20071638 Ver 2_More Info Received_20080123

GRAY ENGINEERING
CONSULTANTS, I N C .
engineering sitework land planning
~xp o 'i - - ~ 3 ~ Y 2.
January 22, 2008
Mr. David E. Meyer, NCLSS
710 West North Street
Raleigh, NC 27603-1419
Phone: [phone]
RE: Response To Request For More Information
Stormwater Wetland Pond Design Report
East Park Plaza Commercial Retail Center
NC Highway 42 and Interstate 40
Johnston County, North Carolina
GEC#270205-D
Dear Mr. Meyer:
Enclosed please find four (4) copies of the following Stormwater Management Package submittal
package for the re-submittal to the NCDENR Division of Water Quality (DWQ) (2 copies) and the US
Army Corps of Engineers (USAGE) (1 copy) as part of the PCN Express Review Permit for the above
referenced project. The extra copy is for your files. The package includes the relevant information on
the design of the stormwater wetland ponds and the overall stormwater management plan for the project.
^ Full Size Plan Sheets Signed and Sealed
o Existing Conditions Plan, EC-1
o Subdivision Survey Plan 4~~ D
o Site Plan, CV-1 ~~
o Grading Plan, CV-2 p
o Pond Details, Cv-9 SAN 2 3 Zpp8
^ FullostoFul Stormwater Manageme t Narrative ~:~t NQST~-,~w ~ku~
o Site Location Maps ~~,NOSa
o USGS Site Map
o NRCS Soils Map
o Johnston County Stormwater Statement Summary
o Pre- and Post-Construction Drainage Area Maps
o Hydrology and Hydraulic Calculations for Both Ponds
o Stormwater Wetland Pond Calculations
o DWQ SW401 Supplemental Wetland Forms for Both Ponds
o Energy Dissipater Calculations
o Storm Drain Design, Buoyancy and Anti-seep collar Calculations
^ Detailed Construction Sequencing
^ Landscape Plan for Wetland Ponds No. 1 and No. 2
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www. grayengineering. com

GRAY E N G I N E E R I N G
CONSULTANTS, I N C .
engineering sitework land planning
Mr. David E. Meyer, NCLSS
East Park Plaza Commercial Retail Center
Page Two
The following is a point by point response to the review comment letter from the DWQ, dated
January 16, 2008.
1. Diffuse Flow Requirements:
a. Please provide BMP outflow calculations for the 1" and 10-year storm events.
Response: Enclosed is the full Stormwater Management Report. Appendix B includes the supporting
calculations for all storm events analyzed for both ponds. The storm events analyzed
include the 1, 2, 10, 25 and 100-year storm events. The 1-year storm was analyzed per
the DWQ requirement that the post-development 1-year, 24-hour storm event may not
exceed the pre-development peak flow rate. The 10-and 25-year storm events were
analyzed per the County requirement that these storms peaks be less than pre-
development conditions. The 100-year storm is always analyzed for emergency spillway
design. Refer to pages 6 and 7 of the Report for a summary of pre- and post-development
peak flows for each pond and for the overall site.
Also included in the Report in Appendix C, the 1"first flush storm has been used in the
calculations for the surface area, temporary pool design, orifice sizing and drawdown rate.
b. Please provide calculations for the sizing of the energy dissipater for both outlet
structures based on the 10-year storm.
Response: The calculations for the riprap design at the pond outlet structures are included in
Appendix C of the Report. Our energy dissipater design structure includes a 48" diameter
concrete riser structure at the end of the pond outfall pipe. The design as shown on plan
sheet CV-9 is such that it has 4 smaller orifices on the sides of the structure in order to
diffuse flow to zero velocity at the pipe outfall. Furthermore, the calculations show a
typical design for a riprap outlet protection for the 10-year storm event. Our details show
more riprap than the minimum required for the 10-year storm. It is placed around the
concrete riser. In addition to that, a 2-foot high stone check dam ring is shown providing
further diffuse flow. Refer to the Report for details and plan sheet CV-9 for the details.
c. Please include the construction sequence of the BMPs on the plan sheets.
Response: On plan sheet CV-9 and attached separately to this letter is the detailed Construction
Sequencing of the entire construction project. Upon completion of the Erosion Design, we
prepared the construction sequence based on three (3) phases of construction: 1) Phase I
to include initial BMP installation, 2) Phase II to include main pond Sediment Basin
Construction and begin mass grading, and 3) Phase III to include parking lot sediment
traps, finished grading, pavement installation, grassing and landscape stabilization and
wetland pond construction and wetland landscape installation.
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www. grayengineering. com

GRAY E N G I N E E R I N G
CONSUL ?"ANTS, INC.
engineering sitework land planning
Mr. David E. Meyer, NCLSS
East Park Plaza Commercial Retail Center
Page Three
d. Wetland 1: In the sizing of the required surface area, a temporary pool (Dp,a~ts) depth
of 12 inches was used with temporary pool elevation set at 246.5 feet used in sizing
the orifice. Meanwhile, plan sheet #CV-9 indicates a permanent pool elevation at
245.0 feet, high marsh (shallow land) elevation at 245.5 feet, and temporary pool
elevation at 246.0 feet. The result is that there is only 0.5 feet of temporary pool
elevation and since the entire treatment volume for the 1" storm should be above
the high marsh elevation. Please revise the plan sheets and calculations to
eliminate these discrepancies.
Response: In Appendix C of the Report, the revised Stormwater Wetland Calculations for pond No
is shown to have revised the storage elevation to be 1 foot above the permanent pool
instead of 1.5' as previously shown. Also, the Grading Plan (sheet CV-2) has been
revised to eliminate the 245.5 contour so that the high marsh (shallow land) is at the
permanent pool elevation of 245.0. Therefore the temporary pool will be 12" above the
high marsh throughout the pond.
e. Wetland 2: In the sizing of the required surface area, a temporary pool (Dp,a„ts) depth
of 12 inches was used with temporary pool elevation set at 206.5 feet used in sizing
the orifice. Meanwhile, plan sheet #CV-9 indicates a permanent pool elevation at
205.0 feet, high marsh (shallow land) elevation at 205.5 feet, and temporary pool
elevation at 206.0 feet. The result is that there is only 0.5 feet of temporary pool
elevation and since the entire treatment volume for the 1"storm should be above
the high marsh elevation. Please revise the plan sheets and calculations to
eliminate these discrepancies.
Response: In Appendix C of the Report, the revised Stormwater Wetland Calculations for pond No. 2
is shown to have revised the storage elevation to be 1 foot above the permanent pool
instead of 1.5' as previously shown. Also, the Grading Plan (sheet CV-2) has been
revised to eliminate the 205.5 contour so that the high marsh (shallow land) is at the
permanent pool elevation of 205.0. Therefore the temporary pool will be 12" above the
high marsh throughout the pond.
f. Please see section 3.5.2 of the NC DWQ Stormwater Best Management Practices
Manual for the driving head used in the computation of the draw down. It shall be
Ho/3 where Ho is the temporary pool depth above the high marsh elevation, Ho = 1.0
foot in this case.
Response: In Appendix C of the Report, the revised Stormwater Wetland Calculations for both ponds
have been revised to use the Ho/3 value, which is 1.0/3 = 0.33 feet. The resulting orifices
were calculating using the 2-day drawdown period. The resulting draw down is just over 2
days.
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www. grayengineering. c om

GRAY E N G I N E E R I N G
CONSUL T A N T S, I N C.
engineering sitework land planning
Mr. David E. Meyer, NCLSS
East Park Plaza Commercial Retail Center
Page Four
2. Stream Impact:
a. Your PCN application requests 149.5 lineal feet of perennial stream impact. Since
this impact is so close to the mitigation threshold of 150 lineal feet, field verification
was required. On January 14, 2008, a field meeting was conducted with Mr. David
Meyer and a stake was placed at the location that is 149.5 lineal feet of stream
impact. Mr. Meyer stated that he would have the stake surveyed in and would
coordinate with the engineers. If the actual stream impact is greater than 150 lineal
feet, then stream mitigation will be required. If your project utilizes NCEEP for
mitigation credits, then an EEP acceptance form must be submitted to this office.
Response: As shown on plan sheet CV-2, the End Stream Impact pgint is shown. This represents the
149.5 lineal feet of stream impact.
Additionally, per verbal review comments from the DWQ, the Landscape Plans for the Wetland
Ponds are included and revisions have been made to the Wetland Supplemental Forms and plan sheets.
Also, the Johnston County Utilities Department is currently reviewing our submitted Stormwater
Management Calculations. To date, the County has said that a response will be forthcoming this week.
Upon receipt of comments and/or approval from Johnston County, we can forward this response to the
DWQ.
Should you have any questions or comments, or need any additional information, please call me
direct and we can revise the plans or provide any additional information.
Sincerely,
~ YEN IN ERING CONSULTANTS, INC.
ID J. I .E.
Enclosure
cc: Jason Hudak, Garner Development Partners, LLC
DJG/djg
o-closet\270205\dave meyer01-22-08
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www. grayengineering. c o m

