20031313 Ver 1_COMPLETE FILE_20031024

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WWW.RYANCOMPANIES.COM
RYAN COMPANIES US, INC.
50 South Tenth Street, Suite 300
Minneapolis, MN 55403-2012
612-492-4000 te!
612-492-3000 fax
June 29, 2004
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
RE: ACOE Permit #: 200 30080
DWQ Permit # 03-1313
To Whom It May Concern:
lal
WETLANDS 14(!1 CROUP
JUL 0 1 2004
WATER QUALITY SECTION
Attached is a signed certification form for the above referenced permit number. This is for the Chip Ganassi
Racing Facility Project in Concord, NC. Ryan Builders, Inc. has completed all activity associated with this
permit. This letter will serve as notice of completion of associated work. I am copying the NCDWQ on this
form as well, for their notification.
Please contact me at [phone] if you need further information. Thank You.
Sincerely,
RYAN BUIL S, C.
odd Schell
Sr. Project Manager
Cc: NCDWQ
2321 Crabtree Boulevard, Suite #250
Raleigh, NC 27604-2260
enclosure
Ak'

Permit Number: 200430080
Permit Type: NWP 39
Name of County: Cabarrus
Name of Permittee: Ryan Companies US, Inc.
Date of Issuance: November 26, 2003
Upon completion of the activity authorized by this permit and any mitigation
required by the permit, sign this certification and return it to the following
address:
U.S. Army Corps of Engineers
Attention: CESAW-RG-A
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
PLEASE NOTE THAT THIS INFORMATION IS VERY IMPORTANT AND NEEDS TO BE SUBMITTED.
Please note that your permitted activity is subject to a compliance inspection
by a U.S. Army Corps of Engineers representative. If you fail to comply with
this permit you are subject to permit suspension, modification or revocation.
I hereby certify that the work authorized by the above-referenced permit has
been completed in accordance with the terms and conditions of the said permit,
and required mitigation was completed in accordance with the permit conditions.
gnatur o ermitee
Date
k \WNA Michael F. Easley, Governor
O?O RQG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
` Alan W. Klimek, P. E. Director
Division of Water Quality
(3 Coleen H. Sullins, Deputy Director
Division of Water Quality
Mr. Todd Schell
Ryan Companies, US, Inc.
50 South Tenth Street
Suite 300
Minneapolic, MN 55403-2012
Dear Mr. Schell:
February 21, 2004
RE: Final stormwater plan approval
Ganassi Racing Facility
Cabarrus County
DWQ # 03-1313
Staff of the Division of Water Quality have reviewed the modified stormwater
management plan submitted by your engineering consultant. (Mr. Jonathan Young, Piedmont
Design Associates, P.A.) dated February 9, 2004 (received February 13, 2004). This plan
satisfies the condition of the 401 Water Quality Certification issued to you on December22,
2003. As stated in that Certification, this stormwater management facility must be constructed'
and operational and the stormwater management plan implemented. All other conditions of.the
Certification are still applicable and must be followed.
Please call me at 919-733-9646 if you have any questions.
Si(4erely yours,
Do
Cc: Jonathan Young; Mr. Jonathan Yf u
ffig, Piedmont Design 'Associates, P.A., Suite 104,
Westfield Center, 125 East Plaza rive, Mooresville, NC 28115
Asheville Field Office US Army Corps of Engineers
Alan Johnson; DWQ Mooresville Regional Office
File copy
Central files
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
Customer Service
1-877-623-6748
Piedmont Design Associates, P.A.
Suite 104 Westfield Center, 125 East Plaza Drive Engineering
Mooresville, North Carolina 28115 Surveying
Telephone [phone] Fax [phone] Planning
Email: ionyoung?a pdapa.com
Website: www.pdapa.com
February 9, 2004
John Domey
NCDWQ WETLANDS 1401 GROUP
1617 Mail Service Center
Raleigh, North Carolina 27699-1617 FEB 13 2004
RE: Stormwater review comments WATER QUALITY SECTION
Ganassi Racing Facility
DWQ #03-1313
Cabarrus County
Dear Mr. Domey,
I have reviewed your comments and revised my plans to address these comments as shown:
1. 1 relocated the outfall (R131) to the center of the eastern pond edge to maintain the
maximum distance from the two inlet locations.
2. 1 added an earthen berm baffle with a 20' outlet weir to ensure proper mixing of
stormwater before it exits the pond. The weir was placed in the approximate center of the berm
to maximize the distance from the inlets.
Please review these revised plans and do not hesitate to call if you have any questions or would like to
discuss further.
Yours truly,
Piedmont Design Associates, P.A.
J - athan . Young, P. E.
N. C. Registration No. 26458
?1t
'roil`
cc:
A70?1'a
HCDENR
North Carolina Department of Environment and Natural Resources
Michael F. Easiev, Governor
William G. Ross Jr., Secretary
RECEIPT
Todd Schell
Ryan Companies, Inc.
50 South Tenth Street, Suite 300
Minneapolis, MN 55403-2012
February 4, 2004
WETLANDS/ 401 GROUp
FEB 10 2004
Re: Project: Ganassi Racing Facility
DWQ#: 03-1313
COE#: 200430080
County: Cabarrus
WATER (QUALITY SE,DTI01V
The North Carolina Ecosystem Enhancement Program (NCEEP) has received a check in the amount of
$12,000.00 check number 012040, as payment for the compensatory mitigation requirements of the 401 Water
Quality Certification/Section 404 permit issued for the subject project. This receipt serves as notification that
the compensatory mitigation requirements for this project have been satisfied. Please note that you must also
comply with all other conditions of this certification and any other state, federal or local government permits or
authorization associated with this activity.
The NCEEP, by acceptance of this payment, acknowledges that the NCEEP is responsible for the
compensatory mitigation requirements associated with the subject permit and agrees to provide the
compensatory mitigation as specified in the permit. The NCEEP will restore 0.93 acres of non-riparian
wetlands in Cataloging Unit 03040105 of the Yadkin River basin.
Payments to the Ecosystem Enhancement Program are NOT reimbursable unless a request for
reimbursement is received within 12 months of the date of the receipt. A letter must accompany requests for
reimbursement from the permitting agencies stating that the permit and/or authorization has been rescinded.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sinc ly,?
Ronald E. Ferrell,
Director of Operations
cc: Cyndi Karoly, Wetlands/401 Unit
Steve Chapin, USACOE-Asheville
Allen Johnson, DENR Regional Office-Mooresville
File
NC DENR Ecosystem Enhancement Program One
1619 Mail Service Center, Raleigh, North Carolina. 27699-16119 NofthCarolliina
Phone: [phone] FAX: [phone] s Internet: h2o.enr.state.nc.us/wrp1 Natw4wily
WA ) Michael F. Easley, Governor
0 qQG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
P Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Mr. Jonathan Young
Piedmont Design Associates, P.A.
Suite 104
Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Dear Mr. Young;
RE: Stormwater review comments
Ganassi Racing Facility
DWQ # 03-1313
Cabarrus County
January 26, 2004
DWQ staff have reviewed your submittal of a revised stormwater plan for the Ganassi
Racing Facility in Cabarrus County. As you know, the Division of Water Quality has issued a
401 Water Quality Certification for this project but additional written DWQ approval is needed for
the stormwater plan before impacts occur to wetlands or streams on the site. The Division sent
a letter on December 22, 2003 regarding design issues for this facility. Unfortunately your
response did not address the issues raised in our earlier letter with the exception of the signed
Operation and Maintenance Agreement. Please address the following deficiencies in the
submitted stormwater plan:
1. The proposed pond has an inflow (36 inch pipe) that is too close to the outflow
structure. Therefore there is great potential for short-circuiting with this facility.
Please relocate the southernmost inflow to address this issue.
2. Baffles should be installed in front of all inflow locations to help ensure proper mixing
of stormwater. Silt fences are not appropriate material from which to construct
baffles. Please see our stormwater manual for acceptable materials for these
baffles.
I can be reached at 919-733-9646 if yod have any questions.
SinpQrply yours,
Dorney
Cc: Alan Johnson, DWQ
File copy
Central files
Office
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
a??OE
Customer Service
1-877-623-6748
Letter of
Transmittal

o 's - ti3 %3 1 vi-c-
Piedmont Design Associates, P.A.
Suite 104 Westfield Center, 125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone] Fax: [phone]
Email: ionvounata-?pdapa.com
Website: www.pdapa.com
WETLANDS/ 401 GROUP
To: Job Number: 03-07-06
John Dorney Ganassi Racing Facility
DWQ, Wetlands Unit JAN 2 0 204
Parkview Building
2321 Crabtree Blvd. WATER QUA LVI-Y € w
Raleigh, NC 27604
DATE
January 15, 2004
COPIES NO. DESCRIPTION
2 Copies of Revised Plans
1 Original Operation & Maintenance Agreement
These are transmitted
® For approval ? Approved as submitted ? Resubmit ? copies for app.
? For your use ? Approved as noted ? Submit ? copies for dist.
? As requested ? Returned for ? Return ? corrected prints
corrections
? For review & comment
? FOR BIDS DUE:
REMARKS:
Please call if you have any questions or comments.
Signed:
Young, P.E.
cc:

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads _6 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads _N/A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
V Permanent Pool Elevation _696.0
Sediment moval El. N/ 7
--------- --- -- Sediment Removal Elevation 690.0 --75%
Bottom E vation N/A 5%
------Bottom Elevation 688.0 0
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2
,k,
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Chip Ganassi of FJC Real Property, LLC.
Address:
Signature:_ (A
Date: January 12, 2004
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has bee named the presi, a t.
I, U ? , a Notary Public for the St?aWof
County of , do hereby certify that k-w/Tl I ?S
personally appeare efore this day of ??U and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
\t
r
Notarial Seal
y Public
A. Dwyer, Notar
T-,dette
Ptsburgh, Allegheny County
msion Expires Nov. 26, 2005
SEALMember, Pennsylvania Association of Notaries
My commission expires
Page 2 of 2
WA -r,i4
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
Coleen H. Sullins, Deputy Director
Division of Water Quality
December 22, 2003
Mr. Jonathan Young
Piedmont Design Associates, P.A.
Suite 104
Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Dear Mr. Young;
RE: Stormwater review comments
Ganassi Racing Facility
DWQ # 03-1313
Cabarrus County
DWQ staff have reviewed your submittal of a stormwater plan for the Ganassi Racing
Facility in Cabarrus County. As you know, the Division of Water Quality has issued a 401 Water
Quality Certification for this project but additional written DWQ approval is needed for the
stormwater plan before impacts occur to wetlands or streams on the site. Please address the
following deficiencies in the submitted stormwater plan:
1. The proposed pond has an inflow (36 inch pipe) that is too close to the outflow
structure. Therefore there is great potential for short-circuiting with this facility.
Please relocate the inflow to address this issue.
2. Baffles should be installed in front of all inflow locations to help ensure proper mixing
of stormwater.
3. A signed Operation and Maintenance Agreement will be.needed for this facility.
Please see our website for a sample Agreement.
I can be reached at 919-733-9646 if you have any questions.
Cc: Alan Johnson, DWQ Moore
File copy
Central files
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
5i cerei urs,
n Dorney
i Regional Office
tXI.
Customer Service
1-877-623-6748
imap://john. dorney %40dwq.denr.ncmail.net @ cros.ncmail.net:143/fe...
Subject: Re: Gnassi Racing Facility 031313; Cabarrus County
From: Alan Johnson <[e-mail]>
Date: Fri, 19 Dec 2003 13:09:21 -0500
To: John Dorney <[e-mail]>
the 401 was issued with condition that no hard construction begin until an approved stormwater plan.
"A final written stormwater management plan shall be approved in writing by this Office prior to the
construction of any permanent facilities at the subject site. The stormwater 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. "
John Dorney wrote:
just reviewed the stormwater plan from Jonathan Young (Piedmont Design
Associates) for this project. the plan will need to be changed since
the planned detention pond will not work as planned. i see from the
staff report that you plan to issue the 401. if you do so, please be
sure to add the stormwater condition that requires them to get
additional written approval. if you want to put this one on hold until
they do a better stormwater plan, that would be fine and i can do that
since the issues are stormwater. please advise. thankx
cyndi - i'll put the folder back on the pile near your window with my
notes. thankx
Alan Johnson - [e-mail]
North Carolina Dept. of Environment & Natural Resources
Div. of Water Quality
Mooresville, NC 28115
Ph: [phone] Fax: [phone]
Alan Johnson <[e-mail]> :
%TITLE%
NC DENR - Mooresville
Div. of Water Quality
12/19/03 3:53 PM
U
Letter of
Transmittal
Piedmont Design Associates, P.A.
Suite 104 Westfield Center, 125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone] Fax: [phone]
Email: IonVOUnAna pdapa.com
Website: www.pdapa.com
To: Job Number: 03-07-06
John Dorney Ganassi Racing Facility C40/f Mz5 WETLANDS/
DWQ, Wetlands Unit 401 GROUP
Parkview Building
2321 Crabtree Blvd. 03-)313 DEC 12 2003
Raleigh, NC 27604 /o )rn p1 WATAo n,
DATE
December 10, 2003
COPIES NO. DESCRIPTION
2 Copy of Plans
2 Copies of Calculations

These are transmitted
® For approval ? Approved as submitted ? Resubmit ? copies for app.
? For your use ? Approved as noted ? Submit ? copies for dist.
? As requested ? Returned for ? Return ? corrected prints
corrections
? For review & comment
? FOR BIDS DUE:
REMARKS:
I Please call if you have any questions or comments.
Signed:
Jonathan'81. Young, P.E.
cc:
ti

EROSION CONTROL AND
STORM DRAINAGE CALCULATIONS
INETLA?D3 1401 GROUP
FOR DEC 1
2.2003
RYAN COMPANIES US, INC. WATER QUALITy SECTION
GANASSI RACING FACILITY
(FINAL GRADING & EROSION CONTROL)
CONCORD, NC
December 9, 2003
PREPARED FOR:
Ryan Companies US, Inc.
50 South Tenth St., Ste. 300
Minneapolis, MN 55403-2012
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 104, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
..,,u111
INS
L. ?
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS:
DATE: 12/9/2003
MIN.
LOCATION AREA SUB COMM. n PIPE SLOPE
FROM TO SUB C INTENSITY FLOW FLOW VALUE SIZE PERCENT
C61 C62 0.14 0.90 6.80 0.86 0.86 0.013 15 0.50
C132 CB3 0.64 0.60 6.80 2.61 3.47 0.013 15 0.50
CB3 CB4 0.86 0.60 6.80 3.51 6.98 0.013 18 0.50
CB4 C65 0.07 0.60 6.80 0.29 7.26 0.013 18 0.50
CB5 CB6 1.24 0.60 6.80 5.06 12.32 0.013 24 0.50
C136 DI7 1.70 0.60 6.80 6.94 19.26 0.013 30 0.50
DI7 DI8 0.83 0.90 6.80 5.08 24.34 0.013 30 0.50
DI8 FES9 0.51 0.90 6.80 3.12 27.46 0.013 30 0.50

CB10 DI11 0.39 0.90 6.80 2.39 2.39 0.013 15 0.50
*CB12 C1313 0.11 0.60 6.80 0.45 0.45 0.013 15 0.50
CB13 DI11 0.51 0.60 6.80 2.08 2.53 0.013 15 0.50
Di11 DI 14 0.25 0.60 6.80 1.02 5.94 0.013 18 0.50
DI14 DI15 0.67 0.90 6.80 4.10 10.04 0.013 24 0.50
DI15 DI16 0.59 0.90 6.80 3.61 13.65 0.013 24 0.50
DI16 DI17 0.59 0.90 6.80 3.61 17.26 0.013 30 0.50
*DI18 DI19 0.66 0.90 6.80 4.04 4.04 0.013 15 0.50
D119 DI17 0.46 0.90 6.80 2.82 6.85 0.013 18 0.50
*D120 DI17 0.35 0.60 6.80 1.43 1.43 0.013 15 0.50
DI17 DI21 0.38 0.90 6.80 2.33 27.87 0.013 30 0.50
DI21 DI22 0.80 0.60 6.80 3.26 31.13 0.013 36 0.50
DI22 FES23 0.23 0.60 6.80 0.94 32.07 0.013 36 0.50

DI24 DI25 0.27 0.90 6.80 1.65 1.65 0.013 15 0.50
DI25 DI26 0.27 0.90 6.80 1.65 3.30 0.013 15 0.50
*D127 D126 0.73 0.60 6.80 2.98 2.98 0.013 15 0.50
DI26 D128 0.86 0.60 6.80 3.51 9.79 0.013 24 0.50
DI28 FES29 0.64 0.60 6.80 2.61 12.40 0.013 24 0.50

HW30 JB31 SEE HYD ROCAD CALCS. 75.56 0.013 42 0.56
*RI32 JB31 SEE HYDROCAD CALCS. 31.28 0.013 18 1.00
JB31 JB33 0.00 0.60 6.80 0.00 106.84 0.013 48 0.55
JB33 HW34 0.00 0.60 6.80 0.00 106.84 0.013 48 0.55
*INDICATES BEGINNING OF NEW RUN
Filename: ganassi2.xls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
STORM DRAIN DATA:
DATE: 12/9/2003
INLET
STRUC. ROAD C.L. OR T.C. INVERT INVERT INVERT INVERT PIPE PIPE PIPE MIN. FULL FLOW
I.D. STATION ELEV ELEV IN #1 IN #2 IN #3 OUT SIZE LENGTH SLOPE SLOPE VELOCITY
CBI 0+56.40 705.03 705.01 NA NA NA 702.07 15 28 0.50 0.50 3.72
CB2 0+56.40 705.03 705.01 701.93 NA NA 701.73 15 76 0.50 0.50 3.72
CB3 1+16.67 707.08 706.57 701.35 NA NA 701.10 18 184 0.50 0.50 4.21
C64 22+55.99 708.25 708.27 700.18 NA NA 699.98 18 52 0.50 0.50 4.21
CB5 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09
C66 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0.50 0.50 5.91
D17 NA NA 708.50 697.44 NA NA 697.24 30 148 0.50 0.50 5.91
D18 NA NA 709.00 696.50 NA NA 696.30 30 60 0.50 0.50 5.91
FES9 NA NA NA NA NA NA 696.00 NA NA NA NA -NA

CB10 5+93.33 707.37 706.86 NA NA NA 703.92 15 92 0.99 0.50 5.24
DI11 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50 4.21
FROM CB10 FROM CB13
CB12 7+50.00 706.39 706.41 NA NA NA 703.47 15 28 0.50 0.50 3.72
CB13 7+50.00 706.39 706.41 703.33 NA NA 703.13 15 24 0.50 0.50 3.72
D114 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09
D115 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09
13I16 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 11.56
DI17 NA NA 705.50 698.95 699.75 700.00 698.75 30 84 0.50 0.50 5.91
FROM DI16 FROM DI19 FROM D120
13I18 NA NA 703.60 NA NA NA 701.16 15 88 0.50 0.50 3.72
13I19 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21
D120 NA NA 704.00 NA NA NA 700.42 15 84 0.50 0.50 3.72
D121 NA NA 709.50 698.33 NA NA 697.83 36 128 1.12 0.50 9.98
DI22 NA NA 709.00 696.40 NA NA 696.20 36 40 0.50 0.50 6.68
FES23 NA NA NA NA NA NA 696.00 NA NA NA NA NA

DI24 NA NA 703.75 NA NA NA 699.89 15 116 0.50 0.50 3.72
DI25 NA NA 701.75 699.31 NA NA 699.11 15 100 0.50 0.50 3.72
DI26 NA NA 701.75 698.61 698.61 NA 697.86 24 256 0.59 0.50 5.51
FROM DI25 FROM D127
DI27 NA NA 703.75 NA NA NA 699.19 15 116 0.50 0.50 3.72
D128 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
FES29 NA NA NA NA NA NA 696.00 NA NA NA NA NA

HW30 NA NA NA 684.00 NA NA NA 42 60 2.80 0.56 17.51
JB31 NA NA 706.00 682.32 684.32 NA 681.82 48 456 1.54 0.55 14.19
FROM HW30 FROM RI32
RI32 NA NA 701.94 NA NA NA 688.00 18 80 4.60 1.00 12.76
JB33 NA NA 704.00 674.80 NA NA 674.60 48 92 1.74 0.55 15.08
HW34 NA NA NA NA NA NA 673.00 NA NA NA NA NA
NOTE: ALL STORM DRAIN PIPE TO BE RCP UNLESS OTHERWISE NO I 1A).
Filename: ganassi2.xis
JOB NO.: 03-07-06
PROJECT. GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
EROSION CONTROL CALCULATIONS:
TOTAL DISTURBED AREAS: 22.06 AC.
PRE-CONSTRUCTION RUN-OFF:
TOTAL PRE-CONST. Q = 45.00 CFS
DATE: 12/9/2003
TEMP. RISER BASIN DATA
SED. SED. SED.
RISER DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
BASIN AREA AREA STORAGE SURF.AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGTH BASIN
NUMBER (ACRES) (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV.
1 5.55 5.55 9990 9042 1.0 73 146 10 81 154 69 142 672.00
2 10.87 10.87 19566 17709 1.0 101 202 15 128 229 97 198 690.00
Design Requirements: Freeboard 2.00 Feet
10 Yr Storm Intensity 6.80 in/hr
Riser Height Above Sed. Storage 1.00 Feet
ALL TEMPORARY RISER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01
PERMANENT POND AS TEMP. RISER BASIN DATA
SED. SED. SED.
DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH LENGTH WIDTH LENGTH BASIN
POND (ACRES) (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) M (FT) (FT) (FT) ELEV.
1 3.38 3.38 6084 5507 1.0 58 116 10 124 54 112 688.00
Design Requirements: Freeboard 2.00 Feet
10 Yr Storm Intensity 6.80 in/hr
Riser Height Above Sed. Storage 1.00 Feet
PERMANENT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PD-1
GRAVEL & RIP RAP FILTER BERM BASIN DATA:
DRAIN. DISTB. MIN. REQ. MIN. REQ.
GRRFB AREA AREA STORAGE SURF. AREA
BASIN (ACRES) (ACRES) (CF) (SF)
1 2.26 2.26 4068 3682
GRAVEL & RIP RAP FILTER BERM BASIN PER DETAIL ON SHEET GR-2
RIP RAP OUTFALL PROTECTION DATA
STRUC. Do Q D50 La W@Pipe W@End Dmax Thickness
I.D. Inches CFS Inches Feet Feet Feet Inches Inches
FES9 30 27 6 16 8 19 9 14
FES23 36 32 7 20 9 23 11 16
FES29 24 12 5 13 6 15 8 11
HW34 48 107 10 26 12 30 15 23
ALL RIPRAP OUTFALL PROTECTION AS PER DETAIL 20.55.
Filename: ganassQ.xls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
SIZE TEMPORARY RISER BASIN #1
DATE: 12/9/2003
DRAINAGE AREA: 5.55 ACRES
DISTURBED AREA: 5.55 ACRES
REQUIRED STORAGE: 9990 CUBIC FEET
REQUIRED SURF. AREA: 9042 SQUARE FEET TOP
SED. STORAGE WIDTH
DEPTH WIDTH LENGTH (FT)
MIN. AVG. BASIN DIM: 1.0 73 146 81
STORAGE PROVIDED: 10366 CUBIC FEET
SURF. AREA PROVIDED: 10658 SQUARE FEET
PEAK DESIGN FLOW 10 YEAR STORM: 11.32
USE 12" CMP BARREL: Q=2.84cfs WITH 2' HEAD
USE 18" PERFORATED CMP RISER: Q=15.Ocfs WITH V HEAD
USE 4'-0"x4'-0" ANTI SEEP COLLAR
TOP BOT. BOT.
LENGTH WIDTH LENGTH
(FT) (FT) (FT)
154 69 142
SIZE ANTIFLOTATION BLOCK:
DIAMETER OF RISER= 18 "CMP
WEIGHT OF DISPLACED WATER= 110.27 POUNDS
WEIGHT OF CONCRETE BLOCK REQ'D= 121.30 (BUOYANT WEIGHT)
MIN. VOL. OF CONC. REQ'D.: 1.38 CF
USE 1'-6"x1'-6"x1'-0" BLOCK WITH A BUOYANT WEIGHT OF: 197.10 POUNDS
SIZE RIP RAP OUTFALL PROTECTION:
Do= 12 (in) Q= 2.84 (cfs) FROM FIG. 8.06a
D50= 4 (in) w@End= 11 (ft)
La= 10 (ft) Dmax= 6 (in)
W@Pipe= 3 (ft) Thickness= 9 (in)
SIZE EMERGENCY SPILLWAY: Qe=Q10-Qp
Qe= 8.48 cfs
USE 8' WIDE BASE TRAPEZOIDAL SECTION WITH 3:1 SIDES, STAGE=<0.83'
USE THE FOLLOWING ASSUMED ELEVATIONS FOR PROPER CONSTRUCTION RELATIONSHIPS:
BOTTOM OF BASIN = 672.00
TOP OF RISER = 674.00
EMERGENCY SPILLWAY INVERT = 675.00
TOP OF EMBANKMENT = 676.00
RISER BASIN TO BE CONSTRUCTED AS PER DETAIL 30.01.
Filename: ganassi2.xls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
SIZE TEMPORARY RISER BASIN #2
DATE: 12/9/2003
DRAINAGE AREA: 10.87 ACRES
DISTURBED AREA: 10.87 ACRES
REQUIRED STORAGE: 19566 CUBIC FEET
REQUIRED SURF. AREA: 17709 SQUARE FEET TOP
SED. STORAGE WIDTH
DEPTH WIDTH LENGTH (FT)
MIN. AVG. BASIN DIM: 1.0 101 202 128
STORAGE PROVIDED: 19998 CUBIC FEET
SURF. AREA PROVIDED: 20402 SQUARE FEET
PEAK DESIGN FLOW 10 YEAR STORM: 22.17
USE 15" CMP BARREL: Q=4.92cfs WITH 2' HEAD
USE 18" PERFORATED CMP RISER: Q=15.Ocfs WITH 1' HEAD
USE 4'-6"x4'-6" ANTI SEEP COLLAR
TOP BOT. BOT.
LENGTH WIDTH LENGTH
(FT) (FT) (FT)
229 97 198
SIZE ANTIFLOTATION BLOCK:
DIAMETER OF RISER= 18 "CMP
WEIGHT OF DISPLACED WATER= 110.27 POUNDS
WEIGHT OF CONCRETE BLOCK REQ'D= 121.30 (BUOYANT WEIGHT)
MIN. VOL. OF CONC. REQ'D.: 1.38 CF
USE 1'-6"x1'-6"x1'-0" BLOCK WITH A BUOYANT WEIGHT OF:
SIZE RIP RAP OUTFALL PROTECTION:
197.10 POUNDS
Do= 15 (in) Q= 4.92 (cfs) FROM FIG. 8.06a
D50= 4 (in) w@End= 11.25 (ft)
La= 10 (ft) Dmax= 6 (in)
W@Pipe= 3.75 (ft) Thickness= 9 (in)
SIZE EMERGENCY SPILLWAY: Qe=Q10-Qp
Qe= 17.25 cfs
USE 8' WIDE BASE TRAPEZOIDAL SECTION WITH 3:1 SIDES, STAGE=<0.97'
USE THE FOLLOWING ASSUMED ELEVATIONS FOR PROPER CONSTRUCTION RELATIONSHIPS:
BOTTOM OF BASIN = 690.00
TOP OF RISER = 692.00
EMERGENCY SPILLWAY INVERT = 693.00
TOP OF EMBANKMENT = 694.00
RISER BASIN TO BE CONSTRUCTED AS PER DETAIL 30.01.
Filename: ganassi2.xis
PIEDMONT DESIGN ASSOCIATES, P.A. Engineering
125 East Plaza Drive, Suite 104 Surveying
Mooresville, North Carolina 28115-8812 Planning
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 12/05/2003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Water Quality Stormwater Calculations:
Watershed Classification: WA
Proposed Impervious Cover Allowance: 60.00% for DWQ Stormwater Quality
Project Areas: Acres SF
Tract 1 22.20 966,913
E)dsting Site Impervious Areas 0.00 0
Adjusted Site Area 22.20 966,913
Proposed Impervious Area: 12.25 533,632
Total Impervious Area Allowed (50%AdjSke+E)ist): 12.25 533,632
Watershed Area On-site: 19.18 835,481
Watershed Area Off-site: 0.00 0
Total Watershed Area to BMP: 19.18 835,481
Watershed Area Capacity of BMP: 19.18 835,481
Proposed Project Impervious Areas: 12.25 533,632
Balance of Impervious Area Available 1.07 46,516
Proposed Percentage of Impervious Cover: 55.19% USE 60.00%
Volume of Mean Storm Vm: 0.6035 Acre-Feet 26,289.80 Cubic Feet
Permanent Pool Volume Required: 2.4141 Acre-Feet 105,159.18 Cubic Feet
Permanent Pool Depth: 8.00 Feet
SA/DA Ration From Chart: 1.17 For 85% Efficiency
Min. Penn. Pool Surface Area Required: 0.22 9,775 Square Feet From SA/DA Ratio
Actual Penn. Pool Surface Area Provided: 0.56 24,378 Square Feet
Calculate Volume of 1" Storm Using Rv Method:
Vol. of 1" Storm = 0.9430 Acre-Feet 41,078 Cubic Feet
Calculate peak discharge using Rational Equation: Q-10 Q-25 0-50 Q-100
Runoff coefficient "c": 0.7 87.27 96.67 108.75 122.18
Size Orifice For Drawdown of 1" Stone in 2 Days: Using Failing Head Orifice Equation:
Time "t" in Seconds 172,800 or 2 Days
Discharge Coefficient "c" 0.6
Reservoir Surface Area in SF 24,378
Head in Feet 1.61
Area of Orifice in SF 0.07
Orifice Diameter in Inches 3.69
Diameter of orifice to use in inches 3 with area of 0.049087385 SF
Resultant Drawdown Time: 261,598 3.03 Days - O.K.
Size Orifice For Draining of Pond in One Day: Using Falling Head Orifice Equation:
Time "t" in Seconds 86,400 or 1 Day
Discharge Coefficient "c" 0.6
Reservoir Surface Area in SF 24,378
Head in Feet 8.00
Area of Orifice in SF 0.33
Orifice Diameter in Inches 7.80
Diameter of orifice to use in inches 6 with area of 0.196349541 SF
Resultant Drawdown Time: 145,864 1.69 Days - O.K.
Length Width Depth
Size Anfrfloatation Block for Riser. 3 2 12.10 Precast Concrete Box
Weight of Water Displaced: 9434.88 Pounds
Buoyant Dead Weight of Box: 3298.14 Pounds
Weight of Concrete Required: 7057.25 Pounds (1.15 - Net Uplift Force)
Volume of Concrete Required: 80.56 Cubic Feet or 2.98 Cubic Yards
Use Concrete Anchor Dim: 6 Feet Long 4 Feet Wide 42 Inches Deep
Volume of Concrete Provided: 84.00 Cubic Feet - O.K. 3.11 Cubic Yards
Desi n Elevations:
Bottom 688.00
W.S. Elev. 696.00
Top of Riser 700.10
Spillway 706.00
To of Berm 708.00
Filename: Ganassi BMP f 1-25-03.xls
PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 104
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 12/0512003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Surface Area to Drainage Area Ratio (SAIDA) for Permanent Pool Sizing
For 85% Pollutant Removal Efficiency
Engineering
Surveying
Planning
Impervious % 3.0 4.0 5.0 6.0 7.0 8.0 9.0

10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.85 0.70 0.64 0.62
40 1.73 1.43 1.25 1.03 0.90 0.82 0.77
so 2.00 1.73 1.50 1.33 1.09 1.00 0.92
60 2.39 2.03 1.66 1.51 1.29 1.17 1.10
70 2.75 2.27 1.96 1.79 1.48 1.35 1.29
POND CALCULATOR WORK SHEET
Pond Design Constraints:
Required Max. Storage Volume: _ 41,078 cubic Feet
Required Normal Pool (NP) or
Proposed Dry Basal - Surface Area: 9,775 Square Feet
"Note: All Volumes calculated alcove NP or Base - Elevation
Proposed Pond Geometry:
Length to Width Ratio: 2 to i
Side Slope Ratios: 2 to I
Odd or Even Contours:
Contour / Height Increments: 1 Foot
The Section Below is. for. Estimating Pond Size for Design of Pond
Proceeding ur
Coohror / 1
1ei ght [ntcn Al.a
ret
N or 03. - FcYK 0 1 2 *. 3 4 F
?yidtb t 70 .74 78 82 86
q{}
94
__Len th(F_rll 140 144 1118 75
- 156 1«? IrN}
>Surlace Area L' oare17-4 9_.775 _ 10,ti30 II S17 ,4 ;fi
?I2 -733A7 14370 1i3R5
lncrcmental Volumc(Cubie F-t) 0 lU,??-N) I1,071 ,
11,974 _
12; 9UY f3,ti75 )4.874 -
CaFlnleti.eVolomc(CabicFeet 0 102(q- 21270 11,244 _ _
46152- 60,028 74, _
_Mioimero Width orPood (Feet 778C, _ _
Ntini m Lcal fh of P.4( poe() 1_56
1F)in im t.Oept#. of rmd(Fcv;a 3.61 atF -a,
The Section Below is for Determining Regained Storage Elevations after Design or rend
Prcxeidi C-tonrI_rvuls F Kl
.. r 11AtC - 1 1•5'atlOn 't) 696 _ ttj7 69? (1 ? '-'-74V ?:. .. 701- : ?..
'surface Area (Square .24,37$ -5.702 27,U?_ 25,1'7 7
:IncremeotAl,Volume Cubicreet 0 254)37 x..'26374. 27797- 29124 :> 36537 - 31,974-`
Co-dative 'Vtih- Cubic Feet U 25 D37 '51411 79148 IOA 272 S` :!33;309 k70,7,.

'J"go Regnireoa0p Required Storage vol.rae ((77VN

F mininiu. Storage I,le atlou -

Feet 1'4)Od 1) tat abo4.e NP or Base
_
kvatir?n F
_
]"Run-off Volume 41077.81 , 697.61 1.61;
25 79,200.00 (,99.00 4, 3.00
50 138,000.00 "700 97 V- - 497

Map Data:
Filename: Ganassi BMP 11-25-03.xis
15 2S 4S
5R
3P
6R
,Subcat R' each' On Ljn Drainage Diagram for Ganassi-SMP
j Prepared by Piedmont Design Associates, P.A. 12/5/03
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems

Ganassi-BMP 2 YEAR - Type H 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 1
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Time span=1.00-20.00 hrs, dt=0.01 hrs, 1901 points
Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=3.12"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-Dev. Drainage
Subcatchment 2S: Post-Dev. Drainage
Tc=19.4 min CN=88 Area=19.180 ac Runoff= 41.68 cis 2.846 of
Tc=4.9 min CN=88 Area=19.180 ac Runoff= 67.25 cfs 2.860 of
Pond 3P: Water Quality - Detention - BMP Peak Storage= 226,324 d Inflow= 67.25 cis 2.860 of
Primary= 0.47 cis 0.318 of Secondary= 0.00 ds 0.000 of Outflow= 0.47 ds 0.318 of
Subcatchment 4S: Off-site Drainage from Northeast
Tc=17.9 min CN=73 Area=22.090 ac Runoff= 22.87 ds 1.532 of
Reach 5R: HW 29 - JB 30 Inflow= 22.87 ds 1.532 of
Length= 60.0' Max Vet= 122 fps Capacity= 168.35 cis Outflow= 22.84 cis 1.532 of
Reach 6R: JB 30 - HW 33 inflow- 23.22 ds 1.850 of
Length= 548.0' Max Vel= 9.9 fps Capacity= 181.72 ds Outflow= 23.11 ds 1.845 at
Runoff Area = 60.460 ac Volume = 7.238 of Average Depth = 1.44"
Ganassi-BMP 2 YEAR- Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 2
HydroCADO 6.00 s/n 000898 O 1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 41.68 cfs @ 12.12 hrs, Volume= 2.846 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=312"
Area (ac) CN Descriotion
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv-- 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 3
HydroCAD® 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Hydrograph Plot
I El Runoff
v
3
0
M
Time (hours)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 4
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.01
7.00 0.31 0.00 0.03
7.20 0.32 0.00 0.05
7.40 0.33 0.00 0.07
7.60 0.35 0.00 0.09
7.80 0.36 0.01 0.12
8.00 0.37 0.01 0.14
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
8.20 0.39 0.01 0.17
8.40 0.40 0.01 0.20
8.60 0.42 0.01 0.24
8.80 0.44 0.02 0.29
9.00 0.46 0.02 0.34
9.20 0.48 0.03 0.40
9.40 0.50 0.03 0.45
9.60 0.52 0.04 0.49
9.80 0.54 0.04 0.54
10.00 0.56 0.05 0.62
10.20 0.59 0.06 0.73
10.40 0.62 0.07 0.86
10.60 0.65 0.08 1.01
10.80 0.69 0.10 1.21
11.00 0.73 0.12 1.46
11.20, 0.78 0.14 1.78
11.40 0.85 0.17 2.30
11.60 0.96 023 3.04
11.80 1.34 0.47 8.19
12.00 2.07 1.02 29.56
1220 2.18 1.11 35.77
12.40 226 1.18 14.92
12.60 2.32 123 7.99
12.80 2.37 1.27 5.16
13.00 2.41 1.30 4.01
13.20 2.44 1.33 3.41
13.40 2.48 1.36 3.01
13.60 2.51 1.39 2.71
13.80 2.53 1.41 2.45
14.00 2.56 1.43 2.23
14.20 2.58 1.45 2.03
14.40 2.60 1.47 1.90
14.60 2.62 1.49 1.82
14.80 2.64 1.51 1.75
15.00 2.66 1.52 1.68
15.20 2.68 1.54 1.61
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 1.55 1.54
15.60 2.72 1.57 1.46
15.80 2.73 1.58 1.39
16.00 2.75 1.59 1.32
16.20 2.76 1.61 1.25
16.40 2.77 1.62 1.21
16.60 2.79 1.63 1.18
16.80 2.80 1.64 1.15
17.00 2.81 1.65 1.12
17.20 2.83 1.66 1.10
17.40 2.84 1.68 1.07
17.60 2.85 1.69 1.05
17.80 2.86 1.70 1.02
18.00 2.87 1.71 1.00
18.20 2.88 1.72 0.97
18.40 2.90 1.73 0.94
18.60 2.91 1.73 0.92
18.80 2.92 1.74 0.89
19.00 2.93 1.75 0.87
19.20 2.94 1.76 0.84
19.40 2.94 1.77 0.81
19.60 2.95 1.78 0.79
19.80 2.96 1.78 0.76
20.00 2.97 1.79 0.74
1 2 34567 891011121314151617181920

Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 5
HydroCAD® 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5/03
Subcatchment 2S: Post-Dev. Drainage
Runoff = 67.25 cfs @ 11.96 hrs, Volume= 2.860 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Descriotion
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 300 Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 6
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 2S: Post-Dev. Drainage
Hydrograph Plot
IM Runoff
V
3
0
M
1 2 34567 891011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 7
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 2S: Post-Dev. Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (ds)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.01
6.80 0.30 0.00 0.03
7.00 0.31 0.00 0.05
7.20 0.32 0.00 0.08
7.40 0.33 0.00 0.10
7.60 0.35 0.00 0.12
7.80 0.36 0.01 0.14
8.00 0.37 0.01 0.17
Time Precip. Excess Runoff
(hours) (inches) (inches) (ds)
8.20 0.39 0.01 0.20
8.40 0.40 0.01 0.25
8.60 0.42 0.01 0.30
8.80 0.44 0.02 0.35
9.00 0.46 0.02 0.41
9.20 0.48 0.03 0.46
9.40 0.50 0.03 0.50
9.60 0.52 0.04 0.54
9.80 0.54 0.04 0.63
10.00 0.56 0.05 0.73
10.20 0.59 0.06 0.87
10.40 0.62 0.07 1.03
10.60 0.65 0.08 1.22
10.80 0.69 0.10 1.49
11.00 0.73 0.12 1.79
11.20 0.78 0.14 2.33
11.40 0.85 0.17 3.06
11.60 0.96 0.23 6.17
11.80 1.34 0.47 25.42
12.00 2.07 1.02 58.48
12.20 2.18 1.11 8.71
12.40 2.26 1.18 6.38
12.60 2.32 1.23 4.39
12.80 2.37 1.27 3.83
13.00 2.41 1.30 3.32
13.20 2.44 1.33 2.95
13.40 2.48 1.36 2.67
13.60 2.51 1.39 2.40
13.80 2.53 1.41 2.20
14.00 2.56 1.43 2.00
14.20 2.58 1.45 1.88
14.40 2.60 1.47 1.81
14.60 2.62 1.49 1.74
14.80 2.64 1.51 1.67
15.00 2.66 1.52 1.60
15.20 2.68 1.54 1.53
Time Precip. Excess Runoff
(hours) (inches) (inches) (ds)
15.40 2.70 1.55 1.46
15.60 2.72 1.57 1.38
15.80 2.73 1.58 1.31
16.00 2.75 1.59 1.24
16.20 2.76 1.61 1.20
16.40 2.77 1.62 1.17
16.60 2.79 1.63 1.15
16.80 2.80 1.64 1.12
17.00 2.81 1.65 1.10
17.20 2.83 1.66 1.07
17.40 2.84 1.68 1.04
17.60 2.85 1.69 1.02
17.80 2.86 1.70 0.99
18.00 2.87 1.71 0.97
18.20 2.88 1.72 0.94
18.40 2.90 1.73 0.92
18.60 2.91 1.73 0.89
18.80 2.92 1.74 0.86
19.00 2.93 1.75 0.84
19.20 2.94 1.76 0.81
19.40 2.94 1.77 0.78
19.60 2.95 1.78 0.76
19.80 2.96 1.78 0.73
20.00 2.97 1.79 0.71
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 8
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Inflow = 67.25 cfs @ 11.96 hrs, Volume= 2.860 of
Outflow = 0.47 cfs @ 20.00 hrs, Volume= 0.318 af, Atten= 99%, Lag= 482.5 min
Primary = 0.47 cfs @ 20.00 hrs, Volume= 0.318 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 cf
Peak Elev-- 700.08' Storage= 226,324 cf (110,709 cf above starting storage)
Plug-Flow detention time= (not calculated)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 9
HydroCACO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03

Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
primary OutFlow (Free Discharge)
t
Culvert
E
2=Orifice/Grate
3=0rifice/Grate
$econdary OutFlow (Free Discharge)
L-4=Broad-Crested Rectangular Weir
GanasM-BMP 2 YEAR- Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 10
HydroCAD® 6.00 s/n 010898 ©1986-2001 Applied Microcomputer Systems 1215/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S= 0.0100 'r n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Pond 312: Water Quality - Detention - BMP
Time (hours)
2 4 6 8 10 12 14 16 18 20
•
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 11
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215103
Pond 3P: Water Quality - Detention - BMP
Stage-Discharge
Total
708 road=Crested Rectanu(a eir C7 Primary
706 _ Secondary
704
702 . ' Orifice/Grate
= 700
698 Orifice/Grate
m 696

w 694
692
690
,
Cu yert
0 50 100
Discharge (cfs)
Ganassi-BMP 2 YEAR - Type I/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 12
HydroCAD® 6.00 s/n 000898 O 1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Stage-Area-Storage
e
SurfaceMetted Area (s -ft) LWetfted
0 10,000 20,000 30,000 40,000 e
m
JOE
Vr
L
O
/M
W
W
0 200,000 400,000
Storage (cubic-feet)
Ganassi-BMP 2 YEAR - Type H 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 13
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Pond 3P: Water Quality - Detention - BMP
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (ds) (cubic-feet) (feet) (ds) (cfs) (ds)
1.00 0.00 115,615 696.00 0.00 0.00 0.00
2.00 0.00 115,615 696.00 0.00 0.00 0.00
3.00 0.00 115,615 696.00 0.00 0.00 0.00
4.00 0.00 115,615 696.00 0.00 0.00 0.00
5.00 0.00 115,615 696.00 0.00 0.00 0.00
6.00 0.00 115,615 696.00 0.00 0.00 0.00
7.00 0.05 115,665 696.00 0.00 0.00 0.00
8.00 0.17 116,050 696.02 0.01 0.01 0.00
9.00 0.41 117,005 696.06 0.02 0.02 0.00
10.00 0.73 118,845 696.13 0.04 0.04 0.00
11.00 1.79 122,830 696.29 0.09 0.09 0.00
12.00 56.48 174,726 698.28 0.35 0.35 0.00
13.00 3.32 203,097 699.29 0.42 0.42 0.00
14.00 2.00 210,806 699.55 0.44 0.44 0.00
15.00 1.60 215,604 699.72 0.45 0.45 0.00
16.00 1.24 219,089 699.84 0.46 0.46 0.00
17.00 1.10 221,616 699.92 0.46 0.46 0.00
18.00 0.97 223,664 699.99 0.46 0.46 0.00
19.00 0.84 225,234 700.04 0.47 0.47 0.00
20.00 0.71 226,324 700.08 0.47 0.47 0.00
Ganassi-BMP 2 YEAR- Type 1124-hrRainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 14
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Elevation Discharge Primary Secondary
(feet) (ds) (ds) (ds)
688.00 0.00 0.00 0.00
688.20 0.00 0.00 0.00
688.40 0.00 0.00 0.00
688.60 0.00 0.00 0.00
688.80 0.00 0.00 0.00
689.00 0.00 0.00 0.00
689.20 0.00 0.00 0.00
689.40 0.00 0.00 0.00
689.60 0.00 0.00 0.00
689.80 0.00 0.00 0.00
690.00 0.00 0.00 0.00
690.20 0.00 0.00 0.00
690.40 0.00 0.00 0.00
690.60 0.00 0.00 0.00
690.80 0.00 0.00 0.00
691.00 0.00 0.00 0.00
691.20 0.00 0.00 0.00
691.40 0.00 0.00 0.00
691.60 0.00 0.00 0.00
691.80 0.00 0.00 0.00
692.00 0.00 0.00 0.00
692.20 0.00 0.00 0.00
692.40 0.00 0.00 0.00
692.60 0.00 0.00 0.00
692.80 0.00 0.00 0.00
693.00 0.00 0.00 0.00
693.20 0.00 0.00 0.00
693.40 0.00 0.00 0.00
693.60 0.00 0.00 0.00
693.80 0.00 0.00 0.00
694.00 0.00 0.00 0.00
694.20 0.00 0.00 0.00
694.40 0.00 0.00 0.00
694.60 0.00 0.00 0.00
694.80 0.00 0.00 0.00
695.00 0.00 0.00 0.00
Elevation Discharge Primary Secondary
(feet) (ds) (ds) (ds)
695.20 0.00 0.00 0.00
695.40 0.00 0.00 0.00
695.60 0.00 0.00 0.00
695.80 0.00 0.00 0.00
696.00 0.00 0.00 0.00
696.20 0.06 0.06 0.00
696.40 0.12 0.12 0.00
696.60 0.16 0.16 0.00
696.80 0.19 0.19 0.00
697.00 0.22 0.22 0.00
697.20 0.25 0.25 0.00
697.40 0.27 0.27 0.00
697.60 0.29 0.29 0.00
697.80 0.31 0.31 0.00
698.00 0.32 0.32 0.00
69820 0.34 0.34 0.00
698.40 0.36 0.36 0.00
698.60 0.37 0.37 0.00
698.80 0.39 0.39 0.00
699.00 0.40 0.40 0.00
699.20 0.41 0.41 0.00
699.40 0.43 0.43 0.00
699.60 0.44 0.44 0.00
699.80 0.45 0.45 0.00
700.00 0.47 0.47 0.00
700.20 1.51 1.51 0.00
700.40 5.86 5.86 0.00
700.60 12.06 12.06 0.00
700.80 19.66 19.66 0.00
701.00 27.93 27.93 0.00
701.20 30.72 30.72 0.00
701.40 30.97 30.97 0.00
701.60 31.21 31.21 0.00
701.80 31.45 31.45 0.00
702.00 31.69 31.69 0.00
702.20 31.93 31.93 0.00
Elevation Discharge Primary Secondary
(feet) (ds) (ds) (ds)
702.40 32.17 32.17 0.00
702.60 32.40 32A0 0.00
702.80 32.63 32.63 0.00
703.00 32.86 32.86 0.00
703.20 33.09 33.09 0.00
703.40 33.32 33.32 0.00
703.60 33.54 33.54 0.00
703.80 33.77 33.77 0.00
704.00 33.99 33.99 0.00
704.20 34.21 34.21 0.00
704.40 34.43 34.43 0.00
704.60 34.65 34.65 0.00
704.80 34.87 34.87 0.00
705.00 35.08 35.08 0.00
70520 35.30 35.30 0.00
705.40 35.51 35.51 0.00
705.60 35.72 35.72 0.00
705.80 35.94 35.94 0.00
706.00 36.15 36.15 0.00
706.20 38.58 36.35 2.23
706.40 43.04 36.56 6.48
706.60 49.32 36.77 12.55
706.80 56.22 36.97 19.25
707.00 63.98 37.18 26.80
707.20 72.74 37.38 35.36
707.40 81.81 37.58 44.23
707.60 91.21 37.78 53.43
707.80 101.73 37.98 63.75
708.00 112.85 38.18 74.67
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 15
HydroCAD® 6.00 s/n 000898 ®1986-2001 Applied Microcomputer Systems 1215/03
Pond 3P: Water Quality - Detention - BMP
Elevation Surface Wetted Storage
(feet) (sq-ft) (sq-ft) (cubic-feet)
688.00 9,672 9,672 0
688.40 10,044 10,077 4,053
688.80 10,416 10,483 8,107
689.20 10,797 10,898 12,351
689.60 11,187 11,323 16,785
690.00 11,577 11,747 21,219
690.40 11,984 12,191 26.052
690.80 12,391 12,635 30,885
691.20 12,805 13,085 35,925
691.60 13,224 13,543 41,171
692.00 13,644 14,001 46,418
692.40 14,076 14,473 52,090
692.80 14,507 14,945 57,762
693.20 14,945 15,423 63,653
693.60 15,388 15,908 69,762
694.00 15,831 16,394 75,872
694.40 16,286 16,893 82,430
694.80 16,741 17,392 88,989
695.20 23,222 23,908 96,635
695.60 23,800 24,536 106,125
696.00 24,378 25,164 115,615
696.40 24,908 25,751 125,630
696.80 25,437 26,338 135,645
697.20 25,972 26,931 145,927
697.60 26,512 27,531 156,477
698.00 27,052 28,130 167,027
698.40 27,602 28,741 178,121
698.80 28,152 29,352 189,216
699.20 28,707 29,969 200,588
699.60 29,267 30,592 212,238
700.00 29,827 31,215 223,887
700.40 30,397 31,850 236,102
700.80 30,967 32,485 248,317
701.20 31,542 33,126 260,819
701.60 32,122 33,773 273,609
702.00 32,702 34,419 286,398
Elevation Surface Wetted Storage
(feet) (sq•ft) (sq-ft) (cubic-feet)
702.40 33,292 35,078 299,773
702.80 33,882 35,736 313,148
703.20 34,477 36,401 326,820
703.60 35,078 37,072 340,790
704.00 35,678 37,743 354,760
704.40 36,288 38,425 369,335
704.80 36,898 39,107 383,910
705.20 37,513 39,795 398,793
705.60 38,134 40,490 413,983
706.00 38,754 41,184 429,174
706.40 39,384 41,890 444,989
706.80 40,015 42,596 460,805
707.20 40,650 43,308 476,939
707.60 41,291 44,026 493,390
708.00 41,931 44,744 509,841
Ganassi-BMP 2 YEAR - Type // 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 16
HydroCAM 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 22.87 cfs @ 12.11 hrs, Volume= 1.532 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=3.12"
Area (ac) CN Description
22.090 73 Woodstgrass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r-1.56' n= 0.050
17.9 1,400 Total
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 17
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 4S: Off-site Drainage from Northeast
Hydrograph Plot
Runoff
w
3
0
M
Time (hours)
Ganassi-BMP 2 YEAR - Type l/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 18
HydroCAM 6.00 s/n D00898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 4S: Off-site Drainage from Northeast
Time Precip. Excess Runoff
(hours) (inches) (inches) (ds)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.00
7.00 0.31 0.00 0.00
7.20 0.32 0.00 0.00
7.40 0.33 0.00 0.00
7.60 0.35 0.00 0.00
7.80 0.36 0.00 0.00
8.00 0.37 0.00 0.00
Time Precip. Excess Runoff
(hours) fffxhes) (inches) (ds)
8.20 0.39 0.00 0.00
8.40 0.40 0.00 0.00
8.60 0.42 0.00 0.00
8.80 0.44 0.00 0.00
9.00 0.46 0.00 0.00
9.20 0.48 0.00 0.00
9.40 0.50 0.00 0.00
9.60 0.52 0.00 0.00
9.80 0.54 0.00 0.00
10.00 0.56 0.00 0.00
10.20 0.59 0.00 0.00
10.40 0.62 0.00 0.00
10.60 0.65 0.00 0.00
10.80 0.69 0.00 0.00
11.00 0.73 0.00 0.00
1120 0.78 0.00 0.01
11.40 0.85 0.00 0.10
11.60 0.96 0.01 0.35
11.80 1.34 0.08 2.16
12.00 2.07 0.35 14.44
12.20 2.18 0.40 19.17
12.40 2.26 0.44 8.24
12.60 2.32 0.47 4.84
12.80 2.37 0.50 3.34
13.00 2.41 0.52 2.73
13.20 2.44 0.54 2.38
13.40 2.48 0.56 2.13
13.60 2.51 0.57 1.93
13.80 2.53 0.59 1.76
14.00 2.56 0.60 1.61
14.20 2.58 0.61 1.48
14.40 2.60 0.62 1.40
14.60 2.62 0.64 1.34
14.80 2.64 0.65 1.30
15.00 2.66 0.66 1.25
15.20 2.68 0.67 1.20
Time Precip. Excess Runoff
(hours) (inches) (Inches) (ds)
15.40 2.70 0.68 1.15
15.60 2.72 0.69 1.10
15.80 2.73 0.70 1.05
16.00 2.75 0.71 1.00
16.20 2.76 0.71 0.95
16.40 2.77 0.72 0.92
16.60 2.79 0.73 0.90
16.80 2.80 0.74 0.88
17.00 2.81 0.74 0.86
17.20 2.83 0.75 0.85
17.40 2.84 0.76 0.83
17.60 2.85 0.77 0.81
17.80 2.86 0.77 0.79
18.00 2.87 0.78 0.77
18.20 2.88 0.79 0.76
18.40 2.90 0.79 0.74
18.60 2.91 0.80 0.72
18.80 2.92 0.81 0.70
19.00 2.93 0.81 0.68
19.20 2.94 0.82 0.66
19.40 2.94 0.82 0.64
19.60 2.95 0.83 0.62
19.80 2.96 0.83 0.60
20.00 2.97 0.84 0.58
1 2 345 67 891011121314151617181920
Ganassi-BMP 2 YEAR - Type /l 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 19
HydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Reach 5R: HW 29 - JB 30
[52] Hint: Inlet conditions not evaluated
Inflow = 22.87 cfs @ 12.11 hrs, Volume= 1.532 of
Outflow = 22.84 cfs @ 12.12 hrs, Volume= 1.532 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 12.2 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 5.2 fps, Avg. Travel Time= 0.2 min
Peak Depth= 0.87'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.0280'f
1 2 3 4 5 6 7 8 9 1011121314151617181920
Time (hours)
N Inflow
Outflow
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 20
HydroCADO 6.00 sin 000898 01986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Stage-Discharge
r
c.
fn
0
Primary J
103 q>

0 50 100 150
Discharge (cfs)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 21
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Stage-Storage
D Storage
r
m
C.
m
Storage (cubic-feet)
Ganassi-BMP 2 YEAR - Type // 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 22
HydroCADO 600 s/n 000898 O 1986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubic-feet) (feet) WS)
1.00 0.00 0 684.00 0.00
1.50 0.00 0 684.00 0.00
2.00 0.00 0 684.00 0.00
2.50 0.00 0 684.00 0.00
3.00 0.00 0 684.00 0.00
3.50 0.00 0 684.00 0.00
4.00 0.00 0 684.00 0.00
4.50 0.00 0 684.00 0.00
5.00 0.00 0 684.00 0.00
5.50 0.00 0 684.00 0.00
6.00 0.00 0 684.00 0.00
6.50 0.00 0 684.00 0.00
7.00 0.00 0 684.00 0.00
7.50 0.00 0 684.00 0.00
8.00 0.00 0 684.00 0.00
8.50 0.00 0 684.00 0.00
9.00 0.00 0 684.00 0.00
9.50 0.00 0 684.00 0.00
10.00 0.00 0 684.00 0.00
10.50 0.00 0 684.00 0.00
11.00 0.00 0 684.00 0.00
11.50 0.20 4 684.09 0.20
12.00 14.44 80 684.69 14.17
12.50 6.15 45 684.46 6.19
13.00 2.73 25 684.31 2.74
13.50 2.03 20 684.27 2.03
14.00 1.61 17 684.24 1.61
14.50 1.37 16 684.22 1.37
15.00 1.25 15 684.21 1.25
15.50 1.13 14 684.20 1.13
16.00 1.00 12 684.19 1.00
16.50 0.91 12 684.18 0.91
17.00 0.86 11 684.18 0.86
17.50 0.82 11 684.18 0.82
18.00 0.77 10 684.17 0.77
18.50 0.73 10 684.17 0.73
Time Inflow Storage Elevation outflow
(hours) (ds) (cubic-feet) (feet) (ds)
19.00 0.68 10 684.16 0.68
19.50 0.63 9 684.15 0.63
20.00 0.58 9 684.15 0.58
0 100 200 300 400 500
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 23
HydroCAD® 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5/03
Elevation Discharge
(feet) (ds)
684.00 0.00
684.02 0.01
684.04 0.03
684.06 0.08
684.08 0.15
684.10 0.24
684.12 0.36
684.14 0.50
684.16 0.67
684.18 0.86
684.20 1.07
684.22 1.32
684.24 1.58
684.26 1.88
684.28 2.20
684.30 2.54
684.32 2.91
684.34 3.31
684.36 3.73
684.38 4.18
684.40 4.65
684.42 5.15
684.44 5.67
684.46 6.22
684.48 6.80
684.50 7.40
684.52 8.02
684.54 8.67
684.56 9.35
684.58 10.05
684.60 10.77
684.62 11.52
684.64 12.29
684.66 13.08
684.68 13.90
684.70 14.74
Reach SR: HW 29 - JB 30
Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(cfs)
684.72 15.61 685.44 59.72 686.16 118.03 686.88 168.94
684.74 16.49 685.46 61.23 686.18 119.67 686.90 169.96
684.76 17.40 685.48 62.75 686.20 121.30 686.92 170.95
684.78 18.34 685.50 64.29 686.22 122.92 686.94 171.90
684.80 19.29 685.52 65.83 686.24 124.53 686.96 172.81
684.82 20.27 685.54 67.38 686.26 126.14 686.98 173.69
684.84 21.26 685.56 68.95 686.28 127.74 687.00 174.53
684.86 22.28 685.58 70.52 686.30 129.33 687.02 175.33
684.88 23.32 685.60 72.10 686.32 130.92 687.04 176.09
684.90 24.38 685.62 73.69 686.34 132.49 687.06 176.81
684.92 25.46 685.64 75.28 686.36 134.06 687.08 177.48
684.94 26.57 665.66 76.88 686.38 135.61 687.10 178.10
684.96 27.69 685.68 78.49 686.40 137.15 687.12 178.67
684.98 28.83 685.70 80.11 686.42 138.68 687.14 179.19
685.00 29.99 685.72 81.73 686.44 140.20 687.16 179.65
685.02 31.17 685.74 83.36 686.46 141.70 687.18 180.06
685.04 32.36 685.76 84.99 686.48 143.19 687.20 180.41
685.06 33.58 685.78 86.63 686.50 144.67 687.22 180.69
685.08 34.81 685.80 88.27 686.52 146.13 687.24 180.90
685.10 36.06 685.82 89.92 686.54 147.57 687.26 181.04
685.12 37.33 685.84 91.57 686.56 149.00 687.28 181.10
685.14 38.62 685.86 93.22 686.58 150.41 687.30 181.07
685.16 39.92 685.88 94.88 686.60 151.80 687.32 180.94
685.18 41.24 685.90 96.53 686.62 153.18 687.34 180.72
685.20 42.58 685.92 98.19 686.64 154.53 687.36 180.37
685.22 43.93 685.94 99.85 686.66 155.86 687.38 179.89
685.24 45.29 685.96 101.51 686.68 157.18 687.40 179.24
685.26 46.67 685.98 103.17 686.70 158.47 687.42 178.41
685.28 48.07 686.00 104.83 686.72 159.73 687.44 177.31
685.30 49.48 686.02 106.49 686.74 160.98 687.46 175.86
685.32 50.90 686.04 108.15 686.76 162.20 687.48 173.77
685.34 52.34 686.06 109.80 686.78 163.39 687.50 168.35
685.36 53.79 686.08 111.46 686.80 164.56
685.38 55.26 686.10 113.11 686.82 165.70
685.40 56.73 686.12 114.75 686.84 166.81
685.42 58.22 686.14 116.40 686.86 167.89
Ganassi-BMP 2 YEAR - Type Il 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 24
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Elevation Storage
(feet) (c ubic-feet)
684.00 0
684.02 0
684.04 1
684.06 2
684.08 3
684.10 5
684.12 6
684.14 8
684.16 9
684.18 11
684.20 13
684.22 15
684.24 17
684.26 19
684.28 22
684.30 24
684.32 26
684.34 29
684.36 31
684.38 34
684.40 37
684.42 39
684.44 42
684.46 45
684.48 48
684.50 51
684.52 54
684.54 57
684.56 60
684.58 63
684.60 66
684.62 69
684.64 72
684.66 76
684.68 79
684.70 82
Elevation Storage
(feet) (cubic-feet)
684.72 86
684.74 89
684.76 92
684.78 96
684.80 99
684.82 103
684.84 107
684.86 110
684.88 114
684.90 117
684.92 121
684.94 125
684.96 129
684.98 132
685.00 136
685.02 140
685.04 144
685.06 148
685.08 151
685.10 155
685.12 159
685.14 163
685.16 167
685.18 171
685.20 175
685.22 179
685.24 183
685.26 187
685.28 191
685.30 195
685.32 199
685.34 203
685.36 207
685.38 212
685.40 216
685.42 220
Elevation Storage
(feet) (cub-feet)
685.44 224
685.46 228
685.48 232
685.50 236
685.52 240
685.54 245
685.56 249
685.58 253
685.60 257
685.62 261
685.64 266
685.66 270
685.68 274
685.70 278
685.72 282
685.74 287
685.76 291
685.78 295
685.80 299
685.82 303
685.84 308
685.86 312
685.88 316
685.90 320
685.92 324
685.94 328
685.96 333
685.98 337
686.00 341
686.02 345
686.04 349
686.06 353
686.08 358
686.10 362
686.12 366
686.14 370
Elevation Storage
(feet) (cubic-feet)
686.16 374
686.18 378
686.20 382
686.22 386
686.24 390
686.26 394
686.28 398
686.30 402
686.32 406
686.34 410
686.36 414
686.38 418
686.40 422
686.42 426
686.44 430
686.46 434
686.48 437
686.50 441
686.52 445
686.54 449
686.56 452
686.58 456
686.60 460
686.62 464
686.64 467
686.66 471
686.68 474
686.70 478
686.72 481
686.74 485
686.76 488
686.78 492
686.80 495
686.82 498
686.84 502
686.86 505
Elevation Storage
(feet) (cubic-feet)
686.88 508
686.90 511
686.92 515
686.94 518
686.96 521
686.98 524
687.00 527
687.02 530
687.04 532
687.06 535
687.08 538
687.10 541
687.12 543
687.14 546
687.16 548
687.18 551
687.20 553
687.22 556
687.24 558
687.26 560
687.28 562
687.30 564
687.32 566
687.34 568
687.36 570
687.38 571
687.40 573
687.42 574
687.44 575
687.46 576
687.48 577
687.50 577
Ganassi-BMP 2 YEAR - Type I/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 25
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 6R: JB 30 - HW 33
[52) Hint: Inlet conditions not evaluated
[61) Hint: Submerged 74% of Reach 5R bottom
Inflow = 23.22 eft @ 12.12 hrs, Volume= 1.850 of
Outflow = 23.11 cis @ 12.15 hrs, Volume= 1.845 af, Atten= 1%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 9.9 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 2.5 min
Peak Depth= 0.96'
Capacity at bank full= 181.72 cis
Inlet Invert= 682.60', Outlet Invert= 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope= 0.0160 '/'
Reach 6R: JB 30 - HW 33
droarauh Plot
I El Inflow
El Outflow
3
0
a
Ganassi-BMP 2 YEAR - Type I/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 26
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 6R: JB 30 - HW 33
Stage-Discharge
Primary m
w
a
m
0
1 2 3 4 5 6 7 8 9 1011121314151617181920
Time (hours)
0 50 100 150
Discharge (cfs)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfa&3.12"
Prepared by Piedmont Design Associates, P.A. Page 27
HydroCADO 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 12/5103
Reach 6R: JB 30 - HW 33
Stage-Storage
101 Storage
m
J_
C"
m
0
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 28
HydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 12/5103
Reach 6R: JB 30 - HW 33
Time Inflow Storage Elevation Outflow
(hours) Ids) (cubio-feet) (feet) (cfs)
1.00 0.00 0 682.60 0.00
1.50 0.00 0 682.60 0.00
2.00 0.00 0 682.60 0.00
2.50 0.00 0 682.60 0.00
3.00 0.00 0 682.60 0.00
3.50 0.00 0 682.60 0.00
4.00 0.00 0 682.60 0.00
4.50 0.00 0 682.60 0.00
5.00 0.00 0 682.60 0.00
5.50 0.00 0 682.60 0.00
6.00 0.00 0 682.60 0.00
6.50 0.00 0 682.60 0.00
7.00 0.00 0 682.60 0.00
7.50 0.00 1 682.60 0.00
8.00 0.01 2 682.61 0.00
8.50 0.01 4 682.61 0.01
9.00 0.02 7 682.62 0.02
9.50 0.03 11 682.64 0.03
10.00 0.04 14 682.65 0.04
10.50 0.06 19 682.65 0.06
11.00 0.09 25 682.66 0.09
11.50 0.33 59 682.72 0.27
12.00 14.51 855 683.33 11.50
12.50 6.60 542 683.13 7.14
13.00 3.16 318 682.97 3.24
13.50 2.46 266 682.93 2.50
14.00 2.05 234 682.90 2.08
14.50 1.81 215 682.88 1.82
15.00 1.70 205 682.87 1.71
15.50 1.58 195 682.86 1.59
16.00 1.45 184 682.85 1.47
16.50 1.37 176 682.85 1.37
17.00 1.33 172 682.84 1.33
17.50 1.28 168 682.84 1.29
18.00 1.24 164 682.84 1.24
18.50 1.19 160 682.83 1.20
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubio-feet) (feet) Ids)
1900 .1.15 155 682.83 1.15
19.50 1.10 151 682.82 1.10
20.00 1.05 146 682.82 1.05
0 2,000 4,000 6,000
Storage (cubic-feet)
Ganassi-BMP 2 YEAR - Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 29
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5103
Reach 6R: JB 30 - HW 33
Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds)
682.60 0.00 683.32 12.84 684.04 50.38 684.76 103.30 685.48 157.73
682.62 0.01 683.34 13.58 684.06 51.70 684.78 104.87 685.50 159.09
682.64 0.03 683.36 14.34 684.08 53.03 684.80 106.43 685.52 160.44
682.66 0.07 683.38 15.12 684.10 54.37 684.82 108.00 685.54 161.78
682.68 0.12 683.40 15.91 684.12 55.72 684.84 109.57 685.56 163.10
682.70 0.20 683.42 16.73 684.14 57.08 684.86 111.14 685.58 164.41
682.72 0.29 683.44 17.56 684.16 58.46 684.88 112.70 685.60 165.70
682.74 0.41 683.46 18.42 684.18 59.84 684.90 114.27 685.62 166.98
682.76 0.54 683.48 19.29 684.20 61.24 684.92 115.84 685.64 168.24
682.78 0.70 683.50 20.18 684.22 62.64 684.94 117.40 685.66 169.48
682.80 0.87 683.52 21.08 684.24 64.06 684.96 118.97 685.68 170.70
682.82 1.07 683.54 22.01 684.26 65.48 684.98 120.53 685.70 171.90
682.84 1.29 683.56 22.95 684.28 66.91 685.00 122.08 685.72 173.09
682.86 1.53 683.58 23.91 684.30 68.36 685.02 123.64 685.74 174.25
682.88 1.79 683.60 24.89 684.32 69.81 685.04 125.19 685.76 175.40
682.90 2.07 683.62 25.89 684.34 71.27 685.06 126.74 685.78 176.52
682.92 2.37 683.64 26.90 684.36 72.73 685.08 128.29 685.80 177.62
682.94 2.69 683.66 27.93 684.38 74.21 685.10 129.83 685.82 178.70
682.96 3.04 683.68 28.98 684.40 75.69 685.12 131.36 685.84 179.75
682.98 3.41 683.70 30.04 684.42 77.18 685.14 132.89 685.86 180.79
683.00 3.79 683.72 31.12 684.44 78.68 685.16 134.42 685.88 181.79
683.02 4.20 683.74 32.21 684.46 80.18 685.18 135.94 685.90 182.77
683.04 4.63 683.76 33.32 684.48 81.69 685.20 137.45 685.92 183.72
683.06 5.09 683.78 34.45 684.50 83.20 685.22 136.96 685.94 184.65
683.08 5.56 683.80 35.59 684.52 84.72 685.24 140.46 685.96 185.54
683.10 6.05 683.82 36.74 684.54 86.25 685.26 141.95 685.98 186.41
683.12 6.57 683.84 37.91 684.56 87.78 685.28 143.43 686.00 187.25
683.14 7.10 683.86 39.10 684.58 89.32 685.30 144.91 686.02 188.05
683.16 7.66 683.88 40.30 684.60 90.86 685.32 146.37 686.04 188.83
683.18 8.24 683.90 41.51 684.62 92.40 685.34 147.83 686.06 189.56
683.20 8.83 683.92 42.74 684.64 93.95 685.36 149.28 686.08 190.27
683.22 9.45 683.94 43.98 684.66 95.50 685.38 150.71 686.10 190.94
683.24 10.09 683.96 45.23 684.68 97.06 685.40 152.14 686.12 191.56
683.26 10.75 683.98 46.50 684.70 98.62 685.42 153.55 686.14 192.16
683.28 11.43 684.00 47.78 684.72 100.18 685.44 154.96 686.16 192.70
683.30 12.13 684.02 49.07 684.74 101.74 685.46 156.35 686.18 193.21
Elevation Discharge
(feet) (ds)
686.20 193.67
686.22 194.09
686.24 194.46
686.26 194.77
686.28 195.03
686.30 195.24
686.32 195.38
686.34 195.46
686.36 195.47
686.38 195.40
686.40 195.26
686.42 195.02
686.44 194.69
686.46 194.24
686.48 193.66
686.50 192.94
686.52 192.02
686.54 190.86
686.56 189.34
686.58 187.20
686.60 181.72
Ganassi-BMP 2 YEAR - Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 30
HydroCAD® 6.00 stn 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Reach 6R: JB 30 - HW 33
Elevation Storage
(feet) (cubic-feet)
682.60 0
682.65 16
682.70 46
682.75 84
682.80 129
682.85 179
682.90 235
682.95 295
683.00 358
683.05 426
683.10 497
683.15 571
683.20 648
683.25 727
683.30 809
683.35 894
683.40 980
683.45 1,069
683.50 1,160
683.55 1,252
683.60 1,346
683.65 1,442
683.70 1,539
683.75 1,638
683.80 1,738
683.85 1,839
683.90 1,941
683.95 2,044
684.00 2,148
684.05 2,253
684.10 2,359
684.15 2,465
684.20 2,572
684.25 2,680
684.30 2,788
684.35 2,897
Elevation Storage
(feet) (cubic-feet)
684.40 3,006
684.45 3,115
684.50 3,224
684.55 3,334
684.60 3,443
684.65 3,553
684.70 3,662
684.75 3,772
684.80 3,881
684.85 3,990
684.90 4,098
684.95 4,206
685.00 4,314
685.05 4,421
685.10 4,528
685.15 4,633
685.20 4,738
685.25 4,842
685.30 4,946
685.35 5,048
685.40 5,149
685AS 5,249
685.50 5,347
685.55 5,444
685.60 5,540
685.65 5,634
685.70 5,727
685.75 5,817
685.80 5,906
685.85 5,993
685.90 6,077
685.95 6,159
686.00 6,239
686.05 6,316
686.10 6,390
686.15 6,460
Elevation Storage
(feet) (cubic-feet)
686.20 6,528
686.25 6,592
686.30 6,652
686.35 6,707
686.40 6,758
686.45 6,802
686.50 6,841
686.55 6,870
686.60 6,886
Ganassi-BMP 10 YEAR - Type 1124-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 31
HydroCADO 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 74.08 cfs @ 12.11 hrs, Volume= 5.185 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfal1=4.80"
Area (ac) CN Descriotion
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Gress: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 10 YEAR - Type II 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 32
HydroCADO6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv- 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 150 Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Outflow = 18.47 cfs @ 12.13 hrs, Volume= 2.594 af, Atten= 84%, Lag= 10.6 min
Primary = 18.47 cis @ 12.13 hrs, Volume= 2.594 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev- 696.00' Storage= 115,615 cf
Peak Elev= 700.77' Storage= 247,361 cf (131,745 of above starting storage)
Plug-Flow detention time= (not calculated)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 10 YEAR - Type 1124-hr Rainfall=4.80'
Prepared by Piedmont Design Associates, P.A. Page 33
HydroCADS 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03

Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
rimary OutFlow (Free Discharge)
t TFCulvert
2=Orifice/Grate
3=06fice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 10 YEAR - Type 11 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 34
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Misr c pater Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.0100'/' n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Hoft Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 55.18 cfs @ 12.11 hrs, Volume= 3.562 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=4.80"
Area (ac) CN Descroton
22.090 73 Woodsigrass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (fl/ft) ("ec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv- 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r=1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 55.18 cfs @ 12.11 his, Volume= 3.562 of
Outflow = 55.13 cfs @ 12.11 hrs, Volume= 3.562 af, Atten= 0%, Lag= 0.1 min
Ganassi-BMP 10 YEAR - Type 1124-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 35
HydroCAD® 6.00 stn 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.7 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.1 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.38'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.0280'f
Reach 6R: JB 30 - HW 33
Inflow = 73.47 cfs @ 12.11 hrs, Volume= 6.156 of
Outflow = 73.28 cfs @ 12.13 hrs, Volume= 6.148 af, Atten= 0%, Lag= 1.2 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity-- 13.7 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 4.7 fps, Avg. Travel Time= 2.0 min
Peak Depth= 1.77'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert-- 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope=0.0160'f
Ganassi-BMP 25 YEAR - Type Il 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 36
HHydroCAM 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5103
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 92.64 cfs @ 12.11 hrs, Volume= 6.566 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=5.76"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft(sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2= 3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 146.30 cfs @ 11.96 hrs, Volume= 6.593 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=5.76"
Area (ac) CN Descriation
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 25 YEAR - Type II 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 37
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (f /ft) (It/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 146.30 cis @ 11.96 hrs, Volume= 6.593 of
Outflow = 31.28 cis @ 12.09 hrs, Volume= 3.967 af, Atten= 79%, Lag= 8.3 min
Primary = 31.28 cfs @ 12.09 hrs, Volume= 3.967 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt-- 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 cf
Peak Elev= 701.66' Storage= 275,428 cf (159,812 cf above starting storage)
Plug-Flow detention time= 370.8 min calculated for 1.313 of (20% of inflow)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 25 YEAR - Type 1124-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 38
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
t-7 17-Culvert
2=Orifice/Grate
3=Orifice/Grate
§econdary OutFlow (Free Discharge)
z-4=13road-Crested Rectangular Weir
Ganassi-BMP 25 YEAR - Type 11 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 39
HydroCADO 6.00 s/n 000898 ®1986-2001 Applied Microcomputer Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S= 0.0100 'P n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00'x 3.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 75.56 cfs @ 12.11 hrs, Volume= 4.876 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=5.76"
Area (ac) CN Descriotion
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2= 3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r=1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 75.56 CfS @ 12.11 hrs, Volume= 4.876 of
Outflow = 75.50 cfs @ 12.11 hrs, Volume= 4.875 af, Atten= 0%, Lag= 0.0 min
Ganassi-BMP 25 YEAR - Type 11 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 40
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.0 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.5 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.64'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.0280'1'
Reach 6R: JB 30 - HW 33
Inflow = 106.78 cfs @ 12.11 hrs, Volume= 8.842 of
Outflow = 106.62 cfs @ 12.13 hrs, Volume= 8.833 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.0 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.0 fps, Avg. Travel Time= 1.8 min
Peak Depth= 2.20'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert= 673.83'
480 Diameter Pipe n=0.013 Length= 548.0' Slope=0.0160'P
Ganassi-BMP 50 YEAR - Type 1124-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 41
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 106.52 cfs @ 12.11 hrs, Volume= 7.614 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.48"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 167.74 cfs @ 11.96 hrs, Volume= 7.645 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.48"
Area (ac) CN Descriotion
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 50 YEAR - Type ll 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 42
HydroCAD® 6.00 sin 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/tt) (f /sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 47 r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 167.74 cfs @ 11.96 hrs, Volume= 7.645 of
Outflow = 32.20 cfs @ 12.10 hrs, Volume= 5.013 af, Atten= 81 %, Lag= 8.9 min
Primary = 32.20 cfs @ 12.10 hrs, Volume= 5.013 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt-- 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 cf
Peak Elev- 702.43' Storage= 300,777 cf (185,161 cf above starting storage)
Plug-Flow detention time= 276.6 min calculated for 2.358 of (31 % of inflow)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 50 YEAR - Type Il 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 43
HydroCADO 6.00 s/n 000898 O 1986-2001 Applied Microcomputer Systems 12/5103
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
L Culvert
T
2=Orifice/Grate
3=Oriflce/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 50 YEAR - Type 1124-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 44
HydroCADO 6.00 s/n 000898 O 1986-2001 Applied Microcomputer Systems 12/5/03
#_ -Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.0100'/' n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 91.35 efs @ 12.11 hrs, Volume= 5.908 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.48"
Area (ac) CN Descriotion
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r-1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 91.35 cis @ 12.11 hrs, Volume= 5.908 of
Outflow = 91.30 cis @ 12.11 hrs, Volume= 5.908 af, Atten= 0%, Lag= 0.0 min
Ganassi-BMP 50 YEAR - Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 45
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Routing by Stor-Ind+Trans method, rime Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.9 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.7 fps, Avg. Travel Time= 0.1 min
Peak Depth= 1.84'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope= 0.0280'P
Reach 6R: JB 30 - HW 33
Inflow = 123.50 cfs @ 12.11 hrs, Volume= 10.920 of
Outflow = 123.30 cfs @ 12.12 hrs, Volume= 10.910 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.5 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.3 fps, Avg. Travel Time= 1.7 min
Peak Depth= 2.42'
Capacity at bank full= 181.72 cis
Inlet Invert= 682.60', Outlet Invert= 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope=0.0160'f
Ganassi-BMP 100 YEAR - Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 46
HydroCADO 600 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 115.75 cfs @ 12.11 hrs, Volume= 8.317 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urba n industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv- 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6 r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 181.99 cfs @ 11.96 hrs, Volume= 8.350 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 100 YEAR - Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 47
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (f /ft) (ft(sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2= 3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 313: Water Quality -Detention -BMP
Inflow = 181.99 cis @ 11.96 hrs, Volume= 8.350 of
Outflow, = 32.80 cf8 @ 12.11 hrs, Volume= 5.714 af, Men= 82%, Lag= 9.3 min
Primary = 32.80 cfs @ 12.11 hrs, Volume= 5.714 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 cf
Peak Elev= 702.95' Storage= 318,065 Cf (202,450 Cf above starting storage)
Plug-Flow detention time= 246.8 min calculated for 3.058 of (37% of inflow)
Storage and wetted areas determined by Pyramidal sections

Ganassi-BMP 100 YEAR - Type 11 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 48
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Elevation Surt.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
L Culvert
?
2=Orifice/Grate
3=Orifice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 100 YEAR - Type// 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 49
HydroCAD® 6.00 s/n 000898 m 1986-2001 Applied Microcomputer Systems 12/5/03

# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.0100? n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. OrMcelGrate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 102.05 cis @ 12.11 hrs, Volume= 6.615 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.96"
Area (ac) CN Descriotion
22.090 73 Woods/grass comb., Poor, HSG 8
Tc Length Slope Velocity Capacity Description
(min) (feet) Wit) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r-1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 102.05 cis @ 12.11 hrs, Volume= 6.615 of
Outflow = 101.99 cfs @ 12.11 hrs, Volume= 6.614 af, Atten= 0%, Lag= 0.0 min
Ganassi-BMP 100 YEAR - Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 50
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity-- 18.3 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.8 fps, Avg. Travel Time= 0.1 min
Peak Depth= 1.97'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.0280'f
Reach 6R: JB 30 - HW 33
Inflow = 134.79 cfs @ 12.11 hrs, Volume= 12.328 of
Outflow = 134.58 cfs @ 12.12 hrs, Volume= 12.317 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.8 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.4 fps, Avg. Travel Time= 1.7 min
Peak Depth= 2.56'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert= 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope= 0.0160 '/'

I
EROSION CONTROL AND
WETLANDS 1401 GROUP
DEC 1 2 2003
WATER QUAUTYSECTIO
STORM DRAINAGE CALCULATIONS
FOR
RYAN COMPANIES US, INC.
GANASSI RACING FACILITY
(FINAL GRADING & EROSION CONTROL)
CONCORD, NC
December 9, 2003
PREPARED FOR:
Ryan Companies US, Inc.
50 South Tenth St., Ste. 300
Minneapolis, MN 55403-2012
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 104, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115 ;
Phone: [phone]
Fax: [phone]
""1111
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS:
DATE: 12/9/2003
MIN.
LOCATION AREA SUB CUMM. n PIPE SLOPE
FROM TO SUB C INTENSITY FLOW FLOW VALUE SIZE PERCENT
CB1 CB2 0.14 0.90 6.80 0.86 0.86 0.013 15 0.50
C132 C133 0.64 0.60 6.80 2.61 3.47 0.013 15 0.50
CB3 C134 0.86 0.60 6.80 3.51 6.98 0.013 18 0.50
C64 CB5 0.07 0.60 6.80 0.29 7.26 0.013 18 0.50
CB5 CB6 1.24 0.60 6.80 5.06 12.32 0.013 24 0.50
C136 D17 1.70 0.60 6.80 6.94 19.26 0.013 30 0.50
DI7 DI8 0.83 0.90 6.80 5.08 24.34 0.013 30 0.50
DI8 FES9 0.51 0.90 6.80 3.12 27.46 0.013 30 0.50

CB10 DI11 0.39 0.90 6.80 2.39 2.39 0.013 15 0.50
*CB12 CB13 0.11 0.60 6.80 0.45 0.45 0.013 15 0.50
CB13 DI11 0.51 0.60 6.80 2.08 2.53 0.013 15 0.50
Di11 DI14 0.25 0.60 6.80 1.02 5.94 0.013 18 0.50
D114 D115 0.67 0.90 6.80 4.10 10.04 0.013 24 0.50
DI15 D116 0.59 0.90 6.80 3.61 13.65 0.013 24 0.50
DI16 DI17 0.59 0.90 6.80 3.61 17.26 0.013 30 0.50
*13I18 DI19 0.66 0.90 6.80 4.04 4.04 0.013 15 0.50
DI19 DI17 0.46 0.90 6.80 2.82 6.85 0.013 18 0.50
*D120 D117 0.35 0.60 6.80 1.43 1.43 0.013 15 0.50
DI17 DI21 0.38 0.90 6.80 2.33 27.87 0.013 30 0.50
DI21 DI22 0.80 0.60 6.80 3.26 31.13 0.013 36 0.50
DI22 FES23 0.23 0.60 6.80 0.94 32.07 0.013 36 0.50

DI24 DI25 0.27 0.90 6.80 1.65 1.65 0.013 15 0.50
D125 D126 0.27 0.90 6.80 1.65 3.30 0.013 15 0.50
*DI27 DI26 0.73 0.60 6.80 2.98 2.98 0.013 15 0.50
DI26 DI28 0.86 0.60 6.80 3.51 9.79 0.013 24 0.50
D128 FES29 0.64 0.60 6.80 2.61 12.40 0.013 24 0.50

HW30 JB31 SEE HYD ROCAD CALCS. 75.56 0.013 42 0.56
*RI32 JB31 SEE HYD ROCAD CALCS. 31.28 0.013 18 1.00
JB31 JB33 0.00 0.60 6.80 0.00 106.84 0.013 48 0.55
JB33 HW34 0.00 0.60 6.80 0.00 106.84 0.013 48 0.55
*INDICATES BEGINNING OF NEW RUN
Filename: ganassi1xis
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
STORM DRAIN DATA
DATE: 12/9/2003
INLET
STRUC. ROAD C.L. OR T.C. INVERT INVERT INVERT INVERT PIPE PIPE PIPE MIN. FULL FLOW
I.D. STATION ELEV ELEV IN #1 IN #2 IN #3 OUT SIZE LENGTH SLOPE SLOPE VELOCITY
CB1 0+56.40 705.03 705.01 NA NA NA 702.07 15 28 0.50 0.50 3.72
C62 0+56.40 705.03 705.01 701.93 NA NA 701.73 15 76 0.50 0.50 3.72
CB3 1+16.67 707.08 706.57 701.35 NA NA 701.10 18 184 0.50 0.50 4.21
C64 22+55.99 708.25 708.27 700.18 NA NA 699.98 18 52 0.50 0.50 4.21
C135 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09
C136 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0.50 0.50 5.91
D17 NA NA 708.50 697.44 NA NA 697.24 30 148 0.50 0.50 5.91
DI8 NA NA 709.00 696.50 NA NA 696.30 30 60 0.50 0.50 5.91
FES9 NA NA NA NA NA NA 696.00 NA NA NA NA NA

CB10 5+93.33 707.37 706.86 NA NA NA 703.92 15 92 0.99 0.50 5.24
DI11 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50 4.21
FROM CB10 FROM CB13
CB12 7+50.00 706.39 706.41 NA NA NA 703.47 15 28 0.50 0.50 3.72
CB13 7+50.00 706.39 706.41 703.33 NA NA 703.13 15 24 0.50 0.50 3.72
D114 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09
DI15 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09
DI16 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 11.56
DI17 NA NA 705.50 698.95 699.75 700.00 698.75 30 84 0.50 0.50 5.91
FROM D116 FROM D119 FROM D120
D118 NA NA 703.60 NA NA NA 701.16 15 88 0.50 0.50 3.72
D119 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21
D120 NA NA 704.00 NA NA NA 700.42 15 84 0.50 0.50 3.72
DI21 NA NA 709.50 698.33 NA NA 697.83 36 128 1.12 0.50 9.98
DI22 NA NA 709.00 696.40 NA NA 696.20 36 40 0.50 0.50 6.68
FES23 NA NA NA NA NA NA 696.00 NA NA NA NA NA

