y i ~ ~ ~ ,~Md , 'a ~
Q ~ I t, x~T, C ~ r.. s _ _ ~ , : E~
" I t l J$ .
r j~ - y - , s ~ 84.6 ~ +S ~ ,X! ".:._,rE } ' ~ 88 .7 ~ r r' }x ~y ' ~ W
1 F ~ r 7 ~ ~ ~ ; fi 1, ~ ~ T \ ~ 870.7 ~ c
; ; ( ; J / ~ - _ ~i.
-"1~~~ ' ~ ` l i ~ 882.8 DENSE TREES 'r ~ I l ~ 0 ( )
F'`~ ~l' ~ ~ ) : ~ 'E ACCURACY NOTE ! 1- , ES ~ ` , y,_. ~ .F 6 , !
~ 11~` . e97.o ' .+cY NDTE ~ i i ; UNDI T RQ D ~ r t t ~ ~ i ~ ~ r f, .Y" t , ~ i.) REFER. TO SHEET C-6 FOR EROSION CONTROL DETAILS
, " ~ - 1 t r~ • ~ t . ~ ~ ~ ~ ~ ~ i j AND SEEDING SCHEDULE. , ~ , i ; ti rr °`r ` k
r i i 5 f4~'~' t ~ , 880.8 / ! ~ ~ , r ~ ~ ; i . . ! • ) ,
' ` 2.) SEE SHEETS C-2 AND C-J FOR ADO1TlONAL EROSION CONTROL 'i ~ DEVICES IMPLEMENT D E DURING CONSTRUCTION OPERA110NS.
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, I ~ 1 ~ ~ ) _ . ~ ~ f r i r' ~ r, ~ ~ ~ 1 ~ ~ ~ ~ 4,) MAINTAIN SEDIMENT P1TS AND OTHER EROSION CONTROL DEVICES k j ~ ! THROUGHOUT THE UFE 5 k` ' _ , ` r,: OF THE PROJECT
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\ ` 'EE ACCURA OTE ~ ` t \ ~ - ( s . ~ _.E~. ~ k f - ~ ~ ~ ' r 7-OS-05 ' NCDENR / ~ ~ V
~ ~ \ ~ - w , - v \ ~ ~ \ Q~ ~ ~ \ , ~ ~ ' 11-14-05'STORM MANA
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C DENSE TREES V ~ ti u \ 0 j N i i i t ~ ~ § i y rvro `ti"~i Iy, \ ~ 80.8 V N - k- / ~ v, , ~ / . - ~ ~ ~ ~
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~ ~ ~ ' _r~ SEE ACCURACY NOTE - ~ ~ _ - ~ _
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e+ae ava +.mr~rve~x t¢t: /xi~ xree v~~~.•~" ~aa saa+ ,~rr.?:T~:mes mtr os~ ~+.+aa,~er««-~ rxr a•a ..~;:y , ~ min ~ ur~w i~ sae ' - r.~e nrm ' _ ~ r,+ae¢+~x+a+e~;ry~.+na~mx ~ , - - ,lft'~`"B4 , -I- , , r ~tway r , , - t m„~._ ~e±te g$g -~~..K~ ,~,aem~ e°x~ ~ ,.-.a~+ ..,lw~ 'rte ~ ~ ~aa ~ne...~ ~ ~ , -
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w s 48 z . r BD 15; ® „ ~ 7 ' , J ' Y .
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~ U, 555 6 .4~ s ~ ~ ~ : ' q j- r' 'Zt r " 32.9 ~ ~ ~ Y ~ I / , ~ I ~ ~ ~ ~ ~ T
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~ ~ , ~ : S , ,f s r I ~ 820 - 3 ~ ~ i t ~ ~ ~ p g ; ~ 1 ; s .N ~ . RO OSED LOCATION OF ~ , . y jal
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r' , , A GE AREA = 1. ~7 AC. \ ~ r ~ ~ _ / ~
i Dom' tt, 1 ~ t,, ~ • / 9?~~7 230 ~ : ~ , _ / t.~.,,_,~ i I r, HRD 18 f ' 1 '_t ~ 3 f/ ! , iF , ~tt'. / _ ~ 180 CUBIC FEET _ 4 \ \ , _ WE ~
I ~ ~ t f , LEG j ~ ~ ' IR N 1'N = -FT o ~ / s " t. OTTOM DIE \ / • 8 3
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~ , , ~ / A ~ , ~ , . ~[IP,11 S ~ 1 ~ ~,(f' ~ r =ty, 616 2 Q : t BOTTOM EL = .820:00 ` ` Bib 2 , ~ ~
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t , ~ ' -t 'ef r t i I r z z _ y ; + cf ~ S I I ~ / t z.. ®HF y ~f' f tif,, r~ V j WEIR ENGTN = 2 FT• ~ /
~ , / - 87p~ r t-~ ~ r ~ { 7-rr j i i..,,. ,r . r / f', r~ 7 fit'. H D`~5~. y' .f ! t 8~ 7 a ± ~ ~ , , f ---1 w BOT OM DIM ~ 6~ LX25 WX4 D/
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BOTTOM DIMENS. - b , ~ . '1 ~ f , y S 1~ "l. , r i HRD 16 i .1 ~ ~ ~ s / ,i ~ ; 1
t i r'"~~ , _i_~60L 39~WX3.50 (TO WIER) l L~ ,r ~ z;? I,, j t. i , f HP 1 i• , f' '1 1 ! 9 r I ~ ~ \ 1 , s 1, ~ BOTTOM ELF 820.40 / , )
~ ~ ~ j ~ X f HR 0~ f ~ rt A ~ J- ~ F ~ t t 1 / f' `g5
! ~ f H;'zi~ ~'~V i ~t 1 , ~ t., HPI~ ! .f ~ i ~ ! ; ~ 1 ~ i , ^ o ~ ®OBD' 5~vI ~ 1 ~ D ~ 6BDi 0 ,d~ ( 1{~1 r -f~„~ T P , ~ ~ 1 ~ 841.2 Vii, I x / r
, 1 ~ ' 1 ~ t, , 1 ~ ti 'ti~, If22 { a E ~ --~D~S ~i ~ t', ~ i BD 1' HRD D'E ~ ~ ®,0;3D s~' ~ ~ ~s 877,5 ~ ( 7~ ~ d ~ ~ti 'RDi~16~' / ~ t p' ~ , tiA 't t ~ ~ 855.1 's ~ x / a ~ 1
X i d J. i~ t Ir ~ s - ~ } I r I 11~,A ~ 4 ! ,..f r.~.- t ,3 f ~ ~ti f ~ z r r s , r ~ ! P~ , A ' ~ ~ I ~ i ~ ~ / f /~a i , r ~ i '1 ~ . y
r IN R "A 4.28 A' ~ . j ~ r } ~ ~ ~ oBD ~ o''~ F ~ r' A ~ i , , G E, 3 , HID 0'`
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, ~ ~ ~ ~ OBD~2' r ~ 'l ! r 1 ~
OBU . , , ' ~ 1 ~ ~ HRD 9' ~ ' ~ r ~0, , 80TTO~R~L~~;==`858.00 - ~ -HRD ~ \ 1 ~ ~ ~ f ~ _ ~ ~ 1 . ~ I
f , f., , 829-5 , ~ , ~ x q. t' ' - ' 1 6x9.5 ; ' DIM NT TRA 11; ~ l 1
f ,f ~ ~ ~ r , :r i, 2 ~ HRD; 11 - d~ ~ ~ ~ . ~ . / x ' ' DRAINAGE AREA = '1:16 AC. ~ 1 a ,
_ ~ ,ti t~ ~ - ~ ~ - , , 1 ' ~ ~ 1y ~ ~ ' it P6 - SE TREES @H ~ " ' , `c\ i / / f ®IiP 9 ~ , Vii. \ \,t, r ~ ~~f i OBD 17 ; i c f_, - f I _ _ OB~! l f DIST• !ARE =1.`16 AC. '
- ~ r , _ (Q ti ' . \ it I I ~ ,u;~"~ ~ • ~ RD X25 ~ ~ ~ t AC ACY NOTE ' ' _ , ~ I _ 7 ,VOL. - 2, 88 CU. FT. ~ ~ / s > ~ ~ r _ ,f"
~ d e A~ f X 1 r e ~ i P ' _ , , 1 r~Vt'EJR LEId~TH - 6 FT• / ~ x I:~ / { p3 ~ c ' `SOTTO DIMENS = 35' X18'WX4'D ~
1'' t , tr r ~ ~IP14 _ _ . r HRp 36' r ~L' 9 { \ r - _ ~ P a„ ~C - , . r i f t OB 34 ~ / / ~ 4' ~ f : s TT L. _ ~ ,x 3 r 80 E 846.00. / '
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I I . ~ DRAI ~E AREA = Z.00 A , ~ ; . , ~~t fr' , ' ~ , - ~ r ~ 4 , T ~ a s47.o a o~, ~ , ~ ~ t X ~ /
7 oe~ lMNT AP. .VOL. - 4,100 CU• FT ~ , _ _ , ~ ~'i• ~r~~',. 1 ; ~ 1> ~ ` l , ~ / i _ 1 ? , 1, , ~,.y ~..:~r ~ t AINA ' A = 2.97 AC. ' ~ IR N = 6-F-T ~ 1 hi ~ ~ r S ~ ~~o I s ~ t~j aonM
P r xxD GE A WE LE , , ' a oB o ~ ~ VOL. _ 5,600 Bl~FEET M~ IM ~ = 41 X25 V~X4 D v r , ~ r ~ r } ~ ~ BOTO DES L , ( ~ ~ Y~~D qq
HR 0' 1,. f r~r t ~ ~ 1`~i,' ~ WEIR LENGTH - 8 FT _ ~ , ~ 1 ~ \ ~ B M EL.- ,86J.00,~ ~ ~ ~ 1, ~ ~ f •
~ ~ BOTTOM DIMENS, - ~ ` ' ~ ~ ~ ~ ~ " ' ~ f ~F1P16 ~ 1 1\ ~ ` ~ PHA ,v , \ 3 _ ; r ~ ti, ~ pp 5~ t , / n{~
~ ~ . ~ 56'LX25eWX4'D (TO WIER) DENSE TREES !z OBD 50' ~ ( ~ i' 1 • ,A J ; HRD 50' r' 1 I I ~ \ 1 1 , ; 3 , - BOTTOM EL:~ _ ~~?6Q0 SEE ACCURACY NOTE i ' , ? C ~ ~ 1 r/ j~ ~ ~ ~ , r .r', , ; j 3 1 i I ~ ~hdC
r ~ ~ OBD 34, ; ~ ( r(~ { ' 2 ` ~ y ~y p1i~33 , i ' la: j ' i \ 1f'38 i ~ ~ ,
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IM T TR , ~ ~ i r ~ r r /1 , k i I1 ~ t,; { t , a
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V 4 00 CUBIC ET ~ r' f oe 53 ta., ~ ~gDt,25, ? ~ ~ ,r t , ~ 1 " HRD 63 1~~D 5 , , _ , ~ ~ , r ~ Q , ~ t ' , ~.e~ , ~t 1 , , r ! ' ~ a " k ~ i 1~ X p ~ ~ ~ ~ m
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, ~ , ~ r ~ ~ E >1 r s;5 ~ ~ ~ ~ t ; ~ 4 ~ ' ~ RAINA E, F ~ 4 'LX 4'D ~ TO WIER ~ , ` i , ~ - ' RAINA E, REA = 5.00 AC. , ~ ' '
~ ~ ~ - i DIST . A EA- OTT M _ ~ 87,00 ~ ~ ~I~ D~ ~ DIST . A EA=3.5 ' C. 1 ~ , ~ 6 ~ { ~ ~ T
~ ~ HR s9 r r' VOL.' - 6,3 s' / ,i ~ , r. ,t ~ ~ I I ~ ~ • ~1 ~ WEIR L G WEIR L G = 1 ' FT. ~ 1 ~ r , 8
/ 897:3 OP50 ~ ~ r 883.0 ;f~ I~ i r, ' ~ ; rr r~OT fOM IMENS 65'LX 5'WX4'D ~ ~ % ~ i • Y ~ ~o
/ RD 34' ®HP62 ~ OBU 62' 9 I~®OBD 62~ ~ t I C i r fr, { . BUTT L.= D n \ HRD`^62' g0 ~ > .v..,~1 ty sc t .'t ~ n ay s BOTT L. _ `84 . b0 ' 1 ` a ~ ~t . t s 1.) REFER TO SHEET C-6 FOR EROSION CONTROL DETAILS, ~ ~~a~
\ HR ~ f HRD 62 } / ) y yF h + i~ S~ ! V ! ~r , , w, GENERAL CONSTRUCTION SEQUENCE SEEDING SCHEDULE, AND I .
~ ~ EDIM T TRAP 7 35. ~ ' / ~ l f / ; ~ ~ _ ~ ~ ~ ~ ` ~ ' a59 z CONSTRUC1i0N SEQUENCE FOR SEDIMENT TRAPS. 1~ 6 1 X j
® ~ ~ / t r , ~ ' f D i48fT osD ~ V L, = 9 CU, FT , ~ ~ ~ ~ I ~ ~ ,~0 „ 1 I t i~4~ 1; _ ; t a0 a ~ ' I ' ~ 111 1 Y
f HRD 6 ' V ~ ~ _ ~i HP6 ( ? $D 34% ~ i ~ ~1 ~ ~ ~ ~WElR L NGTH` - 12 FT, I ~ / ~ oe s2' ~ ~ i a ~ ~ lx_ , + r ~ ` S ~ ~ 2.) SEE SHEETS C-2 AND C-3 FOR ADDITIONAL EROSION CONTROL lnl 1j'' b, ~ ~ Q~ ~ [ I MF~lSURES IMPLEMENTED DURING GRADING OPERATIONS. ~ ( ~
\ HP58 ~ \ _ e ~ I'. D 6 1 ~ f f t•. i ~ / ~ B TTO !HENS-,- 77 LX30 WX4 0 / ~ 4 J'> r ~ ~ OBD 6. ~ , 3 1 . /
~ HRD 62' \ BO TOM ELF 800 ~PCZ ? 11 ~ ~ ~ j ~ OBD 63' ~ r ) ! t ' ~ ~ 85:8 r~ ~ ~ r r 1 1 ~ ~ ~ i i 3.) PROVIDE ADDITIONAL MEASURES AS THE SITUATION WARRANTS,
~ 2 HRD 63' ~ ~ i r ~ , - - ~ ~ ~ ~ ~ ~ I ~ ~ ~ x, I~ , ~ ~ ~ 1~ j ' I~ .1 ~ ~ I
~ ~ O ! % ~ t 7 : [ / r ~ "i,. ~ i ~ ,i.~ !1 ~ ~ f' ~ t t ~ , ~ ~ ` / ~ ~ P59 ~ ~ w~S': S 1' , . , ~ ~ 4,) MAINTAIN TRAPS AND OTHER EROSION CONTROL DEVICES 15707 i 1 ~ 1 ,1 ~ THROUGHOUT THE LIFE OF THE PROJECT: ~ I . a .•F ~•f ~
1 ~ f I i n DIRECT SURFACE FLOW ~ r ~ . , ~ i ~ g2' ~ ` i ~ ~ , , r~ INTO EDtMEN TRAPS W1TN HRD ~ r ';x ~ , ` ~ '•.9L •.NGINEE.• ~ o'
~ ~ r r G RSION DITCHESV ~ , . ~ : ~ ~ VE ~ I
~ ~ , G„ ~ 1 ~ ~ ~+lul lal~~~ / / ~ .r; 111
901.3 ~ - ~ _ "~1~6058'3,~f9 ~ i r9 x ~ ~ r 5 6 } ~ ,
!M NT P i ~ ~ n ~Q r' ~ ~ 857.20 t ~ ~ • t ,3' Wr i/ ' ~ a , r r~ ~ LEGEND:
OR AGE AREA = 2~ f9 AC• / \ r ~ , { ~ _ _ 'z_ ~ 11 VOL. - 000 CUBIC FEET ~ ~ ` ' f ' 1 f i s r' Daie: Revisions; ~ F
l N - 6 FT ~ / \ x .Psi ,.~x ~ ° , ~ . , WER LE Gam- , ~BD 2D' ~ f ~ , r` r ~ / r'' T, ! PROPOSED WATER ` f 1-05-05 • NCDENR F t t'~
BOTTOM DIMENS~- ~ I ~ s ti; e e e ~ r r' ~ ! r~ ` i ~ ~ 11-14-05 • STORM ~IANAG• ~ ~ ~ }i
4 LX25 WX4 D (TO WIER) ~ _ ' , ~ ~ > ~ ~ ' ~ r'. s / o ~ ~ , . Ex/snNC TREE uNE 5-08-06 • MINE PERMIT
~c~ B TTO~Th f~-= 95, 00 / / ~ a ~ t , \ i } ~ ~o , ~ / \ S IM T TRAP 6 ~ r 7 ~ ~ : ~ = ~ - m~ 1 00 .
L fiss.l HP54 / DR 1NAG AREA"'~3r2.~ A . ' ~ x OBD 27 ~ \ t ,r r \ HP68 ? { i ~ ~ ~ EXISTING SINGLE TREE ~ / o N j
c HRD 2T / VOL = 5,500 CU. FT. ~ ~ ®oBD 23%_. ~ ~ 0 / ~ ~ ~ - r' ~ ~ . ~ / ~ WE! LENGTH 8 FT. HRD ~A ~ P71 f f, ? r~" i ~I 1 l 3:4 ' . U xi ~ SHRUB 4 (n Z
®HP55 OTj,OM DIMENS = ~8'L~25'WX4'D ~ ~ BD 5 s V~ I J ~
c ~ o ' HRD s2' OTTOM/EL.=~9QQ0 \ - ~ ~ s ~ 't 6~ _ I r HP86 DRILL HOLE WfTH ° ~
~ x-8'1 / , I ~ { I ®DBD 82' t ~-8ry0 ~ ~ ` ~ HRD 82' OVERBURDEN DEPTH AND fZ . ~
r ~ ~ ~ ! ~ ~ , W ~ ~ ~ - P 6----- ~4~ \ V~ ENSE TREES j; ~ DEPTH TO HARDROCK, 7 ~ 1 ` ` I ^tnt
~ ,z , \ ~ , , \ 2 ~ rotsu 6 i C N ' I ~ ~ 25' BOUNDARY BUFFER Q
~ ~ / HRD 62 HP69 tl ~ SEE CCbRACY NOTE ~ / ' rn ~ \ \ OBD 2 \ ~ o , , , ~ `t s `r~ Z ~ s ~ ~ l U J
/ RD 29' y 89 . ~ ' . / ~ ~-6B 10' rt , . 877.3 ~ { l Q
~ ~ , ~ , ~ 1 ~ PROPOSED 24' WIDE~,~NTRA CE OAD ! ITIALL / HRD 35 - x 877.3 ~ _ CREEK BUFFER 0' d' x ~ ~ ~ .C ~
' , ~ `D GRADED N FOR E IP,ME T AC ESS OR G DING ,a ~-f ~ ~~.y.` ¢ 911.2 0 ~ a. 1 0 I h- ~ r,~ s CREEK ~ r
r i c~ I ~ ~ x \ ~ ~ _ THE PROP SED OCE 1NG PLANT A EA. ' ~ \ ~ , _ ~ ~ U a~ Z r
I, ' 6 ~ L~ ~ ~ ~l 1 \ \ ~ r, 1. {S~ c I o V 906:0/ ~ ~1 ( Y 80 ~ , ~ , ; , ' , , ~ ~ N V V1 i ' - E `--..._r" ~ -t. PROPOSED FRESH - ~ ~ D
~ \ ~ / L 1 + /8 r ~ 1 ~ Y 860 ~ ~ . ~ ~ WATER POND ~ ~ W Y O ~ _ ~ 00 V
~ J `l i ~'-f r' ---r, / i C7 ~ ~ ~ . ~ ~ ~ 4 1 •.f ; 1. ~ fd ~ I1 i W N / ; ! ~ ~ ~ EXISTING UNPAbEO ~_.._r ~ ~ O o0 Q
a I / ~ 1, r,.~t.,, / i ~ 1,, ~ / I ~ F~RRr 7 , / 1 I ROADS - Z $ ° _ ~ >
Q T I '`'~jL ~ EXISANC FENCE X X = L Q Q c a i ~ 3 r-
~ i " ~ f': ' PROPOSED BARBED WIRE FENCE - ~ + ~ ~ ~ i X X U VI
+ + ~ + s ~ ' L
- _ x - - ~ ~ - ~ ~ i~` ~ ~ SILT FENCE tl .t ~ ~ + m 1 ~ + V ~ ~ ~ VLV
I ~ - - i \ \ ~ _ f It~ ~ ~ I ~n~ 0 LO . ,4~. PROPOSED TREES m?~ift~- ~ ; O
s i ~ - ~ \ rl 1890 t $ \ I ~ ~ z ~ x-890 ~ ~ I~ . C R ~ 00
~ ~ ~ ~ ~ ~ z, , r ~ t u
f PH _o°~T uT°~ \ POWER POLE ~ a. ~ ~1 ~ "
~ I ~ a.< ~ t. 5 / ~ ~r')i \ f")IT ~ nl irnl~r Innrn 1 nre ~nl in I 'C ~
~ I- 1 r r UVCFTQUITULIV IZCIVIUVHL Q- o
I I ~ I \ a~ I 218
4 151563091334. 53 SCALE 1 =100 /
E I 553943.50 o I 899.34
z \ \ co
100 0 /50 100 200 d
a its l 4 "71
C-) I 5 OF I
co
1

1 r''~" 1 1 I I I .
Y F~ I 3 LEGEND:
r f a. - 1 ? ,4~ ~(i ~ ti ~°n i i PROPOSED WAIE•R ~ ~ ,
~ i Q , \ ~r { E. ~ i
P ~ , o O ~ ` r 897.0 ' I' ~ ` ~
L , ~ X ~ ~'L, ~ ~ 5 EXISANG TREE LINE ~~A.r~ ~ ~ ~ ~ ~ 6`
1 1 ~ ~ ~ t ~ .,e i I ~ ~ EXISTING SINGLE TREE
( '`4w. ~ ~ ~ 7 ~ - 0 ~i mL 4w i. . ~ R ~ t L ~G i ~ ,
1 ; 8 f V ~"1 r , , , ~ y ' ~ • SHRUB s......
(l \ `4 \ [ a,ti.r„ . ~ v - ~ 1, y ~ t 1,
S, ~ , . - t ~ t? ®HPe6 DRILL HOLE WITH
4 E ~ ~ ` , ~ ~ ~ ; t ~ ~?j HRU 92• OVERBURDEN DEPTH AND i ' ' ? DEPTH TO HARDROCK. ,
~ i . .~a . ~ , z; ~ ~ f 25~ BOUNDARY BUFFER T `
, ~ n ,,.;,4 t, p ,a 1. ~ ` V Rfi N0. 6 k ~ 1.~,., , ~ ?t CUL E , r, ~ ~ +
• ~ r`t TURN DITCH N0. 7 OUT INTO A LEVEL SF l.E. 1N=852,50 ; , e - 7 A LEVEL -SPREAD R._ ~ - . ~ " r - - " ~ ~ ~ CREEK BUFFER ~
~ j.~~a.OUT=892.00 ~-E"~~ ' rte ~ (10 FT. W1DE ®ENTRANCE, 6 ENTRANCE, 6 DEEP, ~ - -
4 ; , " 3 FT. W10E ®END AND 70 FT `a.t AND 10 FT, LONG). ~ ? CREEK t
~ - 4, . PROVIDE A 20 fT, _ LONG TRANSITION ~RO~ ~ 18° CMP .~CULVERTS'WlTH-. ~J Q1T~H N0. 7 y r''°~''~,. TFALI. CULVERT N0. 11 \ n ~ ees.e r ~ _ 0=5. 4NSlTlON ~i70M~ DITCH. ~ ~ ~ Q=5.96 CFS , ~
~ , ~ 1/2 CY 1~1P kAP AT OU a 18 DEEP WITH AN 18 WIDE X " 7 t. s l.E, 1N=892.50 ~ ~y` DENSE T)EEES. V=•3. - PROPOSED FRESH V-~3.O2 FPS..... t v ~ . tf WATER POND
r ~ . ~ a , ~ ~ " , ~ BOTTOM; 2' 1 SIDE SLOPES. ~ ~ c. zti ,.,ti ' l.E. 0(fT=892, O ~ • SEE ACCURACY NOTE S ~ ._.880
~ j ' ~ r Y LINE WITH EROSION CONTROL 1 ~ 1 . a 1 ~ Y FABRIC; SC150BN OR EQUAL ~ T~ EXISTING UNPAVED O ~ t ? i~ ROADS
[ C ~ + ~ S - } ~ . ,"d ~ ~1' t = ~t. O EX/SANG FENCE X X-
F w - ~ ~ ,
r'~' , - , , ~ ~ ` ~ BOUNDS 7 ~ i. ~ M I ~ M1T. ,..~-.,..v.,.,, , . PER R PROPOSED BARBED MORE FENCE X X H Y 'ERM1T, BOUNDA
d t J ~ - - ~ t ~ 902.9 ~ ± .v~.- 877.2 I X sttr FENCE . t` o`~ ~
r ~ , ~l i ~ ' ` ; n ~ ~ ,I~
~ ~ _ _ . . r DENSE TREES ~ ~ ; r ~ 897.8 ~ PRA°OSED TREES lr:°'.~- 4 I ~ {
~'i ~ t, ~ ~ ~ ~ ~ ~ ~ , , SEE ACCURACY NOTE ~,,,,,r-~~ ~ X 1.~ j ,h.~ ~ !j f ' ' f< ~ t iii LlMrT of ~ ,
,~A~! ? 1 ~ t / ? r ~ 8 ~ ; s f ~ f" - -870-~ ~ _ ~ 1 1 7 1 ~ .AFFECTED l~, POWER PaLE ~•r~ -d-
s ~ ~ J' _ - d. ~ t j L J ...-,-.4, ~ S , i ,,_.~.n~t rj. a`~ 897.0 } ~ Ht t t ' ~ ham.. o X -f yit C AREA N-+ - - - PROPOSED 20 FI: WIDE ROAD. E--+
, - - i t' ~ 1 SEE CROSS SECTION, t,
'r ~ ~ ,4, ~.1 ~ j ~ r ~ ! ~ ~ ~ SHEET C-8.
,,~,f' ! ~v,. ~ 1 , ~ ~ X yt t'4A n J 1
, \ tj- P l
r r~~;^~ ~,t } ~ X 1 o 1 ; t ~ ~ t T ~ t ? ff. , i )y;.f
DENSE TREES . x.1'',1 ~ i , , ; t /,~wY~, m , < ~f 870.7 x
r r ~ _ _~1 SEE ACCURACY NO ~ ! ' ~ r ~ 1 i 882.8 ~ - s / z_ o~ /
, ~ 897.0 i 't 4 x 00 , r ~ 1 ~ i , / f-" 1 ,i n , G 1 ~ V X ~ ~ ~ : ~ ` = 87 ~ 1 _3,{.
, ~ , ' UNDIST RB~'D ~ ~ ~ { ~ t f t ' - ` r• , ~
i r y r : ~ ~ / } ~ . l ir, ~ _ _ NCH N0. 6
r 898.7 l ~ P 8Fl0.9 , ~ J r' ~ „ l8 DEEP WITH A 1 FT. - ?
a, r ~ ~ f ~ s 1 ~ , ti i r i, r v Y.. ~ ~ ~ . yr, ~ ~ WIDE BOTTOM; 2:1 SIDE SLOPES,
„ I I LlNf WITH EROSION CONTROL 15 D1A. HDPE `r. ' FABRIC SC 1 OBN OR E UAL
~ ~r . ; ~ ~ ~ i ? 'k ~ ~ ~ i ~ 1 , 5 O \ ~ ~ SLOPE DRAINS WITH.. • } ~
ti ' i t y~ rf .fr ;mil 1~f~ 't ~ I ~ t ~ ~ r~ "TEE" FITTINGS; ,
INSERT ' _ , f ~ j ~ r ~ ~ 0.8 AC. D1ST• AREA EA. ~ f
~ - _ ~ 1 ~ Y.r 1~ ~ z I I ~ ~ ~ ~ ~ - REFERENCE FROM STA. 53.50 { PROVIDE 12 HIGH X 5 1
~I ` s EXISTING POND ~ ` / ~ . r - DIA. GRAVEL DONUT ~ • C 887.2 ~ ~ INLET PROTECTION.
TO REMAIN t~ ~ ` . r tk ~s- i i X , ~ ~ f ~ i ~ ~ ~ t J
111 O r . 1 r ~ ~ i 109 ~ 1,A ~ a' i ~ 1161554.21
6 s '°z' ~ ~ ~ , ~ C - ; 557286.81 ~ ~ - ( ~ i 884.84 , , ~ ~
, ~ ~ f 't, ' f1`~ t ~ ~ ` a1. l A ~ >,j
l i i I a~ ~
t, ~ , ~ ~ W.E. t ? ~ ~ 4 ; ~ i iI f'~ • ~ , 4 • ~ •n
~ , ~ I ~ f , . 841.8 i ; ~ t \ . ' r' ~ ~ 1 s l .r I. l e 1 r' ~ ~1, i ~ W ~ _ ' ~
e 1 r ~ 4 ~ J ~ t t _ ,x 1 / .y. ~ ~~y'~ I ~91~ ) ~
S ~ r ~ ~ ~ t r , ~ l,_ t r ~ ! ~ ',I/ REFER TO SHEET C-7 FOR CONSTRUCTION ~ ~ ~ ! SEQUENCE AND DETAILS OF PROPOSED
~ , ~ - t v , ~ ~ ,r ~ CENTERED ON a GAR ~ E aeD . r _ q . ~ It,
25 BOUNDARY BUFFER DENSE TREES t _ _ ~ - _ . - , ,y ~ i _x j ~ 1 a j,_ , I i . I ~ FRESHWATER PONDS. } ~
S..E ACCURACY NOTE s ~i~ _ _ ~ _ _ 1 ~ t ~ ~~1 t' ~ - - - , ~ ; ,o _ j , V a ' ~ r~ ~ ~-1 ~ ~ ~ ' , ~ fi 60 a ~ 1t 9 i" ; ~
i f t ~ , , i • ~ ~ PROP~SED. REDI MIX CONCRETE . ,
G+ ~ 1 . ~ ~ ~ ~ _ _ rn r' 4 ~ ~ a~ , A , _ ~ PLANT PERMITTED 8Y OTHERS AND
~ ~ ` j ` ` ~ ~ a- ' ~ ~ROPOSE~ `,FRE~'H WATER'" POND 4 . ~ 4 , ~ t ~ ; ~ , ' FOR REDJ-,MIX ~ N,t; ~ ~ I ~ i I ~ - ~ f ~ N r RED IX LANr j .NOT, INCLUDED 1 TrlE TOTAL Z o i, T~ ~ 1 O ~ rf F ~ ~
848.7 5 ~ i ~ ~ ~ ~ ~ ~ 50 ~ \ X a4s.s , "t ~100368f•.~CU. r#T VOL. 750 750 GAL. + 1 850 1 ~ r _ ~ ~ ~ , , , , ~ 4 A ESf PEl~MlTTEO ACR GE FOR THIS i ~ t' m SUBMITTAL. ` - ~
~ X ~ } ,t 850 ~ A~ ~ Y ,.Y , r t. \ 1 ~ ~ a a U
- , ? ~ ~ 00•-I£`~ TO TOP bF DAM. „ + + ~ e_.. ~ ~ f ! 5~, . t r, i r~,. , 9.:32 AC:-FTC ~ ~ , ~ , d P' n ~ Z I
, ~ , . _ . , TO ~ W ~YS j r' i
< < EME GENCY S~LWAY ~ ~ t < y } I~ ~ ~ t t _ _ , s ~ I ~ 6~&,, y ~ a fir'' r ,
` ~ 't . ' ELEV. 832.0 ''~0 FT WID~X , r m ~ ~ ~ a 4 i .tl 9:0 ~ ' ~ ~
~ j it ~i 1 DEEP C SS RIP RAP, f i i t 4, j r Y X50-6 1.5~' SLOPE. r '.t , ~ ~ r t ~ .P r ~
c . \ • t ' ~ ~ - Haub
, , TO 0 EL. 834.00 ( a ~ - p , ~ - 0 RA ARRY s o
, ,WIDTH = 50 Fl: ) , \ ~ , . ' ~ f ~ .a
~ ~ _ c . " . - E ~ Q ' ' C=8 CAL 1 "=100
Q i 3 t - _ ' _ O ' ~ ' ~ ~ j ~ PROVIDE RIP-RAP CHr~'CK DAMS, . ~ .x ~ m_~ - , ~ •~SEE CCURI~ Y T r ~ ~ 5707
- 3 - ~ X • • , ~ - - I ~.I , ~ SPACED j5 O.C. ~ -
; _ . , ~ `t • c ~ 100 0 50 100 200 9G •.NGINE~;•• I ' ~ ~ ~ ~ • ~ ~ CULVERT , N0, ~'Y10 /Q 5~
C~ ~ s ~ ~ ~ ~ i - ~W Hj t , ~ E. rN- r 834.00 ~
O.- ~ I , i 17.5--EF '4~1A. PRIMARY ~ . , ~ 1~ ~~unnn~ , ~ !•E•, OUT=, 833.00
850 ~ A ~ ~ ~ ~ ~ ~ UTLET BARREL 6.29 SLOPE; , ~ ~ ~ ~ r,~ , . ~ ~ ~ . ~ ~ ~ ~ 1NV; EL_ 1N=820.00 r' ~ - ~ r1 SEE SHEET: C-6 ~l ~ ~ ,
° 200 . W)D B FFER, ~ ~~i ; _ ~ _ INV, EL. OUT=859 > > f ~ •
. ; , o _ ON NO PEN RANCH ~ . , ~ ~ .n O CEN l~ , TERED ~ ~ ~ ~ ~ ~ 14' WlDE.~ X 30 !7 LONG R!P R P= ' ' ° ' I PROPOSED .ASPHALT PLANT Date: ~ Revisions: • t ~ ~ ~ ~ ~ PERMITTED BY OTHERS AND
; ' OUTLEF CLASS 8 d50- A, ~n ~ D~'NSE TREES V ~ ~ ~ ~ + • as • • . `t i ~ f ~ 7-05-05 • NCDENR j • NOT .INCLUDED 1N THE TOTAL \ ,
\5EE ACCURACYvYOTE \ ~ i , r . 5-08-08 • MINE PERMIT r • ~ I 1 ~ PERMITTED ACREAGE FOR THIS
a7, ~ . . A _ ~ ~ , ~ ~ ~ ~ ~ i SUBMITTAL. O ' / ~ ~ ~ , W
A ' - = a- ' _ 18" CULVERT ®ENTRANCE TO ~ i N
so \ \ n ~ ~ - ! ~ PROPOSED ASPHALT PLANT . t, \ ~ i i V
F \ ~ 820---- - i 1•E. IN=811.0 I - NZ . i i~" DIA. HDP LOPE _ ,•I•E. OUT 805.50 O
~ _ ,y ~,i , \ t ~ ~ ~ ~ r I R~ WITH '7EE" FlTTI 5" ~ I , J ~
~ ~ ~ ~a.~ ~ A 2' HIGH .x 4' WIDE ~ ~ , : , ; ` I P,. ~ ~ Jim ~ _ t~( \ 8 AC. DlSI: AREA fA. _ -8zo- - - 0. _
~ ~ . . , ~ \ P RMANENT DIVERSION BERM ES s t ! ~ ; • R VIdE l2" H1GH X C. 6 ~o 'DITCH NO. 6` CONT• 7 ~ ~ + m
' ~ ALONG TOP OF SLOPf ` . t \ 6RA DONUT _ N t r ~ 81 c ~n ~
. i a Q t ~ ~ PROPOSED ASPHALT PLANT _ ~ ~y'" PROVIDE EROSION CONTROL BLANKET ~ Q
~ ~ t _ / ~ ~ _ ~ C ~ ~ ~ p F ~ ~ ; 5 t 82 ~ l ' ~ TER POND ' F FR SH WA ~ 1 1 0 LF 0 E ` Z O \ S CK~I. _ ~ ~ ON ALL FILL SLOPES• U F, 5.6 ACRESt ~ Q oo
~ _ LEVEL .SPREADER, FI~WIDE { ~ OVERFLOW STREAM TO NOG PEN BRANCH; 2 n ~ t~ t ~ G ~ ? - NORTH AMERICAN GREEN ~ 4 ~ ~ sto- - Za a Q. m~
TT M WIOTN, ®ENTRAN END 8 DEEP" X ~ , ~ 30 FT, -WIDE BO 0 , I, , ~ ~ ~ S75 OR EQUAL.f ~ ,C ~ \ r ~ ~ I
r ' ~ N ~ ~ C-8 ENTIRE L GTH OF SLOPE TOE; CONSTRUCTION PERIOD TO OCCUR BETWEE / Q=21 CFSf , . v~:: _ 81 _ ~ BEGINNING AT STA. 32+75 O ~ ~ ~ y , _ d' \ c ~ TOC PILE ~ ~ WIDEN DITCH 80TTOM TO W V
~ ~ ~ , - ~ I r s V~ ' i ~ QUARRY OpERAT10NAL YEAR 3 THROUGH ,r' r , k 'YEAR 6 AS PART OF WETLANDS M!TlGAT10N,
-T5" DIA: HOPE .,SLOPE DRAINS 1.0 AC. DIST .AREA EACH,. ~ ~ ' n` ' ~ ~ ~ ~ ....~:n~~°o~.~`".~ •..4. - 2 FI.~AND LINE WITH CLASS B ~ ~ p ~ Z 1 . , _ RIP .RAP, d50=6"..:'',,, ~ Y o
~ i , HP45 ~ ,Y, ~ " ~ - P s ,h _ PROVIDE 12 HIGH X 5 3 ~ ~ ~1 ~ ~ i N ~
p !i t D 1 ~ , L f ~ ' % HRD 22 \ ' ~ DlA. GRAVEL DONSJL s ~ ~ d tp ~ ,
U ~ ~ ~ ~ \ ~ ~ 1N(.ET -~OT~CrION. ~a, ,r w ~ ~ _ m ~ r •s ~
v~ ~ FOR. CONT: ~ • " 1 ~ c , _ ~ ~ ~ . 8 i., ~ lJJ o ~
~ r ~ o \ s~ l ~ t y . ~ i _ U ~ f \ ~ ~ ~ • _
~1 ~ ~ ~ ~ • . ~ h o 8 ~ ~ a ~ ~ ~ p ,8 ~s \ _ ~ - r- I ~ ~ ~ 8 ~ c to
m ~ ~ ~ ; ~ ! ~ ~ e i , ~ n , ~ t ~ DENSr TREES ~ ~ l . w ti . ,-3 - + , Y9 1 7 Q EO
1 t~^ rR p ~ V y , , ~ s ~,r' Z SEE ACCURACY NOTE 1 0 • ~ ~ Q 7 r • ~ ~r
, _ ~ t f _,.f.. f , , ~._1 . ~ ~ ~ _ f ~ ~ ~ ~ ~ • . - . . ~ ~ ~ , 1 P I I r.. ~ - ~ w ~ - av w ,
HP44 ® ~ ~ s > .,,.F.r , j OBD 0: s ~ 7 ! ~ A U A OTE ~ ~ b~-- ~ T
~ ? ~ t ~ j i ~ 1 ~ P f V 0 T 7 a j ~
u>i ~ /
t E \
y v F
d 00 -M/ TIA L PIT FLOOR ELEVATION; 0 C .01 y
C~3 C-fy 190
SF _ L E1 C0 D
,11 4 OF 13
O
CO

fi
i' ~ :'^~s ~_~~~OBD 5 a ,..u. ..n.~,v^~ z~~ =rh a r*~ ~rc~•*^a..' r~ .00. I ~ t , . .-$a~, . \ ~ HRD ~4 F _ I ; - , f _J . . , ~ ; ,
I+ ~ ) WA 1 ~ ' MATCH. ~ LINE SEE S E r ~ ~ mS _ F, , a' EMERGENCY S LL , ° , a , P f ry t t i j' . . ..,e.».,. s., F.
