20070070 Ver 1_More Info Received_20070518

.*
• Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
May 17, 2007
S&EC Project # 4969.W3
DWQ Project # 07-007Ov2
N.C. Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
!off ?
CQ1
.Y T
RE: Response to the May 10, 2007 Request for More Information-EXPRESS REVIEW ??h?Rq??/
Louisburg Plaza Stormwater Management Plan Review
To Whom It May Concern:
On May 10, 2007, S&EC received a letter from your office regarding DWQ No. 07-0070v2 requesting
additional information to process the permit application. Specifically, your office cited deficiencies
in our stormwater management plan related to the following:
1. Pocket Wetlands 1 & 2:
a. These are assumed to remove only 35% TSS. Your stormwater BMP must remove at least 85%
TSS and at least 30% TN and TP.
b. Both pocket wetland 1 & 2 are undersized by nearly 25%.
c. The outlet devices appear to attenuate velocity, but not provide diffuse flow to the riparian
buffers.
2. Shallow Wetlands 1 & 2:
a. Please provide you SA/DA ratio on the worksheets.
b. The surface area indicated seems to be significantly undersized.
c. Drawdown times appear to be outside the 2 and 5 day window.
3. Planting Plan:
a. Please be more specific with regard to inundation depths and "shallow water" and "shallow
land".
b. Please indicate you plant spacing.
c. Your proposed planting plan specifies three species of aquatic plants. Emergent vegetation in
constructed treatment wetlands is an integral part of the water treatment process. Using too little
variety prevents adequate treatment benefits such as organic carbon, absorption of pollutants into
plant tissues, and the establishment of microbes for remediation. Furthermore, DWQ
recommends additional plant species in order to provide mosquito abatement by predator
species.
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
Fax: [phone]
Greensboro Office:
3817-E Lawnciltle Drive
Greensboro, NC 27455
Phone: [phone]
Fax: [phone]
4. Please specify your soil material and source for the extended detention wetlands. On-site soil may
be unsuitable for use as a wetland both in terms of soil type and the amount of nutrients
contained in the soils (particularly if former agricultural lands).
In response to these requests, you will find the attached documents to contain revised drawings,
stormwater management plan calculations & appendices, BMP O&M Agreements & BMP
Worksheets, Level Spreader Worksheets and specifications. In addition, the original proposed
buffer impacts have been reduced. I have attached revised copies of pages 8 & 9 of the PCN for
your review. If you require further information or would like to discuss the project in detail, I can
be reached at our office at [phone].
Sincerely,
ebbie Edwards
Environmental Specialist
Attachments:
1) Revised pages 8 & 9 of the PCN
2) Revised worksheets (Extended Detention Wetlands, Pocket Wetlands and Level Spreader)
3) Signed & Notarized Operations & Maintenance Agreement
4) Technical Specifications
5) Stormwater Management Plan Calculations & Appendices
6) Revised Plan sheets
2
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of 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 ?
3. 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 ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) 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
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ?
2. If "yes", 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.
SHALLOW WETLAND #1 (see sheet SW-5)
Zone* Impact
(square feet Multiplier Required
Mitigation
1 2,044 3 (2 for Catawba) N/A
2 1,537 1.5 N/A
Total 3,581 N/A
SHALLOW WETLAND #2 (see sheet SW-7)
Zone* Impact
(square feet Multiplier Required
Mitigation
1 1,238 3 (2 for Catawba) N/A
2 2,051 1.5 N/A
Total 3,289 N/A
POCKET WETLAND #2 see sheet SW-6
Zone* Impact Multiplier Required
--F (Square feet) Mitigation
Page 8 of 10
1 658 3 (2 for Catawba) N/A
2 483 1.5 N/A
Total 1,141 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
Buffer mitigation is not reauired because all nronosed rinarian buffer impacts are considered
"Allowable".
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level.
The percent impervious for the project is proposed to be 46% therefore a stormwater
management plan that meets condition #4 of the previouslgpproved Water Quality Certification
3402 and current standards of the North Carolina Department of Environment and Natural
Resources is attached.
XII. Sewage Disposal (required by DWQ)
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.
The development will connect to the Town of Louisburg s_anitary sewer system. The Town
will ensure that the capacity of their system is not exceeded.
XIII. Violations (required by DWQ)
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
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
We have reviewed the "DRAFT Internal Policv. Cumulative impacts and the 401 Water Oualitv
Certification and Isolated Wetland Programs" document prepared by the NC Division of Water
Page 9 of 10
DWQ Project No. E Y-F 111o. 0-7 -00 ?O y Z
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
??-r?. i•? o . l?
Project Name : l- n ?J S?? ate, 'PL. cs* A- L S N b -t- 0w
Contact Person: \/Jt L_L1A r,% =_>, uc - Phone Number: (q19 ) -78 3 - '7 -7 -7 7
For projects with multiple basins, specify which basin this worksheet applies to: TA R- - F6. n^ " C-D
Permanent Pool Elevation 2-71.0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation ;2 12 - D ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ;?5 981 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 2 <4- ZU ac. (on-site and off-site drainage to the basin)
Impervious Area 14. v7 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 161(v4 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 69 4 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area Z44sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area l O -7 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume L52) 33D cu. ft. (volume detained on top of the permanent pool)
SAIDA used ; • 40 (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
ADDlicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
?_At-c> A planting plan for the marsh areas with plant species and densities is provided.
_k ?A? Vegetation above the permanent pool elevation is specified.
l,s An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
Li. A sediment disposal area is provided.
?j Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
W' Plan details for the wetland are provided.
uj Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
DWQ Project No. 5A ?f 0 o, D7 - oo-7 o y Z
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information): t
Project Name : L ?. s'PLl RG ?? ?+ o S a ?. o ?? \,? ?T&_ ?^' 1y O '
Contact Person: \. cJ, ?" bn• 'b, ?.c r-, Phone Number. ('1 icl) -753 - -17 7 -7
For projects with multiple basins, specify which basin this worksheet applies to: o a - +nW L., c- -Q
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SA/DA used
Diameter of Orifice
REQUIRED ITEMS CHECKLIST
2c,a-0 ft. (elevation of the orifice invert out)
2 v t . O ft. (elevation of the outlet structure invert in)
`01 ;2 q1 o sq. ft.
1-i. I -L ac.
\o.,45 ac.
13 8 y sq. ft.
co, q ZO sq. ft.
Coy 1613 sq. ft.
1 I?i SO sq. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
cu. ft. (volume detained on top of the permanent pool)
2. 40 (surface area to drainage area ratio)*
T- in. (draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
ADolicants Initials
l? The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
W? A planting plan for the marsh areas with plant species and densities is provided.
u'0- Vegetation above the permanent pool elevation is specified.
l iii An emergency drain is provided to drain the basin.
k- The temporary pool draws down in 2 to 5 days.
wd=?, Sediment storage is provided in the permanent pool.
t..i%lp> A sediment disposal area is provided.
l,a4r?;- Access is provided for maintenance.
Lim A site specific, signed and notarized operation and maintenance agreement is provided.
V? The drainage area (including any offsite area) is delineated on a site plan.
W? Access is provided for maintenance.
4i Plan details for the wetland are provided.
k,A Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetiands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No. I: A? d 0. 07- CO-7 O V 7
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTIO (and POCKET*) ETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information): `
Project Name : L o.?- ??.i a.c? ?? A -Z-.& C ?b t_46-r V1 c r` &00 ht o . ?'
Contact Person: W «.-L-A 4nnr•'1-D k 'p, Lrr? Phone Number: (q i't -7g 3- -1-1-17
For projects with multiple basins, specify which basin this worksheet applies to: c _-o
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SAIDA used
Diameter of Orifice
REQUIRED ITEMS CHECKLIST
2 7 7.0 ft. (elevation of the orifice invert out)
:11$. 0 ft. (elevation of the outlet structure invert in)
S13 sq. ft. (water surface area at permanent pool elevation)
. u7_ ac. (on-site and off-site drainage to the basin)
-1-7 ac. (on-site and off-site drainage to the basin)
1 '43 sq. ft. (at permanent pool elevation approximately 15%)*
corn 2 sq. ft. (at permanent pool elevation approximately 35%)*
`5'40 sq. ft. (at permanent pool elevation approximately 35%)*
:2 ST sq. ft. (at permanent pool elevation approximately 15%)*
11 cu. ft. (volume detained on top of the permanent pool)
(surface area to drainage area ratio)*
in. (draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
W t--.> The basin side slopes are no steeper than 3:1.
w *-Z> A planting plan for the marsh areas with plant species and densities is provided.
k.'44? Vegetation above the permanent pool elevation is specified.
w+? An emergency drain is provided to drain the basin.
UAO The temporary pool draws down in 2 to 5 days.
4?* Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
J A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
"Jilp. Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
W?0 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/0andm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

DWQ Project No. EV-?> No • -Tz
O -7 - eso i \1 Z

DIVISION OF WATER Q UALITY - 401 EXTENDED DETENTIO (and POCKET*) ETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : I <O .A.s Q•?? P,-,b c,Y-d T VI G-T ? o Z
Contact Person: , L-tA Z=>4 Vv--V Phone Number: ( 19 ) '1 S 3 - 7 -1 -1-
For projects with multiple basins, speci fy which basin this worksheet applies to: T?- ¢- A?b.wn L-' c..o
Permanent Pool Elevation -2 L.o 3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation Z & 4 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 13? 4 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ?2 -z 3 ac. (on-site and off-site drainage to the basin)
Impervious Area 2 - o ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 133 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area (DO7 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 44-1 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area t'+"7 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 7/ 2 z cu. ft. (volume detained on top of the permanent pool)
SAIDA used O• Bti (surface area to drainage area ratio)*
Diameter of Orifice _-2. in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
U &---- The temporary pool controls runoff from the 1 inch rain.
u hl? The basin side slopes are no steeper than 3:1.
wx)c? A planting plan for the marsh areas with plant species and densities is provided.
k_.3Qt-_> Vegetation above the permanent pool elevation is specified.
k_Vbr;_- An emergency drain is provided to drain the basin.
lJiC The temporary pool draws down in 2 to 5 days.
\,wb Sediment storage is provided in the permanent pool.
I? A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
L Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
1. PROJECT INFORMATION (please complete the following information):
Project Name : L_ o?, s ,mac E?='m'd
Contact Person: -4 _ Phone Number. (q19) -718'!.--7777
Level Spreader ID: ??? 1,? 1 ?.,,-? No • l
Level Spreader Length 1 --Z? ft. (perpendicular to flow)
Drainage Area %? . 02 ac. (on-site and off-site drainage to the level spreader)
Impervious Area .2.1-1 ac. (on-site and off-site drainage to the level spreader)
Forebay Area ?l L, rft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 3 % (6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1"/Hr Storm h I a.cfs
Max. Discharge to Level Spreader o-1 y cfs
Filter Strip/ Zone 1 Buffer Vegetation
Filter Strip/ Zone 1 Buffer Width ft.
Filter Strip/ Zone 2 Buffer Vegetation
Filter Strip/ Zone 2 Buffer Width ft.
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
'b 06;- fJa -I- 'D? Se_ *1 p?G 7a 'J?>A r 1=9e
Bypass Method Used b (yER4,1oa T3o A Please include a worksheet for this. 64
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
W?
W?
r 1 ck,
Project Site was visited prior to designing level spreader system.
Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
Level spreader length is at le ft. cfs for thick ground cover / grass; OR 65 ft per cis for 50-
foot canopied forest with le per cfs for 100-foot forested buffer, 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
All ground cover types and their widths have been labeled on the construction plans.
All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
Construction details for the level spreader have been provided.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
Bypass conveyance method is specified and construction details and calculations are provided.
cam- Altemative design option is specified and plan details and calculations are provided.
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
Construction details for the bypass and outlets are provided.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
1. PROJECT INFORMATION (please complete the following information):
Project Name : ( _il u tSR?I¢L? ?a_ s?sb
Contact Person: W 'r> W. CN- Phone Number. (Qi 4 ) -7,5 3- -7-7 7 -7
Level Spreader ID: Pn r,c.a r WE-rte.. o&. 06 Z
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter Strip/Buffer Slope
& y ft.
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)
ac.
?•a? ac.
?CQ s+°r-ft.
02 •? %
Max. Discharge from 1"/Hr Storm r,l a- cfs
Max. Discharge to Level Spreader . O cfs
Filter Strip/ Zone 1 Buffer Vegetation
Filter Strip/ Zone 1 Buffer Width -;Z O ft.
Filter Strip/ Zone 2 Buffer Vegetation
Filter Strip/ Zone 2 Buffer Width _;?60 ft.
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
Bypass Method Used ?WSV,47i orgy T30,?r- Please include a worksheet for this. C GP??h
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
ADnlicants Initials
W- Project Site was visited prior to designing level spreader system.
Date of the Site visit. Please attach time-dated digital photos of existing buffer ditions.
Level spreader length is at least: 13 ft. per cfs for thick ground cover / grass; 0 5 ft pe cfs for 50-
foot canopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per c s for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
y? All ground cover types and their widths have been labeled on the construction plans.
Lam All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
\AE_-_?- Construction details for the level spreader have been provided.
W? The operation and maintenance agreement signed and notarized by the responsible party is provided.
No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
Bypass conveyance method is specified and construction details and calculations are provided.
?l Alternative design option is specified and plan details and calculations are provided.
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
G--.-:--> Construction details for the bypass and outlets are provided.
DWQ Project No. ?> 'P t1_1 . O, - O O-7 () \l z
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : nu,s,R tv_e , otA
Contact Person: ??? ?? y,., rp ?.c,or, Phone Number: (11K ) T9 3-"T7 77
Swale ID: F_W il- 1
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr.
Max. Velocity from 10 Yr
Min. side slopes
Steepest Effective Slope
Cover Crop
,4&8 ft.
J. _07- ac.
?2---1 ac.
Storm -Jr. 4 fps
Storm '5--s fps
\ ratio
-013 ft/ft
G-?rzAss
REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.) ( /- r--rn _5 Y11 P-40- G 4?G-- D4?S
SJr ?•C?•
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
IAA Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Is arm Plan details for the Swale provided.
Plan details for the inlets and outlets are provided.
\+p! 7 p Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
?, The operation and maintenance agreement signed and notarized by the responsible party is provided.
DWQ Project No. E_",/-P tJo - O 7 -Ott-1 0 \J2
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: ?.? Cwt Phone Number. L?A
Swale ID:
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
REQUIRED ITEMS CHECKLIST
,-q2 ft.
-7
.;2• -78 ac.
:2 . o s ac.
fps
.. g fps
ratio
O oAr ftift
r-?er?ss
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.) C t r? f ? ec, 4- Z:) A-, S
(3:1 min.) (check dams may be used)

Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADDlicants Initials
Vegetation Plan provided on plans
%1,A.Zr_3 The underlying soils are permeable and non-compacted
\.,%N_7n? Swale carries only stormwater flow
lJ,Ah=> Water table depth is greater than 1 foot.
?iZb Plan details for the swale provided.
?., Plan details for the inlets and outlets are provided.
l.JD Check dams provided.
Vi2D The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
Wx)E' The operation and maintenance agreement signed and notarized by the responsible party is provided.
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LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
SHALLOW WETLAND NO. 1 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 269.1 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 271.0
Sediment moval El. 269.1 , 7 /o
---------------- --Sediment -Removal - -Elevation -269_8 75%
---- -------
Bottom E vation 268.5 ? 5% - ? ,
FOREBAY
MAIN POND
5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Pagel of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
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.
Pri nt name: /G //Y
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, 5k1/! Q S , a Notary Public for the State of
County of do hereby certify that +(D !i Q ?? -?r, Pr?SiC?&h? 6f -
personally J. P.G-11/7C
personally appeared before me this ;ZS day of 42Y? 1 d , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
5
N0TARY
PUBt-1
''%q'rFcn? ?1??
SEAL
My commission expire 4/10
Page 2 of 2
Title:
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
SHALLOW WETLAND NO. 2 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 260.1 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 260.0
Sediment kemoval El. 258.11 /75%
----- -----
- - -?- --Sediment Removal Elevation 258_9-- ---+75%
- - - - - - - *-----
- 2
Bottom E vation 257.5 25%
FOREBAY
MAIN POND
5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Page 1 of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shalt 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 ©WQ of any problems with the system or prior to any
changes to the system or responsible party.
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, VkUlfn a Notary Public for the State of Wyffl M01
County 60dMY? I PY?SWA ?p•67, .
Of , X, , do hereby certify that ?n p G?
personally appeared before me this . day ofA-vyi I ?ZO04, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,

NpTAR!y
PUBLIC
SEAL
My commission expfires?? / f* a
Page 2 of 2
Print name:?t L:?C L< /G-n 1' rMAA I P/?K2 Tf
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
POCKET WETLAND NO. 1 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 276.5 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 277.0
Sediment moval El. 275.5, j, 7
--------------
Bottom E vation 275.0
FOREBAY
--Sediment Removal Elevation 276_3 75%_
- - - - - - ---- -----MAIN POND