DI24 NA NA 703.75 NA NA NA 699.89 15 116 0.50 0.50 3.72
D125 NA NA 701.75 699.31 NA NA 699.11 15 100 0.50 0.50 3.72
D126 NA NA 701.75 698.61 698.61 NA 697.86 24 256 0.59 0.50 5.51
FROM DI25 FROM DI27
DI27 NA NA 703.75 NA NA NA 699.19 15 116 0.50 0.50 3.72
DI28 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
FES29 NA NA NA NA NA NA 696.00 NA NA NA NA NA

HW30 NA NA NA 684.00 NA NA NA 42 60 2.80 0.56 17.51
JB31 NA NA 706.00 682.32 684.32 NA 681.82 48 456 1.54 0.55 14.19
FROM HW30 FROM RI32
RI32 NA NA 701.94 NA NA NA 688.00 18 80 4.60 1.00 12.76
JB33 NA NA 704.00 674.80 NA NA 674.60 48 92 1.74 0.55 15.08
HW34 NA NA NA NA NA NA 673.00 NA NA NA NA NA.
NO 1 t: ALL 5 I UKM UKAIN FlFt I U tit KL;t' UNLt.7J v 1 ntKvvix rvv i w.
Filename: ganassi2.xls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
EROSION CONTROL CALCULATIONS:
TOTAL DISTURBED AREAS:
PRE-CONSTRUCTION RUN-OFF:
TOTAL PRE-CONST. Q =
22.06 AC.
45.00 CFS
DATE: 12/9/2003
TEMP. RISER BASIN DATA
SED. SED. SED.
RISER DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
BASIN AREA AREA STORAGE SURF.AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGTH BASIN
NUMBER (ACRES) (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV.
1 5.55 5.55 9990 9042 1.0 73 146 10 81 154 69 142 672.00
2 10.87 10.87 19566 17709 1.0 101 202 15 128 229 97 198 690.00
Design Requirements: FreeDoara z.uv reel
10 Yr Storm Intensity 6.80 in/hr
Riser Height Above Sed. Storage 1.00 Feet
ALL TEMPORARY RISER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01
PERMANENT POND AS TEMP. RISER BASIN DATA
RFD- SED_ SED.
DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGTH BASIN
POND (ACRES) (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV.
1 3.38 3.38 6084 5507 1.0 58 116 10 66 124 54 112 688.00
Design Requirements: FreeDoaro z.oo lee[
10 Yr Storm Intensity 6.80 in/hr
Riser Height Above Sed. Storage 1.00 Feet
PERMANENT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PDA
GRAVEL & RIP RAP FILTER BERM BASIN DATA:
DRAIN. DISTB. MIN. REQ. MIN. REQ.
GRRFB AREA AREA STORAGE SURF. AREA
BASIN (ACRES) (ACRES) (CF) (SF)
1 2.26 2.26 4068 3682
GRAVEL & RIP RAP FILTER BERM BASIN PER DETAIL ON SHEET GR-2
RIP RAP OUTFALL PROTECTION DATA
STRUC. Do Q D50 La W@Pipe W@End Dmax Thickness
I.D. Inches CFS Inches Feet Feet Feet Inches Inches
FES9 30 27 6 16 8 19 9 14
FES23 36 32 7 20 9 23 11 16
FES29 24 12 5 13 6 15 8 11
HW34 48 107 10 26 12 30 15 23
ALL RIPRAP OUTFALL PROTECTION AS PER DE IAIL ZO.bb.
Filename: ganassiZxls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
DATE: 12/9/2003
SIZE TEMPORARY RISER BASIN #1
DRAINAGE AREA: 5.55 ACRES
DISTURBED AREA: 5.55 ACRES
REQUIRED STORAGE: 9990 CUBIC FEET
REQUIRED SURF. AREA: 9042 SQUARE FEET
SED. STORAGE
DEPTH WIDTH LENGTH
MIN. AVG. BASIN DIM: 1.0 73 146
STORAGE PROVIDED: 10366 CUBIC FEET
SURF. AREA PROVIDED: 10658 SQUARE FEET
PEAK DESIGN FLOW 10 YEAR STORM: 11.32
USE 12" CMP BARREL: Q=2.84cfs WITH 2' HEAD
USE 18" PERFORATED CMP RISER: Q=15.Ocfs WITH V HEAD
USE 4'-0"x4'-0" ANTI SEEP COLLAR
TOP TOP BOT.
WIDTH LENGTH WIDTH
(FT) (FT) (FT)
81 154 69
SIZE ANTIFLOTATION BLOCK:
DIAMETER OF RISER= 18 "CMP
WEIGHT OF DISPLACED WATER= 110.27 POUNDS
WEIGHT OF CONCRETE BLOCK REQ'D= 121.30 (BUOYANT WEIGHT)
MIN. VOL. OF CONC. REQ'D.: 1.38 CF
USE 1'-6"x1'-6"x1'-0" BLOCK WITH A BUOYANT WEIGHT OF:
SIZE RIP RAP OUTFALL PROTECTION:
197.10 POUNDS
Do= 12 (in) Q= 2.84 (cfs) FROM FIG. 8.06a
D50= 4 (in) w@End= 11 (ft)
La= 10 (ft) Dmax= 6 (in)
W@Pipe= 3 (ft) Thickness= 9 (in)
SIZE EMERGENCY SPILLWAY: Qe=Q10-Qp
Qe= 8.48 cfs
USE 8' WIDE BASE TRAPEZOIDAL SECTION WITH 3:1 SIDES, STAGE=<0.83'
USE THE FOLLOWING ASSUMED ELEVATIONS FOR PROPER CONSTRUCTION RELATIONSHIPS:
BOTTOM OF BASIN = 672.00
TOP OF RISER = 674.00
EMERGENCY SPILLWAY INVERT = 675.00
TOP OF EMBANKMENT = 676.00
RISER BASIN TO BE CONSTRUCTED AS PER DETAIL 30.01.
BOT.
LENGTH
(FT)
142
Filename: ganassiZxls
JOB NO.: 03-07-06
PROJECT: GANASSI RACING FACILITY
CONCORD, NORTH CAROLINA
SIZE TEMPORARY RISER BASIN #2
DATE: 12/9/2003
DRAINAGE AREA: 10.87 ACRES
DISTURBED AREA: 10.87 ACRES
REQUIRED STORAGE: 19566 CUBIC FEET
REQUIRED SURF. AREA: 17709 SQUARE FEET TOP
SED. STORAGE WIDTH
DEPTH WIDTH LENGTH (FT)
MIN. AVG. BASIN DIM: 1.0 101 202 128
STORAGE PROVIDED: 19998 CUBIC FEET
SURF. AREA PROVIDED: 20402 SQUARE FEET
PEAK DESIGN FLOW 10 YEAR STORM: 22.17
USE 15" CMP BARREL: Q=4.92cfs WITH 2' HEAD
USE 18" PERFORATED CMP RISER: Q=15.Ocfs WITH V HEAD
USE 4'-6"x4'-6" ANTI SEEP COLLAR
SIZE ANTIFLOTATION BLOCK:
TOP BOT. BOT.
LENGTH WIDTH LENGTH
(FT) (FT) (FT)
229 97 198
DIAMETER OF RISER= 18 "CMP
WEIGHT OF DISPLACED WATER= 110.27 POUNDS
WEIGHT OF CONCRETE BLOCK REQ'D= 121.30 (BUOYANT WEIGHT)
MIN. VOL. OF CONC. REQ'D.: 1.38 CF
USE 1'-6"x1'-6"x1'-0" BLOCK WITH A BUOYANT WEIGHT OF: 197.10 POUNDS
SIZE RIP RAP OUTFALL PROTECTION:
Do= 15 (in) Q= 4.92 (cfs) FROM FIG. 8.06a
D50= 4 (in) w@End= 11.25 (ft)
La= 10 (ft) Dmax= 6 (in)
W@Pipe= 3.75 (ft) Thickness= 9 (in)
SIZE EMERGENCY SPILLWAY: Qe=Q10-Qp
Qe= 17.25 cfs
USE 8' WIDE BASE TRAPEZOIDAL SECTION WITH 3:1 SIDES, STAGE=<0.97'
USE THE FOLLOWING ASSUMED ELEVATIONS FOR PROPER CONSTRUCTION RELATIONSHIPS:
BOTTOM OF BASIN = 690.00
TOP OF RISER = 692.00
EMERGENCY SPILLWAY INVERT = 693.00
TOP OF EMBANKMENT = 694.00
RISER BASIN TO BE CONSTRUCTED AS PER DETAIL 30.01.
Filename: ganassi2.xls
PIEDMONT DESIGN ASSOCIATES, P-A. Engineering
125 East Plaza Drive, Suite 104 Surveying
Mooresville, North Carolina 28115-8612 Planning
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 12/05/2003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Water Quality Stormwater Calculations:.
Watershed Classification: NIA
Proposed Impervious Cover Allowance: 60.00% for DWQ Stormwater Quality
Project Areas: Acres SF
Tract 1 22.20 966,913
Existing Site Impervious Areas 0.00 0
Adjusted Site Area 22.20 966,913
Proposed Impervious Area: 12.25 533,632
Total Impervious Area Allowed (50%AdjSite+E)ist): 12.25 533,632
Watershed Area On-slte: 19.18 835,481
Watershed Area Off-site: 0.00 0
Total Watershed Area to BMP: 19.18 835,481
Watershed Area Capacity of BMP: 19.18 835,481
Proposed Project Impervious Areas: 12.25 533,632
Balance of Impervious Area Available 1.07 46,516
Proposed Percentage of Impervious Cover. 55.19% USE 60.00%
Volume of Mean Storm Vm: 0.6035 Acre-Feet 26,289.80 Cubic Feet
Permanent Pool Volume Required: 2.4141 Acre-Feet 105,159.18 Cubic Feet
Permanent Pool Depth: 8.00 Feet
SAIDA Ration From Chart: 1.17 For 851/6 Efficiency
Min. Perm. Pool Surface Area Required: 0.22 9,775 Square Feet From SAIDA Ratio
Actual Penn. Pool Surface Area Provided: 0.56 24,378 Square Feet

Calculate Volume of 1" Storm Using Rv Method:
Vol. of 1" Storm = 0.9430 Acre-Feet 41,078 Cubic Feel
Calculate peak discharge using Rational Equation: Q-10 Q-25 0-50 Q-100
Runoff coefficient "c": 0.7 87.27 96.67 108.75 122.18
Size Orifice For Drawdown of 1" Storm in 2 Days: Using Falling Head Orifice Equation:
Time "t" in Seconds 172,800 or 2 Days
Discharge Coefficient "c" 0.6
Reservoir Surface Area in SF 24,378
Head in Feet 1.61
Area of Orifice in SF 0.07
Orifice Diameter in Inches 3.69
Diameter of orifice to use in inches 3 with area of 0.049087385 SF
Resultant Drawdown Time: 261,598 3.03 Days - O.K.
Size Orifice For Draining of Pond in One Day: Using Falling Head Orifice Equation:
Time "t" in Seconds 86,400 or 1 Day
Discharge Coefficient "c" 0.6
Reservoir Surface Area in SF 24,378
Head in Feet 8.00
Area of Orifice in SF 0.33
Orifice Diameter in Inches 7.80
Diameter of orifice to use in inches 6 with area of 0.196349541 SF
Resultant Drawdown Time: 145,864 1.69 Days - O.K.
Length Width Depth
Sae Anti-floatation Block for Riser. 3 2 12.10 Precast Concrete Box
Weight of Water Displaced: 9434.88 Pounds
Buoyant Dead Weight of Box: 3298.14 Pounds
Weight of Concrete Required: 7057.25 Pounds (1.15' Net Uplift Force)
Volume of Concrete Required: 80.56 Cubic Feet or 2.98 Cubic Yards
Use Concrete Anchor Dim: 6 Feet Long 4 Feet Wide 42 Inches Deep
Volume of Concrete Provided: 84.00 Cubic Feet - O.K. 3.11 Cubic Yards
Desi n Elevations:
Bottom 688.00
W.S. Elev. 696.00
Top of Riser 700.10
Spillway 706.00
To of Bern 708.00
Filename: Ganassi BMP 11-25-03.xis
PIEDMONT DESIGN ASSOCIATES, P.A.
125 East Plaza Drive, Suite 104
Mooresville, North Carolina 28115-8812
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 12/05/2003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Surface Area to Drainage Area Ratio (SAIDA) for Permanent Pool Sizing
For 85% Pollutant Removal Efficiency
Engineering
Surveying
Planning
Impervious % 3.0 4.0 5.0 6.0 7.0 8.0 9.0

10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.85 0.70 0.64 0.62
40 1.73 1.43 1.25 1.03 0.90 0.82 0.77
50 2.00 1.73 1.50 1.33 1.09 1.00 0.92
60 2.39 2.03 1.66 1.51 1.29 1.17 1.10
70 2.75 2.27 1.96 1.79 1.48 1.35 1.29
POND CALCULATOR WORK SHEET
Pond Design Constraints:
Required Max. Storage Volume: 41,078 Cubic Fed
Required Normal Pool (NP) or
Proposed Dry Basal - Surface Area: 9,775 Square Fed
"Note: All Volumes calculated above NP or Base - Elevation
Proposed Pond Geometry
Length to Width Ratio: 2 to I
Side Slope Ratios: 2 to I
Odd or Even Contours:
Contour/ Height Increments: 1 Foot
The Section Below is for Estimating P4md Size for Design of Pond
' Prac _ Cootofl 6t lntcval F'eetl
- P or ff-i% - . cy I F,-,71 0 1 2
Width .. '' t 70 73 7R 82 -' 86 9U 94.
lAn lh FeM Ia0 14-1 IaR 152 IS6`? 1C>n - Io1 -
SurfyceArea(uLuxre FoA) 9,775 tOolo lI,S17 12430 1?387 140 1i ,85
?
a
w 70°IX) ?il (?71 11974 1-1908 11375 14.87-i
C mulAti
e Vulu
ac ((,utHC Fe
) 10 200 21.370 33,244 46,1 S2 to 028 7n 902
Minimnrti dW of Pawl Y'eM ri6
,11n, n Leng11 of Pond (I, _]56 71
Minimum De fit. jq, Food (P ,GI at t!<*ii,1141(IA. =.3.61.
The Section Below is for Determining Required Storage Elevations. after Design of Pond
__-. r?xeid' ('oaUiar Inta '?y.t
-.:RP fffuat, on Me-g1 696 697 ,. 698 ' Cat'9 :7(N] 701 74
c.Surfyci Area .' •ilrc Feet 24378 's 7u' 2705 5,427 29.5'_7 31,2" 7u_'
Incrent"dalVeiai (Cubic Fecl 0 25,431_ ?75?74 22737 29124 `30.537 31974'
Cti®olr;tiveYalu?ne"Gu6icFeet) <.,0- 251439., 51,411 74748 79A272' -'138- 770,
'
'lh?;ga Rcgdirvarea4 Required Storal;e Volume (f'o
- Minimum Storage E"ation
_ Pond Depth above NP or Base

ev t'n''' F
1`RunoffVolume 41,077.81 697.61 1.61
25 - 79,200.00 699.00 3.00
50 138,000.00 700,97 4.97
'
t Pond S
Map Data:
Filename: Ganassi BMP 11-25-03.xis
(is) (2S) 4S
5R
3P
6R
' Drainage Diagram for Ganassi-BIVIP
OSubcat [R: :ac nF on Link
Prepared by Piedmont Design Associates, P.A. 12/5/03
[HydroCADO 6.00 s/n 000898 ®1986-2001 Applied Microcomputer Systems
Ganassi-BMP 2 YEAR - Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 1
HydroCADO 600 s/n 000898 ©1986.2001 Applied Microcomputer Systems 1215103
Time span=1.00-20.00 hrs, dt=0.01 hrs. 1901 points
Runoff by SCS TR-20 method, UH=SCS, Type 1124-hr Rainfall=3.12"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-Dev. Drainage
Tc=19.4 min CN=88 Area=19.180 ac Runoff= 41.68 ds 2.846 of
Subcatchment 2S: Post-Dev. Drainage
Tc--4.9 min CN=88 Area=19.180 ac Runoff-- 67.25 ds 2.860 of
Pond 3P: Water Quality - Detention - BMP Peak Storage= 226.324 d Inflow= 67.25 ds 2.860 of
Primary= 0.47 ds 0.318 of Secondary= 0.00 ds 0.000 of Outflow= 0.47 ds 0.318 of
Subcatchment 4S: Off-site Drainage from Northeast
Tc=17.9 min CN=73 Area=22.090 ac Runoff= 22.87 ds 1.532 of
Reach 5R: HW 29 - JB 30 Inflow= 22.87 ds 1.532 of
Length= WAY Max Vet= 12.2 fps Capacity= 168.35 ds Outflow= 22.84 ds 1.532 of
Reach 6R• JB 30 - HW 33 Inflow= 23.22 cis 1.850 of
Length= 548.0' Max Vel= 9.9 fps Capacity= 181.72 ds Outflow= 23.11 ds 1.845 of
Runoff Area = 60.450 ac Volume = 7.238 of Average Depth =1.44"
Ganassi-BMP 2 YEAR- Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 2
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 41.68 cfs @ 12.12 hrs, Volume= 2.846 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cis)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Ganassi-BMP 2 YEAR- Type 11 24-hr Rainfall=3.12'
Prepared by Piedmont Design Associates, P.A. Page 3
HydroCAD D 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Hydrograph Plot
45-fl 41.68 Cfs Runoff
40-
35
30
v
25-
3
0
20

15-
101
5 '
1 2 3 4 5 6 7 8 91011121314151617181920
Time (hours)
Ganassi-BMP
Prepared by Piedmont Design Ass
HydroCAD® 6.00 s/n 000898 ©1986-20
Time Precip. Excess Runoff
(hours) (inches) (mches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.01
7.00 0.31 0.00 0.03
7.20 0.32 0.00 0.05
7.40 0.33 0.00 0.07
7.60 0.35 0.00 0.09
7.80 0.36 0.01 0.12
8.00 0.37 0.01 0.14
2 YEAR - Type 11 24-hr Rainfall=3.12"
Dciates, P.A. Page 4
)l Applied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Time
(hours) Precip.
(inches) Excess
(inches) Runoff
(cfs) Time
(hours) Precip.
inches) Excess
(inches) Runoff
(cfs)
8.20 0.39 0.01 0.17 15.40 2.70 1.55 1.54
8.40 0.40 0.01 0.20 15.60 2.72 1.57 1.46
8.60 0.42 0.01 0.24 15.80 2.73 1.58 1.39
8.80 0.44 0.02 0.29 16.00 2.75 1.59 1.32
9.00 0.46 0.02 0.34 16.20 2.76 1.61 1.25
9.20 0.48 0.03 0.40 16.40 2.77 1.62 1.21
9.40 0.50 0.03 0.45 16.60 2.79 1.63 1.18
9.60 0.52 0.04 0.49 16.80 2.80 1.64 1.15
9.80 0.54 0.04 0.54 17.00 2.81 1.65 1.12
10.00 0.56 0.05 0.62 17.20 2.83 1.66 1.10
10.20 0.59 0.06 0.73 17.40 2.84 1.68 1.07
10.40 0.62 0.07 0.86 17.60 2.85 1.69 1.05
10.60 0.65 0.08 1.01 17.80 2.86 1.70 1.02
10.80 0.69 0.10 1.21 18.00 2.87 1.71 1.00
11.00 0.73 0.12 1.46 18.20 2.88 1.72 0.97
11.20. 0.78 0.14 1.78 18.40 2.90 1.73 0.94
11.40 0.85 0.17 2.30 18.60 2.91 1.73 0.92
11.60 0.96 0.23 3.04 18.80 2.92 1.74 0.89
11.80 1.34 0.47 8.19 19.00 2.93 1.75 0.87
12.00 2.07 1.02 29.56 19.20 2.94 1.76 0.84
12.20 2.18 1.11 35.77 19.40 2.94 1.77 0.81
12.40 2.26 1.18 14.92 19.60 2.95 1.78 0.79
12.60 2.32 1.23 7.99 19.80 2.96 1.78 0.76
12.80 2.37 1.27 5.16 20.00 2.97 1.79 0.74
13.00 2.41 1.30 4.01
13.20 2.44 1.33 3.41
13.40 2.48 1.36 3.01
13.60 2.51 1.39 2.71
13.80 2.53 1.41 2.45
14.00 2.56 1.43 2.23
14.20 2.58 1.45 2.03
14.40 2.60 1.47 1.90
14.60 2.62 1.49 1.82
14.80 2.64 1.51 1.75
15.00 2.66 1.52 1.68
15.20 2.68 1.54 1.61

Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A_ Page 5
HydroCAD®6 00 stn 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 2S: Post-Dev. Drainage
Runoff = 67.25 cis @ 11.96 hrs, Volume= 2.860 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=3.12"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f fsec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 300' Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 6
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 2S: Post-Dev. Drainage
Hydrograph Plot
193 Runoff
V
3
0
M
1 2 3 4 5 6 7 8 91011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 7
HydroCADO 6.00 stn 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 2S: Post-Dev. Drainage
Time Precip. Excess Runoff
(hours) (Inches) (inches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.01
6.80 0.30 0.00 0.03
7.00 0.31 0.00 0.05
7.20 0.32 0.00 0.08
7.40 0.33 0.00 0.10
7.60 0.35 0.00 0.12
7.80 0.36 0.01 0.14
8.00 0.37 0.01 0.17
Time Preap. Excess Runoff
(hours) (inches) Cinches) (cfs)
8.20 0.39 0.01 0.20
8A0 0.40 0.01 0.25
8.60 0.42 0.01 0.30
8.80 0.44 0.02 0.35
9.00 0.46 0.02 0.41
9.20 0.48 0.03 0.46
9.40 0.50 0.03 0.50
9.60 0.52 0.04 0.54
9.80 0.54 0.04 0.63
10.00 0.56 0.05 0.73
10.20 0.59 0.06 0.87
10.40 0.62 0.07 1.03
10.60 0.65 0.08 1.22
10.80 0.69 0.10 1.49
11.00 0.73 0.12 1.79
11.20 0.78 0.14 2.33
11.40 0.85 0.17 3.06
11.60 0.96 0.23 6.17
11.80 1.34 0.47 25.42
12.00 2.07 1.02 56.48
12.20 2.18 1.11 8.71
12.40 2.26 1.18 6.38
12.60 2.32 1.23 4.39
12.80 2.37 1.27 3.83
13.00 2.41 1.30 3.32
13.20 2.44 1.33 2.95
13.40 2.48 1.36 2.67
13.60 2.51 1.39 2.40
13.80 2.53 1.41 2.20
14.00 2.56 1.43 2.00
14.20 2.58 1.45 1.88
14.40 2.60 1.47 1.81
14.60 2.62 1.49 1.74
14.80 2.64 1.51 1.67
15.00 2.66 1.52 1.60
15.20 2.68 1.54 1.53
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 1.55 1.46
15.60 2.72 1.57 1.38
15.80 2.73 1.58 1.31
16.00 2.75 1.59 1.24
16.20 2.76 1.61 1.20
16.40 2.77 1.62 1.17
16.60 2.79 1.63 1.15
16.80 2.80 1.64 1.12
17.00 2.81 1.65 1.10
17.20 2.83 1.66 1.07
17.40 2.84 1.68 1.04
17.60 2.85 1.69 1.02
17.80 2.86 1.70 0.99
18.00 2.87 1.71 0.97
18.20 2.88 1.72 0.94
18.40 2.90 1.73 0.92
18.60 2.91 1.73 0.89
18.80 2.92 1.74 0.86
19.00 2.93 1.75 0.84
19.20 2.94 1.76 0.81
19.40 2.94 1.77 0.78
19.60 2.95 1.78 0.76
19.80 2.96 1.78 0.73
20.00 2.97 1.79 0.71
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 8
HydroCAD® 6.00 sin 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Pond 312: Water Quality - Detention - BMP
Inflow = 67.25 cfs @ 11.96 hrs, Volume= 2.860 of
Outflow = 0.47 cfs @ 20.00 hrs, Volume= 0.318 af, Atten= 99%, Lag= 482.5 min
Primary = 0.47 cfs @ 20.00 hrs, Volume= 0.318 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev-- 696.00' Storage= 115,615 cf
Peak Elev= 700.08' Storage= 226,324 cf (110,709 cf above starting storage)
Plug-Flow detention time= (not calculated)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 2 YEAR - Type /124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 9
HydroCAM 600 s/n 000898 ©19862001 Applied Microcomputer Systems 12/5/03

Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
rimary OutFlow (Free Discharge)
?
Culvert
F
2=Orifice/Grate
3=Orifice/Grate
$econdary OutFlow (Free Discharge)
T--4=Broad-Crested Rectangular Weir
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 10
HydroCADO 600 s/n 000898 ©19862001 Applied Microcomputer Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.01007 n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Pond 3P: Water Quality - Detention - BMP
Time (hours)
2 4 6 8 10 12 14 16 18 20
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 11
HydroCAD® 6.00 sM 000898 O 1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Stage-Discharge
702
= 700
698
m 696
W 694
goad-CrestedRecta?gular Weir
r, Orifice/Grate
Orifice/Grate
Total
C Primary
Secondary
Culvert /
0 50 100
Discharge (cfs)
Ganassi-BMP 2 YEAR - Type l/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 12
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Stage-Area-Storage
5urtace[Wetted Area (sq-ft) LWet e
0 10,000 20,000 30,000 40,000 e
to
v
O
W

0 200,
000 400,000
Storage (cubic-feet)
Ganassi-BMP 2 YEAR - Type ll 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 13
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215103
Pond 3P: Water Quality - Detention - BMP
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (CIS) (cubic-feet) (feet) (cfs) (CIS) (CIS)
1.00 0.00 115,615 696.00 0.00 0.00 0.00
2.00 0.00 115,615 696.00 0.00 0.00 0.00
3.00 0.00 115,615 696.00 0.00 0.00 0.00
4.00 0.00 115,615 696.00 0.00 0.00 0.00
5.00 0.00 115,615 696.00 0.00 0.00 0.00
6.00 0.00 115,615 696.00 0.00 0.00 0.00
7.00 0.05 115,665 696.00 0.00 0.00 0.00
8.00 0.17 116,050 696.02 0.01 0.01 0.00
9.00 0.41 117,005 696.06 0.02 0.02 0.00
10.00 0.73 118,845 696.13 0.04 0.04 0.00
11.00 1.79 122,830 696.29 0.09 0.09 0.00
12.00 56.48 174,726 698.28 0.35 0.35 0.00
13.00 3.32 203.097 699.29 0.42 0.42 0.00
14.00 2.00 210,806 699.55 0.44 0.44 0.00
15.00 1.60 215,604 699.72 0.45 0.45 0.00
16.00 1.24 219,089 699.84 0.46 0.46 0.00
17.00 1.10 221,616 699.92 0.46 0.46 0.00
18.00 0.97 223,664 699.99 0.46 0.46 0.00
19.00 0.84 225,234 700.04 0.47 0.47 0.00
20.00 0.71 226,324 700.08 0.47 0.47 0.00
Ganassi-BMP 2 YEAR - Type ll 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 14
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
688.00 0.00 0.00 0.00
688.20 0.00 0.00 0.00
688.40 0.00 0.00 0.00
688.60 0.00 0.00 0.00
688.80 0.00 0.00 0.00
689.00 0.00 0.00 0.00
689.20 0.00 0.00 0.00
689.40 0.00 0.00 0.00
689.60 0.00 0.00 0.00
689.80 0.00 0.00 0.00
690.00 0.00 0.00 0.00
690.20 0.00 0.00 0.00
690.40 0.00 0.00 0.00
690.60 0.00 0.00 0.00
690.80 0.00 0.00 0.00
691.00 0.00 0.00 0.00
691.20 0.00 0.00 0.00
691.40 0.00 0.00 0.00
691.60 0.00 0.00 0.00
691.80 0.00 0.00 0.00
692.00 0.00 0.00 0.00
692.20 0.00 0.00 0.00
692.40 0.00 0.00 0.00
692.60 0.00 0.00 0.00
692.80 0.00 0.00 0.00
693.00 0.00 0.00 0.00
693.20 0.00 0.00 0.00
693.40 0.00 0.00 0.00
693.60 0.00 0.00 0.00
693.80 0.00 0.00 0.00
694.00 0.00 0.00 0.00
694.20 0.00 0.00 0.00
694.40 0.00 0.00 0.00
694.60 0.00 0.00 0.00
694.80 0.00 0.00 0.00
695.00 0.00 0.00 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
695.20 0.00 0.00 0.00
695.40 0.00 0.00 0.00
695.60 0.00 0.00 0.00
695.80 0.00 0.00 0.00
696.00 0.00 0.00 0.00
696.20 0.06 0.06 0.00
696.40 0.12 0.12 0.00
696.60 0.16 0.16 0.00
696.80 0.19 0.19 0.00
697.00 0.22 0.22 0.00
697.20 0.25 0.25 0.00
697.40 0.27 0.27 0.00
697.60 0.29 0.29 0.00
697.80 0.31 0.31 0.00
698.00 0.32 0.32 0.00
698.20 0.34 0.34 0.00
698.40 0.36 0.36 0.00
698.60 0.37 0.37 0.00
698.80 0.39 0.39 0.00
699.00 0.40 0.40 0.00
699.20 0.41 0.41 0.00
699.40 0.43 0.43 0.00
699.60 0.44 0.44 0.00
699.80 0.45 0.45 0.00
700.00 0.47 0.47 0.00
700.20 1.51 1.51 0.00
700.40 5.86 5.86 0.00
700.60 12.06 12.06 0.00
700.80 19.66 19.66 0.00
701.00 27.93 27.93 0.00
701.20 30.72 30.72 0.00
701.40 30.97 30.97 0.00
701.60 31.21 31.21 0.00
701.80 31.45 31.45 0.00
702.00 31.69 31.69 0.00
702.20 31.93 31.93 0.00
Elevation Discharge Primary Secondary
(feet) (CIS) (cfs) (cfs)
702.40 32.17 32.17 0.00
702.60 32.40 32.40 0.00
702.80 32.63 32.63 0.00
703.00 32.86 32.86 0.00
703.20 33.09 33.09 0.00
703.40 33.32 33.32 0.00
703.60 33.54 33.54 0.00
703.80 33.77 33.77 0.00
704.00 33.99 33.99 0.00
704.20 34.21 3421 0.00
704.40 34.43 34.43 0.00
704.60 34.65 34.65 0.00
704.80 34.87 34.87 0.00
705.00 35.08 35.08 0.00
705.20 35.30 35.30 0.00
705.40 35.51 35.51 0.00
705.60 35.72 35.72 0.00
705.80 35.94 35.94 0.00
706.00 36.15 36.15 0.00
706.20 38.58 36.35 2.23
706.40 43.04 36.56 6.48
706.60 49.32 36.77 12.55
706.80 56.22 36.97 19.25
707.00 63.98 37.18 26.80
707.20 72.74 37.38 35.36
707.40 81.81 37.58 44.23
707.60 91.21 37.78 53.43
707.80 101.73 37.98 63.75
708.00 112.85 38.18 74.67
Ganassi-BMP 2 YEAR - Type // 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 15
HydroCAD® 6.00 s/n 000898 ®1986-2001 Applied Microcomputer Systems 12/5/03
Pond 3P: Water Quality - Detention - BMP
Elevation Surface Wetted Storage
(feet) (SCI-11) (soft) (cubic-feet)
688.00 9,672 9,672 0
688.40 10,044 10,077 4,053
688.80 10,416 10,483 8,107
689.20 10,797 10,898 12,351
689.60 11,187 11,323 16,785
690.00 11,577 11,747 21,219
690.40 11,984 12,191 26,052
690.80 12,391 12,635 30,885
691.20 12,805 13,085 35,925
691.60 13,224 13,543 41,171
692.00 13,644 14,001 46,418
692.40 14,076 14,473 52,090
692.80 14,507 14,945 57,762
693.20 14,945 15,423 63,653
693.60 15,388 15,908 69,762
694.00 15,831 16,394 75,872
694.40 16,286 16,893 82,430
694.80 16,741 17,392 88,989
695.20 23,222 23,908 96,635
695.60 23,800 24,536 106,125
696.00 24,378 25,164 115,615
696.40 24,908 25,751 125,630
696.80 25,437 26,338 135,645
697.20 25,972 26,931 145,927
697.60 26,512 27,531 156,477
698.00 27,052 28,130 167,027
698.40 27,602 28,741 178,121
698.80 28,152 29,352 189,216
699.20 28,707 29,969 200,588
699.60 29,267 30,592 212,238
700.00 29,827 31,215 223,887
700.40 30,397 31,850 236,102
700.80 30,967 32,485 248,317
701.20 31,542 33,126 260,819
701.60 32,122 33,773 273,609
702.00 32,702 34,419 286,398
Elevation Surface Wetted Storage
(feet) (sq-ft) (sq-ft) (cubic-feet)
702.40 33,292 35,078 299,773
702.80 33,882 35,736 313,148
703.20 34,477 36,401 326,820
703.60 35,078 37,072 340,790
704.00 35,678 37,743 354,760
704.40 36,288 38,425 369,335
704.80 36,898 39,107 383,910
705.20 37,513 39,795 398,793
705.60 38,134 40,490 413,983
706.00 38,754 41,184 429,174
706.40 39,384 41,890 444,989
706.80 40,015 42,596 460,805
707.20 40,650 43,308 476,939
707.60 41,291 44,026 493,390
708.00 41,931 44,744 509,841
Ganassi-BMP 2 YEAR - Type /l 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 16
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 22.87 cfs @ 12.11 hrs, Volume= 1.532 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 17
HydroCAD®6 00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
3
0
LL
Subcatchment 4S: Off-site Drainage from Northeast
Hydrograph Plot
Time (hours)
119 Runoff
Ganassi-BMP 2 YEAR - Type II 24-hr Rainfall=3.12"'
Prepared by Piedmont Design Associates, P.A. Page 18
HydroCADO 600 s/n 000898 01986-2001 Applied Microcomputer Systems 1215103
Subcatchment 4S: Off-site Drainage from Northeast
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.00
7.00 0.31 0.00 0.00
7.20 0.32 0.00 0.00
7.40 0.33 0.00 0.00
7.60 0.35 0.00 0.00
7.80 0.36 0.00 0.00
8.00 0.37 0.00 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
8.20 0.39 0.00 0.00
8.40 0.40 0.00 0.00
8.60 0.42 0.00 0.00
8.80 0.44 0.00 0.00
9.00 0.46 0.00 0.00
9.20 0.48 0.00 0.00
9.40 0.50 0.00 0.00
9.60 0.52 0.00 0.00
9.80 0.54 0.00 0.00
10.00 0.56 0.00 0.00
10.20 0.59 0.00 0.00
10.40 0.62 0.00 0.00
10.60 0.65 0.00 0.00
10.80 0.69 0.00 0.00
11.00 0.73 0.00 0.00
11.20 0.78 0.00 0.01
11.40 0.85 0.00 0.10
11.60 0.96 0.01 0.35
11.80 1.34 0.08 2.16
12.00 2.07 0.35 14.44
12.20 2.18 0.40 19.17
12.40 2.26 0.44 8.24
12.60 2.32 0.47 4.84
12.80 2.37 0.50 3.34
13.00 2.41 0.52 2.73
13.20 2.44 0.54 2.38
13.40 2.48 0.56 2.13
13.60 2.51 0.57 1.93
13.80 2.53 0.59 1.76
14.00 2.56 0.60 1.61
14.20 2.58 0.61 1.48
14.40 2.60 0.62 1.40
14.60 2.62 0.64 1.34
14.80 2.64 0.65 1.30
15.00 2.66 0.66 1.25
15.20 2.68 0.67 1.20
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 0.68 1.15
15.60 2.72 0.69 1.10
15.80 2.73 0.70 1.05
16.00 2.75 0.71 1.00
16.20 2.76 0.71 0.95
16.40 2.77 0.72 0.92
16.60 2.79 0.73 0.90
16.80 2.80 0.74 0.88
17.00 2.81 0.74 0.86
17.20 2.83 0.75 0.85
17.40 2.84 0.76 0.83
17.60 2.85 0.77 0.81
17.80 2.86 0.77 0.79
18.00 2.87 0.78 0.77
18.20 2.88 0.79 0.76
18.40 2.90 0.79 0.74
18.60 2.91 0.80 0.72
18.80 2.92 0.81 0.70
19.00 2.93 0.81 0.68
19.20 2.94 0.82 0.66
19.40 2.94 0.82 0.64
19.60 2.95 0.83 0.62
19.80 2.96 0.83 0.60
20.00 2.97 0.84 0.58
1 2 3 4 5 6 7 8 91011121314151617181920

Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 19
HydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 -JB 30
(52] Hint: Inlet conditions not evaluated
Inflow = 22.87 cis @ 12.11 hrs, Volume= 1.532 of
Outflow = 22.84 cfs @ 12.12 hrs, Volume= 1.532 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 12.2 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 5.2 fps, Avg. Travel Time= 0.2 min
Peak Depth= 0.87'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.09, Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.0280'f
Reach 5R: HW 29 - JB 30
drograph Plot
1 2 3 4 5 6 7 8 9 1011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR - Type l/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 20
HydroCADO 6.00 sfn 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Stage-Discharge
101 Primarym
m
0
0 50 100 150
Discharge (cfs)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 21
HydroCADO 600 s/n 000898 ©1986.2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 - JB 30
Stage-Storage
m
v
m
Storage (cubic-feet)
Storage
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 22
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03
Reach 5R: HW 29 - JB 30
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubtc-feet) (feet) (cfs)
1.00 0.00 0 684.00 0.00
1.50 0.00 0 684.00 0.00
2.00 0.00 0 684.00 0.00
2.50 0.00 0 684.00 0.00
3.00 0.00 0 684.00 0.00
3.50 0.00 0 684.00 0.00
4.00 0.00 0 684.00 0.00
4.50 0.00 0 684.00 0.00
5.00 0.00 0 684.00 0.00
5.50 0.00 0 684.00 0.00
6.00 0.00 0 684.00 0.00
6.50 0.00 0 684.00 0.00
7.00 0.00 0 684.00 0.00
7.50 0.00 0 684.00 0.00
8.00 0.00 0 684.00 0.00
8.50 0.00 0 684.00 0.00
9.00 0.00 0 684.00 0.00
9.50 0.00 0 684.00 0.00
10.00 0.00 0 684.00 0.00
10.50 0.00 0 684.00 0.00
11.00 0.00 0 684.00 0.00
11.50 0.20 4 684.09 0.20
12.00 14.44 80 684.69 14.17
12.50 6.15 45 684.46 6.19
13.00 2.73 25 684.31 2.74
13.50 2.03 20 684.27 2.03
14.00 1.61 17 684.24 1.61
14.50 1.37 16 684.22 1.37
15.00 1.25 15 684.21 1.25
15.50 1.13 14 684.20 1.13
16.00 1.00 12 684.19 1.00
16.50 0.91 12 684.18 0.91
17.00 0.86 11 684.18 0.86
17.50 0.82 11 684.18 0.82
18.00 0.77 10 684.17 0.77
18.50 0.73 10 684.17 0.73
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubiofeet) (feet) (cfs)
19.00 0.68 10 664.16 0.68
19.50 0.63 9 684.15 0.63
20.00 0.58 9 684.15 0.58
0 100 200 300 400 500
Ganassi-BMP 2 YEAR - Type lI 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 23
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Elevation Discharge
(feet) (ds)
684.00 0.00
684.02 0.01
684.04 0.03
684.06 0.08
684.08 0.15
684.10 0.24
684.12 0.36
684.14 0.50
684.16 0.67
684.18 0.86
684.20 1.07
684.22 1.32
684.24 1.58
684.26 1.88
684.28 2.20
684.30 2.54
684.32 2.91
684.34 3.31
684.36 3.73
684.38 4.18
684.40 4.65
684.42 5.15
684.44 5.67
684.46 6.22
684.48 6.80
684.50 7.40
684.52 8.02
684.54 8.67
684.56 9.35
684.58 10.05
684.60 10.77
684.62 11.52
684.64 12.29
684.66 13.08
684.68 13.90
684.70 14.74
Reach 5R: HW 29 - JB 30
Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds)
684.72 15.61 685.44 59.72 686.16 118.03 686.88 168.94
684.74 16.49 685.46 61.23 686.18 119.67 686.90 169.96
684.76 17.40 685.48 62.75 686.20 121.30 686.92 170.95
684.78 18.34 685.50 64.29 686.22 122.92 686.94 171.90
684.80 19.29 685.52 65.83 686.24 124.53 686.96 172.81
684.82 20.27 685.54 67.38 686.26 126.14 686.98 173.69
684.84 21.26 685.56 68.95 686.28 127.74 687.00 174.53
684.86 22.28 685.58 70.52 686.30 129.33 687.02 175.33
684.88 23.32 685.60 72.10 686.32 130.92 687.04 176.09
684.90 24.38 685.62 73.69 686.34 132.49 687.06 176.81
684.92 25.46 685.64 75.28 686.36 134.06 687.08 177.48
684.94 26.57 685.66 76.88 686.38 135.61 687.10 178.10
684.96 27.69 685.68 78.49 686.40 137.15 687.12 178.67
684.98 28.83 685.70 80.11 686.42 138.68 687.14 179.19
685.00 29.99 685.72 81.73 686.44 140.20 687.16 179.65
685.02 31.17 685.74 83.36 686.46 141.70 687.18 180.06
685.04 32.36 685.76 84.99 686.48 143.19 687.20 180.41
685.06 33.58 685.78 86.63 686.50 144.67 687.22 180.69
685.08 34.81 685.80 88.27 686.52 146.13 687.24 180.90
685.10 36.06 685.82 89.92 686.54 147.57 687.26 181.04
685.12 37.33 685.84 91.57 686.56 149.00 687.28 181.10
685.14 38.62 685.86 93.22 686.58 150.41 687.30 181.07
685.16 39.92 685.88 94.88 686.60 151.80 687.32 180.94
685.18 41.24 685.90 96.53 686.62 153.18 687.34 180.72
685.20 42.58 685.92 98.19 686.64 154.53 687.36 180.37
685.22 43.93 685.94 99.65 686.66 155.86 687.38 179.89
685.24 45.29 685.96 101.51 686.68 157.18 687.40 179.24
685.26 46.67 685.98 103.17 686.70 158.47 687.42 178.41
685.28 48.07 686.00 104.83 686.72 159.73 687.44 177.31
685.30 49.48 686.02 106.49 686.74 160.98 687.46 175.86
685.32 50.90 686.04 108.15 686.76 162.20 687.48 173.77
685.34 52.34 686.06 109.80 686.78 163.39 687.50 168.35
685.36 53.79 686.08 111.46 686.80 164.56
685.38 55.26 686.10 113.11 686.82 165.70
685.40 56.73 686.12 114.75 686.84 166.81
685.42 58.22 686.14 116.40 686.86 167.89
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 24
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Reach 5R: HW 29 -JB 30
Elevation Storage
(feet) (cubic-feet)
684.00 0
684.02 0
684.04 1
684.06 2
684.08 3
684.10 5
684.12 6
684.14 8
684.16 9
684.18 11
684.20 13
684.22 15
684.24 17
684.26 19
684.28 22
684.30 24
684.32 26
684.34 29
684.36 31
684.38 34
684.40 37
684.42 39
684.44 42
684A6 45
684.48 48
684.50 51
684.52 54
684.54 57
684.56 60
684.58 63
684.60 66
684.62 69
684.64 72
684.66 76
684.68 79
684.70 82
Elevation Storage
(feet) (cubic-feet)
684.72 86
684.74 89
684.76 92
684.78 96
684.80 99
684.82 103
684.84 107
684.86 110
684.88 114
684.90 117
684.92 121
684.94 125
684.96 129
684.98 132
685.00 136
685.02 140
685.04 144
685.06 148
685.08 151
685.10 155
685.12 159
685.14 163
685.16 167
685.18 171
685.20 175
685.22 179
685.24 183
685.26 187
685.28 191
685.30 195
685.32 199
685.34 203
685.36 207
685.38 212
685.40 216
685.42 220
Elevation Storage
(feet) (cubic-feet)
685.44 224
685.46 228
685.48 232
685.50 236
685.52 240
685.54 245
685.56 249
685.58 253
685.60 257
685.62 261
685.64 266
685.66 270
685.68 274
685.70 278
685.72 282
685.74 287
685.76 291
685.78 295
685.80 299
685.82 303
685.84 308
685.86 312
685.88 316
685.90 320
685.92 324
685.94 328
685.96 333
685.98 337
686.00 341
686.02 345
686.04 349
686.06 353
686.08 358
686.10 362
686.12 366
686.14 370
Elevation Storage
(feet) (cubic-feet)
686.16 374
686.18 378
686.20 382
686.22 386
686.24 390
686.26 394
686.28 398
686.30 402
686.32 406
686.34 410
686.36 414
686.38 418
686.40 422
686.42 426
686.44 430
686.46 434
686.48 437
686.50 441
686.52 445
686.54 449
686.56 452
686.58 456
686.60 460
686.62 464
686.64 467
686.66 471
686.68 474
686.70 478
686.72 481
686.74 485
686.76 488
686.78 492
686.80 495
686.82 498
686.84 502
686.86 505
Elevation Storage
(feet) (cubic-feet)
686.88 508
686.90 511
686.92 515
686.94 518
686.96 521
686.98 524
687.00 527
687.02 530
687.04 532
687.06 535
687.08 538
687.10 541
687.12 543
687.14 546
687.16 548
687.18 551
687.20 553
687.22 556
687.24 558
687.26 560
687.28 562
687.30 564
687.32 566
687.34 568
687.36 570
687.38 571
687.40 573
687.42 574
687.44 575
687.46 576
687.48 577
687.50 577
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 25
HydroCaDO 6.00 stn 000898 p 19862001 Applied Microcomputer Systems 1215/03
Reach 6R: JB 30 - HW 33
[52] Hint: Inlet conditions not evaluated
[61] Hint: Submerged 74%0 of Reach 5R bottom
Inflow = 23.22 eft @ 12.12 hrs, Volume= 1.850 of
Outflow = 23.11 cfs @ 12.15 hrs, Volume= .1.845 af, Atten= 1 %, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt-- 0.01 hrs
Max. Velocity= 9.9 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 2.5 min
Peak Depth= 0.96'
Capacity at bank full= 181.72 cfs
Inlet Invert-- 682.60', Outlet Invert-- 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope= 0.0160'P
Reach 6R: JB 30 - HW 33
Hydrograph Plot
23.11 cfs Inflow
0 Outflow
20
15
U. 10
1 2 3 4 5 6 7 8 9 1011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR - Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 26
HydroCADO 600 s/n 000898 ©19862001 Applied Microcomputer Systems 1215/03_
Reach 6R: JB 30 - HW 33
Stage-Discharge
I ED Primary m
w
a
m
0
0 50 100 150
Discharge (cfs)
Ganass"t-BMP 2 YEAR - Type // 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 27
HydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Reach 6R: JB 30 - HW 33
Stage-Storage
? Storage
r
m
w
s
Q"
m
O
Ganassi-BMP 2 YEAR - Type /l 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 28
HHydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Reach 6R: JB 30 - HW 33
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubio-fee0 (feet) (ds)
1.00 0.00 0 682.60 0.00
1.50 0.00 0 682.60 0.00
2.00 0.00 0 682.60 0.00
2.50 0.00 0 682.60 0.00
3.00 0.00 0 682.60 0.00
3.50 0.00 0 682.60 0.00
4.00 0.00 0 682.60 0.00
4.50 0.00 0 682.60 0.00
5.00 0.00 0 682.60 0.00
5.50 0.00 0 682.60 0.00
6.00 0.00 0 682.60 0.00
6.50 0.00 0 682.60 0.00
7.00 0.00 0 682.60 0.00
7.50 0.00 1 682.60 0.00
8.00 0.01 2 682.61 0.00
8.50 0.01 4 682.61 0.01
9.00 0.02 7 682.62 0.02
9.50 0.03 11 682.64 0.03
10.00 0.04 14 682.65 0.04
10.50 0.06 19 682.65 0.06
11.00 0.09 25 682.66 0.09
11.50 0.33 59 682.72 0.27
12.00 14.51 855 683.33 11.50
12.50 6.60 542 683.13 7.14
13.00 3.16 318 682.97 3.24
13.50 2.46 266 682.93 2.50
14.00 2.05 234 682.90 2.08
14.50 1.81 215 682.88 1.82
15.00 1.70 205 682.87 1.71
15.50 1.58 195 682.86 1.59
16.00 1.45 184 682.85 1.47
16.50 1.37 176 682.85 1.37
17.00 1.33 172 682.84 1.33
17.50 1.28 168 682.84 1.29
18.00 1.24 164 682.84 1.24
18.50 1.19 160 682.83 1.20
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubi 4f" (feet) (ds)
19.00 1.15 155 682.83 1.15
19.50 1.10 151 682.82 1.10
20.00 1.05 146 682.82 1.05
0 2,000 4,000 6,000
Storage (cubic-feet)
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 29
HydroCADO 00 s/n 000898 01986-2001 /applied Microcomputer Systems 1215/03
Reach 6R: JB 30 - HW 33
Elevation
(feet) Discharge
(cfs) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(cfs)
682.60 0.00 683.32 12.84 684.04 50.38 684.76 103.30 685.48 157.73
682.62 0.01 683.34 13.58 684.06 51.70 684.78 104.87 685.50 159.09
682.64 0.03 683.36 14.34 684.08 53.03 684.80 106.43 685.52 160.44
682.66 0.07 683.38 15.12 684.10 54.37 684.82 108.00 685.54 161.78
682.68 0.12 683.40 15.91 684.12 55.72 684.84 109.57 685.56 163.10
682.70 0.20 683.42 16.73 684.14 57.08 684.86 111.14 685.58 164.41
682.72 0.29 683.44 17.56 684.16 58.46 684.88 112.70 685.60 165.70
682.74 0.41 683.46 18.42 684.18 59.84 684.90 114.27 685.62 166.98
682.76 0.54 WAS 19.29 684.20 61.24 684.92 115.84 685.64 168.24
682.78 0.70 683.50 20.18 684.22 62.64 684.94 117.40 685.66 169.48
682.80 0.87 68152 21.08 684.24 64.06 684.96 118.97 685.68 170.70
682.82 1.07 683.54 22.01 684.26 65.48 684.98 120.53 685.70 171.90
682.84 1.29 683.56 22.95 684.28 66.91 685.00 122.08 685.72 173.09
682.86 1.53 683.58 23.91 684.30 68.36 685.02 123.64 685.74 174.25
682.88 1.79 683.60 24.89 684.32 69.81 685.04 125.19 685.76 175.40
682.90 2.07 683.62 25.89 684.34 71.27 685.06 126.74 685.78 176.52
682.92 2.37 683.64 26.90 684.36 72.73 685.08 128.29 685.80 177.62
682.94 2.69 683.66 27.93 684.38 74.21 685.10 129.83 685.82 178.70
682.96 3.04 683.68 28.98 684.40 75.69 685.12 131.36 685.84 179.75
682.98 3.41 683.70 30.04 684.42 77.18 685.14 132.89 685.86 180.79
683.00 3.79 683.72 31.12 684.44 78.68 685.16 134.42 685.88 181.79
683.02 4.20 683.74 32.21 684.46 80.18 685.18 135.94 685.90 182.77
683.04 4.63 683.76 33.32 684.48 81.69 685.20 137.45 685.92 183.72
683.06 5.09 683.78 34.45 684.50 83.20 685.22 138.96 685.94 184.65
683.08 5.56 683.80 35.59 684.52 84.72 685.24 140.46 685.96 185.54
683.10 6.05 683.82 36.74 684.54 86.25 685.26 141.95 685.98 186.41
683.12 6.57 683.84 37.91 684.56 87.78 685.28 143.43 686.00 187.25
683.14 7.10 683.86 39.10 684.58 89.32 685.30 144.91 686.02 188.05
683.16 7.66 683.88 40.30 684.60 90.86 685.32 146.37 686.04 188.83
683.18 8.24 683.90 41.51 684.62 92.40 685.34 147.83 686.06 189.56
683.20 8.83 683.92 42.74 684.64 93.95 685.36 149.28 686.08 190.27
683.22 9.45 683.94 43.98 684.66 95.50 685.38 150.71 686.10 190.94
683.24 10.09 683.96 45.23 684.68 97.06 685.40 152.14 686.12 191.56
683.26 10.75 683.98 46.50 684.70 98.62 685.42 153.55 686.14 192.16
683.28 11.43 684.00 47.78 684.72 100.18 685.44 154.96 686.16 192.70
683.30 12.13 684.02 49.07 684.74 101.74 685.46 156.35 686.18 193.21
Elevation Discharge
(feet) (cfs)
686.20 193.67
686.22 194.09
686.24 194.46
686.26 194.77
686.28 195.03
686.30 195.24
686.32 195.38
686.34 195.46
686.36 195.47
686.38 195.40
686.40 195.26
686.42 195.02
686.44 194.69
686.46 194.24
686.48 193.66
686.50 192.94
686.52 192.02
686.54 190.86
686.56 189.34
686.58 187.20
686.60 181.72
Ganassi-BMP 2 YEAR - Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 30
HydroC DO 6.00 son 0000898 n 1986.2001 applied Mirrocornputer Systems - 1215/03
Reach 6R: JB 30 - HW 33
Elevation Storage
(feet) (cubic-feet)
682.60 0
682.65 16
682.70 46
682.75 84
682.80 129
682.85 179
682.90 235
682.95 295
683.00 358
683.05 426
683.10 497
683.15 571
683.20 648
683.25 727
683.30 809
683.35 894
683.40 980
683.45 1,069
683.50 1,160
683.55 1,252
683.60 1,346
683.65 1,442
683.70 1,539
683.75 1,638
683.80 1,738
683.85 1,839
683.90 1,941
683.95 2,044
684.00 2,148
684.05 2,253
684.10 2,359
684.15 2,465
684.20 2,572
684.25 2,680
684.30 2,788
684.35 2,897
Elevation Storage
(feet) (cubic-feet)
684.40 3,006
684.45 3,115
684.50 3,224
684.55 3,334
684.60 3,443
684.65 3,553
684.70 3,662
684.75 3,772
684.80 3,881
684.85 3,990
684.90 4,098
684.95 4,206
685.00 4,314
685.05 4,421
685.10 4,528
685.15 4,633
685.20 4,738
685.25 4,842
685.30 4,946
685.35 5,048
685.40 5,149
685.45 5,249
685.50 5,347
685.55 5,444
685.60 5,540
685.65 5,634
685.70 5,727
685.75 5,817
685.80 5,906
685.85 5,993
685.90 6,077
685.95 6,159
686.00 6,239
686.05 6,316
686.10 6,390
686.15 6,460
Elevation Storage
(feet) (cubic-feet)
686.20 6,528
686.25 6,592
686.30 6,652
686.35 6,707
686.40 6,758
686.45 6,802
686.50 6,841
686.55 6,870
686.60 6,886
Ganassi-BMP 10 YEAR - Type 11 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 31
HydroCAD®6 00 s/n 000898 ©1986-2001 plied Microcomputer Systems 12/5/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 74.08 cfs @ 12.11 hrs, Volume= 5.185 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 10 YEAR - Type 1124-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P .A. Page 32
Hydro DO 6.00 stn OD089 i ©1986-2001 plied Microcomputer Systems 12/5/03

Tc Length Slope Velocity Capacity Description
(min) (feet) (M) (f fsec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv- 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 180' Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Dam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Outflow = 18.47 cis @ 12.13 hrs, Volume= 2.594 af, Atten= 84%, Lag= 10.6 min
Primary = 18.47 cfs @ 12.13 hrs, Volume= 2.594 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span=1.00-20.00 hrs, dt- 0.01 hrs
Starting Elev= 696.00' Storage=115,615 cf
Peak Elev= 700.77' Storage= 247,361 cf (131,745 cf above starting storage)
Plug-Flow detention time= (not calculated)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 10 YEAR - Type II 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 33
HydroCADO 6.00 sin 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (so-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
t1=Culvert
FL- 2=0rfice/Grate
3=Orifice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 10 YEAR - Type 1l 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 34
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.01007' n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Hoft Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 43: Off-site Drainage from Northeast
Runoff = 55.18 cfs @ 12.11 hrs, Volume= 3.562 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Descriotion
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv- 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 55.18 cfs @ 12.11 hrs, Volume= 3.562 of
Outflow = 55.13 cfs @ 12.11 hrs, Volume= 3.562 af, Atten= 0%, Lag= 0.1 min
Ganassi-BMP 10 YEAR - Type 1124-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 35
HydroCAD®6 00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.7 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.1 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.38'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.09, Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope--0.0280'P
Reach 6R: JB 30 - HW 33
Inflow = 73.47 efs @ 12.11 hrs, Volume= 6.156 of
Outflow = 73.28 cfs @ 12.13 hrs, Volume= 6.148 af, Atten= 0%, Lag= 1.2 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 his, dt= 0.01 hrs
Max. Velocity= 13.7 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 4.7 fps, Avg. Travel Time= 2.0 min
Peak Depth= 1.77'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert= 673.83'
480 Diameter Pipe n=0.013 Length= 548.0' Slope= 0.0160 'P
Ganassi-BMP 25 YEAR - Type 1124-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 36
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 126/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 92.64 cfs @ 12.11 hrs, Volume= 6.566 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=5.76"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 146.30 cis @ 11.96 hrs, Volume= 6.593 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=5.76"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 25 YEAR - Type /I 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P .A. Page 37
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 1215/03

Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n=_0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 146.30 cis @ 11.96 hrs, Volume= 6.593 of
Outflow = 31.28 cis @ 12.09 hrs, Volume= 3.967 af, Men= 79%, Lag= 8.3 min
Primary = 31.28 cis @ 12.09 hrs, Volume= 3.967 of
Secondary = 0.00 cis @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 of
Peak Elev= 701.66' Storage= 275,428 cf (159,812 of above starting storage)
Plug-Flow detention time= 370.8 min calculated for 1.313 of (20% of inflow)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 25 YEAR - Type ll 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 38
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
t?Culvert
2=0rifce/Grate
3=Orifice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 25 YEAR - Type // 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 39
HydroCAM 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S= 0.0100 'r n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Hortr- Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 75.56 cfs @ 12.11 hrs, Volume= 4.876 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=5.76"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach SR: HW 29 - JB 30
Inflow = 75.56 cis @ 12.11 hrs, Volume= 4.876 of
Outflow = 75.50 cis @ 12.11 hrs, Volume= 4.875 af, Atten= 0%, Lag= 0.0 min

Ganassi-BMP 25 YEAR - Type /l 24-hr Rainfall=5.76"
Prepared by Piedmont Design Associates, P.A. Page 40
HydroCADD 600 s/n 000898 O 1986.2001 Applied Microcomputer Systems 12/5/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.0 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.5 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.64'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope=0.02807
Reach 6R: JB 30 - HW 33
Inflow = 106.78 cfs @ 12.11 hrs, Volume= 8.842 of
Outflow = 106.62 cfs @ 12.13 hrs, Volume= 8.833 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.0 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.0 fps, Avg. Travel Time= 1.8 min
Peak Depth= 2.20'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert- 673.83'
480 Diameter Pipe n=0.013 Length= 548.0' Slope=0.0160't
Ganassi-BMP 50 YEAR - Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 41
HydroCA w 6.00 °/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 106.52 cfs @ 12.11 hrs, Volume= 7.614 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.48"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft(ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2= 3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93'_ n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 167.74 cfs @ 11.96 hrs, Volume= 7.645 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type If 24-hr Rainfall=6.48"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 50 YEAR - Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 42
HydroCAD®6 00 s/n 000898 ©19862001 Applied Microcomputer Systems 1215/03
Tc Length Slope Velocity Capacity Description
(min) (feet) Ottft) (41--) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r 0.63'_n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 167.74 cfs @ 11.96 hrs, Volume= 7.645 of
Outflow = 32.20 cfs @ 12.10 hrs, Volume= 5.013 af, Men= 81%, Lag= 8.9 min
Primary = 32.20 cfs @ 12.10 hrs, Volume= 5.013 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 696.00' Storage= 115,615 cf
Peak Elev= 702.43' Storage= 300,777 cf (185,161 cf above starting storage)
Plug-Flow detention time= 276.6 min calculated for 2.358 of (31 % of inflow)
Storage and wetted areas determined by Pyramidal sections
Ganassi-BMP 50 YEAR - Type 1124-hr Rainfall=6.48" /
Prepared by Piedmont Design Associates, P.A. Page 43
HHydroCAD® 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 12/5/03
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
rimary Outflow (Free Discharge)
? -Culvert
2=Orifice/Grate
3=Orifice/Grate
econdary Outflow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 50 YEAR- Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 44
HydroCAD0 6.00 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
# Routing Invert Outlet Devices
1 Primary 688.00' 18.0" x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S=0.01007 n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" VerL Oriflce/Grate C=0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz. Orifice(Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 91.35 cis @ 12.11 hrs, Volume= 5.908 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.48"
Area (ac) CN Descriotion
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv- 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JS 30
Inflow = 91.35 cis @ 12.11 hrs, Volume= 5.908 of
Outflow = 91.30 cfs @ 12.11 hrs, Volume= 5.908 af, Atten= 0%, Lag= 0.0 min
t Ganassi-BMP 50 YEAR - Type 1124-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 45
uydroCADO 600 s/n 000898 01986-2001 Applied Microcomputer Systems 1215/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.9 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.7 fps, Avg. Travel Time= 0.1 min
Peak Depth= 1.84'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
420 Diameter Pipe n=0.013 Length= 60.0' Slope=0.02807
Reach 6R: JB 30 - HW 33
Inflow = 123.50 cfs @ 12.11 hrs, Volume= 10.920 of
Outflow = 123.30 cfs @ 12.12 hrs, Volume= 10.910 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity-- 15.5 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.3 fps, Avg. Travel Time= 1.7 min
Peak Depth= 2.42'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert= 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope=0.01160?
M
Ganassi-BMP 100 YEAR - Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 46
HydroCAD1b1 6.00 sin 000898 n 1986.2001 Applied Microcomputer Systems 1215/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 115.75 cis @ 12.11 hrs, Volume= 8.317 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt- 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft1sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv- 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 181.99 cfs @ 11.96 hrs, Volume= 8.350 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 100 YEAR - Type II 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 47
Hy roCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft(ft) (fl/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam=15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 181.99 cis @ 11.96 hrs, Volume= 8.350 of
Outflow = 32.80 cfs @ 12.11 hrs, Volume= 5.714 af, Men= 82%, Lag= 9.3 min
Primary = 32.80 cfs @ 12.11 hrs, Volume= 5.714 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 696.00' Storage=115,615 cf
Peak Elev= 702.95' Storage= 318,065 cf (202,450 cf above starting storage)
Plug-Flow detention time= 246.8 min calculated for 3.058 of (37% of inflow)
Storage and wetted areas determined by Pyramidal sections

Ganassi-BMP 100 YEAR - Type// 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates
P.A
,
.
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems Page 48
12/5/03
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
688.00 9,672 0 0 9,672
689.00 10,602 10,133 10,133 10,685
690.00 11,577 11,086 21,219 11,747
691.00 12,595 12,082 33,302 12,856
692.00 13,644 13,116 46,418 14,001
693.00 14,723 14,180 60,598 15,180
694.00 15,831 15,274 75,872 16,394
695.00 16,969 16,397 92,268 17,642
695.10 23,078 1,995 94,263 23,751
696.00 24,378 21,353 115,615 25,164
697.00 25,702 25,037 140,652 26,632
698.00 27,052 26,374 167,027 28,130
699.00 28,427 27,737 194,763 29,658
700.00 29,827 29,124 223,887 31,215
701.00 31,252 30,537 254,424 32,803
702.00 32,702 31,974 286,398 34,419
703.00 34,177 33,437 319,835 36,066
704.00 35,678 34,925 354,760 37,743
705.00 37,203 36,438 391,198 39,448
706.00 38,754 37,976 429,174 41,184
707.00 40,330 39,539 468,713 42,949
708.00 41,931 41,128 509,841 44,744
Primary OutFlow (Free Discharge)
LTCulvert
2=Orifice/Grate
3=Orifice/Grate
,Secondary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP 100 YEAR - Type 11 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 49
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 12/5/03
# Routing Invert Outlet Devices
1 Primary 688.00 18.0 x 80.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 687.20' S= 0.0100 'P n=0.013 Cc= 0.900
2 Device 1 696.00' 3.0" Vert OrificelGrate C= 0.600
3 Device 1 700.10' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 102.05 cis @ 12.11 hrs, Volume= 6.615 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt- 0.01 hrs
Type 1124-hr Rainfall=6.96"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f 1sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: HW 29 - JB 30
Inflow = 102.05 cfs @ 12.11 hrs, Volume= 6.615 of
Outflow = 101.99 cis @ 12.11 hrs, Volume= 6.614 af, Atten= 0%, Lag= 0.0 min
A Ganassi-BMP 100 YEAR - Type 11 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 50
HydroCAD®8 00 s/n 000898 019862001 Applied Mic Miter Systems 12/5/03
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 18.3 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.8 fps, Avg. Travel Time= 0.1 min
Peak Depth= 1.97'
Capacity at bank full= 168.35 cfs
Inlet Invert= 684.00', Outlet Invert= 682.32'
42.0" Diameter Pipe n=0.013 Length= 60.0' Slope= 0.0280'P
Reach 6R: JB 30 - HW 33
Inflow = 134.79 cfs @ 12.11 hrs, Volume= 12.328 of
Outflow, = 134.58 cfs @ 12.12 hrs, Volume= 12.317 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.8 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.4 fps, Avg. Travel Time= 1.7 min
Peak Depth= 2.56'
Capacity at bank full= 181.72 cfs
Inlet Invert= 682.60', Outlet Invert= 673.83'
48.0" Diameter Pipe n=0.013 Length= 548.0' Slope= 0.0160'P
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WQ Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Ganassi Racing Facility
Project Number 03 1313
Recvd From APP
Received Date 10/24/03 Recvd By Region
Project Type racing facility
County Cabarrus
County2
Region Mooresville
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. ME
39 I W F Y O N F 13-17 F c - 30,711. 0.47 145.00
YON F--

Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more Info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y 0 N
Is Mitigation required? Q Y O N Recommendation: Q Issue 0 Issue/fond 0 Deny
Provided by Region: Latitude (ddmmss) 35.405N Longitude (ddmmss) 80.712W
Comments:
--Staff visited the site on December 2nd. The applicant request approval for impacts to 145 linear ft,
of intermittent stream and .465 ac, of wetland.
--The portion of the stream proposed for impact was not flowing at the time of the visit. Many fibrous
roots were observed in the channel in addition to leaf litter. Approximately 75 to 100 ft, downstream
of the proposed impact, water flow was observed in the channel. This section is not to be impacted
and the wooded buffer is to remain.
--The wetland is located at the rear southeast corner of the property (in a draw), adeacent to the
existing airport. It is characterized by Red Maw, Black willow, Sweet Gum, and Green Ash. The
area to be impacted is the uperportion of the wetland. Mitigation is proposed applicant, though
--Thin rnnctri jrtinn nian chnxnic that thin cite ie fn ha fi illy rfavainnari 1,7no/ 1 1? 1`ah?a. ?f 'l l,r ill-lilri
cc: Regional Office
Central Office Page Number 1
Cabarrus Soil and Water Conservation District i 3 I?
715 Cabarrus Avenue, West 1
Concord, N. C. 28027-6214
[phone]
MEMORANDUM
TO: Erosion and Sediment Control Staff, Cabarrus County Planning and Zoning Services
THROUGH: Ned Y. Hudson, Chair Thomas E. Porter, Chair
Board of Supervisors Watershed Improvement Commission
FROM: Dennis Testerman, Resource Conservation Specialist
COPIES: Rodger Lentz, Cabarrus County Planning & Zoning Services
Joni Cardin, City of Concord Engineering Department
Randy Plummer, City of Concord Environmental Services Department
Susie Zakraisek, City of Concord, Planning Services
Robert Ward, County Ranger, NCDENR Div. of Forest Resources
Alan Johnson, NCDENR.Div. of Water Quality, Mooresville Regional Office
Hal Bryson, NCDENR, Div. of Water Quality, Wetland Restoration Prog., Raleigh
Todd St. John, NCDENR, Div. of Water Quality,Wetlands Unit, Raleigh
Steve Chapin, US Army Corps of Engineers, Asheville Regulatory Field Office
Matthew Kinane, USDA-NRCS, Concord Field Office
NAME OF PLAN: Ganassi Racing Facility OWNER: FJC Real Property LLC JURISDICTION: Concord
PLAN TYPE: Residential X Commercial Industrial Institutional Road Other
DATE SUBMITTED: 10/23/03 DATE REVIEWED: 11/26/03 PRELIMINARY PLAT REVIEWED: Yes X No
LOCATION: Poplar Tent & Derita Rd. PARCEL #: 4680966468,4690064264 TRACT #: 90150 ACRES: 17.56
USGS TOPO QUAD MAP: Kannapolis LATITUDE/LONGITUDE: 35'24'25"N, 80'42'48"W
RECEIVING WATERS: Unnamed Trib of Rocky River
WATERSHED: HU 03040105010030 (NR-2)
PERENNIAL OR INTERMITTENT STREAMS PRESENT: X Yes No
SOIL TYPE(S): Coronaca clay loam (CoB, CoD) Cecil sandy clay loam (CcB2) HYDRIC SOILS: _ Yes x No
THE FOLLOWING CHECKED ITEMS ARE MISSING FROM OUR COPY OF THE PLAN-PLEASE SUBMIT:
X Start & Completion Dates
X Groundcover maintenance specifications
ONSITE INSPECTION: Yes X No
PLAN COMMENTS:
? Unless developer has prior authorization from appropriate federal and state authorities to impact waters or wetlands, the proposed
project will be in violation federal and/or state law. Permits for disturbance of streams and other wetlands must be requested from
N. C. Division of Water Quality and U. S. Army Corps of Engineers prior to any impacts.
? This project is within a hydrological unit (HU) included in the North Carolina Wetland Restoration Program's Upper Rocky River
Watershed Plan area. Every effort should be made to use best management practices to prevent water quality impairment. The
erosion and sedimentation control plan for this site should be followed closely once it has been submitted and approved.
? Erosion is a severe hazzard on (CcB2, CoB, ) if unprotected and a very severe hazzard on (CoD ).
? Impacts of stormwater from this proposed project on water quality and water quantity have not been assessed.
? The following prime farmland soils will be removed from production: [ CoB].
? The following soil is classified as an important state farmland soil and will be removed from production: [CcB2, CoD ]
? The following soils have somewhat limited restrictions for roads due to slope (CoD) and low strength (CcB2, CoB, CoD ).
Page 1 of 3
? The following soils have somewhat limited restrictions for shallow excavations due to too clayey (CcB2, CoB, CoD ), cutbanks
cave (CcB2, CoB, CoD ), and slope (CoD ).
? Development of site will remove existing forestland from production and result in loss of environmental benefits from forest land
cover.
Please provice copies of approval notice and any revisions to this plan to the Cabarrus Soil and Water Conservation District.
CONTACT(S):
Cabarrus County Planning & Zoning Services, Rodger Lentz, 704-920-2147
Cabarrus SWCD & Watershed Improvement Commission, Dennis Testerman, 704-920-3303
City of Concord Engineering Department, Joni Cardin, 704-920-5480
City of Concord Environmental Services Department, Randy Plummer, 704-920-5372
City of Concord, Planning Services, Susie Zakraisek, 704-920-5143
NC DENR Div. of Forest Resources, Robert Ward, 704-782-6371
NCDENR, Div. of Water Quality, Wetland Restoration Program, Hal Bryson, 919-715-7452
NCDENR, Div. of Water Quality, Raleigh, Todd St. John, 919-733-1786
U. S. Army Corps of Engineers, Asheville Regulatory Field Office, Steve Chapin, 828-271-7980
USDA-NRCS, Matthew Kinane, 704-788-2107
REFERENCES:
"Erosion and Sedimentation on Construction Sites." Soil Quality-Urban Technical Note No. 1. USDA, NRCS.
[http://www.statlab.iastate.edu/survey/SQI/pdf/uOld.pdf]
"Seeding Specifications." Sect. 6.10 & 6.11 in Erosion and Sediment Control Planning and Design Manual. N. C. NRCD.
"Soil Sampling for Home Lawns & Gardens." N.C. Dept. of Agriculture & Consumer Services.
[http://www.ncagr.com/agronomi/samhome.htm]
"Topsoiling Specifications." Sect. 6.04 in Erosion and Sediment Control Planning and Design Manual. N. C. NRCD.
"Urban Soil Compaction." Soil Quality-Urban Technical Note No. 2. USDA, NRCS.
[http://www.statlab.iastate.edu/survey/SQI/pdf/uO2d.pdf]
"Recognizing Wetlands." Informational Pamphlet. US Army Corps of Engineers
[http://www.saw.usace.army.mil/wetlands/regtour.htm]
"401 Water Quality Certification Program - The Basics." N.C. DENR. Div. of Water Quality, Wetlands Section.
[http://h2o.enr.state.nc.us/ncwetlands[basic4Ol.htnil]
"Well Abandonment." Brochure. N.C. DENR. Div. of Water Quality, Groundwater Section. [http://gw.ehnr.state.nc.us
"Avoiding Tree Damage During Construction." Consumer Information Program Fact Sheet. International Society of Arboriculture.
[http://www.isa-arbor.com/consumer/avoiding.htmll
Page 2 of 3
Date: I? • 2$ 0.3
To: ? ARO
? FRO
0 MRO
? RRO
Triage Check List
Project Name:
Mike Parker
Ken Averitte
Alan Johnson
Steve Mitchell
-AIASSiIAlgILI?
DWQ#: 031313
County: u..S _
?' WaRO Tom Steffens
? WiRO Noelle Lutheran
? WSRO Daryl Lamb
From: rlAnwx JLA __NCV1 t-Lt Telephone : (919)
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
Stream length impacted
7S 1 Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
- Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? T 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:
I
'fU 44A- //0 0

S&ME,
October 23, 2003
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604-2260
Attention: Mr. John Domey
. Water Quality Supervisor
Reference: Nationwide Permit No. 39
Ganassi Racing Facility
Cabarrus County, North Carolina
S&ME Project No. 1357-03-586-C
Dear Mr. Dorney:
WETLANDS/401 GROUP
OCT 2 f 2003
WATER QUALITy SECTION
S&1VIE, Inc. (S&ME), has submitted on behalf of our client, Ryan Companies US, Inc., an
application to the U.S. Army Corps of Engineers (USACOE) for impacts to wetlands and waters.
of the United States (U.S.) in accordance with Department of the Army Nationwide Permit No.
39. Accordingly, we are providing the following information to your office for approval of the
corresponding 401 Water Quality Certification. Please find enclosed:
• Seven (7) copies of a completed Pre-Construction Notification (PCN)
• Appropriate Figures - Vicinity Map, USGS Topographic Map, Plan-Views of Proposed
Work
• A preliminary Stormwater Management Plan and associated calculations
The subject property is approximately 59 acres in size, and is located south of Poplar Tent Road,
north of Myint Lane, and east of Derita Road in Cabarrus County, North Carolina (35.405°N,
80.712°W - Figure 1). The surrounding area is comprised of a mix of vacant woodland, farm
fields and scattered residential and commercial development.
S&ME, Inc. Mailing address: [phone]
9751 Southern Pine Blvd. P.O. Box 7668 [phone] fax
Charlotte, North Carolina 28273 Charlotte, North Carolina 28241-7668 www.smeinc.com
Nationwide Permit No. 39 S&ME Project Number 1357-03-586-C
Ganassi Racing Facility October 23, 2003
The subject property is currently undeveloped, and is comprised of a wooded area and two
smaller open areas. The wooded portion encompasses the southern half of the property, and a
narrow strip of the central portion. The larger of the open areas is an active soybean field, and
the remaining open area is currently an early successional fallow field.
On-site waters of the U.S. consist of a centrally-located stream (Stream 1) that extends from a
severe headcut to the southern property boundary, and a smaller intermittent stream (Stream 2)
that is a tributary of Stream 1,(see enclosed survey map). Stream 1 is approximately 1,200
linear feet (lf) in length. Approximately 3001f of the downstream portion of Stream 1 is
perennial and important, and the remaining 9001f of the upstream portion is intermittent and
unimportant. Flow was not present in the upstream portions of this channel. The intermittent
portion of the stream is severely incised and of poor quality. Aquatic sampling did not reveal
the presence of aquatic animal species in the intermittent portion of the stream. The
downstream portion of Stream 1 appears as a dashed blue line on the USGS quad sheet (Figure
2). Stream 2 is approximately 60 feet in length, and was identified as intermittent and
unimportant. Stream 2 will not be affected by the proposed project.
On-site wetlands are limited to two areas. The largest, located in the southeastern portion of the
site, is 0.465 acre in size, and is identified as "Wetland A. Existing vegetation consists of red
maple (Acer rubrum), tulip tree (Liriodendron tulipifera), sweetgum (Liquidambar styraciflua),
green ash (Fraxinus pennsylvanica), and ironwood (Carpinus caroliniana) in the canopy, and
alder (Alnus serrulata), black willow (Salix nigra) and elderberry (Sambucus canadensis) in the
shrub layer. Herbaceous vegetation included false nettle (Boehmeria cylindrica), bamboo grass
(Microstegium vimineum), and water-horehound (Lycopus virginicus) with an herbaceous layer
of soft rush (Juncus effusus), and beggar ticks (Bidens aristosa).
The second wetland area, identified as "Wetland B" is located along the northern property
boundary at the outfall of an adjacent, off-site stormwater pond. This wetland is characterized by
red maple, black willow, soft rush, and spike-rush (Eleocharis obtusa). The amount of this
wetland located on the property is 0.071 acre.
2
Nationwide Permit No. 39 S&ME Project Number 1357-03-586-C
Ganassi Racing Facility October 23, 2003
Development of the subject property will require two separate impacts to on-site jurisdictional
areas. Each impact is further identified below:
Impact 1: Our client proposes to construct a vehicular access road across an intermittent,
unimportant portion of Stream 1 (Figure 3). In accordance with input from S&ME's Natural
Resources personnel, the project civil engineers have designed the road crossing such that only
145 linear feet of the intermittent stream will be impacted. The impacts will result from the
placement of a concrete culvert in the stream. No other on-site waters of the U.S. will be
impacted as a result of the proposed project.
Impact 2: To facilitate the construction of an airplane hanger and tie-in to a future taxiway on the
adjoining property, Ryan Companies proposes to place clean earthen fill material into 0.465 acre
of jurisdictional wetlands (Figure 4).
Our client has considered other alternatives to the project as proposed, but the current plan is the
most practicable alternative available to ensure the project's economic viability. Other
alternatives evaluated by our client were considerably more expensive, would not comply with
local regulatory requirements, or involved additional impacts to jurisdictional areas. S&ME
Natural Resources personnel reviewed the initial development plans, and provided the project
civil engineer with a list of all specific, general and regional conditions pursuant to NWT-39.
Accordingly, the proposed stream crossing has been designed to minimize the impact an an
intermittent, unimportant portion of Stream 1. Although the proposed access road must be
designed to accommodate specialized, oversized tractor-trailers, the crossing has been designed
such that the lateral extent of the impacts is limited to the aforementioned 145 linear feet.
Appropriate measures will be taken during construction to ensure that the flow and circulation
patterns of waters of the U.S. remain unaffected.
With respect to Impact 2, Ryan Companies has explored other options/ locations for the
proposed airplane hangar and taxiway to the adjacent airport. The only other suitable location on
the land parcel is where the race facility itself is being built. The hangar could not be placed
3
Nationwide Permit No. 39 S&ME Project Number 1357-03-586-C
Ganassi Racing Facility October 23, 2003
there and still be logistically feasible. The hanger must interface with a connecting taxiway that
will be constructed by the airport on the adjoining property. Ryan Companies explored the cost
of relocating the hanger, redesigning the main facility and developing the additional
infrastructure associated therewith. It was determined that the additional cost to move the hangar
from the proposed location would exceed $750,000, which would not be economically feasible.
The proposed location, therefore, is the only viable alternative available. Accordingly, it is Ryan
Companies' desire to mitigate the .465 wetland area to prepare a pad ready site for an airplane
hangar. Ryan Companies plans to offer the appropriate donation to the NCWRP to satisfy
USACOE mitigation requirements. It is expected that DWQ will not place the mitigation
proposed as a condition of the certification.
To protect downstream water quality, Ryan Companies further plans to implement a stonnwater
management plan designed to remove 85% TSS (see enclosed plan and calculations). All
sediment and erosion control methods will be employed during construction, and additional steps
taken to ensure that the work is conducted in strict compliance with the conditions of NWP-39
and applicable State and local requirements.
By copy of this correspondence and completed PCN, we are requesting your concurrence with
this Nationwide-39 permit application. If we can provide additional information or answer
questions you may have, please feel free to give us a call.
Sincerely,
S&ME, Inc.
Jo awler Lisa J. Becks o , C.E., C.W.B.
Natural Resources Project Manager Natural Resour es Department Manager
Enc Galamb, P.W.S.
Senior Scientist
4
Nationwide Permit No. 39 S&ME Project Number 1357-03-586-C
Ganassi Racing Facility October 23, 2003
JoL/LJB/EG/jol
Enclosures
cc: NCDENR Mooresville Regional Office
Todd Schell, Ryan Companies, US
IL A
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A' rather than leaving the
space blank.
WETLANDS 1401 GROUP
1. Processing
1. Check all of the approval(s) requested for this project: OCT 2 4 2003
® Section 404 Permit
? Section 10 Permit WATER QUALITY SECTION
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rule's
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is not
required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for mitigation
of impacts (see section VIII - Mitigation), check here:
11. Applicant Information
1. Owner/Applicant Information
Name: Ryan Companies, US, Inc.
Mailing Address: 50 South Tenth Street, Suite 300
Minneapolis, MN 55403-2012
Telephone Number:
Email Address:
612.492.4000 Fax Number: 612.492.3380
[e-mail]
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be attached if the
Agent has signatory authority for the owner/applicant).
Name: Joey Lawler
Company Affiliation: S&ME, Inc.
Mailing Address: 9751 Southern Pine Boulevard, Charlotte, NC 28273
Telephone Number:
Email Address:
704.523.4726 Fax Number: 704.525.3953
mailto:[e-mail]
pane i & 5
111. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local landmarks such as
towns, rivers, and roads. Also provide a detailed site plan showing property boundaries and,development
plans in relation to surrounding properties. Both the vicinity map and site plan must include a scale and
north arrow. The specific footprints of all buildings, impervious surfaces, or other facilities must be
included. If possible, the maps and plans should include the appropriate USGS Topographic Quad Map
and NRCS Soil Survey with the property boundaries outlined. Plan drawings, or other maps may be
included at the applicant's discretion, so long as the property is clearly defined. For administrative and
distribution purposes, the USACE requires information to be submitted on sheets no larger than 11 by 17-
inch format; however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are reduced to a
small scale such that the final version is illegible, •the. applicant swill be informed that the project has been
placed on hold until decipherable maps are provided.
1. Name of Project: Concord Warehouse/Office Site
2. T.I.P. Project Number (NCDOT Only):
3. Property Identification Number (Tax Pin)
4. Location
County: Cabarrus
Subdivision Name (Include Phase/Lot No.):
4680966468 and 4690064264
Nearest Town
N/A
Concord
Directions to Site (Include Road Numbers, Land Marks, etc.
From Charlotte, take 1-85 towards Concord. Take Exit 52 (Poplar Tent Road). Turn left at exit
ramp. Proceed west to Derita Road. Turn left. Property is located on the left side of Derita
Road, approximately'/. mile south of the intersection of Poplar Tent and Derita Roads.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
The site is bordered to the north by Poplar Tent Road, beyond which is an active quarry.
Woodland and residential development border the property to the south. The site is bordered
by woodland and cleared land to the east. Derita Road adjoins the property to the west, beyond
which is woodland and scattered residential development.
7. Property Size (acres): Approximately 59 acres.
8. Nearest body of water (stream/river/sound/ocean/lake): 15t order tributary of UT of
Rocky River. Rocky River Stream Index No. is 13-17, Class C.
9. River Basin: Yadkin
(Note - this must be one of North Carolina's seventeen designated major river basins. The River Basin
map is available at http://h2o.enr.state.nc.us/admin/maps/.)
35.405°N, 80.712°W
line, attach a sheet that separately lists the
s oe2of8
10. Describe the purpose of the proposed work:
Impact 1: To provide vehicular access to high ground portion of the subject property through
placement of a culvert in 145 linear feet of an intermittent, unimportant 1st order stream.
Impact 2: To provide suitable building area for an airplane hanger and taxiway that must adjoin
the neighboring Concord Regional Airport.
11. List the type of equipment to be used to construct the project:
Industry-standard earth-moving equipment.
12. Describe the land use in the vicinity of this project:
The site is bordered to the north by Poplar Tent Road, beyond which is an active quarry.
Woodland and residential development border the property to the south. The site is bordered
by woodland and cleared land to the east. Derita Road adjoins the property to the west,
beyond which is woodland and scattered residential development.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this project
(including all prior phases of the same subdivision) in the past, please explain. Include the USACE Action
ID Number, DWQ Project Number, application date, and date permits and certifications were issued or
withdrawn. Provide photocopies of previously issued permits, certifications or other useful information.
Describe previously approved wetland, stream and buffer impacts, along with associated mitigation
(where applicable). If this is a NCDOT project, list and describe permits issued for prior segments of the
same T.I.P. project, along with construction schedules.
N/A. On-site wetlands were delineated by Joey Lawler and Catherine McRae of S&ME. The
Jurisdictional Delineation request is being submitted concurrent with this permit application.
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the anticipated
work, and provide justification for the exclusion of this work from the current application:
The proposed project will not result in future impacts to jurisdictional wetlands or waters of the
U.S., and does not require additional Corps permits.
VI. Proposed Impacts to Waters of the United States/Waters of the State
Wetland Impacts
Wetland Impact Area of Located within
Site Number Type of 100-year
** Distance to Nearest
Type of Wetland""
(indicate on Impact* acres)
(acres) Floodplain Stream (linear feet)
ma es/no
Wetland A Fill 0.465 No 700 Forested headwater
wetland
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps (FIRM),
or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or online at
htto://www.fema.aov.