Permit Number
(to be provided by OWQ)
~~~
~.`Y
NCDENR
STORN1WATER MANAGEMENT PERfv11T APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all the required information.
aka W A TE'9
O~
~i
~ -:.~
~ K
I. PROJECT INFORMATION
Project name East Park Plaza
Contact name Eric Cornett
Phone number 304-255-2240
Date January 15, 2008
Drainage area number Wetland Pond No. 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,437,480 ftz
Impervious area 871,200 ft2
Percent impervious 60.6%
Design rainfall depth 1.0 inch
Peak Flow Calculations
Does this project require pre/post control of the 1-yr 24-hr peak Y (Y or N)
flow?
1-yr, 24-hr runoff depth 3.2 in
1-yr, 24-hr intensity 4 in/hr
Pre-development 1-yr, 24-hr runoff 3.56 ft3/sec
Post-development 1-yr, 24-hr runoff 1.86 ft3/sec
Pre/Post 1-yr, 24-hr peak control -1.7 ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 71,275 ft3
Depth of temporary pool/ponding depth (DPla~,s) 12 in
Drawdown time 2.00 days
Diameter of orifice 5.00 in
Coefficient of discharge (Cp) used in orifice diameter
calculation 0.60 (unitless)
Driving head (H°) used in the orifice diameter calculation 0.330 ft
Storage Volume: SR Waters Parameters
OK
OK
OK
OK
Provide calculations to support this driving head.
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
fvlinimum volume required ft3
Volume provided ft3
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 1 of 3

Permit Number
(to be provided by DWQ)
• Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow NJater
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The Forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pcol surface area percentage is:
Total of wetland zone areas
Atld or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4`inch diameter)
Shrubs'small trees (1 gallon or larger)
Trees (1.5"dbh)
71,817 ftZ OK
28,726 ft2 OK
40%
28,726 ftZ OK
7,183 ft'` OK
10%
7,182 ftZ OK
10%
71,817 ft2 OK
0.00 ftz
245.00 fmsl
245.00 fmsl
244.50 fmsl
242.00 fmsl
242.00 fmsl
N (Y or N)
fmsl
Y
4 in
12 in OK
6 in OK
30 in OK
30 in OK
N (Y or N) OK
2,160
1,440
360
5,387 OK
1,579 OK
360 OK
Form SWd01-N/etland-Rev.1 Parts I and II. Project Design Summary, Page 2 of 3

Permit Number
(to be provided by OWQ)
Y Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly
N
(Y or N)
Excess volume must pass through filter.
distributed through a vegetated filter?
What is the length of the vegetated filter? N/A ft
Dces the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Are calculations for supporting the design volume provided in the Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the Biv1P located in a recorded drainage easement with a Y (Y or N) OK
recorded access easement to a public Right of Way (ROV•1)?
The length to width ratio is: 1,9 :1 OK
Approximate wetland length 375.0 ft
Approximate wetland width 200.0 ft

Approximate surface area using length and width provided z
75,000 ft This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 3 of 3

Permit Number
(to be provided by DWQJ
`
~~~ OF Yd A TF9
~~ 9
NCDENR
STORMUVATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name East Park Plaza
Contact name Eric Cornett
Phone number 304-255-2240
Date January 15, 2008
Drainage area number Wetland Pond No. 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 335,412 ftz
Impervious area 217,800 ftz
Percent impervious 64.9%
Design rainfall depth 1.0 inch
Peak Flow Calculations
Does this project require pre/post control of the 1-yr 24-hr peak Y (Y or N)
flow?
1-yr, 24-hr runoff depth 3.2 in
1-yr, 24-hr intensity 4 in/hr
Pre-development 1-yr, 24-hr runoff 0.89 ft3/sec
Post-development 1-yr, 24-hr runoff 0.66 ft3/sec
Pre/Post 1-yr, 24-hr peak control -0.2 ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 17,720 ft3
Depth of temporary pool/ponding depth (DPlants) 12 in
Drawdown time 2.00 days
Diameter of orifice 2.50 in
Coefficient of discharge (Cc) used in orifice diameter
calculation 0.60 (unitless)
Driving head (H°) used in the orifice diameter calculation 0.330 ft
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
OK
OK
OK
OK
Provide calculations to support this driving head.
Form SNJ401-Wetland-Rev.1 Parts I and II. Project Design Summand, Page 1 of 3

Permit Number
(to be provided by DWQ)
+ Surface Areas of Wetland Zones
Surface Area of Entire Wetland 18,900 ft2 OK
Shallow Lantl 7,560 ft2 OK
The shallow land percentage is: 40%
Shallow Water 7,560 ftz OK
The shallow water percentage is: 40°io
Deep Pool
Forebay portion of deep pool (pretreatment) 1,890 ft' OK
The forebay surface area percentage is: 10%
Non-forebay portion of deep pool 1,890 ft2 OK
The non-forebay deep pool surface area percentage is: 10%
Total of wetland zone areas 18,900 ft2 OK
Atld or subtract the following area from the zones 0.00 ftz
Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 205.00 fmsl
Permanent Pool
Shallow Water (top) 205.00 fmsl
Deep Pool (top) 204.50 fmsl
Most shallow point of deep pool's bottom 202.00 fmsl
Deepest point of deep pool's bottom 202.00 fmsl
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes: N (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 4 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12 in OK
Permanent Pooi
Shallow Water 6 in OK
Deep Pool (shallowest) 30 in OK
Deep Pool (deepest) 30 in OK
Planting Plan
Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (4`inch diameter) 570
Shrubs/small trees (1 gallon or larger) 380
Trees (1.5"dbh) 95
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4'inch diameter) 1,350 OK
Shrubsismall trees (1 gallon or larger) 426 OK
Trees (1.5"dbh) 95 OK
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 2 of 3

Permit Number
(to be provided by DWQJ
( Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly N (Y or N) Excess volume must pass through filter.
distributed through a vegetated filter?
NJhat is the length of the vegetated filter? NIA ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Are calculations for supporting the design volume provided in the Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BPi1P located in a recorded drainage easement with a Y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is: 1.9 :1 OK
Approximate wetland length 190.0 ft
Approximate wetland width 100.0 ft
Approximate surface area using length and width provided 19,000 ft'- This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 3 of 3

CONSTRUCTIO~i SEQtiENCING:
Described below are the major construction activities that are the subject of this S~VPPP. Also included
in the sequence are BvIP uistallation activities that must take place prior to construction activities.
NOTE: Do~~~n slope protective measures must ah~~ays be in place before soil is disturbed. Activities
are presented in the order (sequence) they are expected to be completed.
The sequence of construction is as follows:
NOTE: Upon implementation and installation of the following areas: trailer, parking, lay down,
ports-potty, wheel wash. concrete washout, mason's area, fuel and material storage containers,
solid waste containers, etc., immediately denote them on the Site IV1aps and note any changes in
location as they occur throughout the construction process. In addition, note any off-site areas
where lill is imported from or soil is exported to on the Site Maps.
Phase I Erosion Control Sequence:
The construction manager and foreman shall visit the site initially and familiar themselves with the
site and the existing stream and the specific constraints that shall remain undisturbed throughout the
construction. These include the Colonial Gas Pipeline Easement everywhere except as noted, the
wetland boundary everywhere except as noted below the temporary sediment trap no. 2 and
permanent pond 2, the floodplain line and the existing stream and associated Neuse Buffers.
Particularly no disturbance of the stream shall occur downstream of the "End Stream Impact" point
noted on the plan. The contractor shall clearly mark this point in the field with guard stakes and
brightly colored ribbon. All disturbance including silt fence shall be upstream of this point.
Install stabilized construction exits and SbY""PPP Informatia2 Sign as shotirn on the Phase Orze
Erosion Control Plcan, ES-1 ticith the exception of tl~e main access at this point. The contractor shall
utilise tJie existing stabilized dr•ivetivay just north of the proposed driveway access in order to
n~~obili.e equipment and set up an initial staging area before the proposed stabilised construction
exit is constructed at the main driveway. Also, the contractor shall utilize a temporary construction
exit at the existing driti•etivay from the Lotive's property as shown on the plan sheet ES-1 but should
not construct the stone exit at this time until the "geotech fl!"issue is resolved later in phase one.
TITe contractor may artilize the second Lotive's driveway to access t12e site for light vehicle use only.
Should the contr•ractor wish to utilize this access for• construction equipment, then a construction exit
shail be installed at this location per the detail and denoted on the SII'PPP plans. The contractor
shall ensure that no mud or dirt is tracked out onto the Lowe's driveways, parking areas or out onto
Cleveland Crossing Road or NC Hishw•ay 42. The contractor shall clean these public roads on a
daily basis throughout the construction process.
Install silt. fence(s) on the site (clear only those areas neeessa~y to install silt fence). The contractor
shall install all the silt fencing shown on the plan sheet ES-1. Please note that a double role of silt
fencing is shown along the eastern side of the project site which is along the floodplain, wwetland and
buffer areas. Also, it should clear that ice need the Colonial Pipeline Easement to have the silt fence
just outside t{xis easement in order to ensure that no cortstrttction traffic or distta-bance shall occur
tie•ithin this easement. Install a ternporcny stone check dam just upstream ojthe "end stream impact "
point prior to silt, fence installation in this as•ea.
q. Prepare temporary parking and storage area. The contractor may utilize the area along NC Highway
4? at the existing access and'or may utilize the higher elevated area at the two driveways off the
Lowe's property along the exiting dirt path. Both areas are relatively flat and have direct access to
the project site for consmiction.

Halt all activities and contact Gray Engineering to perform inspection and certification of BlIPs.
General contractor shall schedule and conduct the storm water pre-construction meeting with the
Gray Engineering, ~`'al-dart Construction Manager, ~CDE\R Division of Land Quality and
ground-disturbing contractors before proceeding with construction.
All exceptions noted on the B~iP Certification form must be added to the first Daily report as a
deficiency or deficiencies and resolved within 2~-hours. BMPs CAS\OT be certified if any
exception requires greater than 24-hours to resoh~e.
Daily inspections and reporting using the S~VPPP Management Tool must start the day of or
immediately after BMP Certification.
5. Contractor shall line the exiting drainage ditch along NC Higl:wgy 43 tivith stone to just past the
temporary construction exit and install the stone check da»1s in the ditch as shoticn.
6. Contractor shall install the temporary storm drain pipe rtnd stone construction exit and roadway
into the site at the main driveway as shotivn on the plan sheet ES-1 and per the Temporary• Driveticay
Profile Detail.
7. Contractor s6~all install stone french drains along the natural drainage channels that traverse the
site as shoi~cn on plan sheet ES-1 and per the french drain detail. Install t1~e stone drains from tl7e
lotivest point and proceed upstream.
8. Construct the sediment basins with rock dams ~Vo. 1 cmd 2 as shown on plan sheet ES-1. Install
baffles as shown upstream of the rock dam and across the stone french drains.
9. Construct and stabilize sediment sediment traps No. 1, 2, 3 and 4 ~.vith appropriate stone
embankment outfcalls (clear only those areas necessary to install basins and traps).
10. Install and stabilize all the diversions as shown to intercept construction ramoff into the temporary
sediment basins and traps. Stabilize channels with erosion control blanket and install stone check
dams as necessary within the diversion channel.
1 1. Contractor may now proceed with overall clearinG and GrubbinG the site within the limits of
disturbance on the plan sheet ES-1.
12. Contractor shall address the ";eotech fill" issue at the northern Lowe's driveway. Contractor shall
install a stone filter inlet protection over the one existing catch basin at the end of the drive.
Contractor shall then demolisr, the existing pavement and curb as necessary to undercut and remove
and replace the material per the Qeotechnical engineer. Contractor shall ensure no mud or debris is
tracked onto the Lowe's driveways or public roads.
13. Contractor shall be;in mass Grading the site. Fill placement should commence in the lower part of
the site and progress upward