5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Page 1 of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated s&Jiment 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 sigree by my signature below that 1 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.
Title
Addi
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, -e, Ok?s -,a Notary Public for the State of 'wt? an?i
PG.??W-
County of Q, , do hereby certify that 1Tahrl P C`?DOG???1 ?P I-egoov a T.
personally appeared before me this .,,;;I7 ' day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
i,,
.41
a
OjXRY a
PURL V•
SEAL
My commission expires vlqllo
Page 2 of 2
Print name: ('J. r, ?%-• f
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
POCKET WETLAND NO. 2 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 258.5 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 263.0
Sediment llv moval El. 261.5 7 /o
-------------- - - -Sediment Removal Elevation 262_3 175%
Bottom E vation 261.0 ? 5% - - ----A------
FOREBAY
MAIN POND
5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Page 1 of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained evvery six months. Ali
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any dawn gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and a??ree 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.
. A / _ ?` 1 _ 11 f- -/r D ,,.- L
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, r , ?- -e5 , a Notary Public for the State of ??y 7v t Cal'DC l ,
County of _.??l , do hereby certify that,,??T. C bob n , Atsidenr pF;??. 6
personalty appeared before me this ??- day of PP ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
NOTAn Y
PUBLIC
SEAL
My commission expires _??a q? IB
Page 2 of 2
Print name: ?'• (J.,, 1?'IL UV ?JUI/1 /- U4-W??r1, ij ?c_c??
LEVEL SPREADER SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
FOR POCKET WETLANDS NO. 1 & 2
A level spreader system includes: a forebay, diverter box, level spreader, riparian buffer/vegetated filter strip,
and flow bypass channel.
Name of Project: Louisburg Plaza
Address: Louisburg, North Carolina
Maintenance activities shall be performed as follows:
MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation, Check after every heavy rainfall for first 6 months
settling, erosion, or concentrated flow. following construction.
Inspect Diverter Box and clean and/or make repairs. Once a month and after heavy rainfalls/storms.
Look for:
• Clogged inlet or outlet pipes.
• Trash/debris in the box.
Inspect Forebay + Level Spreader. Clean and/or Once a month and after heavy rainfalls/storms.
make repairs. Look for:
• Sediment in forebay and along level spreader
lip;
• Trash and/or leaf buildup.
• Scour, undercutting of level spreader.
• Settlement of level spreader structure (no
longer level; you see silt downhill below level
spreader).
• Fallen trees on level spreader.
• #57 stone washing downhill.
Inspect the Riparian Buffer and the Bypass Swale Once a month and after heavy rainfalls/storms.
and make repairs as needed'. Look for:
• Damaged turf reinforcement or riprap rolling
downhill.
• Erosion within the buffer or swale.
• Concentrated flows downhill of level
spreader-look for gullies or sediment flows.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing on level spreader Once a year.
or in swale.
1 NOTE: Contact NC Division of Water Quality, 401/Wetlands Unit at 919-733-1786 BEFORE any work
in Protected Riparian Buffers.
Page 1 of 2
LEVEL
SPREADER NO. LOCATION ON SITE (DESCRIBE) HOW WILL IT BE ACCESSED?
1 1 Downstream from Pocket Wetland No. 1 Access from Public Street
2 2 Downstream from Pocket Wetland No. 2 Access from Public Street
3
4
5
6
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: C-, J:r-lc,_ ?C?'?40 R [4,1 a?n?sa(-N ?Q.6t??aE..,7
Title: V
Ad(
Ph(
Sig
Dat
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, 6/j a-p T i G C A R T7 N , a Notary Public for the State of A)V R 7W C A PO L-( N, /I
County of LJA& , do hereby certify that -I-Dkn Q (900 on
personally appeared before me this I S; day of MO !j j , a;20&1"7 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
NMNMN,'.N
TR?c9
Q' %0 TA,Q.? 'P,??
Z
y A
L1
c4UN'
SEAL
My commission expires ?/aD /0010
Page 2 of 2
GRASS SWALE SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
The grass swale includes vegetation, side slopes and temporary timber check dams
Name of Project: Louisburg Plaza
Address: Louisburg, North Carolina
Maintenance activities shall be performed as follows:
MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation,
settling, erosion, or concentrated flow. Check after every heavy rainfall for first 6 months
following construction.
• Inspect temporary timber check dams Once a month and after heavy rainfalls/storms.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing in swale and
reseed as needed. Once a year.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: J T. C' . 'Lyn C... 6 4..,,-f- (? c? ooso 't''QE k 11>1S_J r
Title: pqg?, I U?ff.u 7
Address: 1-2-A-1 &y,-rog_ L--t-.J P-LZ
Phone: ` 19 -d L3r"107 n I I, 9
Signature:
Date: //S iii 64 d 7
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, ?q N 1 TA 7"2 6-C A (Z T7Iy _,a Notary Public for the State of N0f-7W- C A P01-/ N /1
County of (06k L ? , do hereby certify that 'p h P, P. (iocod S'o n
personally appeared before me this day of /?Cc , ,;2C, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
TREc?'p
Q' ?O TA
2
A4/8 L\G ?O
F COUN
sEAC??
Page 1
My commission expires 7b> 0 a 0 /0
Technical Specifications
Louisburg Plaza
Stormwater Management Plan
Louisburg, Franklin County, North Carolina
Prepared for:
Louisburg Plaza, LLC
14600 Weston Parkway
Cary, North Carolina 27519
O'Brien & Gere Project No. 12063:39505
April, 2007
Mom
013RIEN G GERE
ENGINEERS, INC
2610 Wycliff Road
Suite104
Raleigh, North Carolina 27607
Phone: 919.783.777
Fax: [phone]
\`t%1111111011,
CARO
?4: •oF ss/(
;?•. 9
SEAL
'%)VG I NEB
M R
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
02100 Sediment & Erosion Control/Environmental Protection
02200 Clearing, Grading, and Excavation
02480 Seeding and Mulching
02721 Storm Drains and Appurtenances
02100: 1-3
02200: 1-6
02480: 1-5
02721: 1-9
TABLE OF CONTENTS
TOC 1
SECTION 02100 SEDIMENT & EROSION CONTROL / ENVIRONMENTAL
PROTECTION
PART I -GENERAL
1.1 DESCRIPTION OF WORK PRACTICES
This section covers the practices necessary to minimize sedimentation and erosion and
to provide environmental protection on the project or projects covered by these
specifications, and the furnishing of materials, labor, and equipment for that purpose.
The Contractor shall comply with all Federal, State, and local water and air pollution laws.
The Contractor shall keep himself informed of such regulations which affect the conduct
of the work. In the event of conflict between such regulations and the requirements of
these specifications, the more restrictive requirements shall apply.
The Contractor shall take whatever measures are necessary to minimize soil erosion and
siltation, Erosion and sedimentation control practices shall generally conform to the
details shown in the Plans and to those outlined in the Erosion and Sediment Control
Planning and Design Manual, latest edition, Division of Land Resources, North Carolina
Department of Environment and Natural Resources.
The Contractor shall take every precaution throughout the life of the project to prevent
the pollution of rivers, streams, and water impoundments. Pollutants such as chemicals,
fuels, lubricants, bitumens, sewage, and other harmful waste shall not be discharged into
or alongside rivers, streams, or impoundments, or into natural or manmade channels
leading thereto.
1.2 RELATED WORK IN OTHER SECTIONS:
A. Clearing, Grading, and Excavation: Section 02200
B. Seeding: Section 02480
1.3 QUALITY ASSURANCE
Erosion and sedimentation control shall conform to the requirements of the North
Carolina Sedimentation Pollution Control Act of 1973, latest revision.
PART 2 - PRODUCTS
2.1 SEEDING
Seeding and seeding materials shall conform to the requirements of Section 02480.
2.2 SILT FENCE
Silt fences shall conform to the details shown on plans.
SEDIMENT & EROSION CONTROL/ ENVIRONMENTAL PROTECTION 02100 -1
PART 3 - EXECUTION
3.1 SOIL EROSION CONTROL MEASURES
The Contractor shall employ such standard erosion control practices as are necessary to
prevent soil materials from migrating from the site. Should any erosion or siltation occur,
the Contractor shall immediately remove and properly dispose of any material washed
into rivers, streams, lakes, reservoirs, ditches, storm sewers, or other property. The
Contractor shall be liable for any damage to private or public property resulting from
insufficient erosion and siltation control measures, including any fines levied by local or
state agencies.
The Contractor shall install temporary and permanent erosion control measures as
shown in the Plans or as directed by the Engineer. Temporary sediment control devices
shall be installed to the extent possible prior to initiation of grading and excavation.
Temporary erosion control measures shall include, but not be limited to, the use of
temporary berms, dikes, drainage ditches, silt basins, silt ditches, slope drains,
structures, stone check dams, vegetation, mulches, mats, netting, gravel, or other
necessary methods. Temporary erosion control may include work outside the
construction limits.
The Engineer may limit the area over which excavation, embankment, and grading
operations are performed whenever the Contractor's operations are not effectively
minimizing erosion and/or siltation. In addition, should the Contractor fail to perform the
necessary measures to control erosion, siltation, and pollution within 24 hours after
receipt of notice from the Engineer or local or state agencies, the Engineer may suspend
the work and may proceed to have such measures performed by others at the
Contractor's expense. In such event, the Contractor shall not be eligible for any extension
of contract time therefor.
3.2 HANDLING OF EXCAVATED MATERIALS
Construction operations in rivers, streams, ditches, and water impoundments shall be
restricted to those areas which must be entered for the performance of work shown in
the Plans. Excavated materials shall not be deposited in rivers, streams, ditches, or
impoundments except that temporary earth dikes may be used when approved by the
Engineer, but such dikes shall be completely removed in such manner as to prevent
siltation. Frequent fording of flowing streams with equipment will not be permitted.
Temporary bridges or other structures shall be used wherever frequent stream crossings
are necessary.
3.3 STABILIZATION AND FINAL COVER MATERIALS
All disturbed, non-paved areas shall be seeded and fertilized, mulched, and tacked as
soon as practical after cleanup in accordance with the details shown in the Plans and
with other applicable sections of these specifications. In no case shall a total area of one
acre or more be left unstabilized for a period greater than thirty (30) days when
construction has been completed in the area. 11
3.4 MAINTENANCE OF CONTROL MEASURES
Control devices shall be maintained at a minimum of 50% of their original capacity and
SEDIMENT & EROSION CONTROL/ ENVIRONMENTAL PROTECTION 02100 - 2
may not be removed until the areas they serve have been stabilized. When authorized
by the Engineer, the Contractor shall remove the erosion control measures and shall
make appropriate repairs, if necessary, to maintain the site in a stabilized condition.
PART 4 - PAYMENT
No direct payment shall be made for sedimentation and erosion control, as such, except for
unit price items indicated in the Bid,actually installed and accepted.
END OF SECTION
SEDIMENT & EROSION CONTROL/ ENVIRONMENTAL PROTECTION 02100 - 3
SECTION 02200- CLEARING, GRADING, AND EXCAVATION
PART 1 - GENERAL
1.1 DESCRIPTION OF WORK
Work under this section applies to the clearing and earthwork activities necessary to
construct items covered under other sections of these specifications, including the
removal and satisfactory disposal of all materials excavated within the limits of work
indicated in the Plans or directed by the Engineer. These activities include such
excavation as is necessary for the formation, compaction, and shaping of all
embankments, fills, and roadways, drives, and vehicular parking and loading areas, and
for shaping of drainage ways, to conform to the typical cross sections and to the lines
and grades as shown in the Plans.
This work shall also include the removal and proper disposal of all unsuitable subgrade
material and replacement with satisfactory materials, and stripping and removal of other
items within the limits of construction, such as trees and shrubs, fencing, walls, steps,
sidewalk, drainage pipes, curb and gutter, and existing asphalt and concrete surfaces,
and adjustment of utility structures and castings, as required.
1.2 RELATED WORK IN OTHER SECTIONS:
A. Sediment & Erosion Control / Environmental Protection: Section 02100
B. Seeding and Mulching: Section 02480
1.3 QUALITY ASSURANCE:
Prior to beginning of any clearing or demolition activities, the Contractor shall confirm the
limits of work and the items to be removed with the Owner and Engineer. The Contractor
shall then conduct these operations in strict accordance with the agreed limits and
procedures.
Compaction shall be completed in accordance with the standards of ASTM D-698 as
amended.
The Contractor shall retain the services of an independent testing laboratory to perform
all materials testing required to confirm performance under these specifications. In areas
of fill and backfill, field density tests shall be performed in sufficient numbers to insure
that the specified density is obtained for each lift. The Contractor shall rework, or remove
and replace, soil materials in the areas in which testing reveals compaction below the
specified density until the applicable specified compaction can be confirmed by field-
testing. The Contractor shall be liable for all costs of retesting, as well as standard
density tests (Proctor curves) for borrow material, if applicable.
1.4 CLASSIFICATION OF EXCAVATION:
Common Excavation shall include all materials excavated within the designated limits not
otherwise classified as Solid Rock Excavation, Undercut Excavation, or Borrow
CLEARING, GRADING AND EXCAVATION 02200 -1
Excavation, but including removal and disposal of vegetation, topsoil, ornamental work,
pipes, concrete slabs, asphalt, pavement, debris, and other surplus materials not
specifically detailed in the Bid.
Undercut Excavation shall consist of the excavation and disposal of unsuitable materials
below the subgrade and replacement with suitable compacted materials.
Solid Rock Excavation shall include all hard rock found in place and all rock, hard slate,
hard sandstone, and solid rock of other definition found in place which cannot be
removed by suitable heavy-duty ripping and excavating equipment, in addition to
fragments of rock greater in volume than the capacity of the excavating machinery to
remove and which, in the opinion of the Engineer, requires blasting.
Borrow Excavation shall include soil materials required to satisfactorily execute the work
in accordance with the Plans and these specifications, not otherwise available within the
limits of work shown in the Plans, and excavated from areas other than those
designated, as authorized or directed by the Engineer.
1.5 GEOTECHNICAL DATA:
Subsurface investigations have not been performed at the site. It shall be the
Contractor's responsibility to determine the actual subsurface conditions before
submitting a bid.
PART 2 - PRODUCTS
2.1 BORROW MATERIAL
Borrow material shall consist of a sandy-clay, or clayey-sand soil which shall be free from
trash, debris, stone, vegetable matter, or other organic or waste materials. It shall have
an optimum, compacted dry unit weight of 120 pcf or greater. The source of borrow
material shall be approved by the Engineer. The Contractor shall submit Proctor density
curves for each source of borrow material for approval.
2.2 CRUSHED STONE
Crushed stone for foundation preparation or for use as backfill in event of over-
excavation, as may be directed by the Engineer, shall be uniform, clean material
conforming to North Carolina Department of Transportation specifications #57 or #67.
2.3 CONCRETE
Concrete for use as backfill in event of over- excavation, as may be directed by the
Engineer, shall have a compressive strength of 2,000 psi or greater.
2.4 TOPSOIL
Topsoil shall consist of natural loamy, organic soil suitable as seedbed for lawns or
roadway shoulders. Topsoil shall be removed from the work sites and may be stockpiled
for subsequent use.
CLEARING, GRADING AND EXCAVATION 02200 - 2
PART 3 - EXECUTION
3.1 CLEARING, GRUBBING, AND STRIPPING:
The Contractor shall conduct clearing, grubbing, and stripping operations with full
consideration of the property rights of the Owner and adjacent property owners and of
the convenience of the general public, and shall strive to minimize inconvenience to all
parties.
Where indicated or directed, the Contractor shall clear the construction areas of trees
and brush and provide for grubbing of stumps and roots. Only those trees that seriously
interfere with construction shall be cut, and care shall be exercised to protect remaining
trees and adjacent property. All brush, stumps, laps, roots, and logs shall be removed
from the work site. No open burning shall be allowed at the work site. Minor structures,
pipes, and other debris where indicated or authorized by the Engineer shall be removed.
All materials removed from the site shall be disposed of in a legal manner. All putresible
waste material shall be properly disposed in an approved sanitary landfill. Upon request
of the Engineer, the Contractor shall provide documentation for his disposal methods.
Where structures are to be built on fills, the entire area on which the structural fill will
bear shall be stripped to such depth as to remove the organic layer, including turf,
topsoil, roots, and other materials not suitable for subgrade.
3.2 GENERAL GRADING REQUIREMENTS
Excavation and grading shall include all earthwork for site development, roadway, drives,
and vehicular parking and loading areas; excavation and backfill for structures; and
embankment construction. Excavation and grading shall also include undercut
excavation and placement of borrow materials, disposal of unsuitable and excess
materials, procurement and placement of topsoil, final grading and dressing off, and
cleanup. These activities shall also cover blasting, if required, and measures required for
stabilization of excavation work, including shoring, sheathing, bracing, dewatering,
cofferdam work, and other protective measures.
Site grading shall conform to the grades indicated by the finish grades and cross-
sections in the Plans. Where topsoil, pavement, or other items are shown, the rough
grade shall be established at such depth below finish grade as is necessary to
accommodate these items.
The Contractor shall be responsible for dewatering, if required for site grading or
structural excavation. The Contractor shall provide and maintain appropriate measures
for dewatering, including ditching, drains, pumping, bailing, and well pointing.
3.3 SUBGRADE FOR BUILDINGS OR ROADWAY
All exposed soils at subgrade elevation under structures shall be proofrolled with a 15 to
20 ton pneumatic roller or equivalent weighted equipment. Should soft or unsuitable
material be indicated by the proof rolling operations, the Contractor shall remove such
CLEARING, GRADING AND EXCAVATION 02200 - 3
material and replace it with an acceptable compacted borrow material, stone, or
concrete, as directed by the Engineer.
3.4 FILLS AND EMBANKMENTS
For areas within the 1:1 envelope of structural loading (including vehicular loading), fills
and embankments shall be constructed of material that is free from grass, roots, and
other organic materials, or rock unless specifically approved by the Engineer. In areas
outside the 1:1 envelope, the Contractor may place properly compacted stippings and
excess topsoil materials when authorized by the Engineer.
Where natural slopes are steeper than 3:1, the Contractor shall cut horizontal benches in
the natural soil to receive fill material. Where natural slopes are shallower than 3:1, the
Contractor shall scarify the subgrade prior to placing fill material.
Fills shall be formed of acceptable material placed in successive layers of not over eight-
inch loose thickness for the full width of section, where practical. Fill materials shall be
spread evenly and compacted to obtain uniform density. Fills under structures shall be
compacted to ninety-eight percent (98%) of the Standard Proctor Maximum Dry Density
as defined by ASTM D-698. Fills under roadways, drives, parking areas, walks, and
future paved surfaces shall be compacted to ninety-five percent (95%) of Standard
Proctor Maximum Dry Density. Fills in other areas shall be compacted to at least ninety
percent (90%) of Standard Proctor Maximum Dry Density. Material that is too dry for
proper compaction shall be moistened, turned, and harrowed, and then properly
compacted. Material too wet for proper compaction shall be dried by aeration, disking,
harrowing, or other methods to a moisture content which will allow compaction to the
specified density. Borrow material, as needed, will be taken from the work site, or if
authorized by the Engineer, from other acceptable source.
Where rock is excavated along with other material, it shall be incorporated in fill sections
which are not to support pavement or structural loading. Rock shall be evenly
distributed. Rock fragments larger than 4" in greatest dimension will not be allowed in
the top 12" of fills or slopes. Voids between rock material are to be well filled with good
material and all rock shall be covered with at least 12" of earth.
3.5 UNDERCUT EXCAVATION
Should unsuitable materials be encountered within the grading limits indicated in the
Plans, the Contractor shall remove these materials as directed by the Engineer and
backfill to the indicated subgrade elevation with suitable, properly compacted material.
Undercut material may be used elsewhere on the project if the Engineer determines that
it is suitable. If it cannot be used, the Contractor shall provide for removal and disposal
off the site.
3.6 EXCAVATION FOR FOUNDATIONS
Foundation excavation shall be made at the location and to the elevation shown in the
Plans. The limits of the excavation shall be made sufficiently large to allow for placement
of forms for footings and walls and for pointing masonry, if applicable. Excavations shall
be kept free of water. Where necessary, the sides of excavation shall be shored and
sheathed, or cofferdams built, as required for protection of the work and laborers.
CLEARING, GRADING AND EXCAVATION 02200 - 4
The base of the excavation shall be level and in firm, solid material. Should soft or
unsuitable material be encountered at subgrade elevation, such material shall be
removed and replaced with acceptable compacted borrow material, stone, or concrete, at
the direction of the Engineer. Over-excavation below grade shall be replaced at the
option of the Engineer with good material, stone, or concrete without additional
compensation therefor.
3.7 BLASTING
Rock excavation required for structural foundations shall be accomplished by use of
heavy ripping equipment, rock drills, or pneumatic jackhammers, if possible. Where
blasting is required, the Contractor shall ensure that such operations are performed
under the supervision of a capable person, well experienced in demolition operations and
procedures needed to protect persons and property from injury. No blasting for rock
excavation will be allowed except by permission of the Engineer if there are existing
adjacent structures or pipelines. In such event, the Contractor shall provide prior, site-
specific documentation to the Engineer that vibrations from blasting will not cause
damage to adjacent structures and piping. The Contractor shall also provide for
monitoring and documentation of vibrations during blasting operations. The Contractor
shall bear responsibility for all damages resulting from his blasting operations.
3.8 BACKFILL
Backfill around structures and other facilities shall be accomplished as soon as is
practical in conformance with the following provisions.
Backfill shall consist of clean earth, free from trash, demolition materials, grass, roots,
and other organic materials, large rocks, and other unacceptable material. It shall be
placed in eight-inch layers and thoroughly compacted by mechanical tamps to ninety
percent (90%) of the Standard Proctor Maximum Dry Density as defined by ASTM D-698
as amended, with any subsequent settlement being refilled. Care shall be taken to
protect piping or other utilities during backfill operations. Excessively wet, soupy or
mucky material shall be removed from the area around structures prior to backfill being
placed, and no such material shall be used for backfill purposes.
Backfill around non-water holding structures shall be completed upon completion of the
structure above finish grade, and after all piping has been properly installed and tested.
Unless approved by the Engineer, structures that are to contain liquids shall not be
backfilled until successfully tested for leakage. It shall be the responsibility of the
Contractor to protect all structures from damage due to floatation prior to backfill being
placed.
3.9 FINE GRADING, PLACEMENT OF TOPSOIL, AND CLEANUP:
Upon completion of excavation, grading, and backfill, the entire work area shall be fine
graded and dressed off to the indicated grades. At least 4" of topsoil shall be placed on
all disturbed non-paved areas with the final level of topsoil conforming to the design
finished elevations. Topsoil shall be obtained from off-site sources if required. Topsoil
shall be free of debris, sticks, excessive amounts of weeds, and other deleterious
substances.
Upon completion of the fine grading and placement of topsoil, the entire site shall be
CLEARING, GRADING AND EXCAVATION 02200 - 5
cleaned up and dressed off, including the removal of rocks that may interfere with
mowing and maintenance of right-of-way, and all excess material and debris shall be
disposed of to the Owner's and Engineer's satisfaction. All areas to be seeded shall be
"broom dragged" and/or hand-raked.
PART 4 - PAYMENT
The cost for all clearing, grading and excavation shall be included in the cost of other work;
therefore, no separate payment shall be made.
END OF SECTION
CLEARING, GRADING AND EXCAVATION 02200 - 6
SECTION 02480 - SEEDING AND MULCHING
PART I -GENERAL
1.1 The work of seeding and mulching shall be performed immediately upon completion of
grading. The Contractor shall adapt his operations to variations in weather or soil
conditions as necessary for the establishment and growth of the grasses or legumes. In
all operations, care shall be taken to preserve the required line, grade, and cross-section
of the area.
PART 2 - PRODUCTS
2.1 Seed shall be certified by and comply with the rules and regulations of the NC
Department of Agriculture. Only high quality seed shall be used. Wet, moldy, or
otherwise damaged seed or seed containing an excess of noxious weeds will not be
acceptable. Each variety of seed shall be furnished and delivered in separate bags. If
seed is to be mixed before sowing, it shall be mixed by methods which will mix the seed
thoroughly and uniformly without causing damage to the seed. During handling and
storage, seed shall be protected from damage from any cause.
2.2 Fertilizer shall comply with the rules and regulations of the NC Department of Agriculture.
It shall be manufactured from cured stock and have an analysis of 5-10-10. During
handling and storage, the fertilizer shall be protected against hardening, caking, or loss
of plant food values. Any hardened or caked fertilizer shall be pulverized to its original
condition before being used.
2.3 Lime shall comply with the rules and regulations of the NC Department of Agriculture. It
shall be agricultural grade ground dolomitic limestone containing not less than 85% of
combined calcium and magnesium carbonates. It shall be so graded that 100% will pass
a No. 10 sieve and 40% will pass a No. 100 sieve. During handling and storage, lime
shall be protected against hardening and caking. Any hardened or caked lime shall be
pulverized to its original condition before being used.
2.4 Mulch shall consist of clean grain straw reasonably free from mature seedbearing stalks,
roots, or bulblets of Johnson Grass, Nutgrass, Sanbur, Wild Garlic, Wild Onion, Bermuda
Grass, Crotalaria, Witchweed, and restricted noxious weeds as defined by the NC
Department of Agriculture at the time of use. Mulch that is matted or lumpy shall be
loosened and separated before being used.
PART 3 - EXECUTION
3.1 General
A. The Seedbed shall be properly prepared and true to line and grade with lime and
fertilizer worked into the soil 4" to 6" deep. All weeds and other unacceptable
growth shall be cut and disposed of properly. Uneven and rough areas shall be
smoothed to provide a uniform surface. The soil shall be loosened to a minimum
depth of 5" and all clods shall be broken up. The top 2" or 3" of soil shall be
SEEDING AND MULCHING 02480 -1
worked into an acceptable seedbed by the use of approved methods. On cut
slopes greater the 2:1, the Engineer may permit the depth of preparation to be
reduced, but in all cases the slope surface shall be scarified, grooved, trenched,
or punctured so as to provide places in which the seeding materials can lodge.
B. Lime and fertilizer shall be distributed uniformly over the prepared seedbed at the
specified rates and then harrowed, raked, or otherwise thoroughly worked or
mixed into seedbed. Seed shall be distributed uniformly over the prepared
seedbed at the specified rate and immediately harrowed, dragged, raked, or
otherwise worked so as to cover the seed with a layer of soil. Immediately after
seed has been properly covered, the seedbed shall be compacted by means
approved by the Engineer.
C. Within 24 hours after the completion of seeding, all areas shall be mulched.
Mulch shall be spread uniformly by hand or by approved mechanical spreaders,
which will provide an acceptable application. An acceptable application will be
that which will allow some sunlight to penetrate and air to circulate but also
partially shade the ground, reduce erosion, and conserve soil moisture.
D. Mulch shall be held in place by applying a sufficient amount of asphalt emulsion
or other approved binding material. The rate and method of application shall
meet the approval of the Engineer. When the binding material is not applied
directly with the mulch, it shall be applied immediately following the mulch
application. During the application of the binding material, adequate precautions
shall be taken to prevent damage to traffic, structures, traffic control devices, and
other appurtenances. When any damage does occur, the Contractor shall repair
it, including any necessary cleaning. The Contractor shall take precautions to
prevent mulch from entering drainage structures and shall promptly remove any
blockages which may occur.
E. Seeding
TEMPORARY SEEDING SCHEDULE
(TO TEMPORARILY STABILIZE DENUDED AREAS THAT WILL NOT BE BROUGHT
TO FINAL GRADE FOR A PERIOD OF 30 WORKING DAYS)
SEEDING DATES: DECEMBER 1 THRU APRIL 15
SEEDING MIXTURE: SPECIES
RATE (LBS/AC)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE
SOIL AMENDMENTS: 2,000 LBS/AC LIMESTONE
750 LB/AC 10-10-10 FERTILIZER
MULCH: 4,000 LBS/AC -ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OF A
MULCH ANCHORING TOOL
SEEDING AND MULCHING 02480 - 2
MAINTENANCE:
SEEDING DATES:
SEEDING MIXTURE:
APRIL 15 - AUGUST 15
SPECIES
GERMAN MILLET
RATE (LBS/AC)
40
SOIL AMENDMENTS: 2,000 LBS/AC LIMESTONE
750 LB/AC 10-10-10 FERTILIZER
MULCH: 4,000 LBS/AC - ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OF A
MULCH ANCHORING TOOL
MAINTENANCE: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION
OR OTHER DAMAGE.
SEEDING DATES: AUGUST 15 THRU DECEMBER 15
SEEDING MIXTURE: SPECIES RATE (LBS/AC)
RYE (GRAIN) 120
SOIL AMENDMENTS: 2,000 LBS/AC LIMESTONE
1000 LB/AC 10-10-10 FERTILIZER
MULCH: 4,000 LBS/AC - ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OF A
MULCH ANCHORING TOOL
MAINTENANCE: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOPDRESS WITH 50 LBS/AC OF NITROGEN IN MARCH. IF IS
IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LBS/AC KOBE IN LATE
FEBRUARY OR EARLY MARCH