*** List a wetland type that best describes, wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond, Carolina
Bay, bog, etc.),
List the total acreage (estimated) of existing wetlands on the property:
Total area of wetland impact proposed: 0.465
2. Stream Impacts, including all intermittent and perennial streams'
Stream Length of Average
Impact Site
Impact
" Width of Perennial or
Number Type of Impact* (linear Stream Name Stream Intermittent?
(indicate on feet) Before (please specify)
ma Impact
1 Culvert 145 Stream 1 10, Intermittent
ust each impact separately ana ioennry tempurary nnpauts. mipauis nuauuu, uur aic nvL unuiau w. uurvci w al lu 00aw10LOU nN-1OF, 4ania
(separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain), stabilization
activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed, plans
and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
WWW.usgs.gov. Several internet...sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
145 Feet
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any other Water of
the U.S.
Open Water
Impact
Site Number
indicate on ma
*
Type of Impact Area of
Impact

(acres)
Name of Waterbody
(if applicable) Type of Waterbody

, pond, estuary,
(lake
sound, bay, ocean, etc.)
NIA N/A , N/A NIA N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging, flooding,
drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be included above
in the wetland and stream impact sections. Also, the proposed pond should be described here and
illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction ( e.g., dam/embankment, excavation, and
Installation of draw-down valve or spillway, etc): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout
pond, local stormwater requirement, etc.) N/A
0.536
('-ce F, ?' Of
Size of watershed draining to pond: N/A
Expected pond surface area: N/A
VII.
Vlll.
Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and financial
viability of the project. The applicant may attach drawings of alternative, lower-impact site layouts, and
explain why these design options were not feasible. Also discuss how impacts were minimized once the
desired site plan was developed. If applicable, discuss construction techniques to be followed during
construction to reduce impacts.
Impact 1 (Intermittent Stream Crossing): The proposed road crossing is designed to impact
minimum amount of stream required in order to make the project economically viable.
Operations at the facility will involve the transportation of vehicles in oversized tractor-trailers.
Development of the proposed property as an industrial campus requires a centrally-located hub
that provides adequate turning radius for the tractor trailers. The road crossing must be located
as proposed to facilitate egress and regress from the central hub. Locating the access road
further north would eliminate significant usable area in that portion of the property. The crossing
will be adequately culverted to ensure that the flow and circulation patterns of waters of the U.S.
are unaffected.
Impact 2 (Wetland Fill): Ryan Companies has explored other options/ locations for the proposed
airplane hangar and taxiway to the adjacent airport. The only other suitable location on the land
parcel is where the race facility itself is being built, and the hangar could not be placed and still
be logistically feasible. The hanger must interface with a connecting taxiway that will be
constructed by the airport on the adjoining property. Ryan Companies explored the cost of
relocating the hanger, redesigning the main facility and developing the additional infrastructure
associated therewith. It was determined that the additional cost to move the hangar from the
proposed location would exceed $750,000, which would not be economically feasible. The
proposed location, therefore, is the only viable alternative available. Accordingly, it is Ryan
Companies' desire to mitigate the .465 wetland area in order to prepare a pad ready site for an
airplane hangar. While not required by DWQ, Ryan Companies plans to offer the appropriate
donation to the NCWRP to satisfy USACOE mitigation requirements.
To protect downstream water quality, Ryan Companies further plans to implement a stormwater
management plan designed to remove 85% TSS.
During construction, all sediment and erosion control methods will be employed, and steps
taken to ensure that the work is conducted in strict compliance with the conditions of NWP-39 as
well as applicable State and local requirements.
Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC Division of Water
Quality for projects involving greater than or equal to one acre of impacts to freshwater wetlands or
greater than or equal to 150 linear feet of total impacts to perennial streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide Permits,
published in the Federal Register on March 9, 2000, mitigation will be required when necessary to ensure
that adverse effects to the aquatic environment are minimal. Factors including size and type of proposed

0
impact and function and relative value of the impacted aquatic resource will be considered in determining
acceptability of appropriate and practicable mitigation as proposed. Examples of mitigation that may be
appropriate and practicable include, but are not limited to: reducing the size of the project; establishing
and maintaining wetland and/or upland vegetated buffers to protect open waters such as streams; and
replacing losses of aquatic resource functions and values by creating, restoring, enhancing, or preserving
similar functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order for USACE
or DWQ to consider the application complete for processing. Any application lacking a required mitigation
plan or NCWRP concurrence shall be placed on hold as incomplete. An applicant may also choose to
review the current guidelines for stream restoration in DWQ's Draft Technical Guide for Stream Work in
North Carolina, available at http://h2o.enr.state.nc.us/ncwetlands/`strmgide.html.
1. Provide a brief description of the proposed mitigation plan.l The description should provide as much
information as possible, including, but not limited to: site. location (attach directions and/or map, if
offsite), affected stream and river basin, type and amount (acreage/linear feet) of mitigation proposed
(restoration, enhancement, creation, or preservation), a plan view, preservation mechanism (e.g.,
deed restrictions, conservation easement, etc.), and a description of the current site conditions and
proposed method of construction: Please attach a separate sheet if more space is needed.
Impact 1 (Intermittent Stream Crossing): Applicant has'designed plan to avoid and minimize
undue losses to waters and wetlands of the United States, and has reduced the size of the
original crossing such that impacts are limited to the minimum amount required in order to
make the proposed project viable. The avoidance and minimization steps taken in project
design should adequately account for the client's mitigation commitment, and no further
mitigation is proposed to offset the minor loss associated with his proposed plans.
Impact 2 (Wetland Fill): •Onsite mitigation, while preferred by the applicant, is not practicable.
Therefore, Ryan Companies has proposed payment into the NCWRP for the amount of
wetlands to be impacted (see below).
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration Program
(NCWRP) with the NCWRP's written agreement. Check the box indicating that you would like to pay
into the NCWRP. Please note that payment into the NCWRP must be reviewed and approved before
it can be used to satisfy mitigation requirements. Applicants will be notified early in the review
process by the 401/Wetlands Unit if payment into the NCWRP is available as an option. For
additional information regarding the application process for the NCWRP, check the NCWRP website
at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCWRP is proposed, please check the
appropriate box on page three and provide the following information:
Amount of stream mitigation requested (linear feet): Not required
Amount of buffer mitigation requested (square feet): Not required
Amount of Riparian wetland mitigation requested (acres): Not required
Amount of Non-riparian wetland mitigation requested (acres): 0.5
Amount of Coastal wetland mitigation requested (acres): Not required
• Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the requirements of
Pace 6 O 6
the National or North Carolina Environmental Policy Act (NEPA/SEPA)? Note: If you are not sure
whether a NEPA/SEPA document is required, call the SEPA coordinator at [phone] to review
current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a copy of
the NEPA or SEPA final approval letter.
Yes ? No ? N/A
IX. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicants (or agents) responsibility to determine, delineate and map all impacts to required state
and local buffers associated with the project. The applicant must also provide justification for these
impacts in Section VII above. All proposed impacts must be listed herein, and must be clearly
identifiable on the accompanying site plan. All buffers must be shown on a map, whether or not impacts
are proposed to the buffers. Correspondence from the DWQ Regional Office may be included as
appropriate. Photographs may also be included at the applicants discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233 (Neuse), 15A
NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and Water Supply Buffer
Requirements), or other (please identify):
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer mitigation is
required calculate the required amount of mitigation by applying the buffer multipliers.
Zone' Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
Zone 1 extends out 30 feet perpendicular from. near bank of channel; Zone 2 extends an additional 20
feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation of
Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or Payment
into the Riparian Buffer Restoration Fund). Please attach all appropriate information as identified within
15A NCAC 2B .0242 or .0260.
Project will comply with all local ordinances.
X. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from the
property.
To protect downstream water quality, Ryan Companies plans to implement a stormwater
management plan designed to remove 85% TSS. The stormwater management plan has been
included in the application package to DWQ, and shall be approved before the impacts
specified above occur.
page 7 0, 8
XI. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater
generated from the proposed .project, or available capacity of the subject facility.
Tie in to municipal sanitary sewer
• Violations (DWQ Only) "
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules? Yes ?
No
Is this an after-the-fact permit application? Yes ? No
XII. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired construction
dates to allow processing time for these permits. However, an applicant may choose to list constraints
associated with construction or sequencing that may impose limits on work schedules (e.g., draw-down
schedules for lakes, dates associated with Endangered and Threatened Species, accessibility problems,
or other issues outside of the applicant's control).
Project is expected to eventually bring 350 jobs to the community that has been hit hard by a
severe economic down-turn resulting from recent textile plant closures. The applicant requests,
therefore, that this permit application be processed in as timely a manner as agency schedule
permits.
.v
Applicant/Agent s Signatures Date
(Agent's signature is valid only if an orization letter from the applicant is provided.)

-'-r-vA
},? 7 .--@2003 Ma PQue!st.oom, Inc.: 02003 Navigetbn 7echnobq
ii
5

NWP-39 - Ryan Companies, US, Inc.
------ As Shown --F Figure No.
Checked by: LJB &N 0 Ganassi Racing Facility
Drawn by: JoL - Cabarrus County, North Carolina 1
Date: 10.06.03 ENGINEERING IROEL SERVICES Job No.: 1357-03-586-C
!
? grit
M 72
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300 feet
Scale: As Shown USGS Topographic Map Figure No.
NWP-39 - Ryan Companies, US, Inc.
Checked by: LJB Ganassi Racing Facility
Drawn by: JoL Cabarrus County, North Carolina 2
Date: 10.06.03 ENGINEERING TESTING Job No.: 1357-03-586-C
ENVIRONMENTAL SERVICES
4
0
Impact 1 =145 linear feet of
-40. Oc
intermittent, unimportant`
`---? - stream - -?-.
41
+ _ .?. 1 s

'F
r
As Shown - - - - Figure No.
NWP-39 - Ryan Companies US, Inc.
Checked by: LJB O"r Ganassi Racing Facility
Drawn by: JoL -- sum Cabarrus County, North Carolina 3
Date: 10.06.03 ENVIRONMENTAL SERVICES JOb NO' 1357-03-586-C
708
P tN 1 t :l V V t :KM P'"
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71
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E
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7 8
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, . - T 1?1. f
1,()E-
14
a?
::7: 0.41,65 kcres
PROPOSED
;Field o c a (d
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T"L
PROP -SED
> .. .. ?.
- - - ----------------
m..w
88$
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-- - 1" 1r n Exist ?n
GRAS' SCALE
ea,;. aQ ro.. rso a?ic, ® = Area of impact
Scale: As Shown Plan View - Impact 2 Figure No.
NWP-39 - Ryan Companies US, Inc.
Checked by: LJB de 0 Ganassi Racing Facility.
Drawn by: JoL Q"WWM Cabarrus County, North Carolina 4
Date: 10.06.03 ENGINEERING • TESTING Job No.: 1357-03-586-C
ENVIRONMENTAL SERVICES
WETLANDS/ 401 GROUP
OCT 2 4 2003
WATER QUALITY SECTION
STORMWATER BMP CALCULATIONS
FOR
RYAN COMPANIES US, INC.
GANASSI RACING FACILITY
CONCORD, NC
October 20, 2003
PREPARED FOR:
Ryan Companies US, Inc.
50 South Tenth St., Ste. 300
Minneapolis, MN 55403-2012
Phone: [phone]
PREPARED BY:
Piedmont Design Associates, P.A.
Suite 104, Westfield Center
125 East Plaza Drive
Mooresville, NC 28115
Phone: [phone]
Fax: [phone]
PIEDMONT DESIGN ASSOCIATES, P.A. Engineering
125 East Plaza Drive, Suite 104 surveying
Mooresville, North Carolina 28115-8812 PL^ning
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 10/17/2003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Water Quality Stormwater Calculations:
Watershed Classification: NIA
Proposed Impervious Cover. 60.00% for DWQ Stormwater Quality
Project Areas: Acres SF
Tract 22.20 966,913
:,
Tract 0.00 0
Existing Site Impervious Areas 0.00 0
Adjusted Site Area 22.20 966,913
Impervious Area on Adjusted site t'°it 60%: 13.32 580,148
Total Impervious Area Allowed (50%AdjSite+Edst): 13.32 580.148
Watershed Area On-site: 19.18 835,481
Watershed Area Off-site: 0.00 0
Total Watershed Area to BMP: 19.18 835,481
Watershed Area Capacity of BMP: 19.18 835,481
Proposed Project Impervious Areas: 13.32 580,148
Balance of Imervious Area Available 0.00 0
Proposed Percentage of Impervious Cover. 60.00% USE 60.00%
Volume of Mean Storm Vm: 0.6035 Acre-Feet 26,289.80 Cubic Feet
Permanent Pool Volume Required: 2.4141 Acre-Feet 105,159.18 Cubic Feet
Permanent Pool Depth: 4.00 Feet
SA/DA Ration From Chart 2.03 For 85% Efficiency
Min. Perm. Pool Surface Area Required: 0.39 16,960 Square Feet From SA/DA Ratio
Actual Perm. Pool Surface Area Provided: 0.46 19,986 Square Feet
Calculate Volume of 1" Storm Using Rv Method:
Vol. of 1" Storm = 0.9430 Acre-Feet 41,078 Cubic Feet

Calculate peak discharge using Rational Equation: 10 0-25 0-50 Q-100
Runoff coefficient "c": 0.7 87.27 96.67 108.75 122.18

Size Orifice For Drawdown of 1" Storm in 2 Days: Using Falling Head Orifice Equation:
Time "C in Seconds 172,800 or 2 Days
Discharge Coefficient "c" 0.6
Reservior Surface Area in SF 19,986
Head in Feet 1.94
Area of Ofifice in SF 0.07
Orifice Diameter in Inches 3.50
Diameter of orifice to use in inches 3 with area of 0.049087385 SF
Resultant Drawdown Time: 235,638 2.73 Days - O.K.
Size Orifice For Draining of Pond in One Day: Using Falling Head Orifice Equation:
Time "r in Seconds 86,400 or 1 Day
Discharge CoefficieM 0.6
Reservior Surface Area in SF 19,986
Head in Feet 4.00
Area of Office in SF 0.19
Orifice Diameter in Inches 5.94
Diameter of orifice to use in inches 6 with area of 0.196349541 SF
Resultant Drawdown Time: 84.559 0.98 Days - O.K.
Length Width Depth
Size Anti-floatation Block for Riser. 3 2 5.94 Precast Concrete Box
Weight of Water Displaced: 4823.29 Pounds
Bouyant Dead Weight of Box: 1814.52 Pounds
Weight of Concrete Required: 3460.08 Pounds (1.15 " Net Uplift Fo(ce)
Volume of Concrete Required: 39.50 Cubic Feet or 1.46 Cubic Yards
Use Concrete Anchor Dim: 6 Feet Long 4 Feet Wide 20 Inches Deep
Volume of Concrete Provided: 40.00 Cubic Feet - O.K. 1.48 Cubic Yards

Design Elevations:
Bottom 696.00
W.S. Elev. 700.00
Top of Riser 701.94
Spillway 706.00
To of Berm 708.00
Ran- Genessi.xl.
PIEDMONT DESIGN ASSOCIATES, P.A. Engineering
125 East Plaza Drive, Suite 104 Surveying
Mooresville, North Carolina 28115-8812 Planning
Telephone [phone] Fax [phone]
BMP WETPOND CALCULATIONS
Job No.: 03-07-06-EC Date: 10/172003
Project: Ganassi Racing Facility
Concord, Cabarrus County, NC
Surface Area to Drainage Area Ratio (SAIDA) for Permanent Pool Sizing
For 85% Pollutant Removal Efficiency
Impervious % 3.0 4.0 5.0 6.0 7.0 8.0 9.0

10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.85 0.70 0.64 0.62
40 1.73 1.43 1.25 1.03 0.90 0.82 0.77
50 2.00 1.73 1.50 1.33 1.09 1.00 0.92
60 2.39 2.03 1.66 1.51 1.29 1.17 1.10
70 2.75 2.27 1.96 1.79 1.48 1.35 1.29
POND CALCULATOR WORK SHEET
Pond Design Constraints:
Required Max. Storage Valence: 41,078 Cablc Fret
Required Normal Pod (NP) or
Proposed Dry Basal - Surface Area: 16,960. square Fier "Note: All Volumes calculated above NP or Base - Elevation
Proposed Pond Geometry: Map Data:
Length to Width Ratio: 2 -to l Odd or Even Contemn:
Side Slope Ratios: 3 to 1 Contour / Height Incsemenb: 1 Fool
The Section Below is for Estimatine Pond Size for Design of Pond
P ¢Cb brlMOM1 ikW ) m
or sx- -<xt -.irl: 0 I 3,.. 4 :...5 6
h MJ Y2 .. Y8 la4 110 11h 122 128
02 1)
- 184 '. 14vJ _ 1% 214 220
Ar
Surface ra arc Fn11
l -W 'A- I J'w F-0
1G w,(i
U.
1 SW
---.
178(3(1
20.411
.-__.
1JS ?O
257
_'.._...
21-32
?4.16
_
205 -- .'6.14A

S,l?I ,H 2pr,.

27, 1ii1t
('vmutari.c V,4- C16K Frc11 0 17.11 X1 37-?aU 58 662 e l V17 1071114 __
I"i4 IN6
klmi- m LYidth .f I=', -rt-- ILO
Mini- 1-gth u( F1w ZU2
Al-vumui 1kDt9-ofr6ad(t-), 2.70 - al Elcvet- 2711
The Section Below in for Determinioe Reemired Storage Elevations aRer Design of Pood
i NP nr 13ase- k7ev_atioa F'a-q 700 7l 7Q-' 703 70 706 7U7 7 7'N
Sur612 <'. r"ca (Square Fart 199H6 .'I 174 4x8x n,177 '77w! '_7:7`+?? ]%x'v to lv;
IMrrmen[al Vdoo.c ((lfiif FM) fi xirt 77 21 7 8 _
--1_W?
?-
- >4 254
- 255 ;U _
2fi,8_ I _
2 ?J': 157 g'r-5np-
CamulatAr Volen.e Cntnc frctl 0 20.57-7 - < 42.351 69,358 0612 X11514_ 14147' 1614aZ 147 F1v,. 227.17%
Rcgolrrd S1oraQe Y'oI- W.bi I lliniroum Sturagr Ekvati.n Point IAyth a[w.e ;VP. or lice.
Fcctl acts a FLrvarionl rl .--
? l" R-ff Volumc m 41,077.81 7011,14
_--
Filename: Ganassi.V.
is) (2S 4S
5R
3P
47
6R
tSubcat Reach on Link Drainage Diagram for Ganassi-BMP
1 ; Prepared by Piedmont Design Associates, P.A. 10/20/03
'! HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Mcrocomputer Systems
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 1
HvdroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Time span=1.00-20.00 hrs, dt=0.01 hrs, 1901 points
Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=3.12"
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-Dev. Drainage
Subcatchment 2S: Post-Dev. Drainage
Tc=19.4 min CN=88 Area=19.180 ac Runoff= 41.68 ds 2.846 of
Tc--4.9 min CN=88 Area=19.180 ac Runoff= 67.25 ds 2.860 of
Pond 3P: Water Quality - Detention - BMP Peak Storage= 132,143 d Inflow= 67.25 ds 2.860 of
Primary= 19.66 ds 1.889 of Secondary= 0.00 ds 0.000 of Outflow= 19.66 ds 1.889 of
Subcatchment 4S: Off-site Drainage from Northeast
Tc=17.9 min CN=73 Area=22.090 ac Runoff= 22.87 ds 1.532 of
Reach 5R: Reach 5 Inflow= 22.87 ds 1.532 of
Length= 40.0' Max Vel= 8.5 fps Capacity-- 100.61 ds Outflo%- 22.85 ds 1.532 of
Reach 6R: Reach 6 Inflow= 42.46 ds 3.421 of
Length= 580.0' Max Vet=-13.2 fps Capacity= 211.72 ds Outflow-- 42.38 ds 3.416 of
Runoff Area = 60.450 ac Volume = 7.238 of Average Depth = 1.44"
Ganassi-BMP 2 YEAR Type // 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 2
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 41.68 cfs (9 12.12 hrs, Volume= 2.846 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt-- 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2= 3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv-- 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Ganassi-BMP 2 YEAR Type I/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 3
HydroCAM 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 10/17/03
Subcatchment 1S: Pre-Dev. Drainage
Hydrograph Plot
[El Runoff
3
0
M
Time (hours),
Ganassi-BMP 2 YEAR Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 4
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 1S: Pre-Dev. Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.01
7.00 0.31 0.00 0.03
7.20 0.32 0.00 0.05
7.40 0.33 0.00 0.07
7.60 0.35 0.00 0.09
7.80 0.36 0.01 0.12
8.00 0.37 0.01 0.14
Time Precip. Excess Runoff
(hours) (inches) (niches) (cfs)
8.20 0.39 0.01 0.17
8.40 0.40 0.01 0.20
8.60 0.42 0.01 0.24
8.80 0.44 0.02 0.29
9.00 0.46 0.02 0.34
9.20 0.48 0.03 0.40
9.40 0.50 0.03 0.45
9.60 0.52 0.04 0.49
9.80 0.54 0.04 0.54
10.00 0.56 0.05 0.62
10.20 0.59 0.06 0.73
10.40 0.62 0.07 0.86
10.60 0.65 0.08 1.01
10.80 0.69 0.10 1.21
11.00 0.73 0.12 1.46
11.20 0.78 0.14 1.78
11.40 0.85 0.17 2.30
11.60 0.96 0.23 3.04
11.80 1.34 0.47 8.19
12.00 2.07 1.02 29.56
12.20 2.18 1.11 35.77
12.40 2.26 1.18 14.92
12.60 2.32 1.23 7.99
12.80 2.37 1.27 5.16
13.00 2.41 1.30 4.01
13.20 2.44 1.33 3.41
13.40 2.48 1.36 3.01
13.60 2.51 1.39 2.71
13.80 2.53 1.41 2.45
14.00 2.56 1.43 2.23
14.20 2.58 1.45 2.03
14.40 2.60 1.47 1.90
14.60 2.62 1.49 1.82
14.80 2.64 1.51 1.75
15.00 2.66 1.52 1.68
15.20 2.68 1.54 1.61
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 1.55 1.54
15.60 2.72 1.57 1.46
15.80 2.73 1.58 1.39
16.00 2.75 1.59 1.32
16.20 2.76 1.61 1.25
16.40 2.77 1.62 1.21
16.60 2.79 1.63 1.18
16.80 2.80 1.64 1.15
17.00 2.81 1.65 1.12
17.20 2.83 1.66 1.10
17.40 2.84 1.68 1.07
17.60 2.85 1.69 1.05
17.80 2.86 1.70 1.02
18.00 2.87 1.71 1.00
18.20 2.88 1.72 0.97
18.40 2.90 1.73 0.94
18.60 2.91 1.73 0.92
18.80 2.92 1.74 0.89
19.00 2.93 1.75 0.87
19.20 2.94 1.76 0.84
19.40 2.94 1.77 0.81
19.60 2.95 1.78 0.79
19.60 2.96 1.78 0.76
20.00 2.97 1.79 0.74
1 2 345 67 891011121314151617181920
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 5
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 2S: Post-Dev. Drainage
Runoff = 67.25 cfs @ 11.96 hrs, Volume= 2.860 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (M) (ft/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2= 3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 150" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Ganassi-BMP 2 YEAR Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 6
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 2S: Post-Dev. Drainage
Hydrograph Plot
67.25 cfs _ FijRunoj
70
1 2 3 4 5 6 7 8 91011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 7
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Subcatchment 2S: Post-Dev. Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.01
6.80 0.30 0.00 0.03
7.00 0.31 0.00 0.05
7.20 0.32 0.00 0.08
7.40 0.33 0.00 0.10
7.60 0.35 0.00 0.12
7.80 0.36 0.01 0.14
8.00 0.37 0.01 0.17
Ganassi-BMP
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
8.20 0.39 0.01 0.20
8.40 0.40 0.01 0.25
8.60 0.42 0.01 0.30
8.80 0.44 0.02 0.35
9.00 0.46 0.02 0.41
9.20 0.48 0.03 0.46
9.40 0.50 0.03 0.50
9.60 0.52 0.04 0.54
9.80 0.54 0.04 0.63
10.00 0.56 0.05 0.73
10.20 0.59 0.06 0.87
10.40 0.62 0.07 1.03
10.60 0.65 0.08 1.22
10.80 0.69 0.10 1.49
11.00 0.73 0.12 1.79
11.20 0.78 0.14 2.33
11.40 0.85 0.17 3.06
11.60 0.96 0.23 6.17
11.80 1.34 0.47 25.42
12.00 2.07 1.02 56.48
12.20 2.18 1.11 8.71
12.40 2.26 1.18 6.38
12.60 2.32 1.23 4.39
12.80 2.37 1.27 3.83
13.00 2.41 1.30 3.32
13.20 2.44 1.33 2.95
13.40 2.48 1.36 2.67
13.60 2.51 1.39 2.40
13.80 2.53 1.41 2.20
14.00 2.56 1.43 2.00
14.20 2.58 1.45 1.88
14.40 2.60 1.47 1.81
14.60 2.62 1.49 1.74
14.80 2.64 1.51 1.67
15.00 2.66 1.52 1.60
15.20 2.68 1.54 1.53
YEAR Type H 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 8
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17103
Pond 3P: Water Quality - Detention - BMP
Inflow = 67.25 cfs @ 11.96 hrs, Volume= 2.860 of
Outflow = 19.66 cis @ 12.07 hrs, Volume= 1.889 af, Atten= 71 %, Lag= 6.9 min
Primary = 19.66 cis @ 12.07 hrs, Volume= 1.889 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 700.00' Storage= 70,818 cf
Peak Elev- 702.82' Storage= 132,143 cf (61,325 of above starting storage)
Plug-Flow detention time= 474.7 min calculated for 0.263 of (9% of inflow)
Storage and wetted areas determined by Prismatic sections
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
696.00 15,486 0 0
697.00 16,573 16,030 16,030
698.00 17,686 17,130 33,159
699.00 18,823 18,255 51,414
700.00 19,986 19,405 70,818
701.00 21,174 20,580 91,398
702.00 22,387 21,781 113,179
703.00 23,625 23,006 136,185
704.00 24,888 24,257 160,441
705.00 - 26,177 25,533 185,974
706.00 27,490 26,834 212,807
707.00 28,829 28,160 240,967
708.00 30,193 29,511 270,478
Primary OutFlow (Free Discharge)
t- Culvert
2=Orifice/Grate
3=Orifice/Grate
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 1.55 1.46
15.60 2.72 1.57 1.38
15.80 2.73 1.58 1.31
16.00 2.75 1.59 1.24
16.20 2.76 1.61 1.20
16.40 2.77 1.62 1.17
16.60 2.79 1.63 1.15
16.80 2.80 1.64 1.12
17.00 2.81 1.65 1.10
17.20 2.83 1.66 1.07
17.40 2.84 1.68 1.04
17.60 2.85 1.69 1.02
17.80 2.86 110 0.99
18.00 2.87 1.71 0.97
18.20 2.88 1.72 0.94
18.40 2.90 1.73 0.92
18.60 2.91 1.73 0.89
18.80 2.92 1.74 0.86
19.00 2.93 1.75 0.84
19.20 2.94 1.76 0.81
19.40 2.94 1.77 0.78
19.60 2.95 1.78 0.76
19.80 2.96 1.78 0.73
20.00 2.97 1.79 0.71
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
Ganassi-BMP
Prepared by Piedmont Design Associates, P.A.
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 2 YEAR Type 1124-hr Rainfall=3.12"
Page 9
10/17/03
# Routing Invert Outlet Devices
1 Primary 696.00' 18.0" x 120.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 694.80' S= 0.0100 'r n=0.013 Cc= 0.900
2 Device 1 700.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 701.94' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Pond 3P: Water Quality - Detention - BMP
Hydrograph Plot
67.25 cfs _ ? Inflow
Outflow
70 ? Primary
l Secondary
60

50.
3 40.
LL 30 19.66 cfs
20-
0.00 cfs .,E,... ? ;
1111111111 . ' i
0 .. 3 E . . , ; .. 1
_io
2 4 6 8 10 1i2 14 16 18 20
Time (hours)
Ganassi-BMP
Prepared by Piedmont Design Associates, P.A.
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 2 YEAR Type 11 24-hr Rainfall=3.12"
Page 10
10/17/03
Pond 3P: Water Quality - Detention - BMP
Stage-Discharge

708
..... .
_ k;
c? =G?
, ? Primary
....
_
'
Brood Crested Reefangular Weir Secondary

?r f
JOR 704
Orifice/Grate
702
- Orifice/Grate
w 700

698
A
-
' Culvert
696
0 20 40 60 80 100
Discharge (cfs)
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 11
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Pond 3P: Water Quality - Detention - BMP
Stage-Area-Storage
Surface etted Area (sq-ft)
5,000 10,000 15,000 20,000 25,000
a>,
0
m
W
Storage (cubic-feet)
Ganassi-BMP
Surface
30,00 Storage
YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 12
HHydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17103
Pond 3P: Water Quality - Detention - BMP
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (ds) (cubic feet) (feet) (cfs) (ds) (ds)
1.00 0.00 70,818 700.00 0.00 0.00 0.00
2.00 0.00 70,818 700.00 0.00 0.00 0.00
3.00 0.00 70,818 700.00 0.00 0.00 0.00
4.00 0.00 70,818 700.00 0.00 0.00 0.00
5.00 0.00 70,818 700.00 0.00 0.00 0.00
6.00 0.00 70,818 700.00 0.00 0.00 0.00
7.00 0.05 70,867 700.00 0.00 0.00 0.00
8.00 0.17 71,256 700.02 0.00 0.00 0.00
9.00 0.41 72,226 700.07 0.01 0.01 0.00
10.00 0.73 74,075 700.16 0.05 0.05 0.00
11.00 1.79 78,010 700.35 0.11 0.11 0.00
12.00 56.48 127,525 702.62 18.22 18.22 0.00
13.00 3.32 117,496 702.19 4.46 4.46 0.00
14.00 2.00 115,356 702.09 2.40 2.40 0.00
15.00 1.60 114,473 702.06 1.75 1.75 0.00
16.00 1.24 113,959 702.03 1.38 1.38 0.00
17.00 1.10 113,652 702.02 1.15 1.15 0.00
18.00 0.97 113,468 702.01 1.02 1.02 0.00
19.00 0.84 113,291 702.00 0.89 0.89 0.00
20.00 0.71 113,099 702.00 0.77 0.77 0.00
0 100,000 200,000
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 13
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
696.00 0.00 0.00 0.00
696.15 0.00 0.00 0.00
696.30 0.00 0.00 0.00
696.45 0.00 0.00 0.00
696.60 0.00 0.00 0.00
696.75 0.00 0.00 0.00
696.90 0.00 0.00 0.00
697.05 0.00 0.00 0.00
697.20 0.00 0.00 0.00
697.35 0.00 0.00 0.00
697.50 0.00 0.00 0.00
697.65 0.00 0.00 0.00
697.80 0.00 0.00 0.00
697.95 0.00 0.00 0.00
698.10 0.00 0.00 0.00
698.25 0.00 0.00 0.00
698.40 0.00 0.00 0.00
698.55 0.00 0.00 0.00
698.70 0.00 0.00 0.00
698.85 0.00 0.00 0.00
699.00 0.00 0.00 0.00
699.15 0.00 0.00 0.00
699.30 0.00 0.00 0.00
699.45 0.00 0.00 0.00
699.60 0.00 0.00 0.00
699.75 0.00 0.00 0.00
699.90 0.00 0.00 0.00
700.05 0.01 0.01 0.00
700.20 0.06 0.06 0.00
700.35 0.11 0.11 0.00
700.50 0.14 0.14 0.00
700.65 0.17 0.17 0.00
700.80 0.19 0.19 0.00
700.95 0.21 0.21 0.00
701.10 0.23 0.23 0.00
701.25 0.25 0.25 0.00
Pond 3P: Water Quality - Detention - BMP
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
701.40 0.27 0.27 0.00
701.55 0.26 0.28 0.00
701.70 0.30 0.30 0.00
701.85 0.31 0.31 0.00
702.00 0.80 0.80 0.00
702.15 3.48 3.48 0.00
702.30 7.41 7.41 0.00
702.45 12.27 12.27 0.00
702.60 17.91 17.91 0.00
702.75 19.55 19.55 0.00
702.90 19.77 19.77 0.00
703.05 20.00 20.00 0.00
703.20 20.22 20.22 0.00
703.35 20.44 20.44 0.00
703.50 20.65 20.65 0.00
703.65 20.87 20.87 0.00
703.80 21.08 21.08 0.00
703.95 21.29 21.29 0.00
704.10 21.50 21.50 0.00
704.25 21.70 21.70 0.00
704.40 21.91 21.91 0.00
704.55 22.11 22.11 0.00
704.70 22.31 22.31 0.00
704.85 22.51 22.51 0.00
705.00 22.70 22.70 0.00
705.15 22.90 22.90 0.00
705.30 23.09 23.09 0.00
705.45 23.28 23.26 0.00
705.60 23.47 23.47 0.00
705.75 23.66 23.66 0.00
705.90 23.85 23.85 0.00
706.05 24.31 24.03 0.28
706.20 26.45 24.22 2.23
706.35 29.67 24.40 5.26
706.50 33.88 24.58 9.30
706.65 38.90 24.76 14.14
Elevation Discharge Primary Secondary
(feet) (cfs) (CIS) (cfs)
706.80 44.19 24.94 19.25
706.95 49.96 25.12 24.84
707.10 56.27 25.30 30.98
707.25 62.99 25.47 37.52
707.40 69.87 25.64 44.23
707.55 76.91 25.82 51.09
707.70 84.50 25.99 58.52
707.85 92.59 26.16 66.43
708.00 101.00 26.33 74.67
Ganassi-BMP 2 YEAR Type H 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 14
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Pond 3P: Water Quality - Detention - BMP
Elevation Surface Storage
(feet) (sg-ft) (cubic-feet)
696.00 15,486 0
696.15 15,649 2,404
696.30 15,812 4,809
696.45 15,975 7,213
696.60 16,138 9,618
696.75 16,301 12,022
696.90 16,464 14,427
697.05 16,629 16,886
697.20 16,796 19,455
697.35 16,963 22,025
697.50 17,129 24,594
697.65 17,296 27,164
697.80 17,463 29,733
697.95 17,630 32,303
698.10 17,800 34,984
698.25 17,970 37,723
698.40 18,141 40,461
698.55 18,311 43,199
698.70 18,482 45,937
698.85 18,652 48,675
699.00 18,823 51,413
699.15 18,997 54,324
699.30 19,172 57,235
699.45 - 19,346 60,146
699.60 19,521 63,056
699.75 19,695 65,967
699.90 19,870 68,878
700.05 20.045 71,847
700.20 20,224 74,934
70025 20,402 78,021
700.50 20,580 81,108
700.65 20,758 84,195
700.80 20.936 87,282
700.95 21,115 90,369
701.10 21,295 93,576
701.25 21,477 96,843
Elevation Surface storage
(feet) (sq-ft) (cubic-feet)
701.40 21,659 100,110
701.55 21,841 103,377
701.70 22,023 106,644
701.85 22,205 109,911
702.00 22,387 113,178
702.15 22,573 116,629
702.30 22,758 120,080
702.45 22,944 123,531
702.60 23,130 126,982
702.75 23,315 130,433
702.90 23,501 133,884
703.05 23,688 137,397
703.20 23,878 141,036
703.35 24,067 144,674
703.50 24,256 148,313
703.65 24,446 151,951
703.80 24,635 155,590
703.95 24,825 159,228
704.10 25,017 162,994
704.25 25,210 166,824
704AO 25,404 170,654
704.55 25,597 174,484
704.70 25,790 178,314
704.85 25,984 182,144
705.00 26,177 185,973
705.15 26,374 189,999
705.30 26,571 194,024
705.45 26,768 198,049
705.60 26,965 202,074
705.75 27,162 206,099
705.90 27,359 210,124
706.05 27,557 214,215
706.20 27,758 218,439
706.35 27,959 222,663
706.50 28,159 226,887
706.65 28,360 231,111
Elevation Surface Storage
(feet) (sq-ft) (cubiafeet)
706.80 28,561 235,335
706.95 28,762 239,559
707.10 28,965 243,918
707.25 29,170 248,344
707.40 29,375 252,771
707.55 29,579 257,198
707.70 29,784 261,624
707.85 29,988 266,051
708.00 30,193 270,477
Ganassi-BMP 2 YEAR Type II 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 15
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 22.87 cfs @ 12.11 hrs, Volume= 1.532 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=3.12"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f fsec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Ganassi-BMP 2 YEAR Type Il 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 16
HydroCAD® 6.00 s/n 000898 ©1986.2001 Applied Microcomputer Systems 10/17/03
Subcatchment 4S: Off-site Drainage from Northeast
Hydrograph Plot
2
2
N
v 1
3
0
a: 1
119 Runoff
1 2 345 67 891011121314151617181920
Time (hours)
Ganassi-BMP 2 YEAR Type /l 24-hr Rainf611=3.12"
Prepared by Piedmont Design Associates, P.A. Page 17
HydroCAD R) 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Time Precip. Excess Runoff
(hours) (inches) (inches) (cis)
1.00 0.03 0.00 0.00
1.20 0.04 0.00 0.00
1.40 0.05 0.00 0.00
1.60 0.05 0.00 0.00
1.80 0.06 0.00 0.00
2.00 0.07 0.00 0.00
2.20 0.08 0.00 0.00
2.40 0.08 0.00 0.00
2.60 0.09 0.00 0.00
2.80 0.10 0.00 0.00
3.00 0.11 0.00 0.00
3.20 0.12 0.00 0.00
3.40 0.12 0.00 0.00
3.60 0.13 0.00 0.00
3.80 0.14 0.00 0.00
4.00 0.15 0.00 0.00
4.20 0.16 0.00 0.00
4.40 0.17 0.00 0.00
4.60 0.18 0.00 0.00
4.80 0.19 0.00 0.00
5.00 0.20 0.00 0.00
5.20 0.21 0.00 0.00
5.40 0.22 0.00 0.00
5.60 0.23 0.00 0.00
5.80 0.24 0.00 0.00
6.00 0.25 0.00 0.00
6.20 0.26 0.00 0.00
6.40 0.27 0.00 0.00
6.60 0.28 0.00 0.00
6.80 0.30 0.00 0.00
7.00 0.31 0.00 0.00
7.20 0.32 0.00 0.00
7.40 0.33 0.00 0.00
7.60 0.35 0.00 0.00
7.80 0.36 0.00 0.00
8.00 0.37 0.00 0.00
Subcatchment 4S: Off-site Drainage from Northeast
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
8.20 0.39 0.00 0.00
8.40 0.40 0.00 0.00
8.60 0.42 0.00 0.00
8.80 0.44 0.00 0.00
9.00 0.46 0.00 0.00
9.20 0.48 0.00 0.00
9.40 0.50 0.00 0.00
9.60 0.52 0.00 0.00
9.80 0.54 0.00 0.00
10.00 0.56 0.00 0.00
10.20 0.59 0.00 0.00
10.40 0.62 0.00 0.00
10.60 0.65 0.00 0.00
10.80 0.69 0.00 0.00
11.00 0.73 0.00 0.00
11.20 0.78 0.00 0.01
11.40 0.85 0.00 0.10
11.60 0.96 0.01 0.35
11.80 1.34 0.08 2.16
12.00 2.07 0.35 14.44
12.20 2.18 0.40 19.17
12.40 2.26 0.44 8.24
12.60 2.32 0.47 4.84
12.80 2.37 0.50 3.34
13.00 2.41 0.52 2.73
13.20 2.44 0.54 2.38
13.40 2.48 0.56 2.13
13.60 2.51 0.57 1.93
13.80 2.53 0.59 1.76
14.00 2.56 0.60 1.61
14.20 2.58 0.61 1.48
14.40 2.60 0.62 1.40
14.60 2.62 0.64 1.34
14.80 2.64 0.65 1.30
15.00 2.66 0.66 1.25
15.20 2.68 0.67 1.20
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
15.40 2.70 0.68 1.15
15.60 2.72 0.69 1.10
15.80 2.73 0.70 1.05
16.00 2.75 0.71 1.00
16.20 2.76 0.71 0.95
16.40 2.77 0.72 0.92
16.60 2.79 0.73 0.90
16.80 2.80 0.74 0.88
17.00 2.81 0.74 0.86
17.20 2.83 0.75 0.85
17.40 2.84 0.76 0.83
17.60 2.85 0.77 0.81
17.80 2.86 0.77 0.79
18.00 2.87 0.78 0.77
18.20 2.88 0.79 0.76
18.40 2.90 0.79 0.74
18.60 2.91 0.80 0.72
18.80 2.92 0.81 0.70
19.00 2.93 0.81 0.68
19.20 2.94 0.82 0.66
19.40 2.94 0.82 0.64
19.60 2.95 0.83 0.62
19.80 2.96 0.83 0.60
20.00 2.97 0.84 0.58
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 18
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 5R: Reach 5
[521 Hint: Inlet conditions not evaluated
Inflow = 22.87 cfs @ 12.11 hrs, Volume= 1.532 of
Outflow = 22.85 cfs @ 12.12 hrs, Volume= 1.532 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.5 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.13'
Capacity at bank full= 100.61 cfs
Inlet Invert= 683.00', Outlet Invert= 682.60-
42.0" Diameter Pipe n=0.013 Length= 40.0' Slope=0.0100'f
Reach 5R: Reach 5
Hydrograph Plot
22.85 Cfs
4
15
3
u 10
20
1 2 3 4 5 6 7 8 9 1011121314
Time (hours)
Inflow
Outflow
17181920
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 19
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 5R: Reach 5
Stage-Discharge
I [a Primary d
,m
t
CL
m
0
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 20
_HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 5R: Reach 5
Stage-Storage
I EM Storage
m
CL
m
0
0 20 40 60 80 100
Discharge (cfs)
0 100 200 300
Storage (cubic-feet)
Ganassi-BMP 2 YEAR Type 1124-hr Rainfal1=3.12"
Prepared by Piedmont Design Associates, P.A. Page 21
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Time
(hours) Inflow
(ds) Storage Elevation
(cubic-feet) (feet) Outflow
Ids)
1.00 0.00 0 683.00 0.00
1.50 0.00 0 683.00 0.00
2.00 0.00 0 683.00 0.00
2.50 0.00 0 683.00 0.00
3.00 0.00 0 683.00 0.00
3.50 0.00 0 683.00 0.00
4.00 0.00 0 683.00 0.00
4.50 0.00 0 683.00 0.00
5.00 0.00 0 683.00 0.00
5.50 0.00 0 683.00 0.00
6.00 0.00 0 683.00 0.00
6.50 0.00 0 683.00 0.00
7.00 0.00 0 683.00 0.00
7.50 0.00 0 683.00 0.00
8.00 0.00 0 683.00 0.00
8.50 0.00 0 683.00 0.00
9.00 0.00 0 683.00 0.00
9.50 0.00 0 683.00 0.00
10.00 0.00 0 683.00 0.00
10.50 0.00 0 683.00 0.00
11.00 0.00 0 683.00 0.00
11.50 0.20 4 683.11 0.20
12.00 14.44 77 683.89 14.17
12.50 6.15 43 683.59 6.19
13.00 2.73 24 683.40 2.74
13.50 2.03 20 683.34 2.03
14.00 1.61 17 683.31 1.61
14.50 1.37 15 683.29 1.37
15.00 1.25 14 683.27 1.25
15.50 1.13 13 683.26 1.13
16.00 1.00 12 683.25 1.00
16.50 0.91 11 683.23 0.91
17.00 0.86 11 683.23 0.86
17.50 0.82 10 683.22 0.82
18.00 0.77 10 683.22 0.77
18.50 0.73 10 683.21 0.73
Reach 5R: Reach 5
Time Inflow Storage Elevation Outflow
(hours) (ds) (cubic-feet) (feet) (cfs)
19.00 0.68 9 683.20 0.68
19.50 0.63 9 683.20 0.63
20.00 0.58 8 683.19 0.58
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 22
HydroCADO 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03

Elevation
(feet)
Discharge
(CIS)
Elevation
(feet)
Discharge
(ds)
Elevation
(feet) Reach 5R
Discharge
(ds) : Reach 5
Elevation
(feet)
Discharge
(ds)
Elevation
(feet)
Discharge
(ds)
683.00 0.00 683.72 9.33 684.44 35.69 685.16 70.54 685.88 100.96
683.02 0.00 683.74 9.86 684.46 36.59 685.18 71.52 685.90 101.57
683.04 0.02 683.76 10.40 684.48 37.50 685.20 72.49 685.92 102.16
683.06 0.05 683.78 10.96 684.50 38.42 685.22 73.46 685.94 102.73
683.08 0.09 683.80 11.53 684.52 39.34 685.24 74.42 685.96 103.28
683.10 0.15 683.82 12.11 684.54 40.27 685.26 75.38 685.98 103.80
683.12 0.22 683.84 12.71 684.56 41.20 685.28 76.34 686.00 104.30
683.14 0.30 683.86 13.32 684.58 42.14 685.30 77.29 686.02 104.78
683.16 0.40 683.88 13.94 684.60 43.09 685.32 78.24 686.04 105.24
683.18 0.51 683.90 14.57 684.62 44.04 685.34 79.18 686.06 105.66
683.20 0.64 683.92 15.22 684.64 44.99 685.36 80.11 686.08 106.06
683.22 0.79 683.94 15.88 684.66 45.95 685.38 81.04 686.10 106.43
683.24 0.95 683.96 16.55 684.68 46.91 685.40 81.96 686.12 106.78
683.26 1.12 683.98 17.23 684.70 47.87 685.42 82.88 686.14 107.09
683.28 1.31 684.00 17.92 684.72 48.84 685.44 83.78 686.16 107.36
683.30 1.52 684.02 18.63 68434 49.82 685.46 84.68 686.18 107.61
683.32 1.74 684.04 19.34 684.76 50.79 685.48 85.57 686.20 107.81
683.34 1.98 684.06 20.07 684.78 51.77 685.50 86.46 686.22 107.98
683.36 2.23 684.08 20.80 684.80 52.75 685.52 87.33 686.24 108.11
683.38 2.50 684.10 21.55 684.82 53.74 685.54 88.19 686.26 108.19
683.40 2.78 664.12 22.31 684.84 54.72 685.56 89.04 686.28 108.23
683.42 3.08 684.14 23.08 684.86 55.71 685.58 89.89 686.30 108.21
683.44 3.39 684.16 23.86 684.88 56.70 685.60 90.72 686.32 108.13
683.46 - 3.72 684.18 24.65 684.90 57.69 685.62 91.54 686.34 108.00
683.48 4.06 684.20 25.44 684.92 58.68 685.64 92.35 686.36 107.79
683.50 4.42 684.22 26.25 684.94 59.67 685.66 93.15 686.38 107.50
683.52 4.79 684.24 27.07 684.96 60.66 685.68 93.93 686.40 107.12
683.54 5.18 684.26 27.89 684.98 61.66 685.70 94.70 686.42 106.62
683.56 5.59 684.28 28.73 685.00 62.65 685.72 95.46 686.44 105.97
683.58 6.00 684.30 29.57 685.02 63.64 685.74 96.20 686.46 105.10
683.60 6.44 684.32 30.42 685.04 64.63 685.76 96.93 686.48 103.85
683.62 6.88 684.34 31.28 685.06 65.62 685.78 97.65 686.50 100.61
683.64 7.34 684.36 32.15 685.08 66.61 685.80 98.34
683.66 7.82 684.38 33.02 685.10 67.59 685.82 99.02
683.68 8.31 684.40 33.90 685.12 68.58 685.84 99.69
683.70 8.81 684.42 34.79 685.14 69.56 685.86 100.33
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 23
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17103
Elevation Storage
(feet) (cubic-feet)
683.00 0
683.02 0
683.04 1
683.06 1
683.08 2
683.10 3
683.12 4
683.14 5
683.16 6
683.18 8
683.20 9
683.22 10
683.24 11
683.26 13
683.28 14
683.30 16
683.32 18
683.34 19
683.36 21
683.38 23
683.40 24
683.42 26
683.44 28
683.46 30
683.48 32
683.50 34
683.52 36
683.54 38
683.56 40
683.58 42
683.60 44
683.62 46
683.64 48
683.66 50
683.68 53
683.70 55
Elevation Storage
(feet) (cubic-feet)
683.72 57
683.74 59
683.76 62
683.78 64
683.80 66
683.82 69
683.84 71
683.86 73
683.88 76
683.90 78
683.92 81
683.94 83
683.96 86
683.98 88
684.00 91
684.02 93
684.04 96
684.06 98
684.08 101
684.10 104
684.12 106
684.14 109
684.16 111
684.18 114
684.20 117
684.22 119
684.24 122
684.26 125
684.28 127
684.30 130
684.32 133
684.34 136
684.36 138
684.38 141
684.40 144
684.42 146
Reach 5R: Reach 5
Elevation Storage
(feet) (cubic-feet)
684.44 149
684.46 152
684.48 155
684.50 158
684.52 160
684.54 163
684.56 166
684.58 169
684.60 171
684.62 174
684.64 177
684.66 180
684.68 183
684.70 185
684.72 188
684.74 191
684.76 194
684.78 197
684.80 199
684.82 202
684.84 205
684.86 208
684.88 211
684.90 213
684.92 216
684.94 219
684.96 222
684.98 225
685.00 227
685.02 230
685.04 233
685.06 236
685.08 238
685.10 241
685.12 244
685.14 247
Elevation Storage
(feet) (cubic-feet)
685.16 249
685.18 252
685.20 255
685.22 257
685.24 260
685.26 263
685.28 265
685.30 268
685.32 271
685.34 273
685.36 276
685.38 279
685.40 281
685.42 284
685.44 286
685.46 289
685.48 292
685.50 294
685.52 297
685.54 299
685.56 302
685.58 304
685.60 307
685.62 309
685.64 311
685.66 314
685.68 316
685.70 319
685.72 321
685.74 323
685.76 326
685.78 328
685.80 330
685.82 332
685.84 334
685.86 337
Elevation Storage
(feet) (cubic-feet)
685.88 339
685.90 341
685.92 343
685.94 345
685.96 347
685.98 349
686.00 351
686.02 353
686.04 355
686.06 357
686.08 359
686.10 360
686.12 362
686.14 364
686.16 366
686.18 367
686.20 369
686.22 370
686.24 372
686.26 373
686.28 375
686.30 376
686.32 377
686.34 379
686.36 380
686.38 381
686.40 382
686.42 383
686.44 383
686.46 384
686.48 385
686.50 385
Ganassi-BMP 2 YEAR Type 11 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 24
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 6R: Reach 6
[52] Hint: Inlet conditions not evaluated
[62] Warning: Submerged 23% of Reach 5R inlet
Inflow = 42.46 cfs @ 12.12 hrs, Volume= 3.421 of
Outflow = 42.38 cfs @ 12.14 hrs, Volume= 3.416 af, Atten= 0%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity=13.2 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 4.6 fps, Avg. Travel Time= 2.1 min
Peak Depth= 1.21'
Capacity at bank full= 211.72 cis
Inlet Invert= 682.60', Outlet Invert-- 670.00'
48.0" Diameter Pipe n=0.013 Length= 580.0' Slope=0.02177
Reach 6R: Reach 6
Inflow
a Outflow

Time (hours)
1 2 3 4 5 6 7 8 9 1011121314151617181920
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 25
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 6R: Reach 6
Stage-Discharge
I El Primary d
CL
m
0
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 26
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Reach 6R: Reach 6
Stage-Storage
I EM Storage
m
v
CL
W
a
0 50 100 150 200
Discharge (cfs)
0 2,000 4,000 6,000
Storage (cubic-feet)
Ganassi-BMP 2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 27
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Time Inflow Storage Elevation Outflow
(hours) (cfs) (cubic-feet) (feet) (ds)
1.00 0.00 0 682.60 0.00
1.50 0.00 0 682.60 0.00
2.00 0.00 0 682.60 0.00
2.50 0.00 0 682.60 0.00
3.00 0.00 0 682.60 0.00
3.50 0.00 0 682.60 0.00
4.00 0.00 0 682.60 0.00
4.50 0.00 0 682.60 0.00
5.00 0.00 0 682.60 0.00
5.50 0.00 0 682.60 0.00
6.00 0.00 0 682.60 0.00
6.50 0.00 0 682.60 0.00
7.00 0.00 0 682.60 0.00
7.50 0.00 0 682.60 0.00
8.00 0.00 1 682.60 0.00
8.50 0.01 2 682.61 0.01
9.00 0.01 4 682.61 0.01
9.50 0.02 8 682.63 0.02
10.00 0.05 15 682.64 0.04
10.50 0.08 20 682.65 0.07
11.00 0.11 28 682.67 0.11
11.50 0.35 59 682.71 0.29
12.00 32.39 1,428 683.60 24.45
12.50 15.38 927 683.34 16.29
13.00 7.20 538 683.11 7.38
13.50 5.07 420 683.03 5.15
14.00 4.02 356 682.98 4.07
14.50 3.36 314 682.95 3.39
15.00 3.00 290 682.93 3.02
15.50 2.69 269 682.92 2.71
16.00 2.38 246 682.90 2.40
16.50 2.15 229 682.88 2.16
17.00 2.02 220 682.88 2.02
17.50 1.90 211 682.87 1.91
18.00 1.79 202 682.86 1.80
18.50 1.68 193 682.85 1.69
Reach 6R: Reach 6
Time Inflow Storage Elevation Outflow
(-hours) (ds) (cubic-feet) (feet) (ds)
19.00 1.57 184 682.84 1.57
19.50 1.45 175 682.84 1.46
20.00 1.35 166 682.83 1.36
Ganassi-BMP 2 YEAR Type l/ 24-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 28
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 6R: Reach 6
Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds) Elevation
(feet) Discharge
(ds)
682.60 0.00 683.32 14.96 684.04 58.70 684.76 120.36 685.48 183.77
682.62 0.01 683.34 15.82 684.06 60.23 684.78 122.18 685.50 185.36
682.64 0.03 683.36 16.71 684.08 61.78 684.80 124.01 685.52 186.93
682.66 0.08 683.38 17.61 684.10 63.34 684.82 125.83 685.54 188.49
682.68 0.14 683.40 18.54 684.12 64.92 684.84 127.66 685.56 190.03
682.70 0.23 683.42 19.49 684.14 66.51 684.86 129.48 685.58 191.56
682.72 0.34 683.44 20.46 684.16 68.11 684.88 131.31 685.60 193.06
682.74 0.47 683.46 21.46 684.18 69.72 684.90 133.14 685.62 194.55
682.76 0.63 683.48 22.47 684.20 71.35 684.92 134.96 685.64 196.01
682.78 0.81 683.50 23.51 684.22 72.98 684.94 136.78 685.66 197.46
682.80 1.02 683.52 24.56 684.24 74.63 684.96 138.61 685.68 198.88
682.82 1.25 683.54 25.64 684.26 76.29 684.98 140.42 685.70 200.29
682.84 1.50 683.56 26.74 684.28 77.96 685.00 142.24 685.72 201.67
682.86 1.78 683.58 27.86 684.30 79.64 685.02 144.05 685.74 203.02
682.88 2.08 683.60 29.00 684.32 81.33 685.04 145.86 685.76 204.36
682.90 2.41 683.62 30.16 684.34 83.03 685.06 147.67 685.78 205.66
682.92 2.76 683.64 31.34 684.36 84.74 685.08 149.47 685.80 206.95
682.94 3.14 683.66 32.54 684.38 86.46 685.10 151.26 685.82 208.20
682.96 3.54 683.68 33.76 684.40 88.19 685.12 153.05 685.84 209.43
682.98 3.97 683.70 35.00 684.42 89.92 685.14 154.83 685.86 210.63
683.00 4.42 683.72 36.25 684.44 91.67 685.16 156.61 685.88 211.80
683.02 4.90 683.74 37.53 684.46 93.42 685.18 158.38 685.90 212.94
683.04 5.40 683.76 38.82 684.48 95.18 685.20 160.14 685.92 214.05
683.06 - 5.92 683.78 40.13 684.50 96.94 685.22 161.90 685.94 215.13
683.08 6.48 683.80 41.46 684.52 98.71 685.24 163.65 685.96 216.18
683.10 7.05 683.82 42.81 684.54 100.49 685.26 165.38 685.98 217.19
683.12 7.65 683.84 44.17 684.56 102.27 685.28 167.11 686.00 218.16
683.14 8.27 683.86 45.55 684.58 104.06 685.30 168.83 686.02 219.10
683.16 8.92 683.88 46.95 684.60 105.86 685.32 170.54 686.04 220.00
683:18 9.60 683.90 48.36 684.62 107.66 685.34 172.24 686.06 220.86
683.20 10.29 683.92 49.79 684.64 109.46 685.36 173.92 686.08 221.68
683.22 11.01 683.94 51.24 684.66 111.27 685.38 175.60 686.10 222.46
683.24 11.76 683.96 52.70 684.68 113.08 685.40 177.26 686.12 223.19
683.26 12.52 683.98 54.18 684.70 114.90 685.42 178.91 686.14 223.88
683.28 13.31 684.00 55.67 684.72 116.71 685.44 180.54 686.16 224.52
683.30 14.13 684.02 57.18 684.74 118.53 685.46 182.16 686.18 225.11
Elevation Discharge
(feet) (ds)
686.20 225.65
686.22 226.13
686.24 226.56
686.26 226.93
686.28 227.23
686.30 227.47
686.32 227.64
686.34 227.73
686.36 227.74
686.38 227.66
686.40 227.49
686.42 227.22
686.44 226.83
686.46 226.31
686.48 225.64
686.50 224.79
686.52 223.72
686.54 222.37
686.56 220.60
686.58 218.11
686.60 211.72
Ganassi-BMP
2 YEAR Type 1124-hr Rainfall=3.12"
Prepared by Piedmont Design Associates, P.A. Page 29
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117103
Reach 6R: Reach 6
Elevation Storage
(feet) (cubic-feel)
682.60 0
682.65 17
682.70 49
682.75 89
682.80 136
682.85 190
682.90 248
682.95 312
683.00 379
683.05 451
683.10 526
683.15 604
683.20 686
683.25 770
683.30 857
683.35 946
683.40 1,038
683.45 1,132
683.50 1,227
683.55 1,325
683.60 1,425
683.65 1,526
683.70 1,629
683.75 1,733
683.80 1,839
683.85 1,946
683.90 2,054
683.95 2,163
684.00 2,273
684.05 2,385
684.10 2,496
684.15 2,609
684.20 2,722
684.25 2,836
684.30 2,951
684.35 3,066
Elevation Storage
(feet) (cubic-feet)
684.40 3,181
684.45 3,297
684.50 3,412
684.55 3,528
684.60 3,644
684.65 3,760
664.70 3,876
684.75 3,992
684.80 4,107
684.85 4,223
684.90 4,338
684.95 4,452
685.00 4,566
685.05 4,679
685.10 4,792
685.15 4,904
685.20 5,015
685.25 5,125
685.30 5,234
685.35 5,343
685.40 5,449
685.45 5,555
685.50 5,659
685.55 5,762
685.60 5,864
685.65 5,963
665.70 6,061
685.75 6,157
685.80 6,251
685.85 6,342
685.90 6,432
685.95 6,519
686.00 6,603
686.05 6,684
686.10 6,763
686.15 6,838
Elevation Storage
(feet) (cubic-feet)
686.20 6,909
686.25 6,977
686.30 7,040
686.35 7,099
686.40 7,152
686.45 7,200
686.50 7,240
686.55 7,271
686.60 7,288
Ganassi-BMP 10 YEAR Type// 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 30
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 74.08 cfs @ 12.11 hrs, Volume= 5.185 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) - (f lft) (fl/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 10 YEAR Type 11 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 31
HydroCADS 600 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (fVft) (111/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 117.60 cfs @ 11.96 hrs, Volume= 5.207 of
Outflow = 22.58 cfs @ 12.11 hrs, Volume= 4.221 af, Atten= 81 %, Lag= 8.9 min
Primary = 22.58 cfs @ 12.11 hrs, Volume= 4.221 of
Secondary = 0.00 cis @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 700.00' Storage= 70,818 ef
Peak Elev= 704.91' Storage= 183,661 cf (112,843 cf above starting storage)
Plug-Flow detention time= 189.5 min calculated for 2.594 of (50% of inflow)
Storage and wetted areas determined by Prismatic sections
Ganassi-BMP 10 YEAR Type 11 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 32
HydroCADO 6.00 s/n 000898 ©19862001 Applied Microcomputer Systems 10/17/03
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
696.00 15,486 0 0
697.00 16,573 16,030 16,030
698.00 17,686 17,130 33,159
699.00 18,823 18,255 51,414
700.00 19,986 19,405 70,818
701.00 21,174 20,580 91,398
702.00 22,387 21,781 113,179
703.00 23,625 23,006 136,185
704.00 24,888 24,257 160,441
705.00 26,177 25,533 185,974
706.00 27,490 26,834 212,807
707.00 28,829 28,160 240,967
708.00 30,193 29,511 270,478
Primary OutFlow (Free Discharge)
t-Culvert
2=Orifice/Grate
3=Orifice/Grate
2econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
# Routing Invert Outlet Devices
1 Primary 696.00' 18.0" x 120.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 694.80' S=0.01007 n=0.013 Cc= 0.900
2 Device 1 700.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 701.94' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Ganassi-BMP 10 YEAR Type 1124-hrRainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 33
HydroCADO 6.00 s/n 000898 ©19862001 Applied Microcomputer Systems 10/17/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 55.18 cfs @ 12.11 hrs, Volume= 3.562 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=4.80"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftfsec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: Reach 5
Inflow = 55.18 cfs @ 12.11 hrs, Volume= 3.562 of
Outflow = 55.13 cfs @ 12.11 hrs, Volume= 3.562 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max Velocity= 10.7 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.2 fps, Avg. Travel Time= 0.2 min
Peak Depth= 1.85'
Capacity at bank full= 100.61 cfs
Inlet Invert= 683.00', Outlet Invert= 682.60'
42.0" Diameter Pipe n=0.013 Length= 40.0' Slope=0.0100',r
Ganassi-BMP 10 YEAR Type 11 24-hr Rainfall=4.80"
Prepared by Piedmont Design Associates, P.A. Page 34
HydroCADS 6.00 s/n 000898 © 1986-2001 Applied Microcomputer Systems 10/17/03
Reach 6R: Reach 6
Inflow = 77.72 cfs @ 12.11 hrs, Volume= 7.782 of
Outflow = 77.59 cfs @ 12.13 hrs, Volume= 7.775 af, Atten= 0%, Lag=1.1 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 15.5 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.4 fps, Avg. Travel Time= 1.8 min
Peak Depth= 1.68'
Capacity at bank full= 211.72 cfs
Inlet Invert= 682.60', Outlet Invert= 670.00'
48.0" Diameter Pipe n=0.013 Length= 580.0' Slope=0.0217','
Ganassi-BMP 50 YEAR Type 1124-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 35
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment IS: Pre-Dev. Drainage
Runoff = 106.52 cis @ 12.11 hrs, Volume= 7.614 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type 1124-hr Rainfall=6.48"
Area (ac) CN Descriotion
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.17
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 167.74 cfs @ 11.96 hrs, Volume= 7.645 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.48"
Area (ac) CN Descriation
19.180 88 Urban industrial, 720/6 imp, HSG B
Ganassi-BMP 50 YEAR Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 36
HydroCAD® 6.00 s/n 000898 ©1986-2001 Applied MWocomputer Systems 10/17/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 150 Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 30.0" Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 167.74 cis @ 11.96 hrs, Volume= 7.645 of
Outflow = 39.30 cis @ 12.09 hrs, Volume= 6.644 af, Atten= 77%, Lag= 7.8 min
Primary = 24.78 efs @ 12.09 hrs, Volume= 6.357 of
Secondary = 14.53 cis @ 12.09 hrs, Volume= 0.287 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 700.00' Storage= 70,818 cf
Peak Elev= 706.66' Storage= 231,446 cf (160,628 cf above starting storage)
Plug-Flow detention time= 166.9 min calculated for 5.018 of (66% of inflow)
Storage and wetted areas determined by Prismatic sections
Ganassi-BMP 50 YEAR Type 1124-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 37
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
696.00 15,486 0 0
697.00 16,573 16,030 16,030
698.00 17,686 17,130 33,159
699.00 18,823 18,255 51,414
700.00 19,986 19,405 70,818
701.00 21,174 20,580 91,398
702.00 22,387 21,781 113,179
703.00 23,625 23,006 136,185
704.00 24,888 24,257 160,441
705.00 26,177 25,533 185,974
706.00 27,490 26,834 212,807
707.00 28,829 28,160 240,967
708.00 30,193 29,511 270,478
Primary OutFlow (Free Discharge)
tJCulvert
2=0rifice/Grate
3=06fice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
# Routing Invert Outlet Devices
1 Primary 696.00' 18.0" x 120.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 694.80' S=0.0100'/' n=0.013 Cc= 0.900
2 Device 1 700.00' 3.0" Vert. Orifice/Grate C=0.600
3 Device 1 701.94' 2.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Ganassi-BMP 50 YEAR Type /l 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 38
HydroCAD® 6.00 s/n 000898 ®1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 91.35 cfs @ 12.11 hrs, Volume= 5.908 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.48"
Area (ac) CN Description
22.090 73 Woods/grass comb., Poor, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f isec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2= 3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv-- 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: Reach 5
Inflow = 91.35 cfs @ 12.11 hrs, Volume= 5.908 of
Outflow = 91.29 cfs @ 12.11 hrs, Volume= 5.908 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt- 0.01 hrs
Max. Velocity-- 11.8 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.6 fps, Avg. Travel Time= 0.1 min
Peak Depth= 2.61'
Capacity at bank full= 100.61 cfs
Inlet Invert= 683.00', Outlet Invert= 682.60'
42.0" Diameter Pipe n=0.013 Length= 40.0' Slope=0.0100'r
Ganassi-BMP 50 YEAR Type 11 24-hr Rainfall=6.48"
Prepared by Piedmont Design Associates, P.A. Page 39
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Reach 6R: Reach 6
Inflow = 130.28 cfs @ 12.10 hrs, Volume= 12.552 of
Outflow = 130.11 cfs @ 12.12 hrs, Volume= 12.542 af, Atten= 0%, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.7 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 6.1 fps, Avg. Travel Time= 1.6 min
Peak Depth= 2.27'
Capacity at bank full= 211.72 cfs
Inlet Invert= 682.60', Outlet Invert= 670.00'
48.0" Diameter Pipe n=0.013 Length= 580.0' Slope=0.02177'
Ganassi-BMP 100 YEAR Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 40
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 1S: Pre-Dev. Drainage
Runoff = 115.75 cfs @ 12.11 hrs, Volume= 8.317 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9,9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4.4 1,050 0.0200 4.0 140.24 Channel Flow, Channel Flow
Area= 35.0 sf Perim= 37.6' r- 0.93' n= 0.050
19.4 1,450 Total
Subcatchment 2S: Post-Dev. Drainage
Runoff = 181.99 cfs @ 11.96 hrs, Volume= 8.350 of
Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Description
19.180 88 Urban industrial, 72% imp, HSG B
Ganassi-BMP 100 YEAR Type I/ 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 41
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.2 100 0.0200 1.4 Sheet Flow, Sheet Flow
Smooth surfaces n=0.011 P2=3.12"
1.7 300 0.0200 2.9 Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
0.4 120 0.0100 5.3 6.46 Circular Channel (pipe), Pipe 1
Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' n= 0.013
0.5 200 0.0150 7.3 12.87 Circular Channel (pipe), Pipe 2
Diam=18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.013
0.5 200 0.0100 7.2 22.62 Circular Channel (pipe), Pipe 3
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013
0.6 300 0.0100 8.4 41.02 Circular Channel (pipe), Pipe 4
Diam= 300 Area= 4.9 sf Perim= 7.9' r- 0.63' n= 0.013
4.9 1,220 Total
Pond 3P: Water Quality - Detention - BMP
Inflow = 181.99 cfs @ 11.96 hrs, Volume= 8.350 of
Outflow = 51.81 cfs @ 12.07 hrs, Volume= 7.345 af, Atten= 72%, Lag= 7.0 min
Primary = 25.17 cfs @ 12.07 hrs, Volume= 6.777 of
Secondary = 26.64 cis @ 12.07 hrs, Volume= 0.568 of
Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Starting Elev= 700.00' Storage= 70,818 cf
Peak Elev= 706.99' Storage= 240,810 cf (169,992 cf above starting storage)
Plug-Flow detention time= 160.2 min calculated for 5.716 of (68% of inflow)
Storage and wetted areas determined by Prismatic sections
Ganassi-BMP 100 YEAR Type // 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 42
F yl droCAD& 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
696.00 15,486 0 0
697.00 16,573 16,030 16,030
698.00 17,686 17,130 33,159
699.00 18,823 18,255 51,414
700.00 19,986 19,405 70,818
701.00 21,174 20,580 91,398
702.00 22,387 21,781 113,179
703.00 23,625 23,006 136,185
704.00 24,888 24,257 160,441
705.00 26,177 25,533 185,974
706.00 27,490 26,834 212,807
707.00 28,829 28,160 240,967
708.00 30,193 29,511 270,478
Primary OutFlow (Free Discharge)
LFCulvert
2=Orifice/Grate
3=Orifice/Grate
econdary OutFlow (Free Discharge)
=Broad-Crested Rectangular Weir
# Routing Invert Outlet Devices
1 Primary 696.00' 18.0" x 120.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 694.80' S= 0.0100'f n=0.013 Cc= 0.900
2 Device 1 700.00' 3.0" Vert. Orifice/Grate C= 0.600
3 Device 1 701.94' 2.00'x 3.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
4 Secondary 706.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Ganassi-BMP 100 YEAR Type 11 24-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 43
HydroCADO 6.00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10/17/03
Subcatchment 4S: Off-site Drainage from Northeast
Runoff = 102.05 cfs @ 12.11 hrs, Volume= 6.615 of
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Type II 24-hr Rainfall=6.96"
Area (ac) CN Descriotion
22.090 73 Woodstgrass comb., Poor, HSG B -
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fl/sec) (cfs)
9.9 100 0.0200 0.2 Sheet Flow, Sheet Flow
Grass: Short n=0.150 P2=3.12"
5.1 300 0.0200 1.0 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
2.9 1,000 0.0200 5.7 185.23 Channel Flow, Channel Flow
Area= 32.7 sf Perim= 20.9' r- 1.56' n= 0.050
17.9 1,400 Total
Reach 5R: Reach 5
Inflow = 102.05 cis @ 12.11 hrs, Volume= 6.615 of
Outflow = 101.99 cfs @ 12.11 hrs, Volume= 6.614 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 11.9 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.7 fps, Avg. Travel Time= 0.1 min
Peak Depth= 2.92'
Capacity at bank full= 100.61 cfs
Inlet Invert= 683.00', Outlet Invert= 682.60'
42.0" Diameter Pipe n=0.013 Length= 40.0' Slope=0.0100'f
Ganassi-BMP 100 YEAR Type 1124-hr Rainfall=6.96"
Prepared by Piedmont Design Associates, P.A. Page 44
HydroCAD®6 00 s/n 000898 ©1986-2001 Applied Microcomputer Systems 10117/03
Reach 6R: Reach 6
Inflow = 152.61 cfs @ 12.09 hrs, Volume= 13.959 of
Outflow = 152.40 cfs @ 12.11 hrs, Volume= 13.949 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 18.3 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 6.3 fps, Avg. Travel Time= 1.5 min
Peak Depth= 2.51'
Capacity at bank full= 211.72 cfs
Inlet Invert-- 682.60', Outlet Invert= 670.00'
48.0" Diameter Pipe n=0.013 Length= 580.0' Slope=0.0217','
Wtirkagth aad depth-ttupdk spillway we'vxIeast4 ftlongatd sizedm . ' Dewatering _
Emergency spllway pass the peat dis~arge d dk iayr suxrn (Figure 6.60a}. A maximao flow Pi Outlet t Fl t Pipe Orrtletto Welltfefi d 1 a miaimam fieeboard of O.S ft, and mmcimnm site slopes oF2:1 Pe o a Ares- ned f+. NoWell•definedChannet Channel lell•defined GoncretBttfock iE,t ~
Riser pipe for principal are rec~readed. Wa'a Icnpl+ may be selecocd fmm'thbk b.tiaa dxnvn fa ~ ' ~ Excavated area (as required) H A ~ -T-~,-, v ~ l~
spillway 'I trkatdtetaattiaosinNorthCada~a.
Freeboard - 1' min Trash rack ; s ` Tableti.6aa , 3da A A Side slope 2.1 , ~ In . { 1
Y :,~c.?s.:: ~ tkatnagaAra WakGnptb Deslyn of Spl6ways p - ___r--~- ~illl= :r Aocumula4ed py ~ ~p A ~ p, sediment ~ ~
1 - ~ j Embankment stab9Nzed I t ~ ° tl~ . w bores 1 !t^ ~,I~r, A ~ ~ ~
Draina (roles ~ f _ - with vegetattort x (io , ~ I s ~ withgravel j( - 1 l J ~ toA Excavated de h, - for ~lU~r nom... Gravel-•supported by W , ~ O ~ ~ t - to aitaw ~,~..-r, _ mint • -max 2 ~ dewatering . hardware troth Q) N 0 r
2.5:1 slope m s 120 Plan ."-r below lop of artist i t drainage and restrict ~ - _ sediment taovtment. ~ ~
tpima,sionaahovm era minimwrr Pfan I j,; er.r ~
t,t Anti•seep ~ Anti- 1J =1fi{f collar
Selected fill flotation placed in layers Principal Stabilized 2:T slope. gravel Niter 00 0 Uzr`
block and compacted spillway Cut-otftrench, outlet 5ft -u 'ta to
barrel 2' deep min ~ Tf i~ ~ s ~ ~
1.5 ft Section AA 1Filter ~ blanket tg00 cu fttatxa sediment Flow ~\ti~?'y 'i., Flow ~ ~
2{ ~l 5ft •r max i Temporary wre screen Dewatering ; ~ ~ ~ •.1 o ~ pool ~ ~~?'~\~t~u ,~~~Ir~ ~ 0
Notes Section AA ' ~ • 't~l_
1. La is the length of the riprap FJt ."rel.. .___r. ; ~~.,~.~~/~~~.fj~i ~y ~i"'., diet t ' min 15 i• ~ ~ ~ a~ ~
Cross section ~r txxic apron. 61a blanket 2' max . ~ Q+
2. d•1.5 times the maximum stone diameter but not less yr r '••7' r.Ii
°BBigi 2t• owxalt s• than 8". ~ ~I / . ;gyp. ~ , ~ t _ • •r Dro inlet t , P l~~i \ Flow •4`
m~ ~ ~ tee"""' 3. In a well~tefined channel ex• di ant with grate ~,~i% Se m Flaw ~
mn tendtheapronupthechannef rt art , taut ~ banks to an elevation of 13" gpin 6.iZa Blodrernd gavel drop Net pmrecam.
I'.s a ~2;t E,,,y above the maximum tallwater Temporary sediment pod wire mesh
s e 1 atopa max ty-pasa tfepth arts ttre top of the bank, mnx 1N p{~ R t:t ~ ~ f asdtlad ~ whichever is less. (optianay ~ (v
tame mar atdem 4. A filter blanket or filter fabric t; min 2:t sbpe 3:t slope
should be installed between aft theriprapatxiso~foundation. 2 max _ _ t' ~..1 O ~ ? a' N
min ~O I a Fine oust = ~ I il~.. I ~ I) a><: I'7
$tat18 section ~ "i~ face t' min in= 3' - t-~ 1 ~ t ~
ConStfUCtlOn 1. Sine lent and ' 'Ifraaareasadertheent- ~°`4'~°OaFe~O~~`~`t~' Constftlction 1. EnsaeellWdrhESUbgradefarherdtaaad'ripiapfo>Towstbe preparations--C ,grub, stt~ tapsn reg„in:d limn thidtttesa) stone I ~ • rA° F-~ N he regtined ants v. O ~O
S eCIflCatiOnS ~~showaintbcpba.(cmpactanrfdircquir~ediathe Specifications aatnreattoremovetnxs,vegdxian,roan,andadtaabjxtiornhkmaterial. ~ ~ derkityddk ~ sabgradcmthc Tofacgirme~wmtclaswucaadresra,a~ian,cleethepoolaacaofagbnu6, ~'ionStfUCtiOn L Clar,grub,andsuip~heareamdatheerabadunentofagvegegnioa g a~aternl.lowasasinttwml~gradeon t stttrgrade to the i aa>w fie t.uait dre drains areato 1 xrt, x the minimart depth u 1 frond rht max• ~ Q tthesubgradeoa rq,..a.s~c~,etdr~p rdetplcreca {eraret s• DeSlgn Cute tx ~ ~ w to
traa,aod aiaabjxtiooable maaaial,. Stockpib as mpsop a soil ipg BCIfI tlt3nS root mu Rarave a6 safax snit ~ gnaws d aggnic mover mdisturbcd sag may also be riled by ianeasinBt6e dpryp thirdatesa. imom depth o[2 kas rrtouuted (ran rho s7tst of dre inlet structure. ~ Cf
' ataarfauseosdkaaershdid'dkembadcmartmfaraliuuve Sp ~ and a ' ofitpropaly.Hadallobjeetioaableataterialmdk 2. The tiptop and gravel Gha m~ caN'am m the funitt riveesmblisdot~tt.Placetempomrysod~entcoaudmeaswnbe:owthebasin ~ shown m file ~g cn 1 ~ ~ r>,n~ Maintaia side slopes around the exa+ratian na steeper dean 2:1. ~l
aaneeded. =zN dx mirt'smam volnsoe ai exavated area amend the drop islet at ap• ~ .a.~
2Finanethufdimatenslfadteea+bautuoattisfrxafroob,waodyregaa- 3. FJtaclolh,rrheaasul,rm;statut 2. Cut-off treacA--ExEavue a cutoff ucnch akng the emta~e d da earth tion.mgaoic a?Yter. aed odrrobjedibaaDte aaMaid.l'lsoe Use fill in lifts aai prooocacd fray a tea' ~ ~ 1~dY (iOnStrUCtlOn i. Iay ooettbch on oath ode of ells suucauetur its side ~ d,o betwrt roar to ~ C aadbopatpedr al~,r Mi 'lbafourdatiaaslauMberxeavaeeduteasc2irchesbelaw txozimatdy35yd}hcrod'isdu6od• ~ O C'~
fiUEntl»nkntear.Cntdteuauhmslabiasoilnutuial,futtinrocaseatakeit mexooed9~teeaadas~tecoutpiau0rafilttheattbao~att6indws l~nch"tg xg~"8 ~a~~Tt~~rd~JCeby renydemageby Spr3clficatlOnS Pie ktcirs ' stthe of dram. dlotlouaarowafb again ~ nortltadama theblairttarKSilecotrditioas,withJretargeudimensioaarcMrdCOwazd ~ w
lesatdaRzftdeep.llxct4~offaeahnastcxteadiasobadtabngoaMSmatlt~ malbwfbrset~et. remodngdtoriprapatdptacitq ~otberpiocEoffiltachwhtnortltadaroagEd the ekvat~n tithe esar nest.ldatE the minimam tDnom adthk wideeaoaglt ~ 81~ slauldovedap a mirrimanof 1$1f dk daotage is ~ dteatotmdttiofalaeaaisuppataadtoavadweshoatswhatoaerfbwoocurs. (n Tf dre daotege is If aeodtd.Ri+'a b sub~quentrawab!' placing2 x 4 wood erode the ktageu intbw aza ~ provide mulmum trap eftrcidtcy. O . _ t\i
mpermhoperatieaofexcavarionadEOttgtacaatregoipmmttxRinaoca:elan 3. Comtruadka~detsettioninthatsmbankatar<Aatxtdkwnnayioobe• exa~e,teptaxlheemrm611sdo~. lnsraApravisianstadraiamgrtrcxmporarypoottoimpraveaappingetticiar• O
draa2[LMalocsidesbpaoffieua,chaostaepr+drnl:l.caapa~mae. twandteriprapaadthesdlfiomtupiagbyas®glilodrfabricorakeywayauDP( aRi(aapmar~tbr~t~.but~csnemavoid thefd- quaanaas are file spa as those far the cmDantmau.lCap the reach dry taaKlt txtweea dk rrprtp satrmre and the Bait. darat~ng d wirtakaharidtl irreh tasmallstamsandWaroidpobkmsfraesrandatgwueratluheavrrsias. ~ C- A t~ref tyfnkardwa+edahaooraparable /L opdr- ey (n v
duringtaaddlllatgandwmpaetioaoperatiau. 1'IacElbefipafabrict~ea?tluriptapaadsoit.F•xxedthefalaicacross ta. irksovaanNbckopeniagsmholdgavelinplaoe, ~
areas dawn en die ~ ~*'alr tmadatioaaodsida a dk topddkdam; a 5. Thendnimumttdctmeesdth,rgaapshoutdEe 1.5tona>bea~i~sst~e 3. Emtgnlm,eat--TatECdlawsa~idfmmdteapprow~ EaavarealoeYwar~611teoedcliauflheaQ~7lwayfoundatim . nS coon Lf]eerdteartaofalldebristhatmi hinderexnvalionanddisposalotspoiL W 0 ~ ,aquirauarstale 3.17seckasr 3J4•rolll-~chiad~maa, aced2mdtesbelowdrcap CO tfT1~ 81a D: (t~ LL's C !g h~~
puns. ft shaald be dean mineral sal, fro d tons, woody regetat~a, racks, akading uP elk fides m the he~htaf the dpa. The tmkh thoDht be ar of the bock ea a 2:1 slope a tTattetand smaadr itm an ever gads IX}Tt57 $peq}ICattOnS a F~'1 C 1 Grade the approachm the ittltisni[orratr. W
ard~thertTbjeait>tmhktrotaial.Scuifya~Da~figismtkplatrod leax2itdapand24widewithl:lfideslop~. s. RytraPnaybefieldsknea stoae.Itsheddbe an befaE placing fiU. The 611 mataial arose caoraiD sttficirart tnoisprm sD a as had. gular, be6md, angular, 0. I[ooty ttoae and gravel ue used, the toward the iota ea x 1'raact holes vet. ~ C k«p ~ eocpa ~ bras a
be tamodby lwaditMOaba6 witboutctamb6ng. Uwalacsn basgtooaedaut 4. CrarthepadatabebrrdkdevadoaddteaptdAktptllwaynfac~ute ~r~ ~i than 3:l.Ieareaaa t-itwidakvelatoneareat+arneen du serocur+saad
of dkbatt,hatoowettaPmPec~paetion.t~lsce6ttmaoaial iabm&iodr ad6utnttcleaaar. 7. C~snrct thaapronmtnuo;yade aids roorafatlattheend. MakEChe canmua~slaftasavadkeatimkgahoftbetlgataaMd~wetit.t:oar of the tiptop at the downrofpn end level wide dk area ar al' mR sd. ),suite the rap arotard dre inlet q preraR gavel from arming'¦rld. Oa the stops toward are t VVha drt oooasbadng dnitmge area has boa pamarkrtily sulu7iud, seal
P~Y~~~br~8dktemwtdawbr~tt;aq~tattorathe S. Allcatand66slapesshoddbe2:latlrrer. bdowu. ~Ag ~dY area ar sl' pthx,eue amoe3 urc4aiadiameleratarger.0a Uxsbpaaway6oas dreiakt weephoks,tiltdrebasin wtdt slablesa'lto Qaalgtad'ing dcvadorrs,compaait meti~-3/4•akhgaaelaVCDOTt57washadstonejataetin4anaadrir~na Qmpedy,andsnbr7iu.
fdlsothatdketraeaaihoedeachlayviatuversedbyatleastarkwhada , u+eadtrrdtdtheheayagniptuat,aacoatpactasasYbaased.CoRSOmctUk i. Eoslaednsthnalars(dramsga)mgandtltoem6rdonaRhnaFaiamtum g, EosaEthaztlx at'1 B.
embmlurkntmanelevdioa tOSi3dglurthandkdesignhr,ma6oar fasrl- bonuta wi~hot3 (tad atacimtnn sdeslopa d 1:1 tkuaxlead mtlkbomom a~ b ~"~1!" ~ ~ ~v~g sua~n aM of ~r section. prdarabty strugbt tlroughout u s leoph. ff a nave is needed m tit sik oondi- sing ttraRr a~ ~ ' tor,tsiteooadi- Maintenance tthe 'Maintenance ra:pau.cart.ar~prope<,rrna~nt4asc~aa~teaas;Rarl«tat~t:,orra~na taTpec irmaaftaeac6raiaaaaasataerepaira~medad, dreaonor~udatEn~geaseabasbartpaamrendystabiliud.l'oprovidesatit-
rioas,piace itiatAOU~asadt o dPoeaproe. tx ttaaa ar raroae sodiment when the volume of drC basin has
4. Cnadrtit ~hrays--Sxmety attach dk eaerto dk Danda lsrnd sn~ to 7. CarstrnCt dk a?iaintnm firoshed ssooe spolway bonan width, as shosm ar 9. ~~~ediatetyaftercaa~irr,sgbiliaea6distabeda~easwhhvegetation mateawatwdgMstncaualeamtoaan.SeaueaGeoarkctiortelkureeatwrrel dkpltars,weh2:lsideabpraeaaadutgmtlkmpoftheaver6tledeaebank• , Rauwo aedrmerrl as to ~ rwhh vegetation taita. ° t> vokarb [a sub been reduud byone-hell Sprt:ad ari excava[td material evtmly over the stir-
( 6.10,1'ealporarySea iq, And {t11, ParatofrtatStedng}, secuonsbyapproredw~gdtassemblia.Plaoetkebanetaodriseraea6tntr med. tCEeptlk drdmenofdk sidaottlaspi6wayosdetstntctweata taiai- rouodingtandarnaaoekpikaadsrabilTmitapprupriately. ding}, Whe,RtlrewunibapngdrainageareadatGereadegtutdYslaE~d,raamag -
smootb foaadation d iaspaviatssnit. DO not we pavioua tmlaid such as mwad2l incba.T4wdrtwstbeterdrntdmmteudedtogra~toatstNe sand,gravel,aaushodstakashaddslE atoanddiaprpeaaad.axpea6an. dedpnpadtl. ~3lntenlnGe I~npootdpupugldsnaemresafler or><ermband myunstab~e soft, and eidla saivaae a at it pnrperltr.
Plaoetlkfitlatataidarouaddk ' Iwayied-ed?Iayasaud~paRit ttelawdte' W ~7sainsmsanilaafemeiasuamder >"Pe~ aPpp ta~tplxerdatakshavetKEadislodged.Immrdiately roeiaaanaalder ttriag ells disttnbod area to proper graft, then smetod? sad eaatpact it. Ap• ~ed.lmnrediately PnP~y~IblmeaUtlmeaawarortadtheala.
nederaodatagddtepipematleastlkesasedeuagrasd+ea~nt t Matmatmededkskastktionshouldbeawett-gradedmixaaedsmoe rnalceallroetkdteprr:lopteuexknther. mad.CaseanitbetakaeattorabedteplpsfiMfir~mwetwiMYs NNhadtDSiaad9iaha(dmBaadaotwrolstoaeisneeaataeaded)ard ' _ w
fou~etionwYenmmpacpngandatlepipeinaeYs. amaxiaauadoanaisdl4iodtriThasMx+eMyban>wcbktap6oeda>ddie - r ~ t~ H
_ sa>alters~eswakaditrotbemidsofdmingastoaae.'nkstateshaddbe p~m~~~hDfgftdppd~ropactcdtlack~lea~aiepipespiway bald,aagalar,aadhighlyweatharattt. RIP RAP OUTFACE PROTtCTION BLOCK AND GRAVEL INLET PROTECTION= ExCAVAT~o DROP INLET PROT~cTION
tafoseaosangpwimaantr~aoequipaztq.AttchadefiaerwpYoeDlm? STD..C~O STD..NO. REV STp. N0. REY STD. N0. REV;
aekao~ra~fidorymawmpr~att6atsdoihroEassslndd~epgs 9.F~unethaas~heasakapi6+rayodkt~tiaatExomdsdrnmsucampestthetoc Igo se~.J: ~ La JS t ooodaitbeiaatalled.byedtiegac+cecktMoaghdraraadarthsewbaatAOUt ofd?crtabantaaeatuau~statabkcad'te~sae~ckodatdoWet isaa . 5 ~ NO SCAM . ' 30.08 No sCALE 3a.a4 2a5 ( ~ A
iseomptae. oegahtefadkreroiviagstreant.lcoepdkeagrsdthealooeatdet tk~h ' wahthesunurrdinggrowtdsadshapedkomtaroarefinedkadfow,beam G=.,
3. Emergeaky apillivay-leash dk emapat7 spltway In >ttd~tnnc~d sail. (R~eretmca: Ow&rProkgiott}. • A C~
Th08chf6vdnedofg18tu1edElevalionl,g~dC,deetptwiddt,aMatmtkoand vNgABLE AS OIRETED BY 7NE ENQt+kER exit chaatel abpes sre atrial m dk suooedid apadan d tin emergacy lrt. Diroa emageacybypegs m nanrd, stable oats. t~oate trypw odlets so {t • oval.) Z ='I STEEL POST STEEL POST A T.5'
spillway. thatllowwi6mtdmnagEtltLem6ankmml ' mIn 1~1
6.lEleta-twatetlnmEhelaainiaaampreveatertukxt.Uss 11. :rah'IiudkdnbsaltgkDtaodal?d~u6das~abovedtesdGmescpod FadER rABRtC z nLTER FA~aC g • T 1 z min W
divasktoswdb'oudaptatxtioDoodiwirtsodimeathdeawatalDdkul~~ aDddDwnsheentfiamtbetapiraased~elya[terroa{RtjaauesSar~ ,w J N
d dk pool area m improve basal tmpelficieaky (Re`deaeea: RLngQ'Comrd ~ IaaStabtf&~aa}. atovFa+ FltrER fn~~c Maaaata and 0atit Prorteliat). b ~ b ° ~ Fitter Q
' 12. Shoo dk dismace firarf rye lop d file sQOlway p the sa6med tdtattota " ~ tal)EIC H I r i
7. Et'o4iar ccnuol-Constnut dk stnkauE sa the Ek disOmbod axais mini- - I~ved (oecbatf dkdetigndapd,}oa the plaro and mark it ®dk fkld. atiaed. pirErtsstfaxwaaraaay fret baetnea.CDmplaedk m+batdcmed
etabadcntau and ° I blare the aAea is ckaed. Stabilise the earageaey 8 A ~ ~ an aRCtaR stclnT s' taRanAV AMCFIOR SgRT a: llxattU,t
a6ahadisaubdlaeasabovedkcractddkprindpdspiihvayhnroediately Maintenance tnspect temporary' aedr~tt traps after each lwiod d sigut'rant rainfall. 3 atlacaaaacdon :S Saabr7uaioa). RemoNeso~mentandramredktra~ooitsaigieafdmtmsiomwhrallksedi- b b 1 1 (x$a + t , ClassAorB - W
meat has BCCallatakd m a1bl1Af1'the: des~t depth dlht trap. plsro file xdt- ~ iv basimmayalxaxchildrenaadaa dangeran.Avoid mad thu fs reatoved is dk designated dispoad aeea and teptax dk - Safay--Sedmkru w uEU a euRVwc sxmr, d od ~ Erosion Control ~~1
stapsidsalEpea,aalfenaand umrtct~ianwuhwani sigasi[traap~ing caaMaminakdpartofdksavetfsciag. - ~5 wA6RED STAVE 61AY 8E dSEO .One ~i OVER TURNaCrr'N. t, rx.TER Blfif~RS SHALL BE OtSPECTED Br THE FmANCttt1Y r h'~
islikely.ltdbwdldakaadbcatre9nircmsalt rr ga}„ FlI.IER FASRIC FENCE sNKL eE A AeNRJUtr of 3'1' a! YRDiN u~ ChtEk>bastntcaua~cd~gefromerosioeapipiag.plrlD~Ca6ydkdt111E 5rNU. HAVE A ApMl11AA GF 8 LINE WIRES WRFI iT STAY ~+AC~i, . ~ RESPOM9~f PAtttY OR H{S ACERT IN1rEDNTELY ArTpt EACH Filter ~^`,r 24" Trial( ~sll/' tTAaaAU Mt!! At tFr+sT we.Y WRaVG ~,oROEO RAwFA1.L IabtrC atcenter ~
depthdtiespitllwaymemaEitisaminimundt3ftbdesdtetowpointd t WovEt1 fIL1ER FABPoC 9E u5E0 taHtRE sEt FFlax is TO REMNN Maintenance t7latsadimeotiasitsattapaiodsdaigaCwyntrmt~aemovescdimedaaa gx~htnncdUmdyfiY~ysademand'tieeaobar~naRmsligta• Fat A PEwoo of NoRE tww 30 oA•rs. Am REPAxIS tVEEDm swat ~ traoE etsarDUtar. 2. stroutn n~ EAtxtIC DECOtrpOSE OR nECOtrE Plt}FECTNE PRldt ro THE r71o
resrorethctas®mhsarlgfnd~asaaioaswiensederaentacamudate:mono- ly ahouE dealer grade. Aay ripr~ ~placM etas the sptthvar muse hs a stEEt. vows swat. DE y-o' a+ HEtcNt ,wo aE of rte OF 11•B t71PECTED USABIE LIFE Aral nIE BAIUAER STM1t R IIEC{SSARI'. THE FABRIC SNALr, ~ NEPIACED PROYPRY. Bechar A•A
hdithedestgadtfloh. stplaCedimatedlately. SELF-FASTENER ANCtE StEtl TYPE S. WDOD POSrS SHALL BE a TO T fEEr IN fa31CH' Ar0 3 iD ~ X SEY16AErtT 8EPa51r5 SHat1D eE REti04E8 AFTER EAdI SRxtrt EI~EM OR SIU
Cttxk dk ernbaokatat4 ys, and odkt fa a~osiat damagR std ~ AttRall uxleeat producing wens bavebetn pamaeeody stabtTaad, remove atolls at DuttETER. WIRE FABRk drat. a r AsrENED t0 • Spolxa wuooEH POST neat NOT LESS THAN gs WIRE SDIPlE9 1-1/Z' LpNC, rOVCE SFIOWO 6E RE%hCED~ 1FIEY aNISf eE takBR DEPOSBS RF/a~l AV~F7tU7L IWF Tr# RtKaIT OF lrtE 8AR?nfR. AVN• SEaMEMT trE90aT3 REtUYtVING w 5'Iawdledda,a--StoneahaidMpraadarerMMSArMielbwdcato-kAepw®OElthamw6nyaoendtlrbin.
the embankment fa Piping sad seldaoed. Mate dl noasmtY elk strrktae and a6 tatwabla sedankm. Sukah dk area m tdend widr der ad• aaBltadathadebris6omdkrixraad area. SwJlacesrobitlmNoa)_ s• e ~ ~m ~et s~ rtxw+a sat EttrSE roediuary.Ramovea6 p~ jo~iagareaemdstabitiaeprapertytRe~urAaa: t+EACE AFTER TILE Sa.T FENCE IlS REl10YE4 SWal ~ rxrESSCO to CONfQAtr Te THE 17a5taVC lxamiL PREPAfiEO MID 5EEt1fEiD.
6. That SST FENCE l~ SIAPE AT Er164.
t. W41EN fABmC is rrsm wnk WstE »r+ s• CEN rt14ED t+65r5 NAY aE usE. L • Thedistartrxsuctttttatpoints
SIN TEMPORARY FILTER BASIN TEMPORARY RISER BA s~D. N0. IZEY sm. fro I~EY. TEMPORARY SILT FENCE A and B are of aqua[ elevaUtm STD. Nla. REV.
NO scA~~ 3o.a1 (~o scA~} ~ 30.02 c ~ (NO SCAi.C) 3a.as A $ `,,,`„uun?rrrr,,,,,,
- r- ' Oe ~
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oontpacted sod 2' Y ~ d'•o ~
• ""n r1 2' mats top . ~ r Y, p , CDnStrUCtlOn L Platte atone m dIa ~a>tnd darkalraae allow. a the plan as a titter 6brie ,
~ :"lei:%~ ~ 1'~ ~ c.:c:z« -B heeboard O ,r ' =j'' ~:i;'j:: 4a 16• rtlln ~r r~~•' ~ T tand8ti0~. ,!<<r ~ t,~,~ ~ Too. Sp~egfiCati0n3 nmrlrulr
4 THICK 300D CONCRETE i.1D w/ TxT, 10-10 yYWM ri:. •f...:.a - alts ~ ~ sbpe .t ~Iltl II II III ~ Ill + _ u h t ~I rt gl~-,-,- if Z ells epttsr stone auction at loaat9;eclces Gebw rtauaal ground kvet
ro - _ I xa wb"e~~`"~"xa`b"~`"~' REVISIONS BY
c 3'-0" x B" OPENINGS TYP. ALL 4 SIDES s' typical _ a flatter 0 ~ P` ~ 3. Extend aoae al icTtst T.5 A bapmd the ditch barlka (Fgere SS3b)_te tux{t
~ - , ~ x~a----x x - avufbw waoar fiom tmdarAnina tk dart m h meataa the charmd.
Q D FINISH GRADE $"min ~ ~ betwaademato~uredtettlletleaaroioaude afdtebwsr 0. Set aparstg wp
~ 3'-0 N {r~ damisdtesameasdrttoee[avatiandtlretrppadam.
d' ` ` . coarseaggregate ~~o S. Proaaxdredwanddowe~aeafianthabwretctrakdaar,canidatagdrat
o ~ e , 8" SOLID MASONARY COnstNCtlOn t Rano,eaod datlrrees,bnsk, adatha ' ralt7 vvip lbw Ovdr and aramd the dam {Pracdrx SAI; e7wirt Sabilnarfop
o • d tionabte properly dispose names, otyx- COnstfUCllon 1. ]remove asd properly di4jxtae dsb tarp. brodt, stamps, a odkr otyac- erobjae-
o Speafications . °1~ ~ S ' ications tiatal>te mnaial. FJl art! emrpect alt ~ titchea, awale0. agalGea dint wiU be ~ D Y. Enaae aossed b aehtmt grooad feud aabDVa awiUbe f. Makcstsalbattheck>oradrrachatroverhtmaetapsac~radmaissmbk.
a thetdkaeurwrncautrtktedaeassewmtaxuafldesigaae~rco- N e ' meas. V jy~$ Z. Jnst lktbm plaoaeant of fib, the b ase d dk abatld be diaEod lry COnStNr;,tl0n 1. Gear tie aenatrce and exit Ara ai aH vegtlatioa, mole, and other olyoc• t T. Ertsare rhetclnturd arch u culveR atrances bebw dwelt laEod by tioaablemelaWeadprapalygrade~. dams.arenorsabjaxwtimnageabktckege fratdiap>aad atones.
~ 3. Ens~thuthet~oftied,~cisndlowaateny tienlhE eteva- 1t~t d~ $~38CtfiCattOnS
a tioo plus Ibe specifkd aetdemem. s. F~avar.>bapwaodsgtNliaetiet6vnm6se.ende.andcroaaactiat. reaction zPlactrtwaravelwdtespacificgradeapstdiroassimashowaontheptata.and MaintBllanee Sa~eadmdrdamsandcAaanetsfardanataeaftaradrnanoft'event.
. PARt~ ALL INSIDE wows ~ • ~ ~ 4 WET#i 1:3 C£MENT D 4. Piovide~6cicotroomamunddivESiausmpermitanddaergpra~agaed re~°ed p~ - . • arrrooth il.
(7 4. cao>p~c ~ ~ m p d aplldncd and . neap toprovaieaubility m 12" 3/ti' MIN. TF@CKNESS • ' 3.i'rovidedrai>mgebcsasywaterWasaduaaattwpadirasmtablotRnler. Argicipalesubrnargertcaauddeposirion~caedreelrxkdamaaduosiafrora ~ highQoarsaromdrlreeAgGSOfdradara.CaTectalldarttage®modiately.Tfsig-
a sr Vegegre dk~ridse i,nmemady a6ra lion, redeas a wdl remain is . ' of trio toasrdalian ar nit'Rxat eroaba Doors betwtea dooms, instal! a ptarxtive ripogr )iota is dial Date: 12~09~43 0. Us geotextik fabrics brxame they improve strt6rtuy
= S.V shbiliaedkdi U1 h ' . place lessihan30+rorkrngtlays, ~1' versroealeritairntallation. to •'x -ti-x' , Jc-'ar'-' X x x 8" locatanaatbjattosaepageahigbwaaalabte. ptsniatof dwchamlei(Practicsd3t.Riprap~GacdadParadL7kunnols). 1 "=1 OOr iior.
Maintenance tuspectpan,aaeata;rarsio,narura niafa6 ux„a;~ Z ~alnteflaflCe• TnspectcaAporxydva+eionsoncEaweekaldafkaereeysdafall.Imnrdiato- a7 ~g oprrr RcmovexdimdrtaeGUntdrredbehiadd,edarasas,teededeaprevomdarr>,age Scale: N A
Q ly rranaare rod~ert ttoea the lbw aMaattd rglaa dk divaEdatt t'~re6il htana~aody ratDVe aer t,oa flan file ttow era sad repair dk ' ells inaeaaditionm vent modaaedimenlfrtmkav- tochmald altowdreehameltodrain hrhastorledretkdwn, ~uopora• Matntenattce t,4amram gravrlpad prt aegEmiwn, throb ~r ~ ing fire cttneroctioa site. 7hia melt tegairo perio~e topdmasiag with 1•inch ~ pry larga lbws from renyLrg sdlirrtarl mar tAe dam. Add stones trr Drawn: JMY
U iya~uwmanamuewneyn'pasas aaaamweep=ampfote=a a-•^^^• .wu,~'~7+clumsaseaaaammamtaiome Pamanendy stabiliml, mmnow die iidp and the shamet a Wend with the vepmtkminavigoroas,hmmyoiwdaoatOniimm. ft" we SWW.JUWC=mmmmit.mvcpgLauyZUWPapV4KUWUmv x4mxI a-,-- Uzms=mimeogoumm i0=5%=W&anulaw"awuun it out as racasmy y remove all objeedoaabk mated la spilbd. Checked: DLIVI
w 8" CaMCREIE BASE w/ 8x8, 10-10 wwM ~ nsu ml gmwA level and appmpdatdy s abilite it. washed, a Ws*W *m puWW raedmya
o . o ,lob; 03-07-06
Co 0 Sheet
DROP INLET TEMPORARY DIVERSION SWALE TOP OF SLOPE BERM YARD AREA SID. NO.I ISM No RE+r, sm. NC STABALIZED CONSTRUCTION ENTRANCE TEMPORARY ROCK CHECK DAM . No STA. NO. REV. sm. N0. REV. sm 1 GR-3
220.501 1 NA SCALE) 30.11 NQ SCALE ..~20.60.L
N0 SCALE 20,57 (NO SCALE) 30.05 (NO SCALE)- 20.50 o
ti JAN 15 2004 DESIGN ASSOCIATES, P. A. Owner: Approved: Date of Issue: of 3 sheet
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN Cu J_
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0 N ~ ~ 1<T ~ • ~ / ~ , . W GRAVEL & RIP FILTER ERM BAST r ~ , S _ -t~ t , 7os 7~ ( V ~ ~ o0
T `r' ER DETAIL 30.12 ` i ~N N 0 ~ a SRO 0 ~z~
~T _ 'r i ~ ~ \ 1 ~ ~ _ - RE FABRId INLET TECTION ~ , TECTION ~ \ AREA WHERE FENCE AROUND ~ Vf ~ ~
E~ ~a. . Y ` \ ~ . r„ I - , r _ a + PE TAIL~i ON SHEET G TYP. ) AIRPORT TO BE REMOVED ~ Vf ~ ~ TYP. ~ ~ DURING CONSTRUCTION AND W ~ " > ~ - J 1 o ro ~
, . , , r ~ ~ ~ ~ ) ~ REPLACED ONCE FILL IS COMPLETE ~ ~ ~ o
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67 W 67 W ~ J) ; 7 1~1 ~ ~
~ ~ `i, ' ~ ~ 0 7~ ~0 5~' ~ 4 ~ RC a o TEMPORARY DIVERSION SWALE PER ~ o
/ _ 08 N I ~ / J D IL 30.05 TYPICAL SWALE TO ~ ~ Ga REMA AFTER CONSTRUCTION TO ~L
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1 ~ 1 ~ ~ r I ~r I ~ ~ ~ ~ ~ M O RB 1 TEMPORARY RISER BASIN N
~ i ~ ~ X42 SF I i (i ~ ;(t2 SF i J PER DETAIL 30.01. ~
I t~ ~ 1 ~06! CU ` } - , , T.W. 710.00 y ~ TEMPORARY DIVERSION SWALE M
~ ~ . ~ 8.36,0 i ~ a TD ~ O 360 0 710 PER DETAIL 30.05.
t ~ ~ ~ ~ Ir ~ g i ~ ~ ~ ~ ql7 " ~ - RIP RAP OUTFACE PROTECTION ~ ~ In
' $ ' ~ _ ti - ~ -N W ~ PER DETAIL 20.55. ~ ~ ~ In
~ J~ T 1 F ` 55 050' S r
/ ~ ~ i , i ~ 1 PROP FF 711 ti ~ ~ ~ TEMPORARY SILT FENCE RETAINING ~ PER DETAIL 30.06. ~ ~
~ ~ ~ i ( r C B 2 ~ b' T ~ ! 24 T 0 WALL ~ "I"' a ~
~I 1 ~ STABILIZED CONSTRUCTION ENTRANCE d~CK ! ~ PER DETAIL 30.11. ~
TEMBORAR~Y SILT FENCE , J PER DETAIL 30.06 TYPICAL ~ ~ ~18A ~ .N N
1 / 1 _ ~ 1 -1 1~ ~ ~ i • ~ ~ #4690-15-0938 T P F P ERM ~ - r / 0 0 SLO E B Now or Formerly ~V~i? TSB PER DETAIL 20.50. U ~ ~
I q I r ,.City of Concord ~ d ~
~ ~ , l 9, ~ ~ ~ ~ ' V. Deed Book 4059 Page 299 WIRE FABRIC INLET PROTECTION ~ ~ 18 ® ~ o
B.D. 09.00 - - - / PER DETAIL ON SHEET GR-2 W ~ ~ ~ (n
4 ~ .y~ 53 461 F ~ , 1 W ~ ~ ~ (fil . Q ~ C o, TEMPORARY SILT FENCE ~ GRAVEL & RIP RAP FILTER BERM BASIN W ~y
I j 10.410 AC ~ ~ ~ ~ ~ i ` ~ PER DETAIL 30.06 TYPICAL PER DETAIL 30.12. L+••I O ~ ~
1 ~ ~ ~ ~ -0 10 d In J, TEMPORARY SLOPE DRAIN
t~ / TS~ PER DETAIL 30.04.
~ ~ ~ ~ r ) I ~ ~ f 3 ~ ~ ~ ~ ~Y , - - - - - - EXISTING CONTOURS
I + ~ 3+g ~ ~ t i ~r r 0.3 o~~ nTD 7 ~ i
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d'I I 9 ps. yi, ~ d n~ J. C7 ~ ~ S ~ ~ LIMITS OF CONSTRUCTION TYPICAL LC ( ) Qi H
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r 1 ~ , E ~ ~ - ST SOIL TYPE BOUNDARIES (TYPICAL) - I PACE ARTHEN BAFFLE WITH 20' WF~7 F..~
~ I 1 T H P NSURE PROPER MIXING OF SPOT ELEVATION MARKER O
J T.C.=TOP OF CURB OR(vIWA ER PER NCDWQ REQUIREM NTS. X T.C. ( } ~j
o ~ , . ~ ~ 3/4" Iron 1 ~ i r TD o° ~~Xg ~ ' ~ ~ o _ _ ---`~S E SHEEIf'PD-1 FOR DETAILS ~ E"~ SPOT ELEVATION MARKER 11 W
Pipe I I ~ r N - V T.W. (T.W.-TOP OF WALL)
~ ~ s j ~ J ~ • v ~ O !"y
~ 1,~, ~ ~ f 1y'' I I ( ' ,1 ~ d ` ~ o SPOT ELEVATION MARKER X B.D. (B.D.-BASE OF DOCK)
I TEMPORARY RISER BASI~J 2 I ps # N.~ $ 8 f~131 ~ A BOT.-688 `o PE MANENT DETENTION POND TO BE USED J'~ y
I 15" CMP BARREL &'18" PERFORATED MP RISER ~ 17 10 K~ ~ - s ~ ~ - II A A;•TEMPORARY RISER BASIN DURING S ~ •1 ~ ~
I ANCHOR RISER IN 1'-6x1'-6"xt'-0" DEEP S I ANTI-SEEP ~ d CONCRETE BLOCK. ~INS~ALL 4'-6" ~ 7 8 } 0 - CO STRUCTION. SEE DETAILS ON SHEET PD-1 S 0 A $
I COLLAR ON BARREL JFJST BELOW CENTERLINE OF' ~ y z ORMWATER ' 10' ~bNCRETE LINED EMERGENCY
I PEZ01D ~L ~ BERM. CONSTRUCT 8 WIDE TRA ~ y , S' ETEN110N'P ~ I SPILLWAY PER DETAILS ON SHEET PD-1 Q 1""I
I EMERGENCY SPfLLW~CY WITH 3:1 SIDES IN VIRGIN M L Y E W SOIL SEED ENTIR ` ASIN AND SPILLWAY UPON ~ „ B ~ 10 ER DETAILS ~y 10 EET PD-1 ~
I ~ - ~ s. 6 R, ~ ( COMPLETION OF E~ISTRUCTION. BOTTOM OF' \ 1, 6' y ~ K-: v W Rc ' ~ ~ W ~y
S ' ~ ~ BASIN=690, TOP,~bI= RISER=692, SPILUINAY ~ CB10 , y I _ _ ~ s I 22 W ES
~p ~ I INVERT-693 & ~ibP OF BERM-694 A ~ U E PER DETAIL 30. '1 TYPICAL 708. O /FUT E
. ~ y OVERHEA F
Q`" ; ~ ~ ~ ~ _ 1 I ~ 1 ~ ~ i r~ONNE~CTOR ~ ~ M~ w ~ ~ ` ~ y
Z ~ RB 2 ~ TEMPOR~tRY SILT FENCE t ~ ~ '294 SF .82 T. I % ~ i f V 1 INSTALL 18 RCP AN F F R RAINA
PER DEF~L 30.06 TYPICAL ~ S FLUM r d6 D ES 0 D GE w ~ UNTIL AIRPORT GRADING IS COMPLETE.
I r- ~y 1 ~ ~ I ~ ' WIRE FABRI LET ROTECTION ~ `PIPE AND FES CAN BE REMOVED UPON
708 08 I - ~ ~ FLUME 'y ,5 ~ PAR D ON HEE GR-2 TYP... B COMPLETION. ~ ~ T ~ ~ % ~ GENERAL NOTES: ~Ny
F~1 FUTURE ~ 1. BOUNDARY SURVEY INFORMATION PROVIDED BY PIEDMONT DESIGN ASSOCIATES, P.A., rr
- ~ S CB 2' FLUME / ti _ ~ ~ 0 T.C. / o ~ a ti V ~ ~ ENGINE 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING
_ _ ~ ; 06 705.84 DI1 , 2' FLUME / BUILDING ' 30,000 SF ' ' V 1 UTILITIES (SHOWN OR NOT SHOWN ON PLANS) PRIOR TO ANY GRADING ACTIVITIES.
/ - - _ C812 ~ T.C MoD ~ ANY CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. ~ 704
I DI17 50 g ~ - ~ - _ o i , y / / j 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. Z
1 g U~FER i - -t ~ ~ Drr - P 2.33 , ALO 3/4" Iron N~;'~- 1 ~0 s ~ ~ r~' ~ 4. ALL EROSION CONTR M A R T N NTI A I T R E Y ~ ~ , OL E SU ES MUS BE MAINTAI ED U L LL D S U B D
Pie i ~ ~ r. ~ 6 ~ 0 .7 T.C,,~' p /RES ~ c _ ~~EN TI ~ - _ o ~ , T.C. ' % ~ B ~ AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE
X89, i E c ~ , Ret~ar ~ ?2 Tp o i REQUIRED AS SITE CONDITIONS WARRANT. H T R- AN TIN AN TAI ' 5 SEE S EE S G 2 D GR-3 FOR EROSION CONTROL SPECIFICA O S D DE LS
I , ~ ~ , 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION
- - 3 37 8:39 . ~ \ 3~ W ~ i tc ~ 7 8 . ~ 4 Rebar ~ ~ d, 5 1 ra ~ 3 ~ ~ , ~ ' ~ - ~ AS PER DETAIL ON SHEET GR- .SEE SHEET GR- FOR STORM DRAIN DATA. ~ 2 2 tJ
_ i s tal CoB ~ #4680-95 4434 ~ ~ / b ~ 1" Iron Pie ~ ~ 73 a + C ~ FUTURE ~ ~ 702" I "L. , ti~ ; ' CONNECTOR ' , r; j ~ ~ 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55. p ~
Now or Formerl S ' p 4 ' 75 Y # i ~ i ~ ~Y. ,,r 1 J ~y, r D ~ - 8. ALL FLARED E t'~TIONS SHALL BE PROTECTED AT THE TOP WITH TEMPORARY SILT _
~ Shwe U. & Christine M int _ ~ ~ ~ ~ Rebar ~ Deed Book 762 Page 153 - TEMPORA Y DIVERSION SWALE - ; FENCE P~$ DETAIL 30.06. _ ~ ~ ~ ' , f ' ~ TSB 9. PE ENT GROUNDCOVER MUST BE ESTABLISHED WITHIN THE PROPOSED DIVERSION = ~ 2
>~i3~$ -95=6471 ~ ~ ~ ~ ~ Rebar Lit #1 `Bethany Woods Subdivision j , , 4 ' ~ ' ~ v! ~ PER DET IL 30.05 TYPICAL 5.24 4' / ALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQUIRED IF THE VEGETATIVE ~ Z ,
Plat Book 20 Pa e 7 t N'dw Forrrierly ' g ~ 4690-95-9309 ~ ~'1 Shwe & Christi ih~~ ~ ~ ~ m U e, y , S8821 E
_ ~ Now or Formerl Deed Oobk 762 e 153 ! Y ~ r . 9 ivi ion' Shwe U. & Christine Myint K JJ , v g~COVER CANNOT BE ESTABLISHED AS PROPOSED. ' "`~~r1P~~` 0 J
Lot #2 Bethan ods Subd ~ - i ~ ~ ~ ~ TOP OF SLOPE BERM ~ ~ 'PER DETAIL 20.50
Plat B Page 7 Deed Book 762 Page 153 P ; ~ Lot #3 Bethany Woods Subdivision + 6 I ' L • ~ ~ ~
Plat Book 20 Pa e 7 #4690-05-0348 TO BE D,E~uIISED T c 9 Now or Formerly - d7 T F BED ISED TO' REVISIONS E CITY OF C014COR6 ~ i ~
\\Shwe U. & Christine M 'nt THE CI Y 0 CON ~ N PR1,0k TO SUBDIVI _ / AENSFD SR7RY MID '10~ TO SUBDIVfSION ~ ~ r•~, f' ! aFARn+c PER 97E PIrW JMY
Deed Book 762 Page 153 - / d Lot #4 Bethon Woods Subdivision ~ 5 0 RE ~ ~ ~~I ; ~ A a~ces,z/ao/a'; / ~ ~ snxa+ DRUN ~
~ ~ Plat Bo k Pa e' 7 ~ N /PAR ING j FUTURE ; 0 20 9 I ~ j- ~ ~ ~ 30,000 S.F. FUTURE ~ r Pao PFR NCDYIO AND JMY / /
io ~ _ . N 0 :HANGER 30,©00 S.F. i / B RYAN nlc. 1 4/04 ' ~ i u ~ HANGER
ri I / F.F.=705. ~ N ~ F.F.=705.00 ! j _ F TURE R! PER CdMMENTS ~ ~ p TA I-WAY ~ C` 2 ~ JMY
v / o ~t- ~ f o ~ ~ p i ~
~ ~ - _ ~ ~ I ~ ~ ~ ~ i N
N _ ~ ~ ~i r ~ ~ _ TEMPORARY SLOPE DRAIN ~ j (n" ~ ~ 167,71 SF
~ _ PER DETAIL 30.04 TYPICAL ~ ~ I ti . _ ~ ,3.838 'AC 167;71 SF ? , TEMP RARY RISER BASIN #1 ' r 12" ~eMP BARREL & 18" PERFORATED CMP RISER ,3.838.%AC ~
11]r Y ane _ - _ f , ~ ? 1~ I ~ ANCHOR RISER IN 1'-6"x1'-6"x1'-0" DEEP
W 6 - 0 CO CRETE BLOCK. INSTALL 4'-0" ANTI-SEEP j ~ ' 704 I 7021 CO LAR ON BARREL JUST BELOW CENTERLINE OF
f rn _ a _ _ ~ r ~ - Re .Y Rg#1 ~ U, B M. CONSTRUCT 8' WIDE TRAPEZOIDAL
- „ - CD v 10,463 SF J E,~ERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN Date: 12~09~03 ' SOIL. SEED ENTIRE BASIN AND SPILLWAY UPON
v7 I u7 _ _ _ ~ I 1 ; OMPLETION OF CONSTRUCTION. BOTTOM OF ' J633 ~ _ Scale:l~ 60 Hor.
z ' _ L ASIN 672, TOP OF RISER-674, SPILLWAY 2 CONTOURS
a N r-- _ _ c~ ~ - I TI"B NVERT=675 & TOP OF BERM=676 AS Cat PER DETAIL 30.01 TYPICAL Drawn:
' ~~r ~ RFF'AR~ YAII nIG I
U \ c I _ t CALL 1-800-63214949 Checked: DLIVI
co - O 1. N.C. ONE-CALL CENTER IT'S THE LAW 1 Job: 03-07-06
o \ Concrete
c P ! 4 Rebar' 2 i ` - 310.0019°41 58»E Monument Sheet i
c) V) f N r i 24'8 89, c 1° Iron 1" Iron #5 eb Ea
0 Lot #5 Pipe ORAR FE Pie 589'41 56 W ['77p P ,DET
o Bethany Woods Subdivision 11 Plat Book 20 Pa e 7 1 1 2" Iron 4 "54!39 d 9 I /8 AIL 30.0 YPICAL Tle Line 44589-97- 472 i e 200C 2/09/04
I Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: 0 3 Sheet
o J
U