t. r ,®HP48 0 1 E ENC -ILL _ . _ ~ I EL. 856, 00; 25 FT: WI X BD 5, _ 4n- , v~ ' 1' _ . . HRD 3$' -
I ` „ _ na ; " HRD: °"~L.,. 8 1 FT.: ~ E 4Y 18 EEP RIP RAP, d50 ~ , : , - S~. , , _ n~ , ,I x m - , r ~ f,.~ _ , _ A ''y ~ ! ~ ' "k n~ O~D'1 _ s /
o ~xP49 r „ ..,...18 _ p C • S 8 RIP F , I r t ~ ~ . i ~ ~ I - 4, , . . . d r HRD' ~ ,f ~ i _ i
0 oBD 15: - d5 } 6 _,..59s"SLOPE 3 - s s . HRD 2 . - P27 ~ ~ _e ~ _ , , , ~ / ~y S ~ ~ _ ~ j I ~ : ~ 1
a~, OBD 1 ~IF36 ~S , ~ HRD 48 v. r w,1 ; #78 P* , Y ~ a x t ~ s
p I w ~ - TEMPORARY SLOPES bRA1N oBD 5 ~ _ ~ - w, a fir; N~. F ' f ~,w~ HRD: 20' r v- - ~N. R PLAC o ~ , ~ tY ~ y , ~..a._ r ~ r. 14 WIDE ~ LO ~ M,._ _ GRAV D
I ~ k ~ DURING CONSTRUCTfO E ~ ~ . ; , ' LF~ 15 blA. PR RY 9 f 70 °fX1STlNG POND WITH EMERGENCY,SPILLWAY : f , s ~.r.a_,. ~ P ii / ~,.,._u , . • " . +
I JACENTf ER POND IS ~ RUCTED. TLET BARREL- ~ 5.569 SLOPE; ~ . ON AD 1 oD ~ o F ~ :w, { • , ~ h _,.r.a. , S SHEE l
I PROPERTY, ~ ~ s4. ~ . ' ~S 'i , ~ INV. EL ~ 1 -81 00 ; e I ~ ~ ~ x ~ ~ ;?25 ~ at INV..: ELi OU =8 , WASHED ~ k SCREENIN ~ g9 ~ , Kk
, ; ~ t . _ OBD/ ~ ®101 7 ro. I r ~o ~ ~ ~ r ,
" 14 WIbE.X 30 FT. LONG RAP HR~T ` ` ~ ~ M`,. llso5zsa5; ' ~ - o ~ ' Via„ 4 - 1 f
~ ' I , \ . ,.OUTLET, CUSS B, d50=6 . ~BS ar; ~ fr.;."~ Y, asz»a PROPOS~'Or FRES ~ o' r ~ 2t4 DIA. RISE ' Y 820 DENSE ~ , w IDpk 12 . , ~ prrcH .Noy ~ , I
I .iY.E__.. WATER' POND ~ ~ ~ t. . p EL =815.0 , ' I ...853:.00 ~ G ~ i ~ / ~ ~ 4 ~ • C
L.=134,240 CU. .t - ~ ~ a . i .F ~ t,,, a ~i , , , , ~ a . : ~E , t ~ 0 ~ , '3 F s - 1 EEP,...WITH A , a`s E ~ , . . V ~ ~ ULVERT NO. 6 / i~ , , " ~ ~A ~ ~ ~ F1:~;.WID~. BOTTOM. . 61~ T ~ ~F ; l.E. IN= "817:00,, ,
: , , I " ti.> E : s~ ~ ~ , , Y ' I, 419 220 CU. . VO r ~ HRD 17 € r~ ~ _ ~ , r,... ~ ° . ~ ~ , y N ~ "2~ 1 SIDS; LINE~~W1TH f
~ ~ ~ : i P . ~ s I ~ar0 T of D M , . _ Yr ' ®oBD 7' e u , r ~ ~ ~ GE• OUT~-_ 802.00 • • ~ . ~ ~ 'CLASS ~ RIP RAP w, ,x , ~ ~ °WASN a~ ~ I S ET C-6.... .
° ~ ~ .6 ACRE FT - r HRI~ 1. ~ . , HP24 l ~ ~ , . ' ~ " p ~ ~ , oBD i TE L L' ~RA18ED~TO EL.. 1 ; , ~ s ~ ,p _ . _ , _ _ -s ~ r ~ r - SEE SHEET,, C
° ~ ARY , Z00 LF 15 D! ~ _ ~ ~ ~ ~ ~h , ~ Y ®100 , , : r, , .,-xRD.,, s,~' N" C,~ 'AC1TY INCR AS 0 _ . ' ~H ~ ~ OUTLET BARREL ~ 5~•,SLOP ~ ~ _ 1 s`~s.ls o ti / TOP ,o . ~ _~..e . ~ ~ PON . • ~ o
, e ; D 3 L ~Y, 'n . • 632 27 6"?, , r 1 CU. Fr` ,.6,45, 90 G . ~ I r _ 50 INV. fL, IN , 844.00 , : ~ , ~ ) ! r' RD "35 : ~ . ; 'x:70 t , , ~ t .w ~ ' ~ PkOPOSE~ FRESH _ G RECYCLE ,f,~ . I r t `st".
INV.: EL. ONr=8341 r ~ : c , ; ,1 , 82,2 0 TOP,, f ^ WATER= , ~yc / 4 ~ ~ , , . o POND ~.w. S s CONCRETE + '~-14;4 CU. FI:. 29 SLOPE,,
DIA. ISER , ~ 39; ~ ~ . a ~ , _ : ee ? TOP OF DAM EL. -858.00 , , , : ~ ' M ~ ~ ~ , ~ - p ~ OF DAM'' 2~ C.,.FT) ' ` ALL c , . _ 838.9 „~-8 f O60 LLONS) ~
OP 53.0 , , ~ S e . I: ~ •s..~ tea, { ~ ;®EiPll ~ 5 ~ } C T~, ~ ~ d 816.E ~ ~ EL. 0 x16.2 ' ' 1 _ 1 5 I •
' 0>3D 25 P21 ~ 1 . _._,3 t,...r ~ r~" ~ ~ ' ~ q ~ X t 1 " ~ nls;,~.<n . ; ~ ~ HRD 25 ! " ; t" F OBD 2' ~ t A j lr ~ 1 (1 t , ~ ~ ' WIDE. X 0 , ,,.LONG RIP t ; • ~ : h. , ~ ~ , ,..j~ ~w. ~ ROPOSED RU HEb STONE ~ 9 ~5 ~A~RE ~ _ ~ 1 ° ~ ~ a, l
I .x,.,, Y !I i tr .HRD ~ n , ~(Y . ~ r: y ~ { , ` ~ ~ I _ Y f e ~ 1 ~ OUTLE , , LASS B, s 850-¢ , ~ ~ ~ 4; t ~ HP9 ~ T ~ ' ~ ~ . ~ • ~ ;PROVIDE '12 {HIGH X 5' ~ a ~ , s, , PROCESSIN PLANT
_ , - , t ~ t i ~ HRD 13 ~ ~ , ~ f~. t~ ~ ~ ~ + ~ e . , I + 6 ~ e..7+ DIA'". ~RAI~EL DONUT ' ~ I'~E,, ~ ~ R Sf r t ~ ~ 9 AC t 1 ~ ~ ~ I ~ , ~ ~ ~ ~ ~ 1N T F'ROTECTION•
t - a f4 ~ , : 9 ~ }-t ~ UNNA TRIBUTARIES ~ ~ T LE ~ ~ MCC I ~ ~ . .,_r W
~ 1 0 ~ , • Y 6 c ~ t , I , r , " " ~ ~ Sri , ~ , , . ~ ~ F' 3 ~~~A r Y ~ rl ; ' ~ i _ ey , , ~ , ; T E REMOVED AND . ~ ~ - r . p' , . r ~ Yh , t I ~ h , . _ MINING - ~ ~ ~ , f 6 ~ ~ ~ x l ~ ~ ~ ~ ~
A r i[ , ,tj 1 ~ i "1. ~ i ....gyp i ~ ~A [ 1 1, ~t ~ ti , ; ; ~ ~ . MITIGATED ~AS , ° r r' , ~ , ~ , J - r ~ : ~ • f , SF " SF~. ~ A ~ / l CULVERT N0. 8
Y r~ ~ ~ GRESSE~' 1 ~ , _ ; ~ ~ 1 ~ J - ' ~ ~ CC1 l t l" / sae 9 LE. lN= 818.00 .S`
I 9 ~ ) f n r ? - . ~IP2D ~a Y , r ; ~ k, t Y?~ '1 1 ~ + ' • , b ~ , ~ • , s , , ~ 4 ~ ~ q ~ oBD 5, a f~..... , R ~ • 1 I_ ~.ti E a , : ~ ~ y ,f ~ ~ ; , ~ ~ ~ I ~ ~ / ~ RETAINING E / X LE, (BUT= 802.00 ` WALL
7_ , H D , r 5 { ~ y ~r, - P19 ~ r. i r . 1 ..x 1 1 g ~ , ~ _ ~ ~ SEE SHEET C-6 - s ,k 1 _ ,
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1 ~ ~ rr I ~x,~,,,,,M ~ . 1~ HRD 16 % r~ Il 7 ~i ~ ) 's~ ~ - 7 4 1r.• y , , 1~..- ~ t_ a r r ~ (®HPCl f ~ ~ j d 1 JAW CRUSHED; D.l. N0. 1 s i', , + ~ , ~
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- W TH . , } ~ i G~ BOITOM 10 I~ i , La,HP3 : ~ t ~ , S_ ~ '1 BvfT WIQE ( E) Hl~l~a ~ ' ~ ~ ROS DAM , ~ - , I ` DAM °0 ' ( ~ ' 823.0 x l 1 - D.L N0. 2 i s~5.i 825.00 / LE. IN-826.00
OBD15' ? r 22 ~ BD,~D ~ H 1, i s 7 X 4°?DE~P 1 SI E`~SLOPES WN~'N HRD is ' ~ " D ,1' ~ HRD, o' ~ 4 ®,oBD o , 1 To 'Dam; l,= 839.0 , =839. 0 ~ ~ ~ x ~ '~3 LE. OUT= 821.00 SEE SHEET C-6 I ~
7.5 CUT f ROCK,4 2: SI E,:~'LOP~S IN EARTH: ; . ! RDr1~' " } , ~ 1 l G ~ » Hr 2"~" 5 , ~ w, , ~ , ~ l , . ~ ~ HP ~ ~ x ~ ~ " SLOP ®'2.29 MI M. WHE E CHI, y a ~ ~ , ' 0 l { ~ { SEE SHEET C-6 F ,
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r~ ~ ~ , , I o ~R,AP, d50=6 : ' ~ -EMEl~G N Y SPfLLWA , x l ~ ~ ~ BEGIN ROCK CHECK DAMS ~ ®50 FT. ON CENTER.
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, ~ ;.i HRD 1 + { . ~ , a ~ , - ~ 1N N 826. ; n ~ i ~ j _ r ! , ~ / ~ 9k
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„ - , i . , HRD 1 , „ ' ~ ~ Z~FT: DEEP WITH A . , ~ 4 ,,j ~ STORAGE' &
_ , . _ ° . ~ ~ ~ ~ CONTAINMENT _ . / , 2 FT. W10E BOTTOM, ~
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18 DQD ~ - , ~ ~ ~ HRD 89r;.~ _ . ~ ~ b + ~ i ~ ~ ~ FABRIC; SC 1508N OR EQUAL. ~ d
. . + EL. 74,x,00 'l,_ ~ ~r ' , . HPa• t ' " 1~OPOS~O ~_fRESN, , ~ ~ `SHOP ~ ~ ~ 'CLEARING - ~ ~ ~ ESH ' ~ LIM1T ; SEE SHEET C 6 +
t ~ "=oBD o , + ONSITE WATERSHED DRAINING 0 I f ~ ~ , 1; c , ~ t~, ~ ~ ~ xRD a NAM TRI ARIES; SEE SHEET ~ " { > , ~ ti. ~ r Y, ~ ~ a o~i~ 4 ` ~ ~ EL. 86 .50~ • ~ .1~ ~ ~ ~ i ~ s ! ri t7 ~ ~ H
_ P . 1 ~ , UN ED BUT , , ~~~.r ~ , ~ r r- . ~ 8,1 Ffi~ ~ ` . , .t '~a~. ,~0` ~U. " , oB o - ~ , C 4 FOR PHASE I EROSION CONTROL 1. ~ , : , , ~ ' ~ ? EDIM NT TRAP N0. 12 $ u~o
+ L, ` 60.00; DURING IN1TlAL,•MINING OPERATIONS. ~ , _ ~ ~ a ~ : , I ~ ~ ' ' d ` t d l ~ ~ . ~ SEE SHEET C-4 ~ v ~
' Pls 1 ~ ~ 1 ~ 417,23 ' CU, a VOIf ~ ~ AS PIT CONTINUES T(~ BE MINED, 1 + L: 83;.00 DENSE TREES ' ` OBD 50 ' 'ti' ~ VOIf ~ k ~ ~ ~ : ~ ; . - PROPOSED ALIGNMENT OF i ~o ~ ~ st ~ ~ y i ~ ) S~ o~
' PH.1 ~ M - TOT OF OAh~. HRD 50' TEMPORARY SEDlMENT> B~ 0 ~ P , , +EL. -45.00 DAh~. ' , ; ~ ? ~ RELOCATED STREAM WITH MITIGATION ~ ~ M
l WA ` j~c ~xPSI sEE nccuRacv NOTE j TRAPS WILL ~ BE REMOVED AND STORMWATER EL ,74~,Q , 4- ~ ~ ' ~ , !~E~i,FTt) . , EMERGEN oBD 34 ti I , L:. 75..00 ~ l r= 1,,,®H~33 . ~ t I ' ~ ! ~ 0 ~ TO FLOW BETWEEN TOE OF BANK FTr) , , r ; P 0 , tire,,®H~33 v~ ; ~ ~ .AND ALEHOUSE AREA•
EL.=895: xRD as' ' WILL ,BE COLLECTED 1N MINE, PIT PUMPED ~ ~ ~ ~ , oaD,151 t ~ „ , , ii t •HRD `,2©'' TH=B Fl• 1 SL Pf. OUT FOR'; USE AS ,RECYCLED PROCESSING , . ' + .800.00 , ~ i , , WID ~ ~ ~ . ' ~ ~ ~ , t E, ©sD,1~,11~ ! : r ; ADMINlSTRATIO _,.~~~,1 ~ r SC } ' HRD ~z© ~ ; ~ t ; OFFICE t t ~ oa ~ ~ ~ '
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l~ RD 34 '1 ®HP62 OBD 62' Y ~ • ~ r, 25' , Bg r OBD 62 ~ . , c / 30 WIDE ROCK BENCH yRD s2' o s yRD sz + 7::00 ; ~ ! ` ~ ~ ! ' ; ! `-l i ~ . PROVIDE EROSION CONTROL BLANKET ON ALL ~j 5"
3 H ~ / ) ~ j , ~ ~ ~ " ; 1 ; ~V , ` ' ' - ' ~ ~ F1LL SLOPES 2:1 AND GREATER. ' F t w , j L~ l ~ ~ V~ ~ ~ 1p~ 0 0 35 ~ ! ~ / ; , c I NORTH AMERICAN GREEN S75 OR EQUAL.
p / i x- 20' W10E SAFETY BENCH ~ + ~ 8 .00 ~ i ~ ~ 95 i ~ ~ _ x - L ~ r ~ a FLAKED; END SECTION ,WITH ~ t l ; : `34' o ; t ~ ~ 859,2 "„r'` , r' . ~ S ~ ~ ~ t •m ~ € '34~ ~ r:" ~,r ! ! d ~ X 3 s . ,
1 ~ _ 1' s AP ~OUT1.E~ PROTECTION ° 1~ ~aB~ ~ aj " t ~ , ~IP57 ~ D `483 [ : ~ . ~ ~ r . ~ ~ ~ ~ , ~ ~ ~ r` ~ ~ ~ ~ ' , "r ~ PROVIDE EROSION CONTROL BLANKET ON ALL ~n""""~~p
~ ` r r ~ ~[IRD 6~''--- ~'p r' ° _ : ' ~ 108 62' 1 i , B 34' 1, ~ ~ , . ~ ,r i" Vt ` I r Q- Q FILL SLOPES 2:1 AND GREATER. . 1~ 0 ~ .
w PROPOSED POND #6, , o ~ . , I ~ s ! iY ~ ~ ,I _ (MAKEUP RESERVES): o s2. ' " ~Q ~ ~ + ~ NORTH AMERICAN GREEN S75 OR EQUAL.
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18 DEEP WlTN A 1 ` TOP OF CUT SLOPE r ~ ~ ~ r . ~ ' , ~ '1 t 1~. S'E `SHEEP C-6 ~ ~ , ~ ~ ~ ? SEE SHEET C-4 15707 , 1 ~ i' ',t ' ,~r i 1 ~ , ) 1, . . ,J ~I O • •
, ; 1 Ft: WIDE 80TTOM. : ~ ; 7 U.' ~ FT VOL. ~ ' ` 352, 7 6 C 2:1 SIDE SLOPES; LINE WITH ~ RIP-R,4P 1 r ~ I .9 •.NGINE~•• ~ • •
TO TOP OF DAM HRD se ~ r ~ 3 EROSION CONTROL FABRIC ` ~ IN ~ - !T N I , 0 0 S .
(8,1 ACRE-FT) ~ ~ + , , ,L ~ fD ; D C + s ~ . ~ ~ + 8 ~ SC 150BN OR EQUAL. ' C-8p d50=6 ~ ~ ~l ~ f ~ ~ ~ 1 ~ a ~ r , V ~~~l11111111f~~ I'~ 3,
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_ t_ ~ : rs ! ~ . • i ~ ~ + 9 ~ , - , , Date: e ; ~ 3 ~ SEE SHEET C-6 Q~ • DENR REVIEW ; t 8-06-OS
/ w , d i ®E3P63 ~ ~ { ` , OBD 20' - a a ~ °h ~ r` , vl~ ' ' + REFER TO SHEET C-7 FOR CONSTRUCTION ~ ; EXISTING EXISTING STREAM TO BE 7-05-05 • NCDENR
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/ _ ~ ~ • ~ , ~ ~ 130 6F 15 DIA. PRIMARY OUTLET ~ - > ~ r. f~ t ' ~ - ° ~ ~ ~ EXISTING TREE L1NE ~ ~
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T P EL. =892.00 d50- t r,•• 0 LANDSCAPED r,,,,,r,, ,r,, • , ! ~ TO TOP OF DAM EXISTING UNPAtE'D ."r° f ROADS _ ~ ~ ~
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553943.50 899.34 DITCH NO. 1; 18 DEEP° WITH y x' ~w PROPOSED TREES a C~2
1 FT. WIDE(MIN.) BOTTOM. i 100' 0 50' 100' 200'
RESHWATER 2:1 SIDE SLOPES. s POWER POLE
LINE WITH EROSION CONTROL FABRIC, 3 OF 13) 30F 1
SC15OBN OR EQUAL. 902.7 Y

Norrc 101 70 34 105 2 100 N0. PROP, OWNER PIN ~ ADDRESS 3 ~
~ fI y ~ ~ { + ~ ~ ~ u*, 40 Greana Jr., Jesse Boyd 905687. PD BO7( 367 a , ~ Y y 1 ? ' 26 ~ ~ 913721, Henrlelle,NC 26076
~ ~ ~ r } ~ 1611348 i w - ~ 32 ~ - 41 Greene, Allen 6/17/2006 9163991164 Fer Rd
P s 42 ~y~,~ ~ ~ ~ AM ; s ~ ~ M 4k N, " t ~ ~ # ~ }r ~ Mooresboro, NC 28114
\ CUSTOMER ACCESS ROAD: FERRY 88 i \ ROAD TO HARRIS HENRlETTA ~ d. ~L - w~ ~ 42 Greene, Donald 913663, PO BOX 116 L 1611349 Henrlelle, NC 28076
_ - - ~ \ ROAD-3.00 ACRES (PAVEMENT) \ ~ d ~ ~ k ~ a"~„ f` i 43 Greenlee, Peggy 1607376 PD BOX 231
~ ~ ~ ~ ~ ~ (6.Q0 ACRES GRADED FQEi ROAD) 87 ~ r ~ _ 7 1~ ~ ~ ,y ~ ~ Henrlella. NC 28076
4-F ,~j 9.00 ACRES TOTAL AFFECTED FOR ~ ~ ' ~ ~ CONSTRUCTING ROADWAY 44 Gnndslefi, Dennis 919078 186 Archer Lane \ ~ 1 w kµ~ qq Mooresboro, NC 28114
(83) DAVID PERRY ~ ~ . ~ ~ ~ PIN 1628802 ~ 1 ~aet 45 Hamrick, Ma ~ Jo 914034 138 Archer Lane , _ 1 ~ n
~ \ ~ \ , > ~ , . 1627003 r ~ „ r ! + ~ ' ~ r Mooresboro, NC 261 to s i re w. ~ b,~ ~ \ J w* 46 Hamrick, Roger 914464 PO BOX 216
~ t~ 4 ~ ~ y ~ k ~ ~ 1~ CIIBeIde, NC 28024 ~ ` ra w 52 "~r ~t ar.
4 f. ~V ~ 1 i ~ _ ~ ~ ._..,,a.-. ~ a.. 47 Hawklns.Charle pW, a,, ~ ~ 3 A t , s 914624 176 Clearvrater Lake Rd ~ s,{~ ~ 1. \ ~ ~ ~ ~ A . ~ at ,.n Mooresboro, NC 29114
~ "HARRIS ` ~ k J ~ . . , ` ~ Bt•.~ - - ~ ' ~ FIENRIE~A ROAD ~ ` ' ' ~ A ~ ; ~ ~ ~ 1. T 48 Henson Sr., rurmen or 611Tf2005 914956 234 Goodes Ch Crk Rd
~ ~ \ ,~°e' 3'. + V ~ ~ Josephine Mooresboro, NC 28114 ~ ~ V ~ r N ~ ~ , ~ 49 Henson, Alton 914881 203 Goodes Ch Crk Rd
. 7 RALPH BLIZZARD i ~ ~ ~ ~~t ~ ~ - a w ~ 102 \ , , ,r ..M " ~t . Mooresboro, NC 28114 A\ ~ - f. f . a~ wi ~ 5.:~
(40) JESSE BOYD ~ PIN 908817 ~ i~~,.~~ ~ • ~ • " \ 68 ~ I ~ ~ ~ ~ , GREENE,JR. (]4) JAMES ~ . ~ 60 Henson,BrauahlonorMary 6!1712006 914917221GoadesChCrkRd \ ~ °"~i A ` t ~ ' W " Mooresboro, NC 29114 ^ ~ 71 d
~CNAPION, J . A ~ b ` "Y ~ " ~ ~ ~ , ' , ` , (54) JIMMY DON NODGE ~PIN~ 905683 „ j ~ ~ 4 PIN 1627025 PIN 1626 88 ~ ~-t" ' ' , 1 913721 ~ ~ ~ ~ s -4 - ~ ~ a a: a 51 Henson, Oleme Cash 914989 271 Gaodos Ch Crk Rd
~ 1617348 41 DONALD' ~ / S 17 GR ENE ' ~ ~ ~ ~ ~ ` . ~ . T \ ~ v 1r ~ ~ r . I~~' ~ a. • ~ _ Y' ra ~ Mooresboro, NC 28114 9~ ~ 52 Hicks Jr. Wlllle J, \ 63 'M~y j mend Susan 915035 5335 Rocky RNer Rd
~ ~ ~ / ~ ~ ~~ti, _ ' ~ ~ PIN 913663 ~ I LAN HE A TIN ' ~ - ~ : $ ~ 4 ~ ~ '7a t Charlolle, NC 26215 ~ ~t~. ~ ~~.r
1 1617349 ~ O ~ ~ ~ , _ UNAFFECTED 25 BUFFER ~ I ccr ms y" ~ ~ " ~ „ ' _ ~ ? • INSIDE L1MlT OF PERMITTED I r". ~ ?,{d4 .r~ ~~~"~'-•""~'"'+++~•!M+"~,,.•~s, 53 Hlcks,Jeremy 1629858138 Goodes Creek Ch Rd ~ r p ~ ]4 \.A ~~'1. ,.9~.. - 8 # Yr _ - MameshorgNC29114 ~ ~
\J ~ n~ i„-~ ~ ~ ~ ~ 4 , / / - ~ 10 1. 1~ 'k . , ~ w w4. ~ t k ,1-. _ ,4 ~ ~F'~ ~1 ~ ( ~ ~ 54 Hodge,JlmmyDon 6/17/2006 16270251JTWeIkarDr
~ ~ o , ~ ~ - ~ t~ z, ~ ~ "+t Forest Clt NC 28043 23 10 85 ,.~w..M,.w..~.,,r+~,w~,es.~„ _ y. ~ `t '~N;~' 1 ~ 55 Honeycull, Jane! 6/17/2005 1613782,1206 Ferry Rd
~ _ _ i • t' ti ~ ~ - 106 107 ~ ~ ~k ~ 1623812 Mooresboro, NC 26114
o~ r~r T ~ ~ V ~ ~ i / ' 'i PORTION OF CONLEY T ~ ~ / / ,fit d/, . ' / ~ - . ~ ~ ~ ~""~N'iqq ff ~ ~ ~ 56 HoneycuB,Kennelh 16332041230 Ferry Rd , ~ d~ :t: .+sn...^ ore oro 8 14 _ yh ~ 'anyr.ww.,., Ma sh , NC T 1
i ~ ~ ~ ~ ~ ~ % i ~ ! _ ~ - 'i OWENS dt BURGESS 3~ - ~ _ - i !a r(~335~~' 9y 1s' •,"•"`vNM4i4rrWtrR,,,M ~ M~,„M„ ~ t y i~ 51 Honeycull, Minnie Lee 6!17!2005 16332021202 Ferry Rd ..~,W,w,; ~ ~ 5g & t;, ~ Moore born NC 28114
~ ~ / / , ~ ~,i , . i ~ _ _ ~ PROPERTY, UNAFFECTED. ~ I I I ~ ~ ~ ~ 59 ~ J. s .r 84 ~ t{ 5 ~ ~ ti . ~ ~ ~ ;P Y.' 58 Hopper, Ronald 1604118 1667 Garden Circle rr__
I / ~ ~ . ~ a Ott I !H His 99 RC AR TD_ ` ~ "J, Buninglon, NC 27217
I I ~ ti , o / PlNq 9os914 ~ ~ ~ . . /~i+• I a , ~ ~ ~ ~ t B9 Huskey, Chaves 6l18R005 916341 2801 Bethlehem Rd } ,~,r. i+"'t<: q i'~,"'„x Ralelgh,NC27610
I ~ , . ~ / r 1 r ~ ` • - (47) CHARLES FJ,4WNlNS i ; - " ~ ~ ~ ~i ~ ~ _ , PlN 9 f 4624 ~l Mr.,,, ~~,ak ~ ha k~ ~ X - ~ ~ T N ~ ~ ~ ~8..,t ~ ~f,4., C a e. ~ ~ 60 Huskey, Ruby Norman 6!18/2005 916336, 2801 Bethlehem Rd
o. ~ ~ / ~ - ~ ~ ' ~ ~ (74) WAYNE MURRAY t ` ~ ~ ,l ~ ~ ~ ~ ,a+ ~y n 915658 Raleigh, NC 27610
i i 60 7fUBY NO M N US Y, ~ ~ I ~ ~ A wNy 1615427 ~ l ~ / ~ ~ ~ . ~0, ~ 86 81IngIe,MichelandBryah 915468,P08OX883
; ti, .i ti I ~ rk1 ~I-. ~ «,~~k 11 4f - H nr' tte NC 28078 '~1, # 915485 e ro
~ ~ ~ 14.00 ~ S, SEAS 6 ' a ' _ _ ~ FRESHWATER 1 wuvmr ~ ~ ~ lI t k. - \ ~ ~ ~o i / ~ ~ ~ ~ ~t~ '~,i~~ ~ POND ,~4 M + 15 k` - ~ s ~t 62 Ingle, Randy Daan .6117/2005 1613965 828 F.rry Rd a y "'f"•yw Forrost City, NC 28D43
~ F~ U KEY ~ ~k ~ . ~ ~ ' ~ \ PORTJON 0 N 5 ~ ~ / ~ TO SERVE REDI ~~1 1- w~ 63 Johnson, Re ,nand 908751 209 Cloerweler Lake Rd
~ PR P RTY UNA ECTED. ' ~ ~ ~ i ! " % 35 Q E ~F , , - ~ ~ ~ ~ i, ~ . _ MIX PLANT) ~ ~1 ~ y ~ i ,..3 ¢1 ~ 4~ s' 1} 6- Mooresboro,NC28114 a:,, ~ ~ ~ ' 4 ~>w.. , ' ; ~ g e Ba Jolley, Carolyn 918074 923 Old Boiling Springs Rd
1 - / I . v f~.~ 20 ~ 3helby,NC28152 ~ ~ ~ r 95 '~1
' l ~ ~ °y, - yJ 66 Kanipe, Daunielle 6!17!2005 914310124 Doc Wiseman Rd JrJr { ""n. ~ 4, n ~ Mooresboro, NC 28114
l IKEA ~ - ~ ~ ~ , ~ "1 ~ ~ t ~ ~ ,q~ 9 2 66 Keeter, Mary 6117l20D5 1613984130 Keeter Rd
UNAFFE TED. ~ . ~ _ - ~ ~ I \ ~ ,~i ~ • y _ T w, ~ •1 ~ .,,p ~ ~ t'"1aa,_, ~a..,~„r~..i2.~ Moorosboro,Rd t r ,y
~ ~ _ ~ ~ / _ - ~ ~ , ~ , ` ' ; ~ / ' LEASED PROCESSING ' ~ v Zg ~ ~ ~ 67 Lovelace, Bryan Cuttis 611712DD6 916480118 Doc Nhsemeri Rd ~ ~ ,1, ~ 1, ! Mooresboro, NC 28114
- V -I _ ~ , _ ~ : ~ . ~ . . , ~ ~ I ' AREA TO RE01 MIX - / ~ ~ I . ~ ~ ~ ~ I~ ~ . I, PUNT, ~ ~ A n ~ a ~ ( 68 Marshall, Sadie Crawley 905828 PO BOX99
~ ~ ~ p ; ~.c ~ ~ ~ '.r , `M, ~ ?y r;,,w. Henrietta, NC 28078 ' P r ~ 69 McDaniel, Willie Faye 8l17l20D5 1615415 2109 Harris Henrietta Rd
~ x r.~ W--~ ~ . ~ , r 4' Kd ~ ~ ~ 64 ~ ~ ~ v ~r 4 Mooresboro, NC 28114
K` ~+1~x a `1 ~ r ' i~, { ~t ~t } ~ ~ lOMtGaha,Josaph 906845,1B460akGrovoChurth 1 : s w.~ ~ {'4 1`"# ~A f ~ i . ~ ~ ~ 1627009 Rd
NOG PEN BRANCH - ~ ~ - : ~ - ~ ~ ! z ~ ~ aw```;; ~ ~ =t~'2 ~ y- r 71 McGinnis, Blanche Martin 6117120D5 9D848B 1998 Harris Henrietta Rd
~ . ~ . ` . . ~ ~ , , + ~ ~ ~ G 9`1",97 & 98 _ ~ ~ -4 ~ tr. 1 4{ l ~ ~ Mooresboro, NC 28114
; ~ 72 McKinney, Je+emy Shane 16D184B 1072 Feny Rd I ~ Mooresboro NC 28114
' ~ ~ ~ . ~ ~A. ~ ~ . ~ ' ~ ti L SED PROCESSING - ~ / ~ I ~ - ~ - ~ ~ I ~ ~ - ~ LL . - • • _ _ Q` ~ , ~ REA TO ASPHALT u,~ ~ ~ ~~r~ ~ - - ,,y I r+;~',~ 73 Milhvood, Seve 811720D5 1627071 148 Goodes Creek Ch Rd
~ ~ s ~ ~ W rK 1 ~ - ~ • • _ ~ PUN); - - - - //r- ~ ~ 1 i Mooresboro, NC 28114
FUNRE PIT J ~ .6iACRES. ~ I N M ~ / U BER 1 x~ ' 45 ;;R a. y v~ 74 Murray,Wayna 161542786901dU5221AHwy J / , 13 Mooresboro, NC 28114 ~
~,A: • 4 ~ ~'8:T ~1R~~f - . 1, A ~ - ~i 14 ~ ~ 16.00 ACRES LEASED, UNAFFECTED , • ~ ~ ' ~ r _ . _ , . ~ ~ ~ ~ 75 None Given 48585 None Given ~
UT NOT PERMITTED .A. ~ ~ 8 . ~ u 5i ux_ i, r'^ V r ~~M ai L M
59 CHARLES M. NUSXEY ~ 'i I' ~ ,i PlN 916341 ) > ~ i J' ~ ~I >Y ~ ti 3 ~ ~ r ~ 1 e Pf 76 None Given 50253 Nane Given ~ N ~ , , . , " ~ ~ ~1
~ i ~ •1• ~ ~ 1 ~ 1 - ;a~. - 1' ~ # f ~ i »M; 77 Owens, Barbara Lane 908890 PO BOX 433 t 92 ~ UU~ mm
~ ~ ~ ~ ' e ~ t ~ Heniretta, NC 28076 [ •r; ~ ~ * ( ~ k 1 78 Owens J ce 1828800 PO BOX 1015 ~ 4 ~
~ l i• / 1 a ~ i ~ 4a~ txffY4{ At+t ~ ~ ~„'f~• r _ } " ~ ~ Rulheriordton, NC 28139 yq~ ~ ~ ^ j .tl Z - `G
_ ~ l'. '1' .ter ~ k ~ ~+,i ,.i _ r D n.~o " ~ ~ f Owens, Rose Marie Susie 6!17!2005 1615416 2097 Hems Henrietta Rd t`
'i ..•.~..~a' ~~_~r ./~'1 ~ NOTICE Mooresboro, NC 28114 ~ 19 81 PIN # ADDRESS ~ pad et, Elizabeth Caldwell 1622806163 Flemin Ave
_ + i +-~-ice . . i• I ~ . , ~ - 48 49 N0. PROP. OWNER MAILED 9 9 T
i . • . • • 7.• . ~ PSEOBIO- ~ ~ ~ ~ P 0 0 I. 148 -103 50 33 1 A¢ret, Rte 5nrt11 QI112005 1815070126 Birchrrood Estate Dr Marion, NC 28752 human, SC 29349 a 80 1-- 81 Pe tt, Cellrer' 90703 1406 Fe Rd a / dge Ina Tete ny
l ~ ~ ENGI EERED STREAM ~ ~ •1•. ~ ~ ~ ~ (3.20 ACRES) ~ • 4..'.A' Fi8' ' ' ~ ~ I 51 2 AAerr, Pamela 8/18!!005 91081 i 1626 Cnase High Rd 93 Moaesbao, NC 28114 /I ~ E^~~estCty,NC2B043
~ ~ • i . ~ . .~..>~iJ.•.'.'.'.~.'.' ~ I I ~ r :l. •'•J.• ~ •J• 82 Page, James 6!17!2005 90819 756Chese Hilt Rd ~ ~ - 3 Nlsan, Kenneth andNdtoria 16062401463 Harris Henreta Rd Faest NC 28043 m
t + ...t.'. ~ - ~ ~ 46 F;,iresl City, NC 28D13 ~ ~ David N nY, 162880 2051 Hams Henridla Rd b
1 I .•I,. •i•. - ~ 4 Bailey, Danita 914311134 Doc lMseman Rd Moaesbao NC 28114 r! r ~ ;.loaesbor0, NC 28114 8q Ffiillips, Judy 160411 1557 Orden grde ca
~ FRESHWATER • , • : , , ~ . . j • , < _ - ~ ~ ~ i ~ . ~ i S ~ ~ POND ~1 ~ / ' ! ~i . _ `1~! / _ ~ m G PROPERTY OWNERS - ~ i SURROUNDIN SBeheler6obb Jce 914671963 Fe Rd Budingm,NC27217 >,o
~ N! y Forest C1 NC 28043 85 RJilli s Tmd 162702 260gearwaler Lake a ~ ° LT c i p , NOT TO SCALE ~ $
1 - y ~ - - ~ ~ j ~ _ Mxresbcro, NC 28114 ~ ro / 8 Blacl~ Lad Am 6117!2005 18150 2164 Harris Henrietta Rd _ > / 86 Poffle, Pita Chace 6/172005 160650 PO BOX 690 W Y ~ LEGEND . Moaesbao, NC 28114
Forest qty NC 28043 ~ ~ / 7 Blizzard Ral 9088 2D orris H ri , / ph 17 D3 H m dta Rd e ~
~ - i - % ~ - - ~ ~ A - ~ •I~. y 1 ~ i ~ / / ~ Ii~ lam" ~ .i f ` ~~;.-'~j\ \ ~ ~ -1\~ - _ ~ ~ ~ . • . y- ~ . 87 Robdrls, Herbert Ferrell 1fi03163,1813 Flatus Halndte Rd ~ ~ ~ a„ UNAFFEClEO AREA Moaesbao,NC28114 906152. Nbaesbao, NC 28114
~ _ ~ 8 Bonner, Derek Blain 1627374,1 D39 Ferry Rd 914361
? - 'a' 1 ~'f` ~ ~ PROPOSED WATER 1616134 Moaesbao, NC 28114 1613331 I _ ' ' 9 8uitroq Jesus and Mge1a 909210 PO BOX 982 88 Robbins, lvlaliy Ray 6/172005 161333 1813 HaRis Henridla Rd 1/1111p
~ (15) RODDY CNANEY ~ ~ ~ ~ ~ , ~p ~ i ~ PIN 1627373 ~ ~ ~ y-~.~ _ ~ V - - i / u.wl ,~y - - ~ i ~ ...i - V ~ f tip a tr ~ Nannette, NC 28076 Moaesbao, NC 28114 ~ ate r fXIS11NG TREE LINE _ N C ?