PERMANENT SEEDING SCHEDULE
(WELL-DRAINED SANDY LOAMS TO DRY SANDS, COASTAL PLAIN AND EASTERN
EDGE OF PIEDMONT; LOW TO MEDIUM CARE LAWNS)
SEEDING DATES: MARCH TO JUNE (SPRIGGING CAN BE DONW THROUGH JULY WHERE
WATER IS AVAILABLE FOR IRRIGATION)
SEEDING MIXTURE: SPECIES RATE (LBS/AC)
CENTIPEDEGRASS 10-20 LBS/AC (SEED) OR 33 BU/AC (SPRIGS)
SOIL AMENDMENTS: 300 LB/AC 10-10-10 FERTILIZER
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION
OR OTHER DAMAGE.
SEEDING AND MULCHING 02480 - 3
SPRIGGING: PLANT SPRIGS IN FURROWS WITH A TRACTOR-DRAWN TRANSPLANTER, OR
BROADCAST BY HAND
FURROWS SHOULD BE 4-6 INCHES DEEP AND 2 FEET APART. PLACE SPRIGS ABOUT 2
FEET APART IN THE ROW WITH ONE END AT OR ABOVE GROUND
LEVEL.
BROADCAST AT RATES SHOWN ABOVE AND PRESS SPRIGS INTO THE TOP Y/2
TO 2 INCHES OF SOIL WITH A DISK SET STRAIGHT SO THAT
SPRIGS ARE NOT BROUGHT BACK TOWARD THE SURFACE
MULCH: DO NOT MULCH
MAINTENANCE: FERTILIZE VERY SPARINGLY - 20 LBS/AC NITROGEN IN SPRING WITH NO
PHOSPHORUS. CENTIPEDEGRASS CANNOT TOLERATE HIGH PH
OR EXCESS FERTILIZER
PERMANENT SEEDING OF GRASS-LINED CHANNELS
(COASTAL PLAIN)
SEEDING DATES
SEEDING MIXTURE
APRIL THRU JULY
SPECIES
RATE (LBS/AC)
COMMON BERMUDAGRASS 40 - 80 (1 - 2 LBS/1000 SQ. FT.)
SOIL AMENDMENTS: 3,000 LBS/AC LIMESTONE
500 LB/AC 10-10-10 FERTILIZER
MULCH: USE JUTE, EXCELSIOR MATTING, OR OTHER EFFECTIVE CHANNEL LINING
MATERIAL TO COVER THE BOTTOM OF CHANNELS AND DITCHES.
THE LINING SHOULD EXTEND ABOVE THE HIGHEST CALCULATED
DEPTH OF FLOW. ON CHANNEL SIDE SLOPES ABOVE THIS
HEIGHT, AND IN DRAINAGES NOT REQUIRING TEMPORARY
LININGS, APPLY 4,000 LBS/AC GRAIN STRAW AND ANCHOR
STRAW BY STAPLING NETTING OVER THE TOP
MULCH AND ANCHORING MATERIALS MUST NOT BE ALLOWED TO WASH DOWN
SLOPES WHERE THEY CAN CLOG DRAINAGE DEVICES
MAINTENANCE: A MINIMUM OF THREE (3) WEEKS IS REQUIRED FOR ESTABLISHMENT.
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE THE
FOLLOWING APRIL WITH 50 LBS/AC NITROGEN.
3.2 SEEDBED PREPARATION
A. Chisel compacted areas and spread topsoil 3" deep over adverse soil conditions,
if available.
B. Rip the entire area to 6" depth.
SEEDING AND MULCHING 02480 - 4
C. Remove all loose rock, roots, and other obstructions leaving surface reasonably
smooth and uniform.
D. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil
as shown on the Plans.
E. Continue tillage unit a well-pulverized, firm, reasonably uniform seedbed is
prepared 4" to 6" deep.
F. Seed on a freshly prepared seedbed and cover seed lightly with seeding
equipment or cultipack after seeding.
G. Mulch immediately after seeding and anchor mulch.
H. Inspect all seeded areas and make necessary repairs or reseeding within the
planting season, if possible. If stand should be over 60% damaged reestablish
following original lime, fertilizer and seeding rates.
Consult the Conservation Inspector on maintenance treatment and fertilization
after permanent cover is established.
Consult the Conservation Engineer or the Soil Conservation Service for additional
information concerning other alternative for vegetation of denuded areas. The
above vegetation rates are those, which do well under local conditions, other
seeding rate combinations are possible.
K. ***Temporary - Reseed according to optimum season for desired permanent
vegetation, Do not allow temporary cover to grow over 12" in height before
mowing, otherwise fescue may be shaded out.
L. The Contractor shall maintain seeded areas in a satisfactory condition until final
acceptance of the project. Areas of damage or failure due to any cause shall be
corrected by being repaired or by being completely redone as may be directed by
the Engineer. Damage or failure resulting from poor seed, the Contractor's
operation, or his failure to provide erosion control shall be repaired or replaced at
the Contractor's expense.
M. The Contractor shall maintain adequate drainage on the project at all times. In
the event water pockets are formed, they shall be drained by the Contractor and
all wet and unstable material shall be removed and disposed of and the area
backfilled and compacted with suitable material. Such remedial work caused by
the failure of the Contractor to keep the area adequately drained shall be
performed at his expense.
PART 4 - PAYMENT
The cost for seeding and mulching of shoulders and easements shall be paid at the unit cost
as indicated in the Bid Form. All other seeding shall be included in the cost of other work;
therefore, no separate payment shall be made.
SEEDING AND MULCHING 02480 - 5
END OF SECTION
SEEDING AND MULCHING 02480 - 6
SECTION 02721 - STORM DRAINS AND APPURTENANCES
A. GENERAL
Description of Work: Work under this section consists of furnishing all plant, labor,
materials and equipment for the installation of storm drain pipelines, pipe fittings, catch
basins, inlets, junction boxes, interference boxes, structures, manholes, and headwalls.
2. Related Work in Other Sections:
Clearing, Grading, and Excavation: Section 02200
Control of Erosion, Siltation, and Pollution: Section 02476
Seeding and Mulching: Section 02480
3. Quality Assurance:
a. Standards:
American Society for Testing and Materials
ASTM Al 85 Reinforcing Steel
ASTM A252 Encasement Pipe
ASTM A305 Reinforcing Steel
ASTM A444 Corrugated Steel Pipe Connecting Bands
ASTM B308 Aluminum Alloy Standard Structural Shapes
ASTM C33 Crushed Stone
ASTM C55 Concrete Brick
ASTM C76 Reinforced Concrete Pipe
ASTM C91 Masonry Cement
ASTM C443 Reinforced Concrete Pipe Joints
ASTM C478 Precast Catch Basins and Manholes
ASTM F405 Subsurface Drain Lines
American Association of State Highway Transportation Officials
AASHTO M36 Corrugated Steel Pipe
AASHTO M170-81-1 Reinforced Concrete Pipe
AASHTO M196 Corrugated Aluminum Pipe
AASHTO M219 Aluminum Alloy Structural Plate Pipe, Pipe Arches, and Arches
AASHTO M274-791 Corrugated Steel Pipe
AASHTO T180 Compaction of Backfill
Federal Specifications
Federal Specifications SS-S-00210 - Sealing Compound for Pipe Joints
Federal Specifications WW-P-00402 - Corrugated Aluminum Pipe
b. All defective work or material shall be repaired and/or replaced by the Contractor at
no cost to the Owner. Areas in which testing indicates compaction below the
specified density shall be reworked, or removed and replaced by the Contractor, at
no expense to the Owner, until specified compaction is obtained.
c. Siltation, sedimentation, and erosion shall be kept to a minimum at all times during
construction. Sedimentation and erosion control methods shall be employed by the
Contractor during construction in order to comply with the requirements of the N.C.
Sedimentation Pollution Control Act of 1973, and to plant requirements.
STORM DRAINS AND APPURTENANCES
02721 -1
B. PRODUCTS
1. Reinforced Concrete Pipe: (NOT IN CONTRACT
2. Corrugated Steel Pipe:
a. Corrugated steel pipe shall be aluminum coated type, fabricated in accordance
with AASHTO Specification M36-74 (latest revision). The aluminum coating shall
be applied by hot dip bath and shall be of uniform thickness on both sides of the
steel sheet. Material shall meet AASHTO Specification M-274-791. Pipe wall
seams shall be the crimped-lock type.
b. Corrugations shall be 2 2/3" from crest to crest and 1/2" from crest to valley (2
2/3" x 1/2") for 24" through 48" diameter pipe, and for pipe larger than 48"
diameter, corrugations shall be 3" x 1" or 125 mm x 25 mm. Pipe corrugations at
both ends of the pipe shall be re-rolled at the fabricating plant to obtain no less
than two annular corrugations at each end.
c. Corrugated steel pipe shall be suitable for supporting an HS-20 live load, under the
conditions of installation shown on the Plans. Minimum acceptable wall thickness
for various pipe sizes shall be as follows, unless thicker walls are required by
installation (in-place) conditions:
Minimum Allowable
Pipe Diameter Wall Thickness Gauge
24" 0.064" 16
30" 0.079" 14
36" 0.079" 14
42" 0.079" 14
48" 0.079" 14
54" 0.079" 14
60" 1.109" 12
66" 1.109" 12
72" 0.109" 12
d. Fittings for corrugated steel pipe shall be aluminum coated, corrugated, as for the
pipe and shall be fabricated by welding. All fittings shall have the same wall
STORM DRAINS AND APPURTENANCES
02721 - 2
thickness as the pipe and shall have annular corrugations on ends. Fittings shall
be reinforced as required to provide the same load bearing capacity as for the pipe.
All weld areas shall be wire brushed or power tool cleaned and coated with an
aluminum paint at the factory.
e. Connecting bands shall be aluminum coated steel and shall conform to the
applicable requirements of ASTM Specifications A444. The band shall be flat with
a continuous corrugation on each side to index the inboard corrugation of the pipe.
At designated locations, the outboard corrugation of the pipe shall be fitted with an
"O" ring gasket 13/16" in diameter or a 3/8" thick circular gasket equal to the width
of the band. The band shall be drawn together by two 3/8" bolts through the use of
a bar and strap harness assembly suitably welded to the band. The band bolts
shall be suitably torqued to insure maximum compression of the gasket.
f. All uncoated surfaces of steel for pipe, fittings, and connecting bands, such as on
ends of pipe, shall be suitably wire brushed or power tool cleaned and coated with
aluminum paint. Pipe shall be fitted with lifting lugs (2 ea.) on each joint.
3. Corrugated Aluminum Pipe: NOT IN CONTRACT
4. Catch basin, manhole, and function box material shall consist of concrete brick, precast
concrete, or cast-in-place concrete as indicated on the Plans, in accordance with the
following requirements. All materials shall be approved by the Engineer prior to use.
a. Brick shall be solid concrete brick meeting ASTM Specification C55, Grade A, or
equal, free from cracks and defects that would impair their strength or usefulness.
b. Precast concrete catch basins and manholes shall consist of pre-cast reinforced
concrete sections, a conical or flat top section, as required, and a base section
conforming in general to the details shown on the Plans. Precast catch basins and
manhole sections shall be manufactured in accordance with ASTM Designation
C478 (latest edition). The minimum compressive strength of the concrete for all
sections shall be 4,000 psi. The maximum allowable absorption of the concrete
shall not exceed 8% of the dry weight. Metal reinforcing shall consist of
intermediate grade deformed steel bars in accordance with ASTM Specifications
A185 and A305. Precast catch basins and manholes shall be designed to
withstand an HS-20 live load in addition to maximum soil and hydraulic pressure for
the conditions of installation as indicated on the Plans.
c. Cast-in-place concrete shall have a compressive strength of 3,000 psi or greater.
d. Precast concrete junction boxes shall consist of precast concrete sections with flat
top sections, suitable manhole openings, and other details as indicated on the
Plans. Joints between sections shall be grooved and sealed with butyl sealant, or
equal, in the field. Minimum concrete compressive strength shall be 4000 psi, and
metal reinforcing shall consist of deformed bars in accordance with ASTM
Specifications A185 and A305. Precast junction boxes shall be designed to
withstand HS-20 live loads as well as soil, ground water, and hydraulic pressures
for the conditions of installation shown on the Plans.
5. Castings and steps shall be provided for each catch basin, junction box and manhole.
Frames, covers, grates, and steps shall be of cast iron of superior quality, tough and
even texture, and of not less than 40% pig. They shall be clear of blow holes, and
STORM DRAINS AND APPURTENANCES
02721 -3
holes, cracks, or other defects, properly finished and bituminous coated while hot.
Catch basins and manhole covers, frames, grates, and steps shall conform to the
details for each type on the plans, or to similar plans differing in detail but of equally
good design, provided such castings are approved by the Engineer prior to use.
Covers and frames shall be machined to provide plane, smooth surfaces for uniform
seating and interchangeability of covers. Rings and covers that provide imperfect
seating will be rejected.
6. Masonry cement shall be of best grade, conforming to ASTM Specification C91, Type
II, of a brand approved by the Engineer. It shall be newly manufactured, well housed
and kept dry and protected at all times.
7. Concrete shall be composed of Portland cement, sand, coarse aggregated, water and
such admixtures as may be allowed, in such proportions as to provide a minimum 28-
day compressive strength of 3,000 psi. The source of concrete and mix design shall be
approved by the Engineer prior to use. Concrete shall conform to the requirements of
Section 03300.
8. Crushed stone for pipe and drainage structure foundation shall be washed stone
graded 1/4" to 1" and down with a minimum of fine material, conforming to ASTM.C33,
Size No. 67, or Size No. 57, as directed by the Engineer.
9. Rip-rap shall be Class 1 as defined by the N.C. Department of Transportation, ranging
in size from 6" to 12" in (nominal) diameter and weighing from 5 lbs. to 200 lbs. with at
least 30% of the rip-rap weighing at least 60 Ibs or as noted on the plans.
C. EXECUTION
1. Locations: Pipe work shall be installed at the locations shown on the plans and to the
position, alignment and grade shown thereon. Prior to beginning work at any location,
the Contractor shall consult with the Engineer and Owner to determine that all rights-of-
way, permits, or other legalities are in order. He shall familiarize himself with all
conditions and/or limitations of such rights-of-way or permits and shall fully comply with
all such requirements. All work shall be confined to rights-of-way or permit limits and
any encroachment beyond such limits shall be the Contractor's liability.
2. Clearing and Grubbing:
a. Clearing and grubbing shall be as detailed in Section 02200 of this specification.
3. Trench Excavation:
a. Trenches for pipe shall be excavated true to line and grade. Where paving is to be
cut, it shall be cut in advance of trenching 1' wider than the specified width of the
trench. Pavement shall be carefully cut by approved means ahead of removal.
Where soil conditions prevent ditch excavation without excessive widths, or where
directed by the Engineer, wood or steel sheeting, as hereinafter specified, shall be
driven to support the trench walls, or a suitably reinforced steel trench box shall be
employed.
b. Trench bottoms shall be hand graded to provide uniform and continuous bearing
for the pipe along its entire length, with bell holes being dug for pipe bells, where
STORM DRAINS AND APPURTENANCES
02721 - 4
applicable. No ridges, sags or undercutting will be allowed.
c. If approved by the Engineer and subject to suitable soil conditions, the trench may
be excavated a few inches below the established subgrade and backfilled with
selected material (from the excavation, if available) well compacted and so shaped
as to give the pipes uniform bearing throughout their lengths at the established
grade. Bell holes shall be dug to relieve the bells of load and to provide for
completing the joints.
d. Where the material at grade is unstable, soft, and incapable of supporting the pipe,
the trench shall be excavated below grade, as directed by the Engineer, and
refilled to grade with stone or gravel so as to form a firm foundation for the pipe.
Stone shall be compacted and graded so as to provide stable foundation and
uniform bearing for the pipe. Bell holes shall be provided as in other types of
foundations. A minimum stone depth of 4" is required.
e. Where the material excavated from the trench is unsuitable for backfill material, it
shall be hauled off and disposed of and selected material hauled in for backfilling
the trench.
Should ground water be encountered in the bottom of the trench, causing the
trench bottom to be unstable, the material, as directed by the Engineer, shall be
excavated below grade sufficiently to allow a bed of crushed rock or gravel to be
placed in which to bed the pipe. The work shall be done as for unstable
foundations. The depth of cut below grade shall be only the minimum amount to
accomplish the purpose, and shall be as directed by the Engineer.
g. The Contractor shall furnish all machinery for pumping, bailing, and/or well pointing
and shall pump, bail, or otherwise remove any water which may be found or shall
accumulate in the trenches, and shall perform all work necessary to keep them
clear of water while the pipe is being laid. The disposal of water after removal shall
be satisfactory to the Engineer.
h. Whenever necessary, the side of the trench shall be braced and rendered secure
and either open or closed sheeting used to the satisfaction of the Engineer; such
sheeting and bracing to be left in place until the trench is refilled to a safe limit, not
less than 2' above the top of the pipe. The top portion may then be cut off, but the
lower portion shall remain undisturbed. In lieu of sheeting, suitable trench boxes
may be employed. All sheeting, bracing, trench boxes, and trench construction
methods shall conform to the latest Department of Labor Safety and Health
Regulations for construction promulgated under the Occupational Safety and
Health Act of 1970. No extra payment will be made for sheeting and bracing.
Such cost shall be included in the cost of installing the pipe.
i. In rock or other unyielding material, the excavation shall be made at least 6" below
subgrade elevation. The trench shall be refilled with select material compacted in
place as specified for ordinary excavation. Suitable material from excavation may
be used, if available. If not, it shall be hauled in.
j. If rock is encountered, it shall be paid for at the unit price set forth in the Bid. Only
solid rock requiring blasting or drilling for its removal will be classified as rock
excavation.
STORM DRAINS AND APPURTENANCES
02721 -5
Allowance will be made for a width of the trench not in excess of 16" greater than
the outside diameter of the bell of the pipe and a depth from the surface of the rock
to the established subgrade of the pipeline. Rock excavated in excess of these
limits will not be paid for. The Engineer shall measure the amount of rock
excavation to be classified as such before the trench is backfilled. No payment will
be made for rock excavation which is backfilled before measurement by the
Engineer.
k. All blasting, where required, shall be done under the personal supervision of a man
thoroughly skilled in this class of work. All necessary measures to protect life and
property shall be taken. Where in close proximity to buildings, transmission lines,
telephone lines, or other facilities, timber mats or other means of preventing
damage from flying debris shall be used. Ample and suitable signals shall be given
in proximity to the work before each blast, and flagmen shall be placed on all
roads, beyond the danger zone, in every direction to warn traffic. All responsibility
for damage rests on the Contractor.
All existing water and sewer lines, buried electrical and telephone cable, and other
known utilities intersecting the lines of construction, if requested by the Engineer,
shall be uncovered by the Contractor at his expense and exposed to the Engineer
at least 200' ahead of pipe laying operations to insure the correctness of grades.
Existing utilities shown on the plans are as accurately located as existing records
and field surveys allow; however, the Contractor shall verify with the various utility
companies before excavating and shall save harmless the Owner from any claims
for damages as a result of his work.
m. The Contractor shall at all times take necessary precautions in preventing gutters,
catch basins, ditches and other drainage facilities from being clogged that might
cause flooding conditions and damage to public or private properties.
n. During the course of pipeline construction, benching, early seeding of grass cover,
and whatever means necessary shall be carried out to prevent siltation and bank
erosion.
4. Pipe Installation:
a. Pipe shall be protected during handling against impact shocks and free fall. On the
subgrade prepared as above described, the pipe shall be laid so as to produce a
straight line of pipe on a uniform grade, each pipe laid to form a close joint with the
preceding pipe and so as to form a smooth inside flow line. Pipe jointing shall be in
strict accordance with the manufacturer's written recommendations.
b. Concrete pipe shall be laid with preformed plastic gasket joints, or gaskets, as
specified in paragraph B.1.c.
c. Corrugated steel and aluminum pipe connecting bands shall be installed in
accordance with the manufacturer's directions.
5. Catch Basin and Manhole Installation:
a. Brick catch basins, junction boxes, and manholes shall be constructed by
experienced manhole masons. Brick shall be laid in level courses in mortar, as
specified below, with mortar joints approximately 3/8" thick. The joints shall be
STORM DRAINS AND APPURTENANCES
02721 - 6
completely filled with mortar and inside joints struck flush. Cast iron steps shall be
placed in each catch basin or manhole at 12" intervals. They shall be properly
aligned and set level.
b. Precast catch basins, junction boxes, and manholes shall be installed as follows:
Precast base sections shall be installed on a firm stabilized foundation so prepared
to prevent settlement and misalignment. Pipe openings shall be exactly aligned to
that of the pipe entering and leaving the manhole. Cement mortar joints shall be
carefully made to the manufacturer's requirements. Grout shall be as stiff as
possible to be consistent with good practice and all joints shall be well filled. Pipes
shall be placed in the openings provided in the base section and properly aligned
and set to grade. They shall be firmly held in place and the opening around the
exterior diameter of the pipe and the base opening shall be filled with an
expanding-type grout, well rammed into place.
c. Pipe connections shall be cut off flush with the inside wall of the drainage structure
and grouted as necessary to make smooth and uniform surfaces on the inside of
the structure.
d. Cast iron frames, grates, and covers shall be properly set in a bed of mortar and
aligned to fit the top section of the manhole. Brick set in mortar shall be used to
adjust the top of finished grade. No more than four courses of brick will be used for
adjustments on precast units. Steps shall be properly placed at 12" intervals.
6. Backfilling of Trenches:
a. Backfilling of trenches shall be completed after the installation of each section of
pipe laying to the satisfaction of the Engineer.
b. Backfilling around the pipe and to a depth of at least 1' above the top of pipe shall
be placed by hand in layers of not over 6". Only select material containing no rock
or other objectionable material shall be used for this portion of the backfill. As fast
as the material is place, it shall be cut under the haunches of the pipe with a shovel
and thoroughly compacted with mechanical tamps for the full width of the trench to
provide support for the bottom and sides of the pipe. Filling shall be carried up
evenly on both sides. Compaction of backfill to a depth of at least 1' above the top
of pipe for all pipe within street limits shall be 95% of maximum as established by
AASHTO Specification T99, Method A. For reinforced concrete pipe outside street
limits compaction shall be at least 90% of maximum. For some pipe segments,
backfilling up to the "spring line" of the pipe shall be with crushed rock or gravel, as
indicated on the Plans.
c. For the remainder of the backfill, no frozen earth, debris, or rocks measuring more
than 6" in size shall be used. In streets, roads, and shoulders, the backfill shall be
placed in layers of not over 8" and thoroughly compacted with mechanical tampers,
so as to avoid future settlement. In paved highways and streets, the compaction
shall be acceptable to the Department of Transportation or Owner whichever has
jurisdiction. Excess material shall be promptly removed from the site and the
pavement or road surface cleaned of objectionable material. The Contractor shall
correct any future settlement within the guarantee period.
d. In shoulder of roads, the top 6" of trench shall be filled with well compacted topsoil.
In unpaved streets, the top 6" of trench shall be filled with crushed aggregate base
STORM DRAINS AND APPURTENANCES
02721 - 7
course, well compacted. The paved areas, the top of the trench shall be filled with
the specified base for pavement, well mixed and compacted. Any settlement of
backfill below finish grade shall be promptly corrected.
e. On outfall lines and at other points where damage to the system or property will not
occur, the backfill material more than 1' above the top of the pipe may be placed in
12" to 18" layers. The upper portion of the backfill, more than 5' above the pipe
may be compacted by rolling with wheeled equipment. The Contractor will be
responsible for all final subsidence of all trenches and shall have the same flush
with the original ground after all settlement has taken place. Trenches must be
protected against scour and erosion due to surface drainage.
7. Repairs to Damaged Services and Utilities: Repairs to damaged services and utilities
shall be promptly made at the Contractor's expense. The Contractor shall use every
effort to avoid damaging or breaking water, sewer, gas, power, telephone or other utility
services. Utility lines shall be properly supported across the pipe trench until backfilling
is completed. Should damage occur, immediate action shall be initiated to effect
satisfactory repairs. All repair work shall be satisfactory to the Engineer and the Owner
of the damaged utility.
8. Miscellaneous Items: The Contractor shall be responsible for removing and replacing
miscellaneous items in conflict with the storm drainage work such as mail boxes, signs,
fences, walls, shrubbery, private ornamental items, etc. Shrubbery and plantings shall
be preserved by proper root protection and watering until replanted; however, the
Contractor will not be required to guarantee replanted items. No additional payment will
be made for removing and replacing miscellaneous items.
9. Seeding and Mulching: The work of seeding and mulching shall be performed on a
section-by-section basis immediately upon completion of storm drainage improvements.
The Contractor shall adapt his operations to variations in weather or soil conditions as
necessary for the establishment and growth of the grasses or legumes. In all
operations, care shall be taken to preserve the required line, grade, and cross-section
of the area. All disturbed pipeline areas shall be seeded in accordance with Section
02480.
10. Final Clean-Up:
a. Final clean up will meet the approval of the Engineer, the Owner, and the property
owner, where applicable, with all defects in ditch settlement, seeding, pavement
patches or other deficiencies being promptly corrected.
b. Clean up of work along highways or roads shall be performed immediately upon
completion of the backfill operation. Pipe laying shall be stopped at any time that
clean up work lags and shall not be resumed until clean-up progress is satisfactory
to the Engineer.
D. METHOD OF MEASUREMENT
1. General:
a. The quantities to be paid for under this section shall be the actual number of linear
feet of storm sewers installed; the actual number of manholes, catch basins, and
STORM DRAINS AND APPURTENANCES
02721 - 8
junction boxes constructed, complete, in place, and accepted; the actual number of
linear feet or square yards of pavement to be removed and replaced; the actual
number of connections to existing storm drainage facilities, and the actual
quantities of other miscellaneous items if included in the Bid.
b. The depth of manholes, catch basins, and junction boxes to be paid for (when
applicable) shall be measured from the invert of the effluent line to the top of the
brickwork under the castings on top.
c. The depth to be used in the payment for pipe installation (when applicable) shall be
the actual depth of the ditch cut for such installation measured from the top of
ground or pavement to the invert of the pipe.
E. PAYMENT
1. General: The various items of storm drainage facilities construction will be paid for at
the respective contract prices which shall include the cost of all equipment, labor,
material, and other items required to complete them as specified. No additional
compensation will be considered, other than for the extension of unit price quantities
beyond those shown on the Proposal, or for work done under the Extra Work Clause of
these specifications. Measurement and payment shall be as follows:
a. Clearing and grubbing of the pipeline right-of-way, where necessary, will be
included in the price of the work for which it is required.
b. Clean up and seeding and mulching of the pipeline right-of-way shall be included in
the cost of the pipe and no additional payment will be made therefor.
c. Reinforced concrete pipe laid by open cut, in place, at the contract unit price per
linear foot for the various sizes of pipe measured from center to center of catch
basins, junction boxes, and manholes, and for the various depths of cut measured
on the centerline of the trench from invert of pipe to the ground surface (when
applicable). The price shall include excavation, disposal of excess material, pipe
bedding material, laying, jointing, backfilling, seeding, and all other items of work
required to complete the satisfactory installation of the pipe, except crushed stone
used for foundation, replacing pavement, select backfill and other items as may be
itemized in the Bid form.
d. Crushed stone for pipe trench and structure bottom stabilization including catch
basins, junction boxes, and manholes for segments, which require crushed stone
shall be included in other work and no separate payment shall be made therefor.
Labor and equipment for placing, spreading and compacting in trench shall be
included in the payment item for pipe, structures, or undercut, as appropriate.
Measurement and payment shall be based on in-place quantities subject to the
payment limits and dimensions shown on the drawings.
e. Well pointing, if used, shall be included in the cost of installing the pipeline an no
additional payment will be due therefore.
f. Silt fences for sedimentation and erosion control will be paid for at the unit price
per linear foot as stated in the Bid. Hay bales for sedimentation an erosion control
will be paid for at the unit price for each in the Bid. Silt basins shall be paid for at
STORM DRAINS AND APPURTENANCES
02721 - 9
the lump sum price therefor, for each.
g. Borrow material for backfilling pipe trench when existing excavated material is
unsuitable for backfill shall be included in the cost of the item for which it is
required, which price shall include removing, hauling away, and disposal of all
excess unsuitable material and furnishing and compacting select borrow material in
place. Measurements for borrow shall be on an "in-place basis."
h. Sheeting, shoring, bracing, etc., installed where required for trench stabilization
and protection of adjacent roads, utilities, and properties shall be included in the
cost of the pipe or catch basin, junction boxes, and manholes and no separate
payment will be made therefor.
Repairing damage utilities will be at the Contractor's expense and no
compensation therefor will be allowed.
Placing stone or gravel in trench areas, drives, etc., for stabilization for traffic or for
maintenance shall be included in the cost of the pipe and no additional payment
will be made therefor.
k. Removing and replacing mailboxes, fences, walls, shrubbery, plantings, and other
ornamental items shall be included in the cost of the pipe and no additional
payment will be made therefor.
Filling (and compacting) existing ditches shall be included in the cost of the pipe.
m. Riprap shall be paid for at the contract unit price as shown in the Bid. The unit
price shall include the cost of rip rap, excavation, disposal of excess material,
installing, and all other items of work required to complete the satisfactory
installation of rip rap.
n. Undercut excavation and backfill with native or borrow material shall be paid for at
the contract unit price as shown in the Bid. The unit price shall include the cost of
excavation, disposal of excess material, installation of stockpiled (suitable) native
or borrow material, and all other items of work required to complete the satisfactory
subgrade restoration.
END OF SECTION
STORM DRAINS AND APPURTENANCES
02721 -10
C