CONSTRUCTION SPECIFICATIONS
1 TRASH RACK 1. Site preparations -Clear, grub and strip topsoil from areas under the y
1 f ,y4 REBAR embankment to remove trees, vegetation, roots and other objectionable J
TOP OF RISER material. To facilitate sediment cleonout and restoration, clear the pool area of ap
all brush, trees, and other objectionable materials. Stockpile all topsoil or soil M"'+ ~ Q t` containing organic matter for use on the outer shell of the embankment to ~ ~
facilitate vegetative establishment. ~ ~
2. Cut-off trench - Excavate a cut-off trench along the centerline of the earth fill Q'° ~ ~
PERMANENT PRE-CAST CONCRETE DROP BOX TOP VIE TOP VIEW ~ 4AREBARCK embankment. Cut the trench to stable soil material, but in no case make it less ~
TO f3E ANCHORED IN CONCRETE TO PREVENT TRASH f FLOATATION. SEE CHART FOR SIZES. TRASH RACK ~ than 2 ft. deep. The cut-off trench must extend into both abutments to at least , W ~ the elevation of the riser crest. Make the minimum bottom width wide enough nn11 `n' ~
TOP OI TOP OF RISER 'H' PRE-CAST CONCRETE BOX t0 ermit 0 erOtion Of x V i n n W ~ ~ I ro BE PLACED AFTER coNSTRUCPON. P P e ca ato a d compaction egwpment but in no case less ~ ~ ~
'ICE TO BE ANCHOR IN coNC. ro PREVENT than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction ~ ~ U 0.
MAXIMUM SEDIMENT STORAGE LEVEL ~ ~ DRAW DOWN ORIFICE TO BE 6 BELOW DRAW DOWN ORIFlCE INTAKE j p5 WASHED STONE FILTER COVER ANGLED ROMINORMAL POOL Ar A as. I I FLOATATION. requirements are the same as those for the embonkment. Keep the trench dry y ~ IMAL POOL I I during backfilling and compaction operations. ~ ~ ~
{~5 WASHED STONE FLTER COVER I OVER DRAIN PIPE, 12' MIN. THICKNESS ELEV. TO INTAKE 1' BELOW OVER DRAIN TILE, 18' MIN. THICKNESS t' BELOW ~ ~
I NORMAL POOL ELEVATION. 20' ELEVATION. O U Z r\ I I PERMANENT PRE-CAST CONCRETE DROP BOx 3. Embankment -All fill material should be clean mineral soil, free of roots, woody ~ TO BE ANCHORED IN CONCRETE TO PREVENT vegetation, locks, and other objectionable material. Scarify areas on which fill ~ 'b a~ ~
I 00000000000000000 0000 ooj i~ z oo - I I ~ FLOATATION. sEE CHART FoR slzES. is to be laced before lacin fill. The fill materi ~ a~= ~ I I P P 9 al must contain sufficient ~p
oj U ~ o000 12~~ 12 I I moisture so it can be formed by hand into a ball without crumbling. If water
0 0000000000000000000000 0 j ~ BARREL can be squeezed out of the ball, it is too wet for proper compaction. Place fill y ~ 0 I I BorroM DRAIN vALVE sTEM material in 6 to 8-inch continuous layers over the entire length of the fill area 0 r
~ ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SUPPORT BRACKETS AS REO'D. ~ 0 r and then compact it. Compaction may be obtained by routing the construction ~ ~
000 000 i I Q i': _ ~ I I hauling equipment over the fill so that the entire surface of each layer is F~1 p ~ 0 traversed by at least one wheel or tread track of the heavy equipment, or a 0
U >~.I 20 LF "K° DIA. PERFORATED DRAIN PIPE w W ( I compactor may be used. Construct the embonkment to an elevation 10~ p„
c-K - ~ GROUT BOTTOM DRAIN ~ s i DRAIN I I( higher than the design height to allow for settling, Subgrode and fill to be verified
20 LF "K" DIA. PERFORATED DRAIN PIPE 36' MIN. AS REQ'D TO PROVIDE A CONCRETE ANTI-FLOTATION BLOCK WATER TIGHT CONNEC110N. )VIDE A ) and tested by Geotechnicol Engineer. V1 EC110N. ) BARREL
SEE CHART FOR SIZING & VOLUME. I' 4. Conduit spillways -All conduit materials shall be as called for on the plans
sECT/ONA-A CONSTRUC110N NOTES: _ _ _ J (Schedule 40 PVC may be used for sizes < 12" diameter). ;AVATF I'•` Securely attach the riser to the barrel or barrel stub to make a
CONTRACTOR TO INSTALL PERMANENT BARREL, DROP BOX WITH ov>=R-ExcnvATE ANTI-FLOTATION, DRAW DOWN ORIFlCE, TRASH RACK AND EMERGENCY r DEEP FDR ' FoR s) watertight structural connection. Secure all connections between barrel
SPILLWAY AS PART OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. SILT STORAGE )RAGE INSERT PERMANENT RCP BARREL I' ' . Wiz.; sections by approved watertight assemblies. Place the barrel and riser on a ~L• INTO PRE-cast coNCRETE RISER. firm, smooth foundation of impervious soil. Do not use pervious material such V N
INSTALL PERFORATED DRAIN PIPE AND STONE FlLTER. ONCE ALL 'K' PVC BOTTOM DRAIN W1TI DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE 'K' GAT>: vALVE & sHUr-oFl C BOTTOM DRAIN WITH INVERT IN OF BARREL =BOTTOM OF POND r E vALVE & sFlur-oFF as sand, grovel, or crushed stone as backlill around the pipe or anti-seep
ALL SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT coNCRErE ANTI-FLOrA~oN BLOCK collars. Place the fill material around the pipe spillway in 4-inch layers and H sEE CHART FoR slzlNC ~ voLUME. compact it under and around the pipe to at least the same density as the ~ N
BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. ' adjacent embonkment. Care must be taken not to raise the pipe from firm ~ ~
contact with its foundation when compacting under the pipe haunches.
. M NOT TO SCALE ~ ~ O Place a minimum depth of 2 ft. of hand-compacted backfill over the pipe .+.r
NOT TO SCALE r spillway before crossing it with construction equipment. Anchor the riser in U] 0
I place by concrete or other satisfactory means to prevent flotation. In no case ~ „ Ln
DESIGN DATA g 0 ors o or should the i e conduit be installed b cuttin a trench throw h the dam after ~ SIGN DATA SUMMARY POND 1 PP Y 9 9 ~ 0 orl o on lev. the embankment is complete. (n
'B' NorMal Pool Ell NorMal Pool Elevatlon 696.00 ~ N
'C' Top of Riser w~rEA . . D Spillway Inveri 5. Emer enc s illwa -Install the emer enc s illwa in undisturbed soil. The -C Z Top of Riser 700,10 g y p y g y p y ~ ~ Spillway Invert Elev. 706,00 achievement of planned elevations, grade, design width, and entrance and exit C
~Qw Spillway Width a~ ~ Spillway Width [feet] 10 channel slopes are critical to the successful operation of the emergency ~ w
'E' Top of BerM E Top of BerM Elevatlon 708,00 spillway.
'F' Barrel Length 'G' Barrel Slze [In Barrel Length [feet] 80' s N Barrel Slze [Inches] 18' RCP 6. Inlets - Dischar a water into the basin in a manner to revent erosion. Use ~ - s- g P ~ U ~ O
'H' Drop Box Slze Drop Box Slze [feet] i?'x3'x12,10' diversions with outlet protection to divert sediment-laden water to the upper ~ p Q (p
'I' Draw Down Drll 'J' Intake Elev, Draw Down Orifice [Inches] 3' end of the pool area to improve basin trap efficiency. ~ (n [ntake Elev, 695,00 ~ 0
'K' Bottor~ Drain ; ~i Bottorl Drain Slze [Inches] 6 7. Erosion control -Construct the structure so that the disturbed area is minimized. W ~ ~
'L' Antl-flotation Anti-flotation Anti-flotation Block Dln. 6'-0'x4'-0'x3'-6' Divert surface water awa from bare ar as. m I h m nkm n f r ~ ~ ~ C y e Co p ete t e e bo e t be o e Anti-flotation Block Vol, 2.98 CY MINIMUM the area is cleared. Stabilize the emer enc s illwa embankment and all other ~ N~ C
'M' Antl-Seep Colll Anti-Seep Collar Size 4-6'x4-6' disturbed areas above the crest of the 9 rinc aP s illwa immediate) after W P P P Y Y W
2 Year Peaty Pre-Deveb B Year Peak Elev. & Discharge [cfs] 700,08 & 0,47 construction . ~ - - 41.68 ) Pre Developed Run Off [cfs]
Post-Deve Post-Developed Run-Off [cfs] 67,25 8. Safety -Detention basins may attract children and can be dangerous. Avoid
10 Year Peak Pre-Deveb l0 Year Peak Elev. & Discharge [cfs] 700.77 6 18,47 steep side slopes, and fence and mark basins with warning signs if trespassing Pre-Developed Run-Off [cfs] 74,08 is likely. Follow all state and local requirements.
Post-Deve Post Developed Run Off [cfs] 117,60
ear ea Z5 Year Peak Elev, & Discharge [cfs] 701,66 & 31,28
Pre-Deveb Post-Deve Pre-Developed Run-Off [cfs] 92,64 Post-Developed Run-Off [cfs] 146,30 ANNUAL INSPECTION MAINTENANCE PROCEDURES
50 Year Peaty 50 Year Peak Elev, & Discharge [cfs] 702,43 & 32.20 ~
Pre-Deveb Post-Deve Pre-Developed Run-Off [cfs] 106,52 M""~ Post-Developed Run-I]ff [cfs] 167,74 I. Annual Ins ection: Annual ins ections shall be scheduled b Cit of Concord and
B B 100 Year Peak l00 Year Peak Elev, & Discharge [cfs] 702,95 6 3^c,80 p P Y Y
Pre-Deveb Post-Deve Pre-Developed Run-Off [cfs] 115,75 Owner to be performed on the first of June each year. Post-Develo ed Run-Off [cfs] 181,99
II. Inspection Activities:
CATTAIL I H W CATTAIL (Typha Latifolia), 1 Gallon Size o) Testing of the emergency drain pipe valve.
b) Visual inspection of drowdown orifice. 1~ H
PICKEREL c) Visual inspection of the trash rack at the intake orifice. H ~y E PICKERELWEED Pontederia Cordata), 1 Gallon Size W ( d) Visual inspection of the emergency spillway. T ~
V e) Visual inspection of the pond rim and slopes. Qj A
s~w,~r~~v,~w BLUE-FLT ' f) Measurement of the wet pond depth at the dam end of the BLUE-FLAG IRIS (Scirpus Validus), 1 Gallon Size detention pond (Distance from permanent pond drowdown orifice
NOT TO SCALE EDGE OF POND invert to bottom of basin . A
~ 8'_~" **-SPILLWAY MAY BE - - - - - g) Visual inspection of all stormwoter structures on the served site ~ yF~ I~ I
ARIE VARIES VEGETATED INSTEAD ARIE "D' (MIN) ARIE (MIN) Nua feeding the detention pond. NO ~ h) Visual inspection of the total site drainage basin for adequate '..,y
~ PAVED IF ground cover to stabilize site. U
pp CONSTRUCTED _ _ - _ TOP OF BERM EL. ="E• T~ ~L.E4. - J W i) Visual inspection of upstream (off-site) areas feeding into the site W "•°i of draina a basin for otential off-site sedimentation sources.
ENIIRELY IN CUT. = D VARIES SPILLWAY INV,= "D" Nom 9 P ~y
a SPILLWAY INV. ~ o III. Maintenance activities shall be performed as follows: Q
~ z~ I- ~ ~~a - ~ Nab ~ 1. After every significant runoff producing rainfall event and at least monthly.
Eb.- ~ SPILLWAY NEIR UNING~ o ,.a w a. Inspect the wet detention basin system for sediment accumulation, erosion, trash
~ ~9, ~ 3r~p5T H accumulation, ve etated cover, and eneral condition. ~1 ~ ~ a 9 9 `V
w/ to~to,~to/to wwM. 4' O.C. 4' O.C. Nom W TvPICaL rvPlcaL b. Check and clear the orifice of any obstructions such that drowdown of the temporary
UND ED EDGE OF LITTORAL SHELF ool occurs within 2 to 5 da as desi ned. P Ys 9
sp~w~r sECr~t~v~-~ _ s~~w~r sECrwivB~ 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,
CLASS II RIP RAP OUTFACE PROTECTION. r mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
NOT TO SCALE MIN. THICKNESS= 12', LENGTH=6'. NOT TO SCALE NOT It7 .SALE
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, Tiptop, etc.} quarterly to maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when
Y. -T----- I depth is reduced to 75% of the original design depth (see table below). Removed sediment ~ - -~-r--_~--~-~-~--_-~-- ~ shall be disposed of in an appropriate manner and shall be handled in a manner that will
1 ~ I _ I,, _ I ~ I i _ , _ ~ _ i i i _ _ ~ _ I I _ _ _ _ - - - - - ' - - - - - - not adversely impact water quality (i. e. stockpiling near a wet detention basin or stream,
I 'I ~ ~ ~ ~ ~ 1_ i 1,~1V I ~ _ _ _ _ - - I_ _ ~ _ I _ - I_ _ L _ i ~ ~ ~V6-1,X11/k7PL/NE-dI~PR/,l//IRY.A°~LW.4Y _ _ _ _ L _ _ , _ etc.). I ~ I
i i ~ ~ , _ i_ I I I r f. l-- _ _ _ _ ~ _ . ! - - - - , The measuring device used to determine the sediment elevation shall be such that It well i~
~ I L ~ MM i ' _ ive on accurate de th readin and not reodil enetrate into accumulated sediments. ~`'~III d _ _ l _ _ _ 9 P 9 YP ,
-t~-~ ~ i --1------~____-~~__~-__~ ~ 3~--,-- I - -I----- h---- ~ ~ f--_____-_--_- - , ~ , v i ~ I , i ~ \aP ,N -j------' --------'----=------I------- When the permanent pool depth reads 3 feet in the main pond, the sediment shall be ; F ~0 ;
_ _ - I I I ~ I j x i _I _ ~ _ _ - _ ! removed. ~ , -
I i ~ ~ i ~ I ~ 1 ~ _I _ _ i I ~ _ = - - - I ? ( - ; - ~ - ! When the permanent pool depth rends 3 feet in the forebay, the sediment shall be z
> 10 f~IN. ~ ~ t i I ! removed. ~ , I f..._ - .
( ~ I i ~ 1 _ -I I ~ ~ ~ ~ I I I , { ` I i ~ ~ ~ r I ~ ',,0 ~;'~1' c I ~ I I ~ b ~ 4 - - ~ ~ --T - I - - I 5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin P
j I ~ _ i _ ~ _ _ I . _ _ . I__ _ _ _ _ f ; _ t - - ;,I' DIA. SCH. 40 PVC G ~ WEIR SPILLWAY - ~ I WEIR SPItII.WAY ~ ! I surface. These )ants shall be encoura ed to row olon the ve etated shelf and foreba ~ _ ~_______rt___~_~_-_~__-~_-~ P 9 9 9 9 Y
a ( ~ ~ I i INV. E~.= D ~ ~ _ DRAW- OWN~ORIFlCE. I - - U a_c,.-_-_-.-._ _I I berm. ~~r~ U _ 1 _
} { I i ~ -I t I o---_ I ~ i ~ I ~ " " ~ 'INV. ~ B " ~ I ~ ._.-INTAKE ~EL.=_ J" _ I n o I I 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of ~ _ _ _
c "E" ~ ~ _ _ I i _ _ TOP OF_~ERM EL E E t_._ w. i ~ ~ li i ~ ~ ~ i ~ ~ , i I , i _ _ L ~ _ ~ I i I ~ sediment through the emergency drain shall be minimized to the maximum extent practical. REVISIONS , ~ I
~ I _ I - ~ ~ ( I ~ , ~ I ~ I i ~ ~ I ~ n ~ ~ ~ I._ ~ _O ~ w r m REVISEn PFR COMMENTS o W N , % _ I 7. All components of the wet detention basin system shall be maintained m good o k g BY NCDwO _ _ _ _ _ ~ F- ~ ' ~ ~ ~ i I order. A 2/0004
o ~ ~ _ _ , 1 ~ , _ r ~ I Y ~ i ~ ~ ~ 1 ~ ~ 1 ~ ' ~ ~ ~ _ JMY
~ 4--.__ X ~4.JMIN~__ - -----1_-_--~---- - ' ----a - -'~NIN~---j- _ i --1-- 1C i , ~ ~I T I - I ~ _ ~ ~ ?t - - _ . f _ _I
~ I ~ f ~ , y _ 20,lWEIR-FOR FL_ _FROM BAFFLE MNN' POND TYP._(ELEV.-"B' _ ~ ~ _ o ~ _ _ ~ j i ' ' I ' ~ * ~ I I I_._ E____-.__ 1 I I I R _y _ 4--- i _ _ ~ _ . _ - 1
- - _ _ _ - , ~ ~ ~~6:1 MAX. SLOP FOR LITTORALSHELF ! _ _ _ ~ _ _ ~ _ j_ _ _ . _ 1 _ a__ 1 _ _ ._-I I ~ $ ~ _ I _
1 _ ~ ~ _ _ _ _ : _ _ ~ I i i I I " s~ ~ Tn ~ ~ I EL. e ~ _ ! ~ _
~ ! ;I I ! ~ NORMAL POOL = B _ ~ _ _ ( ~ NOR ALP EL.= . B ~ ~ f I ~ I I ! I I
I I ~ ' I ~ t ~ i BOTTOM BA ! ~ ~ - - I I GENERAL NOTES:
cv I ! _ ~ _ _ _ ~ _ _ _ _ _ I _ ~ EL:= 69.0 ~ - ~ t
_ _ , 3 _ _ L _.LF_{ G - ~ - ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 95% STANDARD PROCTOR. EL- A I
~ ~ ' ~ - "A" I I _ ~ i l ~ ~ BOTTOM P EL=`'A' , I ! OTT~I POOL _ I wip to` ~ ~ 41tlM s10' I ~ r ' ~ I ; I I I ! I I I BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION.
d I _ _ _ I ~ 1_ _ ! _ . _ _ _ _ ~ I _ _ _ _ - ~ I j L ~ _ j I I ~ PROPOSED GROVDE i I I I _ ~ _ I
3 ~ _ - - _ I j I -~+---r--~- - - I I ~ Date:12~09~03
' ! ~ I PROP~SED GRADE iLITTORAL SHEI}~tt --TO BE PLANTED ' i ~ j i ~ _ t _ , _ ~ _ _ ~
~ i IW1TH ACCEPTABLE AQUATIC P NT 1 ~ f ~ ~ i I I ~ -?SPECIES- AS-SHOWN IN PUNTING DET. I I i. I I_ , I I 1 1 r Q ~ j C ! I I i ~ , Scale.
z i i ~ l I ~ j__ _ _ _ I _ _ _ ~ "L' PERMANEN _CONCRi:TE_ANtCHOR NA NtCHOB _ _ _ _ I _ _ - _ - _ I-_. _ - ! j Drawn:
i ! _ ~ _ _ _ _ ~ , ~ I I _ ~ _ ~ i _ _ I _ ~ _ _ ! - } _ _ ~ I i ' ~ I i I I I I--- . _ _ _ ~ 1 _ JMY I 1 I I
C) ~ i I i i I ~ Checked: DLM
w r- - - r r - - i - "M"xV-6" T} "M'W-6" THI
C C. ANTI-SEEP ° I Job: 03-07-06 C. ANTI-SEEPOl1ARS -
ce)
ALL CONNECTION. TO INLET B X MUST BI o _ WAR 7V QT ME XW OF PRAM, Y_.SP/LLIYAY NQ~'" P1 A I t 1 SEALED WATERTIGHT. B X MUST BE j Sheet 1 I 1 BEFORE YOU DIG J
i i CALL 1-800-632-4949
N.C. ONE-CALL CENTER PD- I ITS TH E LAW I
a. a- Location: PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN A20904
PR-20 T DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: o Sheets
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3 ~ ~ R,q ~ ~ ~ r:: ; ~ ~ ~ f ~ - . ~ ~ , ~ _ _ STAB CONSTR ION EN~RA 708 ' F ~ ~ ~ ~ ~ = ~ ,r ~ _~i , ~ ~ , ; ~ h'(?6 " DETAIL 30.11. / - 8 W 3~ Q p ~ ~;Uw Op r?r N
I ~ ~ ' ~ ~ GRAVEL & RIP FILTER ERM BAST ~ ~ ~ ~ ` ~ 706 ER DETAIL 30.1.2 7~ ~ U ~ ~ 0
~ - , 'i ~ eq ~ ' . ~ _ ~ ~ ~ v ~ r - a .~+n ~ - J~ a TRO 0 ~z~
- ~ i ~ , R~ ~ RE FABRICS INLET' TECTION ' CTION ~ ! ~ AREA WHERE FENCE AROUND ~Q to
s. ' Y~ ~ ~ ~ _ a + PE TAIL' ON SHEET G TYP. < i ~ AIRPORT TO BE REMOVED Vl ~ T~• ` DURING CONSTRUCTION AND W v " > ~
_ , . V . ~ G _ , ~ ~ o ~ ~ ~ 1 t REPLACED ONCE FILL IS COMPLETE ~ ~ 0
a N1 I S7 ' + ~o..
~ ` ' W 67 W Jy ~ ~ a~ 7 ~ ~
, r ~ 1 0 4„ a TEMPORARY DIVERSION SWALE PER ~ 0
• ~ ~ ~ ~ p~~ i 7 ~ DEVIL 30.05 TYPICAL SWALE TO ~ '0 REMAIN AFTER CONSTRUCTION TO ~ rL
f' ~ ~ ~R' i i ' 1 J ~ a C ) IVERT WATER TO HW3. to
~ ~ r ~ ~ J h B -f ~ ~ TD
~ _ IS, 1~ ~ r I ' ~ TE RARY R~10 SALE ~ j - R° ~ I ~ / ONC pl ~y r srop'
~ ~ ~ ``f~ R DET 0.05 T KCAL n'~ OA ~ ~ ?glop' j n 710 ' _ _ PRA j~ E PRa TI Toe NO SCALE
! 1~ 1 ~ ~ r.r ~ z c~ac- , r+~ ~ EAR ~ ~ ~ .V,I L ~ /
~ , s.s~ - .,,st~~,l . ~ o N LEGEND o,-
f ~ 1 ~ , j A ~ `"1 ` ~ 1 R~ ; s~
F- \ RB 1 TEMPORARY RISER BASIN N V # ~ .
~ I n n ' ~ 42 SF ~1 ~ c~ i„~ ,,i ~ PER DETAIL 30.01. ~ `t J l ,y'~ V 1
~ ~ t ~r T j ~ ~ ~ _ ~ _ T.W. 710.00 _ y ~ ~ TD TEMPORARY DIVERSION SWALE ~ o
~ ; ~ _ ~ ~ ~ ~ ~ 18.36,0 60 0 710 PER DETAIL 30.05. ~
~ ~ ~ g } , e RIP RAP OUTFACE PROTEC110N ~ In ~
i ~ g ~ PER DETAIL 20.55. ~ ~ ~ In
u ~ ~ ' i ~ ~ T ' 155,b50 SF , t T MP RARY I T F NCE
r PROP FF 711 ;s A E 0 S L E L Z N ~ RETAINING ~ PER DETAIL 30.06. ~
1 ~ , ~ ~ ; ~ ; I r C B~ ~ ~ ~ s T i 24 ~ 1 0 WALL ~ T P-I C
I ~ C? O STABILIZED CONSTRUCTION ENTRANCE DOCK ~ J PER DETAIL 30.11. ~
TEMPORARY,SILT FENCE I 1 ~ j PER DETAIL 30.06 TYPICAL ~ r ~ ~ RIBA y ~ #4690-15-0938 ~ -
~ , r ~ ~ ~ ( ~ ~ I ~ / TOP OF SLOPE BERM ~ i ~ Now or Formerly TSB pER DETAIL 20.50. ~ ~ _ ~
j r~ j - r L4 `r A n i .City of Concord O d ~ ~ % V. ~
r,~- i _ Y ~ ~ T ~ ~t V Deed Book 4059 Page 299 WIRE FABRIC INLET PROTECTION ~ C
V j r ~ ~ i ,U ~ r~ B.D. 709.00 - - / PER DETAIL ON SHEET GR-2 W ~ ~ ~ (n C
453461 F i ~ r ~ ~ - ~ ~ ~ i r r1's ° o / IN Q ~ C / TEMPORARY SILT FENCE ~ GRAVEL & RIP RAP FILTER BERM BAS W
: , ~ ~ I 10.410 AC O' PER pETAIL 30.06 TYPICAL PER DETAIL 30.12. F~+~-I ~ ~ ~
,i~ i ~ 1<! a ~ J , TEMPORARY SLOPE DRAIN
r i ° ~ ~ ~ r ~ i ~ ~ - I ~ y } ~ TS~ PER DETAIL 30.04.
r ~ , J+ Cb 'I / - - - - - EXISTING CONTOURS
~~r7 "'1 f` ~Q 3 ~ I p n TD 7 710 ~ I
i ~ o . ; ~ 9 ps. { PROPOSED CONTOURS J bS ~ S
~ ~ ; a ~ LC ~ LIMITS OF CONSTRUCTION (TYPICAL) a
~I , -
~ ~ ~ / oo f ~ ~ ST SOIL TYPE BOUNDARIES (TYPICAL) a - ~ ' r PACE ARTHEN BAFFLE WITH 20' ~ F...~
~ i` ~ y / ~ 1 ~ T HF,LP NSURE PROPER MIXING OF SPOT ELEVATION MARKER O J ~
' ~ ~ - r~ C-~ 2 ~ ~ X T.C.=TOP OF CURB _ OR>vIWA1'ER PER NCDWQ REQUIREM NTS. T.C. ( ) ..I
\ a 1' LU ~~j,~py ~ ~ ~ ~ 0 9v a6 pro 3 4" Iron 1 I ~ TD oo ~ ~ r ,f S E SHEE~f 'PD-1 FOR DETAILS M~1 I ~ P T VATI MARK R S 0 ELE ON E TT`` w / - V
Pipe I i P T,yy, (T.W.-TOP OF WALL) Zj
~ , ~ 1 ~ ~ ~ Q H v ~ SPOT ELEVATION MARKER ~~yy
I ~ o - W r X g•p• (B.D.-BASE OF DOCK) f~131 ~ A
I i 1 ~a s d' , 1, p i I TEMPORARY RISER BASIN #2 I i ; ~G B' ~ _ co PE M DETENTION POND TO BE USED J'd F~
I 15" CMP BARREL &'18" PERFORATED ~MP RISER < ~ 17ps 10 y ~ ~ ~ ~ ~ d ~ II MPORARY RISER BASIN DURING S ICI ~ CO STRUC110N. SEE DETAILS ON SHEET PD-1
I ANCHOR RISER IN 1'-6x1'-6"x1'-0" DEEP ~ ~ ~ S S O A Iii
I to 4'-6" ANTI-SEEP 7 d CONCRETE BLOCK. INS LL I COLLAR ON BARREL JUST BELOW CENTERLINE 0~' ' 1~ ~ , ORMWATER I" 10' ~OIVCRETE LINED EMERGENCY
I BERM. CONSTRUCT 8' WIDE TRAPEZOIDAL y r ETENTION "P ~ SPIL!LWAY PER DETAILS ON SHEET PD-1 Q (H ;:;t ER -DETAILS N ~l
I EMERGENCY SPILLWl~Y WITH 3:1 SIDES IN VIRGIN M L Y E W 10 10 EET PD-1 F+~~! V 6„ y v W
I SOIL SEED ENTIREj~BASIN AND SPILLWAY UPON i s ; 6„ RCp ~ I COMPI;ETION OF Cb3JSTRUCTION: BOTTOM OF ~ S , RC ' ~ w ~y 22 W
O ~ BASIN=690, TOP°~~' RISER=692, SPILLWAY ~ CB10 y ES 0
I INVERT=693 & Tbp OF BERM=694 A~ ) ' r S , ~_`s `~I, 1 E U E ~ ~ O I PER DETAIL 30.Q1 TYPICAL 708, q K ~FUT E ~ u
I 1 ~ , OVERHEA F ..,~ONt~~CTOR ~ ~"I
I ~ ~ I ~r:~ . s. 1 O c~.., ~ ; I ~ ~ I ~ ~ ' ~ ~ I ~ M..~ w ~ `
; Z RB 2 ~`-1 ' , TEMPORARY 51LT FENCE _ 6.82 T. I ! _ , ;294 SF FLUM i ~ ~ j ~ ILi V 1 r ~ ~ JB INSTALL 18 RCP AND FES FOR DRAINAGE w
f S PER DETA L 30.06 TYPICAL ~ ~ ~ L ~ ~ i i ~ UNTIL AIRPORT GRADING IS COMPLETE. I"I
I 1 r ~ WIRE FABRI LET~4'ROTECTION ~ PIPE AND FES CAN BE REMOVED UPON ~ PER D L ON HEET GR-2 TYP. B COMPLETION,
I ~ ~ ~ 708 0 I in ~ ~ 'FLUME ~ GENERAL NOTES: N~y
F~ FUTURE I ' 1. NARY RV Y INF I I N A CIA P.A..
~ - _ _ S CB1 2' FLUME ~ ~ - ` _ ~ i t Q 0. T.C. i o ti BOU D SU E ORMAT ON PROVIDED BY PIEDMONT DES G SSO TES, ~ ~ ENGINE ~ 6 I 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING U LDING
_ _ __Y ~ 705.84 D11 _ ~ ~ 2' FLUME ' 30000 F ~ ~ V UTILITIES (SHOWN OR NOT SHOWN ON PLANS) PRIOR TO ANY GRADING ACTIVITIES. s oD '
r / _ _ _ CB12 LC' I DI17 / ~ ~ ANY CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
- t r, 50 o ~ 704 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. ti ~ ,~i i
~ BUFF t ' ~ , D~ P 92,3 ER q , 4„ Iron ~ 3 ~ LONE ; _ _ 3/ _ ~ ~ ' C'Li ~ 4. ALL EROSION CONTROL MEASURES MUST BE MAINTAINED UNTIL ALL DISTURBED M.y G, 5 i r!-
S ~ ~ 6 ~ 0 .7 T.C.' Pipe ~RES ~ ~ ~ ~DENn ~ T o 4 A ~ ~c o _ _ ',C, ' ~ ~ ~B ~ AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE F~ / - REQUIRED AS SITE CONDITIONS WARRANT.
# X89. E o - , Rebar / ~ 2 i LC .,r,~ TD ' - - _ ~ ~ ; 5. SEE SHEETS GR-2 AND GR-3 FOR EROSION CONTROL SPECIFICATIONS AND DETAILS.
t" ~ S LC T ~ ~ ~ LQ 1• ~ ~ ~ , 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION ''~~i~,,
_ 37 35 , ' ~39 ; ~ ~ ~ 7 w 8 4 Rebar ~ ~ Q, _ F .11 # , 53 ~ ~ ~ / ~ AS PER DETAIL ON SHEET GR-2. SEE SHEET GR-2 FOR STORM DRAIN DATA. , ` ,J~ FUTURE' ~ /
Total ~ S COB ( cor #4680-95-4434 ~ Sb / 1" Iron Pipe ~ ~ 73..7 ~ q CONNECTOR ~ ` 702. ~ / 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55. p~','~ L ~ % Ir
Now or Formerly ti ~ J J 8. ALL FLARED Ep~g~E~TIONS SHALL BE PROTECTED AT THE TOP WITH TEMPORARY SILT ~ N ` 7 _ C
in ~ r % Rebar % Shwe U. & Chnstme My t ~ , 5 - ~ 4 % / FENCE P~ DETAIL 30.06. _ ~ pz
Pa'e 153 ~ S - TEMPORA Y DIVERSION SWALE # Deed Book 762 g T 8 -95',6471 Rebar LD,t #1 '$ethany Woads Subdivision j ; PER DET IL 30.05 TYPICAL 5, f ~ ~ TSB WITHIN TH PR POSED DIVERSION ~ ~ • ~ 9. PE ENT GROUNDCOVER MUST BE ESTABLISHED E 0 ~,y Q , 524;'4 ' " ALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQUIRED IF THE VEGETATIVE
' 4 ` `Plat Book 20 Page 7 ~ Ndw Formerly i 4690-95-9309 ~ h ~ ~ S8821~ E y•,~ ~ ~4'COVER CANNOT BE ESTABLISHED AS PROPOSED. ~ """'''aP r v ~,~V 0
~ ~ Shwe & Chnsti e~, yin ~ # Now or Formed ~ Deed ~p~k 762 ge 153 y 1 K~
o ' ' ivi iorr Shwe U. & Christine My~nt ~ Subd ~ Lot #2 Bethan ods ~ \ ~ _ P ~ ~ TOP OF SLOPE BERM ~ i '2- , / ~ PER DETAIL 20.50
~ Plot B Page 7 Deed book 762 Page 153 ~ + s / m Lot #3 Bethany Woods Subdivision I ~ ~ / w ~ REVISIONS BY
r ` 4690-05-0348 Plat Book 20 Page 7 # TO .BED ISE© TO" Now or Formed 4i Y TWE CITY OF COtGC( 3E D,E~IISE© T0~" CITY OF CONCORb / ~ J' RENSED 5roRA1 rwu
o \Shwe U. & Christine Myint PR10~t TO SUBDIVISI ~2 TO SUBDIVISION _l`; / / ~ ~ PtAN JMY
Deed Book 762 Page 153 - j Lot #4 Bethony Woods Subdivision ~ 5 00 RE ~ A c~~wc~s,z/~o/a'; ~ yak
d ~ PAR ING / 'FUTURE ; ~ Plat Book 20 Page 7 p =UTURE ; ~ ~ ado PER NcowO u~o JMY ~ / B rrr~w ~ ~h4/o4
~ In ~ 30,000 S.F. , co ~ HAN6ER , \ N I / F.F.=705.00 ~ I,0p0 S.F. IAN6ER , ~ 1' 1 ; ~ AENSED PER COMIIEaITS
N ~ ~ =.=705.00 ~ / F TURE BY NCD~NQ JMY • ' o TA~ I-WAY- ~ Ci p/OY/04
~ d- r~ I / , } co ~
°o ~ ~ o N 1 ~ , Q~ ~ N
~ ~ _ _ ~ f I / N ~ ~ P ~T- _ _ TEMPORARY SLOPE DRAIN ; % IcT ~ ' 167, 71 SF ~l ' TEMP RARY RISER BASIN #1 7, 71 SF / J
~ ~ . 4 TYPICAL PER DETAIL 30 0 w I ~ 3,838.%AC 3 - . _ t~, / •838.%AC 12" AMP BARREL & 18" PERFORATED CMP RISER
Ylnt I ane ~ I ~ ANC~OR RISER IN 1'-6"x1'-6"x1'-0° DEEP i ~ , CO CRETE BLOCK. INSTALL 4'-0" ANTI-SEEP
u, 6 _ 0 ~ 1I` ~ AR N BARREL JUST BELOW CENTERLINE OF 704 I 702; COL 0
z Ig t o - - ~ ~ ? ~ ~ r ~ ----rim a - . _ l , ~ x) RB#. RB#1 ~ v B M. CONSTRUCT 8' WIDE TRAPEZOIDAL
_ Y ~ , 3 ~ _ _ I:' ~ - 10,463 -o - , CO _ 10,463 SF ~ J E,~ERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN Date: 12~09~03 ~01L. SEED ENTIRE BASIN AND SPILLWAY UPON
_ _ ~ p I ' ; OMPLETION OF CONSTRUCTION. BOTTOM OF 1 a=60~ Hor. _JB33 ASIN=672, TOP OF RISER=674, SPILLWAY Scale:
~ - - _ Z I x ~ Q I - - -~T~_~ ~ 2 CONTOURS T5B NVERT=675 & TOP OF BERM=676 AS
z ' - - Q - . I TAI .O1 TYPICAL Drawn: JMY - , ~ ^ V PER DE L 30 BEFORE YOU DIG ! _ „
,
1C710 CALL 1-800-632-4949 uneckea: ULM
w - - - 64 L N.C. ONE-CALL CENTER ITS THE LAW I Job: 03-07-06
Concrete » Monument
; #4 Rebar r ' 24 310.001 '89°41 58 E sheet
, 246-89,11, iron 1" Iron #5 eb
Lot #5 Pipe 61W TEMPORAR FE GR- 1 Pipe S89 4 5 PER`, DETAIL 30.0 YPICAL ( Tie Line
Bethany Woods Subdivision W 39 BV 54 Plat Book 20 Page 7 ~ 1 1/2".-Iron ~ FEB 9 2004 A4589-97- 422 i A C 2/09/04
L DESIGN ASSOCIATES P. A. Owner: Approved: Date of Issue: L. 3 sheets
-2 Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN a
lJ