~ ~ \ A ~ ~ . ~ ~ - ~ Q Q ~ ~ S~f76KPl~ES= - ~ a i ~ ~ l~E$= ~ R 10 Burgess, Mary 1629800 PO BOX 1015 ~ eN a
7 $ Rutherfadon, NC 28139 ~ Robbins, Rcnald 6I17fx105 914790,179D Harris Henridla ~0 ~i 162700 Mooresboro, NC 28114 : 'a ~ EXISTING SINGLE TREE 1L Burns,PJton 6f1812W5 16054031130 Ferry Rd ~
Moaesbao, NC 28114 ~ Robtdns, Teny Dale 6/17rh105 915367,11 Feny Rd • - 907514 Moaesbao, NC 28114
'i Y ~ ~ SHRUB 12 Calhoun N, David Williams 909552 2180 Harris Henrietta Rd --g1 Russell, Jchn Douglas 6I17fYJ05 91146 117Jmes St „ ~J]Q]
~ . . ,A~ - I PROPOSED ETTLING~ ~ i b a ~ ~ i~ ~ t;, ~ II ;1 1 ~ i S .ING ~ Moaesbao, NC 28114 _ Fares! qty, NC 28043 ~ 4ES ~ 13 Calvary Babtlst Chumh 161119215D9 Ferry Rd 92 Sau , L~wiR 90803 376Prlln m Sred
k i ,1, ~ ,,:.1 f `t ~ / PON - 2.0 ACRES / / ~ ~ ~ - . , - i ~ i ~ i ®HP85 DRILL HOLE WITH Moaesbao NC 26114 ~ ~ ?09L ''~.r'~N~e•' ~ 0~ Feed Oly, NC 28043 /Q 5~ OBD 82, OVERBURDEN DEPTN AND
~ ~ ~ ~ "t, a., , l ~ ~ r ~ h ~ i ~ w PR fN ~ ARD 82 14 Champion Jr., James 611N2005 1828988130 Goodes Creek Ch Rtl ~1 Saug~, Fknry Dewitt 162280 376P11inglm Strad ~W f ~ DEPTH TO HARDROCK. IG
V~ ,C~'V `~Q ~l~ ~ ~ PUNT k IG Moaesbao, NC 26114 _ Faed Oty, NC 28043 Ogppal ~j - ' p 94 Saugg;, Jadde Conel 908082,1969 Feny Rd ~j 15 Chaney, Roddy 671712005 18273731749 Oak Grove Church Dr Q
m i t ~ ~ ~ ~ V 1'~•, ~ ki , r . ~ r~ ~ ti HAUL ROAD ~ 25' BOUNDARY BUFFER Elenboro,NC26040 91482 Moaesbao, NC 28114
~ ~ ~ - %~5 - ~ ~ ~ (t~ ~ ~ ~w r , ~ ~ FROM PIT ~i I / 16 Cha an T m 1 95 Szxug~, Jacl6e a Rebexa 91482 1969 Feny Rd $ l pm a my 913484 150 Ferry Rd Date: Revisions:
1 _ ~ ~ ~ ~ _ ~ i 3,f0 ACRES l ~ 4; - - _ ~ ~ ~ ~ . 28.E ACRESf ~ ~ _ _ P1N~ 913484 ~ ~ V~ ~ \ - ~ ~ y ~ ~ ~ Moaesbao, NC 28114 Mooresboro, NC 28114 ~ CREEK BUFFER 96 Salrper, Jce 90904 337 Bums Rd 7/05/05 • NCDENR 17 chase Baptist church 1614225 PO BOX 850 olenbao, Nc 28040. i i 15 05 • /AND QUA/, REV.
, ~ ~ , Rev. Scott Butler Forrest City, NC 28043 97 SJttle, Rarhey 91146 117Ja1es S / /
CREEK 18Chavez,Brenda 906898949FenyRd FaTestgty,NC28043 ~ 3/11/06 • 800 CLR,
~ ~ - ~ ti ~ , ~ -,,wi \ \ I FRESHWATER ~ Forest Ciry. NC 28043 g6 ~ltle, Rodte a Linda 162493 149 R5W Trdl pp ~ y 5-8-06 • MINE PERMIT
- - - ~ ~ ~ V - ~ \ tn.~ V ~ POND ~3 PI 41) ALIEN C ~ . ~ ~ ~ ~ ~ ~ ? / ~ A ~ I; PROPOSED FRESH - - - - 19Chrlstenbury,Myra 61172D05 1626987154 Goodes ChCrhRd Moaesbao, NC 28114 ~ ~ WATER POND Moaesbao, NC 28114 991}larras,Ridlerd 6!112005 90891 PO BOX 1386 •
PINS 4159"~ ~ . ~ A _ A , ~ ~ _l ~t ~ ~ ;j ~ ~ ~ ~ ~ ~ ~ - ~ , Feed Cih+, NC 28043 U 20 Cole, Frances 6/17/2006 915928, 876 Scruggs.Rd
( ~ . ~ i 1 EXlS11NG UNPAbEO _ _ _ is3a924 Fonest city, NC 2eoa3 100 Tmey, NbX & Shirley 6I18<2005 9075081573 Flatus I-krtriette Rd + Z I ROADS 21 Cole, Jason or Eugenie 913465 1158 Ferry Rd Forest qt , NC28043 ,J ~ ,
~ ~ ~ i ~ 9 ~ ~ ~ t ~ ~ l~ ,
i ~ ~ \ ~ ~ ~l / j ~ , ~ . (82) JAMES PAGE ~ - i - , I • ~ / ~ 7 ` i l ~ PIN,{ 908199 fXISANC FENCE X x Mooresboro, NC 28114 101 Toar, Rafael 162701 FbBOX432 J 0 41 22 Collins Jr., Hoyt 911226. 2164 Hells Hendetta Rd HEn11e98, NC 28076 ~ -h--
-(55J JANET HON ~ / ~ l ~ ~ / , ~ ~I; r ~ ~i ! ° ! ~ I P ~ _ - - ~ PIN 161781` ~ - ~ i ~ ~ / g ;i ~ j' iA ~ - _ - / I ~1 ~ PROPOSED BARBED WIRE FENCE X X X 911890, Mooresboro, NC 28114 102 Tuner, PAril Carxlace Tale 161507 135 Brdl+vood Estate LY > > s11ee2, Inman, SC 23349
O-- - T a ~ ~ } ~ t4 ~ . ~ . ~ ~R - ~ '1823812 ~ ~ - ir'l l{' ~ ~ ~ S 1i ~ ~ ~ ~~r ! L 911691 103 Water, Sandre J Ra 907662,1414 Fin Knob Rd ~ [ ~ + SILT FENCE SF SF 23 Conley, Danall 912230, BOX 247 ~ y ~ N
' '~i' ~ V ~ ~ ° rI'!~I ~ - ~ (57) MINNIE LEE~I ON ~ ~ i ~ 1 it ~ ~ / ~ ~ 9 ~ , ~ 1610531, Henrlelle, NC 28076 - 907661 Ruthertadon, NC 28139 ~ 0 Q d' , 1 s10532 _ 104 Nkase, Tmy Md1ad 913018,1728 Hams Fknriefte Rd V ~ J
PIN 163320 ~ ~ ~ ~ ~ ~ FRESHWATER ~ POND 1 ~ PROPOSED TREES 3c?"'f4-- 24 Culjak, Edward 1630232 239 Timber Creek Dr 914965 MOaC5ba0, NC 28114 Q Mooresboro, NC 28114 105 Wtisnant, Wiliam Dmald 61172005 916245152 Doc Wiseman Rd ~ t~ ~ Q
. ~ ' ~ ~(Z9J TONY OOMI ~ ' ' ' i ~ 25 CulJak. Laura 1630230, 239 Timber Creek Dr _ _ MOae5ba0, NC28114 C ~
~ ?633205 / ~ ~ ' y y1 N ~ i 1633331 ~ ~ ~ ` ~ ~ ~ + ~~f~r 6302 1 Mooresboro NC 2811 ~ 1 3 4 106 U4hile, DeUd a Fdlen 16331 W 00X353 ~ ~
I+ - - d "f~ ~ ~ +r ~ 56 IfENNETN ~EYGUTT ~ ~ ~ ~ ~!i ~ I p 26 Currie, Robed Raymond 1624504 PO BOX 1351 FCrlrldla, NC 28076 P RMITTED ~ ~ Hendarsonvme, Nc 26763 107 Ydton, Edda C~eage 61172005 163315 222gearwater Lake Rd V Q1 ~ PROPERTY LEASED/NOT E \ \ \ \ \ \ Moaesbao FJC28114 ~ N Q U ~
PINS 1633204. ~ ~ ~ ~ ~ ~ ~ _ . . ~S^' \ ~ ~ o, , ~ 4 Y JO NAMRI(~X 27 Dellinger, Kenneth 907190, 5196 Smawley Ave _ O ~ ~ Q 901169 Morgantown, NC 29655 Y Q
~ V. .gym . • : ~ i ( ' ~i ~ - ° i; / ~",,'i N $4034 28 Deylon, Scdl Keith 1606508 1078 Ferry Rd TOTAL PROPERTY ARtA• 25817 ACRES including ~ 00 n-•
~ (36) MURIAL PEARSON ~ ~ - ~ ° ~ ~ ` ~ ~ ~ cosEr ~ ~ ~ ~ ~ / Note Note: Mooresboro, NC 28114 ~ W N 9.6 Ac. Leased for Asphalt &Redi Mix. ~ ~
PINS 1605405 / ~ ~i-~ ~ BOU t , ~ ~ ~ / ~ ~ ~ ~ ~ ~ W~~~, _ - _ ~ ~ CUf"I Boundary information compiled from deed descriptions. No 29 Dominguez, Tony or Heather 1633205, 126 Rosier Ct ~ t • , ~ ~ current field survey has been performed in the preparation of 1633331 Mooresbao,NC 28114 PERMITTED ACRES = 228.17 Acres. ~ 1.1.1 8
/ l i 1 ~ ~ ~ \ . I ~ ~ ~ ~ _ - PLANTED t~ERMS AS fhls 0 this drowin .This data is provided for informational purposes 30 Edwards. Barbara 90903932198arrRd = L Q V I a n g Concord, NC 26027 7 ~ n
~ % 103 SANDRA JG E ~ ~ ~ ~ ~ ~ART~OF NASE 1 ~ onl only and is not to be used for any other purpose. AFFECTED ACREAGE TOTALS: _ p Q Q 31 Epps, Bernie Grayson 6I1 il2005 907496 3733 Beason Rd V V
~ ~ ~ R Y E 1~ ~ 13. f 0 AC ES. ~ ~ ~ / , ~ ~lN~ 901662 ~ Q ~ ~ l Mooresbao,NC2611a Settling Ponds 2,00 Acres ~ 3 N
~ 907661 ~ \ ~ ~ ~ L - ~ OWII A \ y ~ ~ _ _ c ~ ~ 1 ~ ~ Lon OWner. 32 Franklin, Brenda Joy 1624504 PO BOX 1357 Stockpf/eS 6.70 Acres ~ Hendersonville, NC 28793 W it 2.00 Acres ~ •4- Long Branch Partners, LLC ostep es ~ O ~ ~
~ ~ 64 CAROLYN JOLLEY ~ ~ t;. ~ ~ ~ ~ l) s ~ , , - ~ ,e~~ , \ I 315 / i ~ PINY 916o7a ~ l Doh 315 Red Oak Flats Rd. 33 Freeman, James 907745 PO BOX 2598 Processing Areo/Haul Roads ~ ~ ~ d ~
I Dohlonego, GA 30533 Marlon, Nc 25752 (Includes Asphalt &Redi-mix) 12.70 Acres ~ ~ ~ Q, N Z O 34 Gartney, Perry and Beulah 1605841 PO BOX 444
~ ~ ~ ~ ~ I CHURCH BABTIST ~ \ ~ ~ FERRY ROAD ' ~ _ phi (70~ i ; PIN, I B 11192 [phone] Mine Excovafion C ~ ~ ~ op Henriena.NC29o76 (pit No. 1 only) 28.20 Acres ~ m
~ ~ / ~ (81) CATHERINE TATS - \ ~ PADGErr ~ _ 3~'~r- l Tops 35Gasey,Ann 90568T17480akGroveChurch ~ ~ °u a Topographic information obtained from Flyover by Rd Other: - _ N
~ ~ ~ ~ ! ~ PlN,d .9070,70 ~
LAN (46) ROGER NAMR)C i OVERpURDEN ~ LANDAIR MAPPING, INC., dated Y17U/ZUU4. 36Gosey,Muriel Pearson 1605405104 Goo desCreekChRd- Q
T \ SLOP (PIT NO. 1) PINS 914454 Mooresboro, NC 28114 Rermed Areas 13.10 Acres ~"L V o
~ I ~ - Con 20.0 ACRES. I l _ i OVERALL SITE PLAN _ Contour Interval 2'. 37 Gowan, Edward Richard 6/182005 1628142 2123 Harris Henrietta Rd Customer Access Road 9.00 Acres 3 CM Mooresboro, NC 28114 Rio-Engineered Stream 3.20 Acres
CUSTOME ACCESS ROAD _ TO FERR 38 Grace, Robed 914331, 140 Temple Dr Overburden Slope (Pit #1) 3.75 Acres 914382 Ellenboro, NC 28040 33..40 Acres
\ ~ I / / ROAD I I SCALE 1 = 250' 39 Green Tree Servicing LLC 1629519 1400 Westgate Center Dr
Suite 101 TOTAL AFFECTED ACRES. 85.00 Acres d Winston Salem, NC 27103
TOTAL UNAFFECTED ACREAGE: 143,17 Acres TOTAL PERMITTED ACRES. 228.17 Acres 2 OF 13
250' 0 125' 250' 500'

\ ~ ~ \ ° ' ~l~ Y.~ \ ` `
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\ O NTI N POND R TE PLANT EGE \ ~ ~ ~
\ ~tz~YA____ - ~ i
~ ~ SYMBOL SEED M(XTURF.• Q ~IPO RY OPE DRA! BOTANICAL NAMFi COMMON NAME.• Rai PARKS: ~ ~
I J3o SEE MIx I BG AGROSI]S PERENNANS BENTGRASS 10~ OF M1X ~ , ~ ' ~ \ 1, 400 SF SEED MIX ' ~
~ ~ ~ 8S ANDROPOGON VIRGlNICUS BROOM SEDGE 32~ OF MIX ~ r - ! ~ i ~ ~ 14 VN
- ? I LNS CARfX CRlNlTA LONG HAIR SEDGE 10~ OF MIX _ ~ . . - •1 ,4 AC ES ws s ~ ~ ~
1N,To Is P D 10~- SS CAREX LURIDA SALLOW SEDGE 10~ OF MIX " i,~ o SF ED ' PT IRlDENS FLAWS PURPLE TOP 33X OF M!X .24 ACRES FLOWS ~
~ , . 1_ I ~ ~ ~ ~ INTO THIS POND
~ ~(DFLOWER: ~ 83 I ~ ~ ~ ~ ~ ~ j~
' ~ + ~ EC AQUILEGIA CANADENSIS EASTERN COLUMBINE ~ OF M!X • _ 83 ~ * _ _ _ ~ ..v 100% ~ ~ _ t'
~ *APPLY SEED MIX AT A RA1F OF 3.5 LBS. PER 1000 SQUARE FEET I , ~ - ~ 1,160 SF 5E ~ MI
~ I ~ ~ ~
Y 4, ~ \ \ SHRUBS; ~ 1 ~ ~ ~
~ ~ ~ ~ _ SN AMALANCHlER ARBOREA SHADBLOW 3 GAL., SPACE 20' O.C., ~ i 20 O.C., ` . ~ ' ~ t,
8 I ~ , YA ILEX VOMI TORIA YAUPON 3 GAL. SPACE 8 0• C• 8 O.C., ~ \ . ~
~'3 3 ~ ~ ' o VN VIBURNUM NUDUM SMOOIN WITNERR00 3 GAL., SPACE 8 O.C. 8' 0. C. r---- I ,
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SCALE 1 50' n r O SCALE 1 = 50
- - - - " r~ J4 X22 CONCRETE DROP INLET WITH GRATE
4: , 34 X22" CONCRETE DROP !HEFT W1TH GRATE P ' ` •.,-s~ BEYOND AND AN f8" DIA. OUTLET PIPE. ( )
(BEYOND) ANO AN 18" DlA. OUTLET PIPE. 50~ 0 15' 50' 100' _ TOP ELEV. = 843.00 w 50' 0 15' 50' 100' rNV. ELEU our = 837.00 H
TOP ELEV. _ ~ X137.00 INV. ELEV. OUT =831.00 50' TOP BERM EL.= E..y
50' TOP BERM EL. _ 844.00
8J8.00 PROVIDE GROUNDCOVER OR 3"-6" DEEP MULCH 5 -0 N~y
PROVIDE GROUNOCOVER OR 5'-0" W EL.=840,50 10 LF 4 "d PVC
3"-6" DEEP MULCH 3 SHEET FtoW WATER ~1 ~
REDI M!X PLANT EL. =834.50 10 L.F. 4 "m PVC 3 RUN OFF ELEV.= 18" POOL DEPTH I
SHEET' FLOW WATER - ~ 1 to RUN OFF ELEV.= 18" PDOL DEPTH ~ 842.00 (PONDlNG AREA)
836,00 (PONDING AREA) 3 -11 3
J -11 3 1(- 3' WIDE CRASS _ - ~ -
1 N TS ° oo°ooo°po STRIP (FILTER ,I 0 _ °
3' WIDE GR,4SS ~ - 172.! X000°000 00 STABlLlZA110N) N ~ ~ , °°oo°°°oe°
STRIP (FILTER ~ 20 ° 1.) STORAGE OF THE INCREASE OVER THE PRE DEVELOPMENT RUNOFF FOR THE STABILIZATION) N~~ ro ° °°°°°°°a°° 25 YEAR/ 5 MINUTE STORM IS INCLUDED fN THE TREATMENT STORAGE VOLUME. UME. m
~o 4'
ar 2.) THE B10 RETENTION PONDS ARE CONSIDERED HYDROLOGIC ZONE 4 -RIPARIAN FLIER FABRIC AROUND WASHED GRAVEL; a RlAN OVERLAP ENDS 12 ; 3'LX 12 "WX 18 DEEP, TYPICAL
FILTER FABRIC AROUND WASHED GRAVEL; FRINGE (PERIODICALLY INUNDATED). AT PERFORATED END OF PIPE
OVERLAP ENDS 12 ; 3'LX 12 "WX 18 DEEP, TYPICAL " AT PERFORATED END OF PIPE. 3, PLANTING SOIL SHALL CONSIST OF FRIABLE TOPSOIL, FREE OF STICKS, HARDPAN CLAY, 4"d PVC PIPE, CAP ENDS AND DRILL (l i) 1/2" HOLES, SPACED 6" O.C.
P NDS AND DRILL iJ 1 2" HOLES SPACED 6" Or C• 4 ~ PVC PIPE, CA E (J / ~ LARGE ROCKS OR SUBSTANCES DELETERIOUS TO PLANT GROWTH. 'DPAN CLAY, IN THE LAST 3 Fl: OF DRAIN PIPE, LE AT END ~=839.50. PROVIDE 4" DIA. SOLID PVC PIPE TO DROP fNLET AT A 2% SLOPE.;
IN THE LAST 4 FT. OF DRAIN PIPE, I,E AT END ®=833.50. GROUT ALL CONNECTIONS WATERTIGHT
PROVIDE 4" DIA. SOLID PVC PIPE TO DROP INLET AT A 2~ SLOPE; GROUT ALL CONNECTIONS WATERTfGHT. 4.~ MULCH CAN CONSIST OF SHREDDED BARK OR LEAF COMPOSE COMPACTED FILL MATERIAL
COMPACTED FILL MATERIAL
CRO S-SECTION-BIO RETENTION POND 3 TYPICAL S TYPICAL CROSS-SECTION-BIO RETENTION POND 4
T BELOW PROPOSED REDI MIX PLAN ABOVE PROPOSED REDI MIX PLANT ago a~n~
SCALE: NONE SCALE: NONE ~
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L , j - ~ - r ~ ~ OW~Nj 808 ~prmm~o++
/ C ~ X2,000 S SEMI ~ ! V ~ ; _j a~ ~ ~
~1 l - = f ~ J~ -BODE CRASS IL R ST~1P ~ ~ ~ ~ r ~ 7
~ ~ ' ' ~ ' ' - . = - . 6- REBEL F TYPE ~E t, 00 SF ~ _ 12-SH _ _-4.5 , . ; SEED M!X ~ ~ ~ ~ ~ 1 ~ a ~ Revision / D to s
~ / 2, f 0 SF_SEED~ tfiT- ~ ~ 11/07/05 NCDENR
/ - 15 F ` I ~4 / 3 800 SF DUX _ _ _ - -82 ~ ~ ~ • ~ ~ ~ 11/14/OS~STORM MANA
~ \ ~ NSF SF _..i . ~ ~ ' SF SF SF Sly SF ~ O _ cp .
~ ~ ~ ~ / ~ - - - ~ - D ~ ~ r; + ~ / ~ \ OU11ET STRUCTURE (N0. 2),~IMILAR ~ 3' L / i 9-1/SOLES 6` O,C. AT OTHER 18 1 2 INCH ~ ~
~ ~ ' DROP I L -WITH GRATE,' T 3 FT: L f~N ~ ~ S AT STRUCTUR SJJIJ:~ \ \ ~ ~ ~ 11616)
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~ ~ ~ l.E bUT-~ 8,43;00 , ~ , ~ ~ ~ I 18 DEEP WITH A r ~ ~ , _ ~ I r ~ ~ ~ ~-'i ~ ~ ~ , , d i J ; ~ ONSITE DRAINAGE AREA 1NT0 15707 ~ f~ i.~ „ ~ I ~ ;
A SEEP SHE C-6 ~irf~~~ ~ w ~ o ~ ~.Rdf4'~-. ; ~ 1 FT. W10E BOTTOM. r`~ ~ £ ~4;:..~ ~ ~ - v. ~ r r CULVERT N0. 5-1.70 ACRES . p~, it ~ ~ ~ I l I ~ .,F
~t k ~ r I , ` ~ ~ n a - 2,1 SI SLOPES; LINE W1TN ~ ~ 3 ~ l~lP-RAP t , , . .~p ( • 9 ~.,,GINE,.. ~ ~ ~ c=0. s5 , L N - ~ r ~.II~II .,r«.... ~ ~ ~ ~-r~ 1 - , 0 S . I ~ ~ ~ ~ ~ ~ l ~ i 10-6.7 h ~j r
c ' ' ER ION CONTROL' FABRIC, ~ ~ ~ 'UNEDDlTCN ~ ~ - ~ , , ' 3:1 OVERBURDEN SLOPE ` _ ~ , N = i i : . ~ ; ~ 1 ~ 1 ~ . "",r_. I`II I l ! Q10=7,40 CFS ~hq ~r~~ s pr„ SEDIMrNT TRAP NO, 11, nnm DS
- - ~ SC150BN OR EQUAL. ~ C-8 1 •d50=6,~ F , c. `i`- TOP OF CUT''.,SLOPE ' ~ ~ , ~ l I C-4 125-73 d ~ 1 ~ ~ ( SEE SHEET ~
~ Ul „ ~ ~ . _ ~ , ~ ,r a ~ ~ 1 ~ 1 , \ 1 r' y," 1 ' ~ , 1 ~ ¦ ~~¦i '~~ii~i~~~i~i ~ ~ ! ~ Q25=8.07 CFS r' r I I ~ ~ s ~ t ~ ~ ~ ~ PEI?MITI BOUNDRY, , 1 ~ ~ CULVERT N0. 4
3 ? . . ~ ~ ; . t ~ ~ „ , , I ~ , ,1 ~ PROVIDE EROSION CONTROL BLANKET ON ALL t I ~t'~ 1 , ~ ~ ~ I I LE. IN= 849,00 Date: Revisions.
8 f r, \ _ , , t ` ~ ~ ( , ~ , ~ ' ~ ; i ~ 1 I _ FILL SLOPES 2:1 AND GREATER. s-os-o5 • DENR REYIEw r ~ ; ~ , ~ 1 1.E, OUT- 848.00 R UAL.