1
1
1
u

C
?J

STORMWATER MANAGEMENT PLAN
CALCULATIONS & APPENDICIES
Louisburg Plaza
Louisburg, North Carolina
Owner & Developer:
Louisburg Plaza, LLC
14600 Weston Pkwy.
Cary, North Carolina 27519
[phone]
O'Brien & Gere Project No. 12063:39505
November, 2006
Revised April 2007
Revised May 2007
.= O'BRIEN 6 GERE
0?(N CAA64
10
Z?•QO
' SEA -
2610 Wycliff Road, Suite 104
Raleigh, North Carolina 27607
Phone [phone] Fax [phone]
1

CONTENTS
TABLE OF
' 1
N
Shallow Wetland
o.
Drainage Area Analysis SW No. 1 1
' Calculations 2 thru 20
Soils 2
' Runoff 3
SA/DA 4
' Permanent Pool Surface Area
A
f
l
/S
l V 4 thru 5
5
rea
ur
ace
ume
o
Temporary Poo
Outlet Device 5
' Emergency By-Pass (Overflow Weir) 5
Wetland Features Areas 6
' Contour Areas 7
50 Year Storm Routing 8 thru 17
Discharge Piping 18 thru 19
' Stilling Basin 20
' Shallow Wetland No. 2
Drainage Area Analysis SW No. 2 21
' Calculations 22 thm 41
Soils 22
' Runoff 23
24
SA/DA
Permanent Pool Surface Area 24 thru 26
' Temporary Pool Volume/Surface Area 26
Outlet Device 26
' Emergency By-Pass (Overflow Weir) 26
Wetland Features Areas 27
' Contour Areas
i 28
29 thru 38
ng
50 year Storm Rout
Discharge Piping 39 thru 40
' Outlet Protection 41

11

Pocket Wetland No. 1
Calculations 42 thru 56
Runoff 42
SA/DA 43
Permanent Pool Surface Area 43 thru 44
Temporary Pool Volume/Surface Area 44
Outlet Device 44
Emergency By-Pass (Overflow Weir) 44
Wetland Features Areas 45
Contour Areas 46
50 year Storm Routing 47 thm 56
Pocket Wetland No. 2
Calculations 57 thru
Runoff 57
SA/DA 58 thru 59
Permanent Pool Surface Area 59
Temporary Pool Volume/Surface Area 59
Outlet Device 59
Emergency By-Pass (Overflow Weir) 59
Wetland Features Areas 60
Contour Areas 61
50 year Storm Routing 62 thru 71
Pocket Wetlands No. 1 & No. 2
Calculations
Diversion Structure/Inlet & Bypass Outlet 72
Diversion Structure/Level Spreader Inlet Piping 73
Diversion Structure/Overflow Weir 73
Level Spreader Forebay 74
Level Spreader Length (PW No. 1) 75
Level Spreader Length (PW No. 2) 76
Level Spreader Plan Detail 77
Level Spreader Bypass Swale 78 thru 79
1
1
1
1
i
1
1
1
1
1
1

1
Drawings (Separate)
Cover Sheet
Boundary & Topographic Survey (Existing Conditions)
Grading and Drainage Plan
Stormwater Control Devices
Plans, Sections, Details and Planting Plan
Appendices
Appendix A Soils Information
Appendix B Worksheets
Appendix C Operation and Maintenance Agreements
SW-1
SW-2, SW-3
SW-4 thru SW-7
Draina a Area Analysis Shallow Wetland No. 1 Basin
Drainage Area No. Impervious Lawn/Landscape Total Area Composite C factor
1 2.04 0.13 2.17 0.86
2 1.05 0.16 1.21 0.80
3 1.76 0.17 1.93 0.83
4 2.29 0.07 2.36 0.88
5 1.03 2.89 3.92 0.35
6 0.72 0.11 0.83 0.80
7 1.98 0 1.98 0.90
8 1.45 0 1.45 0.90
9 0.15 0 0.15 0.90
10 0.79 0.04 0.83 0.86
11 0.84 0 0.84 0.90
12 0.37 0.02 0.39 0.86
13 0.2 0.02 0.22 0.83
14 0 5.98 5.98 0.15
Total 14.67 9.59 24.26 0.60
. _ ° M GBRICN G GCRC
' SUBJECT SHEET I BY DATE JOB NO.

ti o5?
341
Land Use

Paved Parkin Lot Roofs Soil
Group A
98 Soil
Group B
98 Soil
Group C
98 Soil
Group D
98
Paved Roads with Curb & Gutter 98 98 98 98
Paved Roads with open ditches 83 89 92 93

yj
Gravel Roads (including right-of-wa
76
85
89
91
_
Paved Roads (including right-of-way 74 84 90 92
Commercial and Business District
85% impervious) 89 92 94 95
Industrial District 72% Im rvious 81 88 91 93
Townhouses 1/8 acre lot 77 85 90 92
Residential Lot 114 acre 61 75 83 87
Residential Lot 1/2 acre 54 70 80 85
Residential Lot I acre 51 68 79 84
Residential Lot 2 acres 46 65 77 82
Open Space (Golf courses, lawns, parks,
cemeteries with grass cover < 50% 68 79 86 89
Open Space with grass cover 50'/o to 75% 49 69 79 84
Open Space with Vass cover > 75% 39 61 74 80

Woods in Fair Hydrologic Condition
36
60
73 ,
79

Z'
GFD - Louisburg, NC
D.A. Nos. 1 thru 14
Shallow Wetlands No. 1
Drainage Area 24.26 acres
Soil Type WeC, WeB
Hydrologic Soil Group B
Land Use C
Wooded 0.2
Impervious 0.95
Grass/Open Space 0.5
Total Acreage
Composite C 0.77
Composite CN 83
9 h
1-year 104 18
2-year 132 18
10-year 195 22
25-year 232 23
50-year 261 24
100-year 290 25
5/11/2007
whd
39505
1,056,766 sq, ft,
Acreage
0
14.67
9.59
24.26
P (in)
3
3.60
5.38
6.41 c=
7.21 A=
8.00 H=
L=
Time of Concentration tc=
CN=
S=
CN
60
98
61
0.77
24.26 acres
50 ft
1600 ft
8.70 Min tc= 5
83
2.05
I Q (actual) Qp Q* Tp
(in/hr) (cfs) (cfs) (in) (min)
(actual)
1-year 3.90 73.0 73.0 1.45 20.9
2-year 4.94 92.6 92.6 1.94 22.2
10-year 6.35 119.0 119.0 152 31.2
25-year 7.32 137.1 137.1 4.47 34.5
50-year 7.98 149.5 149.5 5.23 36.9
100-year 8.61 161.2 161.2 5.98 39.2
1
UBRICN E GCRC
SUBJECT: 1 PAGE: BY- DATE: JOB NUMBER:
N !S L L vs cs T I rJ r7 Imo{ o .' + P5 , 11' 07 3 9 5D s'l
&7 ?

4-7, US
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
r
r
% Im
ervious Pt.rrn?nent Pool Denth (feet)
p
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 0.59 0-49 0A3 015 (0 1 029 0-26
20 0.97 0.79 0.70 0.59 0451 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 .0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: ` Numbers given in the body of the table are given in percentages.
' Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.
U__feV -P - A

5
Shallow Wetlands No. 1
Permanent Pool Surface Area Required
Impervious Area (Acres) 14.67`
% Impervious 60.5
% Impervious Cover from Table 1.1 2.40
Permanent Pool Area (Acres) 0.58
Permanent Pool Area (Sq. Ft.) 25,362
Temp. Pool Volume & Surface Area Req.
Temp. Runoff Volume, Rv (in/in) 0.59
Temp. Pool Volume (acre-feet) 1.2
Temp. Pool Volume (cubic feet) 52,330 `
Temp. Pool Volume (acre-inches) 14.4
Temp. Pool Depth (inches) 12
Temp. Pool Area (acres) 1.20
Overflow Weir Orifice
Cw= 3 Orifice Diameter, d (in)= 4
L= 20 ft. Number, n= 1
Q50= 149.5 cfs Coefficient, Cd= 0.3
H= 1.84 ft. Area, a (sq. ft.)= 0.09
Drawdown Rate, Qr (cfs)= 0:151
Time to Drawdown, T (days)= 4.1
OK
2
UBRICN G GERE
>946 2005
O'BRIEN 6 GERE'S BOTH ANNIVERSARY
SUBJECT SHE
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SUBJECT
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SHEET BY DATE JOB NO. '
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1S
(new Sobcat)
2P
(new Pond)
Subcat Reach on Link
i
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shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 2
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points '
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: (new Subcat) Runoff Area=24.260 ac Runoff Depth=3.07"
Tc=8.7 min C=0.77 Runoff=150.31 cfs 6.211 of
Pond 2P: (new Pond) Peak Elev=273.63' Storage=128,997 cf Inflow=150.31 cfs 6.211 of '
Primary=0.33 cfs 0.055 of Secondary= 137.04 cfs 5.232 of Outflow=137.37 cfs 5.287 of
Total Runoff Area = 24.260 ac Runoff Volume = 6.211 of Average Runoff Depth = 3.07"

r',

1
C

shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 3
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Subcatchment 1S: (new Subcat)
Runoff = 150.31 cfs @ 0.15 hrs, Volume= 6.211 af, Depth= 3.07"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=30 min, Inten=7.98 in/hr
Area (ac) C Description
24.260 0.77
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.7 Direct Entry,
Subcatchment 1S: (new Subcat)
Hydrograph
1 2 3
Time (hours)
/j I
shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 4
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Subcatchment IS: (new Subcat)
Time Runoff
(hours) (cfs)
0.00 0.00
0.02 20.73
0.04 41.46
0.06 62.20
0.08 82.93
0.10 103.66
0.12 124.39
0.14 145.13
0.16 150.31
0.18 150.31
0.20 150.31
0.22 150.31
0.24 150.31
0.26 150.31
0.28 150.31
0.30 150.31
0.32 150.31
0.34 150.31
0.36 150.31
0.38 150.31
0.40 150.31
0.42 150.31
0.44 150.31
0.46 150.31
0.48 150.31
0.50 150.31
0.52 129.58
0.54 108.85
0.56 88.11
0.58 67.38
0.60 46.65
0.62 25.92
0.64 5.18
0.66 0.00
0.68 0.00
0.70 0.00
0.72 0.00
0.74 0.00
0.76 0.00
0.78 0.00
0.80 0.00
0.82 0.00
0.84 0.00
0.86 0.00
0.88 0.00
0.90 0.00
0.92 0.00
0.94 0.00
0.96 0.00
0.98 0.00
1.00 0.00
1.02 0.00
Time Runoff
(hours) (cfs)
1.04 0.00
1.06 0.00
1.08 0.00
1.10 0.00
1.12 0.00
1.14 0.00
1.16 0.00
1.18 0.00
1.20 0.00
1.22 0.00
1.24 0.00
1.26 0.00
1.28 0.00
1.30 0.00
1.32 0.00
1.34 0.00
1.36 0.00
1.38 0.00
1.40 0.00
1.42 0.00
1.44 0.00
1.46 0.00
1.48 0.00
1.50 0.00
1.52 0.00
1.54 0.00
1.56 0.00
1.58 0.00
1.60 0.00
1.62 0.00
1.64 0.00
1.66 0.00
1.68 0.00
1.70 0.00
1.72 0.00
1.74 0.00
1.76 0.00
1.78 0.00
1.80 0.00
1.82 0.00
1.84 0.00
1.86 0.00
1.88 0.00
1.90 0.00
1.92 0.00
1.94 0.00
1.96 0.00
1.98 0.00
2.00 0.00
2.02 0.00
2.04 0.00
2.06 0.00
Time Runoff
(hours) (cfs)
2.08 0.00
2.10 0.00
2.12 0.00
2.14 0.00
2.16 0.00
2.18 0.00
2.20 0.00
2.22 0.00
2.24 0.00
2.26 0.00
2.28 0.00
2.30 0.00
2.32 0.00
2.34 0.00
2.36 0.00
2.38 0.00
2.40 0.00
2.42 0.00
2.44 0.00
2.46 0.00
2.48 0.00
2.50 0.00
2.52 0.00
2.54 0.00
2.56 0.00
2.58 0.00
2.60 0.00
2.62 0.00
2.64 0.00
2.66 0.00
2.68 0.00
2.70 0.00
2.72 0.00
2.74 0.00
2.76 0.00
2.78 0.00
2.80 0.00
2.82 0.00
2.84 0.00
2.86 0.00
2.88 0.00
2.90 0.00
2.92 0.00
2.94 0.00
2.96 0.00
2.98 0.00
3.00 0.00

i?

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7
LJ

P
1
1

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shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
' Prepared by O'BRIEN & GERE Page 5
HvdroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Inflow Area = 24.260 ac, Inflow Depth = 3.07"
' Inflow _ 150.31 cfs @ 0.15 hrs, Volume= 6.211 of
Outflow 137.37 cfs @ 0.51 hrs, Volume= 5.287 af, Atten= 9%, Lag= 21.8 min
Primary = 0.33 cfs @ 0.51 hrs, Volume= 0.055 of
' Secondary = 137.04 cfs @ 0.51 hrs, Volume= 5.232 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 273.63'@ 0.51 hrs Surf.Area= 58,163 sf Storage= 128,997 cf
Plug-Flow detention time= 19.2 min calculated for 5.287 of (85% of inflow)
Center-of-Mass det. time= 16.8 min ( 36.2 - 19.4 )
' # Invert Avail.Storage Storage Description
1 271.00' 212,013 cf Custom Stage Data (Prismatic) Listed below
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
271.00 26,282 0 0
' 271.75 44,919 26,700 26,700
272.00 52,181 12,138 38,838
273.00 55,787 53,984 92,822
273.75 58,604 42,897 135,719
' 274.00 59,561 14,771 150,489
275.00 63,487 61,524 212,013
' # Routing Invert Outlet Devices
1 Primary 271.00' 4.0" Vert. Orifice/Grate C= 0.300
2 Secondary 272.00' 20.0' long x 1.0' breadth Broad-Crested Rectangular Weir
' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31
' 3.32
Primary OutFlow Max=0.33 cfs @ 0.51 hrs HW-273.63' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 0.33 cfs @ 3.8 fps)
Secondary OutFlow Max=136.95 cfs @ 0.51 hrs HW=273.63' (Free Discharge)
t-2=Broad-Crested Rectangular Weir (Weir Controls 136.95 cfs @ 4.2 fps)

n
I'?
shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 6
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007

Pond 2P: (new Pond)
Hydrograph
160 150.31 cfs Inflow
150 Outflow

140
137.04cfs Inflow Area-24.260 ac
-Secondary
- Primary
130
Peak Elev=273.63'
120
110 Storage= 128
997 cf
100 ,
_ 90
3 60
u' 70
60

40
30
20
10 _ . 0.33 cfs
0
0 1 2 3
Time (hours)
Pond 2P: (new Pond)
Stage-Discharge
-- Total
- Primary
- Secondary
CI
w
c
0
a
m
m
W
0 50 100 150 200 250 300
Discharge (cfs)

shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
' Prepared by O'BRIEN & GERE Page 7
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007

' Pond 2P: (new Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-ft)
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 Surface
275 - Storage
:
274
m
w
0 273
' p
A
m
w
' 272

271 Custom Stage Data
0 50,000 100,000 150,000 200,000
Storage (cubic-feet)

1

shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 8
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Pond 2P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 271.00 0.00 0.00 0.00
0.10 103.66 18,645 271.52 0.13 0.13 0.00
0.20 150.31 67,137 272.52 21.04 0.24 20.79
0.30 150.31 103,095 273.18 78.97 0.30 78.67
0.40 150.31 120,934 273.49 118.24 0.32 117.92
0.50 150.31 128,691 273.63 136.66 0.33 136.33
0.60 46.65 117,690 273.43 110.79 0.32 110.48
0.70 0.00 91,809 272.98 57.99 0.28 57.71
0.80 0.00 76,192 272.69 32.46 0.26 32.20
0.90 0.00 66,860 272.52 20.72 0.24 20.48
1.00 0.00 60,665 272.40 14.23 0.23 13.99
1.10 0.00 56,318 272.32 10.21 0.23 9.99
1.20 0.00 53,143 272.26 7.60 0.22 7.38
1.30 0.00 50,749 272.22 5.82 0.22 5.60
1.40 0.00 48,897 272.19 4.56 0.21 4.34
1.50 0.00 47,430 272.16 3.63 0.21 3.42
1.60 0.00 46,248 272.14 2.96 0.21 2.76
1.70 0.00 45,282 272.12 2.43 0.21 2.22
1.80 0.00 44,479 272.10 2.04 0.20 1.84
1.90 0.00 43,802 272.09 1.72 0.20 1.52
2.00 0.00 43,231 272.08 1.45 0.20 1.25
2.10 0.00 42,744 272.07 1.27 0.20 1.07
2.20 0.00 42,316 272.06 1.11 0.20 0.91
2.30 0.00 41,942 272.06 0.97 0.20 0.77
2.40 0.00 41,614 272.05 0.85 0.20 0.66
2.50 0.00 41,326 272.05 0.75 0.20 0.55
2.60 0.00 41,074 272.04 0.65 0.20 0.46
2.70 0.00 40,850 272.04 0.60 0.20 0.40
2.80 0.00 40,643 272.03 0.56 0.20 0.36
2.90 0.00 40,450 272.03 0.52 0.20 0.32
3.00 0.00 40,271 272.03 0.48 0.19 0.29
to
shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
' Prepared by O'BRIEN & GERE Page 9
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Stage-Discharge for Pond 2P: (new Pond)
11

LII

7
1
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
271.00 0.00 0.00 0.00
271.05 0.00 0.00 0.00
271.10 0.01 0.01 0.00
271.15 0.03 0.03 0.00
271.20 0.04 0.04 0.00
271.25 0.06 0.06 0.00
271.30 0.08 0.08 0.00
271.35 0.09 0.09 0.00
271.40 0.10 0.10 0.00
271.45 0.11 0.11 0.00
271.50 0.12 0.12 0.00
271.55 0.13 0.13 0.00
271.60 0.14 0.14 0.00
271.65 0.15 0.15 0.00
271.70 0.15 0.15 0.00
271.75 0.16 0.16 0.00
271.80 0.17 0.17 0.00
271.85 0.17 0.17 0.00
271.90 0.18 0.18 0.00
271.95 0.19 0.19 0.00
272.00 0.19 0.19 0.00
272.05 0.80 0.20 0.60
272.10 1.90 0.20 1.70
272.15 3.33 0.21 3.13
272.20 5.03 0.21 4.81
272.25 6.96 0.22 6.74
272.30 9.11 0.22 8.89
272.35 11.46 0.23 11.23
272.40 14.00 0.23 13.76
272.45 16.70 0.24 16.47
272.50 19.58 0.24 19.34
272.55 22.62 0.25 22.37
272.60 25.81 0.25 25.56
272.65 29.34 0.26 29.08
272.70 33.06 0.26 32.80
272.75 36.96 0.26 36.70
272.80 41.05 0.27 40.79
272.85 45.45 0.27 45.18
272.90 50.05 0.28 49.78
272.95 54.87 0.28 54.58
273.00 59.88 0.28 59.60
273.05 64.95 0.29 64.66
273.10 70.21 0.29 69.91
273.15 75.65 0.30 75.35
273.20 81.27 0.30 80.98
273.25 87.23 0.30 86.93
273.30 93.39 0.31 93.08
273.35 99.76 0.31 99.45
273.40 106.33 0.31 106.02
273.45 112.76 0.32 112.44
273.50 119.37 0.32 119.05
273.55 126.14 0.32 125.82
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
273.60 133.09 0.33 132.77
273.65 139.69 0.33 139.35
273.70 146.40 0.33 146.07
273.75 153.25 0.34 152.91
273.80 160.21 0.34 159.87
273.85 166.80 0.34 166.45
273.90 173.46 0.35 173.11
273.95 180.21 0.35 179.86
274.00 187.03 0.35 186.68
274.05 194.14 0.36 193.78
274.10 201.33 0.36 200.97
274.15 208.62 0.36 208.26
274.20 215.99 0.37 215.63
274.25 223.46 0.37 223.09
274.30 231.01 0.37 230.63
274.35 238.64 0.37 238.27
274.40 246.36 0.38 245.99
274.45 254.17 0.38 253.79
274.50 262.06 0.38 261.68
274.55 270.04 0.39 269.65
274.60 278.09 0.39 277.70
274.65 286.23 0.39 285.84
274.70 294.45 0.39 294.05
274.75 302.75 0.40 302.35
274.80 311.13 0.40 310.73
274.85 319.59 0.40 319.19
274.90 328.13 0.41 327.72
274.95 336.74 0.41 336.33
275.00 345.44 0.41 345.02

J?
shallow wetlands no 141307 Rainfall Duration=30 min, Inten=7.98 in/hr
Prepared by O'BRIEN & GERE Page 10
HydroCAD® 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems 5/16/2007
Stage-Area-Storage for Pond 2P: (new Pond)
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
271.00 26,282 0
271.05 27,524 1,780
271.10 28,767 3,560
271.15 30,009 5,340
271.20 31,252 7,120
271.25 32,494 8,900
271.30 33,737 10,680
271.35 34,979 12,460
271.40 36,222 14,240
271.45 37,464 16,020
271.50 38,707 17,800
271.55 39,949 19,580
271.60 41,192 21,360
271.65 42,434 23,140
271.70 43,677 24,920
271.75 44,919 26,700
271.80 46,371 29,128
271.85 47,824 31,555
271.90 49,276 33,983
271.95 50,729 36,410
272.00 52,181 38,838
272.05 52,361 41,537
272.10 52,542 44,236
272.15 52,722 46,935
272.20 52,902 49,635
272.25 53,083 52,334
272.30 53,263 55,033
272.35 53,443 57,732
272.40 53,623 60,431
272.45 53,804 63,131
272.50 53,984 65,830
272.55 54,164 68,529
272.60 54,345 71,228
272.65 54,525 73,927
272.70 54,705 76,627
272.75 54,886 79,326
272.80 55,066 82,025
272.85 55,246 84,724
272.90 55,426 87,423
272.95 55,607 90,123
273.00 55,787 92,822
273.05 55,975 95,682
273.10 56,163 98,541
273.15 56,350 101,401
273.20 56,538 104,261
273.25 56,726 107,121
273.30 56,914 109,981
273.35 57,102 112,840
273.40 57,289 115,700
273.45 57,477 118,560
273.50 57,665 121,420
273.55 57,853 124,279
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
273.60 58,041 127,139
273.65 58,228 129,999
273.70 58,416 132,859
273.75 58,604 135,719
273.80 58,795 138,673
273.85 58,987 141,627
273.90 59,178 144,581
273.95 59,370 147,535
274.00 59,561 150,489
274.05 59,757 153,565
274.10 59,954 156,642
274.15 60,150 159,718
274.20 60,346 162,794
274.25 60,543 165,870
274.30 60,739 168,946
274.35 60,935 172,023
274.40 61,131 175,099
274.45 61,328 178,175
274.50 61,524 181,251
274.55 61,720 184,327
274.60 61,917 187,404
274.65 62,113 190,480
274.70 62,309 193,556
274.75 62,506 196,632
274.80 62,702 199,708
274.85 62,898 202,785
274.90 63,094 205,861
274.95 63,291 208,937
275.00 63,487 212,013
GBRICN 6 GCRC
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O'BRIEN a GERE'S 60TH ANNIVERSARY
SUBJECT SHEET BY DATE JOB NO.
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Draina a Area Anal sis Shallow Wetland No. 2 Basin
-Drainage Area No. Impervious Lawn/Landscape Total Area Composite C factor
15 0.96 0.24 1.2 0.75
16 0.76 0.34 1.1 0.67
17 0.71 0.33 1.04 0.66
18 0.2 0.19 0.39 0.53
19 0.24 0.03 0.27 0.82
20 1.38 1.6 2.98 0.50
21 0.03 0.08 0.11 0.35
22 0.14 1.41 1.55 0.22
23 0.2 0.03 0.23 0.80
24 0.11 0.12 0.23 0.51
25 0.81 0 0.81 0.90
26 0.43 0 0.43 0.90
27 0.23 0.13 0.36 0.63
28 0.11 0.05 0.16 0.67
29 1.78 0.3 2.08 0.79
30 0.11 0.05 0.16 0.67
31 0.26 0.13 0.39 0.65
32 1.24 0.25 1.49 0.77
33 0.27 0.1 0.37 0.70
34 0.48 0.18 0.66 0.70
35 0 1.11 1.11 0.15
Total 10.45 6.67 17.12 0.61