CONSTRUCTION SPECIFICAl10NS
1 TRASH RACK
I f #4 REBAR - 1. Site preparations -Clear, grub and strip topsoil from areas under the ~ embankment to remove trees, vegetation, roots and other objectionable >
material. To facilitate sediment cleonout and restoration, clear the pool area of Oq
70P OF RISER I I all brush, trees, and other objectionable materials. Stockpile all topsoil or soil M" ~ • Q ~ containing organic matter for use on the outer shell of the embankment to ~ ~
I I facilitate vegetative establishment. cNS~ +
I I • ~ a~~
I I I PERMANENT PRE-CAST CONCRETE DROP BOX TOP VIEW- 2. Cut-off trench - Excavate a cut-off trench along the centerline of the earth fill 4 ~ ~ ~ roP vlEw i TRnsH RACK embankment. Cut the trench to stable soil material, but in no case make it less ~ N'~ 3 ~ #4 REBAR ~ ~ ~
I I TO BE ANCHORED IN CONCRETE TO PREVENT TRASH RA( TRASH RACK f than 2 ft. deep. The cut-off trench must extend into both abutments to at least l/1 w ~
FLOATATION. SEE CHART FOR SIZES. I I TOP aF R the elevation of the riser crest. Make the minimum bottom width wide enough `n ^ ~ N 0 TOP OF RISER "H" PRE-CAST CONCRETE BOX to permit operation of excavation and compaction equipment but in no case less ~ k
I I I TO BE PLACED AFTER CONSTRUCTION. than 2 ft. Make side slo es of the trench no stee er than 1:1. Com action ~ ~ ~ ANCHOR IN CONC. TO PREVENT P P P ~ V ~
MAXIMUM SEDIMENT STORAGE LEVEL I DRAW DOWN ORIFICE TO BE 6 BELOW DRAW DOWN ORIFICE INTAKE I p5 WASHED STONE FILTER COVER PLACED IN RISER AT A 45' To BE I I FLOATATION. re uirements are the same as those for the embankment. Kee the trench dr ~ T A as q P Y •?y
#5 WASHED STONE FLTER COVER OVER DRAIN PIPE, 12" MIN. THICKNESS ANGLE FROM NORMAL POOL iL POOL I I during backfilling and compaction operations. ~ ~ B TIDN. I - U yO 00
OVER DRAIN TILE, 18" MIN. THICKNESS A ( ELEV. TO INTAKE 1' BELOW ( NORMAL POOL ELEVATION. 20' PERMANENT PRE-CAST CONCRETE DROP BOX 3. Embankment All fill material should be clean mineral SOII free of roots WOOd 0 ~ ~ TO BE ANCHORED IN CONCRETE TO PREVENT Ve etOtlOn r k n Y ~
I I I I g oc s, o d other oblectionable material, Scarify areas on which fill 'ti ~ FLOATArioN. sEE CHART FoR sizES. is to be placed before placing fill. The fill material must contain sufficient ~ ~ ~ ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O I I~ Z 0 0 12" I moisture so it can be formed b hand into a ball without crumblin . If water > ~ I I Y 9
0 0 0 0 0 0 0 0 0 0 0 O O I II ~ 0 0 0 0 12 0 00000000000 I I BARREL I I can be squeezed out of the ball, it is too wet for proper compaction. Place fill ~ ~ p BorTOM DRAW vALVE STEM material in 6 to B-inch continuous layers over the entire length of the fill area 3 0 ~
0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1~ I suPPORT BRADKETS As REOro. and then compact it. Compaction may be obtained by routing the construction 0
000 000 s a a I I hauling equipment over the fill so that the entire surface of each layer is 1~1 p ~ ~
i~i: t,a = ~ i 20 LF "K" DIA. PERFORATED DRAIN PIPE w ~ I traversed by at least one wheel or tread track of the heavy equipment, or a ~
tl U GROUT BOTTOM DRAIN W I I compactor may be used. Construct the embankment to an elevation 10~ p,, RAIN I~ higher than the design height to allow for settling. Subgrade and fill to be verified
20 LF "K" DIA. PERFORATED DRAIN PIPE - 36" MIN. AS REOD TO PROVIDE A lE A ~ and tested by Geotechnical Engineer. ~ noN. I II BARREL
CONCRETE ANTI-FLOTATION BLOCK WATER TIGHT CONNECTION. SEE CHART FOR SIZING & VOLUME. 11 4. Conduit spillways -All conduit materials shall be as called for on the plans
SECT/ONA-A CONSTRUC110N NOTES: _ _ _ J (Schedule 40 PVC may be used for sizes < 12" diameter).
CONTRACTOR TO INSTALL PERMANENT BARREL, DROP BOX WITH OVER-EXCAVATE ANTI-FLOTATION, DRAW DOWN ORIFlCE, TRASH RACK AND EMERGENCY r DEEP FDR +AIE f Securely attach the riser to the barrel or barrel stub to make a oR watertight structural connection. Secure all connections between barrel
SPILLWAY AS PART OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. SILT STORAGE GE I? . INSERT PERMANENT RCP BARREL ~ i sections by approved watertight assemblies. Place the barrel and riser on a i' ~L• INTO PRE-CAST CONCRETE RISER. firm m h f p ~
INSTALL PERFORATED DRAIN PIPE AND STONE FlLTER. ONCE ALL 30TTOM DRAIN W1TH INVERT IN OF BARREL =BOTTOM OF POND 5 OOt oundation Of Impervious Boll. Do nOt use pervious material SUCK as sand, gravel, or crushed stone as backfill around the pipe or anti-seep ~ ~
DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE "K' Pvc BorroM DRAIN W1TH _ 'K" GATE VALVE & SHUT-OFF ALL SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT +ALVE & SHUT-OFF coNCRETE ANTI-FLOtnnGN BLOCK collars. Place the fill material around the pipe spillway in 4-inch layers and H
BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. sEE cFIaRT FoR sizlNC & voLUME. compact it under and around the pipe to at least the some density as the ~ N adjacent embankment. Care must be token not to raise the pipe from firm ~ O
~ ~ contact with its foundation when compacting under the pipe haunches.
NOT TO SCALE ~ O O
NOT TO SCALE Place a minimum depth of 2 ft. of hand-compacted backfill over the pipe ~ r spillway before crossing it with construction equipment. Anchor the riser in V1 ~
place by concrete or other satisfactory means to prevent flotation. In no case ~ „ In
DESIGN DATA SUM should the I e conduit be installed b cuttin a trench throw h the dam after ~ SIGN DATA SUMMARY P~1D 1 P~P Y 9 9 • ~ ~
0 oro o on 'B' Normal Pool Elev oro o on lev, the embankment is complete. (n } rroal Pool Elevation 696,00 I`i (V
/4 'C' Top of Rlser wATBA , . of Riser 700,10 5. Emer enc s illwa -Install the emer enc s illwa in undisturbed soil. The -C Z P 9 Y P Y 9 Y P Y ~ ~
D Splllway Invert E ~LOw Splllway Wldth [f Illway Invert Elev, 706,00 achievement of planned elevations, grade, design width, and entrance and exit C ay Illway Wldth [feet] 10 channel slopes ore critical to the successful operation of the emergency ~ w
'E' Top of Berrl Ele p of Berrt Elevation 708,00 spillway.
'F' Barrel Length 'G' Barrel Size [Inch rrel Length [feet] 80' s .N N rrel Slze [Inches] 1B' RCP 6. Inlets - Dischar a water into the basin in a manner to revent erosion. Use ~ - r
'H' Drop Box Slze [I 9 P ~ U O Q op Box Slze [feet] 2'x3'x12,10' diversions with outlet protection to divert sediment-laden water to the upper O O ~
raw own r c 'J' Intake Elev, aw Down Orlflee [Inches] 3' end of the pool area to improve basin trap efficiency. tL (n take Elev, 69500 0 ~
'K' Bottorl Draln Sh .~-I ttort Drain Slze [Inches] 6 7. Erosion control -Construct the structure so that the disturbed area is minimized. W ~ ~
'L' Antl-flotation BI Anti-flotation BI tl-flotation Block Dirt, 6'-0'x4'-0'x3'-6' Divert surface water awa from bare areas. Com lete the embankment before ~ ~ ~ C tl-flotation Hlock Vol, 2,98 CY MINIMUM Y p
'M' Antl-Seep Collar the area is cleared. Stabilize the emer enc spillwa embankment and all other a ~y~ tl-Seep Collar Slze 4-6'x4-6' disturbed areas above the crest of the 9 rinc al s ' Y W ' p p plllway Immediately after W
2 Year Peak E Year Peak Elev, & Discharge [cfs] 700,08 & 0,47 construction . ~
Pre-Develop Post-Develo Pre-Develo ed Run- ff [ f ] 41,68 ) p D cs Post-Developed Run-off [cfs] 67,25 8. Safety -Detention basins may attract children and can be dangerous. Avoid
10 Year Peak E Year Peak Elev, & Discharge [cfs] 700,77 6 18,47 steep side slopes, and fence and mark basins with warning signs if trespassing
Pre-Develop Post-Develo Pre Developed Run off [cfs] 74,06 is likely. Follow all state and local requirements. rr^^ V1 Post-Developed Run-l]ff [cfs] 117,60
Year Peak E Year Peak Elev, ~ Discharge [cfs] 701,66 & 31,28
Pre-Develop Post-Develo Pre-Developed Run-Off [cfs] 92,64 Post-Developed Run-Off [cfs] 146,30 ANNUAL INSPECTION MAINTENANCE PROCEDURES
50 Year Peak E Year Peak Elev, & Discharge [cfsl 702,43 & 32,20 ~
Pre-Develop Post-Develo Pre-Developed Run-Off [cfs] 106,52 ICI Post-Developed Run-Off [cfs] 167J4 I. Annual Ins ection: Annual ins ections shall be sche I i f n r n
B B 100 Year Peak E' 1 Year Peak Elev, & Discharge [cfs] 702,95 6 32,80 P P du ed by C ty o Co coda d
Pre-Develop Pre-Developed Run-off [efs] 115,75 Owner to be performed on the first of June each year.
Post-Develo Post-Develo ed Run-Off [cfs] 181,99 II. Inspection Activities:
. H
CATTAIL (T~ CATTAIL (Typha Latifolia), 1 Gallon Size a) Testing of the emergency drain pipe valve. b) Visual inspection of drawdown orifice. 1~ h..,~
PICKERELWE c) Visual inspection of the trash rack at the intake orifice. H PICKERELWEED (Pontederia Cordata), 1 Gallon Size ~j
d) Visual inspection of the emergency spillway. r , V e) Visual inspection of the pond rim and slopes. ~ A
s~Lw,~r~ir~w BLUE-FLAG BLUE-FLAG IRIS (Scirpus Validus), 1._GattorrSi~"~-,-~~"' f) Measurement of the wet pond depth at the dam end of the w
NOT TQ SCALE _ detention pond (Distance from permanent pond drawdown orifice _ _ _EDGE Of POND_ _ _ _ _ - invert to bottom of basin). h~l
~ g~_Q" *~-SPILLWAY MAY 8E ' - - - - - g) Visual inspection of all stormwater structures on the served site z
ARIE VARIES VEGETATED INSTEAD ARIE "D" (MIN) ARIE (MIN) inoa feeding the detention pond. cJo~
OF PAVED IF h) Visual inspection of the total site drainage basin for adequate ~ ground cover to stabilize site.
CONSTRUCTED _ _ TOP OF BERM EL. = E" T4L~~~.. ~ i Vi I in i n - , . W ) sua spect o of upstream (off site) areas feeding Into the site W
ENTIRELY IN CUT. Nbi ~ drains a basin for otential off-site sedimentation sources. ao~ 9 P J
I WAY INV.= D VARIES SPILLWAY INV.= "D" a SP LL ~ z\ o III. Maintenance activities shall be performed as follows: Q }
in ci d ~ ~ cJo~ J 1. After every significant runoff producing rainfall event and at least monthly:
a.- ' \ ~ ~ SPILLWAY WE1R LINING+~ ~ C b a
i ti a. Inspect the wet detention basin system for sediment accumulation, erosion, trash H ~ accumulation, ve etated cover, and eneral condition. '~l+ inUd 9 9
4' O.C. 4' O.C. cvo~ W
PI TYPI TY caL CAL b. Check and clear the orifice of any obstructions such that drawdown of the temporary ~~II EDGE OF LITTORAL SHELF pool occurs within 2 to 5 do as desi ned. '`4
ND EDGE SP/LLwAr SECT/ONA-A _ SP/LLwAY SECT/ONB~ Ys 9 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,
CLASS II RIP RAP OUTFACE PROTECTION. mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
NOT TO SCALE MIN. THICKNESS= 12", LENGTH=6'. NOT Tn SCALE NOT It7 .SMILE
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.)
quarterly to maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when
~ i ----r-.--.~__. ___i _-T_.~_~~., .-r__-~______,_.__ I _ _ _ depth is reduced to 75% of the original design depth (see table below). Removed sediment ~ ~ ~ ~ ~ shall be disposed of in an appropriate manner and shall be handled in a manner that will
I _ I _ , , T _ I- _ ~ _ _ _ , I I ~ _ _ I - - - - I not adversely Impact water quality (Le. stockpiling near a wet detention basin or stream,
I ~ j i , i I i ~ i , I ~ _ , ( 1 t "-C,E1V~!//Y£G~PR/A/ARX.A°/liL1Y4Y I _ i etc.).
~ j _ _ _ _ ; i j I i The measuring device used to determine the sediment elevation shall be such that it will 1 viii, it +
i I ; I _ _ _ - _ j I I ; ~ _ _ i j ~ i _ ~ _ , _ I , r ~ I I_ f _ _ _ ~ I _ l _ _ i _ i glue an accurate depth reading and not readily penetrate Into accumulated sediments. A
E ~ i _ i ~ f ~C1 , 'i o ~ N , __~_1 ._____1__._____~,M~__r._~_;_.______^_~ When the ermonent ool de th reads 3 feet in the main and, the sediment shall be ~P i I I P P P P ~'~~p
i I I 1 i 1 ~ ~ i _-j I _ _ _ L- _ _ - ~ _ __.I _ _ _ { _ ~ i- _ ~ - I _ _ I _ i _ , _ _ x _ _ ~ _ removed. 0 6 Y } o I- I I ~
i ~ ~ -
- ~ _ , _ __j _ I_ _j $ _ I ~ I f I ~ i I I C I G ~ t - - - - - ~ - - ~ - When the ermonent ool de th reads 3 feet in the foreba ,the sediment shall be - ~ Z i removed. y • , r - -
, I I ~ I ~ I, I _ , _ ~ _ I _ _i _ , t _ ! ~ _ _ I ~ ~ C
~ I DIA. SCH. 40 PVC I ! ~ j ! ~ I I ~ !WEIR ILLWAY ~ ` 1 - ~ a - ~ - - ~ - ~ - 3 5. Remove cattails and other indigenous wetland plants when they cover 50~ of the basin d i WEIR SPILLWAY ~ ~ 0 " , ~•~'~P _ v~_~_ ~ ~ a surface. These plants shall be encouraged to grow along the vegetated shelf and foreboy ~}0 _ I o• I _ ___r__._..~..~..__~__. berm. ~''+ri
c I I- -I- ~ SLOPEIT_~ I ~ ~ I ( ~ I _ _ _ i_ _ { _ INV. E~.= D L _ I DRAW- OVYN"ORIFlCE 0 I .l U _ _ u`
> ; _ s ~ _ I ~ i I ' -d i INV. B r . -o f I I _ ~ ~ _ , ~ _E I 6. If the basin must be drained for an emer enc or to erform maintenance the fiushin of -_~_0 8 _ _ _ ! 9 Y P 9,
E _ _ , _ _ _ ~ _ _ _ I - - t. ~ _ _ _ _ . _ _ ...TOP OF ~ERM EL E" E. _ _ _ ___INTAKE 4EL-.-- _ _ w I ; I ~ j ~ ~ i w I ~ ~ i I _ I i ~ _ _ I 1 ~ ! ~ sediment throw h the emer enc drain shall be minimized to the maximum extent practical. REVISIONS BY I s ; 9 9 Y
:a I _ ~ I _ 1_ _ _ ~ _ ----F- _ _ _ ~ _ ~ . _ i _ _ _ _L _ _ , I ~ I v - W N _ I _ i I__ 7. All components of the wet detention basin system shall be maintained in good working REVISED PER CdAMENTS
o ~ _ ~ ' _ I _ -I l_ L _ _ ~ j _ _ i _ _ I Y I ' 1_ ~ ~ ~ I I I i _ i X I i I ~ ~ I i _ _ ~ ~ ~ ~ : i _ ~ _ order. A BY NCDwQ JMY
4_lil~._----- ---1---~-._.__I__~_.__.._ I _ .~_-~----T-__ d i l _ _ ~ ~ ~ ~ > h
I I ~ ~ - ~ - _I_ _ _ _ _ _ _ _ I _ i_ _ I_ x ~ _ L _ I _ - _ - ~ ' ~ $ 'I F FLO FROM t~AFFLE MAIN POND ELEV.-"B" ' ~ ~ I f I , I ~ ~V U ~ ~ ' 4 O
~ 20 ,WEIR OR I _ - _ ~ i _ _ ~ y _ ~ , _ - i I I ~ ! i I i r ~ _ i - - 1 t I ~
' 6:1 MAX. SLOP FOR UTTORAL~SHELF ! i ! I L _ _ _ _ _ _ _ _ _ _ _ _ _ _I _1 - _ _ _ _ -I M ~ r I $ ~ I I I ~ i i 1,, 1 I , ; _ ..I I m ~ i~ I N R' A POaI EL= .B. I L ~ _ _ _ ~ _ i N ~ rn I i r __I 8 I
i ~ NORMAL POOL B _ ~ ~ 0 L I o-- I ' I i I
~ i , ~1_____.,__ , i I T I GENERAL NOTES:
cv ! ' : ! I _ ~ _ ~ _ I _ _ _ l _ _ _ ~ ' .BOTTOM BAFFLE i ' I ~ I BO ' , I 1 ~ E7..= 693.0 , f ~ _ . , ~ I I
.r. ~ FROM lOP OF ~ , 3 I _ _ r I i C- _ i _ I. - ; I ! ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 95Z STANDARD PROCTOR.
' ! I ~ OOTOM POOL I = "A" i i ' ' _ I BOTTOM P E.L=' "A" ~ i ;'-MIN 10' I j I i 4' MIN 10' MRV i iL EL=' "A' 1.3~Z ~ i , BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION.
~ 1. - , I I I i I! _ , I _L_ __I. _ ~ I I
m i ! I I I j ,PROPOSED GRADE I _ _.___i~--_________L_T_~, I I Date: 12~09~03
,LITTORAL SHELF1 TO BE PLANTED _ _ _ ! _ _ _ _ 1 _ _ 1 i j _ ..PROP ,SED GRADE.. - j i. ' I ~ , I ! ' i ~ I _ _ l _ _ _ 1 _ _ _ _I
~ I _ iWI1H ACCEPTAB~.E AQUATIC PLdNT i i i I I _ ~ _ _ _ j I I , , cn I i_ T _ _ _ _ I - --i Q _ __ISPECIES AS SHOWN- IN PLANTING DET. _ 1 _ ~ , ! ! ~ I Scale. N A
Z ! _ ! ' j _ _ ~ ~ j'L' PERMANEN _CONCRETE ANdiOR Q _ { _ _ _ I t I I I. I ~ I HOR _ _ ' _ _ _ ~ _ i _ ~ I
- - ' I Drawn: JMY
cT I I I i I ± I ! 3 I i j I rh,,,.i,a,~. 1111A
•MrxOr-60 TH1
O C C. ANTI-SEEP 0 I C. ANTI. Job: 03-07-06 -SEEP 0011ARS.
i
o ` ALL tONNECIION TO INLET BbX MUST BE _ _ h _ I I IiIE /A/Al~ I j r PB0cfAV1ak4R 7V GLENID~OF PR YSPIZZMA Y SEALED WAtER )X MUST BE sheet i
IIGHT. 1 f BEFORE YOU DIG J PD- CALL 1 -800-632-4949
1 I I I I a I, I I N.C. ONE-CALL C ER
a ITS TYE'r. L A20904
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: 0 1 sheets
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.,F - ~ ~-~;i : ~,~r ~ ~ - ~ ,~TOCKPILE V N O ~ + ~ ~ mN~ i AREA ~ ~ ~ ~ ~ ~
"'^.~4. 71 / l- .~ry~ ~~/i~~. ~ ~ ri 1 .Zi l~~' 11~ , ~ ~ ; - ; ~ . i t ; ~ ~ ~ _ 710 720 J'~ J7 ~ ` o° ~ W s~ O ~
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R ~ ; ~ ~ . ~ ~ ~ ` ~'h~ ~ ~ ' 8 W GRA~iL~L & RIPS h'ILTER ERM BAST N ~ ' r ~ 1 1(+~ ) i ~ -c- ,S ~ ~ .1 i~a IBC ~4 S Y _ 706 ~ ~ ~ ` ~~-t...; v~;;cia' ,i . , ~ ~ ER DETAIL 30.'12 , ~ASI 7301 _ - ~ V ~ N ~ i ~Nr ~ o 00
E T , . - ~ R r a o 0 U Z t`
,y ~ , _ t, ` ~ ~ ~~'"ti / - _ RE FABRI INLET TECTION AREA WHERE FENCE AROUND ~ (A ~ ~ T GTI ON ~ ~ ~Q ~ ~ E v; AIRPORT TO BE REMOVED ~ ~ V1 ~ ~ ~
~ x ~ I ! ~ f°:~ Y~~~,,~d°''`~~'' a + PE -TAILjlrON SKEET G TYP. .T G TYP. ~ DURMNG CONSTRUCTION AND aW ~ ~ ~
~ I t 1 REPLy1CED ONCE FILL IS COMPLETE ~ ~ o
„ o i s ~ ~ ~o~ N1
i ~ SFr', ~ ~ ~ ~ ~.~Q 1 ~ ~ n W ~ 7 1 ~ 1~1 ~ s~
i i / % ) t ~ I ) ' ' i~.~, I 1~ _ ~ '!.Q i .~0' / -i i 4; Rr ao -y r N ~ J) MPORARY DIVERSION SWALE PER ~ o ' ~ ~
r ; ~ j t'~ ~ n ~ ~ , / ~ P~ D IL 30.05 TYPICAL SWALE TO ~ p,, ~ ~ REMA AFTER CONSTRUCTION TO .~1`s ~
~ IVERT R TO HW3. ~ 'a
r ! - ~ ~ ~k.~~,~ i 7 ~ , C , j TD f
u F ~ ~ ~ i ' l R~10 A - 7S'' / i a ~E RARE S~ ~ a' ~ 1 I r V
( ~ ~ t a ; ' ' II , T .05 ICA RCp ~ ~ ~ ' r- ~i 'i ~ ~ ~ ,i t ~ ~ ~ ~ 71a _ , ~ r -~a ~ 7os ~ J NO SCALE
1 ~ ~ ~ ji t ~ ~ , .r j ~ t i` 1 ~ P ~ ~ ~"~°i i' r ~ i . 1 V i`~ . ~:m. 1 . - v r y t ~ Y
i r J t , i 4' i' i ~ t 16.61 _ ~ ' * ~ i ' ! ,i ; ' J vl f ~ LEGEND ~ _ o
F ' . i it j 1 ~ ~ ~ - ' i ~ 4 , , ~t~ wz ~ ~ ~ % ~ o
e ~ ~ i v ~ r ~ , ~ j i ~ jfi V _ TEMPORARY RISER BASIN N
i i i ~ ~ I C ~ 1 ~ I ( t' ~`~ii, ~ t ~ t i A ~ ~ ~ i ~ ~ i ' ~ r ~ I ~ 42 . , s" I I PER DETAIL 30.0E ~2 SF ~ ~
i I ' ~ i , t ~ ` , i ~ ~ ( / r ~ , r , T.W 710.00 r ~ ~ T TEMPORARY DIVERSION SWALE ~ D ~ t~
. ~ ~ 8.36.0 : i ~ - ~ ~ i ~ i ~ ~ ~ i ~ ~ ~ t , , x.360 PER DETAIL 30.05. ~ ` 710 / ~`F ~
~ . i~ E ~ ~ 1 ` ~ I~ y J TION ~ ~ `1 , y r-- RIP RAP OUTFACE PROTEC In ~
~ ~ ~ ~ i ~ ;r'"' i ' ~ [ ~ 1 ~ ~ I A ~ r ~ ~ ~ f ' i w ~ - - ~ j ~ f ~ ~ ~ r' w PER DETAIL 20.55. ~ ~ ~ l17
r' / ~ it i; r i .r~ . i i %J ~ ~ l f~ i IJ ~ r t 5 ~ ~ ~ ~ ` ( / 155,~Q50 ~ SF o ; i _ " -j TEMPORARY SILT FENCE
~ r r ~ I ~ i 1 I ~ i ! 1, ~ ~ ~a ~ ` l 3 ~ % , , t ~ ~ ; y ~ ! PROP FF 711 ~--p ~ 1 ~f Z N 1~ r RETAINING ~ ~ ~ ~ >>y / ~ - PER DETAIL 30.06. ~ -C ~
r r,. ~ ~ ~ ~ , ~w ~ 1 r ~ ; ~ ~ ~ r ; ° 24 WALL / ~
III, i'i~ h I ~ ~ ` , l i f ~ ~ i ` ; r ~ ~ ~ 1 i \ ' r f STABILIZED CONSTRUCTION ENTRANCE I i ? ~ ~0;~?c ~ r PER DETAIL 30.11.
l ~ TEM~'ORA~`YSILT FENt~ t ~ ; „ ~ I ~ ~ 1 v ~ ~ it ~ ~ - . ~ PER D~TATL 30:0 TjYPIC,AL ,1 ;yi,, I , ~ , 1 ~ ~ ; ~ ~ t;~ ~ i ~ i HrnN m18~ f r' ~ 4690-15-0938 ~ •
~ `~.ti j ~ j / ~ # TOP OF SLOPE BERM ~ - i f f ~ Now or Formerly ~\r- TSB pER DETAIL 20.50. U = ~
i i , I M } ~ ~ ' ' t 1'. ' ~ 1 ~ G~ 1 f j ~ //~/~1~ I P ,,~V A ` fy ~ - Cit of Concord ~ C- ~
f ' % 1 %~r t \ ; I f l A i ,~j" ~~1 l l ~ / 1 ~ ~ ~ ~1 ~ ~ ' >~t Deed Bgok 4059 Page 299 WIRE FABRIC INLET PROTECTION C ® N ~ .p, ~ PER DETAIL ON SHEET GR-2 W
~ 709.00. ~ ~ CCj C ' ~ ! l Q
453 461 1 , ~ ~ ; ~ ~ C / ~ ~ _ TEMPORARY SILT FENCE GRAVEL & RIP RAP FILTER BERM BASIN Q. i , ~y
~r~ ~ • 1 ~ ~ -10.410 AC r ~ ~ ~ ~ ~ ~ i ~ ~ ~ DER TAIL 30.06 TYPICAL PER DETAIL 30.12. F~+-4 ~ ~ ~ V ~ ~ Lf7
i~ ,~r ~ 1, i n i . ~ ~ I r` 'o - - - - - - EXISTING CONTOURS ~ ~ ~
i ~ - f PROPOSED CONTOURS
r" ,t f 1 ' ~ ~ t ~ ~ ~i ti l / I
t' I ~ ~ ~ f , s M 3~. Q i t 1 ' ~ ~ ~ IMITS OF CONSTRUCTION TYPICAL
~ ~ a 7 3 ~ i I ~ ~ ~ 'a n TD ' / ~ j I ~ ~ ~ / 710 1 ~ i ~ 1 ( / ~ ~ , ~t i p i ~ I ~ ~ % / 9 X1,5. i ~ j S ST SOIL TYPE BOUNDARIES (TYPICAL)
i' ! I l ~ ~ ! i i ~ r - ~ i ~ ~ i ~ ~ ~ l 1 ~ ~ ~ ~ Ji ~ ~ ~ I 1 ' a H
, ~ ~i , ~ ~ l I ~ 'i / ' 1 / % r / ~ ~ ~ ail i I ~ ~ ~ i SPOT ELEVATION MARKER (T.C.=TOP OF CURB)
1 l ~ i \ ~ ~ i i ~ ~ / ` I ! / ~ , ~ ~ r ~ : ~ I' ~ i ~ T.C.
~ ~ ~ ~ po ~ ~ ~ ~ ~ ~ ~ ! I i ~ ma 1 A r" i j i~ I ~ i 0 i ' 1 / ~ SPOT ELEVATION MARKER ~ P A MI .',3 TIER SILT FENCE BA a
I ~ i ' ( / ~ ~ I i i`! ~ o.d ~ HELP SURE PROPER MIXING OF T.W. (T.W.=TOP OF WALL) ~ N M..~
~ I r ~ i ~ ~o ~ ~ i~ ~ ti 3~4 Iron 1 / ~ ~ ~ ~ , ~ l { ~ ~ ~ oo $X ~ , - S RMyVA EP PER NC:DW4 REQUIREM NTS. g SPOT ELEVATION MARKER w _
1.~ Pie 1 ~ ' ~ n ~ ~ ~ ~ P i i ~ , ~ / } ~ + e f v B.D, (B.D.-BASE OF DOCK) STOR1ti~WATER J ~ ti N ~
' / k ~ l °+6 ~ ~ 1 ~ ~ ~ `V i ~ ~l 1 , ~ \ l'V~ ~ ~,y, 0 9ETENTION ND ~y ' ~ ~ W
% i ~ i ~ PER E ICS 0~! + ' ~ S T PD 1 A
V i ~ ~ , i Iii ! ' \ f 18 p.5 ~ ~ I ~£MPORAR~' RISER ~ASI ~ ~ ~ ' / ! PE~ I~AI~ENT-~DETENTIUN POND TO BE USED J'
I i 15" CMP BARR ~L &118" P~RF©R~TEp MP RISER ~ 17 ps 1 I i f ~ ~ ~ ~ ~ ~ A !TE PORARY RISER BASIN DURING d'S ~ ~ ~ { EE DETAILS ON SHEET PD-1 COS TION S S Q A
I ANCHOR RISER 1N -6 xl'r6"x1'10 DEEP 'i i ~ 1 S { d ~ j H
~ J I CONC TE BL CK.~INS ALL 4'=-6"~ ANTI SEEP ~ , , , 7 , ' ~ I i i ~ A, ~ 1~ / ~ i, f I COLLAR ON , ARf~EL J ST BE~.OW~ CENT RI:IN~ OFD s , ~ , ~ t ~ ~ ~ s - z ~ BOT.= 8 ~ ~ I D EMERGENCY 10, CRETE LNE
TRAPEZf~D L ' i 1 ~ ` ~ , ~ ~ ~ ~ y ! - I BERM. CONa~TRUCT 8 WIDE ~ t - ' I'' - ~ ! SPI .L . PER DETAILS ON SHEET PD-1 ~ H ~ W~
N Y SP LW Y WITH ~:1 ~ID~$ I ~IRGIf~ ~ :A1 ' ~ ° ( EMERGE G 11 % ~ 1 / Q'i 10 RI31. ~
W SOIL SEED ENTIR ASV AMD ~PILI!WAY ~1PON~ ~ - ~ ~ 10 6 ( ' T DF~ i ~ i ~ ~ R i ~ ~ I COMP ~ETION QF STRUCTIONi BO'T 0 6' ~ ~ ! ,r' ~.i1 W
~-,1~ 4, 1 ~ ' S O BAST =690, ~fi0 RISER= 692, ~PILt{ AY ~ ~ ` ',1~,, ~ ~ r' C810 I y ~ ~ ~ f•'; 22 ES23.F . 0
~ ~ IS ~ INVERT=69 & OF BERMr694 A~ ( ! 1, ~ i + _ ~ , In ~ U E FU E ~``r ,'r
" ~ I PER DETAIE 30. 1 T`YPICA'L ; ~ i'° r ~ 1 708, i. ~ A ~ ~ ~ I 1 1 i • i1 ~ ti• ~ { ~ / 5 s. y 0 RHEA
O ~ i it ) ~ ~ ? i ~ 4j ON CTOR ~ w ~ ~ H T r U~
I , _ i ~ % ~ l / ~ ~ Z U~ _ INSTALL 18 RCP AND FES FOR DRAINAGE w
~ ~ TEMPQR $ILT ~FEMCE ~ j , ~ .82 T. 294 ~F ` s I ~ PER DiE X30.06 T~fPI~AL i ~ t ~ ` ; c, FIUM ~ ; • UNTIL AIRPORT GRADING IS COMPLETE. MCI ' i V, V 1
~`t ~ ,0, ~ ,I ' i ~ i i. ~ /i' 1 , ~ WIR F BR LET ROTE TIDN - ~ ~ `r t PIPE AND FES CAN BE REMOVED UPON E 9 f ON HEE ~ GR-2 TYP. ~ ~ ~ f° - ~ COMPLETION. PtrR T ~
- I t t `r j < < ~ V ~ 708 ~r /s 1 ~ ~ ~ r GENERAL NOTES:
j i f ~ l % 'FUTURE . ; , ~ I 1. 1. BOUNDARY SURVEY INFORMATION PROVIDED BY PIEDMONT DESIGN ASSOCIATES, P.A..
t.. _ 1 1 ' ~ i ~''s C81 Y ; S ~ 2' FLUME - ~ ~ ~ ; , ~ ~ o Y ~ ENGINE j J~. r/ 1 E t J ~ ~ % ~ V s 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING
4 - r 3 T.C. _ ~ ~ / O6 705. 8 DI1 _ ~ - _ 1. ~ 2 FLUPIE ~ F BU~ILDItaIG t'; r r - ' ; ` UTILITIES SHOWN OR NOT SHOWN ON PLANS) PRIOR TO ANY GRADING ACTIVITIES. f ' E /30,000'SF ~ ~ ~ (
~ y` - - ~ _ / ~ ~ CB12 l J` ~ ~ (j ; i ANY CONFLICTS SHALL BE BROUGHT TO THE ATlENT10N OF THE ENGINEER. ~ r ~ /
• ~ f ~ - ° / o ~ ~ 50 ! - - ~ { ; {i ~ ~ ' ~ r' f ~ 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. M~' Y / ~ ~ 3 4. ALL EROSION CONTROL MEASURES MUST BE MAINTAINED UNTIL ALL DISTURBED M..y
B ~ - , 705.8 ~ UFFE , mac. D P ~ , 9~.~ t~~ ~ i CJ R ~ , , ~~O~NG 3~4 Iron - ~ ~~0 / ,'S r` ~ - 1 ~ 6 T.C/` ~ / / r Q - ~ t' ~ ~ ~ i ,
Pi e - w / ~ p~R C~ _ _ ~ i ~ s~ B i ~ i AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE ~i T.C/` f . - ~ ' 7 r RE UIRED AS SITE CONDITIONS WARRANT.
_ ~ ~ ; / ° ~ ~ r 89.E-2,- ~C ~ TD' ° _o _ ~ r~ i / l i Q f ~ 5. SEE SHEETS GR-2 AND GR-3 FOR EROSION CONTROL SPECIFICATIONS AND DETAILS,
Re od r I : LC ~ - - - i ~ lC Lam„ , ~ ~ ~ 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION ~ ,
' I ~ ° ~ \ lC v ,l ~ ~ , 3.~~, 8.39 r... _ ! 1 AIN DATA. ~ \ ~ y F4TURF` ~ ; ~ AS PER DETAIL ON SHEET GR-2. SEE SHEET GR-2 FOR STORM DR ~ P 0
° . ~ ~ ~4 Rebar; J~3 ~ ~ ~ r ` CO~dNEtaTOR ,i' ~ r' ~ 702' i 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55. 0;• ~ b'~,,y '
`~~!4680-~ -443 ~ ! ~ ~p4 ~ 1,. Iron Pie I ~ ~ ~ a + / g r' ~St ~ P 4' N~w or Formerly ~ ~ # ~ y i ; ~ ~ ~ ~ 8. ALL FLARED E E~TIONS SHALL BE PROTECTED AT THE TOP WITH TEMPORARY SILT y: i' ~ ~ / ~ l~ irA ~ ' : Z
Shwe U. & Christine M in~~. ~ t ~ I ~ Reba ~ . Y ~ if ,r' ti i ~ S j` ,E r ; ; ; FENCE PCB DETAIL 30.06. Q
Deed Boob 762 Pa 153 , ~ ~ ~ ~ TE~IPORA Y DIVERSION SW E # ; ~ $ -9~64~1 I. ~ r 1 ~ ~Rebar • ~l ~ ~ 'TS 9. PE NENT GROUNDCOVER MUST BE ESTABLISHED WITHIN THE PROPOSED DIVERSION ~ ` ~ ~ " v r UIRED IF THE VEGETATIVE d ~ P ~,2~ , ; S 8 ALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQ ~
' ~ L t ~1 `~ethany Woods Subdivision ~ j' ~ ? ~ , PER DET IL 30.05 TYPICAL ` - ~ 4 ~ ~ ~ i ~ I ~ ; t - Pldt Boob 20 P ,ge 7 ~ ~ ~V Form>~ry, -~5-9309 ~ ~ ,d' ~ p ,r ' COVER CANNOT BE ESTABLISHED AS PROPOSED. + N J
~ Shw , Christi er, yih~ i ~ #4690 ~ ~ ~ ~ ~ I Now or Formerly ~ ~ / (feed`' ` 762 e+ 153 ~ ~ r ~ '+ni iiti~~~ ~ / r, ~ i i
o ~g ~ ~ ~ ~ ~ Lot 2 ~Bethari ods'•,Su~bdlvi ion i I Shiwe U. & Christine Myin~, _ i ~ ~ ~ ~ ~ ~ TbP QF SLOPE BERM ~ ~ ~ % ~ /PEfZ DETAIL 20,50
~ ~ . I I e1 3~ ~ ~ p ~ ~ ~ Plat B Page 7 - Deed gook 762 I?ag 5 ~ ~ ~ ~ Lot #3 Bethany Woods, Subdiwsibn ~ I ~ ~ ~ f / r t , ~ / REVISIONS BY
m Plat Book 20 Pa e 7 ~4~90-05-0348 ,gym ~ ~ TO .B~ D ISE ~ 9,_ \ Now dK Formerl TWE CITY OF
o ` Y ~ ~,Shwe U. & Christine Myint ~ i PR T~ ~SUk TWE CITY F C COR~ ~ / ~ ~ ~ REND o ~ i' q,EAAIND PER SIZE PLAN JMY PR T~ ~SU~DIV),810K'' Q . A CHANGES t
g Deed Book 76~ Page 153 ~ f ° r + i f O~ / RENSm ST0Ipl DRAIN t
d / Lot #4 Bethan Woads~ Subdivision O ~ p RE a ~ Pla o k 20 Pa e`7 ~ N ~ ING ~`FUTUf2E/ N t B o g O~ i 30,e~0 S.F. - ~ ~ ~ / ~ l ~ r`` ! aoND aex NCDMq AHD JMY FUTURE j / : ~ % f ; 'V B RYAN ING 1/'14/04
~ ~ I iHANQER ; r/ 30,0iJ0 S.~ , ~ ~ ~ ~ ~ f ~ i
ni \ ~ ~ ~ 'F.F.=705.06 N _ ' ~ ; ~ Tr`1RE ~ ' F.F,-705.06 ~ , ~ ~ ~ o T I-WAY'
o ~ f r / ` 1 ~ 1 j 1 ,1 > > ~ / ~ % r ~r i
N ~ 4 i ~ ~ / ~ ~ I / i f ~ , ~ ~ rn ~
~l ~ I r' + 1 ~ ' ' ~ i ~ ~ ~ J 'TEMP RARY RISER BASIN ~1
- _ r' y 167, 71 S~F ~ ~ ~ ` W I 3, 838~AC ~ I' ~ 167, 71 S~F ~ ; j i ; ( 1 f ~ 12"~r~MP BARREL & 18" PERFORATED CMP RISER ` 3,83 AC ~ ~ ~ : i ~ ~ >
ane ~ I ~ ; , ANG~AOR RISER IN 1 -6 x1'-6 x1 -0" DEEP / ~ ~ , 4 ~ ' ~ ~ ~ ~ ~ ~ 00 'CRETE BLOCK. INSTALL 4'-0~ ANTI-SEEP
3 ~ ! rl f; W 6 J, V 1 'I ~ I ~ ~ ~ ~ ! ~ (i0 AR ON BARREL JUST BELOW CENTERLINE OF / ~ ~ 7Q4 I ~ ~ 702; ~ ,
z ~ 1 t ~ _ - t i i g - f _ y ~ a _ ~ . ; i ~ M, CONSTRUCT 8 WIDE TRAPEZOIDAL ~'RB~1 ~ ~ s ~ i i ~ ERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN Date: ~ 2 /OS~O3
3 v, ~ ~ f 10,463 SF ; ~ + ~ SOIL. SEED ENTIRE BASIN AND SPILLWAY UPON
- d ~ , ~ _ _ _ o ~ ` 4 t OMPLETION OF CONSTRUCTION. BOTTOM OF 1 p=60' Hor.
Q _ z I l ~ B~3 ~ ? ~ I ~ r 1 1 I - 72 TOP OF RISER=674 SP}LLWAY Scofe: t I ~ As N~6 2 CONTOURS ' ~ ~ B v ~ NVERT=675 & TOP OF BERM=676 AS
Q ~ ~ ~ ~ R DETAIL 30.01 TYPICAL Drawn: ~~f ! _ r~r,{„~ , ~ ~ _ . BEFORE_YOU_DIG. 1 _ r~.,,,,i,,.,~. N AA
I ~ I I r
` 71 6g CALL 1 -500-63L-454y o~ncu. vurt
1, _ _ LC N.C. ONE-CALL CENTER IT'S THE LAW 1 Job: 03-07-06 1310.10 - Concrete ument
o I l 4 Reba,ri Z~F i Sheet E ,0
N ` 2 fro 5 e~ Iro . ~i' > I 0'7 j I'
Lot #5 Pipe 1S$9 41;56 Wi t TE AR E 1 Pipe { Tip Line PE ,DETAILS 3Q.0 , y?ICAL e~rU1f
Bethany Woods Subdivision 739~, Plat Book 20 Page i 7 -A 1 2 ;iron : g4 47 d JAN B 1/14/04 i i$45A9-17- 422
DESIGN ASSOCIATES P.A. Owner: Approved: Date of Issue: 1104 3 Sheets NT
C Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESK CU
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`V t e ~'r ~ ~ t , ~ t I - r ~ ~n ~ ~ - s<', ' r ~CONSTR ON EN t 3 ~ R ~r ' . ~ , ~ , ~ ~ ~ ~ ; r ~ : ~ ~ - STAB 7Q8 ' ~ ~ . > F, DETAIL 30.11. ' n m ' r - ppp pry N
~s , _ , o ~C~ N ~ i ~ ; . ~ I GRAVEL & RIP . ALTER ERM BAST BAST 730; ,
r i,, ,I ~ ~ ~ S~' ` ~ ~ "-i! '~t r ,C;e!E~, ~ _ ~ti{ 708 ER DETAIL 30,'12 i r _ ,-~r ~ ~V a ~ ~'D ~ U Z ~
K ~ ~ ~ - _ ; . ~ , cos , r ~ a~ ~ , / ~ , ~ - ~ ~ ~ , 'u AREA WHERE FENCE AROUND ~ ~ cif
~ r. L' , F f ~ ~ 1 , ~ ~ '~'~a; R~ FABRIC INLET TEGTION ~ ~ ~ ' ~ ~ ~ ~ ~ _ ~ PE -TAIL ON SI#EET G TYFP. TEGTI ON 4 to ~ = ~ ~ ~ v~ AIRPORT TO BE REMOVED ~ ~ O.~ ~ :ET G TYF~. ~ ~ DURING CONSTRUCTION AND o ~ ~ ~
~ ~ REPLACED ONCE FILL IS COMPLETE ~ ~ 0
,C ~ i r ~ - ~ ' ~ , ~ ~ ~ ~t, r~ . 7 a :B N7 ' 1 ~ O t~ 5 ~ ~o
r ' ` ~ •i;', ~ ~ ~ ~ ~ ~ , ` W ~ ~ ai
& a i 730 o ~ J) MPORARY DIVERSION SWALE PER ~ ~
D IL 30.05 TYPICAL SWALE TO ~ ~ p., ~ REMA AFTER CONSTRUCTION TO ~y ~
~ , ~ ~ p 1 } ~ r',t °'~i IVERT WAR TO HW3. ~
1 7 ~ , ! ~ r~.~. t / ~ ~ , / l' ~ r i E 1 / f i ° C i f TD
J'' t r i ~ I I~ ~~.,u ~`y,:i zr.~, r i I ~ y ~ ~ ~
r ~ 1'E RARE( RSIO S AIaE Rte, / f _ ' ~ i ' ~ fi ~ f~ 7os r NO SCALE
~ f DAP t ~ t ~ . 1 y 1 f~ li ~ I C I ~ i 1 ~ f 1`-' J' , ~ r'~~~ F I J -~`r - t ~ ~ ~
1 ; .,}i. ~ ~ V ~ / , o' LEGEND p~-
- , ~ 1 . 1 eB3 r f a-- / I I ~ ~ ~ r _ _ ~
t ~ t~ i ~ H i j ~ . , ~ i ~ P' r t ~ '~r u _ RB 1 TEMPORARY RISER BASIN N
i i s s ~ ~ ~ ~ , c i , , 'k~, i ; ~ ~ ~ ~ ~ ~ >~2 PER DETAIL 30.01, ~ I
, , i i ~ i / ~ I f ~ ~ ~ , 1 ~ i~, ~ I~ j i ~ ~ y >~2 SF ~ ~ ~ T.W.. 710.00 s ; _ fi~ TEMPORARY DIVERSION SWALE ~ M
i ~ :l ~ f ~ ~ f a ~ ~~II ~ s ~ I ! ~ ~ X8.360 ~ 2 ~ ~ 1 i TD ~ In ~ PER DETAIL 30.05. ~ 8.36.0 0
i ~ ~ t 'i ~ , ~ ~ ~ ~ r 7~o D~~ i ~ d' v ~ o i' % j' r RIP RAP OUTFACE PROTECTION ~ In
r ~r~ ' ~ i I ~ j i ~ r i i ~Ul } t ~ ~I ~ ~ ! , i I i ` ~ 1 ~ i ~ ' ~ t ~ - t s f i =ky y .55. ~ ~ j W PER DETAIL 20 ~ ~ ~ In
r' r ~ t i ( ~ I~ ~l~~, ' iJ ~ ~ - .'r ~ ,
~ 1 l ~F r ~ ' I I ` _ - 155,`050 S . { i f ( ~ PLOP FF 711 ~ ~ I s~ ~ ~ Y - ~ TEMPORARY SILT FENCE ~ (V $ : ~ RETAINING ~ / - i r PER DETAIL 30.06. CCS ~
j t j b' 1 ' WALL A-1 C d'
i t i i ~ C~ ~ 1 ~ : ~ ~ , ~ r ~ ~ i i ~ i ~ ~ ~ 24 r ` P~ , T r r; % I CONSTRUCTLON ENTRANCE 1 , , r ~ ~ ~ _ 0 STABIL ZED ~ y D~O~K' ,i PER DETAIL 30.11.
r" I Ei N f s i j ~ ,r' JEM)''ORAf~'Y,SLT E ~ ~ i ~ ~ ~~.A t ~A~ 1 ~ 4690-15-0938 ~
~ TFYPICAL " ' I~~ ~ ~ ~ ` ~,r' / ~ j PEA DETr~1L 30,0 , ~ ~ i ' ,j / % r~l 'I~~ ~ i _s j' 1 ~ ~ ~7 ~'o. ~ ~ 1 ~ ! ~ i ~ ' ~ ~ .4 i • ~ ; ~ TOP OF SLOPE BERM s- g ~ ; ~ Now or Formerly TSB 0 50. ~ U ~ ~ ~ t ~ i PER DETAIL 2 p ~ ~
1 I j ~ ~ Ii: ~ I f 1 , ~ ~ ~ ` ~ P`~ ~ , .City of Concord W ~
/ ~ ' ~ ~ ~ _ "'I ~ r' Deed Book 4059 Page 299 WIRE FABRIC INLET PROTECTION 0 ~ - - - - , ~ o Ia ® N
u, , ~ ~ , ~ PER DETAIL ON SHEET GR-2 W ~ .0 709.0 % ~ CCf U7 C
i , i r 1 l 1 ~ ~ ~ ~ t' / r; ; r ~ 453 61 F 1 r ~ t~.~ ~ r ~ / j' 4 c_ / GRAVEL & RIP RAP FILTER BERM BASIN p. 1 _ TEMPORARY SILT FENCE ~ny.~
is ! , ~ ~ r % , ~r ~ PER DETAIL 30.12. W w o V PER CjETAIL 30.06 TYPICAL ~ 5,L - 1 ~ I / to
' ~ ~ ~ r % r , 1'0.410 AC ~ ~ - . ' ~ 1 ~ jl i ~ ~ I 'J I ~ / ~ a ' f ~ i` ~ ~ _ - - - - EXISTING CONTOURS ; ~
/ r ~ ! r ; f ! i - ~ ~ ,f ~ ; r ~ 1 ~ ~ ~ 1' ~ ~ ; , ~ ~ /
i 1 ~ti'``l ; ~ r , l ~ ! i z ! lit ! ~ ~ r r ~ + ~ ~ ~ ~ ' .r , } 14 ~ ~ f a ti f t r i h ~ 1 ~ . ~ f - PROPOSED CONTOURS r f t ,
~ , ~ ~ ~ ~ 1 t I i f ~ ~ LC LIMITS OF CONSTRUCTION (TYP CAL)
i :M ~ 3+p. i s s r"f 1~ 3 ' ~ 1 / / ~ '~'f ' i' n TD ~ 1 ~ ~ l 1 ~ ~ , ~ 5 1 1, ? S'0' ST SOIL TYPE BOUNDARIES (TYPICAL)
/ ~ , ~ co ~ ~ 710 s 1 I~ s p ~ ~ 9 ~s. ' i - i r ~ f l ' i~ nom' i v ~ , i j ~ ~ Q, I A~+ H
1 r l'' ~I~ ,Cy 1 i i r ~ ® I ~ ~ r I t I } / ~ ~ '4~ I i ~ ~ / ~ 8 } ~i. ~ ~ ~ ~ SPOT ELEVATION MARKER
i ~ ~ i 1 i I l l f/ \ ! I ~ i I ~ . r r ~ ' ~ f'~ ~ ~ j i , ~ i ~ I l T.C. (T.C.=TOP OF CURB) a
l r 1 1 f ~ i 1 V /r ! ~ ~ / ' 4 ~ / / SPOT ELEVATION MARKER D - \ PAC MI .;3 TIER SILT FENCE BAFF E T.W,=TOP OF WALL F~
~ ~ ~ ! . 1 ! ~ ! ~ ~ ~~,qq i 0 ~ ' s i t ~ f ~ - ~ ~ ~ I f HELP SURE PROPER MIXING OF X T.W, ( ) N H
~ ~ C 2 ~ ~ ~ o ~ S RMyJA E~ PER NGOWO REQUIREM NTS, ~ SPOT ELEVATION MARKER W
i , ~ r, ~ ~ ~ p ~ i 4 3~4" Iron ~ ~ _ ' / I 1 I r . I ~ ; ~ I ~ TD ~ o ~ i I , i ! ~ ~ ~ ~ . ~ B.D.-BASE OF DOCK) V ~ B.D. ( ~ STORMINATER , J ! ~ ~ Q H
Pipe 4 ~ ; i = ~ s r ~ ~ % ~ ? 4 4 ~ ~ , 1 / l ~ , s , 9ETENTION ND ' ~
f 1 i ~ A .V~, r , 1~ i ; ~ `V aw 1` ~ , , i PER DE ICS O~J t
~ r ~ t + ~ i ~ .'I ti ~ 0 ,j ~ I ~ l I _ I ~ I `s f i A ~ 18 ps - S TPD 1 A ~ ! ~ PE? MAt~EN~~DETENTION POND TO BE USED J'
~ yEMPORAR, RISER ®ASIA ~ ~ ~ ~ 1 ~ ~l' ~ ~ ' ~ 1 I ~ 11 l N.C : n ~ f dS it pi A(:TE PORARY RISER BASIN DURING
(r 15 CMP ,BARRP~L 18° PE~RF4RP~TEp MP Rl~~j , ;t ' ~ ~7 ps ,~y ~ ~ ~ -.r. ~ ANCHOR~RISER'IN '-6 x1'-6'x1'0 DEER I, ~1. ~ ~ 'S l ~ d ' G ' y ~ ~ ~ 110N. SEE DETAILS ON SHEET PD-1 CO STS Q A r S y ~ , + r 1~i yy
" --~1 ~ ALL 4't6"~ AMTI SEEP ? , 1 ~ ~ ~ 7 8 ~ / ~ CONC~TE BLbCK. INS I ~ , , , , ~ i ~ H . ~ ~ 1 ~ 80T.= 8 ~ 10~~~,; CRETE LINED EMERGENCY -
~ COLLAR ON ,~ARf~EL J ST; BEl_OW~ CENT RUNE 0~ ~ , ~ A , t t ? ' ~ t ~ - - S` ~ ! SPILL AY~ PER DETAILS ON SHEET PD 1 O 1~-1 ~ ~,t
f BERM. CON~TRU~T 8' WIDE TRAPEZ D L , r , 0 ~ ~ s ~ ~ y - I EMERGENOY SP~LLW Y WITH 3,1 SIDES I UI~GIN I ~ ~ 1 1 "
W i ; ~ ( Y t 10 ~SflIL. SEED EN~TIR AS~J ACID ~PILI:WAY ~tP~ON; - R I 6,. y RI3L ; W RC r Q',
>"7 ~ COMP ETION ~F STRUC~ION! BdTTO OF; ~ ;1' i ' 1 ~ c~ ~ , 7 9 p. . - ~ O - R1SERt6 2 IL A~' ti s}; ~ i ~ C810 ' y ~ . t BASSI -690, rfi0 9 $P , ~ IS 2z
~ ~ AVERT=69~ & OF BERM~69~ A ) i 1 , i ~ i I, s - UE r' ~ 'i - FU E ' ~
p ~ PER DETAIL 30. 1 TYPICAL ; ~ ` ~ a 70&, K ~ ~ s ~ ~ , • , y 0 ERHE ~ r, j
~
O ( ~ f ~ ~ ~ f C~ ~ ~ r ' ~ ~ Z j' C} ~ I ! ~ ~ r i to ~ r ,f it INSTALL 18 RCP AND FES FOR DRAINAGE w
_ _ - ~ i TEMPQR $ILT >'FE CE' r i ,82 T. i - - ~ ~ ~ << 1 294 ~SF - ; ~ J ~ ~ ~ f UNTIL AIRPORT GRADING IS COMPLETE. H 4 V 1
~ ~ PEf? ~30.0~ TYPI~AL 1 ~ r S Ff~UM - O ~ 0 ; v , ~y , - ~ r~ v f PIPE AND FES CAN BE REMOVED UPON WIRE F96R ,LET ROTECTI"ON _ , ' r
i ~ ~ ~ ~ HEE , GR-2 TYP. . i ~ ~ COMPLETION. PEAR ~ ON T ~ r ~ / ' ~ , ~ ~ GENERAL NOTES
J., - ' ~ y ~ ~ in U' ~ ' fFLUME ; ~ f , f i ! f ~ ~ T ~ ~ ~ ~ 1. BOUNDARY SURVEY INFORMATION PROVIDED BY PIEDMONT DESIGN ASSOCIATES, P.A.. f ~ U URE , ,
L ~ ~ ~ ~ s, `~s ~ ~S r r y - ~ _ 1 i i ~ S C81 i 2' FLUME _ t , y ; ~ , ~ ENGINE ,i i „l ~ ~ v ~ 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING
_ 1 , , o _-~..~.r ~ r ~ ~ a 0 .83 - ~ _ T.C. O6 ~ ~ Bl11LDII~IG ~ ` - ~ ~ I UTILITIES SHOWN OR NOT SHOWN ON PLANS PRIOR TO ANY GRADING ACTIVITIES.
~ i ~ 705. 8 DI1 2' FLUItE ~ . , r° ~ _ ~ i ~ I ~ ~ i i ~ ~ t` j ~ ± + ANY CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
t ~ CB12 • ~ D117 1 _ y ~ / ~ ` ~ 7 ~ ~ f ~ 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. 1~ ' ~ ! F-1
~ ~ 50 ~ t - _ r _ _ / ~:O~V / ~ ~ ~ 4. ALL EROSION CONTROL MEASURES MUST BE MAINTAINED UNTIL ALL DISTURBED M~ ~ ~ ~ i ~ f
4 Iron ~ - Pi e. _ ~~R ~S CC _ . ~ ~ - g, AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE riy T.C;, % i
P _ ,d ~ r` o ! r,- J' - ,r REQUIRED AS SITE CONDITIONS WARRANT, ~ ' r` ~ 5. SEE SHEETS GR-2 AND GR-3 FOR EROSION CONTROL SPECIFICATIONS AND DETAILS.
' ; ~ ~ 2' f r ~C ~ - - ~ ~ j ~,iiiiiiirir y r ~ f. l I ~ 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION ~
r ~ ~ tC ~ ~ 1 ! 3.3~ 8:39 ; , ,.....~.1 i 1 ~ ; i ;~5 ~ ; ~ -~c ~ s , i -2 FOR STORM DRAIN DATA. ~ \ ~ ' Ft~TURE' ~ ; ~ AS PER DETAIL ON SHEET GR-2. SEE SHEET GR ~ P~ 0
7 i r ~ , ~ ~ ~4 Rebarl ~.~3 ; ~ i r , CO~dNECTOR ' i~ ~ ~ 702` , ~ 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55. O;C~ b~-;y,'
- -443 ~ ~ ~ , ~ i r b~ i I a ~ n + ~ f ti.,. #4680 1 Iron Pie 1 r r 5 P 4~ 7 / ~ ! ~ r ~ r i' l TEMPORARY SILT ~ ~ ~ ~ ~ r, ~ u ~ 8. ALL FLARED [n~Ir]~JE~TIONS SHALL BE PROTECTED AT THE TOP WITH ~ z.
~ N~,w or For erl y F' r r I i~ ~ - ~ ~ ti . ~ I t ~ r f ~ f ~ ~ Reba ~ hwe U. ~ Chnstme Myint~ . ! ~ , 5 ~ ~ ` ~ j • F N E P DETAIL 30.06. `a' ~ ~ ~ ~ j ~ ~ , , E C ~B e ~ i' `~J t i'' ~ /r
~'~,fl~ed Boob 762 Pac~;153 - ~ - ~ ~ i ~ ~ TEMPORA Y DIVERSION SW~,LE ~ ~-Rebar f , TSB 9. PE ENT GROUNDCOVER MUST BE ESTABLISHED WITHIN THE PROPOSED DIVERSION Z 0
' t 1 " ethan Woods Subdivision ~ ! 1 $ 95 641 I 1 PER DET IL 30.0 TYPICAL _ ~ ~ I ~ ' ` ~--T °f`r ~ " ~ ~ ~ ALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQUIRED IF THE VEGETATIVE d , P 5x24 S~8 Z E f~ ~''o~,, / ~ ' g~ S ~ N J
Piat Book 20 Page 7 - ~ Formerly ; 4690- 5-9309 ? - $hw . ~ Chnsti ihtQ ? r ~ # ~ / r , f j COVER CANNOT BE ESTABLISHED AS PROPO ED. 'liiiiiii~~~~~
~ ~ s~ y ~ _ Now or Formerl ~ , ~ % ~ ~ Qee 762 ge;153 y ~ r ' ~ hri tine M int K - ~ d ~ % bP OF SLOPE BERM f j , ~ ~ ~ .r'PE~t DETAIL 20.50
Lot #2 ~Bethan ~ ods`!Subdlvi ions + ~ Shwa U, & C ~ y _ / , ~ Plat B Pa e 7 ' ~ ~ \ Deed 1~ook 762 age 153. P , ~ / ~ ~ 1 ~ - ~ , / f s SIONS BY ~ , j , REVI
~ g ~ Lot #3 Betli'any Woods, Subdiwsibn ` - ~ _ 6 / ! / ~ ~ I ook 20 Poe 7 #4~0 05-0348 ,gym TO .B>` D I. ~ Pat 8 9~ \ Now dr Formerl fi"' SWE CITY 9f . ~ ~ ~
a ~ ~ Y ,n TWE CITY 9F C~IVCOR~ ~ /r . ~ ~ ~ i~ l / ~ i` CLEARING PER SITE PLAN JMY
~ ~Shwe U. & Christine My~ t ~ ~ PR T SI sA , ~ Deed Book 76~ Page 153 - - ~PR T fSU,BDIVI~fONj ,f : , ; ~ ~ A cH~NGES t2/3o/03 r° ~ f/ r ~ / ~ f °r ' , i (Q ; / REVISED S1 DRNN ak
d Lot 4 Bethan Woods•Subdivision ~ ~ • pp RE # y ` N ~ ING (FUTURE f' `F %,I , j i i / r" i` POND PER NCDwQ AND JMY FUTURE f ~ ~ , ~ i ~ i ~ ,V ~ B RYAN iNG 1/'14/04
N ~ Plat Book 20 Page 7 p / 30,,600 S.E I-- ~ \ _ y 0 r ~ ~ ~HAN(aER 30,,000 S.E: , ~ ~ ~ / /
iv \ ~ ~ ! ' F.F.=705.OQ HAN(aER / ~ ~ l ~ ' ~ ~ ' i / _ j ! ~ , t ~ % F TARE ' F.F,=705.00 ~ T I-WAY`
N o ~ ~ ~ / / r` ~ ' r / ~
~ J Ar} + ,r ' ~ ~ ` ~ ' ~ ~ A Y RISER BASIN 1 i ~ TEMP, R R ~
r-' 167, 71 S1 to ~ ".~5--~-~~ ~ r, ~ A r , 3.838/'AC 167, 71 S f f ~ r ~ f + 12"-AMP BARREL Sc 18" PERFORATED CMP RISER
3 - , .6 1 ~ ~ ! r 3.83 'AC I ~ I ~ ~ ~ / ~ > 8/ ~ , AN~G~OR RISER IN 1 -6'x1'-6'x1 -0" DEEP
Y nr ! ane - _ i ~ ~ I ? ! ~ ~ ~ ! ~ CRETE 'BLOCK. INSTALL 4'-0~ ANTI-SEEP rti i t ~ f ~ ~ + ' ' ~ ~ ' ~ { ~ CO AR ON BARREL JUST BELOW CENTERLINE OF
w ! Q z 1 t _ i g o ~ f . ,l ~ I ~ 7Q4 702 U'~ ~''RB 1 ~ + ~ ~ J M. CONSTRUCT 8' WIDE TRAPEZOIDAL
a _ - , ~ _ Y ~ Vl _ o Ir yl ~ ~ ~ ~ ~ ~ 1 EMERGENCY SPILLWAY WITH 3.1 SIDES IN VIRGIN. Date: 12f 0903 10,463 SF ~ .ti ~ r ~iIL. SEED ENTIRE BASIN AND SPILLWAY UPON
~ _ ~ ,I J F ` ~ ~ ~ ~ NSTRUCTION. BOTTOM OF ' s , OMPLETION OF CO - 1 60 Hor.
~ z , J6~3`. , , PI WAY Scale: , , 1 ~ i ~ t ~ ASIN=672, TOP OF RISER-674, S LL 2 CON~I.OURS ~ ,
Q r ~ z _ , T B v NVERT=675 & TOP OF BERM=676 AS Drawn: ER DETAIL 30.01 TYPICAL JMY
_ _ - _ _ ~ _ ~ ~ rai.:_ BEFORE YOU DIG ! _ „
I - - _ --s _ ! CALL 1-800-632-4949 Checked: ULM
U - ' ` CC N.C. ONE-CALL CENTER I IT'S THE LAW I Job: 03-07-06
o - Concrete ` » nument
e #4 Reba' 10 Sheet \ 4!1 58 E 000 g 31
i 4"6.59 Ire i
Lot #5 Iro l 5 eb i~4 GR- I 156 W1 TE PORAR E X41 Pipe 1 ' Ti6 Line
n Pipe v Bethany Woods Subdivision I PE ,\DETAIb, 30.0 , YPIG~AL JA N 151004 B 1 /14/04
0 !3 ~ 8 Plat Book 20 Page 7 -2 ;Iron 4,5 4, d ##589-97-547,2 _4 1 ONT DESIGN ASSOCIATES,. P.A. Owner: Approved: Date of Issue: o 3 Sheets
OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESI Location: PR-20 PUBLICATION
m J
U

NARRATIVE: . . .
STORM DRAIN DATA:
Ryan Companies US, Inc. is building c7 racing facility for Ganassi Racing on 6. Clear vegetation and grub stumps from all areas to be graded. INLET ~
a roximatel 22.20 acres located ofi proposed Westmoreland Drive. The scope of work PP Y will involve clearing, grubbing, grading, storm drains, aggrgrate base, paving, building 7. Strip topsoil and stockpile on ~;ite for redistribution upon completion of grading. o0
construction, water, sanitary sewer and associated utilities. Disturbed areas will be STRUC. ROAD C.L. OR T.C. INVERT INVERT INVERT INVERT PIPE PIPE PIPE MIN. FULL FLOW M"'~ • A ~ ~ ~
protected by a riser basins, silt fence, temporary diversion swales, top of slope berms 8. Install temporary diversion swales as indicated on sheet GR-1 to divert water and TY N,~'~ LD. STATION ELEV ELEV IN #1 IN #2 IN #3 OUT SIZE LENGTH SLOPE SLOPE VELOCI • a-~~
and wire fabric inlet protection. Total disturbed area is estimated to be 22.06 acres. sediment into erosion control reasures. C B 1 0+56.40 705.03 705.01 NA NA NA 702.07 15 28 0.50 0.50 3.72 p, oo ~ ~N
Upon completion of construction all disturbed areas shall be permanently stabilized with C 62 0+56.40 705.03 705.01 701.93 NA NA 701.73 15 76 0.50 0.50 3.72 . w ~ ~ s~ o
grass as per the attached seeding specifications. This project has a start date of 9. Install permanent detention pond for use as a temporary riser basin during construction. A NA 701.10 18 184 0.50 0.50 4.21 ~
December, 2003 and total project completion of December, 2004. Follow details on sheet PD-1. CB3 1+16.67 707.08 706.57 701.35 N ~ N o
10. Install all storm drain structures per plans. 8 .21 C B4 22+55.99 708.25 708.27 700.18 NA NA 699.98 1 52 0.50 0.50 4 ~ ~ w
CB5 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09 ~ ~ V ~ o~
The work shall consist of furnishing labor and material, equipment and performing all operations CB6 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0.50 0.50 5.91 0 ~ z ~
c ssar for a com lete installation of all work as s ecified herein and as shown on the 11. Install all underground utilities. (Contractor shall schedule connections and locations of nee y p p existing utilities with appropnale utilities and agencies prior to construction). drawings. NA 697.24 30 108 0.52 0.50 6.02 ~ b ai ~ D I7 NA NA 708.50 697.44 NA
~
1. Work shall consist of installation of tem orar erosion control measures; clearin 12. Fine grade roads, parking and building pad to subgrade elevations. P Y 9 697.73 NA 696.48 30 96 0.50 0.50 5.91 ~ D18 NA NA 709.00 696.68
grubbing; stripping topsoil; roadway and general grading; controlled fill; utility ~ FROM DI7 FROM DI8A o 0
installation• re oration of sub rode; fine radin ;concrete curb and utter; avin and 13. Place concrete curb and gutter as called for on plans and backfill with clean, P P 9 g 9 9 P 9 ~o.. D 18A NA NA 706.50 NA NA NA 703.00 15 116 4.54 0.50 11.23
ermanent seedin All disturbed areas shall be left in a stabilized condition upon debris-free earth. P 9 o ~ FES9 NA NA NA NA NA NA 696.00 NA NA NA NA NA ~ ~
completion of this contract. 14. Place stone base and asphalt paving according to plans and specifications. a
2. The Contractor is expected to examine the site to familiarize himself with site all careful) read all the s ecifications and examine the 15. The Contractor shall sow seed (including fertilizer and mulch) on all exposed earth areas conditions. The Contractor sh Y P da s of the com letio a. Seed fertilizer and mulch shall CB10 5+93.33 707.37 706.86 NA NA NA 703.92 15 92 0.99 0.50 5.24
drawin s and details in order to thorou hl familiarize himself with the work to be done. within 5 y p .n of grading in that are , g g Y be of the t e called for, for either tem orar or ermanent rassin as re uired. D 111 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50 4.21
Any work shown on the drawings or included in the specifications, or reasonably implied YP P Y p g g q FROM CB10 FROM CB13
b either shall be erformed the same as if called for b both. Contractor shall inspect seeded areas at 15 days after initial seeding and repair all bare C B 12 7+50.00 706.39 706.41 NA NA NA 703.47 15 28 0.50 0.50 3.72
y P Y areas. Non-stabilized areas shall be stabilized with erosion control blankets or other acceptable methods as approved by the Engineer. ' N
+ 706.39 706.41 703.33 NA NA 703.13 15 24 0.50 0.50 3.72 U C613 7 50.00
EARTHWORK: 16. The Contractor shall be respon~;ible for maintaining all sediment and erosion control D 114 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09 I--~ O o N
1. A tem orar bench mark shall bc~ established on site. measures throughout the duration of the construction project. Maintenance shall D 115 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09 o r~ I
P Y include, but not be limited to: cleanin silt out of drain structures, adding extra gravel 9 1.56 ~ D f16 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 1 , ~
The Contractor shall be thorou l~l familiar with the Erosion Control Se uence as stated or riprap; regrading swales anti washed out areas; repairing, replacing, or adding silt 2 9Y q ~ ~ O
hereafter and shall follow this se uence to insure that no off site ollution occurs Burin fence, etc., all as required. q P 9 D 117 NA NA 705.50 698.95 699.75 700.00 698.75 30 172 0.50 0.50 5.91 O ~ O
or after construction. Any deviation from this stated sequence or plans and details shall FROM D116 FROM D119 FROM Ui20 ~ ~ ~ ~ In
is En ineer and Cabarrus Count . 17. Contractor shall clean all storm drainage structures, pipes, culverts, etc, prior have prior approval of the Owne g y to final payment. FUTURE D118 NA NA 703.60 NA NA NA 701.16 15 88 0.50 0.50 3.72 ~
~ N D 119 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21 s Z
18. At the end of the project construction and after the permanent ground cover is rn c ~
~ the area to be railed and stock ile on site for established, the Contractor shall remove all tem orar erosion control structures and seec 3. Top Soil: Strip all top soil from g p P Y redistribution upon completion of grading. all remaining disturbed areas. the Contractor shall remove the filter stone & wire mesh D 120 NA NA 704.00 NA NA NA 700.42 15 84 0.50 0.50 3.72 ~2., d- FUTURE ~
4. Soil Borings shall be taken in the area of the building by a certified soils engineer and and all accumulated sediment after all disturbed areas have been stabilized. NA NA 697.69 36 128 1.01 0.50 9.48 ~ I D 121 NA NA 709.50 697.89. N O.c._N
the results reported to the Owner's Engineer. This work shall be done if directed by the „ D 122 NA NA 709.00 696.40 NA NA 696.20 36 40 0.50 0.50 6.68 ~ - ~ U ~ 0
Owner's En ineer. 19. Contractor shall hold the Owner harmless from financial penalty, which could be g invoked by government authoril ,due to Contractor's negligence. NA NA NA NA NA NA 696.00 NA NA NA NA NA o o a. ~ FES23 w ~
Y 0 o ~
5. Fill Dirt shall be placed in the oleos indicated on the plan. Fill material shall be free of w D ~ 15 1 0.50 3.72 ~ ~ ~ ~
onstruction of a stable fill. SEEDING. SPECIFICATIONS brush, rubbish, and other material that will be detrimental to c D 124 NA NA 703.75 NA NA NA 699.89 16 0.50 Q a ~ ~
All fill shall be compacted to a minimum of 95~ Standard Proctor with proper moisture D 125 NA NA 701.75 699.31 NA NA 699.11 15 100 0.50 0.50 3.72 w ~ ~ ~
control. Maximum thickness of la ers of fill to be tom acted shall not exceed 8". No SLOPES 3:1 or FLATTER Y P slopes shall be greater than 2: I. The entire sub-grade after compaction shall be smooth D 126 NA NA 701.75 698.61 698.61 NA 697.86 24 256 0.59 0.50 5.51 a
slo e. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. { and uniform p 2. A I 10-10-10 commercial fertilizer at the rote of 20 Ib 1000 sf. F FUTURE FROM D125 FROM DI27
PP Y I 72
Material to be excavated is assumed to be earth and other materials that can be 3. Seed in accordance with the following schedule and application rate: 6. Cut D 127 NA NA 703.75 NA NA NA 699.19 15 116 0.54 0.50 3. ~
removed by power-shovel, bulld~~zer, motorized pan, or normal excavating equipment; D 128 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
t not re uirin the use of ex ?losives or drills. If rock as defined herein is DATE TYPE PLANTING RATE bu q g f ( ) FES29 NA NA NA NA NA NA 696.00 NA NA NA NA NA H
encountered within the limits o1 excavation, the Contract Sum will be adjusted in t^i
"Chan es in the Work" of the "Conditions of the Aug 15 -Nov 1 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf compliance with provisions for g
Contract". When rock is encountered, Contractor shall notify the Engineer immediately; * ntil instructions are even and measurements made for Nov 1 Mar 1 Tall Fey:cue and 200 Ib/ac or 7 Ib/1000 sf and shall not proceed further u 9 Abru~ ~ 25 Ib ac or 1 2 Ib 1000 sf R131 NA NA 706.00 NA NA NA 688.00 18 80 2.50 1.00 9.40
me of rock and the value of excavatin same. zi Rye / / / the purpose of establishing volu g J632 NA NA 701.94 686.00 NA NA 685.80 18 456 2.54 1.00 9.49
Rock is defined hereby as that material which cannot be ripped by acrawler-tractor J633 NA NA 704.00 674.20 NA NA 674.00 18 100 1.00 1.00 5.95 W
bs. drawbar ull at one mile er hour ullin a sin le- Mar 1 -Apr 15 Tall fescue 200 Ib/ac or 7 Ib/1000 sf rated at a minimum of 50,000 I P P p 9 9 FES34 NA NA NA NA NA NA 673.00 NA NA NA NA NA F--i
tooth ripper. Equipment shall be in good repair, and shall be in proper working - Apr 15 Jul 30 Hulled Common or Bermuda 30 Ib/ac or 1 Ib/1000 sf ~a~ NOTE: ALL STORM DRAIN PIPE TO BE RCP, UNLESS OTHERWISE NOTED.
condition. U
Rock is further defined hereby ns boulders larger than 1/2 cubic yard in size. _ . _ . _ _ _ _ _ A _ . W di
it- rice for rock unless minimum-sized Jul 15 -Aug 15 Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf No payment will be made on the basis of un p i d hereinbefore. Brown Millet or 35 Ib/ac or 7/8 Ib/1000 sf w
equipment or better is utilized as requ re erial b drillin blastin or wed in Sorghum-Sudan Hybrids 30 Ib/ac or 3/4 Ib/1000 sf Rock work is defined hereby as removal of mat y g, g g g _ _ _ _ _ A U1
Rock shall be stripped for measurement before excavating, and no rock excavated or TEMP. RISER BASIN DATA L3 Z .
* Heavily mulched during January -March period. Coat applied at the rate of 5-7 gal/1000 sf loosened before measurement will be allowed or paid for as rock. Measurement and SED. SED. SED. t~
number of cubic arils re uired. to brin the excavation or 200-300 gal/ac. payment, therefore, shall be by y q g a RISER DRAIN. DISTR. MIN. REQ. MIN. REQ. STORAG STORAGE STORAGE WEIR TOP TOP ROT. ROT. ROT. ~
to the required surface or grade as required by the Contract Documents. The Owner o w R E RF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGT BASIN ~ BASIN AREA AREA STO AG SU
ck e encountered. 4. Mulch with straw applied at the rate of 75-100 Ib/1000 sf. and anchor with asphalt emulsion may adjust the grades should excessive ro b tack coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac. NUMBE ACRES ACRES (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV.
t ) t ) O E-~
1 5.55 5.55 9990 9042 1.0 73 146 10 81 154 69 142 672.00
CIFICATIONS SLOPES GREATER THAN 3:1 TO 2:1 EROSION CONTROL SP 202 15 128 229 97 198 690.00 ~ 2 10.87 10.87 19566 17709 1.0 101 w
I to all work in this section. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. Requirements of the Contract Documents app y :Desi n Requirements: Freeboard 2 00 Feet, _ _ _ _ _ _ _ ~ 9 _ ~i
2. Apply 10-10-10 commercial fertilizer at the rate of 20 Ib/1000 sf. i 6.80 ir>thr ~ w 10 Yr Storm Intens y _ , . _ Z
3. Seed in accordance with the following schedule and application rate. ei ht Above Sed. Stora a 1.00 Feet _ ~ _,RlserH 9 .
GENERAL: Provide the work of this section for erosion and sediment control as indicated and DATE TYPE PLANTING RATE I ER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01 _ ' ~ ALL TEMPORARYR S
specified as follows:
Construction entrance; Sediment basins; drainage structures; inlet protection; Mar 1 -Jun 1 Sericea Lespediza (scarified) & 50 Ib/ac or 11 Ib/1000 sf ' PERMANENT POND AS TEMP. RISER BASIN DATA Mai
silt fence; filter cloth and riprap outfall protection, and permanent seeding. SED, SED. SED.
Mar -Apr Add Tall Fescue or 150 Ib/ac or 3-1/2 Ib/1000 sf T. ROT. ROT. DRAIN. DISTR. MIN. REQ. MIN. REQ. STORAG STORAGE STORAGE WEIR TOP TOP BO
s stem of Mar -Jun Add Weeping Lovegrass 5 Ib/ac or 1/8 Ib/1000 sf CONTRACTORS RESPONSIBILITY: The Contractor shall furnish the Owner a y PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGT BASIN
temporary controls to minimize soil sediment erosion during the construction period caused by Jun -Sep 1** German Millet or 40 Ib/ac or 1 Ib/1000 sf ACRES ACRES CF SF FT FT (FT) (FT) (FT) (FT) (FT) (FT) ELEV. POND t ) t ) ( ) t ) t I ( ) W
storm water runoff. Work shall be performed as called for on the drawings and as site Small-Stemmed Sudan Grass 50 Ib/ac or 1.2 Ib/1000 sf 1 3.38 3.38 6084 5507 1.0 58 116 10 66 124 54 112 688.00
conditions warrant. .:Desi nRe uirements: Freeboard 2,00 Feet 9 _q. _ _ . _ ~
Sep -Mar 1 Sericea Lespediza 70 Ib/ac or 1-3/4 Ib/1000 sf 10 Yr Storm Intensi},~' 6.80 irtlhr N,~ `7 p,L ~ ,
(unhulled-unscarified) 150 Ib/ac or 3-1/2 Ib/1000 sf . •y Riser Height Above Sed. Storage 1.00 Feet ~ ~ ' .o ~
OWNERS RESPONSIBILITY: After the acceptance, it is the Owners responsibility to properly rk. Tall Fescue maintain the wo SPERM E ~ ANENT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PD-1
Millet or Sudan 20 Ib/ac or 1/2 Ib/1000 sf _ ~w z ,
_ . _ . . ~ ; 4 o RIP'RAPOUTFA~~PROTECTIONDATA ~
Temporary -Reseed September 1 at recommended rates. EROS{ON AND SEDIMENT CONTROL: The Contractor shall provide erosion and sediment DStY La W Pie W End Dmax Thickness 0 ~P,~`
control during the period of construction of this project. The Contractor shall protect and 5 WASHED STONE STRUC. DO Q ~ h i~ ( 1THICK x 3' HIGH MIN CLASS I RIP RAP LD. Inches CFS Inches Feet Feet Feet Inches Inches '~~u ,li,,,r~` O
~ nt control structures which rovide tem orar 4. Mulch with 3" straw applied at the rate of 50-90 Ib/1000 sf and anchor with asphalt ~ maintain the temporary erosion and sedime p p y o emulsion tack coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac. ~D ~ FES9 30 27 6 16 8 19 9 14 w ( ~~i ~
sediment pollution control, as shown on the drawings. The Contractor shall protect and 1 16 ~ FES23 36 32 7 20 9 23 11 ~ REVISIONS BY
~ maintain the tem orar facilities as necessary to trap soil erosion and sediment pollution created ~ P Y ~ by storm water runoff. Maintenance of these facilities shall include, but not be limited to, \ ~ FES29 24 12 5 13 6 15 8 11
o re radin and filling of washed out areas, adding erosion control blankets, adding silt fences 9 9 PIPE FES34 18 31 12 22 5 24 18 27 REVISED STDRM A!~ aF.~INC ~ snE t~LL,w JMY
and riprap, and reseeding and mulching of the swales during the construction period if deemed . ALL RIPRAP OUTFACE PROTECTION AS PER DETAIL 20.55. _ A purnt;es ~2/ao/oa _ _ .
a necessar b the Owner, Owner's En ineer, or Cabarrus County (Thomas Smith 704-920-2887). Y Y g . ~ - ~ w:r~^°_.': ~ ~ RE'NSED STDItN DRAIN dt a.: w::. Y x.:.._ . B ~ ~ ~cow0 AND JMY
/ GRAVEL i~ RIP RAP FILTER BERM BASIN DATA: /t /04
~ / ~ DRAIN. DISTR. MIN. REQ. MIN. REQ.
N o EROSION CONTROL SEQUENCE: The following sequence of construction shall be staged as ~ / - GRRFB AREA AREA STORAGE SURF. AREA I _ .
~ METAL "T" POST required to provide acceptable erosion and sediment control. WIRE FABRIC #5 WASHED STONE ~ ~ ~ BASIN ACRES ACRES) (CFI (SF) (II III \ ( ) ( _ _ ~,o I
#5 WASHED STONE WW f~ABRIC SEDIMENT STORAGE AREA 1 226 2.26 4068 3682 . . GRAVEL & R~ RAP FILTER BERM BASIN PER DETAIL ONSHEET GR-2
1. Contractor shall arrange apre-construction meeting with the Owner, the Owner s PERSPECTIVE VIEW _ . _ _
3 Engineer, and a representative from Cabarrus County (Thomas Smith 704-920-2887) z
N prior to any land disturbing activity. ~ ~ N A ~5 WASHED STONE 2, CLASS I RIP RAP
~ 12" MIN. INLE GENERAL NorES: xNFRAI NnTEc: SEDIMENT STORAGE ZON 1' FlNISH GRADE
2. Install construction entrance which shall receive a minimum of 6" depth of 2"-3" coarse 3 1. GRAVEL AND RIP Po I. GRAVEL AND RIP RAP FlLTER BERM BASIN SHOULD BE USED TO PROTECT EXISTING PIPE STORMWATER STORAGE ZONE Date: 1 2 0903 INVERTS THAT ORNN 10 ACRES OR LESS.
aggregate in loose measurement at the location shown on sheet GR-1. Any sediment z iNVERrs twat oRAil DIMENSIONS SHOWN ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED.
~ ad'acent ublic roads as a result of this ro'ect and traffic ~ 2. DIMENSIONS SHOWN ~ accumulation on f p p scow 1 "=100' Hor. I Scale: N A
Q from this project shall be immediate+y cleaned off by the Contractor. " GRADE u~ ih PIPE Drawn:
Q (Minimum Stabilized Construction Entrance Length = 100' as per detail 30.11.) n
c7 A LMAX. SEDIMENT DEPTH Checked: DLM
3. Install temporary silt fence where indicated on sheet GR-1. Protect all existing INLET STRUCTURE POST w (CLEAN OUT POINT) SECTION
m storm drain structures with wire fabric inlet protection per detail on this sheet. PLAN VIEW SECTION A-A Job: 03_07_06
m 4. Install temporary riser basins.
WIRE FABRIC INLET PROTECTION M GRAVEL & RIP RAP FILTER BERM BASIN Sheet
CA NO SCALE NO SCALE (DETAIL 30.12) GR-2
0 N O JAN 15 2004 B 1 14.04
L
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT EDMONT DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: 0 3 Sheet

NAR A VE:
STORM DRAIN DATA: a~
Ryan Companies US, Inc. is building a racing facility for Ganassi Racing on 6. Clear vegetation and grub stumps from all areas to be graded. INLET
approximately 22.20 acres located off proposed Westmoreland Drive. The scope of work will involve clearing, grubbing, grading, storm drains, aggrgrate base, paving, building 7. Strip topsoil and stockpile on site for redistribution upon completion of grading. o0
construction, water, sanitary sewer and associated utilities. Disturbed areas will be STRUC. ROAD C.L. OR T.C. INVERT INVERT INVERT INVERT PIPE PIPE PIPE MIN. FULL FLOW M"~ Q ~ ~ ~
protected by a riser basins, silt fence, temporary diversion swales, top of slope berms 8. Install temporary diversion swales as indicated on sheet GR-1 to divert water and LD. STATION ELEV ELEV IN #1 IN #2 IN #3 OUT SIZE LENGTH SLOPE SLOPE VELOCITY
and wire fabric inlet protection. Total disturbed area is estimated to be 22.06 acres. sediment into erosion control measures. 15 28 0.50 0.50 3.72 00'0 C B 1 0+56.40 705.03 705.01 NA NA NA 702.07 0. ~ ~ rn N
Upon completion of construction all disturbed areas shall be permanently stabilized with NA NA 701.73 15 76 0.50 0.50 3.72 ~ ~ ~ C 62 0+56.40 705.03 705.01 701.93 w ~ o
grass as per the attached seeding specifications. This project has a start date of 9. Install permanent detention pond for use as a temporary riser basin during construction. December, 2003 and total project completion of December, 2004. Follow details on sheet PD-1. + NA NA 701.10 18 184 0.50 0.50 4.21 ~ ~
CB3 1 16.67 707.08 706.57 701.35 v N o
10. Install all storm drain structures per plans. CB4 22+55.99 708.25 708.27 700.18 NA NA 699.98 18 52 0.50 0.50 4.21 ~U ~ ~ w
C B5 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09 ~ ~ ~ V ~ o 00
The work shall consist of furnishing labor and material, equipment and performing all operations installation of all work as s ecified herein and as shown on the 11. Install all underground utilities. (Contractor shall schedule connections and locations of necessary for a complete P ilities with a ro riate utiliti rior to construction . CB6 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0.50 0.50 5.91 ~ ~ z ~
existing ut pp p es and agencies p ) drawings. NA NA 697.24 30 108 0.52 0.50 6.02 ~ ~ ~ ~ D 17 NA NA 708.50 697.44
~ 7.73 NA 696.48 30 96 0.50 0.50 5.91 ~
1. Work shall consist of installation of tem orar erosion control measures; clearin ; 12. Fine grade roads, parking and building pad to subgrade elevations. P Y 9 D 18 NA NA 709.00 696.68 69 v~
grubbing; stripping topsoil; roadway and general grading; controlled fill; utility FROM DI7 FROM DI8A o~ ~o
installation• re oration of sub rade• fine radin ;concrete curb and utter; avin and 13. Place concrete curb and gutter as called for on plans and backfill with clean, ' p p g g g g P g debris-free earth. D 18A NA NA 706.50 NA NA NA 703.00 15 116 4.54 0.50 11.23 ~ M-+ o ~ ~
permanent seeding. All disturbed areas shall be left in a stabilized condition upon FES9 NA NA NA NA NA NA 696.00 NA NA NA NA NA ~
completion of this contract. 14. Place stone base and asphalt paving according to plans and specifications. a
2. The Contractor is expected to examine the site to familiarize himself with site
'ins. The Contractor shall careful) read all the s ecifications and examine the 15. The Contractor shall sow seed (including fertilizer and mulch) on all exposed earth areas Condit o Y p within 5 da of the com letion of radin in that area. Seed fertilizer and mulch shall 10 5+93.33 707.37 706.86 NA NA NA 703.92 15 92 0.99 0.50 5.24 CB
drawings and details in order to thoroughly familiarize himself with the work to be done. ~ P g g D 111 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50 4.21
An work shown on the drawin s or included in the s ecifications, or reasonabl im lied be of the type called for, for either temporary or permanent grassing as required. Y g P Y P Contractor shall ins ect seeded areas at 15 da s after initial seedin and re air all bare FROM CB10 FROM CB13
by either, shall be performed the same as if called for by both. P Y g p areas. Non-stabilized areas shall be stabilized with erosion control blankets or other C B 12 7+50.00 706.39 706.41 NA NA NA 703.47 15 28 0.50 0.50 3.72
acceptable methods as approved by the Engineer. ' N + 6 39 706.41 703.33 NA NA 703.13 15 24 0.50 0.50 3.72 O
C 613 7 50.00 70 .
EARTHWORK: 16. The Contractor shall be responsible for maintaining all sediment and erosion control 4 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09 I---I O D11 N
1. A tem orar bench mark shall be established on site. measures throughout the duration of the construction project. Maintenance shall D 115 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09 o r7
P Y include, but not be limited to: cleanin silt out of drain structures, adding extra gravel 9 11.56 ~ D 116 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 , ~ ~ ~ O
2. The Contractor shall be thorou hl familiar with the Erosion Control Se uence as stated or riprap; regrading swales and washed out areas; repairing, replacing, or adding silt g Y q fence etc. all as re uired. O
hereafter and shall follow this sequence to insure that no off site pollution occurs during ~ ~ q D 117 NA NA 705.50 698.95 699.75 700.00 698.75 30 172 0.50 0.50 5.91 O ~ O
or after construction. Any deviation from this stated sequence or plans and details shall 17. Contractor shall clean all storm draina e structures i es culverts, etc. rior FROM D116 FROM D119 FROM Di20 „ ~ ~
have rior a royal of the Owner's En ineer and Cabarrus County. g P P P P PP g to final payment. FUTL FUTURE D 118 NA NA 703.60 NA NA NA 701.16 15 88 0.50 0.50 3.72 • r-+ ~ I
18. At the end of the project construction and after the permanent ground cover is ~ N D 119 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21 s Z
3. Top Soil: Strip all top soil from the area to be graded and stockpile on site for established, the Contractor shall remove all temporary erosion control structures and seec FUTL ~ ~ o~ .72 c ~ FUTURE D 120 NA NA 704.00 NA NA NA 700.42 15 84 0.50 0.50 3 a ~
redistribution upon completion of grading. all remaining disturbed areas. The Contractor shall remove the filter stone & wire mesh a~
4. Soil Borings shall be taken in the area of the building by a certified soils engineer and and all accumulated sediment after all disturbed areas have been stabilized. 697.89. NA NA 697.69 36 128 1.01. 0.50 9.48 D 121 NA NA 709.50 ~ .N N
the results reported to the Owner's Engineer. This work shall be done if directed by the „ NA NA 709.00 696.40 NA NA 696.20 36 40 0.50 0.50 6.68 O - r. D122 ~ ~ ~ U t0
Owner's En ineer. 19. Contractor shall hold the Owner harmless from financial penalty, which could be g invoked by government authority, due to Contractors negligence. FES23 NA NA NA NA NA NA 696.00 NA NA NA NA NA o o a ~ 0
o ~
5. Fill Dirt shall be placed in the areas indicated on the plan, Fill material shall be free of w p N 699.89 15 116 0.50 0.50 3.72 ~ ~ ~ ~
will be detrimental to construction of a stable fill. SEEDING SPECIFICATIONS brush, rubbish, and other material that All fill shall be compacted to a minimum of 95~ Standard Proctor with proper moisture D 124 NA NA 703.75 NA NA NA Q a ~ C
control. Maximum thickness of la ers of fill to be com acted shall not exceed 8". No SLOPES 3:1 or FLATTER Y P D125 NA NA 701.75 699.31 NA NA 699.11 15 100 0.50 0.50 3.72 w ~ ~ ~
slopes shall be greater than 2:1. The entire sub-grade after compaction shall be smooth D 126 NA NA 701.75 698.61 698.61 NA 697.86 24 256 0.59 0.50 5.51 «Z
nil uniform slo e. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. _ a P 2. A I 10-10-10 commercial fertilizer at the rate of 20 Ib 1000 sf. FUTU FUTURE FROM DI25 FROM DI27
PP Y / 2 Dpl NA NA 703.75 NA NA NA 699.19 15 116 0.50 0.50 3.7 ~
6. Cut Material to be excavated is assumed to be earth and other materials that can be 3. Seed in accordance with the following schedule and application rate:
removed by power-shovel, bulldozer, motorized pan, or normal excavating equipment; D 128 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
but not re uirin the use of ex losives or drills. If rock as defined herein is DATE TYPE PLANTING RATE q g P ( ) FES29 NA NA NA NA NA NA 696.00 NA NA NA NA NA H
encountered within the limits of excavation, the Contract Sum will be adjusted in " es in the Work" of the "Conditions of the Aug 15 -Nov 1 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf compliance with provisions for Chang H
Contract". When rock is encountered, Contractor shall notify the Engineer immediately; RI31 NA NA 706.00 NA NA NA 688.00 18 80 2.50 1.00 9.40
tructions are iven and measurements made for Nov 1 -Mar 1* Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf and shall not proceed further until ins g
frock and the value of excavotin same. Abruzzi Rye 25 Ib/ac or 1/2 Ib/1000 sf the purpose of establishing volume o g JB32 NA NA 701.94 686.00 NA NA 685.80 18 456 2.54 1.00 9.49
Rock is defined hereby as that material which cannot be ripped by acrawler-tractor J633 NA NA 704.00 674.20 NA NA 674.00 18 100 1.00 1.00 5.95 W
wbar ull at one mile er hour ullin a sin le- Mar 1 -Apr 15 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf rated at a minimum of 50,000 lbs. dra p p p g g NA NA NA NA 673.00 NA NA NA NA NA w r-~ FES34 NA NA
tooth ripper. Equipment sha11 be in good repair, and shall be in proper working Apr 15 -Jul 30 Hulled Common or Bermuda 30 Ib/ac or 1 Ib/1000 sf ~a~ NOTE: ALL STORM,DRA~V PPE TO BE RCP,UNLESS OTHERWISE. NOTED. _ ) ~ _ _ _ . ~ ~ Q'i
condition. Rock is further defined hereby as boulders larger than 1/2 cubic yard in size. U ~ d
of unit- rice for rock unless minimum-sized Jul 15 -Aug 15 Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf No payment will be made on the basis p A
fired hereinbefore. Brown Millet or 35 Ib/ac or 7/8 Ib/1000 sf equipment or better is utilized as requ w
I of material b drillin blastin or wed in . Sorghum-Sudan Hybrids 30 Ib/ac or 3/4 Ib/1000 sf Rock work Is defined hereby as remova y g, g g g TEMP. RISER BASIN DATA i;.~
Rock shall be stripped for measurement before excavating, and no rock excavated or . .
rem nt and * Heavily mulched during January -March period. Coat applied at the rate of 5-7 gal/1000 sf loosened before measurement will be allowed or paid for as rock. Measu e SED. SED. SED.
I e b number of cubic arils re uired to brin the excavation or 200-300 gal/ac. payment, therefore, shat b y y q g RISER DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT. ~
to the required surface or grade as required by the Contract Documents. The Owner x five rock be encountered. 4. Mulch with straw applied at the rate of 75-100 Ib/1000 sf. and anchor with asphalt emulsion ~ w BASIN AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGT BASIN
may adjust the grades should e cess tack coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac. ELEV. NUMBE (ACRES} (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT)
E-~ 1 5.55 5.55 9990 9042 1.0 73 146 10 81 154 69 142 672.00
ONTROL SPECIFICATIONS SLOPES GREATER THAN 3:1 TO 2:1 EROSION C 17709 1.0 101 202 15 128 229 97 198 690.00 ~ 2 10.87 10.87 19566
w .0 Feet
ments a I to all work in this section. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. Requirements of the Contract Docu pp y 2. Apply 10-10-10 commercial fertilizer at the rate of 20 Ib/1000 sf. :Design Regwrements: Freeboard 2 0 _ _ VJ _ _ _
3. Seed in accordance with the following schedule and application rate. r>tensi 6.80 iNhr w 10 Yr Starm _ _ Z
iser Hei htAbove Sed. Stor a 1.00 Feet R 9 9 _ _ . . .
GENERAL: Provide the work of this section for erosion and sediment control as indicated and DATE TYPE PLANTING RATE ALL TEMPORARYRISER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01 _ _ _ ! ~
specified as follows: Construction entrance; Sediment basins; drainage structures; inlet protection; _ _ _ o
rmanent seedin Mar 1 -Jun 1 Seriaea Lespediza (scarified) & 50 Ib/ac or 11 Ib/1000 sf silt fence; filter cloth and riprap outfall protection, and pe g PERMANENT POND AS TEMP. RISER BASIN DATA H
SED. SED. SED.
Mar -Apr Add Tall Fescue or 150 Ib/ac or 3-1/2 Ib/1000 sf T RAGE STORAGE WEIR TOP TOP BOT. BOT. BOT. DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAG S 0
PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGT BASIN
the Owner a s stem of Mar -Jun Add Weeping Lovegrass 5 Ib/ac or 1/8 Ib/1000 sf CONTRACTORS RESPONSIBILITY: The Contractor shall furnish y D ACRES ACRES CF SF FT FT FT FT FT FT (FT} (FT) ELEV. PON ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( )
temporary controls to minimize soil sediment erosion during the construction period caused by drawin s and as site Jun -Sep 1** German Millet or 40 Ib/ac or 1 Ib/1000 sf
storm water runoff. Work shall be performed as calved for on the g Small-Stemmed Sudan Grass 50 Ib/ac or 1.2 Ib/1000 sf conditions warrant. 1 3.38 3.38 6084 5507 1.0 58 116 10 66 124 54 112 688.00
Desi n Re uirements: Freeboard 2.00 Feet _ _ . _ 9 q _ _ , P ~
Sep -Mar 1 Sericea Lespediza 70 Ib/ac or 1-3/4 Ib/1000 sf 10 Yr Storm tens ty ~ „ , i 6.80 iNhr ~ „ , N ~P~ '
(unhulled-unscarified) 150 Ib/ac or 3-1/2 Ib/1000 sf OWNER S RESPONSIBILITY: After the acceptance, it is the Owners responsibility to properly er Hel ht Above Sed. Stor a 1.00 Feet ~ ~ _Rls 9 _ 9 _ _ _ _ _ _ _ :o ~.,y - _ J
'n the work. Tall Fescue maintai Millet or Sudan 20 Ib ac or 1 2 Ib 1000 sf ~ 'PERMANENT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PD-1
/ / / ;w /w ~ ~ z _ _ ,
o ! RIP RAP OUTFACE PROTECTION DATA
NT CONTROL: The Contractor shall rovide erosion and sediment Temporary -Reseed September 1 at recommended rates. EROSION AND SEDIME p , P ~ Thickness 60~~''d 5 WASHED STONE STRUC. Do Q D50 La W~Pipe W~End Dmax , ~ ' Jp
control during the period of construction of this project. The Contractor shall protect and ~ nil sediment control structures which rovide tem orar 4. Mulch with 3" straw applied at the rate of 50-90 Ib/1000 sf and anchor with asphalt 1'THICK x a' HIGH MIN CIASS I RIP RAP LD. Inches CFS Inches Feet Feet Feet Inches Inches , , t ) II
o maintain the temporary erosion a p p Y emulsion tack coat a lied at the rate of 5-7 al 1000 sf or 200-300 al ac. rotect and PP g / g / ~Dw ~ sediment pollution control, as shown an the drawings. The Contractor shall p ~ ~iD ~ ~ FES9 30 27 6 16 8 19 9 14 w ( ll~ ~ ~
m maintain the tem orar facilities as necessary to trap soil erosion and sediment pollution created L P Y ~ ES23 36 32 7 20 9 23 11 16 F
~ by storm water runoff. Maintenance of these facilities shall include, but not be limited to, 24 12 5 13 6 15 8 11 REVISIONS BY \ ~ FES29 - PIPE FES34 18 31 12 22 5 24 18 27
o re radin and filling of washed out areas, adding erosion control blankets, adding silt fences 9 9 RENSED STOIiLI AND - _ CLEANING PEN 9nE PLAN Jf~iY
and riprap, and reseeding and mulching of the swales during the construction period if deemed • " ALL RIPRAP OUTFACE PROTECTION AS PER DETAIL 20.55. _ _ A cNAnc;es ~~roy /
a necessar b the Owner, Owner's En ineer, or Cabarrus County (Thomas Smith 704-920-2887). Y Y g _ . - REVISED STddt DRAIN s •f~..: ..:a~, _ PDND PER NCDIMQ AND JMY
v / GRAVEL & RIP RAP FILTER BERM BASSI DATA: B RrAN prc, ~~4/G4
N ~ / ~ DRAIN. DISTB. MIN. REQ. MIN. REQ. ~ ~ ~ GRRFB AREA AREA STORAGE SURF. AREA
EROSION CONTROL SEQUENCE: The following sequence of construction shall be staged as I ~ ~ ~ BASIN CRES ACRES CF 5F
° METAL "T" POST N required to provide acceptable erosion and sediment control. WIRE FABRIC #5 WASHED STONE III~II~ \ ~ It? tl ~,,a _ _ _ SEDIMENT STORAGE AREA 1 226 2.26 4068 3682
~ 5 WASHED STONE ~ # wW f ABRIC GRAVEL & RIP RAP FILTER BERM BASIN PER DETAIL ONSHEET GR-2
1. Contractor shall arrange apre-construction meeting with the Owner, the Owner's m PERSPECTIVE VIEW _ _ _ _ _ _
3 Engineer, and a representative from Cabarrus County (Thomas Smith 704-920-2887) z #5 WASHED STONE
N prior to any land disturbing activity. ~ ~ N A ~ 12" MIN. INLE 2, CLASS I RIP RAP
SEDIMENT STORAGE ZONE 1' flNISH GRADE
2. Install construction entrance which shall receive a minimum of 6" depth of 2"-3" coarse 1. GRAVEL AND~RIP RAP FlLTER BI ~ n sheet GR-1. An sediment Z INVERTS THAT DRAIN 10 ACRES ID RIP RAP FlLTER BERM BASIN SHOULD BE USED TO PROTECT IXISTING PIPE STORMWATER STORAGE ZONE Date: 1209/03 HAT ORNN 10 ACRES OR LESS.
aggregate in loose measurement at the location shown o y _ ~ accumulation on ad'acent ublic roads as a result of this ro'ect and traffic ~ 2. DIMENSIONS SHO'NN ARE THE M S SHOWN ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED. Fcaw 1 "=100' Hor.
N ~ p P J ¢ from this project shall be immediately cleaned off by the Contractor. " GRADE I Scale: N A u~ i~
Q Minimum Stabilized Construction Entrance Len th = 100' as per detail 30.11.} PIPE Drawn:
ra ( g PIP
L MAX. SEDIMENT DEPTH Checked: DLM
3. Install temporary silt fence where indicated on sheet GR-1. Protect all existing INLET STRUCTURE POST W storm drain structures with wire fabric inlet protection per detail on this sheet. PLAN VIEW (CLEAN OUT POINT) SECTION
SECTION A-A Job: 03-07-06
4. Install temporary riser basins.
WIRE FABRIC INLET PROTECTION ce) GRAVEL & RIP RAP FILTER BERM BASIN Sheet NO SCALE (DETAIL 30.12)
NO SCALE U CLAN 15 2004 GR-2
N Q L B 1 /14/04
a OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF' PIEDMONT DESK ?NT DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: 0 3 Sheet
Location: PR-20 PUBLICATION OR REUSE
J
U