~ -STANDARD BARBED;.WIRE FENCE ~ ~ ~ ~ :r 1~.~ ~ , ~ C-8 ~ , y - I ~ t + EXISTING 1 SEE SHEET C-s NORTH AMERICAN GREEN S75 0 EQ 7-05-05 • NCDENR / , , ~ ]a ~ a ~~<<~ ~ ~ 1 MOBILE I
, x t T E 11-14-05.5TORM MANA t EXISTING STREAM 0 B O ~ ~ HOME
r , . w , ` ~ ' RELOCATED WITH MITIGATION ~ ' ' f4~~ E l 1 { DD y ~ I , ~ N
~ ~ _ b ~ > ; ~ PROPOSED 24 V~1DE y ~ c , DRAINA~TIf~A~El1~`OAD TO , , ~ r, ~ ~ NSITE DRAINAGE AREA INTO ~ , ~ , 1 r 0
c++.,~a PINE TREE BUFFER, _ ~ ~ ' ; ri ~ ~ ,,CULVERT N0. ~ 1 ~ 9,~A1'~'ES: ' ~ t . m,~, n ..i/ ~ `3 ~ ! ~ ? ~ ~ ~ I V RT N0, 4=1.1 s ACRES . I . ~ ! / : , , ~ ~ ~ CUL E U h i I c=0.45 N z
..,.h~ - ~ ~ ~ ~ ~ ' ~r~ ~ PLANTED ~ ALONG tOP OF BERM _ , < ~ . ~ ~ 0,30 ,s. , '~1 _ _ ' ~ I~j I ~ U
c y,,u, + , . ~ SEE CROSS SECTION, SHEET-G-6 ~ ~ . F. c 3 w ; i . , ~ . _ 1 •;a£,a£ S~` ~ ,Q~0-1.8.09 C~S ~ ~ f , ~ ~ 1 110=6.7 {'~t;° J ~ • ~ ~ I Q 10-3.50 CFS J p
~ £ , 0 ~ 125'-7.3 ` I 1b ~ Jt _ _ tt ( i25-7.3 PROPOSED wA>FR ~ ~
c ~ ,,r,. ~ ~ ~ n~ ~ - 1 - f ti: ~ ~ 7 , ' _ ~ ~ ~ , _ ~ _ ~ ~ S ~ G~~5 ...19..1 ~CFS Q25=3.81 CFS ~ f ; ~ ; ; ~ l , ` CULVERT N0. 3 , v ~ N ` ~ , ! 1 ~ ~ ~ l r ~ LY
f , £ • , n„ ~ ~ _ , . ~ - • . ~ ~ . ~ ; LE. IN- 85200 + 9.4 CFS FROM CULVERT 3 f c u, ; r ~ . 'd., I _ EXISANG TREE LINE r ~ 0 Q W
- ~ i , ' , _ Jr wa, 0 ~ ~ ~ ~,,,;e, _ 9, wa•>, , 1~' , ~ - . . , ~ I,E. OUT- 850.00 12.89 CFS TOTAL Q10 THRU CULVERT N0. 4 .1 ~r Z 1- ~ ~ ~ ~ _ U ~ ~ ~ s, SEE SHEET C s 13.21 CFS TOTAL Q25 TNRU CULVERT NO. 4 aD
. ; . _ ~ ~ 18 DEEP WITH A ~ .ice \ IT N n,'. ! £ t F ~ , ~ t ~ 1 FT. ' WIDE MlN: BOTrO!~f. I _ ~ ~ ~ ~ Q Q ~,11 ~ i I EXISANG SINGLE 1REE ~ ~ ~
_ , ~ ~ , . s RAiN _ . - • ~ D AGE''AREA INTO f - = ~ _ „ ~ - ~ " ~ . i; ~ a• ~ ~'2:1 SIDE SLOPES. - ~ _ - ~ I ~ r. • ' ~ CULVERT N0. 2 d' t ~ C L . IN=861.00 I ~
~ - ` , , , ~ DITCH NO. '`2 - 1~'RES" ~ V - ~ ~ ~ s ` ~ ~ " LINE ,WITH EROSION CONTROL FABRIC, ~ ~ <<. , ,c 0.30 ~ ~ ~ ~ E L ~ 1.E OUT=856.00 I IT RAINAGE AREA INTO SHRUB Q 0 Z
~ ~ - _ ' ~ " ~ . ~ ~ ~ ~ SOt50BN OR EQUAL } E ONS E D ~ ~ ~ SEE SHEET C-sI _ uT (L W ~ ~ CULVERT N0. 3-1.4 ACRES U
~ ~ ~ n ~ l ~ ~ f . Q ~1P-RAP CHECK ,..DAMS, g . . t . . , ~ r c 25 B UNDARY ' ~ ' ~ ®FD?86 DRILL HOLE WITH C N U N " I OBD 82, OVERBURDEN DEPTH AND - O ~ ~ 0
£25- .3 , ` ` , , _ , n., a., , ~ 8 FFER ~ -.a ` ~ i T CED EVERY 7~ FT~~ = r,, r~ ~ r - ~ ~ E AREA lNT 1 ' ~ C-8 .1 EX3'flN6- C{OUSE ~ " ~ ~ ~ .~t, , - 1 OFFSITE AREA= 8.0 ACRESf ~ 82 DEPTH TO HARDROCK. ~G ~ Y 0 " I ~ , C 00 ~ W
I` £ w,? • , ; Q25- 5,69 DRAlNAG 0 ~ r r ,r ~ = -...~.n.F n` , ~ , ~ ' ¢ , ~ ~ ' ` ~ , 9.4 ACRES TOTAL M.., ,w._.. w N UI ~ I~ ~..r, ~a~~
DITCH NO. 1 =2.0 ACR , , ~ 1 r. c-x:30 , , ! ~ I ~ C=0.30 25' BOUNDARY BUFFER 0 ~ • ~ } I DRAINAGE AREA INTO I = ,7 ~ - - Q ~ ~
1 , h , ~ ~ ~ ~ rro s a ~ ~ e t ~ : ~ ,CULVERT N0. 2= 3.5 ACRES I Q 10=18.90 CFS _ . _ Q Z ' a f ~ - - ~ 7 ` $
f ~i ~ ~ - c - ~~r ~ .,~n - . , =O r., ~ ~.1 `c-0.30 a i25-73 CREEK BUFFER O W ° ~ } ,_.I . ~ - ~
2r 1 DITCH SIDE I r ~ r Y 0 w SLOPES -r. j ~ ~ , . ..A ' , r E d d r10=s.7 1 Q2 20.59 CFS N ~ ~a ~ d, , ~ j : ~ Q 10=7.04 CFS K _ y ~
1 1 . ; [ Q25=4.38 cfs ~ y, ~ EXTEND-4GGREGATE ~ , 1 , , ~ ~ , , c BA COURSE FOR ~ ~ ` ~ . b , ; ~ ; t E _ REFER TO ~'HEET C-7 FOR CONSTRUCTION CREE V) ~ o ~ ~ ~ ~ , r25-7,3 POSED ~ O `O
I, 1 ~ ~ ~.;,F m ~ , 4t?D OE SHO!l1DETZ 24 ~ ~ ~ ; x . , 1 ~ s - _ ~I Q25=7.67 SEQUENCE AND DETAILS OF PRO ~ ~ E
~ ROA WAY _ L I ~ 12' g _ .1 ~ - ~ ~ . , _ r c 5 12 LANDSCAPED ~ . 1.1 4 ~ ~ r . "t W PROPOSED FRESH N ~ ~ , FRES ATER ~ PONDS. ~ -p ~ ~
~ ~ - h• ENTRANCE ~ ? I , 1 ~ 2% I 2X 8X 1 ~ ~ , L" ~ WATER POND ~ Z ~ o0 } . ~ ~ 2 p .r* ri ~ `d , a' r EXISANG UNPAVED Q (n - Q
-'y...., , g ' I ,:1 - , r . , = PROPOSED ENT ' R T GE ~d- ADS t , ~ r ~ ~ L , RO
1.5 DEPTH GRASSED ~ orrcH SIG INTO ~ ~ ~ 1 ~ ~ , ~ ~ ~ . +R -l~~ EXISTING > > ~ l ; i ~ ~ id . , (`AI VARY EXISANG FENCE ='C Q l) ~
c BAPTIST PROPOSED BARBED WIRE FENCE X 3
CHURCH SCALE 1 100 a I SILT FENCE 5F IV _ C~9
PAVEMENT DESIGN 1 a j 4 6; so a ~ t-1/2" of S-9,5A "SUPERPAVE"
2" BINDER
z 10" C.A.B.C. ¦ I i'"' ;.F / PROPOSED TREES _ 100 0 50 100 200
N 24 CUSTOl~1EI~A-CCESS ROADWAY SECTION POWER POLE -o- 9 OF 11
N,T
i

W
OVERBURDEN (~1PPR0XIIvUITE DEPTI~ J e
m
884
. ^ 88
87 ^
87
86 - - ~ ,T. _ R, POND N0.1 - - - - - - - ^ 8'-0'
864 - - - - - - - - - - - - - - - - PROPOSED 86 *r - - - - - P.T. /2 SYP 6X6 2x4 PRESSURE POST (TYP 4 PL.)
WATER - - ~ , i ELEV.= 853.00 - I T - )REATED LUMBER NOTE DECKING SHALL BE
85 - _ - - ~ - - ^ 4x4 PRESSURE P, T. SYP 2 X 6 TYP TREATED LUMBER ~ ( )
- - r _ _ P.T. /1 SYP 1X6 P•T. SYP 2X6 r l
84 - - - - BRAdNG (TYP) ( J ~ N01E• PRONDE HOLE FOR VANE ~j
84- • ROD TO EXTEND )NROUd~ DEp! ~ I 12" DIP W?TH ,I
84 SLUICE GA TE „
83 - - - NOTCH 6X8 POST 1 1/1" TO 1x6 PRESSURE ALLOW BEARING OF INTERIOR
83 1REA TED LUMBER MEMBER OF BEAM AND INSTALL
82 /4 REBAR Ih DATUM ELEV ~ !D PATTER /4 REBAR IN A 4' X 4" GE OF FOORNC ONE 3/4"I GALVANIZED !D PATTERN WELDED AT 1/2" OIA. CALVANI - BELOW 1HROUGH BOLT (TYP)
8,24 OO-^ ^ • (0 . (0 • IO ^ . IO ^ , (0 . ~ . (0 ^ . ~0 ^ . ~0 . O . h . O , O~ . 01 INTERSECTIOi ~ I~ cO 10 ~0 (0 (0 ~F N O ~ h ^ O 0) P.T. /1 SYP INTERSECAONS P.1: /2 SYP 2X12 KWIK BOLT 2 P.T. /2 SYP 6X6 PRONDE SOLID BLOCKING
~N NN ~ ~ ~ ~ c~p0 ~o~ ~ ~o ~n ~o~ ~o~ 10~ h~ ~N ~ - ~ h ~o w ~o ~o h ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ M Nn VgRTEA ro~ ~ h ~ NP-Vt~RTEX ~.?-1/4" EMBEDDMENT TH POST (TYP 4 PL.) BETWEEN JOISTS AT O
00 PLATE PU L Exorpm EWER PLAN OBL P. ~"1 SYP BEARING LOCA]TONS 0"/ CMP T- 2X8 BEAM (TYP) EDGE OF DECKING
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 o"rcMP J8' RCP WELD CMP Ti J~6,~R~P ~ 2iri2'x1/f" GALL! P~
NOTES REBAR (TYP; REBAR TYP IEEL PU 1E-TAR ~ ro ~ Q ( ) COATED
i) ALL PRESSURE TREATED LUMBER SHALL BE RATED 1/1" CALM 1 "CALM
FOR fRESH WATER CANTAC>r40 PCF RETENTION). H/LR KWIK - - I ERED STREAM I E PROPOSED BIO ENG NE RLINE PROF L CENTE 2) ALL CASiIN PLACE CONCRETE SHALL Bf 4000 PS! BOLT 1 W/ HL/ A KWIK L BOAT EW/ P. T: /2 SYP 2X6 JOIST P.T• /2 SYP 2X6 SLUICE VALVE
STRENGTH BRACKET In 018 DAYS CLAMP REPAY ~ ~ ~ ~F 0 16" O.C. TYP DECK/NG (TYP) HANDLE W/10d( CUMP REPAR (
~ 3) ALL CONCRETE REINFORCEMENT SHALL BE GRADE 5,_0. (TYPE OF 4) W (TYPE OF 4) PRONDE SOLID BLOCKING r ,
HORIZONTAL SCALE 1 =100 80 DEFORMED BAR. 4) STRUCTURAL FlLL BELOW FOOTING !F REOU/RED, SHALL TRASH RACK DETAIL ETWEEN JOISTS AT BEARING ~ W ' ~ ~ • 8'-0" LOCAAONS (TT'P) X6 ~`"I
~ nm m xalF DESCNED FOR AN ASSUMED ALLOWABLE SOIL BEARING ~ P.T. ,~"1 SYP ?X6 POS ~TYP 8
PRESSURE M P. T• /2 SYP DBL BRACNG (TYP A ( ) PROPOSED TRASH RACK w 2X8 BEAM 3/4"I CALVANfZEO DiROUGH
OF 1000 PSF. P! 50 0 50 100 200 (s SEE DETAIL ( ) BOLT, NUT, AND WASHER (TYP) N
io'-o" NORMAL POOL LEVEL WALL Of J6"I W
VERTICAL SCALE 1 "=20' o ~
<,z:: , 0 ,I P.T. /1 SYP 2X6 ~
° T-4" ,I ° N I ° p v v BRACING (TYP
10' 0 10' 20' 40' o ~T - - ° 7'I I - EYE BOLT W/BUSHING
N TO HOLD VALVE STEM
A
4" WALL ,3000 P TD~ft CONNEC110N DETAIL 4" WALL 3000 PSl 36"I Rd' ~ m s~
(Typ) RISER (AS1M 76)
DEP1H VARIES (flP) RISER / (INK) 8 (TWb 8'LENGTHS) P.T. /2 SYP 6X6 YE BOLT W/ NYLON BUSHING POST (TYP)
SEAL OPENINGS WITH NON-SHRINK PIPES TO ATTACH VALVE ROD p,T. /'2 SYP 2X6 x6 SPLICE
WATERPROOF CEMENTUOUS GROUT ~yq~, PIPES JOINTS SHALL BE P•T. /2 SYP 6X6 SEE TOWER CONNECTON BRACNG (TYP) TdVGUE AND GROOVE WITT1 TOWER POSTS (THIS SHEET]
AN AF SEALET AN APPROVED BITUMINOUS (TYP) ® J/4"/ GALVANIZED SEALER AND PUSIERED THROUGH BOLT (TYP) o
3:1 OVERBURDEN SLOPE ~>H ~ WITH MORTAR ® ® ~
PLANTED W1TN A MIXTURE OF sfE RIc SEE RISER CONNECTION
HARDWOODS AND PJNES _ _ _ (THrs (RiIS SHEET)
SECTION A A U xot m ec~t j
ORJGINAL GRADE 20' WIDE SAFETY BENCH; 1'-0"
g ELEV.=8201 i' 2'-0" 12"/ RANGED D!P WIM INVERT "
O i .1 FEET ABOVE INVERT ~ a z OF OUTLET PIPE HYDRO MODE1 20-fOC SLUICE e~
HYDRO MODEL 20-10 C SLUICE 1E OR EQUIVALENT APPROVED a~ ~
CA1E OR EQUIVALENT APPROVED BY ENdNEER ~Y~,. ? BY ENdNEER TO BE BOLTED TO RANGE
_ - - BARREL H H )RASH RACK CONSISTING of BARS ~ ~
WELDED IOd: TREK INIH 4" CLEARANCE * . r , & o~ ~ ?'f- BETWEEN BARS AND TAR COA]iNG iD " 'F' : EXTEND POST i'-0" ~ ~'o o~
860.00 - BE BIX1ED 7O RANGE ; O JMOv ' • ~-1N10 FOOANG
I FRL PIPE NIIH 4000 PS CQNCREIE J 4' /GALVANIZED
II ~I 1D AN ELEVA DQN Q 1 FEET BELOW / D,IPOIX~EI BOLT 1YP 8'-0' x B'-0" x 2'-0" FOOTING INVERT OF PROPOSED OUTLET P0'E ( (SEE DETAILS) aYa
0 N e EXTEND POSST 1-0 , 0110 f00T01G ~ a
~ + 5
810.00 a°c a
8' NOTE: a r ALL FOUR SIDES A~ IDMER g'_0• ~ J ~
RISER ELEVATION SHALL dE FRAMED 0/ A SAWLAR a 5 MANNER ~
I Nor m auu TOWER ELEVA710N o c a q
APO 0 0 FP1T -I EL TJ N, FlLL PN P E 1= 745.00 J6 RCP AN fILL PIPE W?)H 4000 PS CONCRETE ~ n xau ~ g
760.00 ' R/SER INVERT AN ELEVADON 0.1 fEET BELOW W ~ Y g ~ INVERT OF PROPOSED OUTLET PIPE /t5 BARS IN A 1?' X 12' > ~ o'~ o
;~'5 8AR INSERTED THROUGH GRID PATTERN (PRONDE ~ ~ ~ S
- - J8' RCP AND IMBEDDED IN I , . CONCRETE FOOTING WI1H 8 - - - 6" MINIMUM COVER)
3 I Q NIGH CONCRETE COVER , "a,
M E ECE ~ a /see . (Trot /5 BARS IN A 12" X 12" ~ BAR INSERTED THROUGH ~~pumu~ ry
~ a l 71 .00 ° r>a~D ~ 0 T di10 PATTERN PRONDE PAN !M IN ~ q ( 36 RC D BEDDED ~p
- I s' MA N~ 6' MINIMUM COVER) CRE1E FOODNC W11H 6" 'o~ ••f' ~ o ' a' C0IICREIE COVER (EXTEND oo d~
T BI !z D ROCK FACE ~ ~ « ~ a~ 2'-0' PAST RCP) ~ ~
~ ~ • _ ~
~ ~I - 15707
N 660.00 FaonNG sECnON of 9 • NGINE~:•• ~
- 10 ' Tar ro xiu 8'-0" L
FOOTING PLAN ~~hj QW~H~ A0~' ro ~ D
c 88 c , N 884 l~
SECTION THROUGH POND RISER
~ i 88 I ' NOT TO SCALE Date: Revisions:
~ 610.00 87 ER 7/05/05 • NCDENR
WATER SURFACE 87 TO TOP OF DAM oR DAM AND 11/14/05•STORM MANA
3 86 = 5 IMENS. AND O •
864 WATER ELEV. PROPOSED 86 F THE PONDS, Construction Sequence for Freshwater Ponds ~ •
C WATER 9-23-05 N
~ 560.00 ELEV.= 853.00 85 U '
PROP( WATE PROPOSED I er sin ontrol devices as indicated on U + Z ' wnrER 86 1.) Install and mantarn all Phase o o c _ J ~ •
~ 84 ELEV: ELEV.=853.00 85 / ~ the drawings. J ~ d
~ 84 STABILIZED 2. Divert the existin stream flow around the affected areas with a flexible ~ ~ ~ 9 >
°J 84 OUTLET 15" HDPE Flo a drain secure! staked in lace and out of the way of N ~ 84 P y P s
510.00 83 E construction activities. Protect stream flow from sediment intrusion or ~ = rn 844 fluids from construction a ui ment. ~ Q
° 83 9 P ZU 84 3. Be in construction of the Freshwater Ponds to the elevations shown on Q 00
L 82 LLAR ~ 9 ~ 83 the drawings in the following order: Pond number 3, Pond number 2, a ~ ~
824 PROJECTION r` 83 Pond number 1 and then Pond number 4 usin suitable excavated ~ ~ g ~I
82 ~ 82 materia! from the grading operations in the construction of the pad for the O a1
460.00 81 rocessin lant and excavated overburden from Pit number 1. U ~ W V 824 P 9 P c N N
DATUM ELb~ DATU DATUM ELEV 4. Fill material used in the construction of the downstream embankment - J ~ o
~ cv 82 3 810.00 82p•p0 ~ '0 - Y o ~i r; ~ ~ ~i ~ cd N should be uniformly placed in 8 maximum lifts and compacted with a C ~ oo L~
~ ~ n c ~ ~ ~ ~ shee foot roller to at least 98 ercent of the soils maximum dry density w N ~ P P ~ oo O
(n ULTIMATE 0+00 1 +00 2+00 3+00 (ASTM D-698)• The fill should be comprised of high clay content. soils - ~ ~ 0+00 1+00 2+00 v ~ o
~ 410.00 PIT FLOOR EL.=4001 free of organic matter and rock fragments in excess of 4 Inches In 2 a ~ o a
~ NOTE.' DAM SHALL BE CONSTRUCTED OF SUITABLE FlLL diameter. ~ ~ ~ $ . ~ O
" 1 AND COMPACTED 1N 8u MAXIMUM LIFTS. ~ MATERAL 5.) The upstream side of the embankment should have a maximum slope ~ 3 N ratio of 2 horizontal to 1 vertical. The downstream side of the (n m w
embankment should have a maximum slo a of 3 horizontal to i vertical. ~ = ~ o p
_ SECT T R DAM 1 ECTION H U P D S ON SECTION THROUGH SPILLWAY POND #1 . • P • , Ke the embankment Into the exrstfn soil a minlmum of 2 feet. ~ ~ ; o
z DATUM ELEV y g Z Zr H RI ONTAL SCALE 1"=100' Sediment Trap #8. Seed all disturbed areas as the Traps are constructed ~ ~ ao
(OTHER DAMS S1MlLAR. 360.00 , in accordance with the seedin schedule on Drawin C-(i. ~ o ~ a 9 9 D cn ~ a a
L GRGUP CROSS 0.00 100.00 200.00 HORIZONTAL SCALE 1 =100 6.) Do not remove the slope drain until the riser, barrel and emergency - -
~ SECTION A-A ~
c 50 0 50' 100' 200' aNmrruy ura uwwnau ufiu iunUuviniiy. Q 0
c 7) Vegetable the face of the embankment promptly after grading with a O 3r
50' 0 50' 100' 200' SCALE 1"=50' i' permanent seed mix in accordance with the erosion control seeding o VERTICAL SCALE 1„_20 schedule on drawing C-6. _
SECTION THROUGH MINE WALL
_ VERTICAL SCALE 1"=20- 8.) Remove the temporary slope drain (diversion pipe) and allow the pond to C-7 I to
50' 0 25' 50' 100' - F--1 fill at a rate not to exceed one foot per day to the designed water elevation. ~t 10, 0 10 20 40' 70F 11
- -
c 10' 0 10' 20' 40' f-)
oc

0
' MIN 8, ~ WOOD OR
STEEL POST ~4 CORNER
VARIABLE AS DIRECTED BY THE ENGINEER WOVEN W1RE FABRIC COMPACTED SOIL 18" M1N. WITH 2:1 MAX. S1DE BARS 0 12" O.C.
SILT FENCE FABRIC SLOPES 8" 1 "CHAMFER ON ALL
° ° ° EXPOSED CORNERS
o g M1N. 1?-1 2 GA. , 3 FlLL SLOPE ti' MIN. 9" ~4 BARS 0
1NTERMED 7E ~ 2 ° ~ ° o ° 12" O.C. WING WALL
MlN. 1 D GA. WIRES N LINE WIRES ,
N GRADE ° ° PL N ° ° ° 3" CLEAR
2 34.. ; INCOMING PIPE
" s" MIN. covER C-8 NOT TO SCALE GRADE ~ OVER SKIRT 2" CLEAR I " RIP R9P AT OUTLET
N 2X PIPE DIA. H OVER FILTER FABRIC 2 1/2 X PIPE DIA.~ GRADE
ANCHOR SK1RT AS DIRECTED BY ENGINEER * BEHIND 2' 4-{4 B4RS
TYPICAL RIP RAP CHANNEL .LL4I~ AROUND OPENING
FRONT VIEW = _ TO BE USED WHERE fXCESSNE STORM WATER 1.5:1 5 BARS 0 / ~ M
S1 DE V1 EW _ I I VELOCITIES PROHIBIT VEGETATIVE LININGS - N. T.S. 11= - 111= 2X PlPE DIA 12 O.C., EACH WAY IN
N. r. s. .III-: z , I-1I FACE OF WALL
~ 1=1 hs. ,;,;._111= SIZE OF STONE MUST Bf DETERMINED 8Y =III=I'i°.:.,::.:~.:~.~,.::,~.~~;°=III=1~ APPROPRIATE DESIGN PROCEDURE.
* fOR REPAIR Of SI1T I1=III 11=III=I11=I11=1I I=I11= FENCE FAILURES, USE -USE SILT FENCE ONLY WHEN DRAINAGE AREA DIMENSIONS FOR d do W VARIES ACCORDING 8" ' 18"
No. 57 WASHED STONE. DOES NOT EXCEED 1 4 ACRE AND NEVER IN TO DESIGN.
AS AN ANCHOR WHEN S1LT AREAS Of CONCE TED FLOW FENCE IS PROTECTING FILTER FABRIC OR D MAX = 1.5 (D50) , ` 7" 4- ,~4 BARS : • - . AROUND OPENING ELEVATION SECTION I--I
CATCH BAS1N. GRAVEL BEDDING RIP RAP THICKNESS = 1.5 (D MAX) . i 2„ ry
~5 RS 0 0
1 3 4 12 o,c, ~ 12° N
C-8 NOT TO SCALE C-8 NOT TO SCALE C-6 NOT TO SCALE 48"MAX. PIPE DIAMETER W
ENLARGED SECTION THRU WALL f~ W
avERS1oN DIKE eEmND
12 GAUGE GALVANIZED HAND COMPACTED
4 PRONG BARBED WIRE 3" PRESSURE TREATED WOOD OR 3" PRESSURE TREATED TREATED La ISLAND HOtD DOMN STAKE7;
1 2 COATED STEEL LINE POS15 nMBER /
80ULDERS (4'-s' DIA.) USED IN
LIEU OF POSTS IN AREAS OF ROCK 3
d outlet
HOPE PUSI)C
9 GAUGE INRE;IYVISIED PlP~ TO nGHlEN POSTS PIPE; 517E AS NOTED 10' MIN a
~ PUN SPAgNC - TOP ELEVATION OF STORM WATER 0.5'-1 ' 1EE f1T71NG
STAB1Ui STABUIIED 5 WASHED ~
WR W1LET INLET (PROJECTED IN1H TON 1 a A CRA DEL DONUT Gf /5' 7
Filter Fo6ric O(DIII:; 4 WASHED SILINE) EXISTING SLOPE 4
10'-0" PROVIDE STRETCHER ~1 RIP-RAP
POSTS AT MAXIMUM 200' SPACING PIPE OUTLET TO WELL-DEFINED CHANNEL
LINE POST AND STRAND STRETCHER POST
N. T.S. N. T.S.
4'M~ 5 SIDE VIEW LEVEL SECTIpV
C-6 NOT TO SCALE EXlSITNG SLOPES
6 u J J
C-8 NOT TO SCALE L0 HEIGHT ~ W1D1H DETERMINED BY ui
Level li of s roader VARIES EXISTTNC TOPOGRAPHY AND ~ P P E SEDIMENT STOR9GE REQUIRED.
boy. *Material sta led in place P e KEY RIP RAP INTO THE DAM a o ~ M
d outlet - 1 D' to 3' 0.5'-1' FOR STA8/LIZATIDN. L ~ ~
3 C 5 fT X Section Vanes from ~ i a~ en
MIN 1.5 fT Undisturbed Soil ~ ~ KEYED RIP RAP _ ~ ~ ~ ~ _ _ _ Buried min I ~ 5
~r * _ = I=III=1 I I=11 ~I = _ - I -I 1= I N ~ I=11 ~I11=III=III=1 I ~I I LI I-I ~ 1=1I1=1 = -I I ~ -I I ~ ~ ~M~~
1 D ' ~ I ~=1 11=1 ~ 1=1 ~ 1=1 I ~I I ~I I ~I I ~I I ~I I I I ~I I ~ r - /5 WASHED STONE
-n l 1=11 ~ , i l ~ i ~ i
J~ +Eiiosian bionket- t;aeer? FRONT VIEW
1. USE FOR DRAINAGE AREAS Filter Fotuic - NOT EXCEEDING 5 (fNE) ACRES. FlL S75 Of eQuOr yQj
CROSS SECTION FABRIC (Mlrafl 14DN equol)
2. EARTH BERM SHALL 8E STABILIZED W/ SEEDING ACCORDING TO SPECIF1C.4110NS. q 8 ~ m N
OVERFlCL B' DESIGN G FOR SEmE1~1Vr TO FLAT AREA C-6 NOT TO SCALE C-6 NOT TO SCALE ~ ~ ~ ~<<
sEITLED PIPE OUTLET a
lO F NO WELL-DEFINED CHANNEL S s
GENERAL CONSTRUCTION SEQUENCE > ' Y B,P'o
_ ~ E EMERGENCY" gg BY-PASS 6 1. Install Lein ora silt fence and other hose 1 erosion > 9 ohs P rY P
~1 ~ ~ 1 SIDE 1. La 1S IHf LENGTH OF THE RIPR4P APRON. ° ' D ° o o ~ SLOPE MAX BELOW SETTLED - 5 fT ~ '0 9 TOP OF DAM 2. d-f.5 TIMES THE MAXIMUM STONE DUIMETER control devices as indicated on the plan and in details y ~v~aC 2. Clear, grub and remove surfaces as required for construction.
MAX FILL ° F, o ° BUT NOT LESS n~wN s . 3. Commence operations, conducting all activities in such a way 9-23-05
FLTER 1~ 1 SIOf 3. 1N AWELL-DEFINED CHANNEL EXTEND THE APRON FABRIC ~D ~ UP 1H£ CHANNEL BANKS >0 AN ELEVATJON OF 6' os to direct drainage to protected outlets. uuup
GR01~ DRAINAGE EA WEIR 4. Maintain all erosion control devices in good working order 1.) Install reinforced silt fence as indicated on Drawin C-4 and Orowin C-5, ~~`~4 ~
MIN (A~ ABOVE THE MAXIMUM TAILWAIER DEPTH OR TO THE 1 4. TOP OF lHE BANK, WHICHEVER !S LESS Burin o rations. Ins t them after each rainfall and of feast g g p`~ 9 Pe P~ Phase J Erosion Control. • / once a month. Seed bare earth as necessary. Do not allow earth 2. Install Sediment Tro s number 9 throw h 13 on sheet C-4 Phase ! •
2 a0 4. A FLTER BLANKET OR FlLIER FABRIC SHOULD ) P 9 to remain unprotected for more than 15 days. Erosion Control Plan in re oration of rrdin the ad for the Processin
4 10.0 BE INSTALLED BETWEEN THE RIPRAP AND SOIL DESIGN OF SPILLWAYS 1 5 120 FOUNQ4noN. 5. Remove temporary erosion control devices when all ground is P P g g P g
DIMENSIONS SHOWN ARE MMIIMUM rotected with well established ermanent ve etation or finished P1ont. P P g 3. B in radin o erations for 15707
MAINTENANCE io surface material. ) e9 9 9 P the Processing Plant and Construction of Freshwater ands in occordonce with the "Construction Se uence for • ~ F ~ ~ 6. In the event of failure of the measures Indicated on the plan, P " q 9 ~•NGIN~~
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SK~fKiUVT RANtIFALL REMOVE SEDIMENT AND RESTORE TRAP >n IT5 ORIGINAL _ 0 SCALE Contractor shall take all reasonable action to con5ne siltation Freshwater Ponds . ~ p• 4 S
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMUUIEO >n ONE-HNf 1Flf DESIgrI O~EP1H OF 1F~' TRAP. PUCE THE SEDIMENT THAT IS REMOVED IN C 8 NOT T to the site. The Contractor shall notify the Engineer if such action 4.) When the Processing Plant pod is complete but before Freshwater Pond ~WIGH~
A DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART Af lF~ GRAVEL FACIMC~ is necessary. number 1 is constructed, be in excavatin sediment Era numbers 1 ~ 9 9 P ~
CHECK ]HE STRUCTURE FOR DAMAGE PROM EROSION OR PIPING PERA70IGAIlY CHECK THE DEPTH OF IHf SPILLWAY IO ENSURE n IS A MINIMUM OF 1.5 FT BELOW ]Hf LOW POINT OF THE EMBANKMENT. MIMEDlATELY Fi'LL ANY SETREMENT OF THE EMBANKMENT 1O SLIGHRY ABOVE DESIGN " through 8 to the dimensions indicated on the Phase I Erosion Control Plan, sheet C-4.
~ ANY RIP RAP DISPUCEO FROM THE SPILLWAY MUST BE REPLACED IIAI~Dl4i'ELY Storm Pi a Calculations GRADE p VEGETATIVE COVER 5.) Construct the Sediment Traps in the following sequence: Begin with Date: Revisions:
2 STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS A80VE THE SEDIMENT POOL AND DON'NSIRFAM FROM THE TRAP 1MMEDg1ELY AFTER [AC. CAPACITY i. TEMPORARY VEGETATION Sediment Trap number 5, followed by ~4, ~3, ~2, ~1, ~6, ~7 and then 7/05/05 • NCDENR
~ CONSIRUCAON WITH SEEDING. CULVERT DRAINAGE RUNOFF INTENSITY FLOW FLOW PIPE PIPE SLOPE VELOC. CAPACITY NUMBER AREA (Ac.) COEF. (ho) (I25) "Qi0" "Q$5" DIA. LENGTH ft./ft. (FPS) FULL FLOW 'PS) FULL FLOW Provide temporary vegetation, seed and mulch within 15 working Sediment Trap ~8. Seed all disturbed areas as the Traps ore constructed tt/t4/o5• STORK 61ANA
r 1 9.00 0.3 6.7 1.3 18.09 19.71 16" 90 LF 0.099 16.00 26.04 CFS days following completion of any phase of the project. in occordonce with the seedin schedule on Drawin C-6. 6.00 26.09 ces Late Winter-Spring (February to May g g o '
9 2 3.5D 0.3 6.7 7.3 7.09 1.67 18" SD LF 0.100 24.59 39.26 CFS ~ 3 9.90 0.3 6.7 7.3 18.90 20.59 24q 11S LF 0.011 9.00 25.36 CFS a.59 39.26 ces R e Groin 35 -4 Ibs acre 6.) Complete grading activities for the Lease areas, access road to Harris o0 9.00 25.36 CFS y / CO
C-8 NOT TO SCALE 9 1.16 0.95 6.7 7.3 12.89 13,21 18 10 LF 0,019 3.50 19.69 CF5 Summer (May to August 15th) Henrietta and storm water conveyance devices, providing and maintaining N 3.50 19.69 CF5 erosion control measures in accordance with the construction drawin s
OVERLAP fA611PIC 5 1.10 0.65 6.7 7.3 1.40 8.D7 15" 125 LF 0,099 20.96 23.91 CFS \ 2'-5' r 2"-5" 6 2.10 0.95 6.1 7.3 13.73 19.97 15" 160 L.F. 0.094 20.46 23.91 CFS 0.96 23.91 ces German Millet 4 - 6 !bs/acre 9 • o.a6 23.91 cFS Late Summer-Late Fall (August 15th -November) 7.) Begin stripping the overburden from the area of pit number i, Toying back U
~ ~ r 7 11.26 0.3 6.1 7.3 22.68 24.70 18" 60 L.F. 0,083 21.14 35.83 CFS 1.1a 35.83 CFS R e Grain 35 - 45 !bs/acre the overburden slope of a 2:1 slope. U } z '
\ Seam Stitch B 1.72 0.3 6.7 7.3 19.85 21,36 18" 100 L.F. 0,090 15.93 29.83 CFS 9 2.00 0.3 6.7 7.3 16.39 17.59 15" 65 L.F. 0.062 11.66 19.00 CFS 5.93 29.83 CFS y J C • 2. PERMANENT VEGETATION Fi.) Begin construction of Pond number 1 using overburden material stripped J m 1.66 19.00 CFS provide ermanent ve etation for all disturbed areas within 15 workin from the area of Pit number 1. ~
4' Q 10 0.12 0.3 N/A 7.3 N/A 0.26 15" 40 L.F. 0,025 10.55 12.07 CFS 0.55 12.07 CFS P g g a -
Q, qp• 11 2.32 0.45 N/A 7.3 N/A 7.62 18" 40 L.F. O,D13 8.81 19.15 CFS 3 12 2.94 0.3 NIA 7.3 N/A 5.34 18" 90 L.F. 0,013 8.87 19.15 CFS 8.81 19.15 CFS days or 60 calendar days (whichever is shorter) following completion 9.) Begin construction of the large berms to the south and southeast of Pit ~ m 8.87 19.15 cFS of the project. number 1, starting with the berms in the southeast corner of the property. ~ ~ r
N Q Q 13 210 0,3 N/A 1.3 N/A 71.21 92" 90 L.F. 0.011 11.82 106.00 CFS 1.82 106.00 ces Establish permanent cover on bare graded areas not paved or built upon. Remove the temporary Sediment Traps as they are encountered in the 0 Q
J.3' Till soil on slopes up to 3:1 four inches deep excluding rock, grading process or there use is no longer required. Z U
0 0 o Ditch Calculations Till slo es steeper than 3:1 with chain harrow or by bond pitting it f0.) Mining will commence as soon as the processing plant is operational, Q 0D 4 to inches o.c. in trenches (dozer tracks are good). a Dt
read a ricultura! limestone at 2 tons acre. working first the shallow readily accessible reserves at the eastern edge = d' Sp g / of the Phase I it and minin in a enerall westwardl direction. This ~
~ DITCH DRAINAGE RUNOFF INTENSITY FLOW (CFS) VELOC. SLOPE 0 NUMBER AREA(Ac.) COEF. "ho" "I25" "Qi0" "Q2s" (FPS) ARMOUR FT./FT. sLOeE S read 10- f 0-10 complete fertilizer at 1000 Ibs/acre P g g y y L I P mining will be concurrent with the overburden removal and the ~ m ~ FT•iFT, Seed in bi-directional pattern at 50~' rate in each direction.