F

1
1

0
1
P

GBRICN G GERE
SUBJECT SHEET BY DATE JOB NO.
Ljo_ t 2 o L c7 h O5?
-7, 3;
GFD - Lousiburg, NC
D.A. Nos. 15 thru 35
Shallow Wetlands No. 2
Drainage Area 17.12 acres
Soil Type WeC, WeB
Hydrologic Soil Group B
Land Use C
Wooded 0.2
Impervious 0.95
Grass/Open Space 0.5
Imperviousness (%) 61.0
Total Acreage
Composite C, 0.77
Composite CN 84
745,747 sq, ft,
Acreage
0
10.45
6.67
17.12
5/11/2007
whd
39505
CN
60
98
61
g h P (in)
1-year 104 18 3
2-year 132 18 3.60
10-year 195 22 5.38
25-year 232 23 6.41 c= 0.77.,
50-year 261 24 7.21 A= 17.12 acres
100-year 290 25 8.00 H= 70 ft
L= 1900 ft
Time of Concentration tc= 9.32 Min tc= 5
CN= 84
S= 1.90
I Q (actual) Qp Q* Tp
(in/hr) (cfs) (cfs) (in) (min)
(actual)
1-year 3.81 50.5 50:5 1.52 22.4
2-year 4.83 64.1 64.1 2.02 23.5
10-year 6.23 82.6 82.6 3.62 32.7
25-year 7.18 95.2 95.2 4.58 35.9
50-year 7.83 1019 103.9 5.34 38.3
100-year 8.45 112.1 112.1 6.10 40.5
1
M = GBRICN G GCRC

SUBJECT:
Q PAGE: BY: DATE: JOB NUMBER:
o. Z
S tA p L. L-10 •#..r c? -rte. o S 'l- 1,tla. S i 4,570
6;-

I i L---) .

r

r-
r
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
ervious
% Im Perm;innnt Pool Denth (feet)
p
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0-5c) 0-49 0-43 015 0.11 O?() R26
20 0.97 0.79 0.70 0.59 QJ 1 0.46 0.44
30 L34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 -0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
,VIE 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 .2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66' 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.

z 2 .4 l ( n 0 -c. I-7. 12 I\, , /). q I JS-e- -P--
aBRICN 6 GCRC

SUBJECT: PAGE: DATE: JOB NUMBER: '
Z 2,2 ili
1
1

- 1

1
1
Shallow Wetlands No. 2
Permanent Pool Surface Area Required
Impervious Area (Acres) 10.45
% Impervious 61.0
% Impervious Cover from Table 1.1 2.40
Permanent Pool Area (Acres) 0.41.
Permanent Pool Area (Sq. Ft.) 17,898
Temp. Pool Volume and Surface Area Req.
Temp. Runoff Volume, Rv (in/in) 0.60
Temp. Pool Volume (acre-feet) 0.9
Temp. Pool Volume (cubic feet) 37,247
Temp. Pool Volume (acre-inches) 10.3
Temp. Pool Depth (inches) 12
Temp. Pool Area (acres) 0.86
Overflow Weir Orifice
Cw= 3 Orifice Diameter, d (in)=
L= 20 ft. Number, n=
Q50= 103.9cfs Coefficient, Cd=
H= 1.44 ft. Area, a (sq. ft.)=
Drawdown Rate, Qr (cfs)=
Time to Drawdown, T (days)=
2
4
1
0.3
0.09
0.15
2.9
OK
?v
-- O'DRICN 6 GCRC
>946 2005
O'BRIEN S GERE'S 60TH ANNNERSARY ,

SUBJECT
d D ?v a - SHEET
?L1 B
t,-71 17 DATE
J5 ?1 0Z JOB NO.
3 °t 5 o s ?
GDAICN E GERE

?24cf jm 9005'
O'BRIEN 6 GERE'S GOTH ANNIVERSARY
SUBJECT SHEET I BY,,,,
17 ( DATE
h?'1 N ?O't JOB NO.
3 ? 7 LO S

is
(ne Subcat)
Z2P
(new Pond)
Subcat Reach on LUin Drainage Diagram for shallow wetlands no 2 41607
Prepared by O'BRIEN & GERE 5/16/2007
HydroCAD® 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems
' ? t7
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
' Prepared by O'BRIEN & GERE Page 2
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
' Subcatchment 1S: (new Subcat) Runoff Area=17.120 ac Runoff Depth=3.01"
Tc=9.3 min C=0.77 Runoff=104.08 cfs 4.301 of
Pond 2P: (new Pond) Peak Elev=262.34' Storage=83,095 cf Inflow=104.08 cfs 4.301 of
Primary=0.31 cfs 0.053 of Secondary=98.21 cfs 3.579 of Outflow=98.52 cfs 3.631 of
Total Runoff Area =17.120 ac Runoff Volume= 4.301 of Average Runoff Depth =3.01"

u
1
1
3j
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 3
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Subcatchment 1S: (new Subcat)
Runoff = 104.08 cfs @ 0.16 hrs, Volume= 4.301 af, Depth= 3.01"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=30 min, Inten=7.83 in/hr
Area (ac) C Description
17.120 0.77
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.3 Direct Entry,
Subcatchment 1S: (new Subcat)
Hydrograph
115
110
104.08 cts
_ __ . .... .. ..__. _....
-Runoff
105
100
95 - .Rainfall:._
90
85
Duration:.=30..min,
._
80
75
_ Inten=7.83:inlhr:::
70
65
_ ...
_ Runoff Area=17.120 ac
60
55
Runoff Volume=4.301 of
LL 50
45
Runoff Depth=3.01"
40
35
Tc=9.3-min
30
25
_ ..... C=0.77
20 .....
15
10

0 1
Time (hours)
2
32
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 4
HvdroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Subcatchment 1S: (new Subcat)

Time Runoff
(hours) (cfs)
0.00 0.00
0.02 13.43
0.04 26.86
0.06 40.29
0.08 53.72
0.10 67.15
0.12 80.58
0.14 94.01
0.16 104.08
0.18 104.08
0.20 104.08
0.22 104.08
0.24 104.08
0.26 104.08
0.28 104.08
0.30 104.08
0.32 104.08
0.34 104.08
0.36 104.08
0.38 104.08
0.40 104.08
0.42 104.08
0.44 104.08
0.46 104.08
0.48 104.08
0.50 104.08
0.52 90.65
0.54 77.22
0.56 63.79
0.58 50.36
0.60 36.93
0.62 23.50
0.64 10.07
0.66 0.00
0.68 0.00
0.70 0.00
0.72 0.00
0.74 0.00
0.76 0.00
0.78 0.00
0.80 0.00
0.82 0.00
0.84 0.00
0.86 0.00
0.88 0.00
0.90 0.00
0.92 0.00
0.94 0.00
0.96 0.00
0.98 0.00
1.00 0.00
1.02 0.00
Time Runoff
(hours) (cfs)
1.04 0.00
1.06 0.00
1.08 0.00
1.10 0.00
1.12 0.00
1.14 0.00
1.16 0.00
1.18 0.00
1.20 0.00
1.22 0.00
1.24 0.00
1.26 0.00
1.28 0.00
1.30 0.00
1.32 0.00
1.34 0.00
1.36 0.00
1.38 0.00
1.40 0.00
1.42 0.00
1.44 0.00
1.46 0.00
1.48 0.00
1.50 0.00
1.52 0.00
1.54 0.00
1.56 0.00
1.58 0.00
1.60 0.00
1.62 0.00
1.64 0.00
1.66 0.00
1.68 0.00
1.70 0.00
1.72 0.00
1.74 0.00
1.76 0.00
1.78 0.00
1.80 0.00
1.82 0.00
1.84 0.00
1.86 0.00
1.88 0.00
1.90 0.00
1.92 0.00
1.94 0.00
1.96 0.00
1.98 0.00
2.00 0.00
2.02 0.00
2.04 0.00
2.06 0.00
Time Runoff
(hours) (cfs)
2.08 0.00
2.10 0.00
2.12 0.00
2.14 0.00
2.16 0.00
2.18 0.00
2.20 0.00
2.22 0.00
2.24 0.00
2.26 0.00
2.28 0.00
2.30 0.00
2.32 0.00
2.34 0.00
2.36 0.00
2.38 0.00
2.40 0.00
2.42 0.00
2.44 0.00
2.46 0.00
2.48 0.00
2.50 0.00
2.52 0.00
2.54 0.00
2.56 0.00
2.58 0.00
2.60 0.00
2.62 0.00
2.64 0.00
2.66 0.00
2.68 0.00
2.70 0.00
2.72 0.00
2.74 0.00
2.76 0.00
2.78 0.00
2.80 0.00
2.82 0.00
2.84 0.00
2.86 0.00
2.88 0.00
2.90 0.00
2.92 0.00
2.94 0.00
2.96 0.00
2.98 0.00
3.00 0.00

33
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 5
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Inflow Area = 17.120 ac, Inflow Depth = 3.01"
Inflow = 104.08 cfs @ 0.16 hrs, Volume= 4.301 of
Outflow = 98.52 cfs @ 0.51 hrs, Volume= 3.631 af, Atten= 5%, Lag= 20.9 min
Primary = 0.31 cfs @ 0.51 hrs, Volume= 0.053 of
Secondary = 98.21 cfs @ 0.51 hrs, Volume= 3.579 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 262.34' @ 0.51 hrs Surf.Area= 41,870 sf Storage= 83,095 cf
Plug-Flow detention time= 16.8 min calculated for 3.619 of (84% of inflow)
Center-of-Mass det. time= 14.8 min ( 34.4 - 19.7 )
# Invert Avail.Storage Storage Descrip tion
1 260.00' 155,815 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
260.00 19,352 0 0
261.00 38,530 28,941 28,941
262.00 41,009 39,770 68,711
263.00 43,540 42,275 110,985
264.00 46,120 44,830 155,815
# Routinq Invert Outlet Devices
1 Primary 260.00' 4.0" Vert. Orifice/Grate C= 0.300
2 Secondary 261.00' 20.0' long x 1.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31
3.32
Primary OutFlow Max=0.31 cfs @ 0.51 hrs HW=262.34' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 0.31 cfs @ 3.5 fps)
Secondary OutFlow Max=98.15 cfs @ 0.51 hrs HW=262.34' (Free Discharge)
t-2=Broad-Crested Rectangular Weir (Weir Controls 98.15 cfs @ 3.7 fps)
1
1
1

3'f
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 6
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007

Pond 2P: (new Pond)
Hydrograph
115
110 104.08 cfs _ inflow
105 L
utflow
rimary
100 Inflow Area=17.120 ac econdary
95
85 Peak Elev=262.34'

80.
75
Storage=83,095 cf
70
65
°- 60
0 55
LL 50
45
40
35
30
25 .........
20
15
10
5 0.31 cfs _ _.. .
0-
0 1 2 3
Time (hours)
Pond 2P: (new Pond)
Stage-Discharge
m
m
c
0
a
m
d
w
- Total
- Primary
-- Secondary
0 50 100 150 200 250 300
Discharge (cfs)
gf
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 7
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area (sq-f:
0 5.000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 _ Surface
264 Storage
m
w
c
0
F
m
W
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000
Storage (cubic-feet)

shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
' Prepared by O'BRIEN & GERE Page 8
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Pond 2P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 260.00 0.00 0.00 0.00
0.10 67.15 12,076 260.42 0.11 0.11 0.00
0.20 104.08 44,860 261.40 14.01 0.23 13.78
0.30 104.08 68,884 262.00 60.30 0.28 60.01
0.40 104.08 79,231 262.25 87.10 0.30 86.80
0.50 104.08 83,008 262.34 98.25 0.31 97.94
0.60 36.93 75,549 262.16 76.96 0.30 76.66
0.70 0.00 58,968 261.76 37.37 0.26 37.11
0.80 0.00 49,119 261.51 20.03 0.24 19.79
0.90 0.00 43,468 261.37 12.22 0.23 11.99
1.00 0.00 39,891 261.28 8.03 0.22 7.81
1.10 0.00 37,475 261.21 5.58 0.22 5.37
1.20 0.00 35,763 261.17 4.05 0.21 3.84
1.30 0.00 34,500 261.14 3.04 0.21 2.83
1.40 0.00 33,542 261.12 2.33 0.20 2.13
1.50 0.00 32,793 261.10 1.85 0.20 1.65
1.60 0.00 32,199 261.08 1.47 0.20 1.27
1.70 0.00 31,718 261.07 1.22 0.20 1.02
1.80 0.00 31,317 261.06 1.02 0.20 0.82
1.90 0.00 30,982 261.05 0.85 0.20 0.65
2.00 0.00 30,701 261.04 0.71 0.20 0.51
2.10 0.00 30,466 261.04 0.61 0.20 0.41
2.20 0.00 30,258 261.03 0.55 0.20 0.36
2.30 0.00 30,068 261.03 0.50 0.20 0.31
2.40 0.00 29,897 261.02 0.45 0.19 0.26
2.50 0.00 29,742 261.02 0.41 0.19 0.22
2.60 0.00 29,601 261.02 0.37 0.19 0.18
2.70 0.00 29,473 261.01 0.34 0.19 0.14
2.80 0.00 29,358 261.01 0.31 0.19 0.11
2.90 0.00 29,253 261.01 0.28 0.19 0.08
3.00 0.00 29,158 261.01 0.25 0.19 0.06
3]
shallow wetlands no 2 41607 Rainfall Duration=30 min, Inten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 9
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Stage-Discharge for Pond 2P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
260.00 0.00 0.00 0.00
260.05 0.00 0.00 0.00
260.10 0.01 0.01 0.00
260.15 0.03 0.03 0.00
260.20 0.04 0.04 0.00
260.25 0.06 0.06 0.00
260.30 0.08 0.08 0.00
260.35 0.09 0.09 0.00
260.40 0.10 0.10 0.00
260.45 0.11 0.11 0.00
260.50 0.12 0.12 0.00
260.55 0.13 0.13 0.00
260.60 0.14 0.14 0.00
260.65 0.15 0.15 0.00
260.70 0.15 0.15 0.00
260.75 0.16 0.16 0.00
260.80 0.17 0.17 0.00
260.85 0.17 0.17 0.00
260.90 0.18 0.18 0.00
260.95 0.19 0.19 0.00
261.00 0.19 0.19 0.00
261.05 0.80 0.20 0.60
261.10 1.90 0.20 1.70
261.15 3.33 0.21 3.13
261.20 5.03 0.21 4.81
261.25 6.96 0.22 6.74
261.30 9.11 0.22 8.89
261.35 11.46 0.23 11.23
261.40 14.00 0.23 13.76
261.45 16.70 0.24 16.47
261.50 19.58 0.24 19.34
261.55 22.62 0.25 22.37
261.60 25.81 0.25 25.56
261.65 29.34 0.26 29.08
261.70 33.06 0.26 32.80
261.75 36.96 0.26 36.70
261.80 41.05 0.27 40.79
261.85 45.45 0.27 45.18
261.90 50.05 0.28 49.78
261.95 54.87 0.28 54.58
262.00 59.88 0.28 59.60
262.05 64.95 0.29 64.66
262.10 70.21 0.29 69.91
262.15 75.65 0.30 75.35
262.20 81.27 0.30 80.98
262.25 87.23 0.30 86.93
262.30 93.39 0.31 93.08
262.35 99.76 0.31 99.45
262.40 106.33 0.31 106.02
262.45 112.76 0.32 112.44
262.50 119.37 0.32 119.05
262.55 126.14 0.32 125.82
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
262.60 133.09 0.33 132.77
262.65 139.69 0.33 139.35
262.70 146.40 0.33 146.07
262.75 153.25 0.34 152.91
262.80 160.21 0.34 159.87
262.85 166.80 0.34 166.45
262.90 173.46 0.35 173.11
262.95 180.21 0.35 179.86
263.00 187.03 0.35 186.68
263.05 194.14 0.36 193.78
263.10 201.33 0.36 200.97
263.15 208.62 0.36 208.26
263.20 215.99 0.37 215.63
263.25 223.46 0.37 223.09
263.30 231.01 0.37 230.63
263.35 238.64 0.37 238.27
263.40 246.36 0.38 245.99
263.45 254.17 0.38 253.79
263.50 262.06 0.38 261.68
263.55 270.04 0.39 269.65
263.60 278.09 0.39 277.70
263.65 286.23 0.39 285.84
263.70 294.45 0.39 294.05
263.75 302.75 0.40 302.35
263.80 311.13 0.40 310.73
263.85 319.59 0.40 319.19
263.90 328.13 0.41 327.72
263.95 336.74 0.41 336.33
264.00 345.44 0.41 345.02
' V?
shallow wetlands no 2 41607 Rainfall Duration=30 min, lnten=7.83 in/hr
Prepared by O'BRIEN & GERE Page 10
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007

1

11

1
1
Stage-Area-Storage for Pond 2P: (new Pond)
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
260.00 19,352 0
260.05 20,311 1,447
260.10 21,270 2,894
260.15 22,229 4,341
260.20 23,188 5,788
260.25 24,147 7,235
260.30 25,105 8,682
260.35 26,064 10,129
260.40 27,023 11,576
260.45 27,982 13,023
260.50 28,941 14,471
260.55 29,900 15,918
260.60 30,859 17,365
260.65 31,818 18,812
260.70 32,777 20,259
260.75 33,736 21,706
260.80 34,694 23,153
260.85 35,653 24,600
260.90 36,612 26,047
260.95 37,571 27,494
261.00 38,530 28,941
261.05 38,654 30,929
261.10 38,778 32,918
261.15 38,902 34,906
261.20 39,026 36,895
261.25 39,150 38,883
261.30 39,274 40,872
261.35 39,398 42,860
261.40 39,522 44,849
261.45 39,646 46,837
261.50 39,770 48,826
261.55 39,893 50,814
261.60 40,017 52,803
261.65 40,141 54,791
261.70 40,265 56,780
261.75 40,389 58,768
261.80 40,513 60,757
261.85 40,637 62,745
261.90 40,761 64,734
261.95 40,885 66,722
262.00 41,009 68,711
262.05 41,136 70,824
262.10 41,262 72,938
262.15 41,389 75,052
262.20 41,515 77,165
262.25 41,642 79,279
262.30 41,768 81,393
262.35 41,895 83,507
262.40 42,021 85,620
262.45 42,148 87,734
262.50 42,275 89,848
262.55 42,401 91,961
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
262.60 42,528 94,075
262.65 42,654 96,189
262.70 42,781 98,303
262.75 42,907 100,416
262.80 43,034 102,530
262.85 43,160 104,644
262.90 43,287 106,758
262.95 43,413 108,871
263.00 43,540 110,985
263.05 43,669 113,227
263.10 43,798 115,468
263.15 43,927 117,709
263.20 44,056 119,951
263.25 44,185 122,193
263.30 44,314 124,434
263.35 44,443 126,676
263.40 44,572 128,917
263.45 44,701 131,158
263.50 44,830 133,400
263.55 44,959 135,642
263.60 45,088 137,883
263.65 45,217 140,124
263.70 45,346 142,366
263.75 45,475 144,608
263.80 45,604 146,849
263.85 45,733 149,091
263.90 45,862 151,332
263.95 45,991 153,573
264.00 46,120 155,815

UBRICN 6 GCRC
SUBJECT SHEET 111( DATE
(? o .. ?s u tz ?. 1?1? ?
Gl

.1
41 Z
1da

J,;r
3`'1 o t>
a46 ,2005"
O'BRIEN S? GERE'S BOTH ANNIVERSARY '
JOB NO. ,
G3AI@NSGERE
H
4945 2005"
O'BRIEN 8 GERE'S BOTH ANNIVERSARY
SUBJECT SHEET B DATE JOB NO.

\Aj
AL,
o /

`? v s
cl
5"
J
DATE
Lousibur Plaza - Wetlands No. 2 35505
LOCATION BY
Lousiburg, North Carolina whd
Storm Outlet Structure
FES No.= Wet. 2
Pipe Dia= 36 in
Q50 = 103.90 cfs
Qfull = 142.00 cfs
Vfull = 20.20 fps
From Fig. 8.06.b.I - Zone
From Fig. 8.06.b.2: D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
VNfull =
V=
0.73
1.09
22.0 fps
3
10 in
15 in
1
22.5 in
24.0 ft
9 ft
s:\1351\0001\calcs\39505 wetlands no 2-Outlet.XLS LATEST REVISION: 4/26/2007 2:48 PM PAGE 1 OF 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
GFD - Louisburg, NC
D.A. Nos. 36
Pocket Wetlands No. 1
Drainage Area 4.02 acres
Soil Type WeC, WeB
Hydrologic Soil Group B
Land Use C
Wooded 0.2
Impervious 0.95
Grass/Open Space 0.22
Imperviousness (%) 68.9
Total Acreage
Composite C 0.72
Composite CN 86
9 h
1-year 104 18
2-year 132 18
10-year 195 22
25-year 232 23
50-year 261 24
100-year 290 25
1-year
2-year
10-year
25-year
50-year
100-year
4.02
P (in)
3
3.60
5.38
6.41 c=
7.21 A=
8.00 H=
L=
Time of Concentration tc=
CN=
S=
0.72
4.02 acres
37 ft
750 ft
4.07 Min tc= 5
86
1.63
I Q (actual) Qp Q* Tp
(in/hr) (cfs) (cfs) (in) (min)
(actual)
4.52 13.1 13.1 1.66 22.1
5.74 16.7 16.7 2.19 22.9
7.22 21.0 21.0 3.82 31.9
8.29 24.1 24.1 4.80 34.9
9.00 26.2 26.2 5.57 37.2
9.67 28.1 28.1 6.33 39.4
1
5/11/2007
whd
39505
175,111 sq, ft,
Acreage
0
2.77
1.25
CN
60
98
61
?2
UBRICN 6 GCRC
SUBJECT:
F? PAGE:
ill BY:
W DATE: JOB NUMBER:/
V-S-r I *7 K -I05

Table 2.3 Surface Area to Drainage Area Ratios for Sizing Pocket Wetlands
Imperviousness (%) SA/DA (%)
----- ;b- < 70 0.75
70 0.80
75 0.85
80 0.91
85 0.96
90 1.02
95 1.07
100 1.12

F,
l _ - ._ 1
7 0. 03
1

1
1
1
1
1
1

Pocket Wetlands No. 1
Permanent Pool Surface Area Required
Impervious Area (Acres) 2.77
% Impervious 68.9
% Impervious Cover from Table 2.3 0.75
Permanent Pool Area (Acres) 0.03
Permanent Pool Area (Sq. Ft.) 1,313
Temp. Pool Volume and Surface Area Req.
Temp. Runoff Volume, Rv (in/in) 0.67
Temp. Pool Volume (acre-feet) 0.2
Temp. Pool Volume (cubic feet) 9,779
Temp. Pool Volume (acre-inches) 2.7
Temp. Pool Depth (inches) 12
Temp. Pool Area (acres) 0.22
Overflow Weir Orifice
Cw= 3 Orifice Diameter, d (in)= 2
L= 20 ft. Number, n= 1
Q50= 26.2 cfs Coefficient, Cd= 0.3
H= 0.57 ft. Area, a (sq. ft.)= 0.02
Drawdown Rate, Qr (cfs)= 0.04
Time to Drawdown, T (days)= 3.0 OK
2
vItk
UBRICN E GCRC
SUBJECT SHEET BY T

.wo Dar I r

4o7
?N

3 ?t7'?s
a4c5" 2005
b '
O'BRIEN sGERE'S 60TH ANNIVERSARY
E JOB NO. '
' _ - = O'DRICN E GCRC
11 SUBJECT SHEET BY DATE JOB NO.
1946 Imm 2005
O'BRIEN 6 GERE'S BOTH ANNIVERSARY

F \,j ,? I ? 4u Q4-:? ? 1511ql(7-7? 39,5-a!50, :::]

-46-j
1S
(new/Subcat)
2P
(new Pond)
Subcat Reach on Link.