Phase II Erosion Control Sequence:
1. Temporarily seed, througlaotrt construction, denuded areas that tivill be inactive for 1 ~1 days or more.
?. Contractor shall install the construction exit at the Love's driveway as soon as the old fill is
removed and replaced adequately.
3. Contractor shall focus consn•uction of fill placement in the reinforced slope per the design including
benching the toe of the slope into die existing soil. Contractor shall work- closely with the
geotechnical engineer and wall design to ensure proper construction of the slope.
4. Contractor shall maintain temporary sediment trap No. 1 but remove temporary sediment basin No.
2 in order to install the fill slope embcrnl<ments as shown.
~. Contractor shall utili=e temporary slope drains and dii~ersions at the top of the slope as it is being
constr•trcted in order to Keep rtrnofffi•ont flowing directly over the neticly installed fill slope.
6. Contractor shall be filling on top of the sediment basin rock dam embankments in order to build the
fill slope and compact the fill necessary to bring the site to grade. Contractor shall utilize
ternpor-ary diversions at the top of the slope cmd utilize temporary slope drains into temporary
sediment trap No. 1 while fill is being placed and tichile the phase t~-vo sediment basins cn-e being
constructed in the location of the permanent ponds No. 1 and No. 2. Permanently stabilize areas to
be vegetated as soon as they are brought to final grade.
7. Contractor shall install the temporary construction road connecting the ttico construction exits to
ensure adequate construction access across the project site. Contractor shall constncct fill slope of
road to final grade. This will require sediment basin No. 4 to be partially filled in. Maintain the
stone outlet for this sediment trap until tl:e slope has been adequately stabilized.
8. Contractor shall install the final storm drain system relocating the drainage ditch along NC
Highway 42 as shol~vn on plan sheet ES-?. Contractor shall line the existing drainage ditch tivith
stone and install the stone check dam upstream from the temporary storm drain. Contractor shall
fill over the final storm drain line upstream of the drivel-vay.
9. Contractor shall install the storm drain outlet structures and otrtfall pipe system from the h-vo
sediment basins as soon as practical. Contractor shall also install the energy dissipater structures
and stone check darns with them. As soon as tlae sediment basins are constructed to the grades
shol~vn on plan sheet ES-?, contractor shall install the skimmer dercatering device in sediment basin
No. 1 and 1Vo. ?.
10. Contractor shall begin installing final storm drainage as soon as practical and beginning with the
storm drains from the ponds as shown on plan sheet ES-?.
1. Contractor shall commence with construction of building pads. As soon as the building pads and
tops of fill slopes reach final grade, the geotech engineer recommends the installation of at least
three (3) monitoring points equally spaced along the eastern limits of the site to measure ground
settlements relative to a filed bench mark. Awaiting period of 1 to 2 months is recommended for
consolidation settlements to occur. Once the settlement has occurred to the satisfaction of the
~eotechnical engineer, then the contractor may begin installation of building footings and structures.
1?. Once the contractor completes the entire cut slope along the western and southwestern portions of
the project, french drains need to be installed along the toe of the cut slopes to intercept and
pernianently control ground water in this area. The contractor shall continue this french drain and tie
it into the stone french drains installed in the natural channel. Refer to the plan sheet ES-2 and
french drain details.
13. Install riprap aprons cn•otrnd all inlet grad outlet structures as each outlet structure is being installed.
Install inlet protection at all storm structures as ececlt inlet is being installed.

Phase III Erosion Control Sequence:
1. Contractor may begin installing water and sanitary sewer utilities as soon as practical.
2. Install utilities, underdrains, storm sewers, curbs and gutters.
3. Contractor shall install temporary sediment traps arocznd storm catch basins within the parking lot
as shoe-vn until the entire site is stabili=ed tivith stone subbase and vegetation.
4. Install rip rap mound outlet strucncres as each outlet structure is installed.
5. Install inlet protection at all storm sewer sb•uctures as each inlet stnrcture is installed.
6. Permanently stabili_e areas to be vegetated as they are broczght to final gr~czde.
7. Prepare site for pacing.
8. Install curb and gutter and Pave site.
9. Install appropriate inlet protection devices for paved areas as work progresses.
10. Complete grading and installation of permanent stabilisation over all areas including outlots.
ll. Contractor shall remove all accumulated sediment from sediment basins and begin fine grading pond
interiors to the grades shown on the plan sheet CV-2!ES-3 in order to obtain the necessary wetland
pond grades. Contractor shall immediately install the wetland landscaping per the installation
requirements in order to establish the wetland vegetation.
1?. Obtain concurrence with the Wal-ivlart Construction Manager that the site has been fully stabilized
then:
a. Remove all remaining temporary erosion and sediment control devices,
b. Stabilize any areas disturbed by the removal of BMPs, and
c. Ask the CM to contact the CEC to complete the CEC NOT site inspection and report.
13. Continue Daily Inspection Reports until the Final Daily inspection report, marked `Ready to
Terminate Permit', is sieved by the Construction Manager and submitted via the S~VPPP
Management Tool.
NOTE: The General Contractor may complete construction-related activities concurrently only if
all preceding BMPs have been completely installed. BMP-related steps in the above sequence are
italicized for clarity.
The actual schedule for implementing pollutant control measures will be determined by project
construction progress and recorded by the General Contractor on the Soil Erosion;'Sedimentation Control
Operation Time Schedule on the Erosion and Sedimentation Control plans (Site Maps}. Down slope
protective measures must always be in place before soil is disturbed.

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STORMWATER MANAGEMENT REPORT
For The Proposed
EAST PARK PLAZA
Along NC Highway 42
Johnston County, North Carolina
Prepared for
~X.p d~--t1~38 ~~
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JAN 2 3 2008
DENR -'NAPEk i:2UAL11~'
WETUWDS AND STDRMWATER [3RAPe(:M
GARNER DEVELOPMENT PARTNERS, LLC
607 Briarwood Drive, Suite 5
Myrtle Beach, SC 29572
Prepared by
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
January 8, 2008
REVISED January 16, 2008
\~~~~ ~ ~' C A R ~~~iii
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TABLE OF CONTENTS
Project Description. .1
Soils .1
Site Location Map .2
USGS Topographic Map.. .3
Soils Map .4
Hydrology and Hydraulogic Conditions. .S
Pre-Development Conditions . .S
Post-Development Conditions. .6
Storm Drain Design. .8
Appendices:
APPENDIX A Johnston County Stormwater Statement
APPENDIX B Pre-Development Conditions Map
Post-Development Conditions Map
Pre-Dev. & Post Dev. Conditions HYDRAFLOW Calculations
Curve Number Determination
Stormwater Wetland Pond 1 & 2 Volume Calculations
Johnston County Precipitation Values
APPENDIX C Constructed Stormwater Wetlands Calculations
NCDENR DWQ SW401 Wetland Form
Energy Dissipater Rip Rap Design
Storm Drain Design
Storm Drain Area Map
Precipitation Calculations
Buoyancy Calculations
Anti Seep Collar Design

STORMWATER MANAGEMENT REPORT
EAST PARK PLAZA
JOHNSTON COUNTY, NORTH CAROLINA
Project Description
Garner Development Partners, LLC is proposing the construction of a commercial retail
center located in Johnston County, North Carolina. The project site is located on an
approximately +/-56-acre tract of land along NC Highway 42 approximately 0.5 miles east of
Interstate 40. Refer to the Site Location Map and copy of the USGS map on the following pages.
The site is currently undeveloped. The site is bound to the west by a 180' CP&L powerline
easement (on the Lowe's property), to the north by NC Highway 42, to the east by the Swift
Creek floodplain, and to the south by vacant property. There is a 50' Colonial Pipeline easement
running northwest to southeast through the property. The existing ground cover in this area
consists of wooded areas and a mix of brush and open field areas.
The project will consist of the construction of a 203,704 SF Wal-Mart, 41,300 SF of
shops, associated drives, associated improvements to NC Highway 42, parking and loading
areas, utility mains and services, stormwater management controls and conveyances, two
outparcels, and landscaping.
This stormwater management report considers the pre-development and the post-
development conditions for the entire watershed on the project site. The stormwater detention
facilities were sized for the post-development conditions per the North Carolina Division of
Water Quality (DWQ) and Johnston County Stormwater regulations including the full build-out
of the Wal-Mart, Shops and two outparcels. The total disturbed area for this project will be
approximately +/- 36-acres.
Soils

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According the USDA Soil Survey for Johnston County, North Carolina the existing soils
on site are Altavista fine sandy loam with slopes ranging from 0 to 2 percent, Rion sandy loam
with slopes ranging from 15 to 40 percent, Wedowee sandy loam with slopes ranging from 2 to 8
percent, and Wedowee sandy loam with slopes ranging from 8 to 15 percent. The majority of the
onsite soils, the Wedowee and Rion soils, are in Hydrologic Soil Group "B." A small portion of
the site, mostly the wetlands area, are Altavista soils in Hydrologic Soil Group "C." Refer to the
soils map.

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SITE VICINITY MAP
PROPOSED RETAIL SHOPPING CENTER
NC Highway 42
Johnston County, North Carolina
Not to Scale
2

SITE TOPOGRAPHIC MAP
PROPOSED RETAIL SHOPPING CENTER
NC Highway 42
Johnston County, North Carolina
Not to Scale
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Hydrology and Hydraulic Conditions
The proposed development's site stormwater management plan has been designed such
that the post-development peak runoff rates are less than the pre-development peak runoff rates
for the 1, 2, 10, and 25 year storm events with the 100 year storm passing through the emergency
spillway. Rainfall data and attenuation requirements were taken from the North Carolina
Johnston County Stormwater Ordinance. The HYDRAFLOW method of analysis was utilized to
produce the pre- and post-development peak runoff rates. All CN values are weighted values.
All data and computations reported in the following narrative and presented in the Appendices
reflect the HYDRAFLOW method of analysis. Refer to Appendix B for pre-development
~, calculations, post-development calculations, and detention pond calculations.
Pre Development Conditions
~ Under pre-development conditions the site's runoff generally drains from west to east
towards the wetland area. An existing high point of 301.2 is located near the southwest corner of
the site. Within the proposed construction site, two watershed areas that discharge to the same
wetland have been analyzed and are described below. The majority of the site's runoff flows
directly into the wetland along the eastern side of the site. Within the wetland the stormwater
flows through a shallow, flat unnamed tributary approximately 1,200 feet to the initial receiving
stream which is Swift Creek. Approximately 4.4 acres of off-site undisturbed land along the
southern property line flows onto the site.
Pre-Development Area No. 1 is generally defined as the area of the site that is south of
the 50' Colonial Pipeline easement. The stormwater flows generally towards the east and
northeast and drains into the existing wetland on the eastern side of the site. This area consists of
33.0 acres and is a mix of wooded area with some brush with open space with a weighted CN of
56.
~'

1

Pre-Development Area No. 2 is generally defined as the area of the site that is north of
the 50' Colonial Pipeline easement., The stormwater flows generally towards the east and
southeast and drains into the existing wetland on the eastern side of the site. This area consists
of 7.7 acres and is mostly brush with some open space with a small portion of wooded area with
a weighted CN of 56.
Storm
Event
(Year) Precip-
itation
(in.) Area No. 1
Pre-Dev.
Flow (cfs) Area No. 2
Pre-Dev.
Flow (cfs) Total Pre-
Development
Flow (cfs)
1 3.2 3.56 0.89 4.45
2 3.7 7.87 2.00 9.87
10 5.8 38.72 9.82 48.54
25 6.7 55.86 14.16 70.02
100 8.4 91.83 23.22 115.05