U / 1 2.00 0.3 6.7 1.3 9.00 9.38 3.99 SC150BN 0.053 f Ma 7 to Jul 31: Hulled Bern?uda Grass at construction of the berms and Freshwater Pond number 1. V m N 0.053 Seed Mlxfure or y y e N ~ U~
2 2.60 0.3 6.7 1.3 5.23 5.69 4.20 SC150BN 0.053 0.053 15 !bs acre + KY 31 Fescue at 50 Ibs/acre. - J ~ o
~ 3 11,28 0.3 6.7 7.3 22.68 29,10 9,43 SC150BN 0.023 3 3.4 STAPLES PER SQ. YD. 9 9.45 0.3 6.7 7.3 8.93 9.75 6,06 CLASS B RIP RAP 0.166 0.023 Seed fixture for August 1 to April 30: Common Bermuda Grass at '0 ~ - Y o 0.166 12 Ibs acre + KY 31 Fescue at 50 Ibs acre. C ~ 00 Q
0 (4.1 STAPLES PER SQ. M) 5 0.74 0.3 6.7 1.3 1.49 1.62 3.23 CLASS B RIP RAP 0.088 / / W N o.oea 3. MULCH ~ ~
~ 1N CHANNELS, ROLL OUT STRIPS OF NETIJNG For blankets with the optional North American 6 9.21 0.95 6.1 7.3 12.87 19.03 5.79 SC150BN & CLASS B RIP RAP 0,068 ~ PARALLEL TO THE DIRECiION OF FLOW AND Groen DOT System"' place staples/stakes 7 2.96 0.3 6.7 7.3 5, 95 6.48 3.13 SC150BN 0.021 e RAe 0,068 Grain straw at 1.5 bales/1000 SF or hydroseed wood fiber ~ L,~J m ~ 0.021 at 1500 to 2000 Ibs/acre or erosion control blanket. _ ~ Q ~ ; e
~ OVER THE PROTECAVE MULCH. through each of the WHITE colored dots. 4. REPAIR SEEDING F- ~ ~ o ~
!f initial seeding does not establish satisfactory cover to control erosion, - ~ o
STAPLE PATTERN Storm Structures 0 re air washes, prepare soil, roseed and mulch as before. ~ ~ N J P L
STRUCTURE GRATE STRUCTURE RUNOFF PIPE TOP INVERT INVERT NUMBER TYPE TYPE "Q" DIA. ELEV. IN OUT INVERT N ~ ~ Q OUT N tV/t v ~
~ 1 NCDOT 840,22 2'X3' (OR 2'X2') 18.90 18' 839.75 N/A 833.75 • ~ EO 833.75 Q ~ ~
= ANCHOR NETANG WIDE SLOT, SAG PRECAST CONCRETE (FROM O Z~ ~ ~ ~ 00
~ 1N A 12-INCH TRENCH JOIN STRIPS BY GRATE; ORIENT BOX OFFSITE 0 m Q V) ~ ~ a
L WITH DITCH WATERSHED) 6 ANCHARING AND ~ OVERLAPPING 2 NCDOT 840.22 2'X3' TOR 2'X2') 22.68 18" 832.00 826.50 626.00 ~p ~ ~ z
i 626.00 ~ 0 TO CULVERT Q 0
~n u,n„ niece ~e WIDE SLOT, SAG PRECAST CONCRETE (3.79 CFS TO CULVERT ~ _
i rt-nr~n vruurr GRATE; ORIENT BOX FROM DITCH N0.7 NO.7 u 3
WITH DITCH NO.3) 11 d C-6
BLANKET DITCH UNING 2
z -6 NOT TO SCALE C SITE DETAILS ID
6 OF 11
i

_ _ _
t-
r' i ~ n~
VOTE , ~ LEGEND: e
0;~ ~ P 897.0 ~ PROPOSED WATER . X ~ ~
~ \ 0. A, 1 $ i .1 ~ ~ ~ ~ ~
v d EXISTING TREE LINE , ~ E
P ~ ° r,,, 898.7 d X P ~4. {
> ; EXISTING SINGLE )REE t! V ; f r
d r , Jam.:.-1 ~h r " ' q \ - , ~ X z
x" ~ i t' ~ ~ ~ a v ~ q t .i. > ~ SHRUB ~ ~ i y ~
0~ Cr ' , . , ` ~ i ®HP85 DRILL HOLE WITH
r- ~ ~ "A v ~ ; y , , OHD 82 OVERBURDEN DEPTH AND
~ ~ DEPTH TO HARDROCK.
i t , "I' 25' BOUNDARY BU R FFE ,
`~~a_,,~ j ,y- ~ ~ _ 1`r ` t i , .j
. } `t 1 ~ p 0 s . . t.,. ~ i _ ~ y - 7 y f~
Y S~,- ~..i F ~ CREEK BUFFER ~ - - - - 1
i ~ ~ ~ 889,8 ~ ~c ' ~ ~ , ` CREEK
,E t'~ ~ x DENSE TREES < ~ T t , t-~ t, ~ R EES r r' ~-I ,
r"f. `.~z_ r ,f ~ ! SEE ACCURACY NOTE... - . ICY NOTE _ _ BBO PROPOSED FRESH
~ ~ . ' -.rY 1 ' WATER POND t
_ 1..~.. 1- ~a _ 4. r r` r- ~ V ~ ° ~ EXI511NG UNPAVED O
` s ' r ~ A ~ ; .u ~ ROADS w_~~ ~ ` ° ~ ~ w~ '
~k ~ ~ l O. ~ 1 1 ,.,~y,t,.:,.~..a EXlSANG FENCE e77.2 UARR1'
r ~ '1 --v n~, r~E' ~ ~ ~ 1 ' ~.w , + i ~ + a ~ .r°' ~ l X OAD TO Q PROPOSED BARBED WIRE fENCE X X- a DER Q 24 ~ WI
? .t ~ r r 902°9 i ) ~ i ~ z ~ _ ~ srLr FENCE SF SF
r~ ~ c O
n., H. f~. f 7 r r ry - ~ l - z r i' i DENSE TREES : f-° ~-r° 897.8 1 ~ { L1M1T OF t' rrTT
ACCURACY NdTE y r,r ~ i X ~ a ti ~ a .r r . ~ , „Y„ \ r: , { AFFECTED oPOSED TREES ~;~.x. ~"i v ~/I~•t~~ AREA _ r +
~ _ ~ ,'~3~ t \ { 1 ..r-`~= a.r ~ ~ ~ ~ ~ _ ~ w { POWER POLE
r~ ~ ~ ~ ~ \ ~ I" ' f 1} >t . r.. <.,.; S , ~ N7A t -0-
j 1 - F ~P. S
' i 1 r" ~ , ° ~ r" r. 1 r
' rt ~ 844!8 ~ t a ~ ~ ~xr .7 ~ ; ~ ~
! . 4 ,r, ~ _ ~ ~ y~ e7o.7
~ i s z..~..~, ~ r ~a ~ t ~ x ~ ~ ~
DENSE TREES r, ,_r , :.~,1 ~ 882,8 ~f ~ r"~ ~ri. ~ x ~ r . i a
'E AC RACY NOTE ~ ~ .:ES - ~ c'' ~ > co ~ ~ ~ ~ UNDIST RB~D ' ' - ~ • ` d9J~.
r nCY NOTE ~ R, r ` 897°0 1 c : . ` ' ~ _ t` ..P rh ~ r, ~ tir.A. ~ , j ~ t } ~ 1 _ _ ~ 1.) REFER TO SHEET C-6 FOR EROSION CONTROL DETAILS
~ a a ~ l ~ 1~ + 'i + j AND SEEDING SCHEDULE ~ ~ ~ t a. _ ~
sl x ~ ~ ~ t ~
r'`' 898,7 ~ ~ ~ ~ ? . r ~P ~ s ~ ~ 2.) SEE SHEETS C-2 AND C-3 FOR ADDITIONAL EROSION CONTROL ~ DEVICES IMPLEMENTED DURING CONSTRUCTION OPERAT70NS.
i ` j X ~ 7 j t •1 ~ 7
K i _ i ' `t-. 's 3. PROVIDE ADDITIONAL MEASURES AS THE SITUATION WARRANTS. \ ~ ,
~ ~ r ~ t ~ kt., , ' t ..ice. ! o ~ w r „ , ~ yea ~ ~ 'Y. ri
.-_r J i ~ ~ 7 - ~ ~ ~ a ~ ~ 4. MAINTAIN SEDIMENT PITS AND OTHER EROSION CONTROL DEVICES ~ ~ , j.
~ ~ j' ~ r; j.~ THROUGHOUT THE L1FE OF THE PROJECT. " ' ~ . Y ' e
t c J , . v r' ~ , ~ 887.2 4 "1\ ~t s x ~ ~ ~
INSERT <<,: ~ , ~ r
SEE CONTfNUAT1ON UPPER ~ ~ ~ ~ ~ ~ ~ / los r' ~ 1161554,21 \ 557286.81 ~
RIGHT HAND CORNER THIS SHEET 68 ' r' ~ ~ ~ ° \ \ ~ I ~ ~ ~ ~ ~ i , 864.84 ~
f \ hi 4,. . A N u, yy
{ ll / ~ ' i ~ ~ L. L _ - C ~ MpI • ~ n i N
~ - , ~ ~ ¦J, `t~ ,1 , ' SCALE 1 =100 a obi m
) ~ ~ V~ ~ t l\ , s~<~
~ i ~ ~ ~ PROPOSED ~ ~m
860 _ - ~ ' . ~ _ > 100 0 50 100 200 " ~ \ ~ REDI-M1X PLAN • ~ ~
- ~ r r \ ri.. DEN3B TRBES ,f s~"~~ ~ ~ 4 ACRESf ~ o HMO..
t SEE ACCURACY NOTE'' , 1. r s• 1 ~ ~ ~ o t'
- \ ' , \ \ f ~ w
~ `i ~ - ~0~ s a
f~ O 1• a - ~ ~ r ~1 ~ ~ ~L r A
t t ~ 848.7 . [ ~ - . 't \ ~ C
60 ~ ~ X r 840.9 B60 l ~ i ~ X 860 5 ~ ~
r - - + ~ + r-- ' r - 4
~ - . ~ 7 it r Y r l 1 t S~ ~ ~ T~
~ I~ • ~y ~ ) 7 } ° - ~ ~ { ~ P ~ } ' ~ ~ ~ ~ ~ ~ 7 ~ r.r t ~ / s a~ ' ~r ~ "a ~ i ~ ~ . ,
< Y~ ~ 1 - ' i . s' r ? ~ ~ ~i I w.E.= ~ > sYb~~
~ • ~ t ~ i - ,F 1 829.:0 ` ' ` ~ a o'~ o rr ~ .$n
- , B40 ~ ~ 8~ ~ ' r t~ ~v~aC ~ ~ l ~ • ` SF
~ , X i I~ S f ~ ~
~ t° ~ 1 ~ ~ ~ ~ .f ~ 1111111 / ~ r~ ~d~ ~
~ ~ ~ ~ { \ ~ c ~ ~N 0
\ _ r- _ ~ / I, DENSE EES , N
~ - _ , \ _ { _ - - - ~ _ ~ J/~ ~~.SEE ACCUR Y NOTE 00 / ,
~ ~ - - } c ~ -T ~ ~ ~ ~ , r l / V
\ \ ~ r , i \ , i~ 1570
r` \ ~ ~ F ~ • oao
860 ~ ~ 84 ~ X88,9 ~ ~
~ x ~ s\ ~ c ~ ~ _
~ ~ ~ \ ~ ',i \ o nnm lY y° ~ I r' l , . ~ l~ ~ v - ,
i \ \ ~ i~ ~ /
D NSE THE ~ ~ ~ \ ~ ; \ \ ~ \ r \ i ~ R i i n / ~ , ~ ~ Date• ev s o s.
E ACCURA OTE ~ ` ~ } ~ \ C ~ • \ i • \ ~ 7-05-05 • NCDENR ~ ,
- ~ I ~ ' \ I \ f. _ / ' , ~ - 11-14-05•STORM MANA I r ~ \ ~
~ BBO _ \ ~ ~ - a ~ ~ ~ ~ 4 83 t O • \ \ _ ,y i.
L - ~ • \ ~ • \ i ~
~ \ g9 ~ ~ S; ~ ~ \ ~ \ \ cv
~ I ~ \ ~ v ~ A ~ ~ ~ ~ U ~ \ _ •
~ ~ Y r \ - \ ~ \ ~ ~ V NZ \ - -ezo- - - ' ~ J
~ ~ _ \ ~ > 1 ~ NS TREES ' 1 \ ~ r j + \ 1 ~ C ~ 9E CC RACY NOTE r". ~ \ ~ \ ~ \ + Jom 1 ~ _ -
w , \ \ i" a.*'-
r \ PROPOSED ASPHALT. PLANT ~ ~A~ l ` r ~ t
w ~ r ! ? /8~ t ~ ~ , \ 5.6 ACRESf r: ~ c v, \ oa t .
\ . Q ~ ~ ~ ;a \ o- - - Z ~ \ ~ .et U J _ . ; \ r
I \ ~ ~ ~ ~ Q ao rn~ p
, t t ~ ~ ~ ~ ~ C d. \ -
' ~ ~ ' ~ - U ~ i :t \ ~ ~ ~ L I ~
Tr"~~ . HP45 '1 ~ 0 } F ~ ~ ~ _ ~ ~ N ~ r ~ _ 900 ~ ~
~ F - W
~ i HRD 22' \ OBD 10 Lf IT OF , ~ HRD 15' , ~ i \ ~ ~ ~ AF ED _ - - - r... C r t ~ \ '~1 \ . ~ ~ N
~ t'" REA w ~ >_y 0 . ~ v ~ ~ Q
far 4 \ (n E ~ ~ > \ - s 780 D Z ~ ~
C is t \ \ . \ c ~i ~ ~ ~ A ' , Bp c ; ~ La a Q 80 ~ / 3 ~ .
\ \ . ^ a tF ~ DENSE TREES \ ~ t,., ~ \ ~ t / 0.8 V N
r+"Y~ \ ~ , r" ~ 7 , SEE ACCURACY NOTE ~ 1 t 1, ~ \ ' o ' ~ - - - -
k . . L ai a ' ~ _ ~ m - n,., = ~ . . , f..~, ~ Y u _ f i : . • ' DENSE TREES } ~ ~ O ~ N ,.f .4.,~, N 7 ~ a O
W ~ I t • \ SEE ACCURACY NOTE • ~ W ~ ~ O
I OBD 0' \ 7 :b . ,180 \ ~ ~ z ~M \ ~ „h ~ w W ~ w
~ \ , T ` \ - j , . ~ - ~ ~ r L S ~ - . . . . . r r •DL+tQS'E"T$EE'S • • • • • • 78 •1 } o • O ~ e
• ~ _ ~ ~M,..t,~ a . • • SEE ACCURACY NOTE _ ` `c., ~ 'i ~
' 1 ~y Q' 0
m -WITIAL 'PIT, FLOOR ELEVATION, 745.00-± ~U 0
00 780 ~ ` . 0
~ rte" 0 ? , • ? SF 7 : ~~-F - 789.2 I i
OBD 5' IPA x 190 C~5 LEVEL SPREADER ~ ~ co
x m MATCH LINE-SEE Sf ET C-2
800 -PPPR 50F 11
c r-
cc

e
z f' J- ~°t:

HARRIS HENRIETTA ~ ~ ~ ~
, RDAD ~ ` ~ ~ r~~ -:1 K'.n„ ,.k.,
.
l ~
® ~ , r , ti
-f ~ . ~ ~
SPeei.a ~ ~ } ~ LEGEND:
.P \,g` , e' f i ~ ~ ? HExasrnis ,
f t U ~ , P~ ? ~ ~ ~"z i ti
~ 1 ~ P ~ ~ , ~ ~ , , i ~
~ ~ 4 " ~ ~ ` ~ ;~a 1 ? E
~,i ~ l ~ ~ . ~ ~ 1 ? ~ l i a; , ! PERMIT BOUNDARY ~ . . . . _ ~ ~ ~ ~ ; ~ + Q ~ ~ ~ d
t ~ !!k ~.~4~~ ~ v. lty i ~ _ 3 ~ ~ ~ ~ t i d ` ' ~ 'r
~ ~H~\1 ~ i~ a ~ . ~ ! a° ~a r r ~ ~ 1 , ~ ' CREEK BUFFER ( ,
! 11. f ~ f ; ~ ~ 1i, ~r ~ ~ 1 ; TO REMAIN Q ; ~ , ~
~A y ~ I~~,
I, ' . ~V111 J, ~ i CREEK O ~ ~ a. ~ , _ , ,
r , ' ~ , ~ ~fl. ~ t w ° . ~ ~ ,
7 55 / € ~ WETLAND AREA + + + + + + + + + + + + + a, 1 ~ ' . + + + + + + + + + + + + + + H
i i 1 1 ~ .r ' 4.. s.... I . , W i t j ~ I f i~i
~ ~ , , ~ ~ IIr , l i ! EXI ~ tING QUARRY .POND ~ ~ ti , , ~ ~ xr _ ' ~''7 EX/S17NG DIRT _
TO gE USE AS A~ - s - ~ 1 ` ROADS _ , ,s
ND ~ ' ~ WET P l/ATl ~N ~ ~ ~ y ~ ~ ~ ESER d ~ 1 r ~ , - ~ 1 EXISTING FENCE X X
w E f :r~ , AREA, FOR Ml ! AT1nN:~OF~ ~ ~ ~ ~ ._y~- ~ ~ I 1 ~ , ~ r
, , WETLA' DS IN'P!T ~~~t AR . ,?~ti~... h ~ o
a~ , ~ , + L~ . 1 , ~ ~ 1l ~ .ti. ~ , ; ~ ~ L, ' ~1
, ~ ~
11 , 1fi fig, a, ~ 1 ~ ~
1. 1 `9 ~ ~ _ 1 ~ ~ 1 f
: , . LEASED l?kOPERTY ~ , E. , ' I 1. 4 ~aa ~ k jl,
. i ~ ~ ~ ~ ; ~ ~d ? f ; ~ ~ j \ I s ' ' ~ ~ t ~ ~ ~ ~ i.
IM ~ ~'P ~ A ~ / ~ ~ 1 1', , , n~ ~ ~ pis ,i~l
, _ , ( ~I' - ~ ~ . 1 ~ ` ~ ~ ~ ; ; ; ; ~ THIS UNNAMED TRIBUTARY WILL BE ,i~ 1~ , ,,'a~ ~ + , ~ 1 ~
~ - ~ ~ ,,fit _ ~ > { „ , , T'~ , ; USED FOR ONSITE STREAM
~ ~ +i ~ ~ ~ ~ v ~ 45P3ac , ~ ~ ~ V ~ 1 M1TlGATION Af7ER CONSTRUCTION ~L , ~ ~ ~ ~ d~~, :~R~+`~
i ~ - 1 , z ~ ~ ~ j ` ~ ~ , ~ OF PONDS SHOWN ON C-3. t 9 ~ ~ j 1 l q f r PP _ 1 ~ 1~. ~t7 ~ d
I , a ,
`y - ~ -----J b, .v r ~ V ~Ti 4 ' ~ I ~ _ r t. y ~ ~
, ~ 1~~1~~ ~
, !,x . 'Y
_ , ~ ! ~ J ~ i ~ J
1. _ ~ i 4 t ' i ' r } _
I r 1 , e ~ , - _ ~ ~I'~ ~ ~ ff , ~ ~ f . , . ~ ~ ~ , 100 FT: UNDISTURBED ~ ~
~~P.~~ r ~ _ _ : ~ . , ~ , . ~ , , , , _ ~ BUFFER ALONG I ? ~ a o~~ r_
.P ~ ~ ~ ' ~ ~ i I ~ ~ HOGPEN BRANCH. r l l ~
LEASED PROPERTY ~ , ' ~ ~ ~ i ~ ~ o~W
~ i ~ `i 1 ~ a, A` 1 o ~~~ir: ~ _
~ - ~ a ~~o~ 1
~ ~ 1 ~ , t` 1 ~ - ~ ~ . r ,~1 _ 3 .f ` l
\ 4 ~:W T N ~ ' ` ~ . ~ . a, ~ 1 -
- E LA D AREA TO .BE . , ;w< ~ , . - - ~ ~ ~ ~ v a~'=~ i' ~ ' :MITIGATE ~ , , , D ON SITE AT ~ ~ ~ „~~,1,~;~ ~ ~ i _
~ 1 i i ' ~ 1 1~ ~ ~ ` ~ is .....WETLAND PR~SERUATION ~ a , . , ; , ~ ~ ~ - a L. ,r. ~
l i ~ 1 a a
~ ~ AREA. ~ ~ , i ~ , ~ PERMIT BOUNDARY ~ ~ ~ ~ ~ ~ ° ~ ,~f ZZ o
1 ~ ; t ~ ~ i~ /r i , F ~ / ,
,F i~ . i ~ + 4 ~ ! ',1?~', 1, +r/~~ 1 . 1
f 1 i
/f ~ ~ , i ~ ~ ~ . pp ~
~ / _ ~s
_ , t~ ! 1 ~ 5 7aly~ 1 'r'7 _ ~ Vl
~ ~ r ~ / ~ ~ ~
EXISTING POND ~ ~ , ~ , ~ ~ ) ~ ~ ! ~ - ~',y- i r ~
~ , . v ~ , ( - - Herla N, v
~ ~ - ~ Y ~ ~ ~ ~ r , lr r ~ ~ r 1 ~ .w ,
r,.,y~. , ~ ~
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Ma O6 2045 C ~ Y ~ t m m~
1 (This drawing illustrates a general sketch, which is subject to future change and revisions. ^ ~ ~ a
Dimensions, Boundaries, and position locations are for illustrative purposes only and are not ' p 1; Q
FERRY ROAD intended to be relied upon for exact locations. All findings are subject to US Army Corps of 0 U o
3 En9ineers and NC Division of Water Quality verifications. This sketch is provided at the request WD=I p
of the client as a convenience for and use by the project engineer and professional land surveyor 3:
in the field location of delineated / flagged areas only. Maps must be prepared by a Professional to
Land Surveyor for Army Corps certification. Drawing not to Scale.)
i 1 OF 1J3

1 J ~'OBD 5 / i~~ v r r-
I ~w~ aaace ,tea: n~ +aee-~-- t" ~r~~.a~c ara ,i~iu 34'~ zsa -.w ~ { + ~ + ..--cam , r~ ~ ~ ~ ~r ! ~ . , ~ ~ .
( ) s ~ MA CH LINE,-SEE SHEET C-5 1 ~ Y 0 ~ ~ t ~ : ` X80 ~ H ~ . - ~ ~ e ~ 28 ti ~ ~ _ ~ m
I , 7 ®H 48 - - BD 15' ` ~ _ _ ~ 0D10 s ~ 7 'H D;34 ~ ~ ~7 ,
~ / RO S HRD i S / , ` H C`y~~ \ < ~ ` ~ • /
I / { ®HP49 / u;, ~ r I / / . , OBD 15 / P s 5 , ,
HRD 25 / r , . / P27 1 _ I' 1 - • ~ '1, , e. ~ ~ 7 Bt 9~ i' 3' / 1 -7 ~ . .~y+.y . { -.-.rte } l \
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/ t." I ~ / ~ ~ HRD 4 ~r7 , e ~ ' ~ ~ S r ~
08D/7 \ ~ HRD 7' i " s_ "1P60526 5 ~ y r`. ~ \
I ~ ~ r , ~ ~1 P7. s' 2~.. ~ 't 555 6 4 ,f ~ , ~ ~ ~ f X832.9 a" '1 ~ . • - i ~ i { \ ~
I ~ ~ 0 0' ~ rt t o. ~ S ~ t { ~ / DENSE TREE INA A A = 0 C. / \ SEE ACCURACY OTE / ~
I .E.= ~ j t...,,, . /1 ~ 7 i 5 \ .a , I 853.00 ~ , , ~ ` . f / , ~ T. REA 5 A - I ~ _ /
W~ °y - - PROPOSED LOCATION OF \ - 9, U. F . r - / - .:815.00. 'tea , -PROCESSING PLAN ~ / Y~EIR LE H 12 F
y r.. S Y, ' BD 2' ~ / \ r / I j ~ ; ,r HRD 17 7 i I ~ e, BOTT IM NS LX30 WX4.0Q/ I
, ~ P10 s / rr r ~ \
HR 19' \ ~ / - 840. ~ .x . ~ -
I ~ - , P8 ~ ! ~ ~ v ' ' • ' ~ ~ • . ; ' • , 9.919 ~ 1 ' I T \ I ~ ~ "DRAl1~(GE AREA = 1.77 AC. \ l _ / \
~ ~ ~ r '"@BD~' ~ / 32.7 6g , i f. t~' • ~s2 ~ _ 1/ , 'fit: I t HRD 18j .1 r> A ~ 7~ VOL. = 3,180 CUBIC FEET ~ - I Q \
_ , WEIR LENGTH = -FTC ~ . l I s ~ U OTTOM DIE / s o.3 I
'i ' I ~ , , /B ~35'L-X25' 4'D (TO WIER) ~ s3a.s / x I
~ ~ Wis. - Pll S ~ 7 ~ I s. - _ - x Q els z BOTTOM EL. - 820.00 ~ /
/ ~ s ~ ~ ~ u x / ~ ~ , OBD 5 ®IiP21 ] ; ~ y, x ~ I / ~i P
J' F~' ~ ~i` ~ r tt.. ~kIRB--£9` Z J f _ 1 Z.~, -~,u ~ - j P9 r''r~' w ~ ~ J ~ DRAINAGE AREA = .00 AC. l O
; , s I .E OBD - f / ~t ~ r 1 's ~ HRD 3' -+-i ' , r ~ ~ r ~ - e5s.7+ D1ST. AR -J,6 A . I ~ ~ x VOL. _ , 480 Cl~ FT. / I
, r s. i .,r ~ ~ 1 I ` 1 ~ i PE ,1~~ ,.y~ ~ 1~ r ~ ~7 WEIR ENGTN = 2 FT. /
'i ' \ ~ , ~ ~ , I ~ „r ~ / " ~ r ~ 870 i , - a i ~ s , . • A ~ t, ' 5' ~ ~ ~ W ~ t BO OM O1M ~ 65 LX25 WX4 0/
/ j H , r ~ ( J e 7 . x~ /,tip L^ _ ~ ~y L r ~ ~a a"t al 7 1 i' ~ V ~ l ~ ~ ~ s ? r` ? ~Y ~ SF TT -
I , s s, ~ C'~~ ,l: ~ ~ ~ C~/ ~ Sr t / 848.9
I ~ DRA A AC. r 5 i 'f / X ~~yy
~ WEIR LENGTH F HRD ~ r~ i f ~ ~ 1 ~ ~ ~ ~ / W / 1 /
~ ~ ~ 9 < r ~ _ , 80TTOM DIMENS.- ~D 1' { x-~ ~ ~ , , HRD 16' p% ~ ' ~ ~ ~ /
I - ~ 7, r' 60~'3B,WX3.5 D TO V19ER , ~ ~ ~ j t'° ~ ' 1 r ~ t j; ) ~ / j' / /
I ~ r.< -`80TTOM EL. 820.40 ~ ~ ~ ; ~ ~ ~ oB o, ~ y HR Or r j I"~ , - ~ ~ t r r~ ~ ~ ~ t ~ s-~ '7 } ~ 1. ~6~ /
I k. -r t s . ~ p~H t ~ ~ ~ _ / OBDi 0' ( H)~'1 ~t ~ ~~s ~ ~ P ~ ~ 841.2 I 1 / it 855.1 X /
t - 'ti`( i ~ i HRD D S ®.OBD ' . X /
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~ , WEIR LEI~GM = a~FT. ~ ' ~ X seat ~ ~ ~ ~ ~ / ~ ~ 5 ~ - ~ z X ~ ti,
BOT OM DlMENS ~ ~ I 70 LX ,5D<<(TO . R) ®oBD 2 ~ ~ 16I ~ r J W.E. W.E.= 1 /
'p 1 i t -OBD 2 t I TTO L ' x,'858.00 HRD 9' ~ , s _.HRD ~ 934.00 BO SIR 2, ? ~ f g< ~ 834.00 ~ ~ ~ /
~ ~~Pl~ ti.. f ` ` ~ 829.5 I , _ , , OBD; Q i ~s' ~ ~ r 82s.5 ~ ~ IM~NT TR P :~i l
~ , ~ ~ ` ti. HRD 1 1 ~ ~ , ~ ; ~ x „ ~ , x ~ - • DRAINAGE AREA - 1.16 AC. /
i 7 SE TREES ~ ~ ~ - L ~ , OB 1 r DIST. ARE -1.16 AC. /
r; OBD r ~ , i J~ AC CY NOTE ' l rr" ~ I I ~ u 2 l ~ ~ % ~D_ 25 r, ~ J T ~ w f ~ ,VOL. = 2, 88 CU. FT. r • . . i ~ ~ _ ~ ~5 WEIR LF,~d~1H - 6 FT. / /
~ } , ' ~ \ - ~ 1, - = _ Y` P3 ~ BOTTO DIMENS = 35' Jl18'WX~'D cl
• ~~[pp14 `ter. - / r ~ HRp 36' \~r , .-~B 3' ;t p. ~ 1 ~ t/ ~ rr ~gII BO ~ OB 34' / / ~ ~ ~x 34' j ~ BOTT M EL•= 846.00 ~ 1 Y ~ i / N
, \ d
r • + ~ j` f"~ I ~ ~ DRAI •~E AREA =~~2.00 A 'i ~ ~ H ~ t 1- ~ '~'~P5 N .VOL. = 4100 CU. FT. ~ ~ ~ ~ ? ~ E/ ! 847.0 ~ ~~n
v ~ , - I AGE A - 2.97 AC. WEIR LEN~kI - 6-F~ ~ v r , ~4 , P r HRD A N ~ ( , , ~ , \ l ~I / + x d~ 1 , ~ a•• / a~ m
oe o' VOL. = 5,600 8l~FEET _ ' • , , ~ r / 80 SDIM 41 LX25 VVX4 D ~ ~ ~ ~ t ~ ~ r ~
HR 0' ( l > ti ~ ~ l . ~ WEIR LENGTH = 8 FT. B - ,863.00 ~ ~L.- 1 ~ ~ ~ ~ti t f o~ ( ~ ad '1 - c3 daD
BOTTOM DIMENS.= r \ ~ r ~ ~ R DBNSB TRBBS OBD 50' r< ~ • i / ~ Q~ ~ ~np Z •N-6
St 56 LX25 WX4 D (TO E) HRD 50' ~ - ~ ( 1 ~ > ~ ( / 1~- / ~ , ~ ~ I I 1 O J~1~vi
M EL. = SES ACCURACY NOTB r ~ / BOTTO ~7~, ~ 7 ,~y_ < OBD 34, f / ~ ) ~ , P33 , ,r ~ HRD 48 { ~ ~ ~ ~ ~ ' S ` ~ ®OBD 15 ~1 P33 ( ~
I r ~ "`t ~ ~ HRD 20' , n ~ ®OBD 15' HRD 20' >
f >r_,,.•_~ ~ , , ~ ~ m a ~ ' WQ
(1 i ®H 66 g>trl 31 I ~ D IN GE AREA = .40 AG r - ~`Rj ) : Fi 849.6 / >
4 00 CUBIC ET ~ r ~ ' / ~ / HRD 63' _ D'45' I -tt `t X ° ~ ~ ~ ~ ~ m
. !R EN~TH - ~ FT. ~ ~ ~ 05 c ~ ~ i l ~ r , ~ r ~ t t p ~f j S ~ / a 'f } ~ ~ ~
\ . B TT M DIMEN , ~ ~ ~ f r° eee, ~ z z r RAINA ~ L~l 4 D TO WIER ~ r ~ ~ ~ ~ .r:~-~ RAINA E REA = :5.00 AC. { r
r. Ps4 ~ ~ ~ DIST, A = r, 87 00 I ~ ~r. ~ , ~ D 25' , ~ VOL. _ $ ~ f` DIST. A EA=3.5 C.' ( ~ ~ ~6 ~ . " \ P PI VOL. = 63 0 CU. FT., ~ }
' , s.; HRD 39' { I ~ r' ? I , WEIR L! . ~ g WEIR L G - i FT.~ / ~ } : „
50 _ 1 a63.o ~ 7 J ~ BOTTOM 897.9 0 •~Y~~ BOTTOM lMENS 65 LX 5 WX4 D~ ~ ~ ~ „
/ D 34' ~ ~ OB 82' 1~ OBD 62 ~ ( r ~ ' = ~ <BOTT ~ ; ~ HRD 2' ~ _ ~-;,BOTT L.= ,84 .00 ~ 1. REFER TO SHEET C-6 F 6"' " r ~ OR EROSION CONTROL DETAILS, ~ ~ ~ a
H HRD 62' ~ , T ~ .~i~ , ~ ~ r ~ ~ ~ i GENER4L CONSTRUCTION SEQUENCE. SEEDING SCHEDULE, AND J
, ~ / ,T" a h ( ~ ~I{1~5 't 1 / _ ~ r~~ ~ 0 D 34'. ~5 i , , > 859.2 ~ CONSIRUCAON SEQUENCE FOR SEDIMENT TRAPS.
• ®HP5 ~ \ ~ ~ D 48 i OBD ~ = 9 CV ~ ~ ~ ~ ~ 4~ . s , HRD 6 ' V ~ \ ~P6 i ~ ®D 34' ~ _ :i ~ D 48' ~ . ~ X , Q~ Y ~ p111111 / ~ S ~ 2.) SEE SHEETS C-2 AND C-3 FOR ADDITIONAL EROSION CONTROL ~w n ~
r ~ wNE1R L GTH`~ 12 FT / ~ oB s2 c - ( ~ T 4 r. i,, ~ ~ ~ MEASURES IMPLEMENTED DURING GRADING OPERATIONS. A D ~
i ~ P5e ~ \ OM IMEN~ - 77LX30 WX4 D °r_l / f ~ ~BD 62
/ HRD 62' ~ BO M ELF .DO ®HPCZ ~ 11 ~ ~ _ # - i' 85.8 r l 3.) PROVIDE ADDITIONAL MEASURES AS THE SJTUATION WARRANTS.
~ ~ HRD 63' / r \ ~ / / ~ ~ , I ~ ~ ~ ~ 4.) MAINTAIN 1RAPS AND OTHER EROSION CONTROL DEVICES i
/ 4 ~ / ~ ~ Y ~ / `t i` \ ~ \ ~~EI P59 f ~ ; ~ THROUGHOUT THE L1FE OF 15707 s THE PROJECT.
~n DlRECT SURFACE FLOW ~ \ s \ INTO DhtIEN~TRAPS hRD g~, ~ ~ .o F ~ I. a, 9~ NGINEE.••• ~ o
~ \ \ \ I i \ ~ R ION D/TCHES\ ~ l • S + ,
~ ~ / o• 1~ n~mu~n 9 j l r1
~ 801.9 ~ ~ ~ '1180589.79 j C ~ ~ ~ ~ a X ~I C ~ ~ ti ~ ,..20 ~ l J ~ / 1 / ~ 111
T a ~c% C N - ~ ~ 11 i f . 9 AC. ~ , ; v D AGE AREA - 2-f ~ ( LEGEND:
~ - - 11 ~ ~ s VOL. 000 CU81C FEET s Date: Revisions:
~yP63 ~1' - ~ ' s ~ _ ~ WEIR LENG - 6 FT. / \ `bBD 20' f / ( , ~ ~ ~ r I PROPOSED WA 1ER 7-OS-05 • NCDENR f
BOTTOM DIMENS~- ~ / t ~ )/,HRD 30 r r' a1 ~ )r, ~ 4 LX25 WX4 D TO WIER) - _ ~ ~r;-: ~ 1 i -14-05 • STORM MAN~C• ' ~ EXlSTNVG TREE UNE ~
( / ~ 3 B TTOI~ E~= 95.00 i ~ ~ \ r ' ~ m O • m ~ ~ 1 ~ ~ op
~ • ~ EXISRNC SINGLE TREE N .