9Pdrkagt6 arrddtptn-Keep the spillway war~leasc4 itlatgandsiudm . ' f}ewatering _
Emergency spillway mass t~ peat ttisi~sge of Ole layt slam (Izigure fi64a), A ntaximaa flow of o.5 sad maximsn sine s of 2:1 Pipe OuNet to Flat Area- Pipe OuNet to Weli•defined depot a<1 fL a mirtmxun Ga6amd R. No Well•detined Channel Channel Weli•defm®d Concretel~oCk
Riser pipe for principal ae recaavikttdM. Wee tengdt may be seietxrd 5om'lbbk b.60a da,vn f~ Tnel - ~ Excaaated area(asregwred} iH Q ~
spitlway ~ taowsiteTaatitrds iaNTordtCartd'me. • t` ti ~ ~
Trash rack _ Freeboard • 1' min ~ .;~,c•;a~r ~ Tablefi.60a !an s o A A N Side slope 2:1 , , { cd ~ ~
~ Destgn of SpiOways Dr'1na9e AT0/ wek ~ m =1 'y•f ' Accumulated • ~ ~ ~ • r sediment i1 ~ m
- p EmbaltkmeM stabilized t 4.0 ~
Drainage taoles ~ ~ _ - with etatian 2 two , ~ ~ 3 &0 with gravel p ! l t 4 10,0 ptlI ~ Gravel-supported by W O Excavated de ~ . to ~IIif=N~~.
2.5;1 sk:pe m 5 120 -._._..r,,, _ mint • --max z' lq-- dewatedng ? q "I{ ll` Hardware claUr to allow ~ ~ t a N 0 ---r below fop of inlet ~I { t drainage and rests ,t ~
Plan ~Oimertsione shown era minimum Pfau ti _ sedirfleni moveme ~ ~ „v ~
t:1 ATdt.seep Anti tt collar _ ~ err ~;.4"~
Selected fill flotation placed in Payers Principal Stabilized ~1 sbpe, gravel filter ~ ~ 000
block and compacted spillway Cut-0tf trench, outlet 5 ft i ~,la- I~_ 0 ~z~ ~
barrel 2' deep It ~ wll~ la ~ min • ~ a ~
h i.slt 3ectionAA Fitter 1800 cu ftt acre blanket
~ 5 tt max ia; Te sediment ~ Flow ~\\\~,t`'i.~ Flaw ~ ai mf~~Y wre screen ©ewaiering ; , yid O a pool ~ o
Noies ~ Section AA t
h . 'sWt. ~ .'AWL. ---r,. ~ yt~~~~.%~ /'•.,~,~i~,.~/ ~ ~ ~ ~
Fdarra~ t. La is the lengtlr of the riprap F Cross section apron. b Flier i min _ i8" i%~~w"'~~ ~ ~ ~ blanket 2' max _ i~s;~/ ~ ~ f~
2. d=1.5 times the maximum .x it;.~ ~ ~
stone diameter but not less opt s• than 6°. ..~liJllt: \ ~ ,:a: iko inlet / p, ~ ~ ~ .y... P ~f f~ \ Flow
~ min ~ j for setttemerd 3. In swell-defined ehannet ex- Sediment - with grata ~,i% Flow ~
tend tfte spree Ilp thechannel pOws 8.32a Blodrand ~arddrep iYetpmlac5as. ,
U - t It 4ftmin , lam8t elev ' i.sn •a banks to an atron of 8" Z 1 i~2a side E,,,ay above the maximum tdilwater temp«ary sediment pot VYire mean
s a soya max by-pale depth at0 the tap Of the bank, max ~ Ptuer e' whichever iS foss. loptianal) N
• taWic „ ti t1 side stops f sealed top - max ~ 4. A filter blanket or filter fabric U
should be installed between t' min xi slope , ~t slope H ~ mast 1...{ Q
~n tfteriprapandsoNfoundation. --1 _ ~ O
. Strne section Firtegravef -I ll~. II b' M •b' lace i ~ min ih= 3" ii i ~ ,,a E v'~ i
l~+aatal'emporary sedirnadtrap. ~,OflStrUCtlon L Easme Ihat the sub fa the fate aad' ' foHovn the lines CoflStrUCtit)n 1. Site ptepratiotta-Ckm. gn~~ and tip topsoil finan areas ender the em- tnitaaiess) stone ii ~b""- O e die required litres
Specifications matt,n~n,~ia,ana~rrabtkm~at;al. Specifications ~~s~~~n~.ftanY~m~~mt~ Tv fact'h'~e sedimem cleanqu and reworsian, ckuthe pool areatof allbtusb, Construetiofl L Clear, gtttb, ami wrip the aRa imda theembaelonatt of au vegetation and detainr arras stsrrouttdbtg midi xtubed materiel, Low in the subgalk at the sn6grade to the ~ -F'' O
trcea,aodou~erobjestioeabkmat~s.slxtpibanmpso~lotsoa~aiaing S eci~ICaiions "~1°~'~'~Ce~`~O~"~~`~txgpnumaner mdsturbedsot~Rreyalsoberacdhr;aapsmgthetipral,tb;datess, indre astbOrarald~op6rett~~~{ar++~f• Q@Si nCnt$fia Lireitfie~iaa anatolxre,Keeptbeminimumdeprbatitt>ndthemax• ~ su6gade ar Flows ~ ge ~ In t6iCtOrtSg, imam depth Of 2 ft as measured frmlt the t7t3TOf the brier Structlue. ~
orgalticataaerfauseoatheotddrshellofllseembe~ttentmfxiiiwuvepda• p audstoctpukordispaseotkpmpnly.ittutago6jecliooabiematetiatmda tivecsrablisho,entPlacetanpmaryseditnattcamdme9smeabctowtha6asin design~eddapasalans t Tberiprapandgrarellfhermusttoaformmtl~spaified~ad~giim;ts
as Waded. mown ao Ole plan, fled sloe thm2:f. (!1 I gsadmg Lraus A+tamtafn side around the exavatr°n nO pa rt N wF~ic Z
2. FnslaetdsfdlmateridkrOtemtbaduaetKiafteeofttxds,vroodyvegeta- wbev used, rot w steel deal tial• matter; aed adkrob' 3. Facer cbrh gn neptirpeeng and be F~dl' Z. Cubotf trear~b-Fatcav~e a ad-0ff trtnch along die senturme of rho anh agattc ~ac~beahts mriaiai. Place the fill in Ghs uat . Construt:tiofl i. ooe bbdc on ouch side otdre stnrcane on im side m the trotmm row to lfay the miromam apllUae of eacaYared area amend the drop inlet at >a• LCS .,N ~ is and be propedy ~ 35 d'isaabed. ^ C
fiU etnimkment till Ole Udtc6 m stable sell mauriel, bat is ro rase make it maxaed9 irtcbesadd madli,te~pa it Ova flit the erttbankment6 iocnes p ~ Pu~tB tx ~ m$ any damage by S CltiCaxlonS altowptroldr~ge.The~rd~iontnouEdbeexcava~dattearxZ3rches6erow trey YQ'l~ h~-l ~t a~ ofrtmydamageby thecrotafthestamdraia,PlxedreboaanrawaFbtocksagam3lthecdgaof ~
te~tnaR2ftdap.'ttlecta~faetrcnmtstextendiambdhabnmlaosmaat~st m~~. "a"~B~rA'ap~P~F ~odmr pketoffr'lmTtdoOt ttvorOtedamaged Ole eBeveave oCthe rise crest, Mahe Inc mioimam 6oltnm width wide enattgh ~ ~~?&1~ ~ 1d oralap a mitlimtmor l fl.lf da daotage is Iovardtedamagod dle6asinlafxgtecotlditioas"witnthekln estdirnenakaerientedmward flifdre is dtesbrmduraforlateatsapponandt4avoidwashsupwlrptortslbwaorms. ~ g ~
topc~ttoperalionafexcavatioawdcompaceronc9aP~butioeotaseless 3. CmtslractOteaaaRSUCtioninthe~t.PtotaYdtetonnxtionbe- extetwivq,r0ptacelhetminsftltxdorb, 1Faeded, J~ ~t n slr6sequartrows b71 Fixing 8 x 4 wood erode the bagru imffovr area to provide maximum trapefCraerxy. 0 , _ N thoughbkx:kopeamgs. ~ O 0 r
tbao 2 !L Make side slopes of dte tnmeh eo aterpa then 1:1, Campauuat a- twandtetip~taadtbesdlfmmpipingbyas®g6lottrtabricaraneywaycnooft' quaeeteme ate dte same as dross fa the tmtueluaatt Keep Ole rrptc?t dry Bench btxwecn dx ripr~ slTttTAUe and the soi#. 4. ~P~Y ~p~edby equ pmw4butraFe ran ma,middatttaging Ole rd. iasttil previsions [adeairiag the tempormy pool to improvettappiag e(ficien• ddamtgingdrefii• E.CaretnN ilthard wbemlehwithl f«srrullstamsandtaav0id msfiansundm wauratterneavyraios. O O Q~
~g~t~B~~mP~ PlaauOufltafabricbetweattnetiprapandsdl.E:lendlnefabricacross ta. y wmedodroroauperahle /1~rmttapea- eY prdrle g ~ (n ingsovaan trlockopeniags to ttoidgravei iopbx. t3
A Enbaalm~t-'15ka rip atataial Gam Ole approved asses s~nw oa qte ~ ~*'al' ~1°~~ aal sides a 1ha tapotlhedam; tr 5.7Lettanin~ toflh t ' shvatd be 1Stbnadrc ' ttlaxmnntssone o ~ hemaximnmsoone Cof15tf1lCtlon tCkadrea.eaotilldsbrisdntaughthindrxexavationan0disposalotsprnt. W ~ ~
plans, h should be dean m~ soil, fret: of roots, woody vegelatiat, mcts, exwvax a keyway trerkh alongfhet+ettlafiaeof the sprllway foundsioa diameter. 3.UseckartgnweJ,3/4-atJL•inchisd~merer,piaeedziacnesbelowtketop ~ ~ In C afdtatdurlcaaa2:istope«tlallaaadtmaorhltWanerdrgcadaA01'#s1 Specifications a ~ C
old txta:r objatiaRabk awetial. Scarify areas oa whet 6Il is m tie placed extending np the sides b the height of the tkm. The hatch sltoald be m least2R aad2ftwidewidlt:l sides rcuglt~atrysrone,IlsbouWbehard,angular, ltd'dte~Cingtd1.71uralnnlaiatawstwotainsuffir~tttatoisouesaittan ~ d. awrbefuldswttea z. Gtaee the approxh to the inieiHtdformiy. w ~ _ wasnadatooeisradTlsmrendal. dbebad,angular,
be fainted byhand imoabaB wiOxtattrtmtdiny tf watcrt:an besgoceredad 4. Ckarthepondweabelow thedevatioeottlteaesto€thespidwaymfaa~ute Yand wsl graded. ' 0. ltooty stoat sad greed ue used,trxp else skrpe rowarJ t8e brtet ao stoeptr 3.1'rarect holes vet, ~ L ~p ~rsp a thins 3:i.Iaraamaiatam 1-ftaidekvelsmneaaabctaran dxsnncw+aaad
oftnnbaB,kamowelforpropercaa~tioa.Plxefalm~ialin6m&indt sa5rr~ttdeanaa, ' txaNiauouslaseraovatdleearireknupbofdwNlseaarddleacatrroaetitCev~r 7. Ca~ttalheaprononza+o;ltadewil5movafallatUke~.MaYetnemp em3, htatro else tap araurd dx fate b pnreut gravel f'roaa iakt L1o the slope toward the i. Whoa the camrbming draiaage sea has boon permanently stabr7iud, seal
pagioaaugbeo6taitledlryronongthetnasanudoatmdklgeqnipntdltovrrlhe S. Alloutandfalaktpesahavldbe2:tortlatter. ~~~A~thedowttsaratr andievdwiltthereceiviagareaarslight~y islet, mesmoe3 archealadiamekr«larga.on thesbpeaway6em dleiakt wtgtbotes,idttheltasntwidtsrabtesoiito fiaalgti~ling elev=6~ons.rompaUb s8 taea nee irTCh tR-3t1i gravel(NCDOTt5'iwashodstona?ataapnaamathickaw pt°perty,andsubr~iu. -
Gllsothat~eetttitestuAt:eortachlayeaiatravetsedbyatleastoawheda bdowu. uradttactoft6enewyagaipnram,aracompacsaraaybnased.lbnantr;ttho i.Easuretltatdtnoooe(drainage)sectiatoftltoembanlottanhasaminbnnm ~ E~~~ k afit3.
anltankttatttmaaelevatioato96higherthaathedtaigaheigl$mai~wforsrb bommwidthsd3flaadmaxinwmstdZSlopecofl:lthatexleadmtnebotmm , k~ p"'PaIJ'd,~?ttixreaiviagsmnmand ~ ~ ~waY erably ~g ughart us kngOt rf a curve is trended m rrtsite coedi- raving strnro and . Maintenance Iaspect,elan,andpr~edytllauottiotheexcavaudbadaa[tawaystosmwltr7
• lioes,place ilia dte t8tpxsatditaof meaprat dtafrtsitecoadi- Maintenance ?aspocttbabaRiatdtaeacfiroisaadmakerepairaaaaedod, stabiliudTo rovidesatis• tbtcantn'6wiagdrunagearatusbanPcrmanendy P
4. Cnadrat ~dlwayg--Sxmelg atndt dte eser m dte Datsd,a band smb m 7. (baswct dte tninimuot firesbed sines spt~vay bosom with, m snosm on mettle waW6ghtstntcuraicatgt~ioe, Secure all txemoctktt: baaroea trxsel Ole pleas, wiOt 2:l side abprs attatderg m Ole top of dte turf t,lled ernbartk• 9• ktY aftaaoastrncOt g sla6iOze all ~stur5ndareas widt vegetation R«rmae aettinlent as rosary m provide adequaro Vallmle t« sub iacaxy ~~1'. ramrva sedgy whdr the YOIIItI1E of the basin has
strrtiartsbyapprovedwatettightass~bliee, PLcsthebeudmdriseraafitm. meat. RcepOxdudoiess of rile sidaotO+espiHvrayodklsttucaaeata mini- (PractiasdiO.TagparurYSacu7.mod6.11,Femto~rtSadrng), as widt vegaaiipo sequeatsaira. hren reduced by ona•AaiL 5ptead alt eaavated material eveaiy ova the sor• roandmglalyd areaastoekpile andstabilbait appropriately.
smooth toaadation ~ impetvitxs soil. Do sot tare petviaue sirmatiat such as rttwnaf2l ittcha.Thtaeirmuw hetevdatulea~ctedtvgradefoaxsare sand gravel, a vn>sded strafe as amad the pipe a sal seep eoBata. des~ecapadty. Maintenance Wfiatdreernr~ibapagdr~nagsarralrasi>cerrttdegrratdyala~'tittd,rsmoveaH ,
Place OrafiB material around dtepipeapr~lway ie 4•iach layasaadcaopact k Inapoctripnpatrllelwtucaaes e(rarhavyrairtemseeiraoyerosw auuwdar d:bvr Otetnptaphatakertptace xif somrs kavebeeadialodg~.lmtnedFately erodes troadar matrainb ~ ~ aua6fe ~ s~ either «~spaee of it properly.
tmdernadamtmdthapgxmatleastdtnsamedmatyas~eadpicaRembOdc• i. Afataiatusrdeldtestarsndionahouidbnawetbgtadedrttixsmeofsmtte awteaUttadedrepaitsmprareYfnnnerdamage. meat Cart start be taken sotto rake the pipe free 14= ooalaet wilt 6a wiOt a dsa aiu ~9 ochea (class 8 stollen coauol areas is netsrwnprdcd} and IgTd. immediately Briag Iho disputed area m proper grade, thro sruooth sad sampaa U. Ap• ty~~aUbueares,arouadtdaialet, r.,,
fauedaUOa when oempaclinng tinder tkpipe aeaee6~ a atficiatum ware sae of 14 iacks'llle arose may be arxdaaaplaoedaM the ~ W H ttom~,,,,~
_ smelts stooa waland imotlte roids~tne lager ssovea The amve shaid be Pmeeamiliatnmdeplbof2GafMrtd•oompactedbncl~aradtet>~~r Iwd,wtgela ,aadnignlywoadtaraeawattt. - e 1/ a~
RIP RAP OUTFACE PR01ECTION bckteuoaingtiwunoataoucaaaequipmow.Aochertttnsuxaplatxbpam• STD. f~l BLOCK AND GRAVEL INLET PROTECTION= IwXCAVATED DROP INLET PROTECTION ~ STD. X10. REV. STO. N0. REV STD. N0. REY~
CRbUrG1~911,~8C10ryaM~tamprEVdlt~Oa•1e00C~6a1Caldthnt>~ 9.EIL41oEIt~EIilEa~lEBpi~VayDtlllEl9od~RpcEdalfdownwf~8mpffillhemC O i aodaitbekaalled atrexh dredamaftarthatnobaattmsatt t~~ ~ bY~g ofd+ccmbwtkmeatttaalw~lecu,dtomaateteecnedaudoudet isac• 20.55 (NO SCAM} _ 30,08 Na sCAi.E ~ 30,04 .:C q
• iatwmpkte, apabbfa0ltsreoeivingsueana.Koeptheadgesoftneslateoutta fn?sb `
wilhlnasutratadiaggrotndrtdsltape thecagermoaafine$teautt~owsueam s• ~ ~ Y tit uadiamrbed aciL {&jeiaaaa: tltdlerf?otadiotr). ' A
'inn adtiavanataofplatatcdekvatic,gr~de,designwi~lt,aodenaanoeand vnw,~te as aRE:'~o er TttE EnaREER exit chw+nnt stvpra ate eriricaf m dta wtecessftd opaatiea of O+a cmeaheacy 10.1XratetntxgeacX byp~ac m ttaturd, staMts areas, Estate tly~saomlas so ~ - {t• wut. STEEL POST STEEL POST -'1 A
) spillway. IhatilawwiBmxdamagedlbetnbenkmeat ' 1.5'
f. rders~-Dls~nargewaterhuotltnnesiaiaaatatmarmpraveat~ion.Use il. Stabs'lizetkaabankatentaadaddistutbedmrasahaNaOtnsddiment min H FxdER FAQ z FILTER FA6AIC
t>ivas~Trish'ptlktptofaclioamd'ivatsetfimdttdatkawatertoOquppacnd po°1 min U r,., w ~ W J ~ F.
'the areitm' tgsia elfic' (R •Rrwo,¢'Coaa,af - aRdtlotmsoteanttranthetapams~dmtelyaftvso~uucuoe(Rr~aeaus:Sm~ P~ ~P ~r efe?ennes. JaceSrcblltzmttoa}, ' Alssamraandt7aairt trovEN Tn.T>1t PAB~ W m ~ a! ~ < tp tjV~ t0 ~ 1~ ~ ~ ti
It Shaw the distance frost tea top d the spllwey m the sodimcm ckaaoa N ~ N ~ Flltttr O fabElC M~~/~
7. Erasiontwnrcvi--Coostenadusttuam+nanthatthedisdn6uiaaaismini- Ifvet(oee-nattthedesigttdopth}aRlheplansaodmarltaiathart~. nailed. ~rettwrfacewserawayGaabseatraa.Complaetheanttt
btfore the area is cksned. Satlu!rra the emer®eoey spHlwag embartiuneat sad g d I - - V1 to
au artier disttlrhed eases above dx taew of lee ptieciitlal spilkvay 6amed'rueiy Maintenance lttspat sedimera tray aPoor sad period d sigeiraam aaalfatl. 3 oftarwnsauutip,(Re~eseacra:sm~'aresrda7rad<ioa}. Removesa6mattandrr:waredietrapcoimaigimid~taasiomwhaaUlnsedi- b b l ( I - I ANCFgR slant d' MaaMw smut ~ tnnMw A
axathasaaamtdla~dtoawhalEthedies~tdt~thd'Otemp.PleonOtexdi• { t 8. Sofa Itt~ts aasctcntldraandcaa dslgerotu.Avtbd matt dint 1: reap,rod it Ina de~tated tispos,l ana and septets the " " - Class A ar B w
lr ~Y , slap sidealopra, and fenro and msk twuh warn' algal if uespassiag wtnuainatodpan of the gravel arcing. _ a ut:u aF suanNC stwtT. ~ oti Erosion Contrd ~5 ta0.511ED STONE aIAY 8E USEO _ .~Ofle
is tikdy. Polbw aK mateaml bad requirameats. Cncettbeartrctuta~rdam~e6nmet~aroeapipieg.Prtio~caUydtndttne ~ t. 5~ttu~i irav t~ar~ilM a~F eUNE ~ tn~it ;Y swrari OVER TlaWDOltrr, t. nL1ER BAIttaERS S'NINl. 9E INSPECTED BY ~ FarAttpAtLY 2. n rr ~~r RESPONSiatE PARTY OR NIS AGQit twliLT~1TELY AFTER FACN Filler 7 24 tn8x v
.Reoovesed>raeataad duptnddtespittwaymdwuEitffiatroNmtdaoft.Sllbdowdtelowpomt~ 2. aOVEtt Fa.TER FABRIC 9E OSEO rMl7tE AT Faxx IS 10 REwAat Maifltenaflce edacltatbasioaafsr~txxiodsaf'atgar~oanttut>o6r ~t~aaedumdrralaayaetAaaeat~,hea~wdmtaKSusugta FoR a t~aoo aF utx~ tww Jo OtiYS. IGVFa'ALL AND AT tEA5r tLrR.Y txxartc PTtOl,ON~D RNNFpIi, lBbrlC atCerftef ANY REPARtS HEEOE6 SrNLL ~ 1rPDE IMME~ATELT.
tratotadtebavetoitsariginalatswkensedmtentacaamaatesmauo Py shove deafgtt grade. Aay riprap r~phued Gem the apiDway mast ba a sTm. t~osrs stmts. eE s•-0' nt nEUxtT ~v+o eE of THE 2. SHOULD TrIE FAfRtIC t1ECOMPp$E OR DECINaE a~FECTNE PRIDR TO THE EHO OF TT[ ExPECTEO trSA~E LIFE AHD iNE BAttIDtR STaL r5 NECESSARY, THE
halFOledestgndtyRn. mplaeedimsedtekly saF-FASrEHeR ANtaE arm nrE. a. WOOD POSTS SttNt eE 6 TO T FEET iN ,fElpf' ARO 3 ill ~ FABRIC 9rALl ~ REPIACEn PROMPnY. Section A-A
CbadtOleembstlmtaltspiBways,andou0etfaamiondamage,attdmspnra Aftera8sedeneupodttciagareasnavebanlxamaoeatlysta6irrmd.sa>+we m~ vosHOi~iESS~rt~wr fs~raR~E sTrwtES ,~lr toHC. x SE'~bIT DEPOSITS sTTrnan TIE RLTA04E8 AFTER fPEN sTOau EVEMf dH SILT FENCE SH01A0 eE RtpU4CEO. 1trEY MUSE 8E I~tIDVEO WFrttt pFPOSIES RF/VG1 APpRDIC rW,F 7rE rrDCarT OF 1Fae lUdt~R, prat SEOIIaENT OEPt1Sif5 REMAIMNG N
the embm?raeat tar piping and seokmwe. Make all ntxessdy rclnua mt- Ole wrtrcatre std all unsuble sulGttleet 5atoottt the area m bkad wub tie ad• mediataly.RcmoveaBarasltttadodtardebrisGpaOterisaandpoalarca. 'airnaga+emandsmbiliaepraperty(Rele?ar<aT:SlvjaeSrdbitlmtlon} s. rasHEO sroHE sww1. sE usau m truRr sKatt aH[R spr FErxE 1 t4 USfD AeJACtiRr TO A CNARNEI., t]~ER OR f>1HN0. PLACE AFTER THE Sa.T FEPa:E 6 REMO4E0 SWYJ, ~ ORESSE6 70 CONFORM 5'aMd~edc~m--S~neat~addErptac~daertlrasfirrrlbrrketoaeapw~rkemwtbpaomdbdrn. 70 1HE OOSTatC GRAO~ PflEPAREO AND SEEDED.
6. TIlRH SLi FENCE UP SLOPE AT tIAS.
7. NFIEN FABRIC iS ttSrD TYlnt TARE a~91 8' ColtERED POS15 MAY SE ItSE.
TEMPORARY RISER BASIN TEMPORARY FILTER OASIN sm. Na i~EY. sm. Na. REv TEMPORARY SIi.T FENC rne~stancestxlTtttatptTitda E A and B are of egtaat BlevaGan STD. N0. REV .
rise sca~~} 30.01 {Iva scAt~) ~ 30.02 (iva scAt.E} 30.06 - ~~~,„tllttlrlrrq,,,
A a
:o
" Q o~ Q z: t? r ~ _
carlpaded soa z'
~ .min sl Y' min top 'I r s r ~
C{NlStfliCtlOn L Plxa stare to dra ieaard ~reemiaa attars is the ~ ea afi1~ fabric ~ ' ° ~
~ 4" TMCK 3tl(lQ psi t:ON(~1E ttD w/ TxT 1t}-10 YIl1M4t '•':1: tT'v~:~•~ to"mat ato ~ : T op SpeCAt'ICaGonS urnntnu
~iQ II II III II( ~ swpe I u l - _ -r w ~ I it! II II _ II _ iH i _ n - if Z the caller stone sectrort at iadces Gelow DaDral lend ~ f; wha~a ~ tam abuts tnedmaeet baota. Y
c 3'_p" x 6" oPENINCS TYP. Atl 4 SIDES _ 8' typical 2:1 a tldter O - REVISIONS B
, ~ -•--•-x~r----x x ~ pti / 3. lattead swea at least iS A beyaat>be ditch l?aoks (Figae 8.836) w 1Kep , avtrfbw+vgpx iiam amdatmuuing dredem ag rt ra•eataa the chmmd.
~ D FINISH $"min ~
N 3'- fq. i, Setrgt>aweeademstoamaedautireelevatisnxtAeap°fdlelovvrs
~ ~ . 2.3` j2 damisdlesameasdlemesdevadandtlreugpadaou, coarseaggregate F`r
O ` d / ~ 8" 50L1D MASONARY i. f?rotettdrednralddow~eaamfiorothalowostekockdam,coraideriagdwt vmta wip OOw ova sad aramd the dare (Pracola SRi; 4arier Srobifaarron
o Constructloon L anap~parlyndraulyd~,bn~n.atat~,~tdtnntr~a~- Constfuc~ion 1. ~ , r1 S CIflCatiOnS RanovestdprrtperlytBsposaorai talp,ntusb.atmpa,arorlkrdljx- Stranre)
N ~ $peGfflCd~OnS tiottable melsial. FIB and compact all ~ frcha, swatca, a gulBes Ihet wa1 be atwiU6e ~ i, Maireaeeinatthechaoudreacha6ovpdrem«topsttarndatofssmtAe,
N 0 b 2. E+muetlnttltemkrilamRdaulntdedetannnaionoxdsatldedgare~uira d maamretgrasxt kvd aakove. ' e ' vAtYles mama. L Jmt bafow t of COnStNCtIOn 1. Clan iha eatraace sad exit ass of al vegetatias, roots, and atlas obja• ~.t T. Forme dntcilaralei ~ ruch=e ndvelt below dwelt
~ t fill, Inn b tae of dte,;a~ dtonld oa disked ny 3 2 t.eatethattnetopof'theaiYcisnmlotVeratanYl~~~ - ~1°~' °~Ged~ S 'ieatl0ns tiawblentnaWaadptnpalygadeit dams,arenDCS~je«todam:ge«bbel~efrdD~~Itaaas~xs. p~ .
~ lion plus the specified aarkalau. M .asdsgbiliaedtadiY-xatoamtke,lglode.aldcaoasaettian,
~ D 4 PAR( Alt. INSIDE WALLS i,Aovidasafl'iciearaaaammddivasianam ~i°~~~P~ astlpfan, i.t?laoedregravdt°tlx~ecificgradeaaddimarsfamslwTraonttreplaro,and Maintenance irr elmdc0amsaMchauads[« altaexllslnoit'event. amaab is d~
C7 WITIi 1:3 C1:MENT/SlWD psmkamrJaaeregtalSogaod au *+t ~ ~ m l al aarlaoom :tmbility ' 3.Provide&abmgeacanywalatoasadmoatDapordhawuabboutka. Amicipatesubmergeacaaoddepositioaabuveduchakdmaede7«ioofrom
3 t2" 3/8' MIN. 1FgCKNFSS ~ andbprovidesmbility a fYP• S, vegngta Ole ri~ immet~ely after t~lrOgictl, mdess k will female in Ngntbwsarsmsdtheedgesot'thedam.C,orrectatldamage®arediasely.lfsig- Date: 12 49 43
(n h plaookdifian~wartil~days, 3.Yegeglivdysts6~stnediversioaataitsitn, a [!se geaanile fahria because dreg imprawe att16il'rty aE tlw toandatim in nificaat erosion soars betwsoa dams, ~ a prmecdxr siprap timer is tdu / / iocmienanrbjeutoaeepage«,Afgbwxata6le. paAiaaoPdwcbararel(PradiCe63i.Riprap-GoadadPmmdC/raaneJs~
Q ' It --a~-X ~ . ,x-•~-- it--'~-- X-~--~-~'•X a: X 8" . care: 1 "=144' Hof.
z ~ ~ Maintenance tnspeacemporarydivasionsonxawcekandafleae raiafdl.tmmedeso- Maifltenaflce faspeapamslemdiversianaRa ~ I raaovesodimeitthomdletlowarcaand uOrttSvasiar ' tiaaimmaliapd teatove evafstuF,dldurulgdlecatumrctrovt>.paa- Y mW edge. Csefu4 . _ Y ~Y tr6sm~ai as from the tiow sea aad recur the f leav- xemovesedimerrtatxruaulawtbehinddredamsaaoaldpltoprrweradaaTage S N A ostrpaa• Maintenance I~imamdregraveipad>datasditioRrapravetkmadaae&merM ruin taehamrdvegetatfao,atlowdrecAatHrdtodraindrrrN,hthesrarashaktam, /
e0air the bIa else ODrISBDGIiIa t7tC. Ibis aTAy teCaire DesiOdu bDlimstiaR with 2•inc4 aNt nnwsr tare! 14tWa fins rm~vinv ed'inuml aw ells dam. Add srsrl'e ar [7 rn w n ~ IA,tV
W lyd~outimmda~slum*mpi asaoedodWbendeampmmxredis ~ Cbedcoodmandmdm &*lepasnnee&&bbiim me in ibe mom AfwehmimWl.ipsmmanym-metwemdoovvxdhiewsndclem d~aaaneededto aitinta~ndesigageigAtandmasoction. wive
8- CONCRETE BASE w/ W. 1G-10 WWM pennw4ndy oaldir4 mmoea die ridge and the du and in Wad with the vigula^ el tdyaba ti aatOndmau it out as necemary. humediady aemm eu ob*tio=Nc nmtafals spilled. Checked: DLM wasbod, or ox*W oeee public roedwaya
o maaal ground bwel and app Vrmt y n AibwiL 0 Job: 03-07-06
co o ,
co YARD AREA DROP INLET N TEMPORARY DIVERSION SWALE TOP OF SLOPE BERM STD. 140. REV. STD. NO REV. STA. Ni STABALIZED CONSTRUCTION ENTRANCE TEMPORARY ROCK CHECK DAM Sheet
U a (NO SCALE:.. 120.5( STA. NO. REY. sm. N01 REV. M. NO REV.
too SCALE) 20.57 (NO SCALE) 130.051 L NO SCALE 30.11 NO SCALE 20.60 120.50 { ) }
LL
c: Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN m J DESIGN ASSOCIATES P.A. Owner: Approved: Date of Issue: JAN 15 2004 of 3 Sheets
U

CONSTRUCTION SPECIFICATIONS
1 TRASH RACK 1. Site preparations -Clear, grub and strip topsoil from areas under the ~
1 ~ ~4 REBAR embankment to remove trees, vegetation, roots and other objectionable y material. To facilitate sediment cleanout and restoration, clear the pool area of ~
TDP OF RISER all brush, trees, and other objectionable materials. Stockpile all topsoil or soil H ~ Q ~
I I containing organic matter for use on the outer shell of the embankment to N
I I facilitate vegetative establishment. ~ ~ ~ i
I I I 1 2. Cut-off trench - Excavate a cut-off trench along the centerline of the earth fill ia. oe ~
PERMANENT PRE-CAST CONCRETE DROP BOX TOP VIEN TOP VIEW ~ T4AREBARCK embankment. Cut the trench to stable soil material, but in no case make it less ~ N CRASH RACK ~ than 2 ft. deep. The cut-off trench must extend into both abutments to at least ~ W ~ O
TO BE ANCHORED IN CONCRETE TO PREVENT TRASH R FLOATATION. SEE CHART FOR SIZES. ~ the elevation of the riser crest. Make the minimum bottom width wide enough v N 0
TOP OF I I TOP OF RISER "H" PRE-CAST CONCRETE BOX to permit operation of excavation and compaction equipment but in no case less ~C I TO BE PLACED AFTER CONSTRUCTION. than 2 ft. Make side slo es of the trench no stee er than 1:1. Com action ~ ~ ~
MAXIMUM SEDIMENT STORAGE LEVEL I DRAW DOWN ORIFICE TO BE ANCHOR IN C.~NC. TO PREVENT P P P R ~ U
6 BELOW DRAW DOWN ORIFICE INTAKE I I #5 WASHED STONE FILTER COVER PLACED IN RISER AT A 45' AT A 45' I I FLOATATION. requirements are the same as those for the embankment. Keep the trench dry ~fAL POOL I I during backfilling and compaction operations. V ~ ~ ~
/J5 WASHED STONE FILTER COVER / OVER DRAIN PIPE, 12° MIN. THICKNESS ANGLE FROM NORMAL POOL OVER DRAIN TILE, 18" MIN. THICKNESS /Y I I ELEV. TO INTAKE 1' BELOW I NORMAL POOL ELEVATION. 1' BELOW I I - U 000 LEVATIDN. PERMANENT PRE-CAST CONCRETE DROP BOX 3. Embankment All fill material should be clean mineral soil, free of roots, wood 0 z ~
20' I I I I TO BE ANCHORED IN CONCRETE TO PREVENT ve etation fOCI(S and other objectionable material. Scarif areas on which filly ~ 'C3 °d' I FLOATATION. SEE CHART FOR SIZES. IS g I J Y • SIy ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 I~ Z 0 0 I to be paced before placing fill. The fill material must contain sufficient
0 0 0 0 0 0 0 0 0 I II ~ 0 0 0 0 12 0 00000000000000 I I BARREL 12°' moisture so it can be formed by hand into a ball without crumbling, If water ~ I can be squeezed out of the ball, it is too wet for proper compaction. Place fill ~ ~ d'
( ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 I I BOTTOM DRAIN VALVE STEM material in 6 to 8-inch continuous layers over the entire length of the fill area 0 ~ SUPPORT BRACKETS AS REO'D. ~ p
000 000 ~ and then compact it. Compaction may be obtained by routing the construction ~ ~ ~ I I hauling equipment over the fill so that the entire surface of each layer is 1~1 p ~ ~
i - U I traversed by at leost one wheel or tread track of the heavy equipment, or a ~
;`'rf~-'¢`~ 20 LF °K° DIA. PERFORATED DRAIN PIPE w a W I I compactor may be used. Construct the embankment to an elevation 10% p,,
GROUT BOTTOM DRAIN N 20 LF °K" DIA. PERFORATED DRAIN PIPE 36° MIN. - AS REQ'D TO PROVIDE A DRAIN I ~ higher than the design height to allow for settling. Subgrade and fill to be verified viDE A I I~ and tested by Geotechnical Engineer. V~
CONCRETE ANTI-FLOTATION BLOCK WATER TIGHT CONNECTION. :c~oN. I 1` BARREL - I 4. Conduit spillways All conduit materials shall be as called for on the plans
SEE CHART FOR SIZING & VOLUME. SECT/ONA-A CONSTRUC110N NOTES: ~ (Schedule 40 PVC may be used for sizes < 12" diameter).
CONTRACTOR TO INSTALL PERMANENT BARREL, DROP BOX WITH ~ OVER-EXCAVATE - - J Securely attach the riser to the barrel or barrel stub to make a
ANTI-FLOTATION, DRAW DOWN ORIFlCE, TRASH RACK AND EMERGENCY 1' DEEP FOR FDR watertight structural connection. Secure all connections between barrel SAGE , INSERT PERMANENT RCP BARREL sections b a roved waterti ht assemblies. Place the barrel and riser on a
SPILLWAY AS PART OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. SILT S70RAGE INSTALL PERFORATED MAIN PIPE AND STONE FlLTER. ONCE ALL N +'~4' ~°~~'I'`''.'' i INTO PRE-CAST CONCRETE RISER. Y PP 9 firm, smooth foundation of impervious soil. Do not use pervious material such ~ BOTTOM DRAIN wTH INUERT IN OF BARREL =BOTTOM OF POND ~
DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE °K" PVC BOTTOM DRAIN WITH °K° GATE VALVE & SHUT-OFF vALVE & SHUT-oFF as sand, gravel, or crushed stone as backfill around the pipe or anti-seep
AU. SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. coNCRErr ANTI-FLOrAnoN BLOCK collars. Place the fill material around the pipe spillway in 4-inch layers and ~ 0 SEE CHART FOR SIZING & VOLUME. COmpaCt it under and around the pipe to at least the same density as the O N
' adjacent embankment. Care must be taken not to raise the pipe from firm ~ O M
contact with its foundation when compacting under the pipe haunches. tt--~~ . ~
NOT TO SCALE NOT TO SCALE F.~+ O ~ Place a minimum depth of 2 ft. of hand-compacted backfill over the pipe .a..+ ~
~r spillway before crossing it with construction equipment. Anchor the riser in U] ~ ~ place by concrete or other satisfactory means to prevent flotation. In no case ~ ~ In
DESIGN DATA St should the i e conduit be installed b cuttin a trench throu h the dam after Q~ In IESIGN DATA SUMiMARY POND 1 P P Y 9 g a-r
0 oM o onl I n v. the embankment is complete. 0 orI o o d le
'B' Norrlal Pool Ele A 'C' To of Rlser Iorrlal Pool Elevation 696,00 5. Emer enc s illwa -Install the emer enc s illwa in undisturbed soil. The .C z 'o of Riser 700,10 9 Y P Y 9 Y p Y ~ ~
~YA11~ , , p D Spillway Invert P vent Elev, 706,00 achievement of planned elevations, grade, design width, and entrance and exit C ,pillway In ~ a O d'
fL~N~ Splllway Width 'E' Top of BerM EI ;plllway Wldth [feet] 10 channel slopes are critical to the successful operation of the emergency ~ w 708,00 spillway. op of BerM Elevation
'F' Barrel Length larrel Len th [feet] 80` r N g ' 6. Inlets - Dischar a water into the basin in a moan ' n. U e ~ -
'G' Harrel Slze [Inc larrel Slze [Inches] 18 RCP g er to prevent erosio s ~ ~ ~ O
'H' Drop Box Slze I Draw Down Orl Irop Box Slze [feet] 2'x3'x12,10' diversions with outlet protection to divert sediment-laden water to the upper O O C~ Iraw Down Orlflee [Inches] 3' end of the pool area to improve basin trap efficiency, W {n Q
'J' Intake Elev, ntake Elev, 699,10 0 C~-i
'K' Bottom Draln S 'L' Antl-flotation lottoro Drain Slze [Inches] 6 7. Erosion control -Construct the structure so that the disturbed area is minimized. W O ~ 6'-0'x4'-0'x3'-6' ter bar ~ ~ ~ C Intl_flotatlon Block DIM. Divert surface wa away from a areas, Complete the embankment before Q
Antl-flotation Intl flotation Block Vo6 2,96 CY MINIMUM the area is cleared. Stabilize the emergency spillway embankment and all other 0. C
'M' Antl-Seep Colla 2 Year Peak Intl-See Collar Slze 4-6'x4-6' W p disturbed areas above the crest of the principal spillway immediately after ~ Year Peak Elev. & Dischar a [cfs] 700,08 & 0,47 g construction}. ~
Pre-Develc Pre-Developed Run-Off [cfs] 41,68
Post-Deve 10 Year Peak Post-Developed Run-Off [cfs] 67.25 8. Safety -Detention basins may ottract children and can be dangerous, Avaid 0 Year Peak Elev. & Discharge [cfs] 700.77 & 18.47 steep side slopes, and fence and mark basins with warning signs if trespassing
Pre-Develc Pre-Developed Run-Off [cfs] 74,08 is likely. Follow all stone and local requirements.
Post-bevel Post-Developed Run-Off [cfs] 117.60
25 Year ea Pre-Develc !5 Year Peak Elev. & Discharge [cfs] 701.66 8 31.28 Pre-Developed Run-Off [cfs] 92.64
Post-bevel Post-Developed Run-Off [cfs] 146.30 ANNUAL INSPECTION/MAINTENANCE PROCEDURES
50 Year Penk Pre-Develc i0 Year Penk Elev. & Discharge [cfs] 708.43 & 3L' 20 Pre-Developed Run-Off [cfs] 106.52 H
Post-Dever Post-Developed Run-Of'f [cfs] 167.74 I. Annual Inspection: Annual inspections sholl be scheduled b Cit of Concord and
B B 100 Year Peak Pre-Develc 00 Year Peak Elev. & Discharge [cfs] 702.95 & 32.80 Y Y Pre-Developed Run-Off [cfs] 115J5 Owner to be performed on the first of June each yeor.
Post-Devil Post-Devet d Run-Off [cfsl 18L99
II. Inspection Activities:
CATTAIL W H CATTAIL T ha Latifolia , 1 Gallon Size a} Testing of the emergency drain pipe valve. M"'~
7 ~ YP ) a b) ~suai inspection of drawdown orifice.
PICKERELV c} Visual inspection of the trash rack at the intake orifice. N ~ - 1 II n Size PICKERELWEED (Pontederia Cordata), Ga o d} Visual inspection of the emergency spillway. T ~
~rLw~rPL~iv raw e) Visual inspection of the pond rim and slopes. ~ A
BLUE-FLA BLUE-FLAG IRIS Scir us Validus 1 Gallon Size f) Measurement of the wet pond depth at the dam end of the W w ~ ( p detention pond (Distance from permanent pond drawdown orifice
NOT TO SCALE F POND invert to bottom of basin). . EDGE 0 _ _ _ _ !~1 - g) Visual inspection of all stormwater structures on the served site TT~~ ~ Z
~ S'_0" ~'~'-SPILLWAY MAY BE - " - ' " - ARIE VARIES VEGETATED INSTEAD ARIE "D" (MIN) ARIE lads feeding the detention pond. V1 z
(MIN) OF PAVED IF ao~ h) Visual inspection of the total site drainage basin for adequate py
CONSTRUCTED _ TOP OF_BERM EL_=_"E" T~~~~L..~ ) - - - - ground cover to stabilize site. U f W i) Visual inspection of upstream (off-site) areas feeding into the site W
/ ENTIRELY IN CUT. N : d = rains a basin for otential off-site sedimentation sources. N
SPILLWAY INV.= D VARIES SPILLWAY INV,= "D" b 3 1 J ~ III. Maintenance activities shall be performed as follows:
~ Z ° T~ f...~ Ned ~ V1
EL.= " ~ ~ ~ cv6~ 1. After every significant runoff producing rainfall event and at least monthly b a
~ SPILLWAY WEIR UNING~~ ~ ~ w a. Ins ect the wet detention basins tem for sediment accumulation, erosion, trash , P ~ ~ ~
l~+ W/ tOx10x10/10 YVWM. a accumulation, vegetated cover, and general condition. av 4' O.C. 4' O.C. cvo~ Z
i TYPICAL TYPICAL b. Check and clear the orifice of any obstructions such that drawdown of the temporary
UND ESC ool occurs within 2 to 5 da as desi ned. EDGE OF LITTORAL SHELF I P Ys 9 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,
SPBL~YAY SECT/O/Y.4-A SPBLM~AY sECT/ONB~ ~ mow vegetative cover to maintain a maximum height of six inches, and remove trash as
CLASS II RIP RAP OUTFACE PROTEC110N. _ NOT TO SCALE MIN. THICKNESS= 12°, LENGTH=6'. NOT TO SCALE - needed.
NOT T(I ,SCALE ~ ~ 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.)
i ~ quarterly to maintain proper functioning.
NC G1rN7F1PL/A~' Q~'PRLNARY.S~/LLlYAY 4. Remove accumulated sediment from the wet detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see table below). Removed sediment
_ r------.---_._._~.___~_____._ , T.__._._~ -______I___.._---~ ~ ~ --r-._-~-----_-~------~ s , i k E ! ~ ~ ' ~ 1 ~ I I , ~__-j___`v shall be disposed of in an appropriate manner and shall be handled in a manner that will t.__._..__ ___.i__.-__~ not adversely impact water quality (i.e. stockpiling near a wet detention basin or stream,
_E._ _I.. _ _ , _ ~ _ ~ . ; . ~ ~ I f ; ' I I ~ ' ~ I ~ j ' i i j ~ i etc.}.
r._ r j i f I I F- ~ - i i r--- i ~ ; _ fi~ i 1 I
i___..___.~ . - I - _ _ I k _ - --f _ _ _i~_ , ~ I The measuring device used to determine the sediment elevation shall be such that it will pp++++++~+uqy i I i ive an accurate de th readin and not readil enetrate into accumulated sediments.
4 k I ~ ~ ~i I i . _ ' -.i_.-_--~__-_. _u ~ _ 9 P 9 Y P p
I i I ~ ~ _ I i ~ I t ! j a I I I---- - ---i-------------~------ When the ermanent ool de th reads 3 feet in the main and the sediment shall be ~ v,~ i I ~ 1 ~ ~ . I
-p ' I I i I i ~ ~ ~ I ~ ' i I - -i-.--- --I-- x .__-_i._____~ removed. i ~ I ~ :rA Z: ! ~ U -
! I I ~ I L__ i ~ ! ~ I 1 ! ~ ! i ! ~ ~__._j..___. _ , _._.._.__i.______.~ ._._..r_...._._____..__.~ When the permanent pool depth reads 3 feet in the forebay, the sediment shall be ~ -a: removed.
I _ ~ . _ _ ~ 4 . _ _ _ _ _ - I I -F---- - I--- I 1 i ~ t I i I ! ~ y---- _ I
I ~ I , ; t ; I [La scH. 4p Pv~ E ~ I ~ , ~ t i Q_. _.V _ _ ' S. Remove cattails and other Indigenous wetland plonts when they cover 50~ of the basin I surface. These plants shall be encouraged to row along the vegetated shelf and forebay p°°°
~ ._..__..L__,_~._.,.M ~ _ I _.i__~___.. ~ ____._L.~___.-._~ GRAS D WEIR SPILLWAY f -°~r-- , , i c~~ I { I berm. l~n,I+un+
I i i I _ INV. EL= D ' I DRAIY- OWN 0 IFlCE. ~ ~~_~L._ . _ + ~ - ~ - - I - I I k ~ INV. - B k I , k , I ~ i
~ I_.._ I . _ _ ; - _T _ ~ ~ I _ ._OF ERM EL= E _ " .iNfiA°fE.fL.---~--____. _ I I ~ , 4 ~ ___i.____.._. '_____~___l_..._.__..__.- 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of ~ rY~ ~ I I sediment through the emergency drain shall be minimized to the maximum extent practical. REVISIONS BY
~ ~ I I ~ - - - i _ _ I k ~ ~ I _ .u ~ _ i-__.__~..___._ _ _ ~ i . ~
i Ito I ! ! w ' I i C I y~ ~ 7. All components of the wet detention basin system shall be maintained in good working ! i_.____-~_______T_.___ ~ ~ _ r ----._--~____._..I __._I order.
I 1 ~ ~ ( ~ I ~ I ' - Q t._.____ ~ N;~ I I
~ X I ! I ' ; i x I- I-- i ~ ~ - I L k _ _ ~ ~ _ I ~ . K 9 i ~ ~ ;c_.__ I _
I , I d~ 19 I ~ i ~ i ! I ~ t7 ~ ~ I------- 1 I I ~ i '
I i I ~ ` , I ~ ~ ~ I r - - __L - .__.,...._~ir ~ _._.__y..
1 o _ I j I o _ 1 1 ( ~ NORMAL P L EL-~ "B" " _ _ _ ~ ± H _ ' , NOR' AL P EL= , i• • { M i I I EL.-
N ~ i w I I ? I ~ j i I I I ~ _ I ~ I
N I ~ I 1 I ~ I 44 I _ _T ~ - - - I i GENERAL NOTES: I
I ~ I ~ t I ~ I ~ i ~ I- s ~ , ~ k I I I _ i_ I, j _ ._..I. _lE_ _...__..,_..__..-___i._____ _.__._._a_.._.._..__.......__._,..___ . ; ALL BMP RLL EMBANKMENTS SHALL BE COMPACTED TO 95% STANDARD PROCTOR. I _ ~ • I I I -
. I , ~ ~ ff I " ' ~ f I I BOT~fOM PO EL= ~ A ! F90TTOM IP40L A E s I • ' f.2 X _ ~ ' ~ EL= i A
I T- i.__ ~ ~ I ~ ~ r ~ ~ i _.-.t~ BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION. I ~ i _ _ __....i._. _ _ ~ ------7-_.-.._-~
m ` ~ i , i { P ~ SED GR E k I ROP I € i I ~ ~ _ I I ~ I I
3 ~-~------i _ i + i _ i`.-.~~.. I i~ i I , UTT~ 'L SH TO BEPLAN i I PROP~SED GRADE I _ ~ I ~ _ _ ~ ~ _ _ _ -I--- I Date:12~09~03 I l I_____~ _ _ _ . _ . _ _ .
~ WITH ACCEPTA AQUATIC PLJ~NT __r___ k ~ _ _ ~ ~ ~ j _ . _ F.__._-- 7 _ L. = - - ~ -i- i , ; ( ~ ~ , _ _ . i + 1 ~ Scale.
Q SPEgE-5--AS -IN--hEAN-TINE- BEF ; r_ ` . _ _ _ _ . _ _-I . - - _ _ ~ . _ _ . _ _L__PEI~MANI• C~ICE~AN OR__.._~__ I - , ~ i ; NA . _ _ . ~ ~ _._._...j I~Li~.._.~ _
I ~ I ~ fi I I I , , ' i i__._.---__-__ Drawn: JMY
7 . T------ ~ ~ - 1 ~ i
W j GhecKea: ULM
I { I "MNO" 6" TH "M"xO"6" THI _y Job: 03-07-06
A~N11~i=SEEP I i 3 I I 0
r I + ALL ONNEIION TO INLET B X MUST BE TRW J .__.___..__.__.AL~D ~ Sheet X MUST ISE
E SE WA R11GHT. ~ BEFORE YOU DIG 1 _ CALL 1-500-632-4949
PD N.C. ONE-CALL CENTER
0 a. IT'S THE LAW I
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN t DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: )AID 1 5 2704 of 1 sheets
J_
U

CONSTRUCTION SPECIFICATIONS
1 TRASH RACK 1. Site preparations -Clear, grub and strip topsoil from areas under the ~
1 f ~4 REBAR embankment to remove trees, vegetation, roots and other objectionable ~ material. To facilitate sediment cleanout and restoration, clear the pool area of ~
TOP OF RISER all brush, trees, and other objectionable materials. Stockpile all topsoil or soil 1~ r Q ~
~ I containing organic matter for use on the outer shell of the embankment to N ~
I facilitate vegetative establishment. •
I I I I 2. Cut-off trench - Excavate a cut-off trench along the centerline of the earth fill 4 oo ~ TRASH RACK embankment. Cut the trench to stable soil material, but in no case make it less ~ N
I PERMANENT PRE-CAST CONCRETE DROP BOX TOP TRASHERACK 1r #'f REBAR than 2 ft. dee The cut-off trench m t , W ~O p us extend Into both abutments to at least iJ1
I TO BE ANCHORED IN CONCRETE TO PREVENT TRA FLOATATION. SEE CHART FOR SIZES. the elevation of the riser crest. Make the minimum bottom width wide enough r
~ TO TOP OF RISER "H" PRE-CAST CONCRETE BOX v N 0 To BE PLACEn AFTER coNSTRUCnoN. to permit operation of excavation and compaction equipment but in no case less ,N ~ ~ ~
~ ~ MAXIMUM SEDIMENT STORAGE LEVEL ~ ~ DRAW DOWN ORIFICE TO BE ( ANCHOR IN CONC. TO PREVENT than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction ~ ~ U w ORIFICE TO BE I FLOATATION. regUlrementS are the Same aS those for the embankment. Keep the trench. dry •?.r ~
6 BELOW DRAW DOWN ORIFCE INTAKE #5 WASHED STONE FILTER COVER PLACED IN RISER AT A 45' ISER AT A 4s• durin backfillin and com action o erations. NORMAL POOL ( 9 9 P P ~ ~
~}5 WASHED STONE FLTER COVER OVER DRAIN PIPE, 12" MIN. THICKNESS ANGLE FROM NORMAL POOL OVER DRAIN TILE, 18" MIN. THICKNESS ~ ~ ELEV. TO INTAKE 1' BELOW NORMAL POOL ELEVATION. TAKE 1' BELOW I I U O ~ foL ELEVnnoN• 3. Embankment -All fill material should be clean mineral soil free of roots wood ~ z I I PERMANENT PRE-CAST CONCRETE DROP BOx > Y ~ ~ ~ ~
- 20' I I FLOATATIONHOSEE CHAR~NFORTSIZES,PREVENT vegetation, rocks, and other objectionable material. Scarify areas on which fill ~ ~ ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ Z 0 0 is to be placed before placing fill. The fill material must contain sufficient ~ ~ ~ ~p
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ 0 0 0 0 0 0 0 ~ ~ BARREL 12" I I moisture so it can be formed by hand into a ball without crumbling. If water ~ ~ I ~ can be s ueezed out of the ball, it is too wet for ro er com action. Place fill ~ ~
~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I I BOTTOM DRAIN VALVE STEM material n 6 to 8-inch continuous la ers ov P p P ~ ~ y er the entire length of the fill area 0 I SUPPORT BRACKETS AS REO'D. and then compact it. Compaction may be obtoined by routing the construction 0
D00 000 Q ~ I I hauling equipment over the fill so that the entire surface of each layer is 1~1 p ~ ~
I I traversed by at least one wheel or tread track of the heavy equipment, or a ~
;r Fe ° s' ~ ~ ~ 20 LF "K" DIA. PERFORATED DRAIN PIPE w w I I compactor may be used. Construct the embankment to an elevation 10% p,a W
GROUT BOTTOM DRAIN ~ 20 LF "K" DIA. PERFORATED DRAIN PIPE 36" MIN. AS REO'D TO PROVIDE A TTOM DRAIN I Ij higher than the design height to allow for settling. Subgrade and fill to be verified PROVIDE A ) and tested by Geotechnical Engineer. V~
CONCRETE ANTI-FLOTATION BLOCK WATER TIGHT CONNECTION. :ONNECiION. I BARREL I 4. Conduit spillways -All conduit materials shall be as called for on the plans
SEE CHART FOR SIZING & VOLUME. sECr~oivw-A ~ (Schedule 40 PVC may be used for sizes < 12" diameter).
CONSIRUC110N NO RMANENT BARRE DROP BOX WITH \ OVER-EXCAVATE CONTRACTOR TO INSTALL PE L, - _ J 5ecurel attach the riser to the barrel or barrel stub to make a -EXCAVATE I ' " Y
ANTI-FLOTATION, DRAW DOWN ORIFlCE, TRASH RACK AND EMERGENCY 1' DEEP FOR DEEP FOR j.`°•; watertight structural connection. Secure all connections between barrel , e._. - ; . I INSERT PERMANENT RCP BARREL sTORAGE = ~ sections by approved watertight ossembiies. Place the barrel and riser on a
SPILLWAY AS PART OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. SILT STORAGE INSTALL PERFORATED DRAIN PIPE AND STONE FlLTER. ONCE ALL - ~ = { INTO PRE-CAST CONCRETE RISER. firm, smooth foundation of impervious soil. Do not use pervious material such ~ N PVC BOTTOM DRAIN 4MTH INVERT IN OF BARREL =BOTTOM OF POND as sand, gravel, or crushed stone as backfill around the pipe or anti-seep~'~ ~
DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE °K' PVC BOTTOM DRAIN "K" GATE VALVE & SHUT GATE VALVE & SHUT-OFF
ALL SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. coNCRETE ANP-FLarAnaN BLOCK collars. Place the fill material around the pipe spillway in 4-inch layers and E--~ ~ SEE CHART FOR SIZING & VOLUME. CampaCt it under and around the pipe to at least the same density as the O N
adjacent embankment. Care must be taken not to raise the pipe from firm ~ ~ M
~ ~ contact with its foundation when compacting under the pipe haunches.
NOT TO SCALE NOT TO SCALE ~ O ~ Place a minimum depth of 2 ft. of hand-compacted backfill over the pipe
spillway before crossing it with construction equipment. Anchor the riser in to O place by concrete or other satisfactory means to prevent flotation. In no case ~ „ L~
DESIGN DATA should the i e conduit be installed b cuttin a trench throw h the dam after Q~ DESIGN DATA SUMMARY POND 1 PP Y 9 9 ~
o tom o the embankment is complete. (/'1 I o tom o on lev, r-i
'B' Normal Pool /4 'C' To of Rise I' Normal Pool Etevatlon 696,00 N 5. Emer enc s illwa -Install the emer enc s illwa in undisturbed soil. The s z To of Riser 700,10 9 Y P Y 9 Y P Y ~ ~
lYA1~A p D Spillway Invl ' p 706,00 achievement of planned elevations, grade, design width, and entrance and exit C I Spillway Invert Elev. ~ Q.~ O d'
~Qaw Spillway Wid' 'E' Top of Berl Spillway Width [feet] 10 channel slopes are critical to the successful operation of the emergency ~ w 708,00 spillway. Top of Berro Etevatlon
'F' Barrel Leng g 0 N Barrel Len th [feet] 80' O
'G' Barrel Size i' Barrel Size [Inches] 18' RCP 6. Inlets -Discharge water into the basin in a manner to prevent erosion. Use ~ ~ 0
'H' Drop Box SI I Draw Down I' Dro Box Slze [feet] 2'x3'x12,10' diversions with outlet protection to divert sediment-laden water to the upper ~ (p p end of the ool area to im rove basin tra eff' ' c . O O Q Draw Down Orifice [Inches] 3 p p p Icien y O
'J' Intake Elev. I' Intake Elev, 699,10 p
'K' Bottorl Dral 'L' Antl-flotat4 Bottorl Drain Slze [Inches] 6' 7. Erosion control -Construct the structure so that the disturbed area is minimized. W O ~ ' 6'-0'x4'-0'x3'-6' 'v rt surfa a water awa from bare areas. r ~ ~ ~ ~ Antl_flotatlon Block DIM, DI e c y Complete the embankment befo e Q
Anti-flotatl Anti flotation Block Vol, 2,96 CY MINIMUM the area is cleared. Stab1ize the emergency spillway embankment and all other Q. ~
'M' Antl-Seep C 2 Year PI I' Antl-See Collar Slze 4-6'x4-6' W p disturbed areas above the crest of the principal spillway immediately after ~ 2 Year Peak Elev, & Discharge [cfs] 700,08 & 0,47 construction). a
Pre-De' Pre-Developed Run-Off [cfs] 41,68
Post-DI 10 Year Pe Post-Developed Run-Off [cfs] 67,25 8. Safety -Detention basins may attract children and can be'dangerous. Avoid 10 Year Peak Elev, & Discharge [cfs] 700,77 & 18,47 steep side slopes, and fence and mark basins with warning signs if trespassing
Pre-Deg Pre-Developed Run-Off [cfs] 74,08 is likely. Follow all state and local requirements.
Post-D. 25 Yenr P. Post-Developed Run-Off [cfs] 117,60
Pre-De' 25 Yenr Peak Etev, & Discharge [cfs] 701,66 8 31,28 Pre-Developed Run-Off [cfs] 92,64
Post-D~ Post-Developed Run-Off [cfs] 146,30 ANNUAL INSPECTION/MAINTENANCE PROCEDURES H
~ Year Pi Pre-De~ ~ Year Peak Elev, & Discharge [cfs] 702,43 & 32,20 Pre-Deveto ed Run-Off [cfs] 106,52 ~ P
Post->1 Post-Developed Run-Off [cfs] 167,74 I. Annual Inspection: Annual inspections shall be scheduled b Cit of Concord and
B B 100 Year Pe Pre-De' 100 Year Peak Elev, & Discharge [cfs] 702,95 & 32,80 Y Y Pre-Develo ed Run-Off [cfs] 115,75 Owner to be performed an the first of June each yeor.
Post-DI P Post-Develo ed Run-Off [cfs] 181,99
II. Inspection Activities:
W H
CATTA CATTAIL T ha Latifolia , 1 Gallon Size o) Testing of the emergency drain pipe valve. M"'~ ( YP } b) Visual inspection of drawdown orifice. i~ hH
7 PICKET c) Usual inspection of the trash rack at the intake orifice. H PICKERELWEED (Pontederia Cordata), 1 Gallon Size d) Visual inspection of the emergency spillway. TT 11
V e) Visual inspection of the pond rim and slopes. r!>r~ A
s~tw~rpt~~ t%~-~t? BLUE- I I Scir us Validus 1 Gallon Size f) Measurement of the wet pond depth at the dam end of the w F+~ BLUE-FLAG R S ( p detention pond (Distance from permanent pond drawdown orifice
NOT TO SCALF invert to bottom of basin). /n~ . A EDGE OF POND _ _ _ F~
18'-0" #•-SPILLWAY MAY BE - - - - ' - - ' ' ' g) Visual inspection of oil stormwater structures on the served site TT~~ ~ H in~a feeding the detention pond. V1
ARIE VARIES WEGETATED INSTEAD ARIE "D" (MIN) ARIE (MIN) OF PAVED IF cJd(~ h) Visual inspection of the total site drainage basin for adequate f.y
CONSTRUCTED _ TOP OF BERM EL = E" ground cover to stabilize site. J f i) Visual inspection of upstream (off-site) areas feeding into the site W
1'~~.. ~ ? / ENTIRELY IN CUT. `nO~ = raina a basin for otential off-sit im ntation sources. ao~ d g p e sed a l/~~~•
SPILLWAY INV.= Dq VARIES SPILLWAY INV.= "D" 3 \ a J r1 ~ III, Maintenance activities shall be performed as follows:
1 2 \ ~ } o F.y ~noa _ V1
EL= " ' \ cJd~ ~ 1. After every significant runoff producing rainfall event and at least monthly: o a
~ SPILLWAY WEIR UNING'~ ~ i H~ a. Inspect the wet detention basin system for sediment accumulation, erosion, trash
7~4 ~ W/ 10x10x10/10 WWM. umulation ve et ted c ver an eneral condition. ~ ~ acc g a o d g NU} ~
i 4' O.C. 4' O.C. cJd~ TYPICAL rYPICAL b. Check and clear the orifice of any obstructions such that drawdown of the temporary
UND ool occurs within 2 to 5 da as desi ned. EDGE OF LITTORAL SHELF P Ys 9 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover,
sP~f.L~Y~1Y sECTA0/Y~4•A sP~LIYAY sECT/O/V B-B mow vegetative cover to maintain a maximum height of six inches, and remove trash as
CLASS II RIP RAP OUTFACE PRDTECTION. _ ~ NOT TO SCALE MIN. THICKNESS= 12", LENGTH=6'. NOT TO SCALE - needed.
NOT TO SCALE ~ ~ 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.)
~ quarterly to maintain proper functioning.
ALAVG CENIEIPG RLGWG GL9VIEIPL/N£ ArPRbNARY,g°/LLWi4Y 4. Remove accumulated sediment from the wet detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see table below). Removed sediment
~ _T._.__~._ _ _ . _ ~ -I-- ~ ~ ' E ----1------ ;------i------------?'°--~ : -;""---'"-~"'°~"-t~""`~"'~""°~"" shall be disposed of in an appropriate manner and shah be handled in a manner that will
, _ _ _ ~ ~ ~ ~ a ~ r ~ f E .L________ , .I___. i___.____ ____l ___F ' not adversely impact water quality (i.e. stockpiling near o wet detention basin or stream, etc.
, _I - I _ i_ r - ~ _ _ ~ ~ I r _ _ _ . ~ I ~ i ~ j ,i ~ I _ _ - i ~
~ ~ ~ ~ ~ a _ _ I ~ i . ~ I I ~ I - ----j-------j - The measuring device used to determine the sediment elevation shall be such that it will `pgnrurnrrrr I i ` I I ~ 1 ive an accurate de th readin and not readil enetrate into accumulated sediments. r~~h i i ~ 9 9 P
~ _ ° ~ ~ I ~ ~ ' - - - - I a i i I ~ L
- - - I ~ When the permanent pool depth reads 3 feet in the main pond, the sediment shall be ~ Ov.•ri~` a;•, , f ® ~ ~
1 i , ~ ~ I I t - i f j ~ II { I 1 I ~ I x _ _ __...a_. _ ~ _ ; L. I removed. I ~ ~ :W Z: I
i 4 ~ I _._._._.-i.._. I I ' _ 7 ~ I ~ 1 I I ~ ~ 1 ~ _ ~ I _ _ I When the ermanent ool de th reads 3 feet In the foreba the sediment shall be ~ • n -a _ ~ =
I ~ ~ I ' _ . L______ ____L__.__-_ __.I_____._.~_. .4 T--_._-- _ -F.-_-. -1.-- I-__ -l j rt ~ i --i----__._-r- I i ~ ---I--_____, I I i ; i _ _ removed. - _h . I _i ~I-- __.___i - f _ _ r i I~ ~ d J
I ~ I I _ __.__I _ _ _ , _ . _ _ _ ~ _ _ _ _ - _ _ _ _ ~ ~ ~ ~ i ~ ~ ~ ? ~ ; ~ j I GIA.I SCH. 4~ PVC i--- -----i-- - --'r-- - 5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin VC C surface. These lants shall be encoura ed to row alon the ve etated shelf and foreba o`~
~ I _ ~ _ I _ _ ~ _._._,______.-i_ t~A D WEIR SPILLWAY 1 ~ I c ~ .~I"-. _ i I berm. rrnN~nn~+~
~ ~ INV. EIr- D I DRA1Y- OWN OkIFlCE. .-x _ c s - _ _ ~ ~ ~ ~ r i , " ~ j` , .INV. 8 j
~ ~ ~ _ _ -s- I ; _ ! __.QE ERM EL= E .,~-1- ~ ~MFTA' - °t ~ ______'____.__.I !_~__.._-E 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of I , I , sediment through the emergency drain shall be minimized to the maximum extent practical. REVISIONS BY
w_ ..i ; I_ r._.-_.. _ ~ _ _ u
~ w I I I ~ I I I , I ~ ! ~ ~ I ~ ~ _ , r _ - . --r- -t I _ _ - - - - ~ I ~ I ! ~ ~ n f the w t i n ins t shall b maintained in ood workin ! ~ ! ~ ~_____._1__._.._.___..;_--.__-.1._._____~_____-_ 7. All compone is o e detento bas ys em e g g ~_a_._~. - - - - ~ -I---, ; i i order.
Q i. ~ __.__.a______.~..__--~---..~. ____.a.___...~ r ~ -I I ~o i
s _ i _ ~ ~ ~ ~ ~ I I , ~ i ~ Q ~ , ~ I I ~ ; ~I- n:. e r I I ~ r l'
i r - _ _ _ _ _ 7 _ -..I-_._.__.. _ . _ J.._ ~ i - ~ . _ _.______i_ _ _ _ fig.-___-.._ -i I - _..--t--- __-r _
I 3
o I j I I _ " . ~ ~ ~ ! ` ' ~ I I I I NOR ` AL _ .B. , ~ , ~ i ~ - o NORMAL PO L EL-~ 8 I I ~ i I ~ I I _I B
( l I I I i ~ .-h._....... -____L ~ i ~ _ ----f
N f I I ~ I A i I C I ~ 4 _ . _ _ _ _ _ _ _ _ _ _1.__ _ i GENERAL NOTES: I , ~ ~ i
~ ~ ~ I ~ 1 1 I 3 i ~ ~ I i }~p I oF_I -._BOx._.__ _ _ __,___L- _ ' __..._.____._.-__..~_._.____~___...__I ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 95% STANDARD PROCTOR. fi--
a i ~ I p p ~ I I 1 - = A ~ I ~ BOTTOM PO EL- A . i 1 { ~ ! OTTOM POOL _ ~ PO EL ' "A' ~ 1, 76 _ __-_.-___i__~_.__i____.__ __.___.._{.-____..__-0_.____.j BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION.
I ~i ~ I ~ _ ~ I _ _ . _ _r_ T ( ~ ~ i _ + r_ _ ~ , i ~
d CA~~.__. _ ~ ~ - - - - - - - rn j ~ k ~ ~ I i I PROPt~SED GR DE I I I ~ I i -~-t--_.. _ ~ ;
3 ~ ~ r__~._._...~ ~ ~ ~ -____,i.___.._ ~ _._.lv.-__.~_~ ~ a ~ } ~ ~ " + PROP~SED GR' DE f Date: 12/09/03 I ' . E I ;
= _L_ LITTORAL SH _ _TO_ BE}PLAN _ . _____I ~ ~ . 4 . _ ~ WTH ACCEPTA AQUATIC P NT JE! ~ ! ~ i ~ I, I j i I ~ , t t F I _ _ - _ _ti ; Scale: - OC.
Q t I L_ } ~ ~ _--.._._._.~SPECIE$-AS-- WN-IN--~4N-TIN ET:- _I_.._ , N/A I
z ~ I_. ._.rt_.____ _ ~ _ - ~ - l._P_EI~MANl7~~_COHCRETE. ANCHOR _ } Q I ~ ~ ~ ~ ' 1~ ~ I i y, r . ` JMY _-._._._.__~.__._._._a raven:
_J_ . . L
! f i Checked: DLM
"M%0"' 6" TWC i. ~ i . Afl11~5'E "M"x0'_4" TMI Job: 03-07-06
-C _AIf"- EERMLLARS;
- - - - - - - - - - - - - - - o i I ^ ALLONNETION TO INLET B X MUST 1 i Sheet ,T BM MU$T BE
co - - q-A SEALED WA R=144T. - f BEFORE YOU DIG 1 CALL 1-800-632-4949
t°EJPPDYQ! LAIP-_1 rY PRIMA o~ 'Y_FP/LL.09.Y U N s PD- 1 ! I N.C. ONE-CALL CENTER
IT'S THE LAW I
a E Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESI( )NT DESIGN ASSOCIATES, P. A. Owner: Approved: Date of Issue: AN 15 2894 of 1 Sheets
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- _ . ; . r' ~ / _ _ . 712 716 _ a o 0 ~z~
' 710 72 724 Q ~ ~ a~ ~
/ , 728 i / ~ • ~ W ro 4:>~
• 708 • , - Prr s - - _ ~ ~ y~ ~ w 0
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, ~ 710 1: ~ ~ ~ A , 710 728 ~ ~ ~ I ~ ~ R30.00 ~ ~ q O ~
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~ , % _ _ 25.00' _ 708 ~ - ~
~ R-30.00 ' ~ _ r- ! ~ ~ _
i FU'ruRE _ 710
1 EXPANSION ~ ~
31,20 SF ~ ~ ~ ~ PAR"I'S R45.00' NO SCALE -
I ~ ' ~ ~ - ~ ~ ELI~'ERI' 724 _ _
_ p U N O r-
; s ~
TRAILER
' KING ; 155 050 SF pA • STORAGE 708 ~ R/S .800 g ! ~ - ~ ~ w
708 •F• 710. PROP FF 711 + 708 /720 _ _ _ ~ _ ~ _ _ ~ (n p
i ® MACyI.~~ .00 ® E SHO f, o o
~ FAB ® '000 708r RIC,q 1T0 ; ® S.F. R/D w _ ~ • p
22, A SHOP 8.Op0 ~ TRANSPORT 400 S. ® S.F• ~"iNisn H. ® EXIT ~ ~ ~ l17
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~ ® S.F. P. t p ~ 712 712 ~ ~ ~ r 0 U t0
; ® 60.00' i ~ Q' ~ ® _ o ~ ~a
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® ~ K 708 "708 ' , ~ ~ • ~ ~ cd t~ ~ Toe Now or Formerly a
18.00 ~ ~ c
y A i ' I ~ ~ SSE ~ ~ ~17BL~.~ & ~ Cit ;of Concord ~ w ~ p y~ ~
710 37 FINISHI:ti' 0 : .fi5p S.F'. C ~ 708 Deed Book 4059 Pa e 299 a ~ 9
710 ~ 704 1 r, .704
9.001 oQ ~ C 1
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s 6 ~ o00 - osp ETENTION oo
sr .:708 °p0p0~oo oR. POND 1
\ 708 d ~ ooo0pooo 1' S S. °pooo ~ -NGIN F. ~t?ployo 0000000 S ' ~ •
Entrance 0o TOR. 0 0.
' BOT.=696 ~0°' ' ~ ~ ~
~ 1 I - Fence F' n E 5 6c
' 69 696 ~ A ~ ~
1. .s RAN ~ 708 ~ o i o n.oo~ C f' ~ ~ 692 ~ _ I""1 ~ 688 \ W
r ~ e ~ 708 ENT N E qt ERHEAI} U~
o I :CONNECTOR ~w w
~ ! ~ ~ ` •R 688 1 . 'R i
708 ~ ~ ~ A ,!B ~
ti ~ ,!B " \ j \ 30.0 ' 1 6 710 sao' 692 ~ 1~
\ ti~ w ! - ~
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\ , \ ~ ~ PR POS - _ i
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_ _ _ .o - ti. _ 4
- g•g~. _ i 710 1 ,
\ 92 - \ _ , ~ -
- i \ - 696 - _ / ~
28 5o B 700 . - - _ 708 1 9.12 U FE ~ _ ~ - _ ~ _ _ , ONG I- I ~ ~ Fen ~
\ 1 ce e ~ ZONE V8 D/RE , 3 37 •39 SI[~E ~ ~ ` -
35' W NTIAL :824.1 110.53 SSE ~ 7 8 1 Tot , V1
al ~ ebar 173.7 , ~ ~
# 5 ~ 1 Iron Pipe / 4 I ~ ~92 ~ ~ ~
~ # - ~ ~ ~ y
Rebar 5 # ED TO ~ ' > > TO D 5 24.14 _ S88 21 4 _ i ~ s~ . ~ ~ . ~ - I % ,
~5 .6471 6 Rebar - ~ #4690-95-9309 THE ITY CO ORD 6 692
-or Qrly / Q N w or Formerly r ~ , ~ ~ ~ ~ ~
hris i~ie M, int P. I T IVISION /
~ S. w & Christine Myint \ 704 ~ 62 ,tea e 1,~3 a 9 \
D e Book 762 Page 153 Noo s Subdivision ~
Lot B than Woods Subdivisi n / i' r 0.465 Acres
20 ~ 7 Book 20 ,Page \ ~ 700 20 236 S . t. t. REVISIONS BY
N PROPOSED ~ q #4690-05- 348 0 /
~ 30,000,S.F. Field Loca ed " ow or Forme y cv i
N HANG~,R Weal a n s Shw U. & Chnstme Mount ~
I I~ ~ -
Deed Book 762 Pa e 153 I'.F, 705. 0 9
4 h n Woods Subdiv sio ~ PROPO ED Lot # Bet a y ~ /
Pat Book 20 Pa e 7 ~ 69s ! ' ~ TAXI- . g AY
a r _y
~ ~ 1 Thole _
~ - ' - - - - - ~n
ylnt ~ ,
ane _ _ o
6 z 0 Ig o f _ a
Y 692 _ _ ~ 692 _ ~ ~ ~ 688 " o~ Date: 10 20 03 ~ ~
. 1 "=60~ Hor.
_ ~ L`i', 684.- ~ - a - ~ 688 16 / 1 , 1 S \ - ' 680 684 , > ` 680 Concrete s°°~e~ 4' CONTOURS
676 676 3.83 AC Hw o Monument ~ Drawn:
r_n ~nuTr ~r ~ ~4 Rehctr ~b an s72 n nn Nf~~ 41 5~ E ~ ~ BEFORE YOU DIG 1 , „
~IlOlll 1'~~ 1JV171W I \ / _ ~ .vv r 6/'L v v.vv CALL 1-800-632-4949 unecKea: ULM
o 30 so 120 240 246.8E i 5 ebc 00 5 ebar 46 7.39 N.C. ONE-CALL CENTER \ ITS THE LAW Job: 03-07-06
/ r-- S89 41 56 W # 1 Ir n Fxistlnc W t r Tie; Line
4 54 , ~g S8 Pipe Fen e l Sheet
ivision (m FM 1 1 2 Iron
L 0 t 1 h - 60 - !k , SW_ I
e 7 4 Rebar Pipe 1 1 Bethany Woods Subdivisi
M WITH THE WRITTEN CONSENT OF PIEDMONT DE Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN UST BE WI NT DESIGN ASSOCIATES P.A. Owner: Approved: Date of Issue: ,7 2 77 2 F? of Sheet MO 1

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EN ; , ~ 7os fR Jl 0 03 ~ o C 12 ~ ~ v DE
3 ~ A~ ~ , ~ i ~ STAB CONSTR ION ENTRA ~ ~ ~ ~ ~ ~ ~ ~ 708 F ~ ~ T~ ~ ! 7 06 R DETAIL 30.11. R~ ~I T 8 w
NT Y i GRAVEL & RIP FILTER PERM BASI E , \ ~ ~ ~ ~ i 706 ER DETAIL 30.12 10~ Op< ~?r ~ IASI 730: j~' ~E~e~ ~ 00
Ck D 7os A~~~ D~AI. rf U ~ ~ ar ~ ~ o
, ~ IRE FABRIO INLET TECTION V ~ - ~ TECTION ~ _ t` v ~
r ' a PE TAIL `ON SHEET G TYP. M ~ =T G TYP. W ~ ~ ~ v ~ ~
,r, , \ ~ ~ 1 CB4 ~ D ~ ~ U~ ~
~ ~ , / n N78' ~ „ I d~~ / p B 5747 NIg•~ J~ ~ a~ c.0 57 4j„ 3 ~ ~
~ ~i~ 573~~4' 99. a ~ ~ / 676.4 676.4 ~ ~ y
' ~ ~0.2J' , 0 6 ~ 24" RC ao 730 J !~1 p ~ ~ ~ TEMPORARY DIVERSION SWALE PER o
j o i P!rsro _ 08 PrN ~ ~ ~ ~ D' ~ ~ 7 10 ~ PoACriC DE"F,~IL 30.05 TYPICAL SWALE TO ~ ~ ~ A.
~ EqR~ j ~ I / ~ ~ i , ~ ~ REMAfN AFTER CONSTRUCTION TO n DIVERT WATlrR TO HW3. - ~
' fi' ~ ~ ~ R30.00' R C~ TD 1
, ~ ~ 25.00' ~ ! TE RARY DIVERSION SALE - S"' o ~ ~ ~ v
` R DETAIL 30.05 TY ICAL RSA R30.00' ' ~ , f - 708 ~ T ~ ' NO SCALE
P , y
' 1+16. 6I ~ ~ o., UON
@ ~ _ ~ L E G END O
~ PARTS r BUS ~ DELIVERY ' ~ ~
n ~ C KIN, 799 742 . TRAILER RB 1 TEMPORARY RISER BASIN (V
cos , , - ~ , 9 74Z SF ~ ' ~ STORAGE PER DETAIL 30.0E s ~ ~
_ _ 18.360 A r Pq - _ TEMPORARY DIVERSION SWALE ~ ~ 3.360 AC TD ~ cn o - - _ PER DETAIL 30.05. O
0.179 Acres 155,050', RTS DI7 ~ ~ O
3 5 S. F. n PROP FF 711 + - 2'800 2, 6 q t ( ~ ~ S.F, J RIP RAP OUTFACE PROTECTION ~ ~ O ~y ~ PER DETAIL 20.55. N ~
Field Lgcoted ! 31. MA • 1--~ ~
Wetl4nds ® CN~NE S FABR ! 7,00 NOP ICgT ~ ® 0 S.F IONS ® ~ NOp 710 TEMPORARY SILT FENCE wo W ~f ~ZN
C ~ ~ 22,40 N~' 8, G 8 PER DETAIL 30.06. ~ ~ ,ooa S.F ~
31 sH c RABBIS ® '-~a _ a ~ A STABILIZED CONSTRUCTION ENTRANCE
- / SNEEIME7 ~ _ ~ PER DETAIL 30.11. ~ py - U1
N NO RANSPpRT ~ #4690-15-0938 Q - N 8p~ XIT 15.00' TOP OF SLOPE BERM - r-
~OCK V Now or Formerly TSB PER DETAIL 20.50. ~ U ~ ~ J City of Concord ~ Q, ~
~ S U B ~ t ® A T SSEMg~ TIRE Deed Book 4059 Page 299 WIR FA RI IN T PR ~ ~
9,000'S Y U ~ ® ~F• Y 2,33 ® E B C LE OTECTION ~ ~ Q 8 S,F y PER DETAIL ON SHEET GR 2 w ~ ~ ~ ~ ~
453 461 F Ep 6 .00' Q l ~ ~ GRAVEL & RIP RAP FILTER BERM BASIN ~ C
10.410 AC W J PER DETAIL 30.12. ~j O
- i ® ~ •I ~ `4.. DI8 ~ ~ n. In - - - EXISTING CONTOURS
I I D ~ ,4 ~ I f. - o
i ~ ti AS "`4 3 P. ~ SEMB~y PROPOSED CONTOURS
3+e & FINISHI ~ o r 7 37 N i ~ LC ~ LIMITS OF CONSTRUCTION TYPICAL ( )
io n TD 710 ~ . v. , 650 S. F, G a , E ,dS
o 9.00' / 1 ~ oo S ST SOIL TYPE BOUNDARIES (TYPICAL) _ ® a? ~
o ~ TEMPORARY SILT FENCE SPOT ELEVATION MARKER
~ I p f - v PER DETAIL 30.06 TYPICAL X (T.C.=TOP OF CURB) ~_r ~ T.C. a
i ~ V I ~ 0 ,ti.~ i ~ ~ b ~ 0 H
Ce~D2 . ~
3~4" Iron \ ~ Tp °o ~ • ~ ~ H Q ~ E-+
Pipe I ~ ~ P v1 W J F-i ~ STORMWATER r~
- # ® S.F ~ DETENTION~POND O
I 0 ,.,5 ! J~ t ~ PER DETAILS ON o
I TEMPORARY RISER BASIN #2 i 35 p.s. SHEET PD-1 PERMANENT DETENTON POND T J' A OSp ~ 0 BE USED dS
I 1 MP ARR L & 18" PERFORATED ~ MP RISER 5 C 8 E ~ ~ t. ~ 10 E I ANCHOR RISER IN 1'-6"x1'-6"x1 » 0" DEEP n Shy E N E d d $j ~ AS A TEMPORARY RISER BASIN DURING Zj OR.
I CONCRETE BLOCK.1NSTALL 4 -6 ANTI-SEEP ~ , ~ CONSTRUCTION. SEE.. DETAILS ON SHEET PD-1 A NG1N 5 S.F. ti _
I AR N ARR T W C N R IN OF 70 COLL 0 B EL JUS BELO E TE L E ~ S E ~ ~ ro Z R. BOT.=688 10' CONCRETE LINEO EMERGENCY
I BERM. CONSTRUCT 8' WIDE TRAPEZOIDAL ~ SPILLWAY. PER DETAILS ON SHEET PD-1 0N M..~
I EMERGENCY SPILLWAY WITH 3.1 SIDES IN VIRGIN W NCE I SOIL. SEED ENTIRE;'~ASIN AND SPILLWAY UPON ~ ~ L Y ~ 10 21 10
~ COMPLETION OF C~7NSTRUCTION. BOTT0~1 OF' ' ~ R DI21 36' y RI3 M+1 2 36' R ~ D W Cd
O I - -ti92 PIL JAY S p 10 ~ I BASIN-690, TOP•,,0~ RISER S L ~ C810 , INVERT=693 & TOP OF BERM=694 A~ ~ CO ~ I ~ a ~ 26.00' ~ E TF ~ w GENERAL NOTES: DI2 FES
O ~ I PER DETAIL 30.01 TYPICAL 708. _ U E EP , TRANdPO ES2 1. BOUNDARY SURVEY INFORMATION PROVIDED BY PIEDMONT DESIGN ASSOCIATES P.A.. 'P i o ENT 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING w
_ AK ~ ~ I ~ in ~F` a s. OVERHEAD y CONNECTO HW30 UTILITIES SHOWN OR NOT SHOWN ON PLAN PRI R T ANY ( S) 0 0 GRADING ACTIVITIES.
N I r ~ 20.00' Z , ~ ANY CONFLICTS SHALL BE BR ~ w ~ OUGHT TO THE ATTENTION OF THE ENGINEER. ~ H
" T MPORARY SILT FENC RB#2 T - 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. ~T/~~
I ; 6 ,294 SF M - . PER DETq~1.L 30.06 TYPICAL S FENCE ~ - ~ VL ~ ~ DI 8 JB~ 4. ALL EROSION CONTROL MEASURES MUST BE MAINTAINED UNTIL ALL DISTURBED M~ w
I r ~L 1 9.00' '30.( I ~ 1 / '30.0 ' rr^^ V1 ~ 06 AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE i SB
~ l Tae ] REQUIRED AS SITE CONDITIONS WARRANT. ~ ~ 5. H T
I 'FLUME GATE L_ ~ S ' _ ! SEE S EE S GR-2 AND GR-3 FOR EROSION CONTROL SPECIFICATIONS AND DETAILS. PROPOSED , 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION ~ 1~
_ _ _ _ _ ~ S CB1 !GATE y _ _ _ ~ 4 0. 0 2' FLUME o ~ y ENGINE v/
_ _ , _ __T; 06 05.88 DI1 _ _ _ _ ' ~ 2' FLUME ~ BUILDING J AS PER DETAIL ON SHEET GR-2. SEE SHEET GR-2 FOR STORM DRAIN DATA. 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55. ,0 -
i~ ~ _ CB12 j` 8. ALL FLARED END SECTIONS SHALL BE PROTECTED AT THE TOP WITH TEMPORARY SILT
_ o D117 ~ ~ / 04 FENCE PER DETAIL 30.06. y
2.33 x.705.8 D ~ R 'P 3~4" Iron _ i N Z ~ ~ 9. PERMANENT GROUNDCOVER MUST BE ESTABLISHED WITHIN THE PROPOSED DIVERSION p~,.~
Pipe S - - ~ 16 0 . T.C. 4 ~ ~ T ~ o , ~C. T.C. TSB J SWALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQUIRED IF THE VEGETATIVE rr~~ 1~1
# 28 50 B ~ o _ _ Rebor i 9. ~ 2 U F~ER EC ~ i T o S ALONG _ ~c; ~ D s. WIRE FABRIC INLET'PROTECTION - COVER CANNOT BE ESTABLISHED AS PROPOSED.
1 1 Z LC T y 8 ~ ~NED ~+1zc ~ ~ _ 3 37 58. /RES DETAIL ON SHEET GR-2 TYP Y ~ ~.i:
35 W 39 IQEN T ~c ~ ~ 8 .1 4 Rebor 110. IAL N ~C ~ 7 s 1 Ta # 53 SE ~ ~ i ~Q 11111111111 ~ ~ ~ ~~`~~A I~l~~~i
S tal ~ , #4680-95-4434 C Q B ~ ~ 702 P
Now or Formerl ~ S 1" Iron Pipe 173 7 a + Y #4 5 ~ ~jpL 'o:0 6
Shwe U. & Christine Myint - Rebor ~n 0 , Deed Book 762 Pa e 153 S 5
g - TEMPORARY DIVERSION SWALE # Lot 1 sethan Woods Subdivision #4680-95- ~ Rebor # Y , , PER DETAIL 30.05 TYPICAL 524.1 TSB ~
m Plat Book 20 Page 7 Now or F mealy ¢ c S e U. risfine M 'nt #4690-95-9309 5 ~ 24.1- ~ 'o 4 ~ S88 1 E
~ `D d B 5 762 P' a 15 Now or Formerl TO BE DEMISED o ag 3 Y S~ ••d ~ ~P 0 BE DEMISED TO ; ~ % ~'1 0
} Lot # hany Woods Subdivision Shwe U. & Christine Myint ~':~!i~' THE CITY OF C01 ~ la Book 20 Pa e 7 Oeed Book 762 Page 153 - p PRIOR TO SUBDII HE CITY OF CONCORD. Q ~ R ~ ~ TOP OF SLOPE BERM uuW IOR TO SUBDIVISION - PER DETAIL 20.50
9 Lot 3 Bethon Woods Subdivision + 8s ~ # y 4690-05-0348 I ~ ` •U ~ Q7 ~
o Plat Book 20 Page 7 # TD ~ Now or Formerly j ~ ~ REVISIONS BY D2
`,Shwe U. & Christine Myint 15" GP DI2
~ Deed Book 762 Pa e 153 - , o. 9 1~ ~ g ~o g
rn Lot 4 Bethon Woods Subdivi i n k 0 q # y s o o ~ Plat Book 20 Page 7 p N I ~ i PROPOSED PROPOSED ~ V
~ U7 ' 30,000 S.F. cv I 0 HANGER 30,000 S.F. d J HANGER ' / U %
~ N N E' F.F.=705.00 , o ~ ~ ~ w 'PROPOSED F.F.=705.00 ~ 0.465 Acres ~ • 7 TAXI-WAY
o tf' ~ i N ~ L. j 20,236 Sq. Ft. ~ ~
of ~ 1 : 0 N ~ ~ I Field Located ~ M ~ Wetlands N J
~ ~ I _ 0 z TEMP RARY RISER BASIN ~1
~ _ _ I 167,171 SF yj11 j - ~:a-, L~J n ~ ,3.838. `AC 167,"171 SF DI24 15" RCP 12" AMP BARREL & 18" PERFORATED CMP RISER ,3.838.`AC - I25
one _ _ , ANC~IOR RISER IN 1'-6"xt'-6"x1'-0" DEEP
W 6 D Z Ig t o - _ _ CO CRETE BLOCK. INSTALL 4'-0" ANTI-SEEP I C1
f . _ y _ .ti 3 ~ _ - I 704 702 ~ CO LAR ON BARREL JUST BELOW CENTERLINE OF f RB~1 1 B M. CONSTRUCT 8 WIDE TRAPEZOIDAL
~ I r .10,.463 SF " I EMERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN Date: 12 09 03 ~ I
cn O I `SOIL. SEED ENTIRE BASIN AND SPILLWAY UPON OMPLETION OF CONSTRUCTION. BOTTOM OF 1
Q - I - z _ Z - J833 ~i ASIN=672 TOP OF RISER=674 SPILLWAY Scale: 1 °60 HOf.
Q ~ - I ~ _ I ~ B J NVERT=675 & TOP OF BERM=676 AS 2' CONTOURS
~ _ I PER DETAIL 30.01 TYPICAL Drawn: AMY lC BEFORE YOU DIG t
;I_) v~ CALL 1-8D0-632-4949 Checked: OLM
o LC N.C. ONE-CALL CENTER
1 1 2 Iron Pipe #4 Rebar 2 Concrete ITS THE LAW I Job: 03-07-06
4 Monument 310.001 , 89°41 58 E Sheet
cy) V) 246 .89, 1 ron #5 eb ~ 77739
Lot #5 ron m Bethany Woods Subdivision , „ Pipe Pie 589`41 561 W TEMPORARY SILT FENCE GR- P ! PER, DETAIL 30.06 TYPICAL TIE Line
° Plat Book 20 Page 7 - 4' W a C-) I 1 84-539
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGP :4589-97-5422 1 A IT DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue:
J of 3 Sheets
~l