Post-Development Conditions
Two (2) on-site constructed stormwater wetland ponds have been designed to meet the
30% Nitrogen reduction requirements by the DWQ. All stormwater from the development of the
site will flow to either stormwater wetland pond 1 or stormwater wetland pond 2. The post
development areas are comprised of the same two areas under pre development conditions. The
outlets from both stormwater wetland ponds will outlet into the existing wetland on the eastern
side of the property. Stormwater outflows will avoid immediate discharge to the defined Neuse
River Buffers and outfall directly to the wetland with an energy dissipater as allowed by the
DWQ.
Post Development Area No. 1 is generally defined as the area south of the 50' Colonial
Pipeline easement. All of the post development stormwater flows into stormwater wetland pond
1. The stormwater wetland pond 1 area consists of Wal-Mart's roof drainage and parking lot, the
eastern shop's roof drainage and parking lot, and associated drives. There is also a 4.4 acre off-
site area south of the site. This area consists of approximately 33.0 acres with a weighted CN
value of 83.
Post Development Area No. 2 is generally defined as the area north of the 50' Colonial
Pipeline easement. All of the post development stormwater flows into stormwater wetland pond
2. The stormwater wetland pond 2 area consists of the northern shop's roof drainage and parking
lot, outlot 1, outlot 2, and associated drives. This area consists of approximately 7.7 acres with a
weighted CN value of 85.
Both stormwater wetland ponds were designed to meet all of North Carolina's Division
of Water Quality and Johnston County's requirements for wetland ponds and were each sized to
handle the first 1" of runoff from their respective drainage areas. See Appendix C for the
stormwater wetland pond calculations.
Supporting hydrologic data and post-development calculations can be found in the Appendix B.
1

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Stormwater Wetland Pond No. 1 PEAK FLOW SUMMARY
Storm Event (Year) Peak Flow to Pond
(cfs) Peak Outflow from
Pond (cfs) Maximum Water
Surface Elevation
1 75.13 1.86 246.72
2 94.55 2.42 247.14
10 178.85 20.42 248.34
25 215.38 45.52 248.80
100 284.31 161.87 249.36
TOP OF DIKE = 249.80 E.S. CREST = 248.80

Stormwater Wetland Pond No. 2 PEAK FLOW SUMMARY
Storm Event (Year) Peak Flow to Pond
(cfs) Peak Outflow from
Pond (cfs) Maximum Water
Surface Elevation
1 22.54 0.66 206.49
2 27.93 0.92 206.80
10 50.96 1.63 208.24
25 60.85 3.90 208.63
100 79.44 25.07 209.11
e
TOP OF DIKE = 210.00 E.S. CREST = 209.00
Area No. Area No.
Storm Precip- Total Post-
1 Post- 2 Post-
Event itation Development
Dev. Flow Dev. Flow
(Year) (in.) Flow (cfs)
(cfs) (cfs)
1 3.2 1.86 0.66 2.52
2 3.7 2.42 0.92 3.34
10 5.8 20.42 1.63 22.05
25 6.7 45.52 3.90 49.92
100 8.4 161.87 25.07 186.94
TOTAL SITE OUTFLOW SUMMARY
Total Site
Storm Total Site Pre-
Precip, Post-
Event (in.) Development Development
(Year) Outflow (cfs)
Outflow (cfs)
1 3.2 4.45 2.52
2 3.7 9.87 3.34
10 5.8 48.54 22.05
25 6.7 70.02 49.92
100 8.4 115.05 186.94
7

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Storm Drain Design
Refer to the site Grading and Drainage Plan (Sheet CV-2) for stormwater wetland pond
locations, grading, and layout configuration of the storm water collection and conveyance
system. The storm water conveyance system was designed using the Rational method. For the
10-year storm for Johnston County, North Carolina a rainfall intensity of 7.6 inches per hour was
used for design. Also, inlet capacity calculations were completed to ensure proper sizing of
inlets per their individual surface drainage area.

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1 APPENDIX A
' JOHNSTON COUNTYSTORMWATER STATEMENT

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GRAY ENGINEERING
CONSUL T A N T S, I N C.
engineering sitework land planning
January 3, 2007, Revised January 16, 2008
To: Johnston County Department of Utilities (Local Stormwater Review Entity)
PO Box 2263, Smithfield, NC 27577
Phone: [phone]
Project Name: East Park Plaza
Location: Along NC Highway 42, 0.25 miles east of its intersection with Interstate 40.
rl Located within the Environmentally Sensitive Area (ESA)
^ Developer: Garner Development Partners, LLC
607 Briarwood Drive, Suite 5
Myrtle Beach, SC 29572
Contact: David Harner ,>>~~~t1~iU~ll~
Phone: [phone] ~~~` ~H ~~~'o~,/il
~2•'Q
Consultant: Gray Engineering Consultants, Inc. = ,4e- Sf:AI y~'p'9
132 Pilgrim Road ;• 02 4 •
Greenville, SC 29607 .•
Contact: David Graffius, P.E. °9 .G •'~~~~``
Phone: [phone] pia ~)~ ~F~~F~~~`~l~~d
D
General Information
The developer is proposing the construction of a commercial retail center to include a
Wal-Mart Store, small shop buildings and 2 outparcels located within Johnston County, North
Carolina. The project site is located along NC Highway 42, about 0.5 miles east of its
intersection with Interstate 40. The project site is bound by NC Highway 42 to the north, an
existing Lowe's store to the west, vacant property to the south and Swift Creek floodplain to the
east.
The total site acreage for this project is 56.06 acres. This project area encompasses 3
existing parcels: 1) PIN 163700-26-0654, 2) PIN 163700-36-0944 and 3) PIN 163700-27-8890.
The existing parcels consist of a combination of forest/woods and open/meadow. Present land
use is vacant. There are 2 ditches that run on the project site. From the existing Lowe's site,
the Lowe's pond outfalls into a ditch that runs onto the project site, to the north running from
west to east along NC Highway 42. This ditch which runs through the project is not jurisdictional
and outfalls under NC Highway 42 through an existing 42" RCP culvert. The other ditch on site
is in the middle of the project which flows from west to east toward Swift Creek. See next
section for jurisdictional streams and wetlands on the project site.
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www.grayengineering.com

L__I

GRAY E N G I N E E R I N G
CONSULTANTS, INC.
engineering sitework land planning
Stream and Wetland Information
The entire site has been investigated for jurisdictional streams and wetlands. The stream
in the middle of the site has been determined to be a intermittent to start (2' wide and 392' long)
and then turning perennial at a certain point as determined by the wetland consultant and
verified by both the USACE and NCDENR. There has also been a wetland boundary identified
on the project which runs in close proximity to the floodplain boundary line. A notification of
jurisdictional determination has been received for both the stream and wetland area by the
USACE and verified by the NCDENR DWQ. It was determined that the Neuse River Buffers
shall apply to the delineated perennial stream on site at a point identified as "A3-B1." From this
point to downstream, the 50-foot Neuse River Buffers shall apply. The stream is 2 feet wide
1 from top of bank to top of bank. The 50-foot Buffers are measured from the top of bank which
has been determined to be the edge of the stream. For the purpose of delineating the 50-foot
buffers, a 4' wide top of bank to top of bank was used. It has been required by the DWQ that no
impacts shall occur within the Neuse River Buffers. It has also been required by Johnston
County (due to project being located within the Environmentally Sensitive Area) that no
development shall occur within the floodplain. These are given environmental site constraints
where no development of any kind will occur. It should be noted that there will be a 149.5'
impact to the stream on site and impacts of 0.026 acres to the wetlands on site. These impacts
are outside the site constraints area as noted above and will be permitted as part of the Express
Review Option by the DWQ for the Pre-Construction Notification Water Quality Certification
Permit. This Permit is under review by the DWQ.
Avoidance and Minimization of Delineated Streams and Wetlands
During the design development phase, the wetland assessment determined the location
of delineated stream and wetlands boundary on site. Based on these locations, the site has
been re-designed by moving the entire development to the west as far as it can go, abutting
against the existing Lowe's property (which is also the Lowe's dry detention pond under a 150'
CP&L Easement). By moving the entire site to the west, the Neuse River Buffer has been
completely avoided with the use of reinforced steepened slopes. Also, the proposed shop's
building has been reduced in size. It should be noted that other physical constraints exist on the
project site, which had to be considered and overcome in the overall design of the project.
These include the 100 elevation difference from the Lowe's to the floodplain, the existing 50'
Colonial Pipeline that runs through the center of the site cannot be disturbed and the 100-year
floodplain line which cannot be disturbed.
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www.grayengineering.com