~ P54 -a i ~ << ~ ee9.1 / DR 1NAG AREA 3.2,i. A . ~ \ ~ r X OBD 27' ~ ~ / \ ~
HRD 27' / VCX = 5,800 CU. FT \ ®HPS6 ? ~ ~ ( C / ~ - ~ ~ HRD 39~ ~ , / LEN~.II'I - 8 FT f ~ P71 r~ 9.4 U X ~ SHRUB ~ Z
~ , , , I r°~ ;V BD 5' 3 r~~ ®xP55 TZ@M DIMENS =~8 L#25 WX4 D VN J ~ •
c ,y ~ ~ OBD 57 ; i H D 10' ~ HRD sx TTO L.= 8 0 ~ r ~ ,r~ '~Il I 1 DRILL HOLE WITH J 0 m
~ i ~ r' ~ V ~ 0' c ~ ~ X97 > ~ ~ ~ / v ! ~ 1 t v A l ` O~ 62. OVERBURDEN DEPTH AND ~ ~87~ b a - ' I ~ ~ ~ B2 DEPTH TO HARDROCK. ~ ~
w ~ / v ~ ~ > t i~ \ ~ ~ / 1, ? ' \r ENSE TREES ~ ®HP 6 ~ c ~ \ ~ w W r
\ \ ~ \ \ \ ~ 62 ~ ~ f / ~ \ ~ / HRD 62' , . ®1IP69 S 5EE CCURACY NOTE ~ ~ ~ C to ! ~ 25 BOUNDARY BUFFER ~ 0 Q
\ OBD 2 C / RD 29' ; ' 'I { \ Z s 1 U J ~ Q ~
~ \ ~ ®I-IP70 , ~ 89. ,-,-,.y \ / \ ~8B 10, 877.3 1 ~ p 877.3 I ~ CREEK BUFFER a ~
/ PROPOSED ~ W/D ` NTRA CE OAD I TIALL / HRD 35 ? x ~I x I 1 ~ L
' ~ ~ GRADED IN FORE IP,ME T AC ESS OR G 1NG T , . ~f'~-` 1. 5f ~ CREEK O ~
~ I ~ X R v . THE PROP SED OCE ING PLANT EA. ~ ~ : A .v:,~ s. ~ ~ ~ ~ ,l ~~n, ~ U ~n Z ! r'" ~ ~ ~ CN UU)
~ ~ ~ \ r V 908. / ~ PROPOSED FRESH ~ O g8~ ~ ~ ~ I WATER POND ~ ~ W Y O
1,. U _ ~ ~ i;E ; ~ , c ~ ~ ~
, O ~ a~ Y fXISTHV6 UNPAl1ED __q. W N ~ ROADS - ~ ~ DD Q r
.L ~ i ~r - c ~o \ , Z m v ~ ~ " ^ ~ ~ EXlSTiNC iEJVCE ~ _ ~ c
F / X x = Q O ' a ~ ~ e
~ , ~ ~ - I + 1 ~ + _ i ~ ' ~ _ _ PROPOSED BARBED WIRE FENCE X - O ~ ~ X
+ \ ~ ~ - x' I ~ ~ I,D \ ~ i t. , ~ I N a~
- ~ ~ ~ \ ~ ~ o ' sn ~ ~ n ~ i t \ ~ I ~ 1 i~~ 7 O a 0
~ ~ ~ , / ~ A ~ - - ~ PROPOSED 1REES 'sr`d;;~ ' U) W ~ ; O
z I I ~ \ , ~eao- X89 ~ \ ~ ,,n~"
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SCALE 1"=10 0 I
1160134.43 553943.50 r Imo- _ _ _ Cm4
899.34 x'
` 100 f 0 150f 100 f . ~D 200
C \ ~
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Ica ion or e or Rutherford Count, Nort November 14, 20 w ~nin rmi e
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Nc;v , s t~~,5 ~
UENR. WxTkt.. l~:, ~ O
W'FTLANUS VlC S?ORMWh?ci &igNfr~ ~ / ~
W ~
= O
orth Carolina
2005
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Index of Draw~nc s Owner/Developer: Surveyor (Aer~-a~?:
_ u
COVER SHEET Long Branch Partners, LLC. _C. LandAir Mappir~, Inc. ~ Q
C-1 Proposed Overall Site Plan C~ 1 "=250' 31 5 Red Oak Flats Rd. Suite K ~ o
Peachtree City, GA 30269 ~ o
C-2 Proposed Mine Layout C~ 1 =100 Dahlonega, GA 30533 a~
„ ~ Tel.: [phone] Tel.: [phone] o N o
C-3 Proposed Mine Layout C~ 1 =100
~ ~u
C-4 Phase I Erosion Control Plan C> 1 "=100' ~Nz
Engineer: Wetlands Mitigation Consultant: ~ v
C-5 Phase I Erosion Control Plan C~ 1 "=100'
David D. Smith and Company, pany, PLLC. Appalachian Environmental Services ~ o
C-6 Details 46 Haywood St., Suite 201 A
)1 A 367 Scott Creek Road s
C-7 Profiles Asheville, NC 28801 Sylva, NC 28779 0 = C
Tel.: (828) 58~-1973 Ext. 302 ~ ~
C-8 Road Centerline Profile Tel.: [phone]
C-9 Enlarged Stormwater Management Fax: [phone] Fax: [phone]
C-10 Enlarged Stormwater Management
Air Quality Consultant: °
C-1 1 Bio-Retention Ponds Wetlands Consultant: ~~~~T
ource Consultants, Inc. Brooks & Medlock Engineering, PLLC.
TO MILL SPRW~
R-1 Quarry Reclamation Site Plan ~Netland and Natural Resource
P.O. Box 224 17 Arlington Street r 74 2?9
Newton, NC 28658 Asheville, NC ?8801 Hogpen Branch
Office Tel.: [phone] X35 Tel.: [phone] "WY Her; 2~~ Harris ~
Henrietta Rood Q u
Fax: [phone] Fax: [phone]
~o~ ~ m `9,y eye Ferry Rood
`eSS~Fy T~H~ Y
PROPOSED
QUARRY
VICINITY MAP
Nor TO SCALE
z

t2-r \ I
I ~ ° _ ~ z
- 8 ~ t ~ v 4 ~ 11 F--,
BI 0 T TI PO G / ~ ~ / ~ ; - r~ \ ~ ~
SYMBOL SEED MIXNRE.• \ ~ }
SATANICAL NAMS• COM3yQS l~gME.• REMARKS: ~ ' 8G AGROSAS PERENNANS BENTGRASS f0% OF M1X , ~ ~ ~ h.~
~r ~IPO RY OPE DRAT BS ANDROPOGON VIRGINlCUS BROOM SEDGE 32X OF MIX , , ~ 2,438 sF sEED Mrx ; ~ ~ ~ ~ ` ) ,
330 SEE MIX LHS CARER CRINITA LONG HAIR SEDGE 10X OF MIX ~ 14-VN ) ~ ! ~;'J
I* ~ ~ SS CARER LURIDA SALLOW SEDGE f0% OF M!X ` ~ 1 ~ ~ ~ ~ , ~
*1.4 AC ES WS PT TRIDENS FLAWS PURPLE TOP 33% OF MIX (S ' \ IN 0 IS P D 15- ` . ~ ~ -r ~ *2.24 ACRES FLOWS _
2,0 0 SF EEDI WILDFLOWER: , , , INTO THIS POND \ ~ r
~ ~ ~ , EC AQUILEGIA CANADENSlS EASTERN COLUMBINE ~9 QF MIX -YA ` ~ 1
_ r ' ~ 1 Lr. ~ 100%* i ~ ~r~ ~ ~ ~ \ b EL. = r ~ ~ 1'''
\ ~ , _ , APPLY SEED M!X AT A RATE OF 3.5 LBS. PER 1,000 SQUARE FEET ~ - 38-- ~ \ ~ 4 ` ~ 2 172 SF D M!
~ - 6-- - ~ ~ ~ ~ ~ A \ ~ ~ i .
i ~ ~ • 60 a a a ~'HRUBS, \ ~ ~
a V _ ~ SN AMALANCHIER ARBOREA SNADBLOW 3 GAL., SPACE 20~ 0•C•, YA ILEX VOMITORIA YAUPON 3 GAL., SPACE 8' O.G., 20 O.C. ~ ~ \ ~ ~1 i
8 ~ o VN VIBURNUM NUDUM SMOOTH N7TNERROD 3 GAL., SPACE 8 O.C. :8 O.G., t ~ ~
3 ~ • ~ ~
\ > ~ \ ~ I --1.
r ~ r ~ , ~ 1 ~ \ I
8-~. - ~5 \ ~
~ ~ • . A \ ~ i `
82Z , - Q \ i. N
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SCALE 1 50' i SCALE 1 =50 ~
50' = TOP BERM EL. _ gip: r 838.00 - ,
1.
PROVIDE GROUNDCOVER OR + 3" DEEP MULCH 5 -o" 50 0 15 50 100 50' - ~-I 50 0 15 50 100 TOP BERM EL. _
EL. =835.50 844.00 PROVIDE GROUNDCOVER OR
REDI MIX PLANT 10 L.F. 6"0 PVC 3 SHEET FLOW WATER _ _ _ ~ 1 ~o 3" DEEP MULCH 5 -0 \
RUN OFF ELEV•= 12" POOL DEPTH ~ ~ I 10 LF/ C.O. 10 LF/ EC.=840.50 l;i L.F. 6"d PVC 3 W
836.50 (PONDING AREA) I I C.O. o~ C. 0. 80 HOLES 80 HOLES C, 0. SHEET FLOW wATER ~ ~ 1 ~
3 1l LF/ ~ -11 3 " " 82 HOLES - RUN OFF ELEV.= 12"' POOL DEPTH ~ ~ i 841:50 (PCNDING AREA)
1 ~ I 34 X22 CONCRETE DROP INLET WITH GRATE S - I I SOL10 PIPE
3' WIDE GRASS 2 _ - _ - _ I (BEYOND) AND AN 18" DIA. OUTLET PIPE• STRIP FILTER F ~ ~ = ~ I ~ - ~ =-I I-= TOP ELEt! = 837.OC C. O. C.O. IN 3 TO LET 1 3
( .I a Ill IEI-III l~l ~~ll l IEI ~ ~l~l~ I II ~ loll- STABILIZATION) N ~ ~-l} l_.:: ~ ~-lI I:I=I ~ -I ~ a-III---l ~ INV. ELEV. OUT =830.50 1 ~ 34 X22" CONCRETE DROP INLET WITH GRATE 3' WIDE GRASS 2 - - - - I (BEYOND) AND AN 18" DIA. OUTLET PIPE
, ~ NOTES: ° °°a°°°°0 ° I ~ C.O. STRIP (FlLTER ~ 111=1 ~ 1 III I:~ I 1=III III-1: TOP ELEV. = 842.00
~ 11 LF ~ ~ ~ / STABILIZATION) N ~ III I ~ III I ~ ~-III III -1 ~ I (I-1:~: I INV. ELEV. OUT = 837.00 - a I ELI-~I~IIi-1:11 11=G11=11I II:I-I: I ~
82 HOLES 1.) STORAGE OF THE INCREASE OVER THE PRE DEVELOPMENT RUNOFF FOR THE c- ~ - - - FILL MATERIAL AT BOTTOM OF ~ ~ ~ ~ 25 YEAR/ 5 MINUTE STORM 1S INCLUDED IN THE TREATMENT STORAGE VOLUME. ° ° LIME. UNDERDRAlN go°o o - _I I
BfORETEN110N POND SHALL BE no scale °oaoo° °o - - - -L - - - ~ \
COMPACTED TO 85% MAXIMUM DRY 22 LF 6"m SOLID WALL PIPE TO DROP INLET UNDERDRAIN DENSITY, STANDARD PROCTOR. GRAVEL 2% MIN. SLOPE. LE IN=830.80 2.) THE 810 RETENTION PONDS ARE CONSIDERED HYDROLOGfC ZONE 4 -RIPARIAN aRIAN FILL MATERIAL AT BOTTOM OF ~ " ~ \ BIORETENTION POND SHALL BE 3. m 10 LF 6 m SOLJD WALL PIPf ®1% TO DROP INLET
ENVELOPE FRINGE (PERIODICALLY INUNDATED). FILTER FABRIC AROUND WASHED GRAVEL; COMPACTED TO 85% MAXIMUM DRY LE. IN=837.25
OVERLAP ENDS 12 ; 36 "Wx 18" DEEP; TYPICAL, DENSITY, STANDARD PROCTOR.
AROUND PERFORATED PIPE. 3.) PLANTING SOIL SHALL CONSIST OF FRIABLE TOPSOIL, FREE OF STICKS, HARDPAN CLAY, 'DPAN CLAY, f7LTER FABRIC AROUND WASHED GRAVEL;
6"m PVC TEE TO SECOND PERF. PIPE LARGE ROCKS OR SUBSTANCES DELETERIOUS TO PLANT GROWTH AND HAVING THE FOLLC COMPOSITION: 80-85q CLEAN SAND, 3-5q COMPOST AND THE REMAINING 12q CONS1STl 'VG THE FOLLOWING POND 4 OVERUP ENDS 12; 36"Wx18" DEEP, TYPICAL l2q CONSISTING WATERSHED AREA = 2.24 ACRES AROUND PERFORATED .PIPES.
6"d PERF PVC PIPE, PROVIDE 82 3/8" HOLES, OF NATIVE SOIL EXCAVATED FROM THE VICINITY OF THE POND CONSTRUCTION. DN• R ACE A - f 6"m PERF PVC PIPE, 80 3/8" HOLES, POND SU F REA - 10,200 SF
SPACED 6" O.C. (1YP•, EACH BRANCH), CAP ENDS VOL. REQ~D = 8, f31 CU8lC FEET. SPACED 6" O.C. (TYP., EACH BRANCH). CAP ENDS
WITH CLEANOUTS. LE ®ENDS=831,50 4. MULCH CAN CONSIST OF SHREDDED BARK OR LEAF COMPOST VOL. PRO~IDEO = 8, 600 CUBIC FEET wITH CLEANOUTS. LE. ®ENDS=837.5 ~
- ECTION-BID RETENTION POND 3 5.) EXISTING SOILS ARE PREDOMINATELY CLASSIFIED AS ChA (CNEWACLA) AND TYPICAL CROSS S PsC2 (PACOLET) WITH A PERMEABILITY RATE OF 0.57-1.98 INCHES PER HOUR. TYPICAL - ECTI i -B E T CROSS S 0'~ IO RET N ION POND 4
)UR. c ABOVE PROPOSED REDI MIX PLANT d~a
BELOW PROPOSED REDI MIX PLANT 6.) THE PONDS ARE DESIGNED TO TEMPORARILY HOLD THE "FIRST FLUSH", l.E. THE FIRST a~roM THE FIRST SCALE: NONE L
1 " Of RAINFALL IN A 24 HOUR STORM AND THEN ALLOW THE WATER TO DRAW DOWN SCALE. NONE DRAW DOWN _ an
TO AN EMPTY POND WI TNlN 12 HOURS. . ~ .W B~
POND WEST SURFACE AREA=13, 600 SF POND WEST VOLUME=19,800 CUBIC FEET n
/ Y.~oiii~n .h 60959. • ~ - I..:1, Jt7~v
ss .696! s `55~~19A 9,ks9s ~.y1 i , 1 9ID Saa 1 e ~ ~ ~ Y
~ lel7 ~ I ~ / ~ ~ INMi01f 11M1{ 19 Y /
_ ~ ~ S F V Q
' .1`'~ ~ ~ SF i ~ ~F a ~ r . ~ - - - - - - ~
- - - - - cJ~ .e,Ma SS60)US p~nid tld0e91 ~ ~ ~ ~ \ \ A / tl
, eh - y j + `f ~1 s~
~ u - - f,- r / - ~ POND WEST SURF EA-13,600 SF - 35-VN ~ ro
j -f ~ _ _ - - - 01V9- WEST i~'8LU =12, 0 CUBIC FEET r ~a~ SF ~ ~ ~ ~
• 96.06E ~ / ~ ~....r \ "J ( iii em{9E / SEED MIX " ~ m 8 ~ ~ ~ <Yb^
1 ~ 1 p ~ ~ ~ ~...,L`.,L { ~
v.. \ ~ , 0 SF ~ ~~iag.~ SEED MIX
SSS96 .19E r... ~ ~ ~ mid 1160 l.le9 •~:y. ~.a~ _ '7!>ILLI ` ...i~.~'^J ` i.. ~ ~~V - \ } \ \ ! -YA 6
51633 e m~ . a - a r - _ - 14 - \ _
a ..a 4 a a a y- , ^ e
eA.c~ a a ~ a . V f a a • ? a a
S .•aa \ f 1 -~F-' y a a a . _ _ ' 1,300_Sf~ SEE . IX ~ ~ C .."f .l f ar i Jr.• a a a 1~'T...a a a a _ ' ~^V O
i ~ • • a ? ` ? a a a a 3 a • a • a -.r '•~y ! ` t ~ ~k s _ -
f v ~r ~ .,'fin / a C-~ ' \ d. r ' 2, 000 S SEE~MI i ~ ~
I c - - _ 3'-WJDE CRASS L SKIP ~ i ~ of '<P . , y _ - _ . . • ~ . .•d ~'J•.
/ : ' 6- REBEL SURF TYPE f E r 12-SH _ - 700 SF . ~ a ~ ~ 1 ' ~ , -4.5 , , M r SEED MIX a Gy~ , ~c~•~- q•N P
~ / 2,10 SF~EE'D~ tiD= ~ ~ ~ \ ~ ' a',~\ •.,~J.S~.~ 8 ~V '~~m~~~mo' .o S
- ` ; 80 ~ ~
3,800 SFAS DUX c ~ ~ ~ ~ - 15 LF 6"d PERFO TED PVC UND~RDI~ D 1 \ ~ ~ '
~ CONC E ~P INL WUh'-GRA~ - _ V "1~ ~ ~ _ - TT6 - 1/2'-AOL 6"-O:C ~ \ OUTLET STRUCTURE (N0. 2);~fMILAR r~, Z~ ~ ~ Date: Revisions:
~`3 " PRBWDE-A_CLEAN UT ON END; \ OTHER F,ND;. (18) 1/2 I \ ; . ~ ~ F.~S SOLID V Ml;~806.50 - S E PIPE AT % SLOPE. ~ - DES AT STRUCTUR . ~ r 11/07/05• NCDENR
LE 1 " H Pf OUT=B .50` `sa"eis'~~, ~ ~ H 4 PI E BRANCH. ~ ~ 1 I 11`16' AT ENDS OF EAC VC / - \ ) AS ~ 1 ~ i - cEANaUr { / 11/14/05• STORM MANA
/ \ r h n<I ~ F 'i SF SF ~ ~ 03/08/06 • DWp• RE4. COMMEN
~ LF 6"0 ER P UNDE DRAIN ~ ~ es 11,1 15 S 15 fT.~W1DE X ~ IGH E RGENCY ~ ~ 11 ^:9 ' SF SF SF ~ ' ( W i 00 j.--.-. _ ~ .
SPELWAY• 80 . 0~ / , -Tf6 = T ~ E , 0. , ~ \ / S / - - MER ENCY N • fT. WIDZ X 18 E G I PROM A CL T E D, / \ _ / /
~ .-SL E P E A 2% ~ N~ OF LWAY,~ 808. P.,.~ro / ~ RF. PIPE 807.33 ~ U '
~ ~ \ I I ,1 v1 Z • U~
PLAN PLAN ~ ~ ~ . J o a~
22 X34" CONCRETE DROP INLET WITH GRATE 50'
(BEYOND) AND AN 18" DIA. OUTLE>• PIPE (2 TOTAL). SCALE 1 SCALE 1"=50' 4.
TOP ELEV• = 81 f.5 1NV ELEV OUT =805.50 - - _ s r.. 50~ - - - ~Nr (n - c v~ _ TOP BERM EL. , ,
WIDTH VARIES - E PLAN TOP BERM EL.= r OQ 816.50 0
812.50 50' 0 15' 50' 100' PROVIDE GROUNDCOVER OR P OVID CROUNDCOVER OR 50 0 15 50 100 Z U R E 5 _0 Q W Z 3" DEEP MULCH a ~ d'
3" DEEP MULCH 5'-0" 5'-D" WATERSHED AREA = 9 ACRES (392,040 SF) _ ~
EL.=808.33 BENCH POND SURFACE AREA = 24,000 SFf ASPHALT PLANT 'HALT PLANT EL.-812.00 _ 3 ~ •
PROCESSING PLANT 3 SHEET FiOW i 26 LF/ C.O. 26 LF/ RUN OFF EET FLOW WATER _ _ _ ~ 1 e 0 ~ ~ 'V OFF ELEV.= 17" POOL DEPTH ~ ~ I ~ ~
SHEET FLOW. WATER ~ ~ 209 HOLES 209 HOLES C.O. RUN OFF ELEV= 18" P OL DEPTH I C, 0• 813.42 PONDING AREA I U ~ U - ( ) = N Z V1
809.83 (POND! GAREA) - _ 3 32 LF/ G 0. 32 LF/ - ~ D 3 O Yo
3 MAX. PONDlNG ~ I 1 ~ SOL1D PIPE ~ t 3 I C.O. 250 HOLES 250 HOLES C.O. ~ ~ 1~ 34"X22" CONCRETE DROP INLET WITH GRATE ~ C W N
~ 1 DURATION=12 HOURS TO INLET 3 WIDE CRASS _ 3' WIDE CRASS 2 = _ - BEYOND AND AN 18" DlA. OUTLET PIPE. 0 ~
~ 15"0 TEMPORARY SLOPE DRAINS STRIP (FLTER 3' WIDE GRASS Z J = - _ I STAB2IZATION) STRIP FlLTER ~ - - _ - ( ~ - Z ( I p I l f f III 1 ~:=III III-III L-1 TOP ELEV. = 814.50 SOL1D PfPE v STABILIZATION) N ~ III 111-III 111-:~ ~-III- ~ III I ~:I INl! ELEV. OUT =808.50 _ Q W ;
STR1P (FILTER Fa l.I~l[-~fHII~iI-11f III>= ~ - _ - I TO INLET 7 f - o ' F °p0°°p0°°pp0.. l_ }
srABILrzAnoN) N~~ l-1[I~[H1E~II~E1-=1(Hl[ X11 L L[-IaI-IIHII-I[(~,l:l-III [1=1[l- _ - UNDERDRAIN WEST SIDE 0°°p0 _ I f U W ° _ ~{f 1 7 N
eo°°o°°°o°°° ~ j - - - - Op ~O ~n 00 0 °0p D° °OVp ° „I \ \ ~ iw 1..1' FILL MATERIAL AT BOTTOM OF ^ I L - - _ ~ ~ ~ W
°°p0c y - _ ~ BIORETEI UNDISTURBED SUBGRADE BIORETENTION POND SHALL BE `0 ~ ~ ~ t•- ~ ~
AVERAGE PERMEABILITY=1.28 IN/HR; ro ~ ~ - - - - 20 LF C• 0. 20 LF/ COMPACTED ^ / DENSITY COMPACTED TO 85% MAXIMUM DRY 3 ~ U ~ ~ 10 LF 6"0 SOLID WALL PIPE TO DROP INLET V1 Q Z ; ~ DENSITY, STANDARD PROCTOR. 2% MIN. SLOPE LE. IN=BOS.oD UNDERDRAIN ~ ~ Z n
SEf NOTE 5, THIS SHEET 36" 10 LF 6"d SOLID PVC PIPE TO INLET; PROVIDE TEE WITH lW0 15 FOOT LONG PERF• C, 0, 160 HOLES 160 HOLES C, 0. _ - iLTER FABRIC AROUND WASHED .GRAVEL; " p m o N n
PVC UNDERDRAlNS. SEE PLAN• - " FILTER FABRIC AR FILTER FABRIC AROUND WASHED GRAVEL; OVERLAP END: OVERLAP ENDS 12 ; J8 "Wx 18" DEEP, 6 0 PERF."PVC PIPE, PROVIDE 250 3/8 HOLES, ~ V1 ~ Q a
ten, .,....~n.,r nnn s/e" ,rn, re+ /umrr rmr ronu . . SPACF~ B O.C.. TYP__ (EACH BRANCH) CAP FNnS
UVLMLAI- tNU,S 7Z , Jb WX 1 d Uttr, I rrl(,AL - b 0) rtKr, rVC rrrt, YKUVluc LUy 0/0 r1vLC 7 (rrC01 UC, CMUn SOLID PIPE r rrr(,AL AMU rrrrwL wruurvu reRrvfwicU nrc. WITH CLEANOUT5. LE. O ENDS=809.5 > > ~
AT PERFORATED ENDS OF PIPES. BRANCH) AND 160 HOLES (EAST SIDE, EA. BRANCH) SPACED 6" O.C. CAP ENDS WITH CLEANOUTS. I.E. ® ENDS=807.JJ. TO INLET ~ U 3
TYPICAL CROSS-SECTION-BIO RETENTION PONS (2) M 11
TYPICAL CROSS-SECTION-BIO RETENTION POND 1 AT i i
BELOW PROPOSED ASPHALT PLANT
ING PLANT TYPICAL OF TWO LOCATIONS UNDERDRAfN EAST SIDE PROCESS -
SCALE; NONE SCALE: NONE ~
110E 11

1 r.. _ . 12 Y ~ , > ~
0 E 0 PO - 8 ~ ~ ~ ~ 4 ~ . ~ 6
P D. J ~ D. ~ ~ ~
SYMBOL SEED MIXTURE.•
BOTANICAL NAM~:• CO,~MON NAME.• RE,~4RKS' ~ ` BG AGROSAS PERENNANS BENTGRASS 10% OF M!X ~ ~ , ~ ~ ~ ~ ~ I+r~~
~ APO RY OPE DRA! • . • BS ANOROPOGON VIRGINICUS BROOM SEDGE 32% OF MIX ~ ~ ~ 2,.438 SF SEED MIX I ~ ~ ~ ~ ~
33o SEE MIX LHS CAREX CRINITA LONG HAIR SEDGE 10% OF MIX - ~ _ v v ~ 14 VN ~
U1 SS CAREX L R DA SALLOW SEDGE 10% OF MIX \ \ \ ~ ~ 4]j
*1.4 AC ES WS PT 1RIDENS PLAINS PURPLE TOP 33% OF MIX 15- N s 1N 0 IS P D ~ _ . \ ~ ~I ~ '2.24 ACRES FLOWS ) _Ji
. 1 2,0 0 SF EED I ~ F R' ~ ~ ~ INTO THIS POND ~ 1
_ ~ ~ ~ _ EC AQUILEGIA CANADENSlS EASTERN COLUMBINE ~QF MIX -YA I I~ , . ~ 100%* ~ ~ j..
~ ; ~ a" ~ *APPLY SEED M!X AT A RATE OF ,35 LBS PER 1,000 SQUARE FEET s~ ~ ~ ~ ~ 4 ~
? ~ ~ 2,172 SF S ~ D M!
r~ - - 5-- = ~ ~ ~ ~ - ~ \ \ ~ ~
r ~ ~ • • • ~'HRUBS, ~ ~ ~
~ \ ~ SH AMALANCHIER ARBOREA SHADE OW GA . ' ~ ~ ~ L 3 L , SPACE 20 0. C., - - YA 7LEX VOMITORIA YAUPON 3 GAL. SPACE 8' O.C: E 20 O.C., ~ ~ ~
/ (1 , - - 8 ~ o VN VIBURNUM NUDUM SMOOTH WITNERROD 3 GAL., SPACE 8' O.G 8 O. C. ~ ~ _ ~j
3 ~ ~ ~ . 1 ~ F-~ ~ iI . °
` ~ . 1
11` 7 ~ ~ v
• 0-.. _ 1 \ 1
~ i ~ I A \ ~
822 _ ~ 1 Q
~ I I ~r „ O
SCALE 1 50' SCALE 1 = 50
50' - TOP BERM EL. _ 838.00 ' u~ ~ 5
I ,~:ti - ~ I w
PROVIDE GROUNDCOVER OR + 3" DEEP MULCH 5 ~ 50 0 15 50 100 50 0 15 50 100 50' - ~ TOP BERM EL.
EL.=835.50 844.00 PROVIDE GROUNDCOVER OR
REDI MIX PLANT 10 LF 6"d PVC 3 SHEET FLOW WATER - - - ~ 1 ~o 3" DEEP MULCH S -0
RUN OFF ELEV.= 12" POOL DEPTH r ~ I 70 LF/ C.O. 10 LF/ EL.=840.50 1.5 L.F. 6"~ PVC 3
838.50 (PONDING AREA) I C.0. C.O, 80 HOLES 80 HOLES C.O. SHEET FLOW WATER 1 '
3 11 LF/ ~ • ~ i 3 82 HOLES RUN. OFF ELEV.= 12" POOL DEPTH I~ ~ I 84L50 (PONDING AREA)
i ~ I 34 X22" CONCRETE DROP INLET WITH CRATE , 3' WIDE GRASS 2 - - _ _ I (BEYOND) AND AN 18" DIA. OUTLET PIPE SOLID P1PE
STRIP FILTER ~ ~ ~ -=-I -1- TOP ELEV = 837.00 C• 0. C. 0. TO INLET 3 . i J
( o III 111-Ill ifi III 111 kll III f1- I STABILIZATION) N ~ I-I11-1.11-I1-1~ 1-1-I1 l-III-11.1 INV, ELEV. OUT =830.50 1 ~ 34'7(22" CONCRETE DROP INLET WITH GRATE. 3' WIDE GRASS p BEYOND) AND AN 18" DIA. OUTLET P1PE.
°DODOOp°eo ~ NOTES, • _ _ - I I ( STR1P (FILTER M a ~ III-III III-~ ~ ~ I I I_L~ ~ 11-I ~ ~-1 TOP ELEV. = 842,00
, , ~ ~ ~ ~ 11 LF pD~D ~ / STABILIZATION) N~ l~ l ~ ~ I ~ 111=III f=I (I I ~ ~ I C I I I INV. ELEV. OUT = 837.00
D° s-~- - - - ~ 82 HOLES 1.) STORAGE OF THE INCREASE OVER THE PRE DEVELOPMENT RUNOFF FOR THE FILL MATERIAL AT BOTTOM OF ~ ~ ~ ~ 25 YEAR/ 5 MINUTE STORM IS INCLUDED !N THE TREATMENT STORAGE VOLUME. E a L_I:LI_I}.I-I:LL-~:~.~-I:I-ILA-I:II;•;i:~a-I. I ~
BIORETENTION POND SHALL BE COMPACTED TO 85% MAXIMUM DRY F 6"d SOLID WALL PIPE TO DROP INLET UNDERDRAIN ° _ p0° ° - n0 SCa1C °0°°0° o~;° - _ _ ~
22 L UNDERDRAIN DENSITY, STANDARD PROCTOR. GRAVEL 2% MIN. SLOPE. LE. lN=830.80 2.) THE BIO RETENTION PONDS ARE CONSIDERED HYDROLOGIC ZONE 4 -RIPARIAN FlLL MATERIAL AT 80TTOM OF ARIAN BrORETENAON POND SHALL BE ~ I ~o " \
° ENVELOPE FRINGE (PERIODICALLY INUNDATED). FILTER FABRIC AROUND WASHED GRAVEL; 3' 10 LF 6 ®SOUD WALL PIPE ®i% TO DROP INLET COMPACTED TO 85% MAXIMUM DRY LE IN=83725
OVERLAP ENDS 12 ; 36 "Wx 18" DEEP, TYPICAL, DENSITY, STANDARD PROCTOR.
AROUND PERFORATED PIPE. 3.) PLANTING SOIL SHALL CONSIST OF FRIABLE TOPSOIL, FREE OF STICKS, HARDPAN CLAY, 4DPAN CLAY, FILTER FABRIC AROUND WASHED GRAVEL;
T ND PERF. PIPE LARGE ROCKS OR SUBSTANCES DELETERIOUS TO PLANT GROWTH AND HAVING THE FOLD 8 d PVC TEE o sECO COMPOSITION: 80-85~ CLEAN SAND 3-5% COMPOST AND THE REMAINING 12q CONSIST 9 LNG THE FOLLOWING POND 4 OVERLAP ENDS t2; 36"Wx18" DEEP, TYPICAL 12q CONSISTING WATERSHED AREA = 2.24 ACRES AROUND PERFORATED PIPES.
6"d PERF. PVC PIPE, PROVIDE 82 3/8" HOLES, OF NATIVE SOIL EXCAVATED FROM THE VICINITY OF THE POND CONSTRUCTION. SON. POND SURFACE AREA = 10,200 SFf 6"0 PERF. PVC PIPE, 80 3/B" HOLES,
SPACED 6" O.C. (TYP., EACH BRANCH). CAP ENDS VOL. RE 'D = 8 131 SPACED 6" O.C. (TYP., EACH BRANCH). CAP ENDS Q CUBIC FEET WITH CLEANOUTS. LE ®ENDS=837.5
WITH CLEANOUTS• GE. ®ENDS=831.50 4. MULCT! CAN CONSIST OF SHREDDED BARK OR LEAF COMPOST VOL. PROVIDED = 8,600 CUBIC FEET ~
- ECTION-BID RETENTION POND 3 5.) EXISTING SOILS ARE PREDOMINATELY CLASSIFIED AS ChA CHEWACLA AND TYPICAL CR05S S ( ~ ° TYPICAL CR OSS-SECTION-BIO RETENTION POND 4 t
PsC2 (PACOLET) WITH A PERMEABILITY RATE OF 0.57-1.98 INCHES PER HOUR. DUR. ~~M ABOVE PROPOSED REDI MIX PLANT d~~
BELOW PROPOSED REDI MIX PLANT 6.) THE PONDS ARE DESIGNED TO TEMPORARILY HOLD THE "FIRST FLUSH'; LE THE FIRST a~~i~ THE FIRST
SCALE; NONE 1" OF RAINFALL IN A 24 HOUR STORM AND THEN ALLOW THE WATER TO DRAW DOWN SCALE: NONE L DRAW DOWN on
TO AN EMPTY POND WITHIN 12 HOURS. 9rP~
POND WEST SURFACE AREA=13, 600 SF POND WEST VOLUME=19,800 CUBIC FEET n~p h O
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l f~ i. _...,r Y ~ - r , -f / u ~ - POND WEST SURF EA-13, 600 SF - 35-IM ~ P
il,, ONE- WEST b6LU -12, D CUBIC FEET Iy a~ _ - - - _ ,_v ~--t ~ «o~ -----1,~'-D_0 SF ~ ~ ~o
AiS 16.949 ~ / h„I J~' ff 11 999 `9E r / . \ R`IJ ( / 1 ~ r mil` n~ . 1 r.~ SEED MIX " ~ 8 m
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i.l ~`.r r~ elml'i-0 fi 9._ r - 8 d ~Q \ 0 SF ~ ~ t~ ~~ia~ sEED Mrx
59996 .192 ~ .ad ub ,.Ids ~ l _i~,~''~ 'L.. .,_i'...'- ~ 1. ~ -YA
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- • I~. y L _ .:'.`w;.'. . . ~ 1,J00..SF_SEf "•IX ~s, < ~4 _ ter- a'zs-.... • J - - . ~ ,(y .t ~ l a_n1 ~ ~ ....OI7. ' ~
1/ % is 1'P•. ? _ 11 r r • r . a ~ ~ • + o
y ~ 2, 000 S SEEIf Ml i ~ • ~
7 - ~ - . • • - 3'-WIDE GRASS !L R SrkIP - i~ i ~ ~ ~ ~ - D ~ t = - - 6- 'REBEL IUIYF TYPE •E ~ " ~ d
700 SF ~ ~ i~ _ ~ 3 `f , 12 SH -4..5 ; ~ SEED MIX $ ~ ~
~ / 2,10 SF~S'EED~ t~ - ~ ~ ~ 1 ~ ~ J. S
- - ~ ~ • ~ I 808 _t\ h~~unnn~~' 3.4 $ } _
' ~ ~ / 3800 SF DUX ~ .8 ~ „ , 1,5 F ` ~ 1. } ' - \ ~ ~ ~ 15 LF 6"d PERFO TED PVC UNCERDRAHK - D r ~ \ f CONC ~P INL WITH-GR~ - , ~
~ _ - T7~6 - 1/2'~0L 6"~ ~ \ OUTLET STRUCTURE (N0. 2);~fMICAR ~ ~ / ,T fL. - 811._50 p E~ LEAN UT ON END• ~ i ~ .