0
k

r
r

L
i

L
1
n
4S
pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 2
HydroCAD®7 00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: (new Subcat) Runoff Area=4.020 ac Runoff Depth=3.24"
Tc=5.0 min C=0.72 Runoff=26.27 cfs 1.085 of
Pond 2P: (new Pond) Peak Elev=278.61' Storage=11,563 cf Inflow=26.27 cfs 1.085 of
Primary=0.06 cfs 0.013 of Secondary=26.20 cfs 0.952 of Outflow=26.26 cfs 0.965 of
Total Runoff Area = 4.020 ac Runoff Volume = 1.085 of Average Runoff Depth = 3.24"

49
pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 3
HydroCAD® 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems 5/16/2007
Subcatchment 1S: (new Subcat)
Runoff = 26.27 cfs @ 0.09 hrs, Volume= 1.085 af, Depth= 3.24"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=30 min, Inten=9.00 in/hr
Area (ac) C Description
4.020 0.72
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: (new Subcat)
Hydrograph
0 1
Time (hours)
3
2
- Runoff

S-b
' pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 4
HydroCAD®7 00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Subcatchment 1S: (new Subcat)

P

P

r'

Time Runoff
(hours) (cfs)
0.00 0.00
0.02 6.30
0.04 12.61
0.06 18.91
0.08 25.22
0.10 26.27
0.12 26.27
0.14 26.27
0.16 26.27
0.18 26.27
0.20 26.27
0.22 26.27
0.24 26.27
0.26 26.27
0.28 26.27
0.30 26.27
0.32 26.27
0.34 26.27
0.36 26.27
0.38 26.27
0.40 26.27
0.42 26.27
0.44 26.27
0.46 26.27
0.48 26.27
0.50 26.27
0.52 19.96
0.54 13.66
0.56 7.35
0.58 1.05
0.60 0.00
0.62 0.00
0.64 0.00
0.66 0.00
0.68 0.00
0.70 0.00
0.72 0.00
0.74 0.00
0.76 0.00
0.78 0.00
0.80 0.00
0.82 0.00
0.84 0.00
0.86 0.00
0.88 0.00
0.90 0.00
0.92 0.00
0.94 0.00
0.96 0.00
0.98 0.00
1.00 0.00
1.02 0.00
Time Runoff
(hours) (cfs)
1.04 0.00
1.06 0.00
1.08 0.00
1.10 0.00
1.12 0.00
1.14 0.00
1.16 0.00
1.18 0.00
1.20 0.00
1.22 0.00
1.24 0.00
1.26 0.00
1.28 0.00
1.30 0.00
1.32 0.00
1.34 0.00
1.36 0.00
1.38 0.00
1.40 0.00
1.42 0.00
1.44 0.00
1.46 0.00
1.48 0.00
1.50 0.00
1.52 0.00
1.54 0.00
1.56 0.00
1.58 0.00
1.60 0.00
1.62 0.00
1.64 0.00
1.66 0.00
1.68 0.00
1.70 0.00
1.72 0.00
1.74 0.00
1.76 0.00
1.78 0.00
1.80 0.00
1.82 0.00
1.84 0.00
1.86 0.00
1.88 0.00
1.90 0.00
1.92 0.00
1.94 0.00
1.96 0.00
1.98 0.00
2.00 0.00
2.02 0.00
2.04 0.00
2.06 0.00
Time Runoff
(hours) (cfs)
2.08 0.00
2.10 0.00
2.12 0.00
2.14 0.00
2.16 0.00
2.18 0.00
2.20 0.00
2.22 0.00
2.24 0.00
2.26 0.00
2.28 0.00
2.30 0.00
2.32 0.00
2.34 0.00
2.36 0.00
2.38 0.00
2.40 0.00
2.42 0.00
2.44 0.00
2.46 0.00
2.48 0.00
2.50 0.00
2.52 0.00
2.54 0.00
2.56 0.00
2.58 0.00
2.60 0.00
2.62 0.00
2.64 0.00
2.66 0.00
2.68 0.00
2.70 0.00
2.72 0.00
2.74 0.00
2.76 0.00
2.78 0.00
2.80 0.00
2.82 0.00
2.84 0.00
2.86 0.00
2.88 0.00
2.90 0.00
2.92 0.00
2.94 0.00
2.96 0.00
2.98 0.00
3.00 0.00

pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr

Prepared by O'BRIEN & GERE Page 5 '
HydroCAD® 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond) '
Inflow Area =
Inflow = 4.020 ac, Inflow Depth = 3.24"
26.27 cfs @ 0.09 hrs, Volume= 1.085 of '
Outflow = 26.26 cfs @ 0.50 hrs, Volume= 0.965 af, Atten= 0%, Lag= 24.6 min
Primary = 0.06 cfs @ 0.50 hrs, Volume= 0.013 of
Secondary = 26.20 cfs @ 0.50 hrs, Volume= 0.952 of '
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 278.61'@ 0.50 hrs Surf.Area= 10,044 sf Storage= 11,563 cf

Plug-Flow detention time= 8.2 min calculated for 0.962 of (89% of inflow) '
Center-of-Mass det. time= 6.9 min ( 24.4 - 17.5 )
# Invert Avail.Storage Storage Description '
1 277.00' 38,818 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store '
(feet) (sq-ft) (cubic-feet) (cubic-feet)
277.00 1,570 0 0
278.00 9,450 5,510 5,510

279.00
10,425 9,938 15,448 '
280.00 11,662 11,044 26,491
281.00 12,991 12,327 38,818 '
# Routing Invert Outlet Devices
1 Primary 277.00' 2.0" Vert. Orifice/Grate C= 0.300

2 Secondary
278.00' 20.0' long x 1.0' breadth Broad-Crested Rectangular Weir '
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 '
3.32
Primary OutFlow Max=0.06 cfs @ 0.50 hrs HW=278.61' (Free Discharge) '
t-1=Orifice/Grate (Orifice Controls 0.06 cfs @ 3.0 fps)
Secondary OutFlow Max=26.19 cfs @ 0.50 hrs HW=278.61' (Free Discharge)
t-2=Broad-Crested Rectangular Weir (Weir Controls 26.19 cfs @ 2.1 fps) '
F,

1
5Z
pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 6
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Hydrograph

N
V
3
O
U.
0 1 2 3
Time (hours)
Pond 2P: (new Pond)
Stage-Discharge
m
w
c
0
W
R
m
W
- Total
- Primary
- Secondary0 50 100 150 200 250 300
Discharge (cfs)
53
pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 7
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Stage-Area-Storage
Surface,,Horizontaimetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 Surface
281 - Storage
280
m
m
0 279
p
R
m
w
278-
Custom Stage Dat
277
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage (cubic-feet)

' pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 8
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Hydrograph for Pond 2P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
' (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 277.00 0.00 0.00 0.00
0.10 26.27 5,496 278.00 0.05 0.05 0.00
0.20 26.27 10,793 278.53 21.31 0.06 21.25
' 0.30 26.27 11,496 278.60 25.79 0.06 25.72
0.40 26.27 11,558 278.61 26.23 0.06 26.16
0.50 26.27 11,563 278.61 26.26 0.06 26.20
' 0.60 0.00 8,596 278.31 9.44 0.06 9.38
0.70 0.00 6,789 278.13 2.55 0.05 2.50
0.80 0.00 6,195 278.07 1.05 0.05 1.00
0.90 0.00 5,924 278.04 0.52 0.05 0.46
' 1.00 0.00 5,775 278.03 0.34 0.05 0.29
1.10 0.00 5,674 278.02 0.23 0.05 0.18
1.20 0.00 5,606 278.01 0.15 0.05 0.10
1.30 0.00 5,560 278.01 0.10 0.05 0.05
' 1.40 0.00 5,529 278.00 0.07 0.05 0.02
1.50 0.00 5,508 278.00 0.05 0.05 0.00
1.60 0.00 5,490 278.00 0.05 0.05 0.00
' 1.70 0.00 5,472 277.99 0.05 0.05 0.00
1.80 0.00 5,454 277.99 0.05 0.05 0.00
1.90 0.00 5,436 277.99 0.05 0.05 0.00
2.00 0.00 5,418 277.98 0.05 0.05 0.00
' 2.10 0.00 5,400 277.98 0.05 0.05 0.00
2.20 0.00 5,382 277.98 0.05 0.05 0.00
2.30 0.00 5,364 277.97 0.05 0.05 0.00
2.40 0.00 5,346 277.97 0.05 0.05 0.00
' 2.50 0.00 5,328 277.97 0.05 0.05 0.00
2.60 0.00 5,311 277.96 0.05 0.05 0.00
2.70 0.00 5,293 277.96 0.05 0.05 0.00
' 2.80 0.00 5,275 277.96 0.05 0.05 0.00
2.90 0.00 5,258 277.95 0.05 0.05 0.00
3.00 0.00 5,240 277.95 0.05 0.05 0.00

0

L

pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 9
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Stage-Discharge for Pond 2P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
277.00 0.00 0.00 0.00
277.05 0.00 0.00 0.00
277.10 0.01 0.01 0.00
277.15 0.01 0.01 0.00
277.20 0.02 0.02 0.00
277.25 0.02 0.02 0.00
277.30 0.02 0.02 0.00
277.35 0.03 0.03 0.00
277.40 0.03 0.03 0.00
277.45 0.03 0.03 0.00
277.50 0.03 0.03 0.00
277.55 0.04 0.04 0.00
277.60 0.04 0.04 0.00
277.65 0.04 0.04 0.00
277.70 0.04 0.04 0.00
277.75 0.04 0.04 0.00
277.80 0.04 0.04 0.00
277.85 0.05 0.05 0.00
277.90 0.05 0.05 0.00
277.95 0.05 0.05 0.00
278.00 0.05 0.05 0.00
278.05 0.65 0.05 0.60
278.10 1.75 0.05 1.70
278.15 3.18 0.05 3.13
278.20 4.87 0.06 4.81
278.25 6.80 0.06 6.74
278.30 8.95 0.06 8.89
278.35 11.29 0.06 11.23
278.40 13.82 0.06 13.76
278.45 16.53 0.06 16.47
278.50 19.40 0.06 19.34
278.55 22.44 0.06 22.37
278.60 25.63 0.06 25.56
278.65 29.15 0.07 29.08
278.70 32.86 0.07 32.80
278.75 36.77 0.07 36.70
278.80 40.85 0.07 40.79
278.85 45.25 0.07 45.18
278.90 49.85 0.07 49.78
278.95 54.66 0.07 54.58
279.00 59.67 0.07 59.60
279.05 64.74 0.07 64.66
279.10 69.99 0.07 69.91
279.15 75.43 0.08 75.35
279.20 81.05 0.08 80.98
279.25 87.00 0.08 86.93
279.30 93.16 0.08 93.08
279.35 99.53 0.08 99.45
279.40 106.10 0.08 106.02
279.45 112.53 0.08 112.44
279.50 119.13 0.08 119.05
279.55 125.90 0.08 125.82
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
279.60 132.85 0.08 132.77
279.65 139.44 0.08 139.35
279.70 146.15 0.08 146.07
279.75 152.99 0.09 152.91
279.80 159.96 0.09 159.87
279.85 166.54 0.09 166.45
279.90 173.20 0.09 173.11
279.95 179.94 0.09 179.86
280.00 186.77 0.09 186.68
280.05 193.87 0.09 193.78
280.10 201.06 0.09 200.97
280.15 208.35 0.09 208.26
280.20 215.72 0.09 215.63
280.25 223.18 0.09 223.09
280.30 230.73 0.09 230.63
280.35 238.36 0.09 238.27
280.40 246.08 0.10 245.99
280.45 253.89 0.10 253.79
280.50 261.78 0.10 261.68
280.55 269.75 0.10 269.65
280.60 277.80 0.10 277.70
280.65 285.94 0.10 285.84
280.70 294.15 0.10 294.05
280.75 302.45 0.10 302.35
280.80 310.83 0.10 310.73
280.85 319.29 0.10 319.19
280.90 327.82 0.10 327.72
280.95 336.44 0.10 336.33
281.00 345.13 0.10 345.02
fl
51
pocket wetlands no 141307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 10
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Stage-Area-Storage for Pond 2P: (new Pond)

C

11

Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
277.00 1,570 0
277.05 1,964 276
277.10 2,358 551
277.15 2,752 826
277.20 3,146 1,102
277.25 3,540 1,378
277.30 3,934 1,653
277.35 4,328 1,929
277.40 4,722 2,204
277.45 5,116 2,479
277.50 5,510 2,755
277.55 5,904 3,031
277.60 6,298 3,306
277.65 6,692 3,581
277.70 7,086 3,857
277.75 7,480 4,133
277.80 7,874 4,408
277.85 8,268 4,684
277.90 8,662 4,959
277.95 9,056 5,234
278.00 9,450 5,510
278.05 9,499 6,007
278.10 9,548 6,504
278.15 9,596 7,001
278.20 9,645 7,497
278.25 9,694 7,994
278.30 9,743 8,491
278.35 9,791 8,988
278.40 9,840 9,485
278.45 9,889 9,982
278.50 9,938 10,479
278.55 9,986 10,976
278.60 10,035 11,473
278.65 10,084 11,969
278.70 10,132 12,466
278.75 10,181 12,963
278.80 10,230 13,460
278.85 10,279 13,957
278.90 10,327 14,454
278.95 10,376 14,951
279.00 10,425 15,448
279.05 10,487 16,000
279.10 10,549 16,552
279.15 10,611 17,104
279.20 10,672 17,656
279.25 10,734 18,208
279.30 10,796 18,761
279.35 10,858 19,313
279.40 10,920 19,865
279.45 10,982 20,417
279.50 11,044 20,969
279.55 11,105 21,521
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
279.60 11,167 22,074
279.65 11,229 22,626
279.70 11,291 23,178
279.75 11,353 23,730
279.80 11,415 24,282
279.85 11,476 24,834
279.90 11,538 25,387
279.95 11,600 25,939
280.00 11,662 26,491
280.05 11,728 27,107
280.10 11,795 27,724
280.15 11,861 28,340
280.20 11,928 28,956
280.25 11,994 29,573
280.30 12,061 30,189
280.35 12,127 30,805
280.40 12,194 31,422
280.45 12,260 32,038
280.50 12,327 32,654
280.55 12,393 33,271
280.60 12,459 33,887
280.65 12,526 34,503
280.70 12,592 35,120
280.75 12,659 35,736
280.80 12,725 36,352
280.85 12,792 36,969
280.90 12,858 37,585
280.95 12,925 38,201
281.00 12,991 38,818
1
5-7
GFD - Louisburg, NC
D.A. Nos. 37
Pocket Wetlands No. 2
Drainage Area 2.78 acres
Soil Type WeC, WeB
Hydrologic Soil Group B
Land Use C
Wooded 0.2
Impervious 0.95
Grass/Open Space 0.22
Imperviousness (%) 73.7
Total Acreage
Composite C 0.76
Composite CN 88
9 h
1-year 104 18
2-year 132 18
10-year 195 22
25-year 232 23
50-year 261 24
100-year 290 25
5/11/2007
whd
39505
121,097 sq, ft,
Acreage
0
2.05
0.73
CN
60
98
61
2.78
P (in)
3
3.60
5.38
6.41 c=
7.21 A=
8.00 H=
L=
Time of Concentration tc=
CN=
S=
0.76
2.78 acres
17 ft
600 ft
4.24 Min tc= 5
88-
1.36
I Q (actual) Qp Q* Tp
(in/hr) (cfs) (cfs) (in) (min)
(actual)
1-year 4.52 9.5 9.5 1.82 23.1
2-year 5.74 12.1 12.1 2.36 23.6
10-year 7.22 15.2 15.2 4.03 32.0
25-year 8.29 17.5 17.5 5.02 34.8
50-year 9.00 19.0 19.0 5.80 37.0
100-year 9.67 20.4 20.4 6.57 39.0
1
' - _ = GBRICN 6 GCRC
SUBJECT: PAGE: BY. DATE: JOB NUMBER:

15- in n -,

3
ti
41
,-?- -em
0. p
,t

Pocket Wetlands No. 2
Permanent Pool Surface Area Required
Impervious Area (Acres) 2.05
% Impervious 73.7
% Impervious Cover from Table 2.3 0.85
Permanent Pool Area (Acres) 0.02
Permanent Pool Area (Sq. Ft.) 1,029
Temp. Pool Volume & Surface Area Req.
Temp. Runoff Volume, Rv (in/in) 0.71
Temp. Pool Volume (acre-feet) 0.2
Temp. Pool Volume (cubic feet) 7,202
Temp. Pool Volume (acre-inches) 2.0
Temp. Pool Depth (inches) 12
Temp. Pool Area (acres) 0.17
Overflow Weir Orifice
Cw= 3 Orifice Diameter, d (in)=
L= 20 ft. Number, n=
Q50 19.0 cfs Coefficient, Cd=
H= 0.46 ft. Area, a (sq. ft.)=
Drawdown Rate, Qr (cfs)=
Time to Drawdown, T (days)=
2
1
0.3
0.02
0.04
2.2
OK
2
-= CYBRICN E GCRC

a4cf -9,006
O'BRIEN 6 GESOTH ANNIVERSARY
SUBJECT SHEET B D J OB NO.
?? ?G7L
5
r
UBRICN 6 GCRC
X246 ,9,
O'BRIEN G GERE'S BOTH ANNMRSARY '

SUBJECT
- ,c SHEET
C. I BY
'o (- 5 DATE
6?Olk'1 JOB NO.
7 5 '

[1

0
I
n

6v
1S
(new ubcat)
P
2
(new Pond)
Drainage Diagram for pocket wetlands no 2 41307
Subcat Reach Pon Link i Prepared by O'BRIEN & GERE 5/16/2007
HydroCAD® 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems
G3 1
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 2
HvdroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: (new Subcat) Runoff Area=2.780 ac Runoff Depth=3.42"
Tc=5.0 min C=0.76 Runoff=19.17 cfs 0.792 of
Pond 2P: (new Pond) Peak Elev=264.50' Storage=8,860 cf Inflow=19.17 cfs 0.792 of
Primary=0.06 cfs 0.013 of Secondary=19.11 cfs 0.680 of Outflow=19.17 cfs 0.692 of
Total Runoff Area = 2.780 ac Runoff Volume = 0.792 of Average Runoff Depth = 3.42"
C

1-1
1

I

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C

1
L'
e.o `f'
' pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 3
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Subcatchment 1S: (new Subcat)
Runoff = 19.17 cfs @ 0.09 hrs, Volume= 0.792 af, Depth= 3.42"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Rainfall Duration=30 min, Inten=9.00 in/hr
Area (ac) C Description
2.780 0.76
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: (new Subcat)

pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 4
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Subcatchment IS: (new Subcat)
Time Runoff
(hours) (cfs)
0.00 0.00
0.02 4.60
0.04 9.20
0.06 13.81
0.08 18.41
0.10 19.17
0.12 19.17
0.14 19.17
0.16 19.17
0.18 19.17
0.20 19.17
0.22 19.17
0.24 19.17
0.26 19.17
0.28 19.17
0.30 19.17
0.32 19.17
0.34 19.17
0.36 19.17
0.38 19.17
0.40 19.17
0.42 19.17
0.44 19.17
0.46 19.17
0.48 19.17
0.50 19.17
0.52 14.57
0.54 9.97
0.56 5.37
0.58 0.77
0.60 0.00
0.62 0.00
0.64 0.00
0.66 0.00
0.68 0.00
0.70 0.00
0.72 0.00
0.74 0.00
0.76 0.00
0.78 0.00
0.80 0.00
0.82 0.00
0.84 0.00
0.86 0.00
0.88 0.00
0.90 0.00
0.92 0.00
0.94 0.00
0.96 0.00
0.98 0.00
1.00 0.00
1.02 0.00
Time Runoff
(hours) (cfs)
1.04 0.00
1.06 0.00
1.08 0.00
1.10 0.00
1.12 0.00
1.14 0.00
1.16 0.00
1.18 0.00
1.20 0.00
1.22 0.00
1.24 0.00
1.26 0.00
1.28 0.00
1.30 0.00
1.32 0:00
1.34 0.00
1.36 0.00
1.38 0.00
1.40 0.00
1.42 0.00
1.44 0.00
1.46 0.00
1.48 0.00
1.50 0.00
1.52 0.00
1.54 0.00
1.56 0.00
1.58 0.00
1.60 0.00
1.62 0.00
1.64 0.00
1.66 0.00
1.68 0.00
1.70 0.00
1.72 0.00
1.74 0.00
1.76 0.00
1.78 0.00
1.80 0.00
1.82 0.00
1.84 0.00
1.86 0.00
1.88 0.00
1.90 0.00
1.92 0.00
1.94 0.00
1.96 0.00
1.98 0.00
2.00 0.00
2.02 0.00
2.04 0.00
2.06 0.00
Time Runoff
(hours) (cfs)
2.08 0.00
2.10 0.00
2.12 0.00
2.14 0.00
2.16 0.00
2.18 0.00
2.20 0.00
2.22 0.00
2.24 0.00
2.26 0.00
2.28 0.00
2.30 0.00
2.32 0.00
2.34 0.00
2.36 0.00
2.38 0.00
2.40 0.00
2.42 0.00
2.44 0.00
2.46 0.00
2.48 0.00
2.50 0.00
2.52 0.00
2.54 0.00
2.56 0.00
2.58 0.00
2.60 0.00
2.62 0.00
2.64 0.00
2.66 0.00
2.68 0.00
2.70 0.00
2.72 0.00
2.74 0.00
2.76 0.00
2.78 0.00
2.80 0.00
2.82 0.00
2.84 0.00
2.86 0.00
2.88 0.00
2.90 0.00
2.92 0.00
2.94 0.00
2.96 0.00
2.98 0.00
3.00 0.00

' pocket wetlands no 2 41307 Rainfall Duration=30 min, lnten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 5
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Pond 2P: (new Pond)
Inflow Area 2.780 ac, Inflow Depth = 3.42"
' Inflow 19.17 cfs @ 0.09 hrs, Volume= 0.792 of
Outflow = 19.17 cfs @ 0.50 hrs, Volume= 0.692 af, Atten= 0%, Lag= 24.6 min
Primary = 0.06 cfs @ 0.50 hrs, Volume= 0.013 of
' Secondary = 19.11 cfs @ 0.50 hrs, Volume= 0.680 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 264.50'@ 0.50 hrs Surf.Area= 8,468 sf Storage= 8,860 cf
' Plug-Flow detention time= 9.1 min calculated for 0.692 of (87% of inflow)
Center-of-Mass det. time= 7.2 min ( 24.7 - 17.5 )
' # Invert Avail.Storage Storage Description
1 263.00' 33,391 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
263.00 1,334 0 0
' 264.00 7,983 4,659 4,659
265.00 8,961 8,472 13,131
266.00 10,102 9,532 22,662
' 267.00 11,356 10,729 33,391
# Routing Invert Outlet Devices
1 Primary 263.00' 2.0" Vert. Orifice/Grate C= 0.300
' 2 Secondary 264.00' 20.0' long x 1.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31
3.32
' Primary OutFlow Max=0.06 cfs @ 0.50 hrs HW=264.50' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.06 cfs @ 2.9 fps)
' Secondary OutFlow Max=19.10 cfs @ 0.50 hrs HW=264.50' (Free Discharge)
L2=Broad-Crested Rectangular Weir (Weir Controls 19.10 cfs @ 1.9 fps)
r

1

r
6-7
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 6
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Hydrograph
21
2 19.17 cfs 19.11 cfs - Inflow
19 - Outflow
- Primary
18 Inflow Area=2.780 ac -Secondary
17
16 Peak Elev=264.50`
15
14.
13 Storage=8,860 cf
Zoo 12
0 10
LL 9
8
6
5
4
3
2 ....... _....
1 _ ..._ __ 0.06 cfs ...._. ._ ... ..
0
0 1 2 3
Time (hours)
Pond 2P: (new Pond)
Stage-Discharge
- Total
- Primary
Secondaryw
w
G
O
M
A
m
W
0 50 100 150 200 250 300
Discharge (cfs)

0

C
1

I

u

n

1
&8
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 7
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Pond 2P: (new Pond)
Stage-Area-Storage
Surface/HorizontaiMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 _ Surface
267 Storage
266
m
m
0 265
a
w
w
264-
263 Custom Sfar? Data,
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
Storage (cubic-feet)
III
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 8
HydroCAD® 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
Hydrograph for Pond 2P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 263.00 0.00 0.00 0.00
0.10 19.17 4,010 263.86 0.05 0.05 0.00
0.20 19.17 8,260 264.43 15.17 0.06 15.11
0.30 19.17 8,810 264.49 18.83 0.06 18.76
0.40 19.17 8,856 264.50 19.15 0.06 19.08
0.50 19.17 8,860 264.50 19.17 0.06 19.11
0.60 0.00 6,740 264.25 6.63 0.06 6.58
0.70 0.00 5,491 264.10 1.74 0.05 1.68
0.80 0.00 5,091 264.05 0.70 0.05 0.65
0.90 0.00 4,912 264.03 0.37 0.05 0.32
1.00 0.00 4,804 264.02 0.24 0.05 0.19
1.10 0.00 4,736 264.01 0.15 0.05 0.10
1.20 0.00 4,693 264.00 0.09 0.05 0.04
1.30 0.00 4,666 264.00 0.06 0.05 0.01
1.40 0.00 4,647 264.00 0.05 0.05 0.00
1.50 0.00 4,629 263.99 0.05 0.05 0.00
1.60 0.00 4,611 263.99 0.05 0.05 0.00
1.70 0.00 4,593 263.99 0.05 0.05 0.00
1.80 0.00 4,575 263.98 0.05 0.05 0.00
1.90 0.00 4,557 263.98 0.05 0.05 0.00
2.00 0.00 4,539 263.97 0.05 0.05 0.00
2.10 0.00 4,522 263.97 0.05 0.05 0.00
2.20 0.00 4,504 263.97 0.05 0.05 0.00
2.30 0.00 4,486 263.96 0.05 0.05 0.00
2.40 0.00 4,468 263.96 0.05 0.05 0.00
2.50 0.00 4,451 263.96 0.05 0.05 0.00
2.60 0.00 4,433 263.95 0.05 0.05 0.00
2.70 0.00 4,415 263.95 0.05 0.05 0.00
2.80 0.00 4,398 263.94 0.05 0.05 0.00
2.90 0.00 4,380 263.94 0.05 0.05 0.00
3.00 0.00 4,363 263.94 0.05 0.05 0.00