GRAY ENGINEERING
~~~~~~ CONSUL 7"ANTS, INC.
`~ ~,~°~ ~ c ' a engineering sitework land planning
.~ 1 a
~ Impervious Area Calculations
The existing impervious area can be considered zero. The proposed construction will
consist of impervious surfaces for building areas, parking areas and access driveways. The 56-
acre site will be subdivided into five (5) separate parcels. This will be a commercial
development within the Environmentally Sensitive Area; therefore, the total maximum
impervious area limitation is 50% as required by Johnston County.
Parcel Size Impervious Area
Wal-Mart Tract 40.89 acres 17.30 acres
Shops 1 Tract 8.83 acres 2.37 acres
1
Shops 2 Tract 2.63 acres 1.32 acres
Outparcel No. 1 1.77 acres 1.45 acres
Outparcel No. 2 1.58 acres 1.29 acres
Total Project 55.70 acres 23.73 acres (42.60%)
The expected impervious area for the full build-out of all parcels is below the allowable
impervious area of 50%. Therefore, Land Dedication will not be required.
Stormwater Pond Design, Peak Runoff Reduction and Downstream Analysis
There are two main drainage areas on this project due to the existing 50-foot gas
easement bisecting the project site. The upper drainage area to Pond 1 or large pond has been
sized for the full build-out of the Wal-Mart and Shops 1 Tract. The lower drainage area to Pond
2 or small pond has been sized for the full build-out of the Shops 2 Tract, Main Driveway and
Outparcels No. 1 and 2. Both ponds have been designed as Constructed Stormwater Wetlands
per the NCDENR DWQ requirements. Due to steep slope constraints and limited property
constraints, no other combination of BMPs could achieve the minimum 30% Nitrogen Reduction
required by the DWQ. Therefore, the wetland ponds are proposed and will achieve 40%
Nitrogen Reduction thus achieving the minimum requirements. Per the NCDENR DWQ, no
other outfall requirements are necessary other than ponds must discharge with an energy
dissipater device directly to the wetland and not to the Neuse River Buffers. The 1-year storm
will discharge 1.11 cfs and the energy dissipater structure will eliminate flow velocity to zero.
Both ponds have been additionally sized to attenuate the peak flow runoff for the 1, 2, 10
and 25-year storm events as required by the County; therefore no additional downstream impact
analysis is required. Both ponds outfall directly to the large existing wetland and floodplain
associated with very large Swift Creek River. Swift Creek is located approximately 1,000 feet to
the east of the project site. Since the drainage area for the project will be less than 10% of the
total drainage area to Swift Creek, it will have an insignificant impact to the creek.
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www.grayengineering.com

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GRAY E N G I N E E R I N G
CONSUL T A N T S, I N C.
engineering sitework land planning
Johnston County Nitrogen Reduction Calculations
(~) (2) (3) (4)
Type of Land Cover Area TN Export Coeff. TN export from
Acres Ibs/ac/ r use Ibs/ r
Permanently protected 19.81 0.6 11.886
undisturbed open space
(forest, un-mown meadow,
etc.
Permanently protected 12.16 1.2 14.592
managed open space
(lawn, grass, landscaping,
etc.
Impervious surfaces 23.73 21.2 503.076
(roads, parking lots,
driveways, roofs, paved or
graveled storage areas,
raveled roads, etc.
TOTAL 55.70 529.554
The total Nitrogen Loading from the site is 529.554 Ibs/yr / 55.70 acres = 9.507Ibs/ac/yr,
greater than 8.0 Ibs/ac/yr limit per the development being inside the ESA; therefore, it must be
reduced below 8.0 Ibs/ac/yr before an offset payment can be made. It is required that the total
nitrogen load export must be 3.6 Ibs/ac/yr or less. The ponds on site will be constructed
stormwater wetlands. The BMP reduction credit for ponds will be 40%.
Applying a 40% reduction factor, the total Nitrogen Loading is reduced to 5.704 Ibs/ac/yr
which is less than 8.0 Ibs/ac/yr.
TN = [ 9.507 Ibs/ac/yr - 0.40 (9.507) ] = 5.704 Ibs/ac/yr
Since no other BMPs are possible to achieve further reduction of the total nitrogen load,
the offset payment fee is calculated as follows per the latest Johnston County requirements.
The payment is based on the difference of 3.6 Ibs/ac/yr - 5.704 Ibs/ac/yr, which is equal to
2.104 Ibs/ac/yr.
Nitrogen Payment = [ ($28.35/Ib)(# of Ibs/ac/yr)(# of Acres)(30 years) ]
Nitrogen Payment = [ ($28.35/Ib)(2.104 Ibslac/yr)(55.71 acres)(30 years) ]
Nitrogen Payment = $99,690.37
132 Pilgrim Road -Greenville, SC 29607
PH: [phone] Fax: [phone]
www.grayengineering.com

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'~ NAME JOB NUMBER PA(;E NO.
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SITE VICI1vITY iVIAP
PROPOSED RETAIL SHOPPING CENTER
NC Hi~hwav 42
Johnston County, North Carolina
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SITE TOPOGRAPHIC ~IAP
PROPOSED RETAIL SHOPPING CENTER
NC Highway 42
Johnston County, North Carolina
Not to Scale
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Post Construction Stormwater Inspection and Maintenance Agreement
i for Constructed Storm~,vater Wetland Ponds
Garner Development Partners, LLC (Garner. LLC1 accepts responsibility for ownership and proper
' maintenance of the permanent ponds. all storm drainage structures and pipes, swales and permanent
stabilization at the
East Park Plaza. NC Highway 42. Johnston County, North Carolina
per the approved maintenance agreement. Garner, LLC will complete any necessary repairs and/or
preventive maintenance procedures in a timely manner and at its sole cost and expense to ensure proper
functioning of the ponds and drainage system as stormwater management devices.
Garner, LLC will continue to o~,vn and maintain the ponds and s"term drainage systems until Johnston
County Utilities Department is notified in writing of a transfer in ownership and maintenance responsibility.
The notification will include a date for the transfer of responsibility and a letter of acceptance from the new
owner
General Maintenance Plan:
'°' 1 Grassing & Mowing:
a. Owner to maintain proper vegetative cover on side slopes, top of dam, and bottom of
pond.
b. Owner to mow grass in detention areas 3 times a year according to the growing season of
the grass.
c. Keep cattails from clogging the pond and spillways..
2. Tree and Brush Maintenance:
a. Owner must keep all trees & brush out of detention area including the bottom of pond.
side slopes, and the top of the dam.
3 Trash Maintenance /Sediment Maintenance /Pond Bottom Maintenance:
a. Owner must remove all trash accumulated in the detention pond, outlet structure, and
' outfall pipe areas and pond side slopes.
b. Owner must remove all accumulated sediment from pond every six months.
c. Pond bottom to be maintained where positive flow to outlet structure is achievable.
4. Outlet Structure /Pipe Outfall Protection /Emergency Spillway Maintenance:
a. Owner to inspect outlet structure and pipe outfall periodically Any erosion/structural
problems are to be repaired promptly.
b. Orifices on Outlet Structure to be inspected and maintained periodically. Any `clogging' of
orifices to be removed promptly. Remove debris from trash rack. Check and clear orifice
from any obstructions.
c. Emergency Spillway to be inspected periodically and any erosion/structural problems are
to be repaired promptly.
d. Side Slopes to be inspected periodically Any erosion must be repaired promptly.
5. Storm Drainage/lnlet/Swale Maintenance:
a. Owner to inspect all storm drains, inlet structures, outlet protection and all swales
periodically, any erosion/structural problems are to be repaired promptly.
Attached below is a copy of Table 9-2 from the NCDENR stormwater BMP Manual, July 2007. Inspecfion
activities shall be performed as follows. Any problems that are found shall be repaired immediately.

9.x.2 Sample Inspection and Maintenance Provisions
' Innportant maintenance procedures:
- I1lunecliatels- after the stormGt~ater GtTetland is established, the ct-etland plalnts will
be Gvate~red tGVice Gveekly iE needed until the plants become established
~COLIILTIOr11F SLY 4veeks).
- NO p02'tlOn Of the stOrnlG-Vater G\%etland Gt%111 be tel't1llZeCl atter the t1rSt Llnltlal
fertilization that is required to establish the ct~etlalul plants.
-- Stable ~TrOL11nC1COT--eT Gt%111 ~?t_' 1nlarntallneCl In the CII'clllage area t0 redlTCe the
' Sed1IlleIlt load t0 the G1'et detenhOn basin.
- Once a ~-ear, a da111 safety expert c•vrll unspect the en1ba11kment.
Auer the Duet detention pond is established, I Gt~ill inspect it once a month and within 24
hours after every storm event ~ eater than 1.0 inches (or 1.5 inches if in a Coastal
County). Pecorcls of inspecrian and maintenance Gvill be kept in a knoGa~n set location
and Gvill be available upon request
.
Inspection activities shall be performed as follows. A11e problems that sue foG.und shall
be repairediullnecliately.
Table 9-2
Sample Inspection alnd Maintenance Agreement for Stornncvater Wetlands
1
B~[P eleruenh
The entire B~Il'
The perimeter of the
wetland
1

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Potential problem: j How to remediate the problem:
Trash debris is present. Pemove the trash/debris.
areas of bare soil and/ or ', P.egrade the soil if necessar`- to
erosive. gullies have formed. remove the grtlh, and then plant a
ground cover and. water until. it is
~ established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too i Itlaintain vegetation at a height of
long. I approximatelc• six ilnches.
The pipe is a~acl;ed or
otherwise damaged (if
applicable).
Erosion is occurring in the
s\t-ale (ifapplicablej.
P.egrade the stt'ale Lf necessary to
smooth it over and provide erosion
I control devices such as reinforced
~; htrf matting or riprap to avoid
fu lure problems n. ith erosion.
Stonnc.°ater ~~: etl~u~ds ~-'3 1~,. ,OR-
Pep(ace the pipe.
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Table 9-2, continued
Sample Inspe~l-ion and lfai]ltenance .~~eemellt for Storm~vater ~^l'etlands
ti:~ll' element:
IheEorebay
Potential problem: How to remediate the problem:
Sediment has acnunulated in i `earth for the source of the
the fcreba: to a depth that ,sediment and remedy the prolilenl if
inhibits the forebily fl'01]I posSlble. RelllC~ e the Sedlnlellt clad
functioning well. dispose of it in a location ~~ here it
~yi11 not cause impacts to streams or
-- ;the R~;Il'.
Erosion has occurred
6Veeds are present
Prot-ide additional erosion
protection such as reinforceci turf
matting or riprap it needed to
prevent fuhue erosion problems.
Remo-e the t~:eects, preferably- b~-
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Consult a professional to remove
i and conhol the algal growth.
lire deep pool, shallow Algal gro~yth cot ers over
water and shallow land ~0 ~ of the deep poo[ and
areas shallo~c water areas.
Cattails, phragmites or other ! Remo-e the plants ba wiping them
invasive plants cover ~0 0 of ~ with pesticide (c(o not spnly} -
the deep pool and shallow I consult a professional.
~yater areas.
Shallo4v land reulains flooded ~ Unclog the outlet device
more than ~ days after a ~ immerliately.
storm event. ~ J
i
Plants are deac(, diseased or
dying.
Determine the source of the
problem: soils, hvdrologt ,disease,
etc. Remedy the problem and
replace plants. Provide aone-Hale
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Best professional practices
show that priming is needed
to maintain optimal plant ~
health.
Se.climent has accumulated ~ Search for the source of the
and reduces{ Hle depth to ~"o ' seciinlent and remedy the problem if
of the original design depltl possible. Reulo~-e the seclimentancl
of the deep pools (see dispose of it in a location Fchere it
diagram beloly). c~: iLl not cause impacts to streams or
the B~tP.
Prune according to best professional
practices.
Stoan~.ater iVetiands
~-=~

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Table 9-?, continued
Sample Inspection and il~faitltenance .yJ Bement for Stornl\\~ater `v~_ etlands
BLIP element: Potential problem: PIow to remediate the problem:
The emt~ankment ~ hee has started to grog\- on Consult a dam safety spet:ialist to
Nle enlbanknlent. _ rerlo\ e the tree.
_
?.n annual inspection b\- an ___
Itfake all needed repairs.
appropriate professional
sho\\~s that the embankment
1leeds 1'l' i11C.
Evidence of musl:rator Use baps to remo\:e Muskrats and
bear. er actin it4 is present. consult a professional to remo\ e
beaC-e1"s.
The micropoot Sediment has accumulated Search for the source of the
and reduced the depth to ; ~'a sediment and remedc the problem if
of the original ciesign depth possible. Remo~-e the sediment Bind
(see diagram belotiv). dispose of it in a location where it
~\.ill not cause impacts to streams or ~
_ ___ Ehe B~'IP.
_
Plants aIe gl'O~\~ lIlg In the ~ I~e1110~'e the plants, pl'eferab(v bt-'
nLCrOpOOI• ~''~ helld. lfa pestllade is Used, talpe It
_ __ _____ ~ on the plants rather than spray-ina.

The outlet det,~ice
Clogjing has occurred. _
;Clean obit the outlet deG-ice. Dispose
of the sediment ofE-site.
The outlet deeice is tianla~eti ' P.e air or re lace the outlet ties. ice.
The receiti ing water Erosion or other sighs of j Contact the NC Di~~ision of Water
damage have occurred at the ;Quality X01 ~~-ersight U11it at 919-
outlet. __ _ ~ 733-1756. __
Stour\c. ater `a`, ettar;ds ~~-=~ i~ilv 2Q(77

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1, .for Garner Development Partners. LLC,
hereby ackno+~iledge that we are the financially responsible party for maintenance and inspection of the
detention ponds for this project. U+/e will perorm the maintenance as outlined above; to comply with the
Johnston County Stormwater Management Ordinance and the Stormwater Management permit received
for this project. Furthermore, we attest that this Inspection, and Maintenance Agreement is on file with the
Register of Deeds.
Signature
Date
I, , a Notary Public for the state of
County of , do hereby certify that personally
appeared before me this day of , 20 ,and acknowledge the due
execution of the forgoing instrument. Witness my hand and official seal,
Seal
My Commission expiries

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APPENDIX B