" RBViD C 9 ~ OTHER FNL2:. (18) 1/2 1 ~ ! ; . .~m Erb SOLID VIN,~806.50 - S E PIPE AT % SCaPE. ~ - -N6 S AT SIRUCTUR ~ Date: Revisions: 11 01 05 • NCDENR
J.E. 1 " H PE OUT=~50` \ ~ TENDS OF EACH 4 P! E BRANCH. ~ ~ ~ 116161 . A VC 9 / - ~ ) AS D ~ i - cRass w H ~LE71NBUr 1 1 j l l 11/14/05•STORM MANA
~ ~ \ f.. / ~ ` ~ _ ~ SF ~ ~ ~ ~ ~ + SF SF SF ~ O 03/08/06 • DWQ. BEV, COM~EN
~ ~ 15 CF 6"d ER T P UNDB4DRAIN; ~ S ~E~I r 9: uel 15 FT.~WIDE X IGH RGENCY " \ ~ 1I 6:9 Y, = 0 . / ~ -776 ~ E , 0.. SF SF ~ - , 00 - - - ~ _ - - - . -y ~ ~
SPtLWA , 8 59~ / - - M R Y T ENO• FT WIDE X 18 E E GG'ENC PROI? A CL 15 ~ _ .,,l..
~ .SL P f A 2% ~ N~ OF ~ LWAY,• 808. ,.:m~; / ~ RF. PIPE 80733 ~ h
U ' v? Z • U}
PLAN PLAN ~ " .
22 X34" CONCRETE DROP INLET Wt11.1 GRATf J ~ m v_
BEYOND AND AN 18" DIA. OUTLET PIPE (2 TOTAL). SCALE 1 50' SCALE 1"=50' Q- i" ~m
TOP ELEV. = 811.5 ~ - - - • ELEV. OUT =805.50 INV 50 ~ ~ s TOP RM EL.= C
WIDTH VARIES - E PLAN TOP BERM EL.= 816,50 r • ~ Q Q
e 12.50 50' 0 15' 50' 100' PROVIDE GROUNDCOVER OR PROVIDE GROUNDCOVER OR 50 0 15 50 100 Z U 5 -0 Q o0 Z 3 DEEP MULCH
3" DEEP MULCH 9_ " _ WATERSHED AREA 9 ACRES 392,040 SF) 5 0 5 0 _ ~ EL.=812.00 ~t
EL. =808.33 BENCH POND SURFACE AREA = 24, 000 SFt ASPHALT PLANT 'PHALT PLANT - 3 ~ ~ d' 'EET FLOW WATER _ _ _ _ ~ 1 O L I
PROCESSING PLANT 3 SHEET FLOW 1 26 LF/ C.0. 26 LF/ RUN oFF 'N OFF ELEV.- 17" POOL DEPTH ~ ~ I ~ ~f'
SHEET FLOW WATER _ _ ~ 209 HOLES 209 HOLES C.0. RUN OFF ELEV.= 18" P OL DEPTH I C.0. 813.42 (PONDING AREA) ~ I V ~ V - N Z Vl
-y 809.83 (POND! G AREA) _ 3 3 ~ 32 LF/ C.O. 32 LF/ - ~ D ~m O Yo
3 MAX. PONDING I I 1 ~ SOLID PIPE . • ~ 1 1 3 I C.O. 250 HOLES 250 HOLES C. 0. _ ~ ~ 34"X22" CONCRETE DROP INLET WITH GRATE = W N
~ 1 DURATION=12 HOURS J' W10E GRASS TO INLET J' W10E GRASS , ? _ ~ ~ ~ STRIP (FILTER r; ~ - - _ (BEYOND) AND AN 18" DIA. DUT! ET PIPE. _ Z
~ I i5"d TEMPORARY SLOPE DRAINS STRIP (FILTER • 3 WIDE GRASS 2 J _ _ _ _ _ STABILIZATION) •I p ~ ~ ~ ~-1:~ ~ I ~ ~ ~ I ~ I=~ I ~ ~ ~ I-~ I TOP ELEV. - 814.50 SOLID PIPE a E STABILIZATION) N y ~ I ~ I ~:I-1 ~ ~ I ~ I-~ ~ ~ ~ I I-~ ~ I I ~ ~ I:~ I- INV. ELEV OUT =808.50 = L- Q w i Q
STRIP (FILTER o I[~1[-~I1-~1(I-I~HI~ III LHII srnBiuzArroN) ~ H-[Hlf~l ~ll~I1-1E1-~lE IH o, I- :-:.-::-a._ I TO INLET ` ~ ~ o as oo°°po°ap0°o I f- O O
a I[-=1iI-1[1~1H11-~1[-1f1- (,1=11I _ - - I_ UNDERDRAIN WEST SIDE ooDpD Doo 00 _ ~ S N _ _ _ - ~ W
o~°o~ J I FILL M °°p0° \ i ~ °°ap0 °0~p0 ~ ~ I \ \ ~ FILL MATERIAL AT BOTTOM OF ~ _ _ _ ~ N ~ .N W
D°p0 °0 UNDISTURBED SUBGRADE °DD° ° ° 810RETE BIORETENTION POND SHALL BE `0 ~ U7 ~ c ~
AVERAGE PERMEABILITY=1.28 IN/HR; ro ~ ~ - - COMPACTED 20 LF/ C.0. 20 LF/ DENSl1 COMPAC D TO 5% MAXIM M DRY 3 ~ 3 ~ n O TE 8 U 10 LF 6"d SOLID WALL PIPE TO DROP INLET ~ Q ~ ; O DENSIII', STANDARD PROCTOR. 2% MIN, SLOPE LE. 1N=809.00 UNDERDRAIN ~ ~ Z Z t\
SEE NOTE 5, THIS SHEET. 36" 10 LF 6"d SOLID PVC PIPE TO INLET,• PROVIDE TEE WITH TWO 15 FOOT LONG PERF. C, Q, 160 HOLES 160 HOLES C.0. ~ ~ ~ ~
PVC UNDERDRAINS. SEf PLAN. 4 FLTER FABRIC AF FILTER FABRIC AROUND WASHED GRAVEL; OVERLAP END 1LTER FABRIC AROUND WASHED GRAVEL; " " 6 rd PERF PVC PIPE, PROVIDE 250 3 8 HOLES ~ + a ~ v OVERLAP ENDS 12, 36"Wx18" DEEP, " / ~ ~ ~ ~a a
.r... r..nn .n ,rw "1... .n nrrn TM9n~9 n"~ nrnr nl u9 nlnr nnnlnnc nnn 7/0" LInI CC /WCCT CII1t fA!`LI .....1...1 . cPdCCn R nC 7vc /ceru apeurul rep cunc ~
UVtKLAr UVUJ IL , JO rYX 10 UCtr-, I I rIUML o n rcrtr. rvL, rrrc, rrNvvivc cva vl v nvL-w I rrr. Svc, " +vf SOLID PIPE I IYI( AL Al(~ AT PERFORATED ENDS OF PIPES. BRANCH) AND 160 HOLES (EAST SIDE, EA. BRANCH) SPACED 6 O.C. irrn,nc nrcuvrvu rertrvrwreu rme. " WITH CLEANOUiS. I.E. O?ENOSagp9.5/ - - yy -V
CAP ENDS WITH CLEANOUTS. I.E. 0 ENDS=807.JJ. TO INLET oUS
TYPICAL CROSS-SECTION-BIO RETENTION POND (2) ~ c~ i i
-SECTION-BIO RETENTION POND 1 AT TYPICAL CROSS
UNDERDRAIN -EAST SIDE BELOW PROPOSED ASPHALT PLANT 1 1
PLANT TYPICAL OF TWO LOCATIONS PROCESSING
SCALE; NONE SCALE: NONE ~
11 OF 11

I ~ ~ _ ~ ~ ~ ~
B v 4 . , 6
SYMBOL SEED MIXIURE•
sQTsQ(~((~4~~,9~(E.• COMtijQ~ NAME.• REMARKS: ~ ' BG AGROSIIS PERENNANS BENTGRASS f0% OF MIX ~ ~ ~t
• ~ ` h+PO Y OPE DRAT • . BS ANDROP GON VIRGlN1CUS B OM G I 0 RO SED E 32X OF M X ~ ~ • . ~ 2, 438 Sf SEED MIX I ' ~ \ \ ~
330 SEE MIX LHS CAREX CRINlTA LONG HAIR SEDGE 10X' OF MIX - ~ r 4 ' x \ ~ \ 14 VN
~ ~ U 1 ~ SS CAREX L R DA SALLOW SEDGE 10% OF MIX } \ \ 1~ . ..5
*14 AC ES WS s PT 1RIDENS FLAWS PURPLE TOP 33X' OF MIX INTO !S P D 15- _,_-ti .Y._ ~ X2,24 ACRES FLOWS l
2,0 SF EEDI WILDFLOWER: a... - \ \ \ • INTO TH15 POND -
- ~ ~ _ EC AQUILEGIA CANADENSIS EASTERN COLUMBINE ¢~OF MIX ~ ~ ~ ~ ~ ` ~ ~
ti ~ ~ y` *APPLY SEED MIX AT A RATE OF 3.5 LBS. PER 1,000 SQUARE FEET ` ~ ~
38 j ~ ~ ~ ¢ 2,172 SF5 D M!
~ \ T~ ~ ~ ~ ~
~ ~ ~ ~ • 80 0 , • SHRUBS; ~
~ " \ _ ~ ~ SH AMALANCHIER ARBOREA SHADBLOW 3 GAL., SPACE 20' O.C., - YA ILEX VOMITORIA YAUPON 3 GAL. SPACE 8' O.C. CE 20~ O.C. ~ ~ \ \ ~ ~
/ - 9 , - - - 8 ~ o VN VIBURNUM NUDUM SM001H WI THERROD 3 GAL., SPACE 8' 0• C. CE 8~ O.C., . ~ [_„i ~E 8 0. C. ~ ~
i 3 ~ ~ ...ii 1\. ~~I ~
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1~~t; ~ +,w C ~ r` ~ ~ ~J
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s.- ~ 1 ~ A ~ . ~
822 Q \ ~ . ~
~ I /
SCALE i 50' „ - o SCALE 1 = 50
- 50' - TOP BERM EL. _ 838, 00 ~ - -
~1'ac dY M~fr~ ~ r?'.~ ~ ~ ' w
.PROVIDE GROUNOCOVER OR ~ ~ ~ 9 3" DEEP MULCH 5 -0. 50 0 15 50 100 50 0 15 50 100 50' _ TOP BERM EL x
EL.=835.50 10 LF. 6"d PVC 844.00
REDI MIX PLANT 3 1 SHEET FLOW WATER _ _ _ -I ~o PROVIDE GROUNDCOVER OR " 3" DEEP MULCH 5 -0
RUN OFF ELEV.= 12" POOL DEPTH ~ ~ I 10 LF/ C.O. 10 LF/ EL.=840.50 r'5 L.F 6"d PVC
836.50 (PONDING AREA) ~ C.O. C.O. 80 HOLES 80 HOLES C.O. 3 1 , SHEET FLOW WATER " _ _ _ ~ co
11 LF ~ 3 / ~ -l 1 3 82 HOLES RUN. OFF ELEV.- 12 POOL DEPTH r ~ I
1 ~ I 34 X22" CONCRETE DROP INLET WITH GRATE 3' WIDE GRASS ~ _ BEYOND AND AN 18" DIA. OUTLET PIPE 841.50 (PONDING AREA) I SOLID PIPE
STRIP (FILTER "I o I I I_ I ~ ~ ~ 11~=11 l ~ ~ ~=III I ~ ~ I~:I TOP ELEV. - 837,00 TO INLET 3
STABILIZATION) N ~ INV. ELEV. OUT =830.50 ~ k~a=III f~~_I~~ ~~-I:~I ~~I :III_~ ~ i 1 3 34 X22" R W GRATE. CONC ETE DROP INLET ITN 3' WIDE GRASS 2 - - - _ _ - _ I I (BEYOND) AND AN f8" DlA. OUTLET PIPE
° ~ NOTES: ° I ~ C.O. STRIP (FILTER o I I:~:I:I III ~ =III -I III 1~ -1 TOP ELEY = 842.00
: ~ ~ 11 LF/ - - STABILIZATION) ~n 'L~ I=1:x.1=I:E.I-I ~a_~LL ~.~.I-_I LI=I:~.I-:~ G I I INV. ELEV. OUT = 837.00 "4 I-I: III III=1I; I I -I I h 111;; 111
°°°oa°°~ - - - -L _ _ _ ~ S 1. STORAGE OF THE INCREASE OVER THE PRE DEVELOPMENT RUNOFF FOR THE 82 HOLE ) FILL MATERIAL AT BOTTOM OF ~ ~ ~ ~ ~ \ 25 YEAR/ 5 MINUTE STORM IS INCLUDED IN THE TREATMENT STORAGE VOLUME HE I ~
810RETENTlON POND SHALL BE ^ 7LUME. °°,,,g, UNDERDR9ILV °poo° °~npp0 _ _ _ I I \ (10 SCOIB °°00~° ptl o° - \ ~
COMPACTED TO 85% MAXIMUM DRY 22 LF 6"d SOLID WALL PIPE TO DROP INLET NDERDR 1N DENSITY, STANDARD PROCTOR• GRAVEL 2% MIN, SLOPE. LE IN=830.80. 2.) THE BIO RETENTION PONDS ARE CONSIDERED HYDROLOGIC ZONE 4 -RIPARIAN FILL MATERIAL AT BOTTOM OF PARIAH BlORElENT10N POND SHALL BE ~ ~ "
ENVELOPE FRINGE PERIODICALLY INUNDATED . FLIER FABRIC AROUND WASHED GROVEL; ( ) COMPACTED TO 85% MAXIMUM DRY 3' f0 LF 6 d SOLID WALL PIPE ® 1~ TO DROP INLET
OVERLAP ENDS 12 ; 36 "Wx 18 " DEEP, TYPICAL, LE. IN=837.25 DENSITY, STANDARD PROCTOR.
AROUND PERFORATED PIPE: 3.) PLANTING SOIL SHALL CONSIST OF FRIABLE TOPSOIL, FREE OF STICKS, HARDPAN CLAY, 4RDPAN CLAY, FILTER FABRIC AROUND WASHED GRAVEL;
" P RF. PIPE LARGE ROCKS OR SUBSTANCES DELETERIOUS TO PLANT GROWTH AND HAVING THE FOL 6 d PVC TEE TO SECOND E COMPOSITlON.• 80-85q CLEAN SAND 3-5% COMPOST AND THE REMAINING 129 CONSIS VING THE FOLLOWING POND 4 OVERLAP ENDS 12; 36"Wx18" DEEP, TYPICAL
9 6"m PERT PVC PIPE, PROVIDE 82 3/8" HOLES, OF NATlUE SOIL EXCAVATED FROM THE U1CINITY OF THE POND CONSTRUCTION. 129 CONSISTING WATERSHED AREA = 2.24 ACRES AROUND PERFORATED PIPES. TION. - 6"~ PERF. PVC PIPE 80 3 8" HOLES
SPACED b" O.C. (lYP., EACH BRANCH), CAP ENDS POND SURFACE AREA - 10,200 SFf " ~ / • VOL. REQ'D = 8,131 CUBIC FEET SPACED 8 O.C. (TYP., EACH BRANCH). CAP ENDS
WITH CLEANOUTS. LE: ®ENOS=831.50 4. MULCH CAN CONSIST OF SHREDDED BARK OR LEAF COMPOST ) VOL. PR01/IDED = 8, 600 CUBIC FEET WI>H CLEANOUTS. LE. ®ENDS=837.5 ~
-BID RETENTIOr~ POND 3 5.) EXISTING SOILS ARE PREDOMINATELY CLASSIFIED AS ChA CHEWACLA AND TYPICAL CROSS-SECTION ( ~ ~o I TYP CAL CROSS-SECTION-BIO RETENTION POND 4 ~
PsC2 (PACOLET) WITH A PERMEABILITY RATE OF 0.57-1.98 INCHES PER HOUR. ABOVE PROPOSED REDS MIX PLANT duo
BELOW PROPOSED REDI MIX PLANT 6.) THE PONDS ARE DESIGNED TO TEMPORARILY HOLD THE "FIRST FLUSH", LE. THE FIRST E THE FIRST- a~~~
SCALE: NONE 1" OF RAINFALL 1N A 24 HOUR STORM AND THEN ALLOW THE WATER TO DRAW DOWN SCALE: NONE ~ )DRAW DOWN ~ o~
TO AN EMPTY POND WITHIN 12 HOURS, Ym
POND WEST SURFACE AREA=13,600 SF POND WEST VOLUME=19,800 CUBIC FEET K ~n ~n
h 60959.6 o ~ro~..
Aum 1 SS 0911101 ~_i SS 911 ~ , S 916111 I 'ry _
~,m. ~ I Q ~ _ ~ w 16ME1a9~ 5967) ~ ~ ~ / /
I6M169)f Y 9~ / ~ ~ , ~ F 1 1 - ~ - SF ~ i ~ / W
r ~ ~F_ _ _ _ - ~ ~ _ S
E _ / m
j3 Z ~7 pFr ~
( i - r,,~ _ _ ~ - -~t / - ~ POND WEST SURF EA=13, 600 SF ' - 35-VN ~ P ~ m
) ON8- WEST 1~U -12, 0 CUBIC FEET ~ _ ~ ~
J ~ ( - - - _ _ _,t X55 9b~°6e~ ~ " 4 ' \ u ego ~9t ~ •_i~ '!J -----3~601J F ~ ~ o ~ SEED MIX z 8
, \ _ ~ '....^...L b. W ,h Y j7 `D C' < n
shumd ~ 1 V O _ 1 _ Cr O , D SF J~4~
55506 .172 . ~ t ~ ~ r-... ~ ~ -YA SEED MIX ~
/ - - + ~ a r - `
I k .~e.~,...F'.T-+ f+ ; ~ `til _
r r a ? ?"f • y ` • ~ l . , v _ y - ~ ~ i,300_SF-SEE IX \ . l f . . i, ^a,.. ~ . . ~
. . _ _ .x
` } ~ } ~ ~ ~ 2,000 S SEf1fMl ~ ~ x, ~'<a ' - - N -
- ~ ~ I 3'-W10E GROSS L R ST~i1P ~ i " \`V~
- ~ 'REBEL~URF TYPE F YE X700 SF `i~ ~ ~ 12-SH .-4,5 ; , SEED MIX ` ~ ~ ~ f ~ .
r 2,10 SF~'EED~ - ~ v~
• - _ ~ ~ w , > ~ .,,D~.S~~. 808 ~ ~''~nnun'~~ $
~ 3,800 SF D7~<X _"82 ~ _ 1e5 F ~ i., ' t \ ~ ~ 1 ~ CONC E ~P INL W1TH-GRA~ 15 LF 6"d PERFO TED PVC UNOERORO1l~ D ~ ~ ~ \ } f 3
} ,r ~ _ - TFS - 1~2'-HOC 6 ~ ~ \ OUTET STRUCTURE (N0. 2);~IMILAR ~ ~ _ / ,T EL - 81 ~ PR814aE-A GLEAN UT ON END; OTHER 18 1 2 1 ~ ~ t - ~
~ Erb" SOLID Nd;~80b.50 - S E PIPE AT SCOPE. ~ , - ~6 S AT STRUCTUR Date: Revisions:
L E. i " H PE OUT=~50~ ~ ~ - ; ~ AT ENDS OF EACH 4 VC PI E BRANCH. / / _ \ 1 AS ~ ~ o 11 01 05 • NCDENR ~ ~ / / /
/ CRASS ` EANOUT 1... 1 \ / \ _ ~ ~ / , ~ ~ ~ ~,il ' 11 14 05 • STORM MANA / /
~ h ~d " ~ 15 LF 6"d ER P UNDE GRAIN; ~ ~ 15 FT.~l4'IDE X !GH E RGENCY ~ ~ II 6:9 , ~sF SF - ~ ~ ~ 03/08/08.OW0. REY, C01111EN ' F SF SF SF SF . O
SPLLWAY,• .a 80 ,50~ / , STS = 7 ~ E , " 0.. ~ / PROM A CL T END' - FT. WIDF X 18" EMERGG'ENCY . ~ ~ _ b
~ \ / .SL PEA 2% ~ N~ OF ~ LWAY; 808. P...~~; ~ ~ i / / / / / / / / / / / / ,f N
/ / ' RF. PIPE 807,33 ~ e i ~ ~ i \ I I / ~ i ~ ~ U '
PLAN to ~ U PLAN ~
22"X34" CONCRETE DROP INLET WITH GRATE J ~ ~ a_
(BEYOND) AND AN 18" DlA. OUTLE7 PIPE (2 TOTAL), SCALE 1'I= 501 SCALE 1 50' a
TOP EIEV, = 811.5 ~ - , !NV ELEV. OUT =805.50 - , - 50 - ~ N t
WIDTH VARIES - E PLAN TOP BERM EL= TOP ~ RM EL.= - C N 816,57 r 0 Q Q
812.50 1 ~ 00' PROVIDE GRDUNDCOVER OR 50 0 5 50 PROVIDE GROUNDCOVER OR 50 0 15 50 100 Z U " 5'-0" Q 00 Z
3" DEEP MULCH e_ " _ _ WATERSHED AREA = 9 ACRES 392,040 SF 5 0 ~ 5' 0" 3 DEEP MULCH _ ~
EL.=808.3) BENCH POND SURFACE AREA = 24,000 SFf ASPHALT PLANT EL.=812.00 ~ ISPNALT PLANT 3 ~ ~ d'
PROCESSING PLANT = 3 SHEET ROW 26 LF/ C.O. 26 LF/ RUN OFF SHEET ROW WATER _ - - _ ~ 1 ~ I 'UN OFF ELEV.= 17" POOL DEPTH ~ ~ I ~ W ~
SHEET ROW WATER ~ 1 ~ 209 HOLES 209 HOLES RUN OFF ELEV.= 18 P OL DEPTH I C.O. C.O. 813.42 PONDING AREA I V 0 ~ - ( ) I ~N Z Urn
809.83 PONDI G AREA ( ) 3 32 LF/ C.O. 32 LF/ - ~ ~
3 3 MAX. PONDING I I 1 ~ SOLID PIPE v~ O Yo • • • ~ 1 i 3 I C.O. 250 HOLES 250 HOLES C.O. ~ ~
~ 1 DUR4T10N=12 HOURS 3' WIDE GRASS I TO INLET STRIP (FlLTEF ~ 34"X22" CONCRETE DROP INLET WITH GRATE' ~ W N 3' WIDE GRASS ~ _ - - " 0 ~
3' WIDE GRASS 2 _ _ _ _ _ - 15"d TEMPORORY SLOPE DRAINS STABILIZATION' Sl RIP FLIER 2 ~ - - - - (BEYOND) AND AN 18 DlA. OUTLET PIPE. _ ~ Z ( I p I I~ III-111 III ~~:~~I-III I~fa~ I TOP ELEV. = 814.50 ~ SOLID PIPE Ci 8 srnelL/ZAnoN) N y III I I:I III 111-1 I I III i I I III 111- INV. ELEU our =808.50 = L Q W ~ ~
STRIP FILTER !1-I1H(I =~1I~II~IHII 1I~1 " I ( "I Z o _
srABiuzATroN) N ~ I-~1 f-~L~~;IH IH_I1-~1 [-fl [ l1 ~ ; ;1:1-IIH~~~IHIH11-111- II~II[-. oooc°p0°o°ao ~ } ~ O Opop° o°oooo I I` ~ U O ° _ .,J ~ ~ N
- I_ _ UNDERDRAIN -WEST SIDE o°°°p0°°°ooa ppp0ppp0pp00 - - °°-n _ _ I FILL OJ ° oo° oc` opc ~ I I \ ~ ~
UNDISTURBED SUBGRADE 810RE1 FILL MATERIAL AT BOTTOM OF ~ ~ - - _ ~ ~ (n ~ W 810RETENIION POND SHALL BE `0 ~ (n i= ~ ~
AVERAGE PERMEABILITY=1,28 IN/NR; ~ ~ ~ - - COMPACTEI COMPACTED TO 85% MAXIMUM DRY 3 " 7 ~ ~ O 10 LF 6 d SOLID WALL PIPE TO DROP INLET U1 Q ~ ; O
^ F "d SOLID PVC PIPE TO INLE)'• 20 LF/ C, 0. 20 LF/ DENS SEE NOTE 5, THIS SHEET. 36 f0 L 6 , PROVIDE TEE WITH TWO 15 FOOT LOiVG PERF. C, O, 160 HOLES 160 HOLES C,O. DENSITY, STANDARD PROCTOR. 2% MIN, SLOPE 1.E IN=809.00 UNDERDRAlN Q ~ Z z n
PVC UNDERDROINS. SEE PLAN. FLIER FABRIC i FILTER FABRIC AROUND WASHED GRAVEL; OVERLAP Elv FlL1ER FABRIC AROUND WASHED GRAVEL; 0 m m (Fl n ~ v 6 d PERF. PVC PIPE, PROVIDE 250 3/8" HOLES, Q ~ ~ Q
OVERLAP ENDS 12", 36"Wx18" DEEP, _ _
OVERLAP ENDS 12, 36-Wxl8 DEEP, TYPICAL 6"0 PERF. PVC PIPE, PROVIDE 209 318 VOLES (WEST SIDE, EACH SOLID PIPE TYPICAL AF TYPICAL AROUND PERFORATED PIPE. w-Autu a u.c. ire., (m y @RANCH). CAP ENuS
AT PERFORATED ENDS OF PIPES. BRANCH) AND 160 HOLES (EAST SIDE, EA. BRANCH) SPACED 6" O.C. CAP ENDS WITH CLEANOUTS. I.E. ® ENDS= 307.33. TO INLET WITH CLEANOUTS. LE. 0 ENDS=809.5 > ~ 0
U o
RETENTION POND 1 AT TYPICAL CROSS-SECTION-BIO TYPICAL CROSS SECTION BIO RETENTION POI D 2 Q
2 ~ BELOW PROPOSED ASPHALT PLANT
PROCESSING PLANT TYPICAL OF TWO LOCATIONS ILNDERDRAIN - EAST SIDE to
SCALE: NONE SCALE; NONE
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Y ~ ~ - ti / ~ Q ti ~
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~ , ~ _ _ ~ OVERBURDEN MATERIAL. a ~ ~ COMPACT TO 859 MOD. g
it/ ~ ~ ~ - ~ ~ u _ _ - ~ ~ <
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TI N MINE SNAt L - ~ ~ ~ ~ AS PART OF RECLAMA 0 , I _ ~ , , ~ 5 ~ n i ~
A L9WE8 ~'0- FlEL WITH WA ER 0 / - ~ - _ ~ ; ~ , • _ _ , ~ ~ , ~ ~ / AN SHALL ~ ~ ~ y APP-R0~(IMATE ELEVATION 820.00 D i - _ _ ~ ;;y ; , ~ ~ _i~/
~k' ~ ~ ~ > _ i ~ _ , , R RESERV011?. ' ~ - ~ ~ ~ / IN AS A FRESHWATE - ; _ _ ~ , y . , ~ / ~ ~ ~ ~ ~~~~~111111U1j~1
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! y Dote: ~ Revisions:
~ / \ 7/05/05 • NCDENR
(F ~ ~ } - - N. T.S.. 1 5/08/06 • MINE PERMIT
~ti. `~S EARTHEN AND PLANTED BERM DETAIL o
,1 ~ . i ~ ~ ~ ~ r. / f ~ + , _ - ~ ~ ~ + ~
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~ - _.7f _ ~ % ~ ~ Z OQ U
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~ ~ l + ~ ~
_ _ ~ ~ \ ~ l~, I ~ I PROPOSED TREE PLANTING ~ ~ ~ ~ - d• Z :E PLANTING AS PART U ~n Q ~
V ~ h A lIl ~ ~ ~ MAT10N PROCESS• _ ~ , ~ ~ ~ , OF RECLA , )N PROCESS• ~ Q ~ ' -N JJ ~ o
~ ~ , , 1 TREES SHALL CONSIST OF A ~'ONSIST OF A MIXTURE ~p> Y ~ ~c V~
~ - ~ ~ ~ ~/1~ / ~ - F1: IN NEI t Q ~ ~ 1 OF PINES 4 6 G ~ ~ ~ \ ~ • ~ , ~ A ~ TIME OF PLANTING. THE RE F1: IN NEIGNT AT THE = o0 SING. THE REMAINDER W N W
! ~ ' ~ ° ~ jy~ ~ ~ - i ~ ~ OF THE SITE SHALL 8E SEE ~ oo ~ r >HALL 8E SEEDED OR - W m
~ ~ ~ I ~ A ~ ' ~ ~ ~ , ~ / , ~ r OTHERWISE LEfT IN A STABI A v V ~ CONDITION. ~ ~ ~ 0 ~T IN A STABLE _ ~ Q ~ ~ o a
' ~ ~ z,_ f- o g
- V 0 N 7
r ~ . I RY~ Q ~ ~ ~ m
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' ~ N E~ ~ ~ ~ ~ z
~ PERMANENT PLANTED BERM ~ ~ ; ~ PERMANENT PANTED BERM ~ ~ ~ C ~ ~ u
~ ~ I ~ ~ ~ UARR UARRY RECLAMATION SITE PLAN o o ~ v ~ o V _ N
~ ~ l ~ ;rte 11- ~ V
i i aAnvncF~ TRFF PI ANTING AS PART ~~~,f l n SCALE 1 SCALE 1 250' ~ 0
OF A NATION PROCESS; Q U o
TREES HALL CONSIST OF A MIXTURE 0 PINES ~ J 3
4-6 F1 IN HEIGHT AT THE TIME OF NTING. \ - , 250 250' 0 125' 250' 500' _ R-1
co
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~ 1 ' _ ~
~ V ~
1 1` ~ 0 , r. 8
1 1 ' I ` / ~ i ~ ~ 6 ~ I L
B ~ r~ . ~ ~
~ srMeoL 5EED M1XIURE.• ~ ~
1 ~ BOTANICAL NAME COMMON NAME. REMARKS: r ~ I • ` ~ 2,438 SF SEED MIX
~ ~ ~ ~ ~ - BG AGROSTIS PERENNANS BENTGRASS 10% OF MIX I ~ ~ ~ ~ ~ l ~ ~ ~
~ \ ~ T MPO RY oPE DRAIN BS ANOROPOGON VIRGINICUS BROOM SEDGE 32% OF MIX 330 SEE MIx 1 ~ LHS CAREX CRINITA LONG HAIR SEDGE 10~' OF MIX ~ \ 14-VN ~ ~ ~ ~ ~ ~
SS CARER LURIDA SALLOW SEDGE 10~ OF MIX I ~ 1 ' ~ ~
PT TRIDENS FLAWS PURPLE 70P 339' OF MIX • 1 4 ACRES QWS 1 cS ~ ~ ~ "2.24 ACRES FLOWS ~ ~ • • ~
INTO IS P D 15- \ . - OND \ ~ ~ ~ ~ INTO THIS P p ~
2,0 0 SF 'SEED ~ ` \ WILDF WER; ~ ` ~ ~ EC AQUILEG/A CANADENSIS EASTERN COLUMBINE OF M(~ cP~ ~ 1 ~ ~ ~ - ~
~ i ~ ~ ~ -YA ` 1 ~ 100% _ _ b EL. - ~
• i' ~ ' ' ` ~ 1 ~ , ' ~ ` , *APPLY SEED MIX AT A RATE OF 3.5 LBS. PER 1,000 SQUARE FEET ~ , , ~ , - ~ ~ 4 . ~ ~ ~ ~ ~ 2,172 SF S D MI ~ \ } ~
~ t _ , ~ ~ ~ ~ ~ ~ ~
\ ~ ,r ' . ` . ~ - SHRUBS. IoM ~ i?" ~ ~ r ,
SH AMALANCHIER ARBOREA SHADBLOW 3 GAL., SPACE 20' O.C„ _ 20 O.C., ~ ~ ,
~ • ~ ~ + • • + + ' - YA ILEX VOMI TORIA YAUPON 3 GAL., SPACE 8 0.., , ~ _ C3 , E8 O.C., _ \ ~ ~ ~ ~ . . . ~
f~ 8 g o VN VIBURNUM NUDUM SMOOTH WITHERR00 3 GAL,, SPACE 8 . . . 8 O.C. ~ ~ i i ~ ti
83 ~ ~ _ ~ i
~ ` . ~ ~ i \ ~ i ;
r ~ ~ 83 f i ! J
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822 ~ _ _ _ ~ - - - ~ I ~ ~ ~ ~ ~ ~
SCALE 1 50' SCALE 1 =50 ~
50' ~ TOP BERM EL =
838, 00 W ,
PROVIDE GROUNDCOVER OR f_ '_0" 5O' O 15' 50' 100' 50 50 0 15 50 100 ~ roP BERM EL.=
5 3" DEEP MULCH 844, 00 PROVIDE GROUNOCOVER OR 5'-0"
EL.=835.50 f0 L.F. 6"~ PVC - 3 U CH 3 DEEP M L ~y
REDI MIX PLANT - - ~ 1 ~ SHEET FLOW WATER m - f0 LF C, O. 10 LF/ EL.=840.50 f. 6"ID PVC - w / 15 L. - 3
- " DEPTH I ~ - - - ~ I RUN OFF ELEV.- 12 POOL 836.50 PONDING AREA) C.O. C.O. 80 HOLES 80 HOLES C.O. w,arER _ _ _ - - - ~ 1 10 SHEET FLOW " l m ~ m ~ I
( I ~ 11 LF/ - RUN OFF ELEV.= 12 POOL DEPTH 841.50 (PONOING AREA)
3 3 82 HOLES I ~ SOL10 PIPE
~ 1 1 ~ 34 X22" CONCRETE DROP INLET WITH CRATE 3' WIDE GRASS _ - _ ~ _ (BEYOND) AND AN 18" DIA. OUTLET PIPE, C.O. C.O. 3 3 TO rNLET -11 1 34"X22" CONCRETE DROP INLET WITH GRATE
~ ~ = _ - _ - I TOP ELEV. = 837.00 STRIP (FILTER 12 ~ ~ ~ I I III 3' W10E GRASS 2 _ (BEYOND) AND AN 18" DIA. OUTLET PIPE.