7-0
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 9
HydroCADO 7.00 s/n 003332 © 1986-2003 Applied Microcomputer Systems 5/16/2007
' Stage-Discharge for Pond 2P: (new Pond)

CI

F

Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
263.00 0.00 0.00 0.00
263.05 0.00 0.00 0.00
263.10 0.01 0.01 0.00
263.15 0.01 0.01 0.00
263.20 0.02 0.02 0.00
263.25 0.02 0.02 0.00
263.30 0.02 0.02 0.00
263.35 0.03 0.03 0.00
263.40 0.03 0.03 0.00
263.45 0.03 0.03 0.00
263.50 0.03 0.03 0.00
263.55 0.04 0.04 0.00
263.60 0.04 0.04 0.00
263.65 0.04 0.04 0.00
263.70 0.04 0.04 0.00
263.75 0.04 0.04 0.00
263.80 0.04 0.04 0.00
263.85 0.05 0.05 0.00
263.90 0.05 0.05 0.00
263.95 0.05 0.05 0.00
264.00 0.05 0.05 0.00
264.05 0.65 0.05 0.60
264.10 1.75 0.05 1.70
264.15 3.18 0.05 3.13
264.20 4.87 0.06 4.81
264.25 6.80 0.06 6.74
264.30 8.95 0.06 8.89
264.35 11.29 0.06 11.23
264.40 13.82 0.06 13.76
264.45 16.53 0.06 16.47
264.50 19.40 0.06 19.34
264.55 22.44 0.06 22.37
264.60 25.63 0.06 25.56
264.65 29.15 0.07 29.08
264.70 32.86 0.07 32.80
264.75 36.77 0.07 36.70
264.80 40.85 0.07 40.79
264.85 45.25 0.07 45.18
264.90 49.85 0.07 49.78
264.95 54.66 0.07 54.58
265.00 59.67 0.07 59.60
265.05 64.74 0.07 64.66
265.10 69.99 0.07 69.91
265.15 75.43 0.08 75.35
265.20 81.05 0.08 80.98
265.25 87.00 0.08 86.93
265.30 93.16 0.08 93.08
265.35 99.53 0.08 99.45
265.40 106.10 0.08 106.02
265.45 112.53 0.08 112.44
265.50 119.13 0.08 119.05
265.55 125.90 0.08 125.82
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
265.60 132.85 0.08 132.77
265.65 139.44 0.08 139.35
265.70 146.15 0.08 146.07
265.75 152.99 0.09 152.91
265.80 159.96 0.09 159.87
265.85 166.54 0.09 166.45
265.90 173.20 0.09 173.11
265.95 179.94 0.09 179.86
266.00 186.77 0.09 186.68
266.05 193.87 0.09 193.78
266.10 201.06 0.09 200.97
266.15 208.35 0.09 208.26
266.20 215.72 0.09 215.63
266.25 223.18 0.09 223.09
266.30 230.73 0.09 230.63
266.35 238.36 0.09 238.27
266.40 246.08 0.10 245.99
266.45 253.89 0.10 253.79
266.50 261.78 0.10 261.68
266.55 269.75 0.10 269.65
266.60 277.80 0.10 277.70
266.65 285.94 0.10 285.84
266.70 294.15 0.10 294.05
266.75 302.45 0.10 302.35
266.80 310.83 0.10 310.73
266.85 319.29 0.10 319.19
266.90 327.82 0.10 327.72
266.95 336.44 0.10 336.33
267.00 345.13 0.10 345.02
u
pocket wetlands no 2 41307 Rainfall Duration=30 min, Inten=9.00 in/hr
Prepared by O'BRIEN & GERE Page 10
HydroCADO 7.00 s/n 003332 ©1986-2003 Applied Microcomputer Systems 5/16/2007
Stage-Area-Storage for Pond 2P: (new Pond)
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
263.00 1,334 0
263.05 1,666 233
263.10 1,999 466
263.15 2,331 699
263.20 2,664 932
263.25 2,996 1,165
263.30 3,329 1,398
263.35 3,661 1,630
263.40 3,994 1,863
263.45 4,326 2,096
263.50 4,659 2,329
263.55 4,991 2,562
263.60 5,323 2,795
263.65 5,656 3,028
263.70 5,988 3,261
263.75 6,321 3,494
263.80 6,653 3,727
263.85 6,986 3,960
263.90 7,318 4,193
263.95 7,651 4,426
264.00 7,983 4,659
264.05 8,032 5,082
264.10 8,081 5,506
264.15 8,130 5,929
264.20 8,179 6,353
264.25 8,228 6,777
264.30 8,276 7,200
264.35 8,325 7,624
264.40 8,374 8,047
264.45 8,423 8,471
264.50 8,472 8,895
264.55 8,521 9,318
264.60 8,570 9,742
264.65 8,619 10,165
264.70 8,668 10,589
264.75 8,717 11,013
264.80 8,765 11,436
264.85 8,814 11,860
264.90 8,863 12,283
264.95 8,912 12,707
265.00 8,961 13,131
265.05 9,018 13,607
265.10 9,075 14,084
265.15 9,132 14,560
265.20 9,189 15,037
265.25 9,246 15,513
265.30 9,303 15,990
265.35 9,360 16,467
265.40 9,417 16,943
265.45 9,474 17,420
265.50 9,532 17,896
265.55 9,589 18,373
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
265.60 9,646 18,849
265.65 9,703 19,326
265.70 9,760 19,803
265.75 9,817 20,279
265.80 9,874 20,756
265.85 9,931 21,232
265.90 9,988 21,709
265.95 10,045 22,185
266.00 10,102 22,662
266.05 10,165 23,198
266.10 10,227 23,735
266.15 10,290 24,271
266.20 10,353 24,808
266.25 10,416 25,344
266.30 10,478 25,881
266.35 10,541 26,417
266.40 10,604 26,954
266.45 10,666 27,490
266.50 10,729 28,027
266.55 10,792 28,563
266.60 10,854 29,099
266.65 10,917 29,636
266.70 10,980 30,172
266.75 11,043 30,709
266.80 11,105 31,245
266.85 11,168 31,782
266.90 11,231 32,318
266.95 11,293 32,855
267.00 11,356 33,391
-71 1

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UBRICN E GCRC
' SUBJECT: PAGE: By. DATE: JOB NUMBER:
-7Z- 9ci 5710

11. ?95
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SUBJECT: PAGE: BY: E: JOB NUMBER:
?w ?1?, 1 4 -z ?? u!? Z141,07 355cls"
it ? five- 6 r, a- 1 5"/. e-- L , r?#6 T

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' SUBJECT: PAGE: BY: DATE: JOB NUMBER:
V, ? r_r \.l: 1 _ 741- Ll o S11\41e-7 siSOS

Aez, -b, A,. = ?z --7 ?6 A::w _ _ yr,-.? ae?, ux = .?,.e -

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CYORIEN 6 GERE
SUBJECT: PAGE: By. DATE: JOB NUMBER:
pp
> N'o . 7: WPIL> r'114(17
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' - - = 013RIEN b GCRC
' SUBJECT:

PAGE: BY.- DATE: JOB NUMBER:I (/
t-j
-Lrz

EL SPREADER OVERVIEW DIAGRAM
N'M. HATHAWAY, EXTENSION ASSOCIATE, NC STATE UNIVERSITY
F10W Bypass Zone 2 Buffer Zone I Buffer
Structure - ----? ?- 20 ft -••--+-- 30 Ft ?-
(?4°0) .-
p? a 4,
Forebay
G o?lc.rz?rE
Reinforced
Channel
r `
i • J - -
.???
J .i.. ........................... .
7 -7
Reinforced
Vegetated
5wale
v t a ? ? i
`? ? y '?
i Y H L
:;? ?#7? Stan:
. . • F?prtc . ?
• ? r vi (+
? ,.??i w,
• ,+ v v w w
V v J J Y
• I W V Y V y
W • V •Y V••
V Y 1Y V?.?.
. V i V V
? V Y ? S ? ••
t v •s •r 4.' ,•,
' - - = UBRICN 6 GCGC
' SUBJECT: PAGE: BY. DATE: JOB NUMBER:
7 ?,c/ 5? 3955
1Jo?r-6 -r \OL?rLs-o-,rn 1 Z

Z Cp . Z Gf c.4

- - , e
u I . l I .,icy S_ - -- ---

t
4,b Is
2..6-I?z
0
ti
??
L I

O'DRICN 6 GCRC
SUBJECT: PAGE: ',
DATE:
JOB NUMBER:
2
- 7 rW 5
0 .
3 5
?
r

?? f Try a _.._
3
,-- {-t--me T--b?a'L I
---2 l ,? -,f- 'R Jam. r-.'pin

-a "

11

1

L

APPENDIX A
SOILS
. /r
1

Franklin County, North Carolina
227
' Table 15.-Physical and Chemical Properties of the Soils-Continued
I I I I I I I I Erosion l
soil name and IDepthl Clay I Moist I Permeability 1Availablel Soil (Shrink-swell I factors I organic
' map symbol I I
I I I bulk I
I density I I water Ireactionl potential
Icapacity I I I I I
I K I T I matter
I In I Pct 1 g/cc I In/hr 1 In/in I PH I I I I
I Pct
RoA*: I I
I I I I
I I I I
I I I
I I I
I I I
Roanoke-------- -1 0-5 1 10-27 11.20-1.501 0.6-2.0 10.14-0.2013.5-5.5 ILow---------- 10.371 5 1 .5-2
' 1 5-161 20-35 11.20-1.501 0.06-0.2 10.16-0.1913.5-5.5 (Moderate-----10.241 1
116-511 35-60 11.35-1.651 0.06-0.2 10.10-0.1913.5-5.5 IModerate----- 10.241 1
151-621 5-50 11.20-1.501 0.06-20 10.04-0.1413.5-5.5 IModerate----- 10.241 1

Wahee---------- I I
- 1 0-111
10-27 I I
11.20-1.501
0.2-2.0 I I
10.15-0.2014.5-6.0 I
1Low---------- I I I
10.281 5 1
.5-5
111-621
1 35-70 11.40-1.601
I 1 0.06-0.2 10.12-0.2013.6-5.5
1 I IModerate----- 10.281 1
I 1 1 1
RwC*: I
I I I I I I I I I I
Rock outcrop ---- I 0-601
I I
Wake------------1 0-111 ---

3-12 I --- 1
I I
11.65-1.801 0.06-6.0

6.0-20 1 --- I ---
I I
10.03-0.0814.5-6.0 I -------------
I
ILow---------- I ---- I --- I
I I I
10.151 1 1 ---

.5-1
1 11 1 --- I --- I 0.00-0.01 1 --- I-- I------------- I ---- I I

StA------------- I I
- 1 0-101
10-18 I I
11.20-1.351
0.6-2.0 I I
10.12-0.1713.6-5.5 I
1LOw---------- I I I
10.281 5 1
.5-2
' State 110-481 18-34 11.35-1.501 0.6-2.0 10.14-0.1913.6-5.5 1Low---------- 10.281 1
148-621 2-15 11.35-1.501 2.0-20 10.02-0.1013.6-6.5 1Low---------- 10.171 1
I 1
TaD, TaE--------- 1 0-8 1
12-27 I 1
11.10-1.401
0.6-2.0 1 I
10.16-0.2014.5-5.5 1
ILow---------- 1 1 I
10.371 4 1
.5-2
Tatum 1 8-501 45-60 11.40-1.601 0.6-2.0 10.10-0.1914.5-5.5 IModerate----- 10.281 I
' 150-621 I 1 0.00-0.06 I I - I ------------- I ---- I I
I I
- Ud--------------- 1 0-601
10-50 I I
11.30-1.651
0.06-2.0 I I
10.10-0.1714.5-7.8 I
IModerate----- I I I
10.281 5 1
0-1
' Udorthents I I
I I
VaB, VaC--------- 1 0-6 1

8-20 I I
I I
11.45-1.701

2.0-6.0 I I
I I
10.10-0.1414.5-6.0 I
I
ILow---------- I I I
I I I
10.241 3 1

.5-2
Vance 1 6-361 35-60 11.25-1.401 0.06-0.2 10.12-0.1514.5-5.5 IModerate----- 10.281 1
136-621 --- I --- I --- I --- I--- I ------------- I ---- I I
I I
VgB-------------- 1 0-9 1
4-12 I I
11.35-1.451
2.0-6.0 I I
10.05-0.1114.5-6.5 I
1LOw---------- I I I
10.171 4 1
.5-2
Varina 1 9-161 35-50 11.40-1.551 0.6-2.0 10.12-0.1814.5-5.5 1Low---------- 10.281 1
116-801 35-50 11.45-1.551 0.06-0.2 10.10-0.1714.5-5.5 1Low---------- 10.281 1
1 1
VnB, VnC--------- 1 0-141
Varina 114-421
3-10
35-60 1 1
11.50-1.701
11.30-1.501
6.0-20
0.6-2.0 1 1
10.05-0.0914.5-6.5
10.12-0.1814.5-5.5 1
1Low----------
IL ------------ 1 1 1
10.151 4 1
10.281 1
.5-2
142-801 30-55 11.30-1.501 0.06-0.2 10.06-0.0914.5-5.5
1 1 ILow----------
1 10.281 1
1 I 1
WaB*: 1 1
I I 1 1
I I I I I I I I
------------- 1 0-114. 3-1,2
?- ?1 ._6t=1Bn4
1 -_6p=20- -1.0-,_01- A014 ;_6 n !Low---------- In 1
11 I ___ 1 0.00-0.01 I_____________ I--- I I

Saw------------- I I
1 0-141
5-20 I I
11.30-1.501
2.0-6.0 I I
10.08-0.1214.5-7.3 I
1Low---------- I I I
10.201 2 1
.5-2
114-251
125-341 35-60
5-30 11.30-1.501
11.30_1.501 0.6-2.0
0.6-6.0 10.12-0.1514.5-6.5
10.07-0.1214.5-6.0 ILO,----- -----
ILOw---------- 10.281 1
10.201 1
' 1 34 1 I I I I, - I------------- I----I I

Wedowee--------- I I
1 0-5 1
5-20 I I
11.25-1.601
2.0-6.0 I I
10.10-0.1813.6-5.5 I
1LOw---------- I I I
10.241 4 1
.5-3
1 5-101
110-351 14-30
35-45 11.30-1.551
11.30-1.501 0.6-2.0
0.6-2.0 10.12-0.1813.6-5.5
10.12-0.1813.6-5.5 1Low----------
ILow---------- 10.281 1
10.281 1
' 135-621 15-30 11.20-1.501 0.6-2.0 10.08-0.1513.6-5.5
1 1Low----------
I 10.281 1

WbD*: 1 1
I I 1 I
I I 1
I I
I 1 1 1
I I I
Wake------------ 1 0-111
1 11 I 3-12
--- 11.65-1.801
I --- I 6.0-20
0.00-0.01 10.03-0.0814.5-6.0
1 -- I-- ILow----------
I------------ 10.151 1 1
I ---- I I .5-1

Wateree--------- I I
1 0-7 1
5-18 I I
11.40-1.601
2.0-6.0 I I
10.08-0.1214.5-6.0 I
1LOw---------- I I I
10.201 3 1
<1
1 7-281 5-18 11.30-1.601 2.0-6.0 10.08-0.1214.5-6.0 1Low---------- 10.201 1
128-351 2-15 11.40-1.701 2.0-6.0 10.04-0.1213.6-6.0 1Low---------- 10.171 1
135-721 I I I I - I ------------- I ---- I I
See footnote at end of table.

228
Soil Survey
Table 15.-Physical and Chemical Properties of the Soils-Continued
I I I I I I I I Erosion 1
Soil name and IDepthl Clay I Moist I Permeability 1Availablel Soil IShrink-swell I factors I organic
map symbol I I I bulk I I water Ireactionl potential I I I matter
' I I I density I Icapacity I I I K I T I
I In 1 Pct I g/cc I In/hr 1 In/in I PH I I I I Pct

WbD* :
Wedowee-------- I I
I I
-1 0-5 1

5-20 I I
I I
11.25-1.601

2.0-6.0 I I
I I
10.10-0.1813.6-5.5 I
I
ILow---------- I I I
I I I
10.241 4 1

.5-3
1 5-101 14-30 11.30-1.551 0.6-2.0 10.12-0.1813.6-5.5 ILow---------- 10.281 1
110-351 35-45 11.30-1.501 0.6-2.0 10.12-0.1813.6-5.5 ILOw---------- 10.281 1
135-621 15-30 11.20-1.501 0.6-2.0 10.08-0.1513.6-5.5 ILOw---------- 10.281 1

wcE*: I I
I I I I
I I I I
I I I
I I I I
I I I
Wake------------1 0-111 3-12 11.65-1.801 6.0-20 10.03-0.0814.5-6.0 1Low---------- 10.151 1 1 .5-1
1 11 I --- I --- I 0.00-0.01 1 --- I--' I---------- - _ I____I I

' I I
Wateree--------- 1 0-7 1
1 7-281
5-18
5-18 I I
11.40-1.601
11.30-1.601
2.0-6.0
2.0-6.0 I I
10.08-0.1214.5-6.0
10.08-0.1214.5-6.0 I
ILow----------
ILow---------- I I I
10.201 3 1
10.201 1
<1
128-351 2-15 11.40-1.701 2.0-6.0 10.04-0.1213.6-6.0 ILow---------- 10.171 1
135-721
I I --- I --- I
I I --- I --- I---
I I I -------------
I I ---- I I
I I I
wdE*: I I I I I I I I I I
' Wateree --------- I 0-7 1 5-18 11.40-1.601 2.0-6.0 10.08-0.1214.5-6.0 1Low---------- 10.201 3 1 '<1
1 7-281 5-18 11.30-1.601 2.0-6.0 10.08-0.1214.5-6.0 ILow---------- 10.201 1
128-351 2-15 11.40-1.701 2.0-6.0 10.04-0.1213.6-6.0 ILow---------- 10.171 1
135-721 --- I --- I --- I --- I -_- I ------------- I ---- I I
I I
Rion------------1 0-161
5-20 I I
11.30-1.501
2.0-6.0 I I
10.08-0.1214.5-6.5 I
1Low---------- I I I
10.241 3 1
.5-2
116-341 18-35 11.40-1.501 0.6-2.0 10.08-0.1514.5-6.5 ILOw---------- 10.201 1
134-651 2-20 11.30-1.501 2.0-6.0 10.06-0.1214.5-6.5 ILOW---------- 10.201 1

Wedowee--------- I I
1 0-5 1
5-20 I I
11.25-1.601
2.0-6.0 I I
10.10-0.1813.6-5.5 I
ILOw---------- I 1 1
10.241 4 1
.5-3
1 5-101 19-30 11.30-1.551 0.6-2.0 10.12-0.1813.6-5.5 1Low---------- ]0.261 I
110-351 35-45 11.30-1.501 0.6-2.0 10.12-0.1813.6-5.5 1LOW---------- 10.281 1
135-621 15-30 11.20-1.501 0.6-2.0 10.08-0.1513.6-5.5 ILow---------- 10.281 1

WeB, WeC, WeD---- I I
1 0-5 1
5-20 I I
11.25-1.601
2.0-6.0 I I
10.10-0.1813.6-5.5 I
1LOw---------- I I I
10.241 4 1
.5-3
Wedowee 1 5-101 14-30 11.30-1.551 0.6-2.0 10.12-0.1813.6-5.5 ILOw---------- 10.281 1
110-351 35-45 11.30-1.501 0.6-2.0 10.12-0.1813.6-5.5 ILow---------- 10.281 1
135-621 15-30 11.20-1.501 0.6-2.0 10.08-0.1513.6-5.5 ILow---------- 10.281 1

wuc*: I I
I I I I
I I I I
I I I
I I I I
I I I
Wedowee--------- 1 0-5 1 5-20 11.25-1.601 2.0-6.0 10.10-0.1813.6-5.5 1Low---------- 10.241 4 1 .5-3
1 5-101 14-30 11.30-1.551 0.6-2.0 10.12-0.1813.6-5.5 ILOw---------- 10.281 1
110-351 35-45 11.30-1.501 0.6-2.0 10.12-0.1813.6-5.5 ]Low ---------- 10.281 1
I -A 5-62 1 15-30 - - 6---2 ?0- 4n,as-n_15c l1, c-c c pia'
1 1 1 1 I I i i
Urban land. I I
I I I I I I I I I I

'
Udorthents-----'

WwB*, WwD*, WWE*: I I
I 0-601
I I
l I
10-50 I I
11.30-1.651
I I
I I
0.06-2.0 I I
10.10-0.1714.5-7.8
I I
I I I
IModerate-----
I
I I I I
10.281 5 1
I I I
I I I
0-1
Winnsboro------- 1 0-6 1 10-25 11.20-1.401 0.6-2.0 10.15-0.2015.1-6.5 ILOw---------- 10.321 4 1 .5-2
1 6-401 35-60 11.20-1.501 0.06-0.2 10.15-0.2016.1-7.8 (High--------- 10.201 1
' 140-481
148-621 15-35 11.30-1.601
I I 0.2-0.6 10.15-0.2016.1-7.8
I I -
I IModerate-----
I --------
I 10.281 1
I----I I
I I I
Wilkes---------- I I
1 0-4 1 5-20 I I
11.30-1.501 2.0-6.0 I
10.11-0.1515.1-6.5 ILow---------- 10.241 2 1 .5-2
1 4-131 20-45 11.40-1.601 0.2-0.6 10.15-0.2016.1-7.8 IModerate----- 10.321 1
113-421
I I --- I --- I
I I --- I --- I ---
I I I -------------
I I ---- I I
I I I

* See descrip tion of the map unit for composition and behavior characteristics of the map unit.

1

' 230
Soil Survey
' Table 16.-Soil and Water Features-Continued
Flooding I High water table I Bedrock I Risk of corrosion
soil name and IHydro -I I I I I I I I I I
map symbol I logi c) Frequency I Duration IMonths I Depth I Kind IMonths IDepthlHard- (Uncoated [Concrete
' I group) I I I I I I I ness I steel I
I I I I I Ft I I I
I I I in I
I I
I I
I
Rmh*- I
I I
I I
I I I
I I I I I I I I
' Riverview ----- I B IFrequent---- IBrief----- IJan-Decl3.0-S.OlApparentlDec-Marl >60 1 --- ILow ------ IModerate.

Buncombe ------ I
I A
I I
IFrequent----
I I
IBrief-----
I I I I I I
1Jan-Decl >6.0 1 --- I --- 1
I I I I I I
>60 1 ---
I I
ILow ------
I I
IModerate.
I
R

-------
Roanoke

I D

(Occasional

[Brief-----
I
(Nov-Jun' 0-1.0lApparentlNov-May[
I
>60 1 ---
I
[High-----
I
[High.

Wahee --------- I
I D
I I
loccasional
I I
IBrief-----
I I I I I I
]Nov-Jun10.5-1.51ApparentlDec-Marl
I I I I I I
>60 1 ---
I I
IHigh -----
I I
IHigh.
I

Roc
R
Rock outcrop--
I
1 D
I
[None--------
I
1 ---
I I I I I
I --- 1 >6.0 I --- I --- I
I I I I
I
0 IHard
I
I
---
I
I
---
I
Wake ---------- I
I D I
INOne -------- I
I --- I
I --- 1 >6.0 1 --- I --- 1 8-20IHard IModerate [Moderate.

StA ------------ I
I B I
[Rare -------- I
I -"- I I I I I
I --- 14.0-6.OlApparentlDec-Jung I
>60 1 --- I
IModerate I
IHigh.
State I I I I I I I I I
I I
I I
I
TaD, TaE ------- I
B
I I
INOne -------- I
I --- I I I I I
I --- 1 >6.0 1 --- I --- 140-60ISoft IHigh ----- IHigh.
Tatum .
I I I I I I 1 1 >60 [Hard I I

Ud------------- I
1 B I
(None -------- I
I I I I I I
I --- [ >6.0 1 --- I --- 1 I
>60 I --- I
[Moderate I
[High.
Udorthents I I I I I I I I I I I

VaB, VaC-------
Vance I
I C
I I
'None --------
[ I
1 ---
I I I I I I
I --- 1 >6.0 I --- I --- I
I I I I I I
>60 ( ---
I I
IHigh-----
I I
IHigh,
I

VgB, VnB, VnC-- I
I C I
INOne -------- I
I --- I I I I I
I --- 14.0-S.OlPerched ]Dec-Apr[ I
>60 1 --- I
IModerate I
IHigh.
Varina I ] I I ] I I I I I I

was*: I
I ]
I I
I I I I I I
I I I I I I
I I
I I
I
Wake ---------- I D (None -------- I --- I --- 1 >6.0 1 --- I --- 1 8-20IHard IModerate IModerate.