PRE-DEVELOPMENT CONDITIONS MAP
POST-DEVELOPMENT CONDITIONS MAP
PRE DEVELOPMENT AND POST DEVELOPMENT
CONDITIONS
HYDRAFLOW CALCULATIONS
CURVE NUMBER DETERMINATION
STORMWA TER WETLAND POND 1 & 2
VOLUME CALCULATIONS
JOHNSTON CO LINTY PRECIPITA TION VALUES

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PRE DEVELOPMENT AREA MAP
N.T.S.

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~~ Ur ~ iii AREA = 33.0 ACRES •~ ~' _ I J
' ~ b~ ~ iii CN = 83 ~ :~~` ~I ~
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' ( I I ~ POST DEVELPMENT AREA 1
~ 0 POST DEVELPMENT AREA 2
i ~
I POST DEVELOPMENT AREA MAP
N.T.S.

Table of Contents
270205 Pre and Post Dev Pond 1 WMC.gpw
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:18 AM
Hydrograph Return Period Recap ...................................................................... 1
1 -Year
Summary Report ................................................................................................................. 2
Hydrograph Reports ........................................................................................................... 3
Hydrograph No. 1, SCS Runoff, Pre Development Area 1 ............................................... 3
TR-55 Tc Worksheet .................................................................................................... 5
Hydrograph No. 2, SCS Runoff, Post Development Area 1 .............................................
TR-55 Tc Worksheet .................................................................................................... 6
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................... 7
Pond Report ................................................................................................................. 8
' 2 -Year
Summary Report ................................................................................................................
Hydrograph Reports ............................................................
. . 9
10
.
...........................................
Hydrograph No. 1, SCS Runoff, Pre Development Area 1 ............................................. 10
TR-55 Tc Worksheet .................................................................................................. 11
Hydrograph No. 2, SCS Runoff, Post Development Area 1 ...........................................
TR-55 Tc Worksheet .................................................................................................. 12
13
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................. 14
Pond Report ............................................................................................................... 15
'
10 -Year
Summary Report ...............................................................................................................
Hydrograph Reports ......................................................................................................... 16
17
Hydrograph No. 1, SCS Runoff, Pre Development Area 1 ............................................. 17

i TR-55 Tc Worksheet ..................................................................................................
Hydrograph No. 2, SCS Runoff, Post Development Area 1 ........................................... 18
19
TR-55 Tc Worksheet .................................................................................................. 20
Hydrograph No. 3, Reservoir, Pond 1 .............................................................................

Pond Re
ort
21
p
............................................................................................................... 22
25 -Year
Summary Report ............................................................................................................... 23
Hydrograph Reports ......................................................................................................... 24
Hydrograph No. 1, SCS Runoff, Pre Development Area 1 ............................................. 24
TR-55 Tc Worksheet .................................................................................................. 25
Hydrograph No. 2, SCS Runoff, Post Development Area 1 ........................................... 26
TR-55 Tc Worksheet .................................................................................................. 27
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................. 28
Pond Report ............................................................................................................... 29
i 100 -Year
Summary Report ............................................................................................................... 30
Hydrograph Reports ......................................................................................................... 31
Hydrograph No. 1, SCS Runoff, Pre Development Area 1 ............................................. 31
TR-55 Tc Worksheet .................................................................................................. 32
' Hydrograph No. 2, SCS Runoff, Post Development Area 1 ........................................... 33

Contents
270205 Pre and Post Dev Pond 1 WMC.gpw
TR-55 Tc Worksheet .................................................................................................. 34
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................. 35
Pond Report ............................................................................................................... 36
~II
1

r

1

1

FI

1
ydrograph
Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 3.559 7.869 ------- ------- 38.72 55.86 ------- 91.83 Pre Development Area 1
2 SCS Runoff ------- 75.13 94.55 ------- ------- 178.85 215.38 ------- 284.31 Post Development Area 1
3 Reservoir 2 1.855 2.420 ------- ------- 20.42 45.52 ------- 161.87 Pond 1
Proj. file: 270205 Pre and Post Dev Pond 1 WMC.gpw Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

ydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 3.559 1 739 33,494 ---- ------ ------ Pre Development Area 1
2 SCS Runoff 75.13 1 721 189,752 ---- ------ ------ Post Development Area 1
3 Reservoir 1.855 1 984 136,765 2 246.72 179,798 Pond 1
270205 Pre and Post Dev Pond 1 W ~ Period: 1 Year Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

1 Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Hyd. No. 1
Pre Development Area 1
Hydrograph type
Storm frequency = SCS Runoff
= 1 yrs Peak discharge
Time interval = 3.559 cfs
= 1 min
Drainage area = 33.000 ac Curve number = 56
Basin Slope
Tc method = 0.0 %
= TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 29.70 min
Total precip. = 3.20 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 33,494 tuft

Pre Development Area 1
Q (cfs)
Hyd. No. 1 -- 1 Yr Q (cfs)

4.00
' 3.00
2.00
1.00
0 00
4.00
3.00
2.00
1.00
0.00
0 150 300 450 600 750 900 1050 1200 1350 1500
Hyd No. 1 Time (min)
3

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 27.62 + 0.00 + 0.00 = 27.62
Shallow Concentrated Flow
Flow length (ft) = 100.00 180.00 0.00
Watercourse slope (%) = 3.70 3.30 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.10 2.93 0.00
Travel Time (min) = 0.54 + 1.02 + 0.00 = 1.56
Channel Flow
X sectional flow area (sgft) = 4.00 0.00 0.00
Wetted perimeter (ft) = 6.00 0.00 0.00
Channel slope (%) = 13.50 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) = 16.05 0.00 0.00
Flow length (ft) = 520.0 0.0 0.0
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Total Travel Time, Tc .............. ............................................. ................... 29.70 min
4

' Hydrograph Plot
r
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Hydrograph type
Storm frequency = SCS Runoff
= 1 yrs
Drainage area = 33.000 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 3.20 in
Storm duration = 24 hrs

Q (cfs)

80.00
70.00
so.oo
50.00
40.00
30.00
~, 20.00
10.00
0 00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 75.13 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 189,752 cuft
Post Development Area 1
Hyd. No. 2 -- 1 Yr
0 2 5 7
' Hyd No. 2
9 12 14 16 19 21 23
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
--~ 0.00
26
Time (hrs)
5

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TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 5.20 0.00 0.00
Travel Time (min) = 8.60 + 0.00 + 0.00 = 8.60
Shallow Concentrated Flow
Flow length (ft) = 150.00 430.00 0.00
Watercourse slope (%) = 5.20 8.00 0.00
Surface description =Unpaved Paved Paved
Average velocity (ft/s) = 3.68 5.75 0.00
Travel Time (min) = 0.68 + 1.25 + 0.00 = 1.93
Channel Flow
X sectional flow area (sgft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 10.99 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 850.0 0.0 0.0
Travel Time (min) = 1.91 + 0.00 + 0.00 = 1.91
Total Travel Time, Tc .............................................................................. 12.40 min
r

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Hyd. No. 3
Pond 1
Hydrograph type = Reservoir Peak discharge = 1.855 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 246.72 ft
Reservoir name = Pond 1 Max. Storage = 179,798 tuft
~1

Stora a Indication method used. Wet and routin start elevation = 245.00 ft.
9 P 9 H dro ra h Volume = 136 765 tuft
Y 9 P .

Pond 1
Q (cfs) Hyd. No. 3 -- 1 Yr Q (cfs)
80
00
. 80.00
70
00
1 . 70.00
60
00 I ~
. 60.00

50
00 i
~
.
I 50.00
40
00 ~
.
i 40.00

30
00 I
1 .
i
i 30.00
20
00
. 20.00
10
00 ~ i
.
I 10.00
~ ~~
0.00
~
~
' ~
~
0.00
0 5 10 1
5 19 24
29 34
39 44 48

---- Hyd No. 3
Hyd No. 2 Time (hrs)

t Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 242.00 5,965 0 0
1.00 243.00 8,126 7,046 7,046
2.00 244.00 10,640 9,383 16,429
~I 2.50 244.50 27,914 9,639 26,067
3.00 245.00 71,817 24,933 51,000
4.00 246.00 75,012 73,415 124,414
5.00 247.00 78,264 76,638 201,052
6.00 248.00 81,572 79,918 280,970
7.00 249.00 84,937 83,255 364,225
7.80 249.80 87,670 69,043 433,268
Tuesday, Jan 15 2008, 11:17 AM
Culvert /Orifice Structures Weir Structures
IAl [B] [C] IDI [AI IBl [C] IDl
Rise (in) = 30.00 5.00 8.00 0.00 Crest Len (ft) = 12.56 75.00 0.00 0.00
Span (in) = 30.00 5.00 8.00 0.00 Crest EI. (ft) = 247.80 248.80 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 242.00 245.00 246.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 96.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 5.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifce conditions.
Stage (ft;
8.00
6.00
4.00
1 2.00
Stage /Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0.00 i
0.00
30.00
Total Q
60.00 90.00 120.00 150.00
0.00
180.00 210.00 240.00 270.00 300.00 330.00
Discharge (cfs)
s

1
ydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 7.869 1 735 54,345 ---- ------ ------ Pre Development Area 1
2 SCS Runoff 94.55 1 721 239,136 ---- ------ ------ Post Development Area 1
3 Reservoir 2.420 1 959 179,582 2 247.14 212,157 Pond 1
270205 Pre and Post Dev Pond 1 W ~ Period: 2 Year Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
ment
v
l
P
D Area 1
re
e
e
op
Hydrograph type
Storm frequency = SCS Runoff
= 2 yrs
Drainage area = 33.000 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 3.70 in
Storm duration = 24 hrs

Q (cfs)

j 8.00
6.00
4.00
2.00
0 00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 7.869 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29.70 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 54,345 cult
Pre Development Area 1
Hyd. No. 1 -- 2 Yr
0 3 5 8
Hyd No. 1
10 13 15 18 20 23
Q (cfs)
8.00
6.00
4.00
2.00
-'~ 0.00
25
Time (hrs)
10

t
i
f
1
1
1
1
1
1
1
1
t
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 27.62 + 0.00 + 0.00 = 27.62
Shallow Concentrated Flow
Flow length (ft) = 100.00 180.00 0.00
Watercourse slope (%) = 3.70 3.30 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.10 2.93 0.00
Travel Time (min) = 0.54 + 1.02 + 0.00 = 1.56
Channel Flow
X sectional flow area (sgft) = 4.00 0.00 0.00
Wetted perimeter (ft) = 6.00 0.00 0.00
Channel slope (%) = 13.50 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) = 16.05 0.00 0.00
Flow length (ft) = 520.0 0.0 0.0
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Total Travel Time, Tc .............................................................................. 29.70 min
11

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Hydrograph type
Storm frequency = SCS Runoff
= 2 yrs
Drainage area = 33.000 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 3.70 in
Storm duration = 24 hrs

Q (cfs)

100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
' 10.00
0 00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 94.55 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 239,136 cult
Post Development Area 1
Hyd. No. 2 -- 2 Yr
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00

0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23 26
Time (hrs)
12

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 5.20 0.00 0.00
Travel Time (min) = 8.60 + 0.00 + 0.00 = 8.60
Shallow Concentrated Flow
Flow length (ft) = 150.00 430.00 0.00
Watercourse slope (%) = 5.20 8.00 0.00
Surface description =Unpaved Paved Paved
Average velocity (ft/s) = 3.68 5.75 0.00
Travel Time (min) = 0.68 + 1.25 + 0.00 = 1.93
Channel Flow
X sectional flow area (sgft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 10.99 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 850.0 0.0 0.0
Travel Time (min) = 1.91 + 0.00 + 0.00 = 1.91
Total Travel Time, Tc .............................................................................. 12.40 min
13

14
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Hyd. No. 3
Pond 1
Hydrograph type
Storm frequency =Reservoir
= 2 yrs Peak discharge = 2.420 cfs
Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 247.14 ft
Reservoir name =Pond 1 Max. Storage = 212,157 cuft
Storage Indication method used. Wet pond routing start elevation = 245.00 ft. Hydrograph Volume = 179,582 cuft

Pond 1
Q (cfs) Hyd. No. 3 -- 2 Yr Q (cfs)
100
00
100.00 .
I 90
00
90.00 i
i .
80
00
80.00 .
70
00
70.00
i .
60
00
60.00 .
00
50
50.00 ~ .
i
40
00
40.00
i
i ~ .
~ ~ 30
00
30.00 .
~ I
i I
~~

20
00
20.00 , .
i ~
~ i
I

10
00
10.00 I , .
4
~
' i 0
00
0.00 -
-- .
0 5 10 15 19 24 29 34 39 44 48