STABILIZATION) N y III=1`I ~ 11 ~ -III 11.1-=11 INV. ELEV, OUT =830, 50 ~ I ILI IIII _ ~ N TE _ _ ~ STRIP (FILTER ~ , ~ = f-~ = ~ III=~ ~ ~ ~ ~ ~ TOP ELEV. = 842.00
c. o. ° 1 o°o?onp0 ~ 11 LF/ • ~ ~ ~ ~ ~ ~'=ll ~ ~.=ll J=~ ~ ~ ( ~ INV. ELEV. OUT = 837.00 STABILIZATION cV - - - - I ~ I~If~llf, kl~lll .llI-III II ,,,I ~ ~
°°4°° - - ~ STORAr, ~REASE OVER THE PRE DEVELOPMENT RUNOFF FOR THE - -1- - -L _ _ _ 82 HOLES 1) ~E OF THE IN(, .E a°°oo°° ~ \
~ ~ FILL MATERIAL AT BOTTOM OF ~ ( ~ ~ 25 Yf AR~ 5 MINUTE STORM IS INCLUDED IN THE TREATMENT STORAGE VOLUME. LUME. UNDE _ -
TION POND SHALL BE ~ ~ ~ BIORETEN FILL MATERIAL AT 80TTOM OF ~ ~ ~
COMPAClEO TO 85% MAXIMUM DRY 22 LF 6"A SOLID WALL PIPE TO DROP INLET UND RORAlN 2. THE 1,10 RETENTION PONDS ARE CONSIDERED HYDROLOGIC ZONE 4 -RIPARIAN TOR. GRAVEL 2% MIN. SLOPE. l.E. IN=830.80 DENSITY, STANDARD PROC ARIAN B10RETENTION POND SHALL BE `0 10 LF 6"~ SOLID WALL PIPE ®1X TO DROP INLET COMPACTED TO 85~ MAXIMUM ORY 3 l.E. IN=83725
ENVELOPE FRINGh (PERIODICALLY INUNDATED). FILTER FABRIC AROUND WASHED GROVEL; DENSITY, STANDARD PROCTOR.
OVERLAP ENDS 12" 36"Wx18" DEEP, TYPICAL, LAY FILTER FABRIC AROUND WASHED GRAVEL; RDPAN C OVERLAP ENDS 12 ; 36'Wx18" DEEP, TYPJCAL
1PE• 3.) PLANTING SOIL SHALL CONSIST OF FRIABLE TOPSOIL, FREE OF STICKS, HARDPAN CLAY, AROUND PERFORATED P LARGL ROCKS OR SUBSTANCES DELETERIOUS TO PLANT GROWTH AND HAVING THE FOLL 'ING THE FOLLOWING POND 4 AROUND PERFORATED PIPES.
6"ID PVC TEf TO SECOND PERF. PIPE COMP~rS1TlON.• 80-85q CLEAN SAND, 3-5~ COMPOST AND THE REMAINING 12q CONSIST 12q CONSISTING WATERSHED AREA = 2.24 ACRES
" PIPE PROVIDE 82 3 8" HOLES, OF NATIVE SOIL EXCAVATED FROM THE VICINITY OF THE POND CONSTRUCTION, 6 0 PERF PVC 70N, POND SURFACE AREA = 10,200 SFf 6"~ PERF. PVC PIPE, 80 3/8" HOLES, SPACED 6° O.C. (TYP., EACH BRANCH). CAP ENDS
SPACED 6" O.C. (TYP„ EACH BRANCH), CAP ENDS VOL. REQ D = 8,131 CUBIC FEET WITH CLEANOUTS. LE. @ ENDS=837.5 VOL. PROVIDED = 8,600 CUBIC FEET ~ J
wires cLEANOUrs. Lf. ®ENOS=831.50 4.) MULCH CAN CONSIST OF SHREDDED BARK OR LEAF COMPOST
CROSS-SECTION-BID RETENTION POND 4 TYPICAL ~
D 3 5.) EXISTING SOILS ARE PREDOMINATELY CLASSIFIED AS ChA (CHEWACLA) AND - C ION-BIO RETENTION PON YPICAL CROSS SE T T C2 A PERMEABILITY RATE OF 0.57-1.98 INCHES PER HOUR. Ps (PACOLET) WITH ouR. ABOVE PROPOSED REDI MIX PLANT 8~~~
1+~D REDI MIX PLANT s
BELOW PROPOS 1RST 6.) THE PONDS ARE DESIGNED TO TEMPORARILY HOLD THE FIRST FLUSH , LE THE F THE FIRST SCALE; NONE
1" Ur FA !N A 24 HOUR STORM AND THEN ALLOW THE WATER TO DRAW DOWN NONE RAIN LL SCALE TO AN EMPTY POND WITHIN 12 HOURS. DRAW DOWN _ ~ a ~ mrc
JMGC
POND WEST SURFACE AREA=13, 600 SF
POND WEST VOLUME=19,800 CUBIC FEET _ / - _
7 156 911 09fV 107 : ` ~ 1 ' 7 1 96fII , ~ O ~ ~ - ~ ~ ~ o
~Y° pnm ~ A g
/9 OS9 ~ 1' 1609620 160916939 ~ ~ - S _ SF - > ~ / ~ -
_ ; - - SF - - 6 P ~ ~ _ . ~ _ . - s~ ~ -Sp EAD _ s~ , . - ~ ~ m , . - - - - N
- ~ ~ .~~,1 1 ,07,17 - P.'~Id 1160897 S~1 J Y / - - _ - ~ ~ - a c
R. x)y i \ JaF r SF y5 t, ` . ~ ' - ~ < r q!L a p ' ~ 1 . a.: ~ I Yom fix., _-1- . ~ ~
I ~ SF ~ - - - ' _ ~ ~ - _ _ POND WEST SURF CE AREA=13, 600 SF ~g
° ` ~ - ~ - - - - _ _ ONO- WEST VOLU =12, 0 CUBIC FEET - - ~ ~ - SF ~ ~ ~ nn ~ ~ SEED MIX ~ _ > ~ ~ ~ .k Y
~~d ~ - _ ~ ~ iii a°voiv, i \ - . , ---S~SH _ ~ a~'~o C-$
~ ~ _ ~ ; _ - _ ~ , --5;700 SF _ 9 ~ a E
• , - , ~ r, ~ , SEED MIX ~ - _ 16-YA \ - ~ 4 -
- - p L IIfi0001195 ' ~ t - nnid ~ ~ ~ _ ~ 1. ~ _ 1 - _ \ ~~~ui niu~
_ _ • '~J
_ - - ~ nry,.. _ 9 -.T ~ _ ~ ~ _ o ~H ARo _ .
? a 'i r - _ - ~ . . ; ^ ~ ~ I - .tee ~ ~ ~ • ? • . ~ ? / ? • r • ~ ` 4 ` ? ~ ~ 1. . r • ~ .1 • ~ ' ~ . -f.' . ~ - _ ~ ; ~ r
Y a r •iv a a -Y _ ~ 1 , - O l 1' , - 1300 SF- SEf IX 1 J ~ r ? J ' \ ~ 1 i ' - I ~ r a a , ~ _ ~ ~4
/ O r - r. v ~ ~ i / ' - - _ _ _
- ~ 2 000 S ~ -SEED Ml ` ~ i . . r~ a a . ? ~ r • - i ~.r
- ~ _ ~ ~ t'N.d . - i . ' . ' . ` . ' . ' - 3-W10E GRASS F!L ER STRIP ~ r t D - ~ _ - f RF TYPE FCC E ~ ~ ~
6 REBEL U ~ ~ ~ - ' > ~ ~ ~ _ _ ~ s; 700 SF ~ ' ~ i _ ' ~ 12-SH _-4,5~ D=`~ SEED MIX ~ ~ - - - 4,y ~P - - _ SID S~
_ _ ~ , . ~ 1, - ~ 2,10 SF SEED"~flX - ~ ~ I ~ - ~ _ - 110= ~ { ~ , ~ ~ ' - ~unnun ~-2 - - - - ~•OS 808 _i
~ ~ ~ ` v ~ ~ , ~ ~ ~r , i ~ 1 , - - - 2 - - ~ 1,5 F ~ i , ~ _ ,
D 71I1X 8 v ~ 3,800 SF,S E _ D - 75 LF 6"0 PERFO TED PVC UNDERDROMI; ~ ~ ~ .r 1 - - ~ i '~~,..y ~ Date: Revisions:
~ ~ ' ' CONC_RElf '~P INL T WITH-GR _ _ _ _ _ - 116 - 1/2' HOLE 6" 0,~. ' \ OUTLET STRUCTURE (N0. 2); SIMILAR ~ ~ ~ : ~ ,T EL. = 811.~D - -PROVIDE-A CLEAN UT ON END; A OTHER F,NDL (18) 1/2 INCH v -''1,. ~ ~ " ~ / - _ ~ - - _ - 11/07/05 • NCDENR
53387 F.r6" SOLID IN;~806.50 _ _ S E PIPE AT l R SLOPE ~ - ~ S AT TH STRUCTURE l., _ - / 11/14/05 • STORM tdANA
" OUT=849:50 - - _ ~ RANCH. ~ i. 0~ LE 1 H PE ~ 9 AT ENDS OF EACH C PI E B ) ~ 1 / - CROSS., W H CLEANOUT~ A { - ~ ~ M~,1 i ~ 08 06 • DWQ, REV, CONNEN S , SF ~ p 03/ / _ ~ ~ -
~ \ ~ , 8F SF ~ ~ 05/08/06 • i~INE PER~11T i SF SF~-- " 3F~ _ _
REEI~I G 77 ;61 S~ - 15 LF 6 d ER T _ PVC UND DRAIN; ~ 11t 921 ~ ~ 1CH EM RGENCY ~ , f5 FT. WIDE X -f8 ~ 6 E , " O.G~V A °
~ ~ ~ ~ EMERC~NCY SPLLWAY, ~'L. 80 .5D PROV! A CL T END, 15~ fT WIDE X 18 ^~t /I ~ = 808.5 P"<~~, ,~i / / / . U
% / / SL E PI E A 2% ! E~ N~ OF 5e LWAY,• - - RF. PIPE =,807.33 \ ~ ~ ~ 1 I ~ ~,fi UNZ
PLAN ~ ~ . J p ~
- PLAN „ a. ~ _ SCALE 1 = 50 ~
22 X34" CONCRETE DROP INLET WITH CRATE SCALE 111= 50' a~
(BEYOND) AND AN 18" DIA. OUTLET PIPE (2 TOTAL). TOP ELEV. = 811.5 t ~ 50 TOP BERM EL.= ' ~ } C y 0 Q
INV. fLEV OUT =805.50 816,50 ~ 100 Z U
TOP BERM EL = WIDTH VARIES - E PLAN 812.50 50' 0 15' S0' 100' NOCOVER OR 50 0 15 50 ~ Z PROVIDE GROU 5 -0 Q
PROVIDE GROUNDCOVER OR 3" DEEP MULCH O.. ~ ~ Q ~ ~ EL=812.00 _ _ 3 ~ ~
3" DEEP MULCH _ _ " WATERSHED AREA = 9 ACRES (392,040 SF) 5' o" 5 D POND SURFACE AREA = 24,000 SFf ASPHALT PLANT 4SPHALT PLANT _ - ~i ~ O ~ I
EL =808.33 BENCH SHEET FLOW SHEET FLOW WATER PTN ~ - - - ~ - - - ~ I ~ ~ SUN OFF ELEV.- 17 POOL DE V ~
PROCESSING PLANT _ _ _ 3 26 LF/ C.O. 26 LF/ RUN OFF Low _ - ~ ~ 1 `0 209 HOLES 209 HOLES C.O. ND1NG AREA ~ N Z U 813.42 (PO ) _ 32 LF/ C.O. 32 LF/ ~ ~
SHEET F WATER - DEPTH I C.O. ~ RUN OFF ELEV.- 18 P OL O Yo 3 250 HOLES 250 HOLES C. A ~ ~ 1 C.O. = oo -
809.83 (PONDI G AREA) ~ 1 - I DROP 1N1ET WITH GRATE W N ~ 34 X22 CONCRETE ° ~ 00
3 3 MAX. PONDING I i ~ SOLID PIPE 3' WIDE GRAS. 3' WIDE GRASS 2 _ _ _ BEYOND) AND AN 18 DUI. OUTLET PIPE. - Z
~ 1 DURATION=12 HOURS TO INLET STRIP (FlLTEI ~ I 15"d TEMPORARY SLOPE DRAINS STRIP (FILTER ~ ~ ~ ~ ~ ~ -I ~ I ~ ~=~:I ~ ~ 1 ~ ~ ~ ~ TOP ELEV. = 814.50 SOLID PIPE L w ; o ~ - = Q a STABILIZATION) N ~ III=III 1NV ELEV. OUT =808.50 TO INLET ~ ~ ° a
3 WIDE GRASS - - - STABIUZATION ~ fi~ 111 11 I I L I-1 I I~ I 1=1 l l 1 IH11 I-1 i= 1 - - - - _ - - - - ~ ~ o a ~ - O
srRIP (FILTER ,I z a - _ 1 ~ ~ j,k[ 1 i-=f srAeruzArioN ~ ~-~[l=f [~-j ~ _ ~ I _ _ I I~ ~ N W _ ~ 7 ° ~ ~ O
) ~ ~ II ~ I l I l l1=1 I1=111.1 f I-l 1 l-~ l I I I = U DERORAIN - W ST SID a _ _ _ - 1 N °°°°o°°°° - FILL °°op° o°~° \ ~ ~ - _-I I (n M OF ~ } W FILL MATERUIL AT BOTTO ~ ~ L (n ~ ~ I-
°o°o°°p0~0'.e°,~ J I BIORE ° ~ ~ o BIORETENTION POND SHALL BE 3
_ - ~ - COMPACTS UNDISTURBED SUBGRADE RY U) Q Z ' ~ COMPACTED TO 85% MAXIMUM 0 f0 LF 6 ®SOLID WALL PIPE T4 DROP INLET UNDERORAI ~ ~ z ~
ERAGE PERMEABILITY=1.28 IN HR; ~ ~ - - - 20 LF/ C, 0. 20 LF/ DEN: AV ~ ~ "rn SOLID PVC PIPE TO INLE>;~ SEE NOTE 5, THIS SHEET 36" f 0 LF 6 C• 0, 1 fi0 HOLES 160 HOLES C. 0. DENSITY, STANDARD PROCTOR. ?X MIN. SLOPE. LE. IN=809.00 !`m ~ 00
PROVIDE TEE WITH TWO 15 FOOT LONG PERF. FLTER FABRIC FILTER FABRIC AROUND WASHED GRAVEL; " P RF. PVC PIPE. PROVIDE 250 3 8" HOLES,- ° Q o " EEP 6 ~ E / ~ - d OVERLAP ENDS 12 _ 36"Wx18 D '
_ PVC UNDERORAINS. SEE PLAN, OVERLAP Ei _ _ SPACED 6 O.C. TYP.. (EACH BRANCH), CAP ENDS ~ 'ti
FILIEK tAbfMlc AKUUNU WA~"W wwvcL; TYPICAL AROUND YtKhVHnItu me WITH IXEANOUTS. LE. m EN05=809.5 Q U 3
'1 TYPICAL A 36"W 8 DEEP, TYPICAL 6"0 PERF. PVC PIPE, PROVIDE 209 318" HOLES (WEST SIDE, EACH SOLID PIPE OVERLAP ENDS 12 , AT PERFORATED ENDS OF PIPES. BRANCH) AND 160 HOLES (EAST SIDE, EA. BRANCH) SPACED 6" O.C. TO INLET
CAP ENDS WITH CLEANOUTS. I.E. ® ENDS=807.33, TYPICAL CROSS-SECTION-BIO RETENTION POND (2) (o
POND 1 AT
ON-BIO RETENTION TYPICAL CROSS SECTI UNDERDRAlN -EAST SID CM i BELOW PROPOSED ASPHALT PLANT 1
ROCESSING PLANT (TYPICAL OF TWO LOCATIONS P a
SCALE: NONE
SCALE: NONE 12 OF 13

N h ! ~ ~ j 0~~ 6.48 ~ „ ~ I
r~ 1 r. ` 7' I ~ r i` PROPOSED WATER ~ , r, ~ „ d'. ~
>`~.a _ ..a 171 ' j I is 1 ~ a ~ r I / 11 ~ fly; ~ ~ h , ~ ~1 , ~ 1;" '1w r I ~ t~~ 'f, f ,i EXI 1 ~
_ , Dr , it ~ r:' 1 ~ ~ , 57~ ~ ? ~ 1~ SONG 1REE C NE r ~ f )
Y 1 ~ "1 - ~ 1 ~ i ~ ~ 'I G ~ ,~ti t
. , ~ ;2 "c ~ ~ r. ; ~r.. (,51~` ~ ~ h r 1 ~ ; ~ I ~ ;i 1 ~ ; ~ ExrsnNC srNC~E TREE P ~~r 1,~ ,
- _ v- a ' ~ ~ ~ S, ; , . , ~ , ~ , ; s .
4 ~ ~ ' n r ~ ~ 1 ~ ~ 4~ Sa ;li ' SHRUB a, , ' ~ l.i i 1 ; z
' N , _ - ~ _ i ~ HP66 DRILL HOLE WITH
{ ~ , '1 ~ _ c - ~ rr, - , . ~ rl` I ~ ~ ` ~ ,1 1 ` t r UBD 82 ` , ; ' ~ OVERBURDEN DEPTH AND ~ ~ r , 3 HRD 62'
r° , } , , , ~ a ,.r t ~ , ~ ~ ~ ~ ~ j ~ ~ DEPTH TO HARDROCK• -'1 ~ ~1 , _ _
7 'r. ~ Y , , _ ~ ~ ~ ; ~"`s-i 25' BOUNDARY BUFFER
~ 1, t - - - r _ r ' t C_ ti j ~ _ • ~ ~ ~ ;TURN DITCH NO: ~ ~OUI ~ ~ I:~ ~ ~ 1; ,
2 ' , s . , , , ;H N0. 7 OUT INTO A LEVEL SPREADER ~ ~ ~ . , H 1 '
- ~ ~ ~ r r t r' (10 FT: WlL ; . ~ ~ ~ ~ _ _CULVERT NO.i6 ~ ~ , 1 10 FT: WiDE ®ENTRANCE, 6 DEEP, ~ ~,1 I; ~ ~ CREEK 6uFFER l ~ , , r . ~ ~ u i ,
4r, l.E. IN=89 0 „ ~ r, c `9 3.FT WIDE 6 , . _ _ ; i - „ ~ _ ~ _ ~ , r,~ i l 4 , LE:,. OUT , 2.00 . ~ ~ ~"I l,' PROVIDE~A 20 -FT, .LONi J.FT" WIDE ®ENO AND 10 FT: LONG). ' , , 1 , , T OM DITCH. , ~ f _ 1 20 FT, .LONG TRANSI ION FR ; , ~ CREEK
r ~ 1 , ~ ~ . ~ ~ ~t S}~~l y , I 1 , ~ ~ _ 0=5.96 CFS ~ ~ ~ ~ ? I w II ~ i
r,,. 1 , it ; l~t:rl,~~~ 1~ ~1 ~ FPS ~ I t ~1 ;'I M ; ~ E--+ V-3.02 _ : _ ia., M I ~ ~ PROPOSED FRESH
a ~ 1a cMP r _ arCH No• ~ c,~tVERrs wrrH - f ~ , , r~ - ~ ~r cULVERr No. 11 ,t ~ , ~ ~ ~ ~ ' 4.r '4, ~r;,~,, 1/2 CY ~4P AT OUTFACE , ~ ? ~ F 18 DEEP WITH AN 18 WIDE , i ; .7, ,l ~a~r. ~ n~.~~'r~ rr,,~, ~ i ' ' WATER POND a ~ C ~ i
SITE ORAINAG AREA INTO - k„ : LE• 1N=892 50 ' . , ,r,, BOTTOM; 2:1 S1DE SLOPES. f I r v - , , _ ~ `;i EXlST1NC UNPAVED
:VERY N~.. 11= 2;32~ACRES -~4r~.";; , ~ UT=892.0 ~ ~ , v~ ' . 1; ~ i `1,r ~ , , , ; l.E. 0 : ~ ~ LINE WITH EROSION CONTROL r ~ t ,-i t _ - t ,a 1t( - - FABRIC; SC1508N OR EQUAL. ~r ~ ~ ~ ~ ~ ' ~ ~ ~ ROADS _ ~ A I ~ ; /a+ 15 ~i t^ ~ i , ~ ~
7.45. w ~ , , , - ' ~ = 7.3 ~ ' ~ ~ ~ SEE SHEET C-6 ~ ~ , t ~ ~ ~ I ~,r ~ ~ ~1. EXlST]NC FENCE 1 ;~f _ ~ ~ ~ ~ 3
r ~ " , i, ~ 1 I ,r 5- ~ 62 ~CFS ~ , ~ ~ ~ ~ ~ ti` ~ .1 r t ~ / / ` MIT BOUNDARY . I ~ I ~ ~ PER r` ~ ~ ~ ~ PROPOSED BARBED WiRE FENCE X X- Cn e - P `7.51
i~ - - ~,~w ~ ~ ~ ~ . r., , r , a ~ ~ , - 'r r.
~q , , , , r' , l _ . ~ I s l ~r~ J n;~~. ; Slll FENCE ,SI? u'ia'" ~ ~ 1 ~ I } ~Ilr O
NSIrE DRAfNAG,~„,AREA; INTO .~j ` _ ~ ~ t: r'~ CULVERlINO• 1~=2.44, ACRES ~ ~,a~° ~ ~ ~ ~ ~ ' C I ~ ~ i PR P TREES :;t;°".°= ~ 0 OSED
~ J r , . : , , LIMIT OF. _
,4,r~,~~> r~.~c..:25-7.3 E,r,, ~ it I , ~ r t x AFFECTED _ ~ ~i j ~ t
„ 3 ,t ~ ~ s, , ~ F ~~~~,~r~r:v ~FQ25=5,34 CF . ~ ~ 1 , _ , t AREA - ~ POWER PocE .o- h~ - _ y ~ ~ , r ' 1 ' ~
e ~ ~ f < 'I _ ~ _ ,r~ . ~ ( ~ 1 , i i ~ ' ' a - - i. ~ : ; ~ 1 ~ c 4 "7 ` fq , PROPOSED 20 FT WIDE CUSTOMER ~ r -
r r i~ b f , ~ ~ - n I i r~ ~ . ~ '"ONSlTE DRAINAGE AREA,iNTO'~ ~ ~~a-,~ r' ~ , ..i ~ I i , ~ a.. a , ~ ' , ~ ~ `v ACCESS ROAD. SEE CROSS SECTION, - ,
i : ~ ' ~ a rt I ~ ' 1 i~ i 1 r ~ DITCH N0. 2.96 A~RE~' ~ ~ r°C ~a r ° ~ i a ~ ,~wi _ ~ . ,,~,.r ~ 1~ ~ , SHEET C-2. r,, ,f~ ; a t~r > ~ 1 "~,I ~ ~ ` ONSITE DRAINAGE AREA INTO
, x . ; • 1 s,n, ~ i ~ 8 l,° Y~ . , ~ ~ ~ DiTCH N0. 6= 4.27 ACRES
, a , i , - 1 i t ~ ,r r , ~1o-s.~~ . ~.a ~ ~ , , N i ~ ~ ~ r~ ~,,r t \t Y ~ e,, ~ ~ I, Y. - , ~ - • ,
1 , r' ~ 010-5.95 CFS ~ ~ ± ~t ~ ` I\~ ( t r r _ , , , . i , _ _ _ ~ ~ ~ ~ ~ ~ , c-0.4 s , , . t 7~. ~ z i 10=6.7 t i, tr~ 1
r r , ~ ~ 125-~~ ~ l~~x, ~ !ss}?.,g ci r° ~ - r~ o Q , i~~~,r~ ~ •rrtr~x~ , , r , ~ ~ ~ 0~~=6.48 ~ 7 ~ ~ ~ - ~ ~ ~ ~ " o ~ . ' a ~ ' ,y ~ a 010=12.87 CFS
~ ~ I 1 ~ , i25=7.3 ~
r , f ,c y '61 ~UL~Ji~A~:Y Ptr,L't'ly I I ' ~ ~ T , _ ! r r 6 1 ~ ~ , `1 t r l ~ ~ F r r^.. , v ~ 1 1 ~ , s ~ ~ ~ 025=14.03 CFS ~ ~1j _ .i , ~ , z
h 1,. F. t , 1 r r r ' ~ ~ ~ ~ ~ ~ ~ ~ ( I r ( a' ~ n r 1 f I,l I~ ~ t Y , DITCH N0. 6 ,
, ~ ~ ' 1 i ~ ' ~ti ; , l8 DEEP WITH A 1 FT. , ~l . ~ bw_t ; li ~'~r _
I ~ ~ r, ~ , s , ~ S w ~ ~ ~G i , . ~ ~ '~i t 1 ' ~ r, ~ ~ ~ W10E 80TTOM; 2; i SlDf SLOPES, ~ 1 ~1 ~ ~
ORAIN~G '!A EA 1NT0 . ~1 , ~ ~ r ~ ' , ~ % BOND. ~ N0. ~ 3 ~7{7.55ACRES 'UTO ~ J ~ 1 ~ ,,t ,E LINE WITH EROSION CONTROL ~.95~='~ACRES 15 DIA. HDPE~ I ~ ,h, ~ ~ ',r" FABRIC SC150BN OR E UAL
~ I i ~ ti: _ I I , E c-0.3.0 i ! ~ , SL " it , ~ OPE DRAINS WITH ~ ,
~ , ; „I ; 4., ~ r ~ - - - - I _ ~ e ! ~ ~ 4 i ~ u. ~ ~ ? f ~ ~ 5,~,
r,_! Q 1 ~ 1, ( - 6.1.21 cfs~ i i ~ s, 1, ~ ~ ` 0.8 AG. GIST, AREA EA. ~ ,~I.. F .f ~ ~ 1. 1, t ~ ~ ~ ti,,V i ~ 1 L NOTE:
F n. ~,-r t s ~ - t 1 r t , i , ~ , r , , -PROVIDE J2 HIGH X 5. ' ~ ~ ~ ' ~ ~ ~ ` I 1 ~ ~ REFER SH -7 FOR CONSTRUCTION • TO EET C ~ ! 1 ~ i ` ~ , _ , ` DiA: ' GRAVEL DONUT , yt
EXISTING P N ~ ~ r ~ ~ ; SEQUENCE AND DETAILS OF PROPOSED ~ I1 ~ ~ ~ ~ ~ ~~._INLET PROTECTION. 1 ~ , 1r; 1 ; ~ ,
TO REMAIN, INSERT , ~ . _ ~ _ ~.i, ~ } ~ , ~ _ . ~ ~ ,i I I ~ ~ FRESWATER PONDS. ~ . ~ - ,.I . , _ , ~1 ~ ~ 5 ~ ,i,
I, , REFERENCE FROM STA. 53.50 ! f ' i ~ , ~ ~ ~ ~ t , l . - , 1 ~ r ,~1 ~,i ~ , ~ ~ ti f ~ ~
i ~ ~4 _ I ~ iV 1. ~7.
l ~ I ! I i 4 . r i t ~ ] 1 ~ 4, t ~ i,~, ,
,,~~4 ~ ~ _ ~ ~ 'G ° ' it r i ? I ~ , i N,, n, , , ~ ~t p [ . , ~ - ti ,i ~ n ~ w:f 'a ~ i ~ 1 h
~ _ r ~ , r . ~ + r 4 I < <; : • 1 `4 is f r ~`''s ~ ~ ~ ~ 7r"> . ' 1~ ~ ~ r~ n a o r~ .i r 4 1 , ~ , ~ ~ ~ 1 ~ ~ '`t; 1 SCALE 1 =100 ~ M _ i. - r;
: ~ ,
) ~ ~ ; ~ ty ~ ~ C 1 I ~ f 1} r - ,t I , ~ 1 1 , , ~ . ~ ~ 1~ , ~ ~ , . , 7 ~ ~ ~ ~ 1', ~ r
i ~ r ~ ~ t i ~ I ~ , t r , ~ , _ ~ r , ,h,.r , WIDE; BUFFER ~ ~ 1 ~ ~ , , ' ~ ' ~ •ti ~~1 ~ ~ I ~ t 140 0 50 100 200 pp~,=~
w ~ 3 ~ ti X ` ~ t ~ - ~ ~ CENTE'RED• ON ~,CREE _ ~ W ? ~ , ti 4 ~ ;I , ~ , EMERGENCY.., PILL AY 7 a I 8 ~ o„ N` REEK 1
- - - - - - - - 25' 80UNDARY BUFFER , ^ I ; , , , T , ~ ~ 1, 1 ;"d_ ! ~ , ~ ~ , , ~ ELEI~; 8,#2.00; ; 2d~_ FT.~ WIDE ~X ~ ~ , ks;_ x - :
' , i, _ ~ ~ t ~ , _ , t , ~ 't Q ~ ~ sl r ~ i 1~ ~t i ~ ~ ; , ~ • y , , ~ I, ~ ~1 1 ' _ ~ ' i ~ " t P ~ j MIX CONCRETE
f ~ 7 ? - ~ N ~ i ! , d 0.6 1 ,r ~ ,r ~ 1 , . , ~ , ~ ; ~ ~ . f&(a/ ,r~ ~ ~I ROP.OSED ~ RED A 4 , ~ , T , 'rt ~ a ; ! `I j 1t.~,r I~L.__ ` 1 W
, r i _ _ - - f < - , v~-. , _ , ~ ~ ; _ _ - ~ ~ , , 1 , ~ , , t i ~ PLANT PERMITTED BY OTHERS AND ~ A. ~ ~ ~ A ~ ' , , 1 1 a~ ; + ~ F~~~~1~~1~~ '91 ~ ~a,(1!~' ~ ,A! .t IN 1N THE TOTAL
~ t- , - I _ ~ ; > t ~ . ~ , r ~ , 1 r• { i t r 1' 1 5 t. ~ = , ~ , ~ ~ ~ r ~ ~ 1 ~ ` ~ . 1, ~ : `i ;t, sti L: Pt:ft,`MITTED ACREAGE FOR THIS a
- , _ ROPOSED' FRESH ! r a . r ,.te , { S~ ~ ? . V ~ ~ , - :r, ~ ~ j ~ ~ 1_ , 1 ~ ~ i ~ 1 d ~ ~ ~ ,t~ i, _ N 1 ~ k 1 ~ i ' ~ yt i ~ ~ . SUBMITTAL l ~ ~
, , s` , ~ , ;WATER .POND ~4 . - 'i ~ t j i , t , _ ~ ~ , 1' 1 a ~ ~ 1, ~ a _ < _b ~
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COVER SHEET Long Branch Partners, LLC. LLC. LandAir Mapping, Inc ~ Q
I. Suite K ~ ~
WD-1 Wetland Delineation and Buffer Sketch 31 5 Red Oak Flats Rd.
3 Peachtree City, GA 30269 Q ~
C-1 Proposed Overall Site Plan C~ 1 "=250' Dahlonega, GA 30533
„ Tel.: [phone] Tel.: [phone] ~ ~ o0
C-2 Proposed Mine Layout C~ 1 =100 p N N
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C-3 Proposed Mine Layout C~ 1 "=100' Engineer: ~ N Z
Wetlands Mitigation Consultant: ~
C-4 Phase I Erosion Control Plan C~ 1 "=100'
David D. Smith and Compa C-5 Phase I Erosion Control Plan C~ 1 "=100' 46 Haywood St., Suite 201 C-6 Details Asheville, NC 28&~1 ompany, PLLC. Appalachian Environmental Services ~ o
201 A 367 Scott Creek Road ~
Sylva, NC 28779 0 = Q
C-7 Profiles Tel.: [phone] Tel.: [phone] Ext. 302 ~ ~
Fax: [phone] ~ `r
C-8 Road Centerline Profile Fax: [phone]
C-9 Enlarged Stormwater Management
Air Quality Consultant: s°
C-10 Enlarged Stormwater Management Wetlands Consultant: ~N~~~~
Resource Consultants, Inc. Brooks & Medlock Engineering, PLLC. TO MILL SPRANG
C-1 1 Bio-Retention Ponds Wetland and Natural Resou
P.O. Box 224 1 7 Arlington Street ~HWy
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R-1 Quarry Reclamation Site Plan Newton, NC 28658
Asheville (V~ 000 1 Hogpen Branch
Office Tel.: [phone] Tel.: [phone] "WY Ha~~; o 22' r+a,ns ~
Fax: [phone] Fax: [phone] HenriettoR°°d a~ im
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Date: Revisions:
7/05/05 • NCDENR
Pd 5/08/06 • MINE PER~11T
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~p ~p ~p ~O ~O ~U ~O N~c~ ~N ~N ~r~ ~r~ ~U) din girl ~cp ~cp ~tp r\
29 00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59 00 C J o m
0. ~ = W
~ HIGH POINT ELEV = 897.67 LOW PO1NT ELEV = 894.27 m
RNs H1GH POINT STA = 60+62.72 LOW POINT STA = 63+23.06 C N Lt,.
} 0 Q PVI STA = 60+54.85 PV! STA = 63+ 11.81 Z U
2; 7 DI TCN SIDE PVI ELEV = 898.50 PVI ELEV = 894.00 Q ~ ~ ~
SLOPES CENTERLINE PROFILE -PROP -PROPOSED ROAD A.a = -3.85 - ~ A.D. - 2.75 ~ C
20 ~ K = 45.00 K = 30.00 ~ I
XTEND AGGREGATE E ROADWAY HARRIS ~ ~ ~ N~ ~ ~ 82.50 VC U W
BASE COURSE FOR HORIZONTAL SCALE 1 =100 ~ ~ Q )p • -~-173.25 VC HENRlETTA ~ N U ~ - w~ o N RDAD Z ~ o
WIDTH OF SHOULD~R 6 10 ~ 10 6 ~ - ~ ~ co p ^ J Yo
h• 908. ~ ~ ~ W N ~
% 2% ~ 2q 8q ~ 7 50' 0 50' 100' 2i JO' 200' 904 0 ~ - W m
900 v ~ 3 b S Q n
~ - _ - _ _ - ~ VERTICAL SCALE 1"=20' - - - = i _ Iii=~f = =~i=l~= =1~== lTi= - - 1. H 896 ~ Z o a
+ - - DITCH x, 892 - ~ O ~ N W
- • 888 ~ D ~ m ~U
I Tl~~ 10 0 10 20 4 !0' 40' 884 ~ H d
PAVEMENT DESIGN: ' ~ ~ EO 880 ~ ~ ~ Z 0 =r
2" of S-9.5A "SUPERPAVE" OVER - 876 ~ Q ~ DO
10" C, A. B. C. 872 0 ~ 0 ° Q ° ~ a
868 1 ~ ~
- - - - o~ ~ Q ~ o
- C-) U-t-
SECTION - 20' CUSTOMER SERVICE ROAD - n- o- I- I- N- w- rn- rn- o - 060
N.T.S. ~o Lo 00 0) C~) N.5 6
0) 0) 0) rn rn rn rn rn 0) rn 0) rn-~ rn-~ o,-~ rn-~ rn-~ rn-~ rn-00 0)-(30 Q) 000)00 2 J5 C~8 03- 00 00 00 - co OU oo co - co co - 00 00- 00-
-59 00 60 00 61 00 -633 0 -64+00 848
844
_2J3 R4~
-