Saw ----------- I
I B I
INOne -------- I
I --- I I I I I I
I --- 1 >6.0 1 --- I --- 120-40IHard I
IModerate I
IModerate.

Wedowee ------- I
' B
I I
(None --------
I I
I ""
I I I I I I
I --- I >6.0 ] '-- ] --- ]
I I I I I I
>60 I ---
I I
]Moderate
I I
]High.
I
WbD- I I I I I I I I I I I
. ?? Wake ---------- I D INone -------- I --- I --- 1 >6.0 1 --- I --- 1 8-20IHard IModerate IModerate.
Wateree ------- I B INone -------- I --- I '-- I >6.0 ] -- I --- 120-40ISOft ILOw ------ IHigh.
I I I 1 I I I 1 >40 IHard I 1
I
Wedowee -------I
I
wcE*: I
Wake ---------- I
B

D I I
INOne--------1 ---
I I
I I
INone -------- I "-- I I I
1 - ] >6.0 I
I I I
I I I
I -'- 1 >6.0 1 I I I
--- I --- I >60 ' ---
I I I
I I I
--- I "-- 18-20IHard I
'Moderate
I
I
IModerate I
'High.
I
I
IModerate.

' I
Wateree ------- I
I
B I I
INOne -------- I ---
I I I I I
I '-- 1 >6.0 1
I I I
I I I I I I
'-- 1 --- 120-401Soft
1 1 >40 IHard
I I I I
ILow ------
I
I I
IHigh.
I
I
I
WdE•: I I I
I I I I I I I I I I
Wateree ------- I B INone -------- I --- 1 --- ' >6.0 1 --- 1 --- 120-40ISoft ]Low ------ IHigh.
' I
I
Rion ---------- I

B 1 I
I I
INOne -------- I --- I ' I
I I I
I --- ' >6.0 1 I 1 >40 [Hard
I I I
--- 1 --- 1 >60 1 --- I
I
IModerate
I I
I
IHigh.
I
I
Wedowee ------- I B I I
[None -------- I --- I I I
I "-- 1 >6.0 1 I I I
--- I --- 1 >60 1 --- IModerate IHigh.
I
See footnote I I
at end of table. I I I I I I I I

Franklin County, North Carolina
•231
' Table 16.-Soil and Water Features-Continued
I I Flooding I High water table I Bedrock I Risk of corrosion
soil name and (Hydro-I I I I I I I I I I
map symbol I logicl Frequency I Duration IMonths I Depth I Kind IMonths IDepthlHard- (Uncoated (Concrete
I groupl I I I I I I I ness I steel I
I I I I I Ft I I I in I I I

'
WeB, WeC, WeD--

_4lw Wedowee I I I I
I B INone -------- I --- I---

l 1 I I
I I I I I I I
I >6.0 1--- I---

I I I
I I I I I
1 >60 1---

I I
I I I
IModerate

I
I I
IHigh.

I
I
WuC*: I I I I I I I I I I I
Wedowee ------- I B INone -------- I --- I --- I >6.0 I --- I --- I >60 1 --- IModerate IHigh.

Urban land ---- I I I I
I --- lNOne -------- I --- I --- I I I
I >2.0 l --- I --- I I
I >70 I --- I
I --- I
I ---

Udorthents ---- I I I I
I B INOne -------- I --- l ---
I I I I
( >6.0 I --- I ---
I I I I I
1 >60 1 ---
I I I
IModerate
I I
IHigh.
I
wwB*, wwD*, I I I
I I I I I I I I I I I
' WWE*: I I I I I I I I I I I
Winnsboro----- I C INOne -------- I --- I -- I >6.0 I --- I --- 140-601SOft IHigh----- IModerate.

Wilkes -------- I I I I
I C INone -------- I --- I --- I I I
I >6.0 l --- I --- I I
110-20ISoft I
IModerate I
IModerate.
I I I I I I I I I I I
• See description of the map unit for composition and behavior characteristics of the map unit.
0

0
[1

C

u

L

n
[1

1I

l
APPENDIX B
BMP WORKSHEETS
1
DWQ Project No. E ?I-P fJ'0- 0-7 -00-70,1-Z
' DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
' I. PROJECT INFORMATION (please complete the following information): " ? • e
Project Name : 9-67 t--' S N. b LL o •.? ?s?"rc. 4 ..? i? v . L?
Contact Person: Phone Number: (q?q ) -7 3 - -7 -7 -7 7
' For projects with multiple basins, specify which basin this worksheet applies to: TA 2 - P6, M " c.-Z-3
Permanent Pool Elevation -I 1.0 ft. (elevation of the orifice invert out)
' Temporary Pool Elevation ;2 !-Z.0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 5981 sq. ft. (water surface area at permanent pool elevation)
Drainage Area Z4. ZU ac. (on-site and off-site drainage to the basin)
Impervious Area 14. V7 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 161(o4 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 69S4 sq. ft. (at permanent pool elevation approximately 35%)*
' Marsh 9"-18" Surface Area ' x.44 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 11 ,A o "7 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
SA/DA used (surface area to drainage area ratio)*
' Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
' additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
k Vegetation above the permanent pool elevation is specified.
kii &_eD An emergency drain is provided to drain the basin.
k,.? The temporary pool draws down in 2 to 5 days.
wl?? Sediment storage is provided in the permanent pool.
\,%ewp A sediment disposal area is provided.
\„_N4j Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
\S The drainage area (including any offsite area) is delineated on a site plan.
' \,.14 Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
1
r
1

DWQ Project No. E? n N D 7- co -7 o y Z
' DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name : u ? s }emu RG ?? o S N A o \1LJ \T? ?-' J
Contact Person: 1?c.1 I br" 'b r -1C .o Phone Number: H icl) -f 8 3 - '77 7 7
' For projects with multiple basins, specify which basin this worksheet applies to: 'o a - y, t---3
Permanent Pool Elevation 20a-0 ft. (elevation of the orifice invert out)
' Temporary Pool Elevation 22 v 1. o ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area q -7 G o° sq. ft. (water surface area at permanent pool elevation)
' Drainage Area 1-1. 1-L ac. (on-site and off-site drainage to the basin)
Impervious Area 10.,45 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 13 8'5: sq. ft. (at permanent pool elevation approximately 15%)*
' Marsh 0"-9" Surface Area 9 ZO sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9%18" Surface Area f o? 0,2 3 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 1 i3 SO sq. ft. (at permanent pool elevation approximately 15%)*
' Temporary Pool Volume ?1-L47 cu. ft. (volume detained on top of the permanent pool)
SAIDA used 2. 40 (surface area to drainage area ratio)*
' Diameter of Orifice 4- in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
' Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
' drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
L, The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
u0r- Vegetation above h permanent pool elevation is specified.
l.it1? An emergency drain is provided to drain the basin.
k1.ka The temporary pool draws down in 2 to 5 days.
wde> Sediment storage is provided in the permanent pool.
' 1ZNbp, A sediment disposal area is provided.
U*-;;, Access is provided for maintenance.
?.sa A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Wb? Access is provided for maintenance.
Plan details for the wetland are provided.
W?7 Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetiands/0andm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
' Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.

DWQ Project No. 5_A? d,3. 07- 40"7 o y Z

DIVISION OF WATER QUALITY - 401 EXTENDED DETENTIO (and POCKET*) ETLAND WORKSHEET
' I. PROJECT INFORMATION (please complete the following information): -' < 1
`
'
?
Project Name : ov- s?a.c?
P- o?b 0 Y-E T V-' GTt- &.J0 1?' • J
Contact Person: W tL--1--1 A'Vr` -T--> l -0, Lr'-. Phone Number: (41 1 It ) -7g 3- 1 ?-f 7
For projects with multiple basins, specify which basin this worksheet applies to: -Tl'-- Z - tea.--,
Permanent Pool Elevation 2 7 7.0 ft. (elevation of the orifice invert out)
' Temporary Pool Elevation :i 1 S• 0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area G13 sq. ft. (water surface area at permanent pool elevation)
Drainage Area . u Z ac. (on-site and off-site drainage to the basin)
Impervious Area • 1-1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 113 sq. ft. (at permanent pool elevation approximately 15%)*

' Marsh 0"-9" Surface Area Coco 2 sq. ft.
Marsh 9%18" Surface Area `x,40 sq. ft. (at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
Micro Pool Surface Area :2 3`-F sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume _ 11 ?1 cu. ft. (volume detained on top of the permanent pool) .
SAIDA used (surface area to drainage area ratio)*
Diameter of Orifice .2 in. (draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
' Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
r

ADDlicants Initials
?'14c:> The temporary pool controls runoff from the 1 inch rain.
W The basin side slopes are no steeper than 3:1.
w A planting plan for the marsh areas with plant species and densities is provided.
w4-? Vegetation above the permanent pool elevation is specified.
\.14 ? An emergency drain is provided to drain the basin.
W4? The temporary pool draws down in 2 to 5 days.
k.14rv Sediment storage is provided in the permanent pool.
\.1 A sediment disposal area is provided.
?. Access is provided for maintenance.
\ ry A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
J A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncweUands/0andm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
J

DWQ Project No. EY-P No • O7 - ??? Z

DIVISION OF WATER QUALITY - 401 EXTENDED DETENTIO (and POCKET*} ETLAND WORKSHEET
' I. PROJECT INFORMATION (please complete the following information): r
Project Name : I <0 %_k % Q c, P%.- A FC, c, ?d T TL p u p 'N c 2
Contact Person: 1 t_t.4 §-' ? Z--> I V& c--• Phone Number: ( 19) -1 S:1 - -7-1-1-7

For projects with multiple basins, specify which basin this worksheet applies to: 777s-0-
Permanent Pool Elevation Lv 3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2&4 ft. (elevation of the outlet structure invert in)
'
Permanent Pool Surface Area ( 3? 4 sq. ft. (water surface area at permanent pool elevation)
Drainage Area _-2-16 ac. (on-site and off-site drainage to the basin)
Impervious Area -2-o-7 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area l?3 sq. ft. (at permanent pool elevation approximately 15%a)*
Marsh 0%9" Surface Area LpQn sq. ft. (at permanent pool elevation approximately 35%)*
' Marsh 97-18" Surface Area A4-1 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 71 cu. ft. (volume detained on top of the permanent pool)

SA/DA used O- Bye (surface area to drainage area rafio)*
Diameter of Orifice -"2- in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
' Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
' drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
' Ubt:;> The temporary pool controls runoff from the 1 inch rain.
W hb-? The basin side slopes are no steeper than 3:1.
wZE-1- A planting plan for the marsh areas with plant species and densities is provided.
An emergency drain is provided to drain the basin.
%"Ap The temporary pool draws down in 2 to 5 days.
\.a2ID Sediment storage is provided in the permanent pool.
J?L> A sediment disposal area is provided.
Access is provided for maintenance.
?,<a 2 A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
?.i Access is provided for maintenance.
W t? Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
' X,vjj?! . A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hflp:flh2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
1

' DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (1/2007)
1. PROJECT INFORMATION (please complete the following information):
' Project Name : t- c) %A, b.
Contact Person: Phone Number. (qt9) -7 ®3 - '17 -77
Level Spreader ID: PST ??-? o.

1
1
1

1

Level Spreader Length 13 ft.
Drainage Area . 02 ac.
Impervious Area _-2 .'1 -7 ac.
Forebay Area °I I o c ft.
Maximum Filter Strip/Buffer Slope 3 %
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1"/Hr Storm 1'- 'o?-cfs
Max. Discharge to Level Spreader o. I'; cfs (Discharge rate from extended detention wetland or pond)
Filter Strip/ Zone 1 Buffer Vegetation (Grass/Thick ground cover or Forested)
Filter Strip/ Zone 1 Buffer Width ft. .b OES 1J? T' p? SL}t pP.(,,,? "moo ?r ? e
Filter Strip/ Zone 2 Buffer Vegetation
Filter Strip/ Zone 2 Buffer Width ft.
Bypass Method Used b (yEQS,v-i X Please include a worksheet for this. 64
II. REQUIRED ITEMS CHECKLIST 1=)rE-TA«s?
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
Project Site was visited prior to designing level spreader system.
' Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
Level spreader length is at le ft. cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
foot canopied forest with le per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer, -OR a-weighted averageof the-two vegetaf /fittersfip?
\A \4G') All ground cover types and their widths have been labeled on the construction plans.
All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
1j No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
Construction details for the level spreader have been provided.
' The operation and maintenance agreement signed and notarized by the responsible party is provided.
'
` xb? Bypass conveyance method is specified and construction details and calculations are provided.
' ?.?la- Alternative design option is specified and plan details and calculations are provided.
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
' bypass discharge.
\r1 Construction details for the bypass and outlets are provided.
?
r Bypass 1 cc, method used: No practical alternatives explanation + Variance request. (Level Spreaders in Series only)

DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (1/2007)
1. PROJECT INFORMATION (please complete the following information):
' Project Name : 0 4 rT-L s*b
Contact Person: %V- Phone Number: (Gig } -7-5 3- -7-7.7
Level Spreader ID: Po z, T 06
I
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter Strip/Buffer Slope
& ft.
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)

1

?.? ac.
?•o,5; ac.
5U e-Wft.
02.0 %
Max. Discharge from 1 "/Hr Storm rA a cfs
Max. Discharge to Level Spreader O• 04 cfs
Filter Strip/ Zone 1 Buffer Vegetation
Filter Strip/ Zone 1 Buffer Width -;?- O ft.
Filter Strip/ Zone 2 Buffer Vegetation
Filter Strip/ Zone 2 Buffer Width ft.
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
Bypass Method Used orJ T?o c- Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
Project Site was visited prior to designing level spreader system.
' wry Date of the Site visit. Please attach time-dated digital photos of existing buffer ditions.
Level spreader length is at least: 13 ft. per cfs for thick ground cover / grass; 0 5 ft pe cfs for 50-
foot canopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per c s for 150-foot
^.^^?^?' buff ^e,, Q° a= h#ed- e of the-tw"e sta 'en s vv+thin-the-bufferfflter-str
? avera9 g t+-type tp} -- -
All ground cover types and their widths have been labeled on the construction plans.
V,p?s? All contours have been depicted on the construction plans.
' No structures are located in protected buffers (must meet no practical alternatives criteria).
No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
<vS!:? Construction details for the level spreader have been provided.
?.Skc> The operation and maintenance agreement signed and notarized by the responsible party is provided.
V-.1 0..E No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
Bypass conveyance method is specified and construction details and calculations are provided.
Alterative design option is specified and plan details and calculations are provided.
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
are
Construction details for the bypass and outlets provided.

DWQ Project No. ??>C' 'tom t? a • 01 - 00-70\/-Z
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : I - nu%sgu%Le., 'P, c eA.
Contact Person: yi.? &.1, 1P Phone Number: ?gtq) ?9 3- 77 77
Swale ID: fi? .d11-- l
Grass Swale Length
Tributary Drainage Area
Impervious Area
4-tv >:3 ft.
44-07- ac.
x.-17 ac.
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the Swale)
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
tom'. 4 fps
6 fps
-4. 1 ratio
6.06 fuft
-ytzA.?,s
(2 fps max.) /Lc?r? ?tw+R G NGL4? Des
SJ ? O • Co.
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
' Applicants Initials
UN --;? Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
t, Water table depth is greater than 1 foot.
a Plan details for the swale provided.
\ ?c Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
_The operation an maintenance agree men signe an no ante y e re p ;ibt?tSartyis-provided--- --- -- -

r?
u
n
1. PROJECT INFORMATION (please complete the following information):
Project Name : L_ 0 5 QL. Vii. P??
Contact Person: ?.? L7r Phone Number:
Swale ID:.-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET

n

1
1

1

Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr.
Max. Velocity from 10 Yr
Min. side slopes
Steepest Effective Slope
Cover Crop
DWQ Project No. F -57/,P tJO - O -7 -CO, 0 Q -)-
;2-19 Z ft.
;2. -7 3 ac.
?2 .o5' ac.
' • S fps
Storm '4.5'
Storm fps
e ratio
D. cOA- ft/ft
II. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.) e:: P S
(3:1 min.) 50 , O -G -
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
Vegetation Plan provided on plans
?? The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
lJ? Check dams provided.
%..i2> The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
kJd_-? The operation and maintenance agreement signed and notarized by the responsible party is provided.

fl

1
1

11

L'
1

OPERATIONS & MAINTENANCE AGREEMENTS
APPENDIX C
1
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
SHALLOW WETLAND NO. 1 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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.
r 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
' removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 269.1 feet in the forebay [and micro-pool], the sediment shall be
removed.
- BAS1N-DCAGRA
(fill in the blanks)
' 0 Permanent Pool Elevation 271.0
Sediment moval El. 269.1 7 /°
75%
Bottom E -=5--- Sediment Removal Elevation-269.8 ----- -75%
------ Sediment ---------------------
Bottom ----- 268-.5-
%
-- ----------
I FOREBAY MAIN POND

5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Pagel of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
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:7JO, } ??11?? SO/t 0
Title: ?
1
1
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
' lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of INLIY'?k
1, y 5k
County of do hereby certify that (Aki P- 61 ar&P, P('K Ld-e W 6-P J - P.G. InC-
personally appeared before me this '?25 day of 426 and acknowledge the due
' execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
My commission expires wcmv

L
Page 2 of 2
Address: l?f f /'Q i,SI`6? Adn a Ala IF", ?/Gr/?Lrs [fir uj'w'' ?
official seal,
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
SHALLOW WETLAND NO. 2 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
' removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 260.1 feet in the forebay [and micro-pool], the sediment shall be
removed.
- - -
---BASIN-DIAGRAM - -- -
(fill in the blanks)
' 0 Permanent Pool Elevation 260.0
Sediment moval El. 258.1 75%
----------------- ------ Sediment Removal Elevation - 258.9 --- -75%
---------------------------------- Bottom ------
Bottom E vation 257.5 25%
0
' FOREBAY MAIN POND

' 5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
I Pagel of 2
1
6. If the wetland 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 wetland system shall be maintained in good working order.
?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 ©WQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
' Title:

Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I ___,a Notary Public for the State of wft
' County of _U)A'k , do hereby certify that ihn p, 6-76dw I PreSidw o? ?P'C7' "
personally appeared before me this ? day of ?ZOOand acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
My commission expires ?/2 L

1
Page 2 of 2
LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
POCKET WETLAND NO. 1 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
Bottom Elevation
a. Inspect the wetland 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 wetland 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.
t stockpiling near a wetland or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
1 depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
' removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
' When the permanent pool depth reads 276.5 feet in the forebay [and micro-pool], the sediment shall be
removed.
6?15(Ff-D?AGRAIVI?
(fill in the blanks)
0 Permanent Pool Elevation 277.0
Sediment moval El. 275.5 7 /o
------
--------------------------------------------- :5%
1 ----------------- Sediment Removal Elevation 276.3 7276.0 t2 Bottom E vation 275.0 5%
0
t FOREBAY MAIN POND
5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
I Page 1 of 2
6. If the wetland 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 wetland system shall be maintained in good working order.
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.

1
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
?U?
a Notary Public for the State of
County of , do hereby certify that P C`?t)OG???1 pnMeKI p T. P.G. ) ?'?
personally appeared before me this day of 6-00 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
ilpc?euu'n1i
14 DY

a
Q-TPARy

PUBO
Cap
???
```?
??r?ierrnn
i?n? ??
I SEAL
My commission expires__
I

Page 2 of 2
7 CS
rj P Print name: , G- 1Ar- ALa ( % An ,tA lrr?ya?s?J /? cl irf

1
H

LOUISBURG PLAZA, LOUISBURG, NORTH CAROLINA
POCKET WETLAND NO. 2 - OPERATION AND MAINTENANCE AGREEMENT
The shallow wetland system is defined as the wetland, pretreatment including forebays and the vegetated
filter.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
' removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
' When the permanent pool depth reads 258.5 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment
Bottom E
Permanent Pool Elevation 263.0
noval El.-261.517
-------------
ovation 261.0

Sediment Removal Elevation 262_3- 475%
- - - - ---- I-------
FOREBAY MAIN POND

5. Replant wetland vegetation to maintain at least 50% surface area coverage in wetland plants after the
second growing season. Wetland planting densities in the marsh areas should be maintained by
replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
Pagel of 2
1
6. if the wetland 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 wetland system shall be maintained in good working order.
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: , r?
Title: fiendwl-
Address:
Phone: 411-21,
SignatuOL t Date: Not

e: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, _ r"i a Notary Public for the State of ?Q,YUI 1 f??- ,
' County of do hereby certify that,-fohn T. 666AM, kSideyr? 01 11 P. 67-,1&
personally appeared before me this a19• day of Q I! , o2GD `?" , and acknowledge the due
' execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,

N
- - -,--- N O T A Ei r ----
PUBLIC
:
9
C
I
OLW
'40

SEAL
My commission expires r?a lp
1

Page 2 of 2
LEVEL SPREADER SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
FOR POCKET WETLANDS NO. 1 & 2

1
A level spreader system includes: a forebay, diverter box, level spreader, riparian buffer/vegetated filter strip,
and flow bypass channel.
Name of Project: Louisburg Plaza
Address: Louisburg, North Carolina
Maintenance activities shall be performed as follows:
MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation, Check after every heavy rainfall for first 6 months
settling, erosion, or concentrated flow. following construction.
Inspect Diverter Box and clean and/or make repairs. Once a month and after heavy rainfalls/storms.
Look for:
• Clogged inlet or outlet pipes.
• Trash/debris in the box.
Inspect Forebay + Level Spreader. Clean and/or Once a month and after heavy rainfalls/storms.
make repairs. Look for:
• Sediment in forebay and along level spreader
lip;
• Trash and/or leaf buildup.
• Scour, undercutting of level spreader.
• Settlement of level spreader structure (no
longer level; you see silt downhill below level
spreader).
• Fallen trees on level spreader.
• #57 stone washing downhill.
Inspect the Riparian Buffer and the Bypass Swale Once a month and after heavy rainfalls/storms.
and make repairs as needed'. Look for:
• Damaged turf reinforcement or riprap rolling
downhill.
• Erosion within the buffer or swale.
• Concentrated flows downhill of level
-__-s reader=look-for_ gullies or sediment flows.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing on level spreader Once a year.
or in swale.
1 NOTE: Contact NC Division of Water Quality, 401/Wetlands Unit at 919-733-1786 BEFORE any work
in Protected Riparian Buffers.
Page 1 of 2

H
0

LEVEL
SPREADER NO. LOCATION ON SITE (DESCRIBE) HOW WILL IT BE ACCESSED?
1 1 Downstream from Pocket Wetland No. 1 Access from Public Street
2 2 Downstream from Pocket Wetland No. 2 Access from Public Street
3
4
5
6
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
' procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ,?? ?? • nc.• ??#t.? `? (3,n nc)'z-b. ?tZe??ICE., j
Title:-
Address:
Phone:
Signature:
Date:

Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, 19N s7-p T j CC A P riti , a Notary Public for the State of NOR TN CA ec? I-,( V,
County of W 0.Lc , do hereby certify that -TO k rn Q (0060 SOn
personally appeared before me this S day of ?04 7 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
WMNqµN
???P TRE?9
Z
7 A
.N
SEAL

My commission expires 7/a©1 col D
Page 2 of 2

1
GRASS SWALE SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
The grass swale includes vegetation, side slopes and temporary timber check dams
Name of Project: Louisburg Plaza
Address: Louisburg, North Carolina
Maintenance activities shall be performed as follows:
MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation,
settling, erosion, or concentrated flow. Check after every heavy rainfall for first 6 months
following construction.
Inspect temporary timber check dams Once a month and after heavy rainfalls/storms.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing in swale and
reseed as needed. Once a year.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: 3 T. (.1 C?E.? T
Title: pi2ES I Coe..i 1
Address: t-2.A"1 Qi?To2. --b,JC 12 1-,Lai c, a
Phone: 19 7? GO 07 0 1 L 9
' Signature:
Date: d '7
' Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
, jq /V ( T11 - ?r/2 6-C A 2 T71 , - - a Notary Public for the State of NOP 77?- C A po Li y ll
County of WA L e- , do hereby certify that To h r, P. mood SO n
personally appeared before me this day of /t a, ? 1,20_, and acknowledge the due
' execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and

1

official seal,
TRFCq'P
Q' ?O T,q
2
A4/B LXG
COU
p
SEA
Page 1
My commission expires 71a a 0 /0
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