~~~-- Hyd No.
3 Hyd No. 2 Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Pond No. 1 -Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 242.00 5,965 0 0
1.00 243.00 8,126 7,046 7,046
40 9 383 16 429
2.00 244.00 10,6 ,
2.50 244.50 27,914 9,639 26,067
3.00 245.00 71,817 24,933 51,000
4.00 246.00 75,012 73,415 124,414
5.00 247.00 78,264 76,638 201,052
6.00 248.00 81,572 79,918 280,970
7.00 249.00 84,937 83,255 364,225
7.80 249.80 87,670 69,043 433,268
Culvert /Orifice Structures Weir Structures
IAI [Bl [C] ID] IAl IBl [C] IDl
Rise (in) = 30.00 5.00 8.00 0.00 Crest Len (ft) = 12.56 75.00 0.00 0.00
Span (in) = 30.00 5.00 8.00 0.00 Crest EI. (ft) = 247.80 248.80 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 242.00 245.00 246.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 96.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 5.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions

i
1
stage (ft) Stage /Discharge stage (ft)
s
oo
8.0o .
6
00 6.00
.
I
4
00
4.00 .
~ 2
00
2.00 .

0.00 0.00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00 330.00
Discharge (cfs)
Total Q
15

u
ydrograph Summary Report
16
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 38.72 1 733 177,229 ---- ------ ------ Pre Development Area 1
2 SCS Runoff 178.85 1 721 460,604 ---- ------ ------ Post Development Area 1
3 Reservoir 20.42 1 750 387,859 2 248.34 309,686 Pond 1
270205 Pre and Post Dev Pond 1 W ~ Period: 10 Year Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
' Pre Development Area 1
Hydrograph type
Storm frequency = SCS Runoff
= 10 yrs
Drainage area = 33.000 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 5.80 in
Storm duration = 24 hrs
1
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 38.72 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29.70 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 177,229 cult
Q (cfs)
40.00
,~
30.00
20.00
10.00
0.00
Pre Development Area 1
Hyd. No. 1 -- 10 Yr
3
Hyd No. 1
5 8 10 13 15 18 20 23
Q (cfs)
40.00
30.00
20.00
10.00
~-= 0.00
25
Time (hrs)
17

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 27.62 + 0.00 + 0.00 = 27.62
Shallow Concentrated Flow
Flow length (ft) = 100.00 180.00 0.00
Watercourse slope (%) = 3.70 3.30 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.10 2.93 0.00
Travel Time (min) = 0.54 + 1.02 + 0.00 = 1.56
Channel Flow
X sectional flow area (sgft) = 4.00 0.00 0.00
Wetted perimeter (ft) = 6.00 0.00 0.00
Channel slope (%) = 13.50 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) = 16.05 0.00 0.00
Flow length (ft) = 520.0 0.0 0.0
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Total Travel Time, Tc .............. ........................ ..................... ................... 29.70 min
1E

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Hyd. No. 2
Post Development Area 1
Hydrograph type
Storm frequency = SCS Runoff
= 10 yrs Peak discharge
Time interval = 178.85 cfs
= 1 min
Drainage area = 33.000 ac Curve number = 83
Basin Slope
Tc method = 0.0 %
= TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 12.40 min
Total precip. = 5.80 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrogra ph V°lume = 460,604 cult

Post Development Area 1
Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs)

180.00
150.00
120.00
90.00
60.00
30.00
0 00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 2 Time (hrs)
19

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 5.20 0.00 0.00
Travel Time (min) = 8.60 + 0.00 + 0.00 = 8.60
Shallow Concentrated Flow
Ftow length (ft) = 150.00 430.00 0.00
Watercourse slope (%) = 5.20 8.00 0.00
Surface description =Unpaved Paved Paved
Average velocity (ft/s) = 3.68 5.75 0.00
Travel Time (min) = 0.68 + 1.25 + 0.00 = 1.93
Channel Flow
X sectional flow area (sgft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 10.99 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 850.0 0.0 0.0
Travel Time (min) = 1.91 + 0.00 + 0.00 = 1.91
Total Travel Time, Tc .............. ....................... ...................... ................... 12.40 min
20

21
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Hyd. No. 3
' Pond 1
Hydrograph type = Reservoir Peak discharge = 20.42 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 248.34 ft
Reservoir name = Pond 1 Max. Storage = 309,686 cuft

Storage Indication method used. Wet pond routing start elevation = 245.00 ft. Hydrograph Volume = 387,859 cuft
i
1
' Pond 1
Q (cfs)
Hyd. No. 3 -- 10 Yr Q (cfs)
180
00
. 180.00
150
00
. 150.00

120
00 ' ~
. 120.00
I
90
00
. 90.00
00
60
. 60.00

I
30
00
. ;; 30.00
I I i
i
0.00 -'- i
0.00
0 5 10 15 19 24 29 34 39 44 48

- --~ Hyd No. 3
Hyd No. 2 Time (hrs)

1
t
1
1
1
1
1
1
1
1
1
1
1
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:17 AM
Pond No. 1 -Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 242.00 5,965 0 0
1.00 243.00 8,126 7,046 7,046
2.00 244.00 10,640 9,383 16,429
2.50 244.50 27,914 9,639 26,067
3.00 245.00 71,817 24,933 51,000
4.00 246.00 75,012 73,415 124,414
5.00 247.00 78,264 76,638 201,052
6.00 248.00 81,572 79,918 280,970
7.00 249.00 84,937 83,255 364,225
7.80 249.80 87,670 69,043 433,268
Culvert /Orifice Structures Weir Structures
[Al [Bl [C] [Dl IAl IBl [C] [D]
Rise (in) = 30.00 5.00 8.00 0.00 Crest Len (ft) = 12.56 75.00 0.00 0.00
Span (in) = 30.00 5.00 8.00 0.00 Crest EI. (ft) = 247.80 248.80 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 242.00 245.00 246.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 96.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 5.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft) Stage /Discharge stage (ft)
s
oo
s.oo .
6
00
6.00 .
4
00
4.00 .
1 i
'
~
2
00
2.00 i .
1
~
i
o
oo
.
0.00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00 330.00
Discharge (cfs)
Total Q
22

~Hydrograph Summary Report
23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 55.86 1 732 242,632 ---- ------ ------ Pre Development Area 1
2 SCS Runoff 215.38 1 721 559,553 ---- ------ ------ Post Development Area 1
3 Reservoir 45.52 1 735 485,468 2 248.80 347,856 Pond 1
270205 Pre and Post Dev Pond 1 W ~~plwi Period: 25 Year Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 33.000 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 6.70 in
Storm duration = 24 hrs
1
1
Q cfs
( )
60.00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 55.86 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 29.70 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 242,632 cult
Pre Development Area 1
Hyd. No. 1 -- 25 Yr
50.00
40.00
30.00
20.00
10.00
~ o~
1
1
3
Hyd No. 1
5 8 10 13 15 18 20 23
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
25
Time (hrs)
24

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 27.62 + 0.00 + 0.00 = 27.62
Shallow Concentrated Flow
Flow length (ft) = 100.00 180.00 0.00
Watercourse slope (%) = 3.70 3.30 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.10 2.93 0.00
Travel Time (min) = 0.54 + 1.02 + 0.00 = 1.56
Channel Flow
X sectional flow area (sgft) = 4.00 0.00 0.00
Wetted perimeter (ft) = 6.00 0.00 0.00
Channel slope (%) = 13.50 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) = 16.05 0.00 0.00
Flow length (ft) = 520.0 0.0 0.0
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Total Travel Time, Tc .............. ........................ ..................... ................... 29.70 min
25

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Hydrograph type = SCS Runoff
' Storm frequency = 25 yrs
Drainage area = 33.000 ac
Basin Slope = 0.0
' Tc method = TR55
Total precip. = 6.70 in
Storm duration = 24 hrs

f
Q (c s)

' 240.00
' 210.00
' 180.00
150.00
' 120.00
' 90.00
60.00
' 30.00
0 00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 215..38 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 559,553 cuft
Post Development Area 1
Hyd. No. 2 -- 25 Yr
0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
=- 0.00
26
Time (hrs)
26

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 5.20 0.00 0.00
Travel Time (min) = 8.60 + 0.00 + 0.00 = 8.60
Shallow Concentrated Flow
Flow length (ft) = 150.00 430.00 0.00
Watercourse slope (%) = 5.20 8.00 0.00
Surface description =Unpaved Paved Paved
Average velocity (ft/s) = 3.68 5.75 0.00
Travel Time (min) = 0.68 + 1.25 + 0.00 = 1.93
Channel Flow
X sectional flow area (sgft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 10.99 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 850.0 0.0 0.0
Travel Time (min) = 1.91 + 0.00 + 0.00 = 1.91
Total Travel Time, Tc .............................................................................. 12.40 min
27

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Pond 1
Hydrograph type =Reservoir
' Storm frequency = 25 yrs
Inflow hyd. No. = 2
Reservoir name =Pond 1

Pond 1
Hyd. No. 3 -- 25 Yr
~ Storage Indication method used. Wet pond routing start elevation = 245.00 ft.
1
f
Q (c s)
' 240.00
' 210.00
180.00
' 150.00
' 120.00
90.00
' 60.00
30.00
0 00
Q (cfs)
240.00
Tuesday, Jan 15 2008, 11:17 AM
Peak discharge = 45.52 cfs
Time interval = 1 min
Max. Elevation = 248.80 ft
Max. Storage = 347,856 cuft
Hydrograph Volume = 485,468 cuft
0 5 10 15 19
---,-- - Hyd No. 3 Hyd No. 2
210.00
180.00
150.00
120.00
90.00
60.00
30.00
24 29 34 39 44
---~ 0.00
48
Time (hrs)
28