_ __T r i
NARRAl1VE:
Ryan Companies US, Inc. is building a racing facility for Ganassi Racing on 6. Clear vegetation and grub stumps from all areas to be graded. STORM DRAIN DATA:
approximately 22.20 acres located off proposed Westmoreland Drive. The scope of INLET ~
work will involve clearing, grubbing, grading, storm drains, aggrgrate base, paving, 7. Strip topsoil and stockpile on site for redistribution upon completion of grading. T INVERT INVERT INVERT PIPE PIPE PIPE MIN. FULL FLOW i ~ ~ STRUC. ROAD C.L. OR T.C. INVER ti
building construction, water, sanitary sewer and associated utilities. Disturbed areas IN #2 IN # OUT SIZE LENGTH SLOPE SLOPE VELOCITY ` r
will be protected by a riser basins, silt fence, temporary diversion swales, top of 8. Install temporary diversion swales as indicated on sheet GR-1 to divert water and slope berms and wire fabric inlet protection. Total disturbed area is estimated to be sediment into erosion control measures. I.D. STATION ELEV ELEV IN #1 3 ~ ~ ~ ' a--~
22.06 acres. Upon completion of construction all disturbed areas shall be CB1 0+56.40 705.03 705.01 NA NA NA 702.07 15 28 0.50 0.50 3.72 r1 ~ ~ ~ ~
permanently stabilized with grass as per the attached seeding specifications. 9. install permanent detention pond for use as a temporary riser basin during construction. 0+56.40 705.03 705.01 701.93 NA NA 701.73 15 76 0.50 0.50 3.72 ~ ~ w ~ CB2 ~ Eo
Follow details on sheet PD-1. CB3 1+16.67 707.08 706.57 701.35 NA NA 701.10 18 184 0.50 0.50 4.21 v , N o
GENERAL: ~
10. Install all storm dram structures per plans. C64 22+55.99 708.25 708.27 700.18 NA NA 699.98 18 52 0.50 0.50 4.21 ~ ~ ~
The work shall consist of furnishing lobar and material, equipment and performing all operations C65 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09 ~ ~ U ~ o co
necessar for a cam lete installation of all work as s ecified herein and as shown on the 11. Install all underground utilities. (Contractor shall schedule connections and locations of Y P p existin utilities with a ro date utllltles and a encies nor to construction . C66 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0.50 0.50 5.91 Q u ~ ~ I
drawin~s. 9 PP P 9 P ) y D17 NA NA 708.50 697.44 NA NA 697.24 30 148 0.50 0.50 5.91 ~ y
• v ~ ~
1. Work shall consist of installation of temporary erosion control measures; clearing; 12 Fine grade roads, parking and building pad to subgrade elevations. D18 NA NA 709.00 696.50 NA NA 696.30 30 60 0.50 0.50 5.91 ~c
grubbing; stripping topsoil; roadway and general grading; controlled fill; utility installation; re oration of sub rode; fine grading; concrete curb and gutter; paving and 13. Place concrete curb and gutter as called for on plans and backfill with clean, FES9 NA NA NA NA NA NA 696.00 NA NA NA NA NA o ~ 3 0..
P P 9 ermanent seedin All disturbed areas shall be left in a stabilized condition upon debns-free earth. P 9 ~ ~o~~
completion of this contract. B10 5+93.33 707.37 706.86 NA NA NA 703.92 15 92 0.99 0.50 5.24 " C ~v
14. Place stone base and asphalt paving according to plans and specifications. 4.21 ` ~ o. D111 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50
2. The Contractor is expected to examine the site to familiarize himself with site
conditions. The Contractor shall careful) read all the s ecifications and examine the 15. The Contractor shall sow seed (including fertilizer and mulch) on all exposed earth areas y p within 5 da s of the cam letion of radin in that area. Seed fertilizer and mulch shall FROM CB10 FROM CB13
drawings and details in order to thoroughly familiarize himself with the work to be done. Y p g g C612 7+50.00 706.39 706.41 NA NA NA 703.47 15 28 0.50 0.50 3.72
An work shown on the drawings or included in the specifications, or reasonably implied be of the type called for, for either temporary or permanent grassing as required. y Contractor shall ms ect seeded areas at 15 da s after initial seedin and re air all bare by either, shall be performed the same as If called for by both. P Y g p 3.72 CB13 7+50.00 706.39 706.41 703.33 NA NA 703.13 15 24 0.50 0.50
areas. Non-stabilized areas shall be stabilized with erosion control blankets or other D114 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09
acceptable methods as approved by the Engineer. U N
EARTHWORK: D 115 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09 o
16. The Contractor shall be responsible for maintaining all sediment and erosion control D 116 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 11.56 0 N
1. A temporary bench mark shall be established on site. measures throughout the duration of the construction project. Maintenance shall include, but not be limited to: cleaning silt out of drain structures, adding extra gravel 6 8.95 699.75 700.00 698.75 30 84 0.50 0.50 5.91 D117 NA NA 705.50 9 M
FROM DI16 FROM DI19 FROM DI20 ~ ~ ~ ~ O
2. The Contractor shall be thoroughly familiar with the Erosion Control Sequence as stated or riprap; regrading swales and washed out areas; repairing, replacing, or adding silt O
hereafter and shall follow this sequence to insure that no off site pollution occurs during fence, etc., all as required. or after construction. Any deviation from this stated sequence or plans and details shall NA NA 701.16 15 88 0.50 0.50 3.72 ~ ~ D118 NA NA 703.60 NA cn ~ ~O
have rior a royal of the Owner's En ineer and Cabarrus Count . 17. Contractor shall clean all storm drainage structures, pipes, culverts, etc. prior D119 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21 ~ - d- ~ to
P PP g Y to final payment. A NA NA 700.42 15 84 0.50 0.50 3.72 ~ I D120 NA NA 704.00 N
18. At the end of the project construction and after the permanent ground cover is ~ N NA 697.83 36 128 1.12 0.50 9.98 Z D121 NA NA 709.50 698.33 NA ~ 0~
3. Top Soil: Strip all top soil from the area to be graded and stockpile on site for established, the Contractor shall remove all temporary erosion control structures and seed c ~ 696.20 36 40 0.50 0.50 6.68 R+ ~
redistribution upon completion of grading. all remaining disturbed areas. The Contractor shall remove the filter stone & wire mesh D122 NA NA 709.00 696.40 NA NA ~ I
4. Soil Borings shall be taken in the area of the building by a certified soils engineer and and all accumulated sediment after all disturbed areas have been stabilized. FES23 NA NA NA NA NA NA 696.00 NA NA NA NA NA N ~ r._N
the results reported to the Owner's Engineer. This work shall be done if directed by the ~ 0
Owner's En ineer. 19. Contractor shall "hold the Owner harmless" from financial penalty, which could be g invoked b overnment authorit ,due io Contractor's ne li ence. Y9 Y gg 0 o a c0 D124 NA NA 703.75 NA NA NA 699.89 15 116 0.50 0.50 3.72 ~
5. Fill Dirt shall be placed in the areas indicated on the plan. Fill material shall be free of o ~ 100 .50 3.72 ~
brush rubbish and other material that will be detrimental to construction of a stable fill. SEEDING SPECIFICATIONS D125 NA NA 701.75 699.31 NA NA 699.11 15 0.50 0 W o ~ ~ Rf Ln C
All fill shall be cam acted to a minimum of 95~ Standard Proctor with ro er moisture P P P SLOPES 3:1 or FLATTER D126 NA NA 701.75 698,61 698.61 NA 697.86 24 256 0.59 0.50 5.51 Q ~ ~ ~ _
control. Maximum thickness of layers of fill to be compacted shall not exceed 8". No FROM D125 FROM D127 w ~ ~
slopes shall be greater than 2:1. The entire sub-grade after compaction shall be smooth 03.75 NA NA NA 699.19 15 116 0.50 0.50 3.72 ~ D 127 NA NA 7
and uniform slo e. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. p 2. A I 10-10-10 commercial fertilizer of the rate of 20 Ib 1000 sf. PP Y. D128 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
6. Cut Material to be excavated is assumed to be earth and other materials that can be 3. Seed m accordance with the following schedule and application rate:
removed by power-shovel, bulldozer, motorized pan, or normal excavating equipment; 696.00 NA NA NA NA NA U~ FES29 NA NA NA NA NA NA
but not requiring the use of explosives or drills. If rock (as defined herein) is DATE TYPE PLANTING RATE
encountered within the limits of excavation, the Contract Sum will be adjusted in 7.51 HW30 NA NA NA 684.00 NA NA NA 42 60 2.80 0.56 1 H
cam Hance with rovisions for "Chan es in the Work" of the "Conditions of the Aug 15 -Nov 1 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf P P 9 H JB31 NA NA 706.00 682.32 684.32 NA 681.82 48 456 1.54 0.55 14.19
Contract". When rock is encountered, Contractor shall notify the Engineer immediately; E-+
and shall not roceed further until instructions are given and measurements made for Nov 1 -Mar 1 * Tall Fescue and 200 Ib/ac or 7 lb/1000 sf p A,bruzzl R e 25 Ib ac or 1 2 Ib 1000 sf FROM HW30 FROM RI32
the ur ose of establishin volume of rock and the value of excavating same. Y / / / P P 9 RI32 NA NA 701.94 NA NA NA 688.00 18 80 4.60 1.00 12.76 ~
Rock is defined hereby as that material which cannot be ripped by acrawler-tractor rated at a minimum of 50,000 lbs. drawbar pull at one mile per hour, pulling asingle- Mar 1 -Apr 15 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf J633 NA NA 704.00 674.80 NA NA 674.60 48 92 1.74 0.55 15.08 I"~ W
tooth ripper. Equipment shall be in good repair, and shall be in proper working w~ HW34 NA NA NA NA NA NA 673.00 NA NA NA NA NA ~
condition. Apr 15 -Jul 30 Hulled Common or Bermuda 30 Ib/ac or 1 Ib/1000 sf ~
Rock is further defined here~oy as boulders larger than i~2 cubic yard in size. NOTE: ALL STORM DRAIN PIPE TO BE RCP UNLESS OTHERWISE NOTED. ~ U
fJa a ment will be made on the basis of unit-price for rock unless m~rimum-sized Jul 15 -Aug 15 Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf W~A
p y ~ Brown Millet or 35 Ib ac or 7 8 Ib 1000 sf e ui ment or better is utilized as required hereinbefore. / / / q p Sor him-Sudan H bads 30 Ib ac or 3 4 Ib 1000 sf TEMP. RISER BASIN DATA w
Rock work is defined hereby as removal of matenal by dnlling, blasting or wedging. 9 Y / / / A SED. SED. SED. ~
Rock shall be stripped for measurement before excavating, and no rock excavated or loosened before measurement will be allowed or paid for as rock. Measurement and * Heavily mulched during January - Marcn period. Coat applied at the rate of 5-7 gal/1000 sf C3 z RISER DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAG STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
a ment, therefore, shall be b number of cubic yards required to bring the excavation or 200-300 gal/ac. BASIN AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGTH BASIN I~ ~
PY Y to the required surface or grade as required by the Contract Documents. The Owner U
ma ad'ust the rades should excessive rock be encountered. 4. Mulch with straw applied at the rate of 15-100 Ib/1000 sf. and anchor with asphalt emulsion Y ~ g tack coat a lied at the rate of 5-7 al 1000 sf or 200-300 al ac. ACRE ACRES CF SF FT FT FT FT FT FT FT FT ELEV. Q W NUMBER ( S) ( ) ( ) ( ) ( ) ( I ( ) ( 1 ( ) ( ) ( ) ( ) ~
PP 9 / 9 / 73 146 10 81 14 672.00 1 5.55 5.55 9990 9042 1.0 154 69 2
2 10.87 10.87 19566 17709 1.0 101 202 15 128 229 97 198 690.00 [~i r--i
EROSION CONTROL SPECIFICATIONS SLOPES GREATER THAN 3:1 TO 2:1 Design Requirements: Freeboard 2.00 Feet ~
F ~ 10 Yr Storm Intensity 6.80 inlhr ~
Re uirements of the Contract Documents apply to all work in this section. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. q 2. A I 10-10-10 commercial fertilizer at the rate of 20 Ib 1D00 sf. PP Y. 0 Riser Height Above Sed. Storage 1.00 Feet
3. Seed In accordance with the following schedule and application rate. W ALL TEMPORARY RISER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01
GENERAL: Provide the work of this section for erosion and sediment control as indicated and
s ecified as follows: DATE TYPE PLANTING RATE P L~
Construction entrance; Sediment basins; dra'mage structures; inlet protection; PERMANENT POND AS TEMP. RISER BASIN DATA
silt fence; filter cloth and ri ra outfall rotection, and ermanent seedin Mar 1 -Jun 1 Sericea Lespediza (scarified) & 50 Ib/ac or 11 Ib/1000 sf P P P P 9 SED. SED. SED. Mai
Mar -Apr Add Tall Fescue or 150 Ib/ac or 3-1 /2 Ib/1000 sf DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAGE STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGTH BASIN 0
CONTRACTOR'S RESPONSIBILITY: The Contractor shall furnish the Owner a system of Mar -Jun Add Weeping Lovegrass 5 Ib/ac or 1/8 Ib/1000 sf POND (ACRES) (ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV.
temporary controls to minimize soil sediment erosion during the construction period caused by 1 3.38 3.38 6084 5507 1.0 58 116 10 66 124 54 112 688.00
storm water runoff. Work shall be erformed as called for on the drawin s and as site Jun -Sep i** German Millet or 40 Ib/ac or 1 Ib/1000 sf w Design Requirements: Freeboard 2.00 Feet
P g Small-Stemmed Sudan Grass 50 Ib ac or 1.2 Ib 1000 sf conditions warrant. / /
10 Yr Starm Intensity 6.80 inlhr
Sep -Mar 1 Sericea Lespediza 70 Ib/ac or 1-3/4 Ib/1000 sf Riser HeightAbove Sed. Storage 1.00 Feet ~~~,+++++IIII1~~~ I,
OWNER'S RESPONSIBILITY: After the acce tance, it is the Owner's res onsibilit to ro erl (unhulled-unscarified) 150 Ib/ac or 3-1/2 Ib/1000 sf P P Y P P Y PERMANENT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PD-1 • ' ~ . pl. ;
maintain the work. Tall Fescue Millet or Sudan 20 Ib/ac or 1/2 Ib/1000 sf ;o RIP RAP OUTFACE PROTECTION DATA ~ Q : ~ v>';~
=Q. ~ ~ STRUC. Do Q D50 La W Pipe W@End Dmax Thickness _ ~ : ^ ~
EROSION AND SEDIMENT CONTROL: The Contractor shall provide erosion and sediment Temporary -Reseed September 1 at recommended rates. $ LD. Inches CFS Inches Feet Feet Feet Inches Inches ' ' Z ~ p
m control during the period of construction of this project. The Contractor shall protect and 5 WASHED STONE FES9 30 27 6 16 8 19 9 14 Y •.d ti ; ~ PVc ~ CLASS I RIP RAP
~ maintain the tem orar erosion and sediment control structures which provide temporar 4. Mulch with 3" straw applied at the rate of 50-90 Ib/1000 sf and anchor with asphalt IT 1'THICK x 3' HIGH (MIN) FES23 36 32 7 20 9 23 11 16 ; y 0~,~`
~ p Y y emulsion tack coat a Iled at the rate of 5-7 al '1000 sf or 200-300 0l ac. ~ sediment ollution control, as shown on the drawings. The Contractor shall protect and PP g ~ g / F~DW P ~ FLDW / ~ / 24 12 5 13 6 15 8 11 mnn+++ ~ ~ / FES29
~ maintain the temporary facilities as necessary to trap soil erosion and sediment pollution created - ~ HW34 48 107 10 26 12 30 15 23
~ by storm water runoff. Maintenance of these facilities shall include, but not be limited to, ~ REVISIONS BY ALL RIPRAP OUTFACE PROTECTION AS PER DETAIL 20.55. r. PIPE
o regrading and filling of washed out areas, adding erosion control blankets, adding silt fences ~ and riprap, and reseeding and mulching of the swales during the construction period if deemed
~ necessary by the Owner, Owner's Engineer, or Cabarrus County (Thomas Smith 704-920-2887). GRAVEL i;< RIP RAP FILTER BERM BASIN DATA:
~ ~ - ~ DRAIN. DISTB. MIN. REQ. MIN. REQ.
m 0 GRRFB AREA AREA STORAGE SURF.AREA ~ ~
N / ~ BASIN (ACRES) (ACRES) (CF) (SFi / _
0 EROSION CONTROL SEQUENCE: The following sequence of construction shall be staged as „ „ / I 1 2.26 2.26 4068 3682 ~ I ~ GRAVEL & RIP RAP FILTER BERM BASIN PER DETAIL ONSHEET GR-2
N re uired to rovide acce table erosion and sediment control. METAL T POST WIRE FABRIC 5 WASHED STONE Va~+ q P P # a~ 1111 II ~ FV SEDIMENT STORAGE AREA
N #5 WASHED STONE WW FABRIC
m 1. Contractor shall arrange apre-construction meeting with the Owner, the Owner's ~ Engineer, and a representative from Cabarrus County (Thomas Smith 704-920-2887) z PERSPECTIVE VIEW
N prior to any land disturbing activity. ~ ~5 WASHED STONE
~ N 12" MIPJ. A 2, CLASS I RIP RAP
r 2. Install construction entrance which shall receive a minimum of 6' de th of 2"-3" coarse INEE cENEw~ NOTES: SEDIMENT STORAGE ZONE 1~- - FINISH GRADE
3 p 1, GRAVEL AND RIP RAP FlLTER BERN ~ aggregate In OOSe meaSUrement at the OCatIOn SfIOWn On Sheet GR-1. Any Sediment z_ INVERTS THAT DRAIN 10 ACRES OF RIP RAP FlLTER BERM BASIN SHOULD BE USED TO PROTECT EXISTING PIPE STORMWATER STORAGE ZONE Date: ~ 2~09~03 DRAIN 10 ACRES OR LESS.
~ aCCUI'T1UatIOn On adfacent pUbIC rOadS OS a reSUt Of this prOfeCt and trafflC ~ 2. DIMENSIONS SHOWN ARE THE MIND iHOWN ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED. FLDW ~ I Scale: ~n-~~~' Hor.
Q from this project shall be immediately cleaned off by the Contractor. GRADE z in ih N A
Q (Minimum Stabilized Construction Entrance Length = 100' as per detail 30.11.) C7 PIP A PIPE Drawn: JMY
~ 3. Install temporary silt fence where indicated on sheet GR-1. Protect all existing INLET STRUCTURE POST MAX. SEDIMENT DEPTH Checked: ELM
w -
o storm drain structures with wire tabr c net protection per detail on this sheet. n NLAN VIEW kt;itnn vu rvini) SECTION Job: 03-07-06
SE C, TI ON H
4. Install temporary riser basins. ° WIRE FABRIC INLET PROTECTION GRAVEL & RIP RAP FILTER BERM BASIN Sheet
M N NO SCALE NO SCALE (DETAIL 30.12) GR-2
U N
0
n ~ Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN IT DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: of 3 Sheets
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Riser pipe for principal
spillway
• rash rack
� r
(Drainage holes
with gravel ---
-1119r i 1i117rIn
Anti- ll --fill Selected fill
flotation placed in layers Principal
block and compacted spillway
barrel -
Emergency spillway
r
Freeboard - 1' min
A
= II Embankment stabilized
with vegetation
31 l If
2.5:1 slope
4-*-- Anti -seep
collar f
( Stabilized
Cut-off trench, outlet
2' deep
Construction 1. Site preparations -Clear, grub, and strip topsail from areas under the em -
Specifications bankmerK to remove trees, vegetation, roots, and odterobjectionable material.
To facilitate sediment ciearim and restoration, clear the pool area of all brush,
tilts, and other objectionable materials. Stockpile all topsoil or soil containing
organic matter for use on the suer shell of the embankment m facilitate vegea•
live establishment. Piece temporary sediment control measures Wow the basin
as needed.
2. Cut-off wench --Excavate a cut-off trench along the centerline of rho earth
fill emb2nkmenL Cut the trench to stable soil material, but in no case make it
loss than 2 ft deep. The cut-ofTwetrcIt must extend into bah abutments to at lean
the elevation of the riser crest. Make We "imum bottom width .vide enough
to permit operation of excavation and compaction equipment but in no can loss
than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction re-
quirements are time same as thow for the embankment. Keep the wench dry
during backfilling and compaction open+tion..
3. Embankment -Take fro material from dw approved areas ahowe On the
plans. it should be dean mineral 5011, fns of rods, woody vegetation, rocks,
and other objectionable material. Scarify area on which 611 is to be placed
before placing fill. The till material mast contain sufficient mrsisaee so it an
be formed by hand into a ball without cnxnbling, if water can be squeezed out
of Ute ball, it is too wet for proper corupmctioa. Place fill material is 6 to &inch
continuous layers overthe entire ka►ath of the fill area and thea comoaet it. Com-
paction may be obtained by morning the construction banding equipmentover the
WI so that die entire surface of each Oyer is maven by at {tsar Mme wheel or
tread track of die heavy egtaptseat• or a compactor may be ssod. Construct the
embankment to an elevation to% higher than the design height to allow for set
4. Conduit spillways -Securely attach ft riser to Ore lattel.ar ba yd web to
make a watertight srruchral eo accom Saws all aotrixtiatn between barrel
sections by approved watertight assembtias. Place the bowl and riseron a firm.
smooth foundation of impervious; soil Do not nae pervious material such as
and. gravel. or crushed now as bwAM around the pipe or semi -seep collar.
Place Ute fill material around Wo pipe spillway in 4 -inch layers and compact it
under and around the pipe to at least the same density as the adjacent embank-
acral Care =01 be takes oot to raise the pipe fano lira -49-t witil its
foundation when compacting ander the pipe Dammchm
Placeaminiromtdephot2 Ref hstsd-catr�balckia7osrtrahl4a��
befomeossingitwitheonsuucdmequipmentAt dm*asimwinpbmscyano-
Crew or oil= satisfactory [[leans to prevent flotation. IS mucosa *=M Ya pipe
eosdwit be dallied by orating a orerncY Usonk do does after dw emabsohmmat
iscompleft
S. Emergency spillway --In" roe emergency spillway in ini iswubed soil.
The achievement of planned clevaDons, gpde design width, and enwance and
MA charnel dopes we critical o die skw.msffd operation of the emergency
spillvray.
6_ Initis-Dis0wp water into the basin in a mare to prevent erosion. Use
diversions with'oudet protection to divot sediment -laden water to the upper end
of the pod area to improve basin trap efficiency (Refereaner: Ramff c turd
Met runes and Oarkt Proticdos).
7. Erosion control -Construes the samctnt , so that the disturbed aces is mini-
alined. Divert surface water away from hate stress. Comptao Ute anbankment
before the ado is cleated stabilize the emergency spillway anbli&-rat and
all ether disturbed areas above the Crest of the principal spillway immediately
after construction (fefamwees: Swfrace SraWbadom).
& Safay-Sediment basin may attract children and can Pe dangerous. Avoid
steep side slopes, and fence and mark basins with waning signs J nmpassisg
is likely. Faibw at. state and local requirroents.
Maintenance ct=kwdwrimbasimsahapaiodsofsignirwwtnmoff.Remavesc&ncutww
restore, Use base to its original dinTamrions when sediment accumularas to ane -
half the design depth•
check die embankment. Vdhv M acd ottkt for ausim damage, and inspect
Ute emhsnkmmat for piping and settlement. Maks all neaxeaty repairs im-
medlaomly. Femovt all tiit6lh ae►d oilier debris from doe treat and pod ora
TEMPORARY RISER BASIN STs. NO.1 REV.
(NO SCALE) 130.011
Weir length and depth -Keep the spillway weir at kast4 ft long and sized to
pass the peak discharge of the lo -yr storm (Figure 6.60a). A maximum flow
depth of 1 ft, a minimum freeboard of 0.5 ft and maximum side slopes of 2:1
arc recommended. Weir length may be selected hom Table 6AW shown for
most site locations in North Carolina.
Table 6.60a
Design of Splaways
Drainage Area
Weir Length'
(acres)
(M
1
4.9
2
6.0
3
8.0
4
10.0
5
120
loimensions shown are minimum
designated disposal area.
S it
Cross section Filler tabric
Design 21• Overfill 61
screed min .P for settlement
top
Nt- uses lashl 4mm� lat_IYII_lit
1.5 ft 4
i \2:1 side F-mergency
5 if elside
Mope maxby-p�Filter 6'mow
fabric d stupe Melded top
max Natural of dam
ground
ado A
Pipe outlet to Flat Area -
No Well-defined Channel
Plan
y
•� •••w"• .•ems•
� �mj `i::�•••+wry :.. •.-•��;
,:t...�:e•:•:..a ••tee
blani
Notes
Pipe Outlet to Well-defined
Channel
1. La is the length of the riprap Filter
apron. blanket
2. d - 1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6 -
above the maximum tailwater
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
the riprap and sod foundation.
Construction L EASM that the subgrade for the filler and riprap follows the required lines
Specifications and grades shown in the per• Compact any Gill required in the subgrade to the-
density
hedensity of the surrounding undisturbed material. Low areas in the subgrade on
unduttrbed soil may also be filled by increasing the riprtgo thickness,
L The riprap and gravel fiher must conform to the specified grading limits
shown an the pians.
3. Filter cloth, when used, roust meet design requirsm=ss and be properly
protected from punching or rearing during irkg;,1L tiorL Repair any damage by
removing the nprap and placing another piece a Cillo cloth oAf On damaged
arca. All correcting joints should overlap a minimum of l (L if the damage is
extensive, replace the entire filler cloth.
4- RuWaP my be placed by 09411lent, but take care to avoid damaging the fil-
ter. ter.
S. The minimum thickness of Wes d" should be 1.5 bene rhe nwximun scone
diameter.
6- Riprap may be field stone or rough quarry steno- It sbouid be hard, angular.
highly wember-m6snamt and well graded.
7. Construct the apron on zero grade with no overfa11 at the end Make the top
Of the riprap at the downstream end level with the receiving area or slightly
below it
R Ensure that the apron is property aligned with the receiving stream and
prefeahly sought throughout ins lengilL If a curve is needed to 6t site co" -
tions. place it is rile upper section of the apron,
9. immediately after construction, stabilize all i inurbed areas with vegetation
(Pcxtime 6.10.1-tstporary Seedeg, and fill. Pernmsarr StedLrg).
Maintenance Inspect riphap outlet strut ares after heavy rains to see if any erosion around or
below the riprap has taken place or if stories have been dislodged. Immediately
inake ad needed repairs to prevent fislher damage.
RIP RAP OUTFALL PROTECTION sTD. Neo. F
WOVEN FILTER FABRIC
o �
3
>; b
n i4
t M At- NOTES 1. FILTER FABRIC FENCE SIML BE A MINIMUM OF 32' L4 WIDTH AND
SHALL HAVE A MINMUM OF 6 LINE WIRES WITH 12' STAY SPACING
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5•-cr IN NEicHT AND BE OF THE
SELF -FASTENER ANCLE STEEL TYPE
4. WOOD POSTS SHALL BE 6 TO 7 FEET IN HEiCM AND 3 TO 4
INCHES IN DIAMETER WIRE FABRIC SHALL BE FASTENED TO
WOODEN POST WITH NOT LESS THAN 19 ORE STAPLES 1-1/2" LONG.
5. WASHED STONE SHALL. BE USED TO BURY SKIRT WHEN SILT FE74M
IS USED AlUACENT TO A CHANNEL, CREEK OR POND.
6. TURN SILT FENCE UP SLOPE AT ENI>S_
7. Wl" FABRIC IS USED WRIT WIRE MESH 6' CENTERED POSTS MAY BE USE.
20.55
VARIABLE AS DIRECTED BY THE ENGINEER
{6' MAX..
;.rte=� �•T`�.'3��.�`:
,• .,. .._ K':•.'17�.i, ice',. : • '.
•� ::::..f
Temporary sediment
pool
1 ' min
2' max
o rop In at
\Sediment with grate
Figure 6.52s Block and grave) drop imJet P1`010cilim-
Temporary sediment pod Wire mesh
(optional) it
Wire screen r Dewatering -
A16-
i _ _
1' min _ - - ------
2:1 slope - -
2' max
Fine gravel
face (1 • min ill= 3• oil If,
thickness) stone
Figure 6.52b Gravel crop root protection (gravel donut).
Construction L Lay one block on each side of the structure on its side in the bottom row to
Specifications allow pooldfainage. The foundation should be excavatedat team 2 inches below
the crest of the storm drain. place rhe bottom tow of blocks against the edge of
the storm drain for lateral support and to avoid washouts when overflow occurs.
If needed, give lateral support to subsequent rows by placing 2 x 4 wood studs
through block aparingL
2. Carefully fu hardware cloth a comparable wire mesh with W -inch open-
ings overall block openings to hold gravel in place.
3. Use clan gravel, 3/4- to 1R -inch in diameter, placed 2 inches below Ute top
of the block on a 2:1 slope or flatter and smooth it to an even grade DOT 057
washed stone is recommended.
4. If only stone and gravel rue used, keep the slope toward the inlet no steeper
than 3:1. have a minimum i -ft wide level stone area baween the strucnre and
around ft inlet to prevent gravel from entering mkiL On the slope toward the
inlet, tae stone 3 inches is diameter or largo. On the slope away from den inlet
use 1/2 - 3/4 -inch gravel (WDOr #57 washed stone) at a minimum thicirmss
of 1 ft.
Maintenance inspect the ba ria ager each rain and maize repairs as needed
Remove stdirrreat as nocessary to provide adequate storage volume for sub-
sequentrains.
Mien the corioributing drainage arca has been adequately stabilized, remove all
materials and any tastable soil, and either salvage or dispose of it pirweriy.
Bring the dis irbed area to proper grade. then smooth and compact it Ap•
w propriately stabilize all bare areal around the islet,
BLOCK AND GRAVEL INLET PROTECTION= SM. No.. REV.
(NO SCALE) 30.08
Side slope 2:1
=lill
Excavated area (as required)
11lliilll r
f r'� weep holes
Excavated depth, ;�(I tot
min 1' -max 2' rl� dewatering
below top of inlet � i
1 -
Flo �`\\�t % i�� �� Flow
lo
j" Flow
Flow
�ill I' Accumulated
_4K5yiP1 sediment
II•
Gravei-supported by
hardware cloth to allow
drainage and restrict
y sediment movement.
Design Criteria Limit the drainage arca to 1 acm Keep the minimum depth at 1 ftand the max•
hmam depth of 2 ft as measured from the crest of the inlet structure.
Maintain side slopes around the excavation no steeper than 2:1.
Keep the minimum volume of excavated area around the drop inkt at ap-
proximately 35 yd'/aere disturbed -
Shape the basin to rK site conditions, with the longest dimension oriented toward
the longest inflow area to provide maximum vap efficiency.
Install provisions for draining the temporary pool to improve trapping dfickri-
cY for small storms and to avoid problems from standing water after heavy rains.
Construction 1. Clear the area of all debris that might hinder excavatioutand disposal ofspoil.
Specifications L Grade the appy to the isle unifarmly.
3. Protect weep holes by gravel
4. When the contributing drainage arca bas been permanently stabilized, sea!
weep holes, fill the basin with subte soil to final grading elevations. compact it
piroperty.arld subiilim
Maintenance Inspect,dean. and properly maintain the excavated basin after eve>rystormuntil
the contnibuting drainage area has bwA pemsanendy stabilr'zed.To provide satis-
factory basin efGciericy. remove sediment when the volume of the basin has
been deduced by one4aiL Spread all excavated material evenly over the Aw-
rounding land area at stockpile and stabilize it appropriately.
EXCAVATED DROP INLET PROTECTION
SM. NO. I REV.
(NO SCALE) 130.041 I
STEEL POST STEEL POST A 15
FILTER FABRIC
FILTER FABRIC 2�
min
+�•�
f • ' li �'�1 �•�;Sri;1�t.1.� .•,0�::�:r.
i
- Z fabric
Filter
,% ITjil=* i -'ll 11 =� 1 11=4i [i EKE_ !ai!s9cl ���:•I'I. •r.e • • •
Lam,
••r• �'� •• r`��
ANCHOR SKIRT 6' timmum A
ANCHOR SKIRT 9' WMMUM
Class A or
.r .e NOTES / ..ntrol
W LIEU OF aURY1700 SKIRT. Or
,.
JS WASHED • • ji.. �....
Stonee•• • �.
OVER TURNDOWN. 1. WER BARRIMS SHALL BE INSPECTED BY THE FINN*�ALLY
RESPONSIBLE PARTY OR His AGENT IMMEDIATELY AFTER EACH Filter 241 max
FlAiNFALL NO AT LEAST DAILY DURING PROLONOED RAINFALL fabric center
ANY REPAIRS NEEDED 94ALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE ENO
OF THE EXPECTED USABLE LIFE AND THE WRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED . t•
SEDIMENT DEPOSITS SHOULD r • AFTER EACH STORM O. SILT J;
FENCE SHOULD BE •al THEY MUST BE REMOVED WHEN DEPOSITS .r
APPRIM HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN cuning around the,
PLACE AF71ER THE SILT FENCE IS REMOVED al TO CONFORM Stone dam-Stwoshouddlieplimsdam Ilhadion banks to keep want k0m
1 THE EXISTINIC GRADE- 1 NO S. i.
distancepoints
TEMPORARY
•a s
compacted soil 2' Z Z
man sl I 2 I rain top
r
+ F steep cul 8� freeboard
4'
THICK 3000 psi CONCRETE Lot) w/ TxT, 10-10 WWM :'" `= ' "' f ':: ;* 1 T8+rein ,t. �' or fiM r�$i1t a roc
_ _ul
.:::i1 'I'i�lfl • Irl -II( 1-r slope .H'-ul l .fit a
I I I illI II�II - I -f _ IHRkips
_ = M
2:1 lope
3'-0' x 6' OPENINGS TYP. ALL 4 SiDES a--- e' typtcai '� or flatter
X -A X X -
S - o -0 I D FINISH GRADE \ 6' min
2-3' ♦`L`�
` d coarse aggregate F
87 SOLID MASONARY Construction L Itwho a and properly dispose dal. [noes;, brush, stumps,ve and other objec- Construction L Remoand
b. Specifications ti°"'blC O18t�1 Specifications tiDn"b1e miliarial. F�� of
ditches, transits. or guniaan bum. brush, gnmM � that wiOther ll be
b e 2. EnLVITe that the minimum constructed crow stiction afeersall desrgn raparro-
crossed to natural gaouod level or atimm
A VARIES mss' L last before 0- mcent of fill, ohm lease of the ridgy should be disied by Construction I.
daardw le den nce mod cxk a= of sed pnoparly grade lit an vegetation. ts, . rooand other obiec-
3. Fin" that the topofthe dike isnot loweralany point than the design elevs- machinery. Specifications t
tion plus die specified settlement 2, Platte: the gravel to the specific grade and dimensions shows on The plasia• and
'PARGE ALL INSIDE WALLS 3• .*Vc wdstabiliuWmdivasiotttoline,gnde,a►dCrosssection,
D 4 VATH 1:3 CEMENT/SAND 4. Provide sshfticimt m rooaround divisions to permit machine regrading and as mimed m lin smooth it.
12' 3/8- MIN. THICKNESS elea1OUL o 4- Compact the ndgw to prevent un 9tal seUcman
ent d to prP
provide stability 3. rovide dramap to carry water a sediment trap a su
Other itable luo.d
' aping tloepags.
typ. S. vegetate the ridge immediately after t',onstrntxion. unless it will remain in 4. Use gecitextile fabrics because they improve stability of Use foundation in
a place less than 30 working days. S, Vegetatively stabilize the diversion ager its iosiatletiom_ locations subject to swage or,higb water tables
X -b-x ' ,x� - X x
T Maintenance Inspect temporarydiversio.,sowe a week and after evay rainfall. Immaliato- Maintenance taspctpertsmasserstdversionaart= every rainulduring amconsime6 aopera- Maintenance Maisrain We gravel pad in a condition to prevent mud or "men' from leav-
T ly remove sediment from the flow arca and repair the diversion ridge. Careful- Don.
vasimmediately
swim o e. any obstructions
and strait � else flow am and repair the ing Use Construction suis- Ibis may require periodic topdressi lg with 2 -inch
ly check outlets and make timely repairs as needed. When the area pstlt ectad is tundy rtepaits as deeded, Maintain the sone. After each rainfall. inspect any structure used to trap sediment and clean
Se CONCRETE BASE w/ W. 10•-10 WWM pem'anenty stabilized, rernow the ridge and the channel to blend with the vegetation in a vigorous, hiahhy condition at an lilacs. it out as nocesssay. Immediately remove all objectionable materials spilled.
natural grand level and approprittely suhiiin it. washed. or tacked onto public roadways.
YARD (AREA) DROP INLETSM. No. REv. TEMPORARY DIVERSION SWALE sTu; No. TOP OF SLOPE BERM sm. No, REv STABALIZED CONSTRUCTION ENTRANCE Es
Location: PR -20
20.57 (NO SCALE) 130.051 (NO SCALE) 20.50 (NO SCALE)
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
3 tt
min
Stone section
iipwn 6,6� Temporary iedrtmeN trap.
Construction
L Clear, grub, and snip the ansa under the en►badcment of all vegetation and
Specifications
f Ol 1Remove all surface soil containing high amounts of Organic macer
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
L Ensure that fill matuial for the embankment is flee of roots• woody vegeta-
tion. arganic matter, and other objectionable material. Place the fill in lift not
to exceed 9 inches and machine compact it. Ova fill the embankment 6 inches
to allow for settlement,
3. Construct the outlet section in the ember me t. Protea the eonnestiom be-
tween the riprapandthesoil from pipingby using filter fabricarakeyway cmoff
trench between the riprap structure and the soil.
• Place the filter fabric between the nprap and soli Extend the fabric across
the spillway foundation and sides to the top of the dam; or
• excavate a keyway trench along the ociardine of (Ire spillway foundation
extending up the sides to the height of the dam. The trench should be at
least 2 ft deep and 2 ft wide with 1:1 side slopes.
4. Clearthe pond amabelow Weekvation of dfecrwofdc spillway to facilitate
sediment cleanout. .
S. All cut and fill slopes should be 2:1 or flatter.
IL Ensure that the same (drainage) section of the embanbrfent has a minimum
bottom width of 3 ft and maximum si&. slopes of 1:1 that extend to the bottom
of the spillway suction
7. Construct the minimum finished stone spillway bottom width, as shown on
the plans• with 2:1 side slopes extending to doe top of We over felled embank.
mens Keep the thickness of the sides of the spillway outlet strucaue at a initi-
mum of 21 inches- lie weir must be level and Cited to grade to suare
design capacity.
L Material used in the stone section should be a well -graded mixture of stone
with a dso size of 9 inches (class S erasion control stone is recommended) and
a maximum stone size of 14 mcbea The stoma may be maddae placed and the
smalls stones worked into die voids of the largo siooes. The arcate should be
hand. aogular• and highly weather-tesisunL
9. Ensure that the stone spillway outlet section extends dowrnsw,eam past the we
of the embankment until sable conditions are reached and onnrei velocity is ac-
ceptable for ft receiving saaeam . Keep thernaueoutlets&dm flush
with the surrounding ground and shape the canter to oonf ne the out ow stream
(Reftnmuex: Order Protection).
10. Direct unergen y bypass to natural, stable meas. Locate bypass outlets so
that flow will not damage d* embankment.
11. Stabilize the annbsnkmeot and all disturbed area above the sediment pool
and downsream lean the tap immediately after conswunion (Refereacer: Sur -
fore Srabilfsadm).
12. Show the distance hoed the top of the spillway to the wilim m cleanout
level (onc-ball the design depth) on the plans and mak it in Ute field
Maintenance
Inspect temporary sediment traps aftexr each period of pgnificwnt rainfall.
Remove sediment and restos doe trap do its onigmai dimeAsKins when the sedi-
rent has accumulated to ono -half clic design depth of the trap. Place the sedi-
aelK cal is removed s the designabd disposal week and Teplaee the
contaminated pant of the gravel facing. ".
Check die StrUMM for damage from erosion or piping. Periodically check the
depth of the spillway m em ai a it is a minimum of 1.5 ft below the low point of
the embankment. ImrmxfiaW y rdl any seukmerit of the a mbank matt to slight-
ly above design grade. Any ripmp displaced kvm the spillway smut be
replaced immediately.
After all sedmeeat-producing areas have been ptimanettly stabihzmd. Toviow
the structure and all unstable sakineal. Senooth the area to blend with the ad -
Joining areas and stabilize properly QUIaleftow Swface Stabttlrattow).
TEMPORARY FILTER BASIN
STs. NOJ REV.
(N0 SCALE) 30.02
ado A
Pipe outlet to Flat Area -
No Well-defined Channel
Plan
y
•� •••w"• .•ems•
� �mj `i::�•••+wry :.. •.-•��;
,:t...�:e•:•:..a ••tee
blani
Notes
Pipe Outlet to Well-defined
Channel
1. La is the length of the riprap Filter
apron. blanket
2. d - 1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6 -
above the maximum tailwater
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
the riprap and sod foundation.
Construction L EASM that the subgrade for the filler and riprap follows the required lines
Specifications and grades shown in the per• Compact any Gill required in the subgrade to the-
density
hedensity of the surrounding undisturbed material. Low areas in the subgrade on
unduttrbed soil may also be filled by increasing the riprtgo thickness,
L The riprap and gravel fiher must conform to the specified grading limits
shown an the pians.
3. Filter cloth, when used, roust meet design requirsm=ss and be properly
protected from punching or rearing during irkg;,1L tiorL Repair any damage by
removing the nprap and placing another piece a Cillo cloth oAf On damaged
arca. All correcting joints should overlap a minimum of l (L if the damage is
extensive, replace the entire filler cloth.
4- RuWaP my be placed by 09411lent, but take care to avoid damaging the fil-
ter. ter.
S. The minimum thickness of Wes d" should be 1.5 bene rhe nwximun scone
diameter.
6- Riprap may be field stone or rough quarry steno- It sbouid be hard, angular.
highly wember-m6snamt and well graded.
7. Construct the apron on zero grade with no overfa11 at the end Make the top
Of the riprap at the downstream end level with the receiving area or slightly
below it
R Ensure that the apron is property aligned with the receiving stream and
prefeahly sought throughout ins lengilL If a curve is needed to 6t site co" -
tions. place it is rile upper section of the apron,
9. immediately after construction, stabilize all i inurbed areas with vegetation
(Pcxtime 6.10.1-tstporary Seedeg, and fill. Pernmsarr StedLrg).
Maintenance Inspect riphap outlet strut ares after heavy rains to see if any erosion around or
below the riprap has taken place or if stories have been dislodged. Immediately
inake ad needed repairs to prevent fislher damage.
RIP RAP OUTFALL PROTECTION sTD. Neo. F
WOVEN FILTER FABRIC
o �
3
>; b
n i4
t M At- NOTES 1. FILTER FABRIC FENCE SIML BE A MINIMUM OF 32' L4 WIDTH AND
SHALL HAVE A MINMUM OF 6 LINE WIRES WITH 12' STAY SPACING
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5•-cr IN NEicHT AND BE OF THE
SELF -FASTENER ANCLE STEEL TYPE
4. WOOD POSTS SHALL BE 6 TO 7 FEET IN HEiCM AND 3 TO 4
INCHES IN DIAMETER WIRE FABRIC SHALL BE FASTENED TO
WOODEN POST WITH NOT LESS THAN 19 ORE STAPLES 1-1/2" LONG.
5. WASHED STONE SHALL. BE USED TO BURY SKIRT WHEN SILT FE74M
IS USED AlUACENT TO A CHANNEL, CREEK OR POND.
6. TURN SILT FENCE UP SLOPE AT ENI>S_
7. Wl" FABRIC IS USED WRIT WIRE MESH 6' CENTERED POSTS MAY BE USE.
20.55
VARIABLE AS DIRECTED BY THE ENGINEER
{6' MAX..
;.rte=� �•T`�.'3��.�`:
,• .,. .._ K':•.'17�.i, ice',. : • '.
•� ::::..f
Temporary sediment
pool
1 ' min
2' max
o rop In at
\Sediment with grate
Figure 6.52s Block and grave) drop imJet P1`010cilim-
Temporary sediment pod Wire mesh
(optional) it
Wire screen r Dewatering -
A16-
i _ _
1' min _ - - ------
2:1 slope - -
2' max
Fine gravel
face (1 • min ill= 3• oil If,
thickness) stone
Figure 6.52b Gravel crop root protection (gravel donut).
Construction L Lay one block on each side of the structure on its side in the bottom row to
Specifications allow pooldfainage. The foundation should be excavatedat team 2 inches below
the crest of the storm drain. place rhe bottom tow of blocks against the edge of
the storm drain for lateral support and to avoid washouts when overflow occurs.
If needed, give lateral support to subsequent rows by placing 2 x 4 wood studs
through block aparingL
2. Carefully fu hardware cloth a comparable wire mesh with W -inch open-
ings overall block openings to hold gravel in place.
3. Use clan gravel, 3/4- to 1R -inch in diameter, placed 2 inches below Ute top
of the block on a 2:1 slope or flatter and smooth it to an even grade DOT 057
washed stone is recommended.
4. If only stone and gravel rue used, keep the slope toward the inlet no steeper
than 3:1. have a minimum i -ft wide level stone area baween the strucnre and
around ft inlet to prevent gravel from entering mkiL On the slope toward the
inlet, tae stone 3 inches is diameter or largo. On the slope away from den inlet
use 1/2 - 3/4 -inch gravel (WDOr #57 washed stone) at a minimum thicirmss
of 1 ft.
Maintenance inspect the ba ria ager each rain and maize repairs as needed
Remove stdirrreat as nocessary to provide adequate storage volume for sub-
sequentrains.
Mien the corioributing drainage arca has been adequately stabilized, remove all
materials and any tastable soil, and either salvage or dispose of it pirweriy.
Bring the dis irbed area to proper grade. then smooth and compact it Ap•
w propriately stabilize all bare areal around the islet,
BLOCK AND GRAVEL INLET PROTECTION= SM. No.. REV.
(NO SCALE) 30.08
Side slope 2:1
=lill
Excavated area (as required)
11lliilll r
f r'� weep holes
Excavated depth, ;�(I tot
min 1' -max 2' rl� dewatering
below top of inlet � i
1 -
Flo �`\\�t % i�� �� Flow
lo
j" Flow
Flow
�ill I' Accumulated
_4K5yiP1 sediment
II•
Gravei-supported by
hardware cloth to allow
drainage and restrict
y sediment movement.
Design Criteria Limit the drainage arca to 1 acm Keep the minimum depth at 1 ftand the max•
hmam depth of 2 ft as measured from the crest of the inlet structure.
Maintain side slopes around the excavation no steeper than 2:1.
Keep the minimum volume of excavated area around the drop inkt at ap-
proximately 35 yd'/aere disturbed -
Shape the basin to rK site conditions, with the longest dimension oriented toward
the longest inflow area to provide maximum vap efficiency.
Install provisions for draining the temporary pool to improve trapping dfickri-
cY for small storms and to avoid problems from standing water after heavy rains.
Construction 1. Clear the area of all debris that might hinder excavatioutand disposal ofspoil.
Specifications L Grade the appy to the isle unifarmly.
3. Protect weep holes by gravel
4. When the contributing drainage arca bas been permanently stabilized, sea!
weep holes, fill the basin with subte soil to final grading elevations. compact it
piroperty.arld subiilim
Maintenance Inspect,dean. and properly maintain the excavated basin after eve>rystormuntil
the contnibuting drainage area has bwA pemsanendy stabilr'zed.To provide satis-
factory basin efGciericy. remove sediment when the volume of the basin has
been deduced by one4aiL Spread all excavated material evenly over the Aw-
rounding land area at stockpile and stabilize it appropriately.
EXCAVATED DROP INLET PROTECTION
SM. NO. I REV.
(NO SCALE) 130.041 I
STEEL POST STEEL POST A 15
FILTER FABRIC
FILTER FABRIC 2�
min
+�•�
f • ' li �'�1 �•�;Sri;1�t.1.� .•,0�::�:r.
i
- Z fabric
Filter
,% ITjil=* i -'ll 11 =� 1 11=4i [i EKE_ !ai!s9cl ���:•I'I. •r.e • • •
Lam,
••r• �'� •• r`��
ANCHOR SKIRT 6' timmum A
ANCHOR SKIRT 9' WMMUM
Class A or
.r .e NOTES / ..ntrol
W LIEU OF aURY1700 SKIRT. Or
,.
JS WASHED • • ji.. �....
Stonee•• • �.
OVER TURNDOWN. 1. WER BARRIMS SHALL BE INSPECTED BY THE FINN*�ALLY
RESPONSIBLE PARTY OR His AGENT IMMEDIATELY AFTER EACH Filter 241 max
FlAiNFALL NO AT LEAST DAILY DURING PROLONOED RAINFALL fabric center
ANY REPAIRS NEEDED 94ALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE ENO
OF THE EXPECTED USABLE LIFE AND THE WRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED . t•
SEDIMENT DEPOSITS SHOULD r • AFTER EACH STORM O. SILT J;
FENCE SHOULD BE •al THEY MUST BE REMOVED WHEN DEPOSITS .r
APPRIM HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN cuning around the,
PLACE AF71ER THE SILT FENCE IS REMOVED al TO CONFORM Stone dam-Stwoshouddlieplimsdam Ilhadion banks to keep want k0m
1 THE EXISTINIC GRADE- 1 NO S. i.
distancepoints
TEMPORARY
•a s
compacted soil 2' Z Z
man sl I 2 I rain top
r
+ F steep cul 8� freeboard
4'
THICK 3000 psi CONCRETE Lot) w/ TxT, 10-10 WWM :'" `= ' "' f ':: ;* 1 T8+rein ,t. �' or fiM r�$i1t a roc
_ _ul
.:::i1 'I'i�lfl • Irl -II( 1-r slope .H'-ul l .fit a
I I I illI II�II - I -f _ IHRkips
_ = M
2:1 lope
3'-0' x 6' OPENINGS TYP. ALL 4 SiDES a--- e' typtcai '� or flatter
X -A X X -
S - o -0 I D FINISH GRADE \ 6' min
2-3' ♦`L`�
` d coarse aggregate F
87 SOLID MASONARY Construction L Itwho a and properly dispose dal. [noes;, brush, stumps,ve and other objec- Construction L Remoand
b. Specifications ti°"'blC O18t�1 Specifications tiDn"b1e miliarial. F�� of
ditches, transits. or guniaan bum. brush, gnmM � that wiOther ll be
b e 2. EnLVITe that the minimum constructed crow stiction afeersall desrgn raparro-
crossed to natural gaouod level or atimm
A VARIES mss' L last before 0- mcent of fill, ohm lease of the ridgy should be disied by Construction I.
daardw le den nce mod cxk a= of sed pnoparly grade lit an vegetation. ts, . rooand other obiec-
3. Fin" that the topofthe dike isnot loweralany point than the design elevs- machinery. Specifications t
tion plus die specified settlement 2, Platte: the gravel to the specific grade and dimensions shows on The plasia• and
'PARGE ALL INSIDE WALLS 3• .*Vc wdstabiliuWmdivasiotttoline,gnde,a►dCrosssection,
D 4 VATH 1:3 CEMENT/SAND 4. Provide sshfticimt m rooaround divisions to permit machine regrading and as mimed m lin smooth it.
12' 3/8- MIN. THICKNESS elea1OUL o 4- Compact the ndgw to prevent un 9tal seUcman
ent d to prP
provide stability 3. rovide dramap to carry water a sediment trap a su
Other itable luo.d
' aping tloepags.
typ. S. vegetate the ridge immediately after t',onstrntxion. unless it will remain in 4. Use gecitextile fabrics because they improve stability of Use foundation in
a place less than 30 working days. S, Vegetatively stabilize the diversion ager its iosiatletiom_ locations subject to swage or,higb water tables
X -b-x ' ,x� - X x
T Maintenance Inspect temporarydiversio.,sowe a week and after evay rainfall. Immaliato- Maintenance taspctpertsmasserstdversionaart= every rainulduring amconsime6 aopera- Maintenance Maisrain We gravel pad in a condition to prevent mud or "men' from leav-
T ly remove sediment from the flow arca and repair the diversion ridge. Careful- Don.
vasimmediately
swim o e. any obstructions
and strait � else flow am and repair the ing Use Construction suis- Ibis may require periodic topdressi lg with 2 -inch
ly check outlets and make timely repairs as needed. When the area pstlt ectad is tundy rtepaits as deeded, Maintain the sone. After each rainfall. inspect any structure used to trap sediment and clean
Se CONCRETE BASE w/ W. 10•-10 WWM pem'anenty stabilized, rernow the ridge and the channel to blend with the vegetation in a vigorous, hiahhy condition at an lilacs. it out as nocesssay. Immediately remove all objectionable materials spilled.
natural grand level and approprittely suhiiin it. washed. or tacked onto public roadways.
YARD (AREA) DROP INLETSM. No. REv. TEMPORARY DIVERSION SWALE sTu; No. TOP OF SLOPE BERM sm. No, REv STABALIZED CONSTRUCTION ENTRANCE Es
Location: PR -20
20.57 (NO SCALE) 130.051 (NO SCALE) 20.50 (NO SCALE)
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
Z
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ur
A � Who
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fainall
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g=1.4 = tet'
4)
r F w
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o >~
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W F.Tj G
lY
(L
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opo
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ZwA
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<:C0 Q z:
�rrrr,N d n n uliNnsss`
REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
i _ _
1' min _ - - ------
2:1 slope - -
2' max
Fine gravel
face (1 • min ill= 3• oil If,
thickness) stone
Figure 6.52b Gravel crop root protection (gravel donut).
Construction L Lay one block on each side of the structure on its side in the bottom row to
Specifications allow pooldfainage. The foundation should be excavatedat team 2 inches below
the crest of the storm drain. place rhe bottom tow of blocks against the edge of
the storm drain for lateral support and to avoid washouts when overflow occurs.
If needed, give lateral support to subsequent rows by placing 2 x 4 wood studs
through block aparingL
2. Carefully fu hardware cloth a comparable wire mesh with W -inch open-
ings overall block openings to hold gravel in place.
3. Use clan gravel, 3/4- to 1R -inch in diameter, placed 2 inches below Ute top
of the block on a 2:1 slope or flatter and smooth it to an even grade DOT 057
washed stone is recommended.
4. If only stone and gravel rue used, keep the slope toward the inlet no steeper
than 3:1. have a minimum i -ft wide level stone area baween the strucnre and
around ft inlet to prevent gravel from entering mkiL On the slope toward the
inlet, tae stone 3 inches is diameter or largo. On the slope away from den inlet
use 1/2 - 3/4 -inch gravel (WDOr #57 washed stone) at a minimum thicirmss
of 1 ft.
Maintenance inspect the ba ria ager each rain and maize repairs as needed
Remove stdirrreat as nocessary to provide adequate storage volume for sub-
sequentrains.
Mien the corioributing drainage arca has been adequately stabilized, remove all
materials and any tastable soil, and either salvage or dispose of it pirweriy.
Bring the dis irbed area to proper grade. then smooth and compact it Ap•
w propriately stabilize all bare areal around the islet,
BLOCK AND GRAVEL INLET PROTECTION= SM. No.. REV.
(NO SCALE) 30.08
Side slope 2:1
=lill
Excavated area (as required)
11lliilll r
f r'� weep holes
Excavated depth, ;�(I tot
min 1' -max 2' rl� dewatering
below top of inlet � i
1 -
Flo �`\\�t % i�� �� Flow
lo
j" Flow
Flow
�ill I' Accumulated
_4K5yiP1 sediment
II•
Gravei-supported by
hardware cloth to allow
drainage and restrict
y sediment movement.
Design Criteria Limit the drainage arca to 1 acm Keep the minimum depth at 1 ftand the max•
hmam depth of 2 ft as measured from the crest of the inlet structure.
Maintain side slopes around the excavation no steeper than 2:1.
Keep the minimum volume of excavated area around the drop inkt at ap-
proximately 35 yd'/aere disturbed -
Shape the basin to rK site conditions, with the longest dimension oriented toward
the longest inflow area to provide maximum vap efficiency.
Install provisions for draining the temporary pool to improve trapping dfickri-
cY for small storms and to avoid problems from standing water after heavy rains.
Construction 1. Clear the area of all debris that might hinder excavatioutand disposal ofspoil.
Specifications L Grade the appy to the isle unifarmly.
3. Protect weep holes by gravel
4. When the contributing drainage arca bas been permanently stabilized, sea!
weep holes, fill the basin with subte soil to final grading elevations. compact it
piroperty.arld subiilim
Maintenance Inspect,dean. and properly maintain the excavated basin after eve>rystormuntil
the contnibuting drainage area has bwA pemsanendy stabilr'zed.To provide satis-
factory basin efGciericy. remove sediment when the volume of the basin has
been deduced by one4aiL Spread all excavated material evenly over the Aw-
rounding land area at stockpile and stabilize it appropriately.
EXCAVATED DROP INLET PROTECTION
SM. NO. I REV.
(NO SCALE) 130.041 I
STEEL POST STEEL POST A 15
FILTER FABRIC
FILTER FABRIC 2�
min
+�•�
f • ' li �'�1 �•�;Sri;1�t.1.� .•,0�::�:r.
i
- Z fabric
Filter
,% ITjil=* i -'ll 11 =� 1 11=4i [i EKE_ !ai!s9cl ���:•I'I. •r.e • • •
Lam,
••r• �'� •• r`��
ANCHOR SKIRT 6' timmum A
ANCHOR SKIRT 9' WMMUM
Class A or
.r .e NOTES / ..ntrol
W LIEU OF aURY1700 SKIRT. Or
,.
JS WASHED • • ji.. �....
Stonee•• • �.
OVER TURNDOWN. 1. WER BARRIMS SHALL BE INSPECTED BY THE FINN*�ALLY
RESPONSIBLE PARTY OR His AGENT IMMEDIATELY AFTER EACH Filter 241 max
FlAiNFALL NO AT LEAST DAILY DURING PROLONOED RAINFALL fabric center
ANY REPAIRS NEEDED 94ALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE ENO
OF THE EXPECTED USABLE LIFE AND THE WRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED . t•
SEDIMENT DEPOSITS SHOULD r • AFTER EACH STORM O. SILT J;
FENCE SHOULD BE •al THEY MUST BE REMOVED WHEN DEPOSITS .r
APPRIM HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN cuning around the,
PLACE AF71ER THE SILT FENCE IS REMOVED al TO CONFORM Stone dam-Stwoshouddlieplimsdam Ilhadion banks to keep want k0m
1 THE EXISTINIC GRADE- 1 NO S. i.
distancepoints
TEMPORARY
•a s
compacted soil 2' Z Z
man sl I 2 I rain top
r
+ F steep cul 8� freeboard
4'
THICK 3000 psi CONCRETE Lot) w/ TxT, 10-10 WWM :'" `= ' "' f ':: ;* 1 T8+rein ,t. �' or fiM r�$i1t a roc
_ _ul
.:::i1 'I'i�lfl • Irl -II( 1-r slope .H'-ul l .fit a
I I I illI II�II - I -f _ IHRkips
_ = M
2:1 lope
3'-0' x 6' OPENINGS TYP. ALL 4 SiDES a--- e' typtcai '� or flatter
X -A X X -
S - o -0 I D FINISH GRADE \ 6' min
2-3' ♦`L`�
` d coarse aggregate F
87 SOLID MASONARY Construction L Itwho a and properly dispose dal. [noes;, brush, stumps,ve and other objec- Construction L Remoand
b. Specifications ti°"'blC O18t�1 Specifications tiDn"b1e miliarial. F�� of
ditches, transits. or guniaan bum. brush, gnmM � that wiOther ll be
b e 2. EnLVITe that the minimum constructed crow stiction afeersall desrgn raparro-
crossed to natural gaouod level or atimm
A VARIES mss' L last before 0- mcent of fill, ohm lease of the ridgy should be disied by Construction I.
daardw le den nce mod cxk a= of sed pnoparly grade lit an vegetation. ts, . rooand other obiec-
3. Fin" that the topofthe dike isnot loweralany point than the design elevs- machinery. Specifications t
tion plus die specified settlement 2, Platte: the gravel to the specific grade and dimensions shows on The plasia• and
'PARGE ALL INSIDE WALLS 3• .*Vc wdstabiliuWmdivasiotttoline,gnde,a►dCrosssection,
D 4 VATH 1:3 CEMENT/SAND 4. Provide sshfticimt m rooaround divisions to permit machine regrading and as mimed m lin smooth it.
12' 3/8- MIN. THICKNESS elea1OUL o 4- Compact the ndgw to prevent un 9tal seUcman
ent d to prP
provide stability 3. rovide dramap to carry water a sediment trap a su
Other itable luo.d
' aping tloepags.
typ. S. vegetate the ridge immediately after t',onstrntxion. unless it will remain in 4. Use gecitextile fabrics because they improve stability of Use foundation in
a place less than 30 working days. S, Vegetatively stabilize the diversion ager its iosiatletiom_ locations subject to swage or,higb water tables
X -b-x ' ,x� - X x
T Maintenance Inspect temporarydiversio.,sowe a week and after evay rainfall. Immaliato- Maintenance taspctpertsmasserstdversionaart= every rainulduring amconsime6 aopera- Maintenance Maisrain We gravel pad in a condition to prevent mud or "men' from leav-
T ly remove sediment from the flow arca and repair the diversion ridge. Careful- Don.
vasimmediately
swim o e. any obstructions
and strait � else flow am and repair the ing Use Construction suis- Ibis may require periodic topdressi lg with 2 -inch
ly check outlets and make timely repairs as needed. When the area pstlt ectad is tundy rtepaits as deeded, Maintain the sone. After each rainfall. inspect any structure used to trap sediment and clean
Se CONCRETE BASE w/ W. 10•-10 WWM pem'anenty stabilized, rernow the ridge and the channel to blend with the vegetation in a vigorous, hiahhy condition at an lilacs. it out as nocesssay. Immediately remove all objectionable materials spilled.
natural grand level and approprittely suhiiin it. washed. or tacked onto public roadways.
YARD (AREA) DROP INLETSM. No. REv. TEMPORARY DIVERSION SWALE sTu; No. TOP OF SLOPE BERM sm. No, REv STABALIZED CONSTRUCTION ENTRANCE Es
Location: PR -20
20.57 (NO SCALE) 130.051 (NO SCALE) 20.50 (NO SCALE)
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
EXCAVATED DROP INLET PROTECTION
SM. NO. I REV.
(NO SCALE) 130.041 I
STEEL POST STEEL POST A 15
FILTER FABRIC
FILTER FABRIC 2�
min
+�•�
f • ' li �'�1 �•�;Sri;1�t.1.� .•,0�::�:r.
i
- Z fabric
Filter
,% ITjil=* i -'ll 11 =� 1 11=4i [i EKE_ !ai!s9cl ���:•I'I. •r.e • • •
Lam,
••r• �'� •• r`��
ANCHOR SKIRT 6' timmum A
ANCHOR SKIRT 9' WMMUM
Class A or
.r .e NOTES / ..ntrol
W LIEU OF aURY1700 SKIRT. Or
,.
JS WASHED • • ji.. �....
Stonee•• • �.
OVER TURNDOWN. 1. WER BARRIMS SHALL BE INSPECTED BY THE FINN*�ALLY
RESPONSIBLE PARTY OR His AGENT IMMEDIATELY AFTER EACH Filter 241 max
FlAiNFALL NO AT LEAST DAILY DURING PROLONOED RAINFALL fabric center
ANY REPAIRS NEEDED 94ALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE ENO
OF THE EXPECTED USABLE LIFE AND THE WRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED . t•
SEDIMENT DEPOSITS SHOULD r • AFTER EACH STORM O. SILT J;
FENCE SHOULD BE •al THEY MUST BE REMOVED WHEN DEPOSITS .r
APPRIM HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN cuning around the,
PLACE AF71ER THE SILT FENCE IS REMOVED al TO CONFORM Stone dam-Stwoshouddlieplimsdam Ilhadion banks to keep want k0m
1 THE EXISTINIC GRADE- 1 NO S. i.
distancepoints
TEMPORARY
•a s
compacted soil 2' Z Z
man sl I 2 I rain top
r
+ F steep cul 8� freeboard
4'
THICK 3000 psi CONCRETE Lot) w/ TxT, 10-10 WWM :'" `= ' "' f ':: ;* 1 T8+rein ,t. �' or fiM r�$i1t a roc
_ _ul
.:::i1 'I'i�lfl • Irl -II( 1-r slope .H'-ul l .fit a
I I I illI II�II - I -f _ IHRkips
_ = M
2:1 lope
3'-0' x 6' OPENINGS TYP. ALL 4 SiDES a--- e' typtcai '� or flatter
X -A X X -
S - o -0 I D FINISH GRADE \ 6' min
2-3' ♦`L`�
` d coarse aggregate F
87 SOLID MASONARY Construction L Itwho a and properly dispose dal. [noes;, brush, stumps,ve and other objec- Construction L Remoand
b. Specifications ti°"'blC O18t�1 Specifications tiDn"b1e miliarial. F�� of
ditches, transits. or guniaan bum. brush, gnmM � that wiOther ll be
b e 2. EnLVITe that the minimum constructed crow stiction afeersall desrgn raparro-
crossed to natural gaouod level or atimm
A VARIES mss' L last before 0- mcent of fill, ohm lease of the ridgy should be disied by Construction I.
daardw le den nce mod cxk a= of sed pnoparly grade lit an vegetation. ts, . rooand other obiec-
3. Fin" that the topofthe dike isnot loweralany point than the design elevs- machinery. Specifications t
tion plus die specified settlement 2, Platte: the gravel to the specific grade and dimensions shows on The plasia• and
'PARGE ALL INSIDE WALLS 3• .*Vc wdstabiliuWmdivasiotttoline,gnde,a►dCrosssection,
D 4 VATH 1:3 CEMENT/SAND 4. Provide sshfticimt m rooaround divisions to permit machine regrading and as mimed m lin smooth it.
12' 3/8- MIN. THICKNESS elea1OUL o 4- Compact the ndgw to prevent un 9tal seUcman
ent d to prP
provide stability 3. rovide dramap to carry water a sediment trap a su
Other itable luo.d
' aping tloepags.
typ. S. vegetate the ridge immediately after t',onstrntxion. unless it will remain in 4. Use gecitextile fabrics because they improve stability of Use foundation in
a place less than 30 working days. S, Vegetatively stabilize the diversion ager its iosiatletiom_ locations subject to swage or,higb water tables
X -b-x ' ,x� - X x
T Maintenance Inspect temporarydiversio.,sowe a week and after evay rainfall. Immaliato- Maintenance taspctpertsmasserstdversionaart= every rainulduring amconsime6 aopera- Maintenance Maisrain We gravel pad in a condition to prevent mud or "men' from leav-
T ly remove sediment from the flow arca and repair the diversion ridge. Careful- Don.
vasimmediately
swim o e. any obstructions
and strait � else flow am and repair the ing Use Construction suis- Ibis may require periodic topdressi lg with 2 -inch
ly check outlets and make timely repairs as needed. When the area pstlt ectad is tundy rtepaits as deeded, Maintain the sone. After each rainfall. inspect any structure used to trap sediment and clean
Se CONCRETE BASE w/ W. 10•-10 WWM pem'anenty stabilized, rernow the ridge and the channel to blend with the vegetation in a vigorous, hiahhy condition at an lilacs. it out as nocesssay. Immediately remove all objectionable materials spilled.
natural grand level and approprittely suhiiin it. washed. or tacked onto public roadways.
YARD (AREA) DROP INLETSM. No. REv. TEMPORARY DIVERSION SWALE sTu; No. TOP OF SLOPE BERM sm. No, REv STABALIZED CONSTRUCTION ENTRANCE Es
Location: PR -20
20.57 (NO SCALE) 130.051 (NO SCALE) 20.50 (NO SCALE)
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
Location: PR -20
20.57 (NO SCALE) 130.051 (NO SCALE) 20.50 (NO SCALE)
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ASSOCIATES, P.A. Owner:
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
30.11
Construction I. Placa stone to we fiats and dimensions, shoerm in the plan on a filter fabric
Specifications fon dadoe'
L Keep the easter stone section at least 9 inches t,elow mural ground level
whet the dam abuts the channel banks.
3. Extend stoma at Iwo 1-5 ft beyond the ditch banks (Figure 6.836) to keep
overflow watex haat uodeaairfg Glee dam as a rI-eaters trine charmer.
4. Sell spacing between dames to atistsre flat the ekvatiOn At the tap Of the lower
dam is the same as the toe ekvadon Of the sipper dam.
S. PTotcuhe daaner dowesartium from the lowest check dam, considering that
watrx will flow ova and around the dam (PracUdx 541; Owner Ssabilirerwn
Srr+rnMrt).
6. Make sun that The channel reach above the most ups r am dao is stable.
7 7. Ensure that channel appertenancics. such as culvert enwaoceit below chock
darns, ate slot subject to dansage or blockage from displaced sones.
Maintenance inWeetcheek dams and channels for dump after each runci feveat.
Anticipate submergence and deposition above the check dam and erosion ficin
high flows wound the edges of eche dam. Cornet all damage immediately. if sig-
nificuu emsion occurs between dams, install a protective riprsp limen in that
potion of the channel (Practice 631. ROrap-final and Paved Chmnds).
Remove sediment accumulated behind the darts as needed to prevent damage
to channel vegetation, allow die chancel to drain through the stone check dam,
and preheat large Mrs from carrying sediment over the dam. Add stones In
dams as needed to maintain deaigo height and cross action.
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets
TEMPORARY ROCK CHECK DAM
Approved:
Date of Issue:
20.60
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REVISIONS BY
Date: 12/09/03
Scale: N1"=
„ A100' Hor.
Drawn: dJMY
Checked: DLM
Job: 03-07-06
Sheet
GR -3
of 3 Sheets

CONSTRUCTION SPECIFICATIONS
~ TRASH RACK 1. Site preparations -Clear, grub and strip topsoil from areas under the ~
~ ~ ~4 REBAR - embankment to remove trees, vegetation, roots and other objectionable > material. To facilitate sediment cleanout and restoration, clear the pool area of oG
TDP OF RISER all brush, trees, and other objectionable materials. Stockpile all topsoil or soil ~ • ~ ~
I containing organic matter for use on the outer shell of the embankment to ~ ~
facilitate vegetative establishment. ~ ' • ~ 0.^~C,
I 2. Cut-off trench - Excavate o cut-off trench along the centerline of the earth fill a" TRASH RACK N ~
I PERMANENT PRE-CAST CONCRETE DROP BOX TOP VIEW - TOP VIEW ~ f ~4 REBAR embankment. Cut the trench to stable soil material, but in no case make it less , W ~ ~ TRASH RacK than 2 ft. deep. The cut-off trench must extend into both abutments to at least l/I c ~
TO BE ANCHORED IN CONCRETE TO PREVENT TRASH RACI FLOATATION. SEE CHART FOR SIZES. the elevation of the riser crest. Make the minimum bottom width wide enough `n ^ ~ Q~ N 0
TOP OF Rl TOP OF RISER 'H' PRE-CAST CONCRETE 80x t0 permit operation Of excavation and CampaCtian equipment but in n0 Ca Se IeSS ~ X To eE PLACED AFTER coNSTRUCTION. than 2 ft. Make side slopes of the trench na steeper than 1:1. Compaction "(jam
MAXIMUM SEDIMENT STORAGE LEVEL ~ ~ DRAW DOWN ORIFICE TO BE ANCHOR IN CONC. TO PREVENT ~ F., TO BE FLOATATION. requirements are the same as those for the embankment. Keep the trench dry a„~
6 BELOW DRAW DOWN ORIFICE INTAK g5 WASHED STONE FILTER COVER PLACED IN RISER AT A 45' A as durin backfillin and cam action o erations. ~ ~ 00 _ POOL 9 9 P P V y 000
~5 WASHED STONE FLTER COVER ~ ~ OVER DRAIN PIPE, 12' MIN. THICKNESS AELEV~ TOOINTAO~MALBE OW OVER DRAIN TILE, 18° MIN. THICKNESS ( NORMAL POOL ELEVATION. BELOW vATION. 3. Embankment -All fill material should be clean mineral soil, free of roots, woody U ~ t
20' I PERMANENT PRE-CAST CONCRETE DROP BOx i- TO BE ANCHORED IN CONCRETE TO PREVENT vegetation, rocks, and other objectionable material. Scarify areas on which fill ~ '0 ~
00000000000000000 0000 ooi I~ z o0 FLOATATION. SEE CHART FOR SIZES. IS t0 be planed before pOCing fill. The fill material mUSt Cantaln SDfflClent ' ~ 0.^ ~p
i ~ I ~ o 0 0 0 ' 2 12" I I moisture so it can be formed by hand into a boll without crumbling. If water Y v I I can be squeezed out of the ball, it is too wet for proper compaction. Place fill ~ ~ O
0 0000000000000000000000 0 I ~ BARRED I l 0 0 0 0 I I BorTOM DRAIN vALVL STEM material in 6 to 8-inch continuous layers over the entire length of the fill area 3 O ~ I suPPORT BRACKETS As REa'D. and then compact it. Compaction may be obtained by routing the construction ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ---J 000 000 Q ~ I I hauling equipment over the fill so that the entire surface of each layer is 1~1 p ~ ~
I = I traversed by at least one wheel or tread track of the heavy equipment, or a ~ U ~
I U ~ ~ 2D LF "K" DIA. PERFORATED DRAIN PIPE w W I I compactor may be used. Construct the embankment to an elevation 107 4
~ ~ GROUT BOTTOM DRAIN ~ 2AIN v' I ~ higher than the design height to allow for settling. Subgrade and fill to be verified E A I I and tested by Geotechnical Engineer. ~
20 LF "K" DIA. PERFORATED DRAIN PIPE r- 36° MIN. AS REq~D TO PROVIDE A CONCRETE ANTI-FLOTATION BLOCK WATER TGHT CONNEC110N. ~oN. ~ BARREL
SEE CHART FOR SIZING & VOLUME. 1 I I~ 4. Conduit spillways -All conduit materials shall be as called for on the plans I~ (Schedule 40 PVC may be used for sizes < 12" diameter).
SECT/0/V A-A CONSTRUC110N NOTES: AiE i - - - J Securely attach the riser to the barrel or barrel stub to make a
CONTRACTOR TO INSTALL PERMANENT BARREL, DROP BOX YMTH OVER-EXCAVATE ANTI-FLOTA110N, DRAW DOWN ORIFICE, TRASH RACK AND El1ERG0~ICY r DEEP FoR ~R ~ ; I watertight structural connection. Secure all connections between barrel 3E INSERT PERMANENT RcP BARREL sections by approved watertight assemblies. Place the barrel and riser on a • N
SPILLWAY AS PART OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. slLr sroRACE f. : ~ iNro PRE-cnsT coNCRETE RISER. firm, smooth foundation of impervious soil. Do not use pervious material such V
INSTALL PERFORATED DRAIN PIPE AND STONE FlL1ER. ONCE ALL 'K~ PVC BOTTOM DRAIN W1TH DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE °K° GATE vALVE & SHUT-oFF - OTTOM DRAIN W1TH INVERT IN OF BARREL =BOTTOM OF POND as sand ravel or crushed stone as backfill around the i e or anti-see ~ ALVE & SHUT-OFF g p P p
ALL SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT coNCRETE ANTI-FLarnnoN BLOCK collars. Place the fill material around the pipe spillway in 4-inch layers and F-I ~ sEE CHART FoR siziNC & voLUME. compact it under and around the pipe to at least the same density as the ~ N
BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. adjacent embankment. Care must be taken not to raise the pipe from firm ~ O C M
~ ~ contact with its foundation when compacting under the pipe haunches.
NOT TO SCALE NOT TO SCALE ~ O ~ Place a minimum de th of 2 ft. of hand-compacted backfill over the pipe ~ P
spillway before crossing it with construction equipment. Anchor the riser in ~ O place by concrete or other satisfactory means io prevent flotation. In no case ~ „ In
should the i e conduit be installed b cuttin a trench throw h the dam after ~ In
DESIGN DATA SUMI 0 oM~T SIGN DATA SUMMARY POND 1 PP Y 9 9 ~ art 0 on lev. the embankment is complete
'B' NorMal Pool Elevl ~ N ^Mal Pool Elevation 696,00 ~ Z
'C' Top of Riser w,~r~ . . D Spillway Invert E ~ of Riser 700,10 5. Emergency spillway -Install the emergency spillway in undisturbed soil. The ~ achievement of planned elevations, grade, design width, and entrance and exit C llway Invert Elev, 706.00 ~ ~
~0~ Spillway Width [f~ llwa Width [feet] 10' channel slopes are critical to the successful operation of the emergency ~ Y F--
'E' Top of Bern Elegy 'F' Barrel Length [f p of Berri Elevation 708,00 spillway. N Orel Length [feet] 80' ~ r N
'G' Barrel Slze [Inch rrel Slze [Inches] 18' RCP 6. Inlets -Discharge water into the basin in a manner to prevent erosion. Use ~ ~ 0
'H' Drop Box Size [f I Draw wn c 'x 'x12,10' diversions with outlet rotection to divert sediment-laden water to the upper U op Box Slze [feet] 2 3 P O O a uw Down Orlflce [Inches] 3' end of the pool area to improve basin trap efficiency. ~ (n ~
'J' Intnke Elev. tnke Elev, 699.10 p ~j
'K' Botton Drain Slz 'L' Antl-flotation Bl ttort Drain Size [Inches] 6' 7. Erosion control -Construct the structure so that the disturbed area is minimized. W ~ ~ . . . ~ ~ Ln C tl-flotation Block Dir?, 6 0x4 0x3 6 Divert surface water away from bare areas. Complete the embankment before Q ~ C
Anti-flotation Bl tl-flotation Block VoL 2,98 CY MINIMUM the area is cleared. Stabilize the emergency spillway embankment and all other 4. ~Ny _
'M' Antl-Seep Collar tl-See Collar Slze 4-6'x4-6' disturbed areas above the crest of the principal spillway immediately after W W p ] 700,08 & 0.47 i n . ~
2 Year Peak E Pre-Develop) Year Peak Elev. & Discharge [cfs construct o) ~ Pre-Developed Run-Off [cfs] 41,68
Post-Develop Post-Developed Run-Off [cfs] 67,25 8. Safety -Detention basins may attract children and can be dangerous. Avoid
10 Yenr Peak Ei Pre-Develop Year Peak Elev, & Discharge [cfs] 700.77 6 18,47 steep side slopes, and fence and mark basins with warning signs if trespassing Pre-Developed Run-Off [cfs] 74A8 is likely. Follow all state and local requirements.
Post-Develol Post-Developed Run-Off [cfs] 117.60
Z5 Year Peak E Pre-Develop~ Year Peak Elev, & Discharge [cfs] 701.66 & 31.28 Pre-Developed Run-Off [cfs] 92.64
Post-Develop Post-Developed Run-Off [cfs] 146,30 ANNUAL INSPECTION/MAINTENANCE PROCEDURES
50 Year Peak E Pre-Develop Year Peak Elev. a Discharge [cfs] 702,43 & 32,20 -Develo ed Run-Off [cfs] 106,52 ~ Pre p
Post-Develop Post-Developed Run-Off [cfs] 167,74 I. Annual Inspection: Annual inspections shall be scheduled by City of Concord and
B B 100 Year Peak EI Pre-Develop I Year Peak Elev, & Discharge [cis] 702,95 & 32,80 Pre-Develo ed Run-Off [cfs] 115,75 Owner to be performed on the first of June each year.
Post-Develo P Post-Develo ed Run-Off [cfs] 181,99 II. Inspection Activities: r_,
H W
cATTA~I (Ty CATTAIL T ha Latifolia , 1 Gallon Size a) Testing of the emergency drain pipe valve. M~ (YP ) p..~
b) Visual inspection of drawdown orifice. ?.••r c) Visual inspection of the trash rack at the intake orifice. H ~ N
A L----~ PICKERELWE W PICKERELWEED (Pontederia Cordata), 1 Gallon Size d) Visual inspection of the emergency spillway. ll U V
s,~rcw~r~u~r rr~w e) Visual inspection of the pond rim and slopes. ~j A
BLUE-FLAG -F AG IRIS Scir us Validus 1 Gallon Size f) Measurement of the wet pond depth at the dam end of the w BLUE L ( p detention pond (Distance from permanent pond drawdown orifice
NOT TO SCALE Inv r bottom of basin . A _ _ -EDGE OF POND_ . _ - e t to ) Ysuol inspection of all stormwater structures on the served site
M **-SPILLWAY idAY BE 18 -0 9 Zj feedin the detention and. V 1 ~n ~ } 9 P Z
ARIE VARIES VEGETATED INSTEAD ARIE "D' (MIN) ARIE (MIN) Na ~ h) Vsual inspection of the total site drainage basin for adequate
OF PAVED IF CONSTRUCTED _ _ TOP OF BERM EL ='E' ~ ground cover to stabilize site. i Vi ual ins ection of u stream off-site areas feedin into the site
T~~~RN~ ~ ) - - - ENTIRELY IN CUT. W ) s P P ( ) 9 W Boa = f r tentiol off-site se im ntation sources. Nd~'~ drainage basin o po d e NN
~ RI = D VA ES SPILLWAY INV.- D M+1 ~ III. Maintenance activities shall be performed os follows:
a SPILLWAY INV. ~ s~ ° T~ t~ V1 qua - 1. After every significant runoff producing rainfall event and at least monthly:
~ ~ ~ NOF J
i ~ ~ ~ SPILLWAY WEJR UNINC* O ~ 11 a. Ins ect the wet detention basin s stem for sediment accumulation, erosion, trash } P y ~
i ti accumulation, vegetated cover, and general condition. in ci a <:1
4' O.C. 4' O.C. ~ Nom Z F+) TYPICAL TYPICAL b. Check and clear the orifice of any obstructions such that drawdown of the temporary
EDGE ool occurs within 2 to 5 da as desi ned. EDGE OF LITTORAL SHELF P Ys 9
P/LLIYAY SECT/ONA-A SPBLM~AY SECT/ONB-B S 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as
CLASS II RIP RAP OUTFACE PROTECTION. needed.
NOT TO SCALE Mw. THICKNESS= iz•, LENOTH=s'. NOT TO SCALE NOT li'7 ,S>~ILE ~ 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprop, etc.)
~ ~ ~ quarterly to maintain proper functioning.
SLANG Q9VlFRL/N£ A C,ENIFRUN£QR'PR,N/ARY,A9CLIMGIY 4. Remove accumulated sediment from the wet detention basin system semi-annually or when
depth is reduced to 757 of the original design depth (see table below). Removed sediment
r r- i - - T--- _ ----r-------~----------.. ----i _ - - i-_--_- ----T ~ I ~ ~ N I i ~ r ~ T - ------T------------------------ shall be disposed of in an appropriate manner and shall be handled in o manner that will
' ~ ~ ~ a I I ~ _ . ~ ~ i - not adversely impact water quality (i.e. stockpiling near a wet detention basin or stream,
I I ~ I ~ ~ ~ ~ - _ _ I ~ _ _ ~ I I ~ ~ i I i I f ; ~ I _ etc.). _ i 1
- j ~ - - The measuring device used to determine the sediment elevation shall be such that it will ``,~~~aunnrnrgrr~~ I , I ive an accurate depth reading and not readily penetrate into accumulated sediments. , ~ g
I I ! j ~ ~ I ~ ~ P c ,
I ~ I ~ l ~ _ _ ~ - r - I - - - r ~ - i ~ i j---'----....~ i I ' When the permanent pool depth reads 3 feet in the main pond, the sediment shall be w.~r1P a;., _._____--_-.._.r_ removed. ~ R ~
~ ~ ~ ~ I J , - ~ v i Q:Vj :~c ~ ~ ^ I l ~ - l When the ermanent ool de th reads 3 feet in the forebay, the sediment shall be Z,
i . I i ~ ' I I ~ i ~ > 10 IN. I ,y.,v,
~ b I i ~ I i ~ I ! _C ~ ~ ~ , _.f _ _ _ ~ _ i , I, i I i k ~ ~ I _ ~ removed. _ _ _ _ o l ; ~ _ _ _ _ - I .
I ~ I I p I ! I ,,d, c ~ I 5. Remove cattails and other indigenous wetland plants when they cover 507 of the basin
C j I ' _ ' GRASSED WEIR SPILLWAY ' ' - • ¦ - NE6dIT4VELY SL-0PEB I I surface. These plants shall be encouraged to grow along the vegetated shelf and forebay ~ \ a ~_------------------~-----___._.._---i_------ 'rmmnu~~a - - I ~ ~ - berm.
} i , ! ; INV. EL- D ; DRAW-QOWN ORIFlCE. _ i i ~i I r o• i i I ' U
~ ~ ~ ~ a- ~ -•o ~ INV. EL! B r ~ ~ I i ~ , TOP OF ~ERM ELF E' _ - ; . ' ~ - ~ I ~ ; Q I INTAKE DEL J' , ~ 4 0 U• i j 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of u. ~ ~ ! sediment through the emergency drain shall be minimized to the maximum extent practical. R~ISIONS BY
, ~ ~ > I I ~ ' I
R w , ~ I ~ j d ~ 7. All cam onents of the wet detention basin system shall be maintained in good working n o W N _ P ¢ ~ ~ ' ~ ~ ~ ~ order.
~ I _ _ N -t----- - -~tw- 1-~-- ___._.-1-_--~--
~ ~ t i ~ -I ~ i . O _ . O I _ ~ x ~ _ _ _ ~ j Q _ i _ _ _ _ ~ I I
A j ~ ~ , I i I a I i _ ~ ~ ~ ~ _ _ ~ I ~ ~ I ~ I ~ p ~ I
, I ; ' ~ ! ~ ; ~ r - c ^ I ~ '
rn I NOR POOL = . . o L= I • • ~ ~ f ' L 'I i
0 N i , ~ a-- ~ , I ^c ; I i I
~ ' _ - - 1 - _ ' I - N ~ ~i I I I i I I ~ i , i i ~ ~ i i I ~ - r ~ 1 j ; ~ GENERAL NOTES:
~ ~ ` ' ! eonCM oRNN. I ~ ~ ~ ~ ' ! I ! ! ~ j ~ F1tOM TOP OF INLET BOOL , I r ~ - ~ 1 i I i Ei90x i LF± ~ ; - ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 957 STANDARD PROCTOR.
3 i ~ _ _~I , I ~ , ~ i ~ BOTTOM POOL EL= 'A' TTOM A , s • • t.25x _ ~ )L EL A '
~ ~ ~ , I a BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION. I - Ii
10 MI . _ _IGAL _ ~ _ - ~ I i ~ PROPOSED GRADE ~ 1 ~ I
3 ~ - - - - _ _ _ _ - ~ -r---- PROPOSED GRADE I i ~ Date: 12/09/03 i,
IIJTTORAL SHELF TO BE PLANTEp ~ ~ I I ~ iWI1H ACCEPTABLE AQUATIC PLANT - i ~ I I I N. ~ 1 -50 Hor.
~ i P NTING DET. H ~ WN IN LA PECIES ASS , S P ~ Scale: N/A i
z I ~ ~ _ I L PERMANENT CONCRETE .ANCHOR , Q ~ i ~ i I I , I ~IOR i ~I I ~ ~ Drawn: JMY -
~ , , i ! I I , ~ I , I ' ~ I I ~ I Checked: DLM
i I ~ ' U I I----.---------
LLJ TWO M x0-6 THIC 'M'x0,-6` THICK .y Job: 03-07-06
CONC. AN-n-SEEP i C. ANTI-SEEP COLLARS.
CD / I co tLQ • ALL CONNECTIONS TO INLET BQX MUST BE Sheet )X MUST BE
SEC ,SEALED WATERTIGHT. ? , j- BEFORE YOU DIG I _ CALL 1-800-632-4949
PDP M4' IV. 9E aA r PD- I N.C. ONE-CALL CENTER
s ITS THE LAW I
DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: of Sheets
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN Location: PR-20

~ LVU
~ ~ i ~ t ~R _ r
'
E ~ _ ~ ~ ~ ~ O ~ ~ >
~ ~ / ~ ~ ~ 7 )
Y \ _ ~ t / / \ \ ~ o ~ ~
/ 01 ..r ~l Ol..,~ J) r. v ~ ~
/ ~1 ~ STOCKPILE J N ~ Q 0.00 ~
1 l ~ _ 1 i ~ 710 ~ ~ ~ ~ ! ; ` ~ 720! n AREA ~ ~ ~ ~ N „
~ " 71 J1 a ~ _ w,~o ~ ~
r F~ ~ 708 STAB CONSTR ION ENTRA \
F ~ U T ~ 708 T , 7 06 g" R DETAIL 30.11. Y ~ ,
T W S ~ ~S ~ ' „ GRAVEL & RIP FILTER ERM BASI ET M ,z - 7os ~ pOp~ err 00 ~ BASI 730 ~ r V c
e _ T _ _ ER DETAIL 30.1.2 ' qC K D . ~ 7os FNT ~ 0 ~
IRE FABRIC INLET TECTION 1 ~I,,~ ~ \ ~ i T TECTION V Q ~ { "O ~
~ , a PE TAIL:' ON SHEET G TYf HEET G TYP. v ~ ~ ~ ~ O ~ ~
yT ; C13~} i ~ ~ rt
N7g.5 a ~ o 7 4 j„ ~---_,,,1 2 O r
F ~i )314 99 ~ / / ~ 6)6.4 , 1 00 ~ 'S / /0:-; 676.4 ~ ~ ~ v
-730 J 1~ ~ p ~ ~ ) TEMPORARY DIVERSION SWALE PER 0
~ ~ ~ ~ ~ p~;~ i 7 10 RACTrcE DE`FAIL 30.05 TYPICAL SWALE TO ~ y Q,
AR ~ EA t.`'~ . ~ ~ " ~ ~ i REMAfN AFTER CONSTRUCTION TO a DIVERT W'kTER~TO HW3. p` ~
' ~ r~~ B ~ ~0 R30.00' ~ R CQ TD
! TE ORARY IV - - ~S, 25,00' " f~ D ERSION S ALE o ~ _
`i R 'r ~A R DETAIL. 30.05 TY ICAL Cp R30.00 U _ T ~ , . 7os NO SCALE
P
~+16.6 CB3 _ „ 3 'ON
k LEGEND ~ O
- ti PARTS r' ~ BUS DELIVERY ~ ~ R45.00' J I--I ~ ~
~ n KIN ~ ,TRAI R R ~ TEMPORARY RISER BASIN (~j rr~~ LE B#
dos ;>r 799 742 i ' - ~v 799 74L SF STORAGE PER DETAIL 30.0E ~ ~ N
18.360 / TEMPORARY DIVERSION SWALE ~ M 18.360 AC TD ~ cn o PER DETAIL 30.05. ~
- r- p 0.179 Acres ~ 155,050 ARTS , DI7 U O
~ 2,365 Sq. Ft. ~ n 'PROP FF 7f~,1 + - 2.8pp S / F O L RIP RAP OUTFACE PROTECTION ~ ~ In
Field Lgcoted i 31. ' wetl6nds ~ MACNIN ~ ~ R TAI ~ PE DE L 20.55. Q~ ~ ~
® ESN FAgRIa ® ),000 aP ATI pN ~ ® ~ S F ` SHOP 710 TEMPORARY SILT FENCE
c B 2 22 Ncre~ r 31 F~a~s ,400 S.F 8 0 PER DETAIL 30.06. ~ ~ ,000 S.F ~
~ ~ RABBIS aC ~ ~ _ STABILIZED CONSTRUCTION ENTRANCE
~NFETME7 ~ 0 PER DETAIL 30.11. ~
~YN ~ .N N 8 0 RANSPQRT i" #4690-15-0938 ~ p~CK XIT 15.D0' Now or Formerly TSB TOP OF SLOPE BERM ~ ~ O ~
~ ~ - i ~ f- ~ ~ U PER DETAIL 20.50, J City of Concord OW Q, ~
~ SU ® g-AS T $EMg~Y TIRE Deed Book 4059 Page 299 ~ 0
453 461 F _ ~ ; 9~ooos.F glY 2 ® WIRE FABRIC INLET PROTECTION O ~ 0 338 y N S.F PER DETAIL ON SHEET GR-2 W
f ~ ~ [ If Q 6 .00 GRAVEL & RIP RAP FILTER gERM BASIN n, ~ C
10.410 AC ~ ~ r r U ~ W J PER DETAIL 30.12. ~j O
® t n ® Dl8 ~ ~ d In
I ~ `l 1 ~ - - - EXISTING CONTOURS o
3.7. i ~ ASS a E ~ s+~ N1gEy~ i PROPOSED CONTOURS
° ~ ~ TD 7 3) FINISNIN 1 ,1
~ n 710 P ,650 S. F, ~ o J ~ LC ~ LIMITS OF CONSTRUC110N TYPICAL ( )
ni 9.00' ~ o o E ~ S S~' ST SOIL TYPE BOUNDARIES (TYPICAL)
r ~ ~ r _ p..i TEMPORARY SILT FENCE M"~ SPOT ELEVATION MARKER
_ In l - v PER DETAIL 30.06 TYPICAL T.C.=TOP OF CURB " ; ` .f c, X T.C. ( )
a 1~ r, M..~
~K8 ~ ' ~ C~~ ~ 2 ~ 0 a
3/4" Iron 1 T °o ~~~pvyv ~ ~ ~ ~ x _
Pipe I ~ ~ Q uj ' ~ PAItV - F w
. Z$ . ~ 1 0 ~ - ~ ! ~ 'OQOS.F, a~ J ~ ~ STORMWATER ~ DETENTION: POND ~ ; Q I~
sy+? _ i o ~ PER DETAILS ON o
1 ~ TEMPORARY RISER BASIN #2 - 35 p;s. SHEET PD-1
~ 15" CMP BARREL 18" PERFORATED MP RISER ` ~ I ~ 10 ANCHOR RISER IN 1'-6'x1'-6"x1'-0" DEEP n ~y E E ~ ~ PERMANENT DETENTION POND TO BE USED J' A OSp II dS STO ~ AS A TEMPORARY RISER BASIN DURING
S E NE d ~ CONCRETE BLOCK. INSTALL 4'-6" ANTI-SEEP R, ~ CONSTRUCTION. SEE DETAILS ON SHEET PD-1 ~ A
COLLAR ON BARREL JUST BELOW CENTERLINE OF 7 e 70 i. T NGfNE S S:F y V` i y STO - ~ H
1 BERM. CONSTRUCT 8' WIDE TRAPEZOIDAL ~ ' I EMERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN ~ Y' R. BOT.-688 10' CONCRETE LINED EMERGENCY
SOIL. SEED ENTIR .r ASIN AND SPILLWAY P ~ NCE I E:~ UON n LY l 10 ~ SPILLWAY PER DETAILS ON SHEET PD-1 N
~ ~ COMPLETION OF CbNSTRUCTION. BOTTOM OF' R DI21 y RI32 w rr D121 10 3„ V 6 RG ~ C,~D W
~ ~ BASIN=690, TOP.~;OF RISER=692, SPILL~NAY ~ ~ p.. 10 ~ INVERT=69 & TOP F ERM= 4 CB10 : ~S CO ~ ~ 3 0 B 69 A5 r ~ GENERAL NOTES: W DI2. FES
O ~ ~ PER DETAIL 30.Q1 TYPICAL ~ ~ 708. 26.00' E U E TRAN PO ES2 1. BOUNDARY SURVEY INFORMATION PROVIDED BY PIEDMONT DESIGN ASSOCIATES, P. A.. i
~ A K ENT 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL EXISTING OVERHEAD
n a s. Z I ~ a_ A 20.00 y CONNECTO HW30 UTILITIES (SHOWN OR NOT SHOWN ON PLANS) PRIOR TO ANY GRADING ACTIVITIES.
TEMPORARY SILT FENCE t ~ 6 RB#2 T _ ~ ~ AN Y C N F 1 T H ~ ` 0 LC S S ALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. ~ H
1 _ _ ,294 SF PER DEF~I.L 30.06 TYPICAL 6 ~ M ~ ~ y rr 3. ANY OFFSITE BORROW SHALL COME FROM APPROVED MINE SITE. - ~ V1 ~ JB fi DI 8 ~ 4. ALL EROSION CONTROL MEASURES MUST BE MAINTAINED UNTIL ALL DISTURBED M•••~
~ ~~S FENCE I 1 9.00' '30.0 ' O6 v V 1
I 1 -Toe o " ~ ~ SB AREAS HAVE BEEN PERMANENTLY STABILIZED. ADDITIONAL MEASURES MAY BE 0 ~ REQUIRED AS SITE CONDITIONS WARRANT.
?n ~ ,FLUME GATE L_ ~ s ' S. SEE SHEETS GR-2 AND GR-3 FOR EROSION CONTROL SPECIFICATIONS AND DETAILS.
- - _ _ S CB1 AT 5 PROPOSED , 6. ALL STORM INLETS SHALL BE PROTECTED BY WIRE FABRIC INLET PROTECTION rr y ENGINE V
_ a 2' FLUME o ~ - - _ ~ O6 705.$8 011 ~ BUILDING AS PER DETAIL ON SHEET GR-2. SEE SHEET GR-2 FOR STORM DRAIN DATA.
- _ ~ ~ ~ 2' FLUME _ _ ~ - - CB12 ~ - i 7. ALL STORM OUTLETS SHALL HAVE RIP RAP OUTFACE PROTECTION AS PER DETAIL 20.55.
' r - ` o 0117 X92.3 , 8. ALL FLARED END SECTIONS SHALL gE PROTECTED AT THE TOP WITH TEMPORARY SILT 04 ' y N ( ~ FENCE PER DETAIL 30.06.
' 3/4" Iron ~>C.705.8 Dll f2 p ~ Pipe Sa - \ ~ ~ 9. PERMANENT GROUNDCOVER MUST BE ESTABLISHED WITHIN THE PROPOSED DIVERSION r..y
( ( _ 16 06. T.C. 06. T.C. ~ T g SWALES. ADDITIONAL MECHANICAL MEASURES MAY BE REQUIRED IF THE VEGETATIVE w
289.1 BUF ~ ° - Rebar 2 ~ER C ~i- - _ WIRE FABRIC INLET%PROTECTION ~ COVER CANNOT BE ESTABLISHED AS PROPOSED. ~Q
1 1 Z LC ~ . - ~ 83° ONED "~~c ~PF,~DETAIL ON ,SHEET GR-2 TYP ~ ~Q
37 3 „ 58:3 /RE ~ ~ - 5 W 9 SI EN ~c ~ 8 ~ TI . ~ ~ #4 Rebar ~ ~ a. 5 AL if LC ,n 7 6 'o y ~ q ~ U ~ ~h
_ 1'ota 3 I SE #4680 95-4434 S ~ b CoB ~ ~ ~ ~ ~ 702 G Q~ P ,
Now or Formerly S 1" Iron Pipe ~ ]3. ~ a + - #4 5 Shwe U. & Christine M int ~
Deed Book 76 P y Rebar C? 0 2 oge 153 , S ~p. TEMPORARY DIVERSION SWALE #5 ti ~ ~ G ' ~.0 6
lat #1 $ethony Woods Subdivision #4680-95- ~ 1 - PER DETAIL 30.05 TYPICAL ` Rebar ' - 0 ~ ' % TSB ~ -
Plot Book 20 Page 7 ' Now or F rrsel ~ / .y a ~ 524 ° 1 Sh e U. risfine Myint #4690-95-9309 524 S88 1 E ~
`D d B `a 762 Pa e 153 Now or Former) ~ .d P; TO BE DEMISED TO ; ~ % ~
} Lot` hon W ,9 Shwe ll. & Chri i y TO BE DEMISE c # y oods Subdivision stne Myint ' THE CITY OF t ~ THE CITY OF CONCORD Q ~ v TOP OF SLOPE BERM
~ la Book 20 Page 7' ~ Deed Book 762 Page 153 - p PRIOR T 0 SUB ~ Lot #3 Bethany Woods Subdivision + 86 PRIOR TO SUBDIVISION ' ~ ' f PER DETAIL 20.50 ~ nJ~%`
~ 4690-05-0348 I " o Plat Book 20 Page 7 # n12, a ~ REVISIONS BY
~ Now or Formerly TD ~ `,Shwe U. & Christine Myint D12 ~ 1 I ~
d Deed Book 762 Page 153 ~ ~ r
o Lot #4 Bethony Woods Subdivision ~ 5 00 Plat Book 20 Page 7 p N ~ PROPOSED 3 ~ ~ / 'ti PROPOSED ~ U ~
N ~ ~ ~ ' ~ 30,000 S.F. ti 30,000 S.F. ~ J / 0_ r ~
c~ ~ 0 HANGER HANGER / v ~ ; , ~ w 'PROPOSED t ' "
o N N F.F.=70 N ~ M? 5.00 m r.'L. F.F.=705.00 ~ 0.465 Acres 7 ~ r / +n ~ o TAXI-WAY _ % ~ er ~ 20,236 Sq. Ft. ~
N ~ . ~ p ~ V ro ~ J Field Located' ~ cp
~ ~ Wetlands V f ' o N J
~ - ~ ~ ~ 167;'f 71 SF ylnt - - ~ i+ z TEMP RARY RISER BASIN #1 167;'171 SF D124 15" RCP 12" AMP BARREL & 18" PERFORATED CMP RISER
~ r a.~(v' _ V,1 n 3.838.~AC 3.838, 'AC 125 ANC~OR RISER IN 1'-6"xt'-6"xt'-0" DEEP
w 6 ~ V z 1 j- I o g o _ f CO CRETE BLOCK. INSTALL 4'-0" ANTI-SEEP
m a ~ 3 Y 704 u CO LAR ON BARREL JUST BELOW CENTERLINE OF ~i 702 ~
~ ~ ~ ~ r. RB~1 I B M. CONSTRUCT 8' WIDE TRAPEZOIDAL ~ 10,463 5E' ~ ERGENCY SPILLWAY WITH 3:1 SIDES IN VIRGIN ~ ~ Date: 12~09~03
~ ~ SOIL. SEED ENTIRE BASIN AND SPILLWAY UPON /
~ ~ ~ ~ ~ ~ ~ z ~ _ Z I ' OMPLETION OF CONSTRUCTION. BOTTOM OF - UB33 ~ ~ =60 HOB. - _ _ _ T _ ,V ASIN=672, TOP OF RISER=674, SPILLWAY Scale: ,
~ ~ _ T56 ,J NVERT=675 & TOP OF BERM=676 AS 2 CONTOURS
U " PER DETAIL 30.01 TYPICAL Drawn: JMY
\ - _ l n ~ _ -BEFORE_YOU _DIG ! . _
i_ PLC N UAL I
O t - 1 1 2 Iron .C L ONE CALL CENTER unecKea: uum L ''ter IT'S THE LAW 1 Con'uekc~ ~ab:03-07-06
M Pipe #4 Rebar 24 0 -
Lot #5 j 246.89 0' 89'41 '58~.... monument 310.0 Sheet
Bethany Woods Subdivision 1 ron o r- Pipe ~ 1 ron 5 eb GR _ Pipe S89°41 56;,W TEMPORARY SILT FENCE
Plat Book 20 Page 7 '54'39"\,N PER,, DETAIL 30.06 TYPICAL Tie Line
I 84 Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CON U4589-9725422 i it
SENT OF PIEDMONT DESI( J )NT DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: of 3 Sheets

~a--,.---..
NARRATIVE: T RM DRAIN DATA: SO
Ryan Companies US, Inc. is building a racing facility for Ganassi Racing on 6. Clear vegetation and grub stumps from all areas to be graded.
approximately 22.20 acres located off proposed Westmoreland Drive. The scope of INLET
work will involve clearing, grubbing, grading, storm drams, aggrgrate base, paving, 7. Strip topsoil and stockpile on site for redistribution upon completion of grading. PIPE PIPE MIN. FULL FLOW ~ ~ ~ ~ STRUC. ROAD C.L. OR T.C. INVERT INVERT INVERT INVERT PIPE
building construction, water, sanitary sewer and associated utilities. Disturbed areas IN #2 IN #3 OUT SIZE LENGTH SLOPE SLOPE VELOCITY ~ LD. STATION ELEV ELEV IN #1 r V' ~
will be protected by a riser basins, silt fence, temporary diversion swales, top of 8. Install temporary diversion swales as indicated on sheet GR-1 to divert water and slope berms and wire fabric inlet protection. Total disturbed area is estimated to be sediment into erosion control measures. e ~ 0. ^ ~p
22.06 acres. Upon completion of construction all disturbed areas shall be + 705.03 705.01 NA NA NA 702.07 15 28 0.50 0.50 3.72 0. ~ ~ C61 0 56.40 ~N~
permanently stabilized with grass as per the attached seeding specifications. 9. Install permanent detention pond for use as a temporary riser basin during construction. NA 701.73 15 76 0.50 0.50 3.72 w ~ ~ C62 0+56.40 705.03 705.01 701.93 NA ~ ~o
Follow details on sheet PD-1. 184 0.50 0.50 4.21 v N o C63 1+16.67 707.08 706.57 701.35 NA NA 701.10 18
GENERAL: ~ i~ CB4 22+55.99 708.25 708.27 700.18 NA NA 699.98 18 52 0.50 0.50 4.21 ~ ~
10. Install all storm dram structures per plans. •r.w d; ~
The work shall consist of furnishing labor and material, equipment and performing all operations CB5 22+00.00 707.64 707.66 699.72 NA NA 699.22 24 64 0.50 0.50 5.09 ~ ^
installation of all work as s ecified herein and as shown on the 11. Install all underground utilities. (Contractor shall schedule connections and locations of necessary for a complete p existing utilities with appropriate utilities and agencies prior to construction). 0.50 0.50 5.91 a CB6 19+40.35 707.54 707.56 698.90 NA NA 698.40 30 192 0 z ~ ~ ~ y~
drawings. D17 NA NA 708.50 697.44 NA NA 697.24 30 148 0.50 0.50 5.91 ~ v~~
12. Fine grade roads, parking and building pad to subgrade elevations. 696.50 NA NA 696.30 30 60 0.50 0.50 5.91 a D18 NA NA 709,00
1. Work shall consist of installation of temporary erosion control measures; clearing; o
grubbing; stripping topsoil; roadway and general grading; controlled fill; utility installation re oration of sub rade~ fine radin concrete curb and utter; avin and 13. Place concrete curb and gutter as called for on plans and backfill with clean, FES9 NA NA NA NA NA NA 696.00 NA NA NA NA NA A ~ o ~ ~~o..
' p P g g g g p g debris-free earth. permanent seeding. All disturbed areas shall be left in a stabilized condition upon ~ .o~~
completion of this contract. 9 15 92 0.99 0.50 5.24 ~ ~ ° C610 5+93.33 707.37 706.86 NA NA NA 703.2 .c
14. Place stone base and asphalt paving according to plans and specifications. D111 NA NA 705.70 703.01 703.01 NA 702.76 18 72 0.50 0.50 4.21 ~ .E
2. The Contractor is expected to examine the site to familiarize himself with site FROM CB10 FROM C613
for shall careful) read all the s ecifications and examine the 15. The Contractor shall sow seed (including fertilizer and mulch) on all exposed earth areas conditions. The Contrac y p
drawin s and details in order to thorou hl familiarize himself with the work to be done. within 5 days of the completion of grading in that area. Seed, fertilizer and mulch shop g g Y be of the t e called for, for either temporar or permanent grassing as required. + NA NA NA 703.47 15 28 0.50 0.50 3.72 CB12 7 50.00 706.39 706.41
Any work shown on the drawings or included in the specifications, or reasonably implied YP Y CB13 7+50.00 706.39 706.41 703.33 NA NA 703.13 15 24 0,50 0.50 3.72
b either shall be erformed the same as if called for b both. Contractor shall inspect seeded areas at 15 days after initial seeding and repair all bare Y P Y areas. Non-stabilized areas shall be stabilized with erosion control blankets or other D114 NA NA 705.00 702.40 NA NA 702.15 24 172 0.50 0.50 5.09
acceptable methods as approved by the Engineer. U N
EARTHWORK: D115 NA NA 705.50 701.29 NA NA 701.09 24 68 0.50 0.50 5.09 O
16. The Contractor shall be responsible for maintaining all sediment and erosion control D 116 NA NA 705.00 700.75 NA NA 700.25 30 68 1.91 0.50 11.56 o N
1. A tem orar bench mark shall be established on site. measures throughout the duration of the construction project. Maintenance shall P Y include, but not be limited to: cleaning silt out of dram structures, adding extra gravel 0.50 0.50 5.91 D117 NA NA 705.50 698.95 699,75 700.00 698.75 30 84 r~
FROM DI20 • ~ FROM DI16 FROM DI19 ~ O O
2. The Contractor shall be thorou hl familiar with the Erosion Control Se uence as stated or riprap; regrading swales and washed out areas; repairing, replacing, or adding silt g Y q fence, etc., all as re uired. 0.50 0.50 3.72 ~t ~ D118 NA NA 703.60 NA NA NA 701.16 15 88 to
hereafter and shall follow this sequence to insure that no off site pollution occurs during q or after construction. Any deviation from this stated sequence or plans and details shall ~ ~O
and Cabarrus Count . 17. Contractor shall clean all storm drainage structures, pipes, culverts, etc. prior have prior approval of the Owners Engineer y D119 NA NA 703.65 700.72 NA NA 700.47 18 144 0.50 0.50 4.21 ~ ~t
to final payment. .50 3.72 ~ ( D120 NA NA 704.00 NA NA NA 700.42 15 84 0.50 0 N
18. At the end of the project construction and after the permanent ground cover is 9.98 s Z D121 NA NA 709.50 698.33 NA NA 697.83 36 128 1.12 0.50 RS ~
3. Top Soil: Strip all top soil from the area to be graded and stockpile on site for established, the Contractor shall remove all temporary erosion control structures and seed c ~ 0 6.68 a'' a~ D122 NA NA 709.00 696.40 NA NA 696.20 36 40 0.50 0.5
redistribution upon completion of grading. all remaining disturbed areas. The Contractor shall remove the filter stone & wire mesh w (
4. Soil Borings shall be taken in the area of the building by a certified soils engineer and and all accumulated sediment after all disturbed areas have been stabilized. FES23 NA NA NA NA NA NA 696.00 NA NA NA NA NA ~ N Os
the results reported to the Owner's Engineer. This work shall be done if directed by the ~ ~ o (0
ineer. 19. Contractor shall "hold the Owner harmless" from financial penalty, which could be Owners Eng invoked by government authority, due to Contractors negligence. .50 3.72 ° a. D124 NA NA 703.75 NA NA NA 699.89 15 116 0.50 0 cn 0 0
5. Fill Dirt shall be placed in the areas indicated on the plan. Fill material shall be free of D 125 NA NA 701.75 699.31 NA NA 699.11 15 100 0.50 0.50 3.72 W o a~
'll be detrimental to construction of a stable fill. SEEDING SPECIFICATIONS brush, rubbish, and other material that wi ~ cd u7 c
All fill shall be compacted to a minimum of 95~ Standard Proctor with proper moisture D126 NA NA 701.75 698.61 698.61 NA 697,86 24 256 0.59 0.50 5.51 Q ~ ~ w ~
control. Maximum thickness of la ers of fill to be compacted shall not exceed 8". No SLOPES 3:1 or FLATTER Y FROM D125 FROM D127 ~ ~
slopes shall be greater than 2:1. The entire sub-grade after compaction shall be smooth 0.50 3.72 ~ D 127 NA NA 703.75 NA NA NA 699.19 15 116 0 50
and uniform slo e. 1. Apply agricultural lime at the rate of 90 Ih/1000 sf. P 2. Apply 10-10-10 commercial fertilizer of the rate of 20 Ib/1000. sf. D128 NA NA 707.50 696.36 NA NA 696.16 24 32 0.50 0.50 5.09
6. Cut Material to be excavated is assumed to be earth and other materials that can be 3. Seed in accordance with the following schr~dule and application rate: removed by power-shovel, bulldozer, motori: ed pan, or normal excavating equipment; 29 NA NA NA NA NA NA 696.00 NA NA NA NA NA FES
but not re uirin the use of ex losives or drills. If rock as defined herein is DATE TYPE PLANTING RATE
q 9 P ~ ) encountered within the limits of excavation, the Contract Sum will be adjusted in 0 HW30 NA NA NA 684.00 NA NA NA 42 60 2.80 0.56 17.51 M..~ H
vi i ns for "Chan es in the Work" of the "Conditions of the Aug 15 -Nov 1 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf compliance with pro s o g 631 NA NA 706.00 682.32 684.32 NA 681.82 48 456 1.54 0.55 14.19 J
Contract". When rock is encountered, Contractor shall notify the Engineer immediately; FROM HW30 FROM RI32
f rther until instructions are iven and measurements made for Nov 1 -Mar 1* Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf and shall not proceed u g
f t blishin volume of rock and the value of excavatin same. ,Abruzzi Rye 25 Ib/ac ar 1/2 Ib/1000 sf the purpose o es a g g NA NA 701.94 NA NA NA 688.00 18 80 4.60 1.00 12.76 RI32
Rock is defined hereby as that material which cannot be ripped by acrawler-tractor 04.00 674.80 NA NA 674.60 48 92 1.74 0.55 15.08 w JB33 NA NA 7
minimum of 50 000 lbs. drawbar ull at one mile er hour ullin a sin le- Mar 1 -Apr 15 Tall Fescue 200 Ib/ac or 7 Ib/1000 sf rated at a p p p g g tooth ripper. Equipment shall be in good repair, and shall be in proper working w~ NA NA NA ~ HW34 NA NA NA NA NA NA 673.00 NA NA M--~ ~
Apr 15 -Jul 30 Hulled Common or Bermuda 30 Ib/ac or 1 Ib/1000 sf condition. RWI E NOTED. ~ ~ T RM DRAIN PIPE TO BE RCP UNLESS OTHE S ~ NOTE. ALL S 0 U
Rock is further defined hereby as boulders larger 'than i/2 cubic yard in size. W~A
i f unit- rice for rock unless minimum-szed Jul 15 -Aug 15 Tall Fescue and 200 Ib/ac or 7 Ib/1000 sf No payment well be made on the bas s a p
utilized as re uired hereinbefore. Brown Millet or 35 Ib/ac or 7/8 Ib/1000 sf equipment or better Is q TEMP. RISER BASIN DATA A
as removal of material b drillin blastin or wed in Sorghum-Sudan Hybrids 30 Ib/ac or 3/4 Ib/1000 sf Rock work Is defined hereby y g, g g g SED. SED. SED. U~ Z
Rock shall be stripped for measurement before excavating, and no rock excavated or RISER DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAG STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT. Z
surement will be allowed or aid for as rock. Measurement and * Heavily mulched during January -March period. Coat applied at the rate of 5-7 gal/1000 sf loosened before mea p a merit therefore shall be b number of cubic arils re uired to brin the excavation or 200-300 gal/ac. N TH WIDTH LENGTH WIDTH LENGT BASIN a BASIN AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LE G
PY ~ ~ Y Y q 9 to the required surface or grade as required by the Contract Documents. The Owner U FT ELEV. Q W
h rades should excessive roe k be encountered. 4. Mulch with straw applied at the rate of 75-100 Ib/1000 sf. and anchor with asphalt emulsion may adjust t e g NUMBER ACRES ACRES) (CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ( ) ~ ( ) (
tack coat applied at the rate of 5-7 gal/1000 sf or 200-300 gal/ac. 9990 9042 1.0 73 146 10 81 154 69 142 672.00 1 5.55 5.55 0
.0 101 202 15 128 229 97 198 690.00 2 10.87 10.87 19566 17709 1 ~
ER SIGN CONTRO SPECIFICATIONS sLOPES GREATER THAN 3:1 To 2:1 0 L Desi n Re uirements: Freeboard 2.00 Feet C11 9 q [--I
i Nhr ~ 10 Yr Storm Intensity 6.80 Q
Re uirements of the Contract Documents a I to all work in this section. 1. Apply agricultural lime at the rate of 90 Ib/1000 sf. q PP Y 2. A I 10-10-10 commercial fertilizer at the rate of 20 Ib/1000 sf. PP Y Riser Height Above Sed. Storage 1.00 Feet ~ W
3. Seed in accordance with the following schedule and application rate. ALL TEMPORARY RISER BASINS TO BE CONSTRUCTED AS PER DETAIL 30.01
GENERAL: Provide the work of this section for erosion and sediment control as indicated and
s ecified as follows: DATE TYPE PLANTING RATE P PERMANENT POND AS TEMP. RISER BASIN DATA
Construction entrance; Sediment basins; drainage structures; inlet protection; a SED. SED. SED. ~
rotection and ermanent seedin Mar 1 -Jun 1 Sericea Lespediza (scarified) & 50 Ib/ac or 11 Ib/1000 sf silt fence; filter cloth and riprap outfall p p g
Mar -Apr Add Tall Fescue or 150 Ib/ac or 3-1 /2 Ib/1000 sf DRAIN. DISTB. MIN. REQ. MIN. REQ. STORAG STORAGE STORAGE WEIR TOP TOP BOT. BOT. BOT.
PERM. AREA AREA STORAGE SURF. AREA DEPTH WIDTH LENGTH LENGTH WIDTH LENGTH WIDTH LENGT BASIN O
I I ITY: The Contractor shall furnish the Owner a s stem of Mar -Jun Add Weeping Lovegrass 5 lb/ac or 1/8 Ib/1000 sf POND ACRES ACRES CF) (SF) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) ELEV. ( ) ( ) (
CONTRACTORS RESPONS B L y temporary controls to minimize soil sediment erosion during the construction period caused by 1 3.38 3.38 6084 5507 1.0 58 116 10 66 124 54 112 688.00 W
s called for on the drawin s and as site Jun -Sep 1** German Millet or 40 Ib/ac or 1 Ib/1000 sf storm water runoff. Work shall be performed a g Design Requirements: Freeboard 2.00 Feet
Small-Stemmed Sudan Grass 50 Ib/ac or 1.2 Ib/1000 sf conditions warrant. 10 Yr Storm Intensity 6.80 iNhr
e 1.00 Feet Riser HeightAbove Sed. Storag
Sep -Mar 1 Sericea Lespediza 70 Ib/ac or 1-3/4 Ib/1000 sf NT POND TO BE CONSTRUCTED PER DETAILS & SPECIFICATIONS ON SHEET PD-1 A,,...•~ PERMANE ~ ,
h ace tance it is the Owner's res onsibilit to ro erl (unhulled-unscarified) 150 Ib/ac or 3-1/2 Ib/1000 sf OWNERS RESPONSIBILITY: After t o c p p y p p y P ,2 - ~:p ~j;7
maintain the work. Tall Fescue Millet or Sudan 20 Ib/ac or 1/2 Ib/1000 sf RIP RAP OUTFACE PROTEC110N DATA ~ Q : . ~
STRUC. Do Q D50 La W@Pipe W@End Dmax Thickness = U : r` ~
EROSION AND SEDIMENT CONTROL: The Contractor shall rovide erosion and sediment Temporary -Reseed September 1 at recommended rates. P 0 LD. Inches CFS Inches Feet Feet Feet Inches Inches S O r ..b ti
control during the period of construction of this project. The Contractor shall protect and _ anchor with as halt y5 WASHED STONE CUSS I RIP RAP FES9 30 27 6 16 8 19 9 14 ,,d~,,,,.~' ~ c•~
~ maintain the tem orar erosion and sediment control structures which rovide tem orar 4. Mulch with 3 straw applied at the rate of 50 90 Ib/1000 sf and p i'THICK 1'THICK « a' HIGH MIN 9 23 11 16 , 00~~` I ~ FES23 36 32 7 20
o P Y P p y emulsion tack coat a lied at the rate of 5-7 al 1000 sf or 200-300 al/ac. F sediment ollution control as shown an the drawin s. The Contractor shall rotect and PP g / g pow } p 9 P Fro / ~ / 9 24 12 5 13 6 15 8 11 ",Nmn w ~ ( ~ / FES2
~ maintain the temporary facilities as necessary to trap soil erosion and sediment pollution created 1 30 15 23 ~ HW34 48 101 10 26 12 REVISIONS BY
by storm water runoff. Maintenance of these facilities shall include, but not be limited to, ~ ~ ALL RIPRAP OUTFACE PROTECTION AS PER DETAIL 20.55. PIPE
o regrading and filling of washed out areas, adding erosion control blankets, adding silt fences
and riprap, and reseeding and mulching of the swales during the construction period if deemed ~ d necessar b the Owner, Owner's En ineer, or Cabarrus County (Thomas Smith 704-920-2887). GRAVEL & RIP RAP FILTER BERM BASIN DATA: ~ ~ DRAIN. DISTB. MIN. REQ. MIN. REQ.
Y Y 9 ~ GRRFB AREA AREA STORAGE SURF.AREA
m 0 / ~ BASIN (ACRES) (ACRES) (CF) (SF)
cv ~ / 1 2.26 2.26 4068 3682
0 EROSION CONTROL SEQUENCE: The following sequence of construction shall be staged as ~ METAL "T" POST ~ ~ ~ , ~ GRAVEL & RIP RAP FILTER BERM BASIN PER DETAIL ON SHEET GR 2 v+ ~ ~ i
required to provide acceptable erosion and sediment control. WIRE FABRIC #5 WASHED STONE F~.° F,,o SEDIMENT STORAGE AREA
iv #5 WASHED STONE WW FABRIC PERSPECTIVE VIEW
1. Contractor shall arrange apre-construction meeting with the Owner, the Owner s
3 En ineer and a re resentative from Cabarrus Count Thomas Smith 704-920-2887 z 9 ~ P Y~ ) a ~ N prior to any land disturbing activity. ~5 WASHED STONE
~ N A ~ 12~~ M1N. INLE _2, CLASS I RIP RAP SEDIMENT STORAGE ZONE 1~ FlNISH GRADE
°i 2. Install construction entrance which shall receive a minimum of 6" depth of 2"-3" coarse 1. GRAVEL AND RIP RAP FlLTER BERM EA RAP FlLTER BERM BASIN SHOULD BE USED TO PROTECT EXISTING PIPE STORMWATER STORAGE ZONE Date: ~ 209/03
~ a re ate In OOSe meaSUrement at the OCatIOn ShOWrI On Sheet GR-1. An Sediment z INVERTS THAT DRNN 10 ACRES OR LES 99 9 Y JN 10 ACRES OR LESS.
~ accumulation on ad ~acent ublic roads as a result of this project and traffic ~ 2. DIMENSIONS SHOWN ARE THE MINIMUM ~ J P N ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED. Fco i : 1 °=100' Hor. w ~ Sca e N A
Q from this project shall be immediately cleaned off by the Contractor. " GRADE in M /
Q Minimum Stabilized Construction Entrance Length = 100' as per detail 30.11.) ~ PIP A I PIPE Drawn: JMY
~ 3. Install temporary silt fence where indicated on sheet GR-1. Protect all existing INLET STRUCTURE POST MAX. SEDIMENT DEPTH Checked: DLM
(fl FAN OUT POINTI
storm drain structures with wire fabric inlet protection per detail on this sheet. r HLAI\~ VILW SECTION Job: 03-07-06
SECTION H-H
~ 4. Install temporary riser basins. 9 WIRE FABRIC INLET PROTECTION RAP FILTER BERM BASIN Sheet GRAVEL & RIP
Cl) m No SCALE NO SCALE (DETAIL 30.12) GR-2
U N
0
a Location; PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN DESIGN ASSOCIATES P.A. Owner: Approved: Date of Issue: of 3 Sheet
J

~ _ k
f _..~T Dewatering
Weir koglh aaddepth--Keep Ux spillway weirat kast4 fl long aztd seed to
Emergency spillway pass the peat d~gc of the l0•yr swrm (Figure 6.fi0a?. A maximwa flow Pi a Outlet t Fl _ Pipe Outlet to Well~letin at 1 fk a mioimwn tleeboerd o[ o.s R and maximum side slopes of 2:l P o at Area ed ~ NoWell-defined Channel Channel Vell~letined ConcreteWock j eel - 's:
Riser pipe fa principal are raammaded. weir lxrlgth may be sekxtcd fiam Table 6b0a slmvn ra Excavated area {as required) ~ C ~
spillway I most 51m kx~tioas m Notil1 CaraliTra. _ Fr board • 1' min ~ Side slope 2.1 + - I ~ ~ '
Trash rack ,.r~, ~ Tablebb0a , ado A _ A _ ~ ^,_•r..,~ _1111(_..-, f Accumulale0 ~ 0. ~ ~
T • DeslynofSpltlvrdys DralnagaAna waklonpth aau pq A _ _ 4-1 p, sedimeN U N A ~ • - ~ ~ 1 ~ ~ ~ 111-= ~I• ro
~ f I Embankment steb+lized ( ) 4.o do A - II , _ 4 i _ _ z s.o i? w ro rt' - t'~ weepholes~'1!'= = ---c ~{Ilr_,,,,.
Drainage holes »W _ I- ! I _ vnlh vegetation s s.o with gravel I I II - t I ( 4 ,o.o Excavated depth, ~ { r fa Gravel-supported by (/1 is rf , h O _ min 1 • -man 2' ~1" dewatedn9 ! "I~11 II ~ hardware cbth to allow ~ iy N G
~ 2.5:1 slope ma s ,20 Plan ~ ~ t>abw top of inlet ~i11 : t ^ drainage and restrict ~ ~ ~ k
IDimalsiont shown are minimum Pfau r rl _ sedimontmovement. °U ~
_ - 1sT Anti•seep ~ Anti- tl =illff collar 1 U ~ ~ ~ ~ G
Selected tilt Flotation Principal Stabilized placed in layers _ 2:1 slo Tavel filter ~ U ~ ~,g 0
block and tom acted spi~IwaY Cut-0tt trench, outlet !~~l p 5h ...i7. Ul° Ili_ L,
barrel 2' deep ~ min ~ y - ' ~IH . v, v~o
1.5 K c~y~ ~ ~Flter 1800 cu Rf acre ~ blanket ' flow ~ ~ Flow U ~ ~ Temporary sediment ~I r; y~~ ~ ~ O
~ ?•7 5 ft :a max ~I 1 1° _ Wire screen Dewatering ~ : ~ , o ~ _ a Pool ~ . ~ a i ~ .,1~//~
Notes ~ Section AA t 'ahl~
1. la is the length of the riprap Fit, Filter ~ ' • ~/i ~
Cross section Fdwr fabnc apron. 61a blanket 2' max r.. ~ 0.
2. d • 1.5 times the maximum stone diameter but not less ~p~ ~ • ~ \ ~ II ~i ~ to
Design 2,• aenin a• than 6". _ - Yrti~ 'i'+ Oropinlet J~~j \ Flow
ran t(t« ssalemant 3, In swell-defined channel ex- with grate / Sediment Flow ~ v
~~I tend the apron up the channel u~lj(I~lut d banks to an elevation of 6" Npun 6.52e &otk and gravel drop Ne[ pmbcten.
tit Ise a above the maximumtailwater , •s ~ 2:, lids Temporary sediment pool ire mesh
~ I ~ max E`"'r d th ato the t of the beetle s a a ~ptra°,b,,, ~ h ver is less. tnax ~ Haar w C e (optional) ~ N
„ t t•.t stile slope ~ senled rap la0rie - max Hvara< d dam 4. A filter blanket or filter fabric 1' min 2.1 slope 3:1 slope 1.....1
gaand should be installed between art the riprap and soN loundation. 2' max ^ - t, ~ N ~ O
min I !1 dam " IY') Fine gravel ~I (h. _ r,0.,
Stone S8CtI0rl face p' min(II~ 3• X11 I; ~,a ~
n r I n Site leer b and stri 'I hen areas wider the em- p°"" Fen'p°"'' ?aP. Construction 1. Etlswe 1hM ilia subgredo fa the filter and ripmp follower the required lints CO St UCt 0 1. pteporalrals-C , gm , p ttpsa sad glades shown in the Com tan fill ' 1 li ii ~ ~ o thickness) stone 1--• O the req,wed,ines ~ O
S ecifi lion ~"~°'tmr'ran,~gaati°n,n°°a,v'°°m"an;~;°'~ae~°au«iat• Specrftcattons Pte. pat r rc~alrcdmt~stibgradetDt~ p ~ S To facilitate sediarrs ckmlotrtand rtstaation, char the pool area of all brtah, Con$tfuetion L Char, gnf1, and step the arts under the embankment oleo vegetation and density at the surrouMilg mldsturbed rnaterid. Low aloes in den subgrade on ere sahgnae b dte ~ O ndsesubgradeon Flgw.fi.s2bGrawtdropidav~~~t9r+~~1. ~}esignCriteria Limitdledainagearcatolacn;.xecptheminimamdeplhutrtandthtmax- ~ w
flees, and tiller objectioaahb materials. Stottpik atl topsoil a soil coetaiaing root mu Remove all surface soil tbomining high amounts at i>tganic metier undisturbed sal? may also be filled by inaeasitrg the ripgp thieimesa. ilcb~e, Iowa dcptM1 of 2 ft u meuured from the acs; of the iota suucturo. E ~ ~ [t
rarauetfauseoatbtoutersMltoftheembarlkmtnttofatilitateve Specifigtions ~ a~ ilk ~pk~~mtbe rlrgan gets' e ~ ProPer7• 1~ The ri and P cn ( Ted grading limits Maintain side sbpes around drc exawtiat no staPer tkan 2:1. r-1
rive asrablishatw. Place temporory seilarreritealltrol mason be:ow the basin ~ shower m file grml like ratio txmform m ilia specified gtadiog limits P~• as necdPb 1 Enswe that fin material~athe anbriluncnt is fie of rooa,woody vegeta- ~-i L Z N dse minimum wltuoe of ranvatrA area around d,e drop inlet a ap• ~ .a..+ e
l. Filter chxh, wtlen usul, roust mot deli ConstrUCtl4n Lay one bock on cart side of the swcturo on its side io the bottom row a ~ C L teodbepropedy drat ~ slautdbeexwvaeduteasdirchesbelow prosimalety35ydslacredtstttcbed. a O
L Cut-0ffDaath-Excavate a cut-0ff trench along the cauerline of the tarlh lion. aganic mal~r, and otrt objaYibrubk mafaial. Plan the fill in lips not gn mprireatetlle and be prapedy fill embankioenl Cm the trench w stable soil nlrerial, but in ro ale makd a w exceed 9 ladies and madlille cumlQta it ()ver fill the embankment 6;rches P tfO1q Fen~B a tearing drrulg ilat;dlaliO4 Repair any damage by iranydamageby SPBCIft;,atlonS illOM'p°0t ~ ~,,,~btacts ' stlbeed or ~ drecrestafd,e dram. d,ebouom agem ge
Ica than2ftdeep.Thecut-0tTtrertchmusteamtdiumbodtabaarteatsroatleau wallow fasettlanaa. Ong ~ dPmP ~P~Ng r?~utfiLaeloth owrslte damaged area. All corwecung joints shtwld avalap a mirlimtm of 1 fl if the damage is Ile ebvatioa at the rise west. Mate ilia miairoom 6otsorrl width wide etttxlgk owrdte damegcd the stoml dreintalataalsuppatand mavddwashoutswt~ o.atbw coats Shapethetmsin mfdsitecorsditions.wrtA theksngestdimensionaienrcd rowed N L If the damage is !f ntxxicd laWal su b su cent rows i 2 x 4 wood suds dw longest inflow am m provide maximum trap efGciaxy. O t . _ N
w permitoperationO(exavatioa~adcampacuaneglrpmmtbW mroaaeboa J. Cars>nct ilw outlet snctiotl io the enlbankmatl Protect the connection be• extensive;, repLx theerirc fdtercblh. ~ PPS ~q M d~ ~ - ~ b~~gs• ~ U ~ o lastatl provisions [adnining d,e temporary pout to improve trapping efficicn• O O Q
ilean 2 iL Make side sbpa of the trench ao stoeper ttlen t:1. Campaaion rc- tweenlhetiprapandlhesoilfrompipulgby taingfiltafabricarakcywaycmotf eprirernerilf ere ilea same a those to the arsbanhrlenl Keep die trdlch dry torch berwoen the ripap sauctrue and the soil. 4• ~P "roY ~ P~ by WuIP~. bw fate cane wavoiddatnaging the fd• Idaroagmgthetd• 2. Carefully fuhaMwareclothacaoparabkwire,rahwid,112-irrehoprsr- gfasmallstormsandbav0,dprabkmsfromsundagweerafltrheavyruns. ~ ~
during backfilling and campaclioe operatioea, Place the filter fabric betwea the ttPaP and soil Fstetd the fabric across ter. toga overall block openings a hDtd grovel in place. p ~
. Fmbaukmeut-Tara fill autaial fiom ilia wren atwwu oo ilea ~ ~"'Y to'mdatioa awl side a the top o[ Urc dam; a S. The minimum thiclmesr of o,a ripnpshouW De 13 times drc maximum swna ofelldcbrisrhatmi hindcranvationanddispasalofspoiL W ~ emuimunsaa -i iadiatrldet axd2iachcsbebwdrea COnStfUCGOn 1 (~oardu7uea g~ ~ ~ ~ ~ 3. uscckangrnYCt,3w-btn reh P
J exgvatea keywry trtxlclt along the oeotaline a<the spillway foundation dianrettr. phuls. Tt should be dears miotlal soil. fro e><roots, wDOdy vegeratian, rod~t, extrrding up the sides b the height of the dam. The trcach should be al of tho block a a 2:1 alape a f>7ua and soaot6 it m an ever grade. DUT g5T Spec;}If;,atlt)n5 if ~ t71 C
and other ubjeetiorobb tmlaial. Scrify areas a which fiR is w be plxcd befarc pleriag fill, The ffll material muse cosltia sufficitM moiatrae m u an lwl2 adap and 2 ft wide with l:t side slopes. ~ Riprap may be fiehl stone arough cplazry SWne, It should be hard, angular. washed shoe u aecaornraaed. i. trade the approach b tk Iola un amly. W , _ C1't be hard, angular. 4. If col slate and tales veL ~ y grave ere weed, tap the sbpe mwud the iota oO suepa 1. Protau wap by gn Q_
be fomtod by hard lino a hall wiillallcnlmbling. t(wata Carr besgoaudout 1. Clearthepondrabebw dledwatiotrof dleetieslgf6lespillway wtaclTimle 1tMY waffler-rcaisraotand weU graded tlwt 3:1. Leave a roiaimum I-ft wide level stone area txxween dle sorocwre and
of ilia balk's is too wet fa proper amlpaction. Plax fill material is 6 w >4inch sediment cleaaow. 7. Cotlstrtrct ilia apron oa zero grade with ro ovexfaD r the cad Make the tap casitutaa la)aaovatheentiroknstbofdeefiprrarldthwcmloactilCom• of the ripgp r the downrraro end k;vel wide the rexivipg rn a slightly around dte told b prevea gravel Gar auaing idles, t';~t the slope bTVUd tee 4. Who dse ooatnbu6ng dnirage area has beam pcmarrerrdy sabilired, stet ad. Make tht tap into, eae alma 3 inches is diameter a Iuger. Ort the slope axay fiorO the mkt weep fides, fdl de lwsinn widt stable soil m final grading elevaliorus, coapaC it
prction may be obniiledby mating rkoousanctioahrdingequfpnseatava the S. All cut and fJl alopu should be 2:1 a 0atrr. bdow it g era a slightly rase !/1.314-irrlt gravol (IVCIXri' A57 washed stare) a a minuoum dlickaesa propcrty, and subr~im.
fill ro that d1e entire sltrtace e>f arch layer a tawrrsed by a< toast sae wheel a (read tract exf the buoy equipmoot,or a eanpactar may be treed. Gmstrlict the C Fasure tint the ataoe (drainage) section of rho emherdoilers hat a minimum of 1 f<
anbaoknaentpaeelevaoem l0%higha dMO the design height w allow to sex botram width d 3 fl and maximum sidZ sbpes of 1:1 this exktd w ilea bosom R Eessuro the the apron k properly aligned wide the receiving atrnm and prefetaWy straight draughout us kngill ff a wtvd is needed w Cs sine coodi- wing stream and I f l Maintenance Iasptct,don,andpmpalytnainuinraeexavxedbasinafrueveaystotmwnrT b rtsNecoodr• Mantenance laspectthebertiatthereadtniaandnakerepairsasooeded, theoontn'buriagdrvnagcarcahubeenpanrmsendystabr~'zed.7optvvidesaus•
ref the spillway section. . Boat, place it is the tipper saline e><the spoon. rcmwa sediaat when the volume of the basin has lxoory bona effiaeacy, H
s. Conduit spJlways--Socmety attadt ilia rise w dte twrtd.a bml swb a 7. Construct dte minimum firoshed stDOe spillway bottom w;dds, n shmm on 9. tmamdiatet y afkr exmstrugion, stabilise au tfuTUrbM area wish vegetation Retravo sediae+rt as rroussary b provide adequatestorage vdtrme fasub- been reduced byone-loll. Spread ill slanted autvial evenly ova dte sm• e with vegetation segttertttaim, n2lroding tend area a stoctcpr'k and ttabdlba it appropriately.
make a watalight strlctunl epnnecllot 5a1oe s0 eaoroixtioro betweat barrel the plans. xd11:1 Yde slopes extadelg w d1e top of the over filled I'J46ant• saxialanyappmYeawn«,iglteaasemaixs.Plaoe~ebtrret am riaeranaonn, mcnL Kapthe dtickness of dte sides of dte api8wayotMktstntctiue tier tutee- ~ts~~•!0. r~a~norysudat.ara~Il.PnanadrlSadiag), ediag),
smash tauadation e>< imperriar stall, Ib sot we pervious Irmaiai such a mwn of Zl itlcha.Tkweir moat helevdandtslesstractedtograt4to assttn When dte mrwibating drain;rge era has boat adegttatdy stabilised, reaovea9 ataieriels and ay rrtsgbk set, and either salvrge a dispose of it property.
mil, gmrel, a crashed afoot: as bactfill arard the pope a amistxp ewllara dedgn npaciry. Maintenance Inspect ripTap owlet strsa:mres after ha rains to see id Place ilia fig auterial around des pipe spillway ie ~-mch layers and camprx it vY arty eraioa raved err below ilia riprap has taken place a itstorsat love been dislodged. Immodialely traionarourdor &mg IbO disttubed area b Prow grade, Thar smooth mad ContpeU LL Ap• ged.lmmodiarely
older and aroud the pipe 10 a<{alt d1e nme density a the agpoerlt etobant• A Matrriat used in the stone stdioe should be swell-graded mixuirc of stone makaU flooded repairs w pn:vau Gmher marl Can meet bt takes trM to rake the pipe from Ih eooelad rich iL xid1: des aide at9 iocha (clan 8 exosioa coarol saooe k recorwt~ntled)red ProP~1 ttuhdiae all hate flame crated eta Iola. r ,
6wodatioo when eoupactia` auTder flee pipe a maximum rtarc sine of N iocbes. The slOae rosy ba enachiae planed and ilea ~ Mr..y 1t+~~1 • s 1~ . ~ H
. smaller states wtxked into the voids o[ the larger storlea Th retie shadd bs . Placumwramd~pdtafzRaft~ha~~p~apilt.~ hrd.aogn>ar.aodb~dYt~~. RIP -RAP OUTFACE PROTECTION Nc RAVEL INLET PROTECTION= EXCAVATED DROP INLET PROTECTION ~--,~y BLOCK AND G , No• may, STD. No. RE
DtfO1ECJOSS1IK1twi1DW11Sttta7innOquipmGgLA0C1~tItO~MpYOIbrGOF ~ ~ . STD. N0. REY. ~ W • ~
r~taaaner>~naymw,aoopKVrntaot~..I.nor~rattoatd~epipe 9.E~d~tl~aor~spigwayt>~~tiat~aaamwrt~rcampaatutt:toc {NO SCALE 20.5 } caodait 6e bailled by wtiog a trail thraugk dr dam Itper the embarrtairr of der embankment aril stable wrldilio°s are reached andoutlet vetQcay is ac• 30.04 20.55 No SCAL]<) 30.08 No SCALE ~ Q
uexttaplde. txptabbfadterettivitigstram.KeepUletdgaofdlestoneauilersdaiondosh w
. wish the sarowding grounded shape ilia Cana' w exlafitle tk outflow weam s. Emerg~Ly apinw,r--tnmau thx an«~nry apirway in trdiaurrbre wit. (R~ fn~r: t~arrn rroucr~on). A
.Ibeachierrmlentofp~uwdeJevatiaaa,glade YAPoABLE AS OIHECIED BY THE ENGINEER z STEEL POST STEEL POST A 1.5'
alit e;hratel sbpa ate rrsical tD den suotxssGd ope~tan of ~ aaergexy 10. Dvect erMxgercy bypaP a tlaroral, subltp areal, Laealte by~sa Dealer so (b• spiuway. tbu Hues will as damsgt thL embankmal min 1--1
lnk°s-Disr;~arge wWa info der: rasa in s nrroer oo prerat traman.. use It. stabilize d,~ anbaatn,ent aod,ll eisnrrbra arcaa aooYC mo sodimerc pod Fq,TER FADRIC i flLTER FABRC ~ Q•, Z ~WW min W
el;YeraiotawilhtluilaprDtai~oDmaTa~imanaadt.watuwu~aPP~«d aRddDtim~rramrranlrxtayimra~tyat't~lioo(R~natr~:sar~ C F U s~ r~
of the pod arei w improve basilt trap dficiency (Refueax'er: Raao~Colwd fee Srabitisatarl). Mova+ FxrfR fAaRIC AtcwnedandOMletrl°r~C i0a). ~ ~ OY• < b 9~ _ I~ _ b b ~ to 'n n E~~ Fillet 0
IL Show il1e elislailcc Ge®l the pP d the y{ullwtry D d1e sodimeat ckatlaa " fabric ~1
7. Erosial control-tmslruu the atrtxxute so that tAe disturbed stn is mini- I~vd (ox.half the iksign deptA)aa tGc plea and met it in ilia field, rnized. Dirert surfaex weer away 6Dm bare erne Coroptaa the errlbriltmeta - - - - V ` r
the ill embarrktrlent rd ° d I ~ I - bdare tk~ra k ckatod. Stabduc emergency ap way A ~ tr`
au atherdattubM areas above dx rya of eke principal ap;vway iromediately Maintenance lnapal temporary sedimas traps aPour rack period d aignificanl raalfaR. 3 _ aftaaorestnictiao(Refenacer:SarfoceStdiifi:mioH). Ranoveseriurkntandrrstaerhetrapspitaaigioa[dirnraosidawlltsthesedi- b b l I ~ ANCtxxt SgRT d IxMNUM At1CH01t SIORi 6 YNAItY ~ V l T Class A a B W
mss has acemllulared to rwo-haH the designdepth of ttretrap. Plm the seidi- I r n iv N trcu a BVRYrtvO sxnrr, ~ oti ~ Erosbn Control
a saray-s«limentbasiramayallr~tohi~ralaaacan dar~uatn.Avo;d morlt d,att k r~no~«t ;4 t~ agitated a=poaal area ad npta~ t>x - it wlltaminaedpanotdlegnvetfadrlg. »ttp yids sbpa, smd route and tnMt ba+ios with wammg ragas traxpawag To uAV us _ Stone +5 WASHED S NE BE ED OMEN 1kxWDOWN, t. FNJER BAAPoERS SHALL BE NSPECrED BY Try FCWIGALiT
l6Weely.!?rrllowall~tteladkxalregtrremeeila ~r g~,J1II1j~; I. FlL1EA F/~BfaC FENCE SIiALL tiE A MtNaIUM a 32' W w10'IH AND Chak olio slna:tttw fa thmage Fran d'OaiOn a piping, PeiudicaUy tiledt 1110 5ttAll tuvE A FuNNeNr OF 8 LINE N1RE5 WITH tY STAY SPACING. RESPONSIBLE PARIY OR NS AHEM aarETweTELY AFTER EACH Filter ? Y 24"max W,tB'ALL AND Ai LEAST DARY DURING PROLONGED twNFUI. fabric atcenteT
. rtepthoftAospillwaywaawedkamiromumofiSftbdowthebwpoiatof 2. MVVEN nITER FABRC f1E USEO'NNERE SaT FENCE {5 Ta RELWN ANY REPARtS NEEDED SriAll 1aE NADf a1NEDNTELY.
Maintenance ch~taemn~ntm::aarFapai~axars;gl~fr~antntndr.Rxmorca~atrld thegabyntalenllmroodutclyftilanyatnkmallattheaa?nttoslight• FOR A PEFJOD OF YORE 1FWr 30 DAYS. mygrotM1eb,asamyauiginaldinratsiootwhensedmKntacauaulaleswoao- 1y above datigtl g~adn, Ao! riprap displaced 6'oaa the splYsvay dust he 3. STE>:l PDSTS sFwt BE 5'-rf tN HEIptT ANO BE of tNE 2. SHOULD THE FABRIC DECOLtPOSE OR BECOtE arFFFECTIVE PRIOR TO THE END OF ]e~ DIPECTED USABLE UFE AND n,E BARRIER STILL b trFLESSARY, THE
halfthedeaigndepol. nptaoediroalydiately. 5E1F-fASTENER ANGLE STEEL TYPE. 4. WORD POSTS SMAtI. BE 6 10 7 FEET IN FIEtGHr ANO 3 TD 4 FAeRx: sHAU az REPrACED PROUPnY. Section A•A 3. SfOarErtT DEPOSITS SH01AD BE REHWCD AFTER EACH STORtr LVENT OR SILT
WCIaS at DIALIETER. WIRE FABPoC SHAH 9E FAS1fNEl1 TO f~ILILdICanb711kmd1lapolwaya,bldOYtlClfaa0510ndamagC.afdmSP~ AfkrallsEdtlREat•ptOdUCatgart~havEbGL71l~a~Y~b~•~~ WWOEN rbST a1TH NOT tFSS 1WW ~9 TARE SFAPIES I-1/7 LAIC. FENCE SFIOUID aE REPtM.ED, THEY MUST BE REIf0YE0 M'F~N DU'OSRS Rr/,al APPRDx. FIMF THE r,DCr,T OF THE BARRIER. ANr SEDIrAEM tlE?OSfrS REYNMNC N
file embelltraat irx piping std aeelomr;ol Maim atl rlooaeary rcpain ten- the atrlicuirt and all tuaubk setiirlTeet. Smooth d1e tun w blend wpb the ad- rocdia<e . Rerxwre atl troth sad txha debris fiDm the tisaaad pool area. ~nia' area and sabilin t~jrratas: ste?foca sr°brU:at°a). s. IWISFi~ srAOMCEnFT~TO A~c~ttAtWN1EL~, cRE~Dt ~ o o~ Sa,T FENCE PIACE AFlER THE S0.T FENCE >S RE4WE0 SHAM Bf DRESSED t0 COtIFORM Sea,eOtwrkdarn--StawahouldEapmc~dawrYraci,rrrlathrrkatotwpwarrtomaainaaraadhdrn. 7D 7HE EIOSTarG CRABE: PREPARED AND SEEOEED.
b I mg I>~Y 6. TURN SaT FENCE UP AOPE AT fNOS.
- 7. (MIEN FABRIC IS USED 'MIN WWE tIEST1 e' CENTERED POSTS NAY ~ USE. L • The distance such that points
TEMPORARY RISER BASIN TEMPORARY FILTER BASIN STD. NO. REV. STD. NO, REV. TEMPORARY SILT FENCE R A and B are f>3 aqua( elevation STD. N0. EV _ `kkkknntrrturrrr
f~iQ SCALE 30.01 (NO SCALE} 30.02 (tJO SCALE) 30.06 A B r,,,
( } \ I , ~ ~ L P . ,5 _ °P
y?
canpacted sail 2'
.min rl 2' min top ~ `I I' r 0 'd ~ Construction i. Place shoo b 00 liaw and tbareaboru shown in the plea ou a idea fabric • • •
~ ~ Fes"' Oy 6• Ir+reboard »r 'i:,,.:;~. Steep t~ foutdaliort rrrr4rrr r u ntttts~ too, Spea6caGons
4' TMCK 3000 p9t CONCRETE LID w/ TxT, 10-10 WWM . is trlin 4.--~ atig ~ti~iu ~ - ~ •.a .I: :I`. i :i•1 + sbpe -II-IIt- _ =1 - Q,° m;,t 2 Keep Ilse enter slDne sectbn a kwx 9 inches tebw ,taturil ground keel
~ =Hill II ~ I ~ ~ s I ill I! III ~ _ it ~ I l II 1=1 _ Il=1i I - ~ I ~ I~ III ~ I 2:1 sbpe whGe~ediaiabu"~61~"e'~'' REVISIONS BY
c 3'-0' x 6' OPENINGS TYP. ALL 4 SIDES e' typbat a hatter 0 ~ P° ~ ~ J. Extend shoo N Mast 13 ft btyood the each floats (Figure fi.lCtb) b leap
~ - , ~,v` ovaibw weer 6aa aoddcming the dam as a re alaaa the charmel
~ ----x~t----x x - Q D FTNiSI't GRADE $"min ~ ~ 4, Sa bawcm dams to ensue duo Ure ekvapon a de tdp of the bwtr ~8
N / 3<~ I 2 3" 1ti dam it dte same es IhC toe elevation of rtte upper dam. 0
~ ` \ ~ \ coarseaggregate ~ ~vv S. proteadsadwlneldo,uosi<eaeatromtLek>w<atcbeckdmrr.oorrsidtringtha
O ~ A wale will now Ora and around the dam (practloe SAI, Owrftr Statiinariot Sv,rnvc).
M 8" SOLID MASONARY Constnletion L Resnate and of alt brudl aam rd other De• Rap'es' uxa ~ 1a- Construction 1. Remora arid properly of au taq, brus0. a other objx- o b o SpeCIflCatlOnS SpeelficatlonS datable ewaial. Fm and compact erg elitchq, swain, a gullia Iliac veto be her objec-
Iawill be - f. Mate f~ tlta the Cheoad each above dte toatapsgtzra don is stable.
b 2. Elmira that crasaod q ttatrra[ gromd brel a above. a dteatuumuatt'otatructMiaouserxaon measalldesigo requiro. N d alenlt. COnSGvctlon 1. t~atr ma earratoe mad exit era of erg YegaauaO, tools, and cellar objoc• a 7. Finere eta ekanlel appttnernrras, such u advert etrDauces bebw dock
VARIES z Itat bef'ae plaoaltent of rn, the bar d the ridge should be elklred by 3 s. EtaurelhaldletopaflAedllceisrFOtlow~raunypoiattmntltetl~;gn~~t ma~hinay. dieted by tlCatlOnS tbaabk tt>aa~ ~ ~°P°`y ~'d6 h' dons, ere not wbjeq m damage a Mordcege from disptttcal >a~. Spec!
~ lion phis Iho spocilkd aatkenent rd 2. Ptaoe dte gravel m the specific grade and dimentions shoTra m the p4na, and
,aeape, sualizctheeh'vusionwline,gnde,andciDSSSarion, ' • PARGE All. INSIDE WALLS ~ D a a Provide sufficiem room ammo diversieas w permit tlLdiine rc and as t0ao°°° m ilia deg" plea sssarion smoahil Maintenance 3nspatdbdcdaursardchaonetafrndamageaRaarhnrafftYat.
~ WITH 1:3 Ct:k1ENT/SAND l s`ad1Og d. Compact rba ridge m m 12" 3/8 MIN. THICIWESS P and w prtnide sub;luy e sutTi!' ~ 3. Providedrainege b wry water b a sedi,omt tr>gs a dha stsitabb alma Anticipate sublttetgenco and depoaitioa above the check don aodaasiao from ~ NghnuwsaaadU,eedgaofdredma.caroctanaaD,agtinrtlediattty.ltsig- Date: 12 09 03
3 typ. x Vegemte the ridge imm~srJy otter e!orratroaian, unrea i1 will remain ;n nificaal erosim coats 6etvsaa derma. instal! a protective tiptop liver ®tha 4. Use geatextik fabric lrecanse they improve stability of the [oulalatim in
. , a place less drat 3o waking days, x vegeatively stabilise ilea 6versioa afkr i!a ieauuria, peniaoOl the chartncl (Practice 63l,Riprup-6ardadPasrdt7saa+rrfs)'. locaiau evDjat m seepage a,higb was taNa. p_ ~
~ ' x 8' Q • z, x--x--~--x z z. Scale: ~ -~00 Hor. Ranove sadinal acaaaulaed behind the dams ae,aeedett m preven damage N~A
z Maintenance l leer eupad t>orary~antxaw~trardan«r:t«yraiatall.u>rr1~. Maintenance IasportpemwlseotdiversigaatlrreveryminFallauingtheponstrlactioo ~ ly remove sediment from the lbw era red rgair die divasial ridge. Careful- flea hmtediatdy remove any ohatrtictioes barn dte flow area and repair d1e ioD opm. Maintenance Mauuaia Ilse grave pad is a taaditiar b prevent mud a sediroenl iron Iav- achrurl vegetation, ilbw Ike charwrel b dean thnw;h the sane chotlc don, • ~ ing the mTSattction sire. Ibis Guy require periodic topdtesaiag xith 2•inch and pEeveat lazge Mows flan tarrying seditnast axe the dam. Add sttxres b Drawn: ,J MY
~ Iycnx~towlcLtammateumctyt~eirsasaroded.whendreaaapr~rectoais a+~•~odcondr;taaoamatemnayrr~,aneeded.Mainniollr tintaiO ~ stare. Attrreach rain(all, iDSpoctaoy strucDue,,tLtxd b top sedimea mad cle~arn damn as needed m ataiouio daiga keight and cress satiaa Checked: 0 ~M
.J ww.. wr...~ w....- / n__n An An u.u. w..men~.dl. a.l.:l r.wi ...........I...:A... ..A .fr ,.1......1 IJ~A ..:.V aT:tatraa laanemnus. hrsllhV MO[tilite al sll.:m.. Y rant fe ItYY_Q49rY_ Tmv,edmdY fennYE ill DbItCUDa1bIE rllatYlil! aDllbd,
w a 4vnL11tlt DAZ~t W1 GXC, ]%--IV nma , .._M..,......... .,b,,....,, --.F..,- - mural gmu d kvcl and appWn&Wy stabilizes. wmh4 ormv*W oampubic roWwaya Job: 03-07-06
0 r
0 M O Sheet
YARD AREA DROP INLET TEMPORARY DIVERSION SWALE TOP OF SLOPE BERM STD. NO. REV. STABALIZED CONSTRUCTION ENTRANCE SM. NO. R TEMPORARY ROCK CHECK DAM STD. No. REV. EV. GR-3
STD. No. REV. ISM. NO. REV. STD. N 30.11 NO SCALE) 120.601 -j I F DESIGN ASSOCIATES, P.A. Owner: Approved: Date of Issue: of 3 Sheets
NO SCALE 20.5+ (NO SCALE) 20.57 (NO SCALE) 30.05 0 20.50 NA SCALE
a`.
Location: PR-20 PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN ti
U

CONSTRUCTION SPECIFICATIONS
~ TRASH RACK 1. Site preparations -Clear, grub and strip topsoil from areas under the y
1~ ~ ~4 REBAR - embankment to remove trees, vegetation, roots and other objectionable > material. To facilitate sediment cleanout and restoration, clear the pool area of ap
TOP OF RISER all brush trees, and other objectionable materials. Stockpile all topsoil or soil ~ + Q ~ f ~ ~
I I containing organic matter for use on the outer shell of the embankment to facilitate ve etative establishment. ~ ~ ~ 9 + 0.-~
I
- r n h - Excavate a cut-off trench alon the centerline of the earth fill oa ~ 2. Cut off t e c g ~t~,., ~ TRASH RACK embankment. Cut the trench to stable soil material, but in no case make it less
PERMANENT PRE-CAST CONCRETE DROP BOX TRASHIERAf TOP VIEW f g4 REBAR t least ` w ~ ~ TRASH RACK than 2 ft. deep. The cut-off trench must extend into both abutments to a V1
TO BE ANCHORED IN CONCRETE TO PREVENT FLOATATION. SEE CHART FOR SIZES. the elevation of the riser crest. Make the minimum bottom width wide enough 'y N 0
~ TOP OF F ToP of RISER "H" PRE-cnsr coNCRETE eax to permit operation of excavation and compaction equipment but in no case less ~ ^ ~ K I ro BE PEacED AFTER coNSTRUCTION. than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction ~ .U
MAXIMUM SEDIMENT STORAGE LEVEL ~ ~ DRAW DOWN ORIFICE TO BE TO BE FLOATARION CONC. TO PREVENT q I I re uirements are the same as those for the embankment. Keep the trench dry a„~
6 BELOW DRAW DOWN IFlC IN AKE q5 WASHED STONE FILTER COVER PLACED IN RISER AT A 45' OVER DRAIN PIPE, 12` MIN. THICKNESS ANGLE FROM NORMAL POOL r A as during backfilling and compaction operations. ~ ~ 1L POOL ~ O ~
q5 WASHED STONE FILTER COVER ~ ELEU. TD INTAKE 1' BELOW OVER DRAIN TILE, 18' MIN. THICKNESS ~ NORMAL POOL ELEVATION. 'BELOW _ r WOOd O U z varioN. I 3. Embankment All fill material should be clean mineral soil, free of oats, y ~ , PERMANENT PRE-CAST CONCRETE DROP BOx
20 ~ TD BE ANCHORED tN CONCRETE TO PREVENT vegetation, rocks, and ocher objectionable material Scarify areas on which fill 'a v ~ I FLOATATION. sEE cHARr FoR sizES. is to be placed before placing fill. The fill material must contain sufficient ~ ~ ~ ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ I Z 0 0 0 0 ~ ~ 12" I I moisture so it can be formed by hand into a ball without crumbling. If water ~ ~
12 I can be squeezed out of the ball, it Is too wet for proper compaction. Place fill ~ ~ O
0 0000000000000000000000 0 ~ ~I BARREL ~ 0000 I~ 0 0 I I BoTTaM DRAIN vAEVE sTEM material in 6 to 8-inch continuous layers over the entire length of the fill area 3 0 t~ I suPPaRr BRACKETS As REO'D. and then compact it. Compaction may be obtained by routing the construction 0 y
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1~ 0 0 000 ~ 000 haulm e ui ment over the fill so that the entire surface of each layer is Mai p ~ ~ 1 1 9 q P
f Q / U = I traversed by at least one wheel or tread track of the heavy equipment, or a ~ U
f ~ i ~ I' ' ~ 20 LF "K° DIA. PERFORATED DRAiN PIPE w W I I compactor may be used. Construct the embankment to an elevation 10% G.
A GROUT BOTTOM DRAIN I I higher than the design height to allow for settling. Subgrade and fill to be verified )RAIN ~ and tested by Geotechnica Engineer. ~ r DE A
20 LF "K" DIA. PERFORATED DRAIN PIPE ~ ~ - 36" MIN. AS RE4'D TO PROVIDE A CONCRETE ANTI-FLOTATION BLOCK WATER TIGHT CONNECTION. ~oN. ~ BARREL I II) 4. Conduit spillways -All conduit materials shall be as called for on the plans
SEE CHART FOR SIZING & VOLUME. T ~ I~ Schedule 40 PVC ma be used for sizes < 12 diameter).
SEC /0 A CONSTRUC110N NO --J ( Y vATE - Securely attach the riser to the barrel or barrel stub to make a
P RMANENT BARRE DROP BOX WITH ovER-EZCnvATE CONTRACTOR TO INSTALL E L, ANTI-FLOTATION, DRAW DOWN ORIFlCE, TRASH RACK AND EMERGENCY T' DEEP FOR -oR j `~:I watertight structural connection. Secure all connections between barrel ~cE INSERT PERMANENT RcP BARREL sections by approved watertight assemblies. Place the barrel and riser on a
RT OF THE TEMPORARY SEDIMENT CONTROL STRUCTURES. slLr srDRACE SPILLWAY AS PA _ ~ I INTO PRE-cASr coNCRErE RISER. rvious soil. Do not use ervious material such C~ N INVERT IN of BARREL = BorroM of POND firm, smooth foundation of impe p
INSTALL PERFORATED DRAIN PIPE AND STONE FlLTER. ONCE ALL •K' Pvc BOTTOM DRAIN WITH DISTURBED AREAS HAVE BEEN STABILIZED, CONTRACTOR SHALL REMOVE 'K° GATE vALVE ~ sHUr-OFF BOTTOM DRAW W1TN h stone as backfill around the i e or anti-see ~ as sand, gravel, or crus ed P P P ~..1 vALVE ~ sHUr-OFF collars. Place the fill material around the pipe spillway in 4-inch layers and I--•-i
ALL SEDIMENT AND DRAIN PIPE FROM BASIN AND INSTALL PERMANENT CONCRETE ANTI-FLOTATION BLOCK SEE CHART FOR SIZING & VOLUME. Compact It under and around the pipe to at least the same density as the N
BOTTOM DRAIN WITH GATE VALVE AND HAND WHEEL ASSEMBLY. ad'acent embankment. Care must be taken not to raise the pipe from firm ^ ~ ~ MI contact with its foundation when compacting under the pipe haunches.
1~ ~ 1--/ N ~
NOT TO SCALE n'm m de th of 2 ft. of hand-cam acted backfill over the i e Place a ml l u p P P P
NOT TO SCALE ~ spillway before crossing it with construction equipment. Anchor the riser in r ~ In ~ r place by concrete or other satisfactory means to prevent flotation. In no case ~
should the pipe conduit be installed by cutting a trench through the dam after ~ +i L;7
DESIGN DATA SUI 0 oM o on :SIGN DATA SUMMARY PGND 1 ~ ~ oM o on lev, the embankment is complete.
'B' Normal Pool Elegy 696.00 s Z N ~rroal Pool Elevation
/4 'C' Top of Rlser M~ATJ~ 'D' Splllwny Invert ~ of Riser 700.10 5. Emergency spillway -Install the emergency spillway in undisturbed soil. The p achievement of planned elevations, grade, design width, and entrance and exit a ~ d- ~Illwny Invert Elev. 706.00
~Ow Spillway Wldth [I >Illwa Width [feet] 10' channel slopes are critical to the successful operation of the emergency ~ ~ (
'E' Top of BerM ElE 'F' Barrel Length [ of BerM Elevation 708.00 spillway. N 'p 80' ~ s . _ N ~rrel Length [feet]
'G' Barrel Size [Intl Inches] 18' RCP 6. Inlets -Discharge water into the basin in a manner to prevent erosion. Use ~ ~ 0 ~ ~rrel SIZe [ ~ ~ I rotection to divert sediment-laden water to the u er ~ p t0
'H' Drop Box Slze [ I Draw Down r I •op Box Slze [feet] 2x3 x12.10 diversions with out et p PP O Q. ^aw Down ~rlflce [Inches] 3' end of the pool area to improve basin trap efficiency. (n 0
'J' Intake Elev, stake Elev, 699,10 D
'K' Bottorl Draln SI; 'L' Antl-flotatlon B ' 7. Erosion control -Construct the structure so that the disturbed area is minimized. W ~ ~ ~ttori Drain Slze [Inches] 6 ~ ~ C ~tl-flotation Block Dlrl. 6'-0'x4'-0'x3'-6' Divert surface water away from bare areas. Complete the embankment before Q ~ ~
Antl-flotation E ~tl-flotation Block Vol, 2,98 CY MINIMUM the area is cleared. Stabilize the emergency spillway embankment and all other W ~y _
'M' Antl-Seep Collar - ' 4-6' disturbed areas above the crest of the rind of spillway immediately after W • ~tl-Seep Collar Slze 4 6 x P P ~
2 Year Peak Pre-Develo{ Year Peak Elev. & Discharge [cfs] 700.08 & 0,47 construction}. ~ Pre-Developed Run-~f f [cfs] 41.68
Post-Devell Post-Developed Run-Off [cfs] 67,25 8. Safety -Detention basins may attract children and can be dangerous. Avoid
10 Year Peak I Pre-Develol I Year Peak Elev, & Discharge [cfs] 700.77 & 18.47 steep side slopes, and fence and mark basins with warning signs if trespassing Pre-Develo ed Run-Off [cfs] 74.08 is likely. Follow all state and local requirements. P
Post-Devell Post-Developed Run-Off [cfs] 117.60
25 Year Pea Pre-Develol ~ Year Peak Elev, & Discharge [cfs] 701,66 ~ 31.28 Pre-Developed Run-off [cfs] 92,64
Post-Devell Post-Developed Run-Off [cfs] 146.30 ANNUAL INSPECTION/MAINTENANCE PROCEDURES H
50 Year Peak Pre-Develol Year Peak Elev, & Discharge [cfs] 708.43 & 32.20 Pre-Developed Run-Off [cfs] 106.5'c
~V Post-Devell Post-Developed Run-Off [cfs] 167.74 I. Annual Inspection: Annual inspections shall be scheduled by City of Concord and
B B _ _ _ - 100 Year Peak f Pre-Develol 10 Year Peak Elev, ~ Discharge [cfs] 702.95 a 32.80 Owner to be performed on the first of June each year. Pre-Developed Run-Off [cfs] 115,75
Post-Devell Post-Develo ed Run-Uff [cfs] 181,99 II. Inspection Activities:
H
CATTAIL (7 a) Testing of the emergency drain pipe valve. CATTAIL (Typha Latifolia), 1 Gallon Size F...~ b) Visual inspection of drawdown orifice. 1~1
c) Visual inspection of the trash rack at the intake orifice. M""'~ ~ N~y W
A PICKERELW P ntederia Cordata 1 Gallon Size d Visual Ins ection of the emer enc s iliwa . PtCKERELWEED (o ) P 9 Y P Y
s~tw~rp~~v,~w e Visual ins ection of the and rim and slo es. ~ A P P P f) Measurement of the wet pond depth of the dam end of the
BLUE-FLA( BLUE-FLAG IRIS (Scirpus Volidus), 1 Gallon Size detention pond (Distance from permanent pond drawdown orifice A
NOT TO SCALE EDGE OF POND invert to bottom of basin). rr ~j - - - - - - - - Visual ins ection of all stormwoter structures on the served site V
M **-SPILLWAY MAY BE 9) P f-~ n i n and. V 1 ~nu~ feeding the dete to p Z
~ 8 -C ~ 'D" MIN ARIE VARIES VEGETATED INSTEAD ARIE ( ) ARIE (MIN) , L, cJoF h) Visual inspection of the total site drainage basin for adequate f.y i, ~I~i ground cover to stabilize site. U
OF PAVED IF i) Visual inspection of upstream (off-site) areas feeding into the site W I. ..W
CONSTRUCTED _ _ TOP OF BERM EL ="E" T4P..~~EJ. ~ ) / ENTIRELY IN CUT. cNJo' N drainage basin for potential off-site sedimentation sources. N~y F-i•1
Y INV.= D VARIES SPILLWAY INV.= "D" J O ~ ~ ~ III. Maintenance activities shall be performed as follows:
a SPILLWA s~ ' ° ~ f..y
a " ' \ N~a - 1. After every significant runoff producing rainfall event and at least monthly: No~J a o ~
~ SPILLWAY WEIR UNING+~ , 1, a. Inspect the wet detention basin system for sediment accumulation, erosion, trash
~e• • accumulation, ve etated cover, and general condition. NUd 9 W
~ W/ 10x10x10/10 WWM. i r 4 O.C. cv o ~ !~-i 4' O.C. TvPicAE rYPICAE b. Check and clear the orifice of any obstructions such that drawdown of the temporary
UND EDG EDGE OF LITTORAL SHELF pool occurs within 2 to 5 days as designed. 2. Re air eroded areas immediately, re-seed as necessary to maintain good vegetative cover,
SP/LL MAY SECT/O~V A-A _ SP/LL NAY SECT/ON B-B P mow vegetative cover to maintain a maximum height of six inches, and remove trash os
CLASS II RIP RAP OUTFACE PROTECTION. needed.
NOT TO SCALE Mw. THICKNESS= Iz', LENGTH=s'. NOT TO SCALE NOT TO SCAL£ 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.)
~ i ~ quarterly to maintain proper functioning.
ALAVC CENIFRL/NE I VCCENIFRUNEQ~PR~4RY•Sp/LLWAY 4. Remove accumulated sediment from the wet detention basin system semi-annuoily or when
depth is reduced to 75% of the original design depth (see table below). Removed sediment
r , 1-- i - - ~ - - 7- shall be disposed of in an appropriate manner and shall be handled in a manner that will I ! ~ not adverse) impact water quality (i.e. stockpiling near a wet detention basin or stream,
I i ~ % ; - I ~ Y etc.).
j I i Y I ~ ~I, I ~ ~ I
I ' ~ I ~ I ~I ~j li ; , i I ' I ~ I ~ r ~ ~ ~ ~ I I I ! I ' i i The measurin device used to determine the sediment elevation shall be such that it will ~,~nlnunlrrf/f I _ i 1 I- - . g qb i i { i give on accurate depth reading and not readily penetrate into accumulated sediments. P
I ~ v i 0 i ~ ~ l ~ i ~ c v` .''PL
t _ . T I_. (r1 - - _ I _ ! ' When the permanent pool depth reads 3 feet in the main pond, the sediment shall be ~1 removed. Q ~ ; y
I x ; o I ~ - i
ji ~ i ~i l _ ! _ % When the ermanent ool de th reads 3 feet in the forebay, the sediment shall be ~ ~W ~ P P P ,y• i •.w i~ j > 10 MIN I~ removed.
I i I i I, 'i ~ _ 1 ii i - ~ _ ~ I ~ I _ _ _ ~ _ ~ _ i ~ r i .d ~ , I
I i __I 5. Remove cattails and other indigenous wetland plants when they cover 54% of the basin
o, ( 'I" DIA. SCH._ 40 PVC ~ I GRASSED WEIR SPILLWAY _ _ ; . -._r-._ NEGATIVELY-SLOPED-.~_ o _ _ ~ surface. These plants shall be encouraged to grow along the vegetated shelf and forebay 1, \ ' ~ - --___i__. llflllllllllll i c-~ ~ ~ berm.
} _ I P~OWN ORIFlCE. I L,- I I A I . ' c ~ I -w ~ INV. EL;- "B" i v U I' ; '
m i --0 ~ - .c ~ , TOP. OF BERM EL="E" INTAKE i;EL.=_ i o v` 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of - ~ ° Q i I i sediment through the emergency drain shall be minimized to the maximum extent practical. REVISIONS BY
m ~ , , ~ _j ~ l c ~ W i I ~ > I ! j _ p
o , w W ~ q i ~ ; I i ~ O ~ 7. All components of the wet detention basin system shall be maintained in good working 0 4 N order.
J .J--"- _ Q Y _ i ~ '
V ~ I V , _ ~U X U ?C ! I
O X ! I - i I ' i I Y N ~ ' ~ t~ ; I i n I i i~ 1 ~ r ~ ~
o ~ ~ i rNr OO I I 'I j to I 1 i
fM1~, I ~ i ~ ~ I ~ ~ • , o NORMAL POOL EL= "B" NOR AL POOL EL.= M ~ , i QLEL.=•,
o ~ I ~ i _t j f j . i-. _ ~ -
N ~ ~ I i- I I I 11,
OPERABLE i ! i BOTfON DRANL I FR011 lOP OF ~ BODE _i m ~~E ~ I ~ I BODL LF _ ~ ALL BMP FILL EMBANKMENTS SHALL BE COMPACTED TO 95% STANDARD PROCTOR.
3 , ~ _ • " BOTTOM POOL EL= "A" OTTOM POOL A IOL EL= 'A' 1.25X
I ~ I ~ ~ ~ { I i i ' BMP POND AREA SHALL BE USED FOR SEDIMENT STORAGE DURING CONSTRUCTION. I, I I
~ 10 MI . IGAL - Date: 1209 03
m - ;PROPOSED GRADE I ' I ~ r___ -c I N PROPOSED GRADE --I , i I i ( I i N 1
LITTORAL SHELF TO BE PLA TEb ~ !WITH ACCEPTABLE AQUATIC PLANT ~ I i ~ ! ! ' 1 =50 Hor. Scale: I NSA
~ SPECIES AS SHAWN IN PLANTING DET. Q ! • •
z L ! j _ i L PERMANEN~'CONCRETE ANCHOR. d I i IgiOR. i i ~ Drawn: JMY i _ , _ I- - Checked: DLM
~ l I I 1 I i i
U i, ~ I
W TWO "M xO -6 TH o "fit"xO'-6" THICK ' yob: 03-07-06
CD CONC. ANTI-SEEP r NC. ANTI-SEEP CfOLLARS.
O I SOX MUST BE' Sheet ;
o . !NOTE: ALL CONNECTIONS TO INLET BOX MUST BE M SEALED WATERTIGHT. BEFORE YOU DIG l CALL 1-800-632-4949
N PERROVR ILAR 70 a9V7fJWAC Or RRLUARr SPILL #A' r , s N.C. ONE CALL CENTER PD- I
0 ITS THE LAW I
a T DESIGN ASSOCIATES P.A. Owner: Approved: Date of Issue: of Sheets
PUBLICATION OR REUSE OF THESE DRAWINGS OR ANY DETAILS WITHIN MUST BE WITH THE WRITTEN CONSENT OF PIEDMONT DESIGN Location: PR-20 r
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