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Pond 1
Pond Data
' Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
' Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 242.00 5,965 0 0
1.00 243.00 8,126 7,046 7,046
2.00 244.00 10,640 9,383 16,429
' 2.50 244.50 27,914 9,639 26,067
3.00 245.00 71,817 24,933 51,000
4.00 246.00 75,012 73,415 124,414
5.00 247.00 78,264 76,638 201,052
' 6.00 248.00 81,572 79,918 280,970
7.00 249.00 84,937 83,255 364,225
7.80 249.80 87,670 69,043 433,268
Culvert /Orifice Structures Weir Structures
Tuesday, Jan 15 2008, 11:17 AM
IA] IB] [C] IDl IA] IBl [C] IDl
Rise (in) = 30.00 5.00 8.00 0.00 Crest Len (ft) = 12.56 75.00 0.00 0.00
' Span (in) = 30.00 5.00 8.00 0.00 Crest EI. (ft) = 247.80 248.80 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 242.00 245.00 246.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 96.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 5.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
' Multi-Stage = n/a Yes Yes No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
' Stage (ft
8.00
6.00
' 4.00
2.00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage /Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0.00 y
0.00
30.00 60.00 90.00 120.00 150.00
Total Q
__ 0.00
180.00 210.00 240.00 270.00 300.00 330.00
Discharge (cfs)
29

~ ydrograph
Summary Report
3C
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 91.83 1 732 380,352 ---- ------ ------ Pre Development Area 1
2 SCS Runoff 284.31 1 721 749,968 ---- ------ ------ Post Development Area 1
3 Reservoir 161.87 1 728 674,423 2 249.36 395,458 Pond 1
270205 Pre and Post Dev Pond 1 W Q~Iwn Period: 100 Year Tuesday, Jan 15 2008, 11:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:18 AM
Hyd. No. 1
' P
D
l
t A 1
re
eve
opmen
rea
' Hydrograph type
Storm frequency = SCS Runoff
= 100 yrs Peak discharge
Time interval = 91.83 cfs
= 1 min
Drainage area = 33.000 ac Curve number = 56

i Basin Slope
Tc method = 0.0 %
= TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 29.70 min
Total precip. = 8.40 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 380,352 cult

Pre Development Area 1
Q (cfs) Hyd. No. 1 -- 100 Yr Q (cfs)

' 100.00
' 90.00
80.00
70.00
' 60.00
' 50.00
' 40.00
30.00
' 20.00
10.00
0 00
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 3 5 8 10 13 15 18 20 23 25
Time (hrs)
Hyd No. 1
31

1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 27.62 + 0.00 + 0.00 = 27.62
Shallow Concentrated Flow
Flow length (ft) = 100.00 180.00 0.00
Watercourse slope (%) = 3.70 3.30 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.10 2.93 0.00
Travel Time (min) = 0.54 + 1.02 + 0.00 = 1.56
Channel Flow
X sectional flow area (sgft) = 4.00 0.00 0.00
Wetted perimeter (ft) = 6.00 0.00 0.00
Channel slope (%) = 13.50 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) = 16.05 0.00 0.00
Flow length (ft) = 520.0 0.0 0.0
Travel Time (min) = 0.54 + 0.00 + 0.00 = 0.54
Total Travel Time, Tc .............................................................................. 29.70 min
32

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
P
t D
l t A
1
eve
os
opmen rea
Hydrograph type
Storm frequency = SCS Runoff
= 100 yrs
Drainage area = 33.000 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 8.40 in
Storm duration = 24 hrs

Q (cfs)
~' ~~., ~~
Tuesday, Jan 15 2008, 11:18 AM
Peak discharge = 284.31 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 749,968 cuft
Post Development Area 1
Hyd. No. 2 -- 100 Yr
~ --- 0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
-1- 0.00
26
Time (hrs)
3'

1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 5.20 0.00 0.00
Travel Time (min) = 8.60 + 0.00 + 0.00 = 8.60
Shallow Concentrated Flow
Flow length (ft) = 150.00 430.00 0.00
Watercourse slope (%) = 5.20 8.00 0.00
Surface description =Unpaved Paved Paved
Average velocity (ft/s) = 3.68 5.75 0.00
Travel Time (min) = 0.68 + 1.25 + 0.00 = 1.93
Channel Flow
X sectional flow area (sgft) = 9.62 0.00 0.00
Wetted perimeter (ft) = 10.99 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 7.41 0.00 0.00
Flow length (ft) = 850.0 0.0 0.0
Travel Time (min) = 1.91 + 0.00 + 0.00 = 1.91
Total Travel Time, Tc .............................................................................. 12.40 min
34

3~
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:18 AM
Hyd. No. 3
Pond 1

' Hydrograph type =
Storm frequency = Reservoir
100 yrs Peak discharge
Time interval = 161.87 cfs
= 1 min
Inflow hyd. No. = 2 Max. Elevation = 249.36 ft
1 Reservoir name = Pond 1 Max. Storage = 395,458 cuft

Storage Indication method used. Wet pond routing start elevation = 245.00 ft. Hydrograph Volume = 674,423 cuft

' Pond 1
Q (cfs) Hyd. No. 3 -- 100 Yr Q (cfs)
320
00
. 320.00
i
280
00
' .
I 280.00
240
00 (
. ( 240.00
200
00 I ~
~, ~ .
i 200.00
160
00 ~
. I i 160.00
120
00
---- 12
1 .
I i 0.00
80
00
.
i
I 80.00

40
00
I i
I

.
~ 40.00

1
0.00 -' I
~
--
~ 0.00
0 4 7 11 14 18 21 25 28 32 35 39

-°- Hyd No. 3
Hyd No. 2 Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Pond 1
Pond Data
1 Pond storage is based on known contour areas. Average end area me thod used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 242.00 5,965 0 0
1.00 243.00 8,126 7,046 7,046
2.00 244.00 10,640 9,383 16,429
' 2.50 244.50 27,914 9,639 26,067
3.00 245.00 71,817 24,933 51,000
4.00 246.00 75,012 73,415 124,414
5.00 247.00
6.00 248.00 78,264
81,572 76,638
79,918 201,052
280,970
7.00 249.00 84,937 83,255 364,225
7.80 249.80 87,670 69,043 433,268
' ' Culvert /Orifice Structures
[Al LBl [Cl [Dl
Rise (in) = 30.00 5.00 8.00 0.00

' ' S an in
P ( ) = 30.00 5.00 8.00 0.00
No. Barrels = 1 1 1 0
Invert EI. (ft) = 242.00 245.00 246.00 0.00
Length (ft) = 96.00 0.00 0.00 0.00
Slope (%) = 5.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No
Tuesday, Jan 15 2008, 11:18 AM
Weir Structures
[A] [B] [Cj [D]
Crest Len (ft) = 12.56 75.00 0.00 0.00
Crest EI. (ft) = 247.80 248.80 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type =Riser Ciplti --- ---
Multi-Stage =Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
stage (ft) Stage /Discharge
stage (ft)
8
00
.
i

i s.oo

~
I
6
00
i
j i

~
. 6.00

4
00 ~ i

I '
11

I
~
.
'
' 4.00

i

2
00

~ ~

i
.
{
,
i
j 2.00
~

0
00
~~~
I
~ i

I

i I
.
0.00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00 330.00

Discharge (cfs)
Total Q
36

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'~ Table of Contents
270205 Pre and Post Dev Pond 2 WMC.gpw
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hydrograph Return Period Recap ... 1
...................................................................
1 -Year
Summary Report ................................................................................................................. 2
Hydrograph Reports ........................................................................................................... 3
Hydrograph No. 1, SCS Runoff, Pre Development Area 2 ............................................... 3
' TR-55 Tc Worksheet .................................................................................................... 4
Hydrograph No. 2, SCS Runoff, Post Development Area 2 ............................................. 5
TR-55 Tc Worksheet .................................................................................................... 6
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................... 7
Pond Report ................................................................................................................. 8
' 2 -Year
Summary Report ................................................................................................................. 9
Hydrograph Reports ......................................................................................................... 10
Hydrograph No. 1, SCS Runoff, Pre Development Area 2 ............................................. 10
TR-55 Tc Worksheet .................................................................................................. 11
Hydrograph No. 2, SCS Runoff, Post Development Area 2 ........................................... 12
TR-55 Tc Worksheet .................................................................................................. 13
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................. 14
Pond Report ............................................................................................................... 15
' 10 -Year
Summary Report ...............................................................................................................
' Hydrograph Reports .........................................................................................................
Hydrograph No. 1, SCS Runoff, Pre Development Area 2 .............................................
TR-55 Tc Worksheet ..................................................................................................
Hydrograph No. 2, SCS Runoff, Post Development Area 2 ...........................................
TR-55 Tc Worksheet ..................................................................................................
Hydrograph No. 3, Reservoir, Pond 1 .............................................................................
Pond Report ...............................................................................................................

25 -Year
Summary Report ...............................................................................................................
Hydrograph Reports .........................................................................................................
Hydrograph No. 1, SCS Runoff, Pre Development Area 2 .............................................
TR-55 Tc Worksheet ..................................................................................................
Hydrograph No. 2, SCS Runoff, Post Development Area 2 ...........................................
TR-55 Tc Worksheet ..................................................................................................
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................,
Pond Report ...............................................................................................................
16
17
17
18
19
20
21
22
23
24
24
25
26
27
28
29
100 -Year

1
Summary Report ............................................................................................................... 30
Hydrograph Reports ......................................................................................................... 31
Hydrograph No. 1, SCS Runoff, Pre Development Area 2 ............................................. 31
TR-55 Tc Worksheet .................................................................................................. 32
Hydrograph No. 2, SCS Runoff, Post Development Area 2 ........................................... 33

Contents
270205 Pre and Post Dev Pond 2 WMC.gpw
TR-55 Tc Worksheet .................................................................................................. 34
Hydrograph No. 3, Reservoir, Pond 1 ............................................................................. 35
Pond Report ............................................................................................................... 36
i~

1

~I-lydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 0.894 1.997 ------- ------- 9.823 14.16 ------- 23.22 Pre Development Area 2
2 SCS Runoff ------- 22.54 27.93 ------- ------- 50.96 60.85 ------- 79.44 Post Development Area 2
3 Reservoir 2 0.658 0.915 ------- ------- 1.625 3.896 ------- 25.07 Pond 1
i
Proj. file: 270205 Pre and Post Dev Pond 2 WMC.gpw Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

ydrograph
Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 0.894 1 735 7,876 ---- ------ ------ Pre Development Area 2
2 SCS Runoff 22.54 1 718 47,899 ---- ------ ------ Post Development Area 2
3 Reservoir 0.658 1 877 36,368 2 206.49 42,488 Pond 1
270205 Pre and Post Dev Pond 2 W ~s~a~m Period: 1 Year Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

' Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 1
Pre Development Area 2
Hydrograph type
Storm frequency = SCS Runoff
= 1 yrs Peak discharge
Time interval = 0.894 cfs
= 1 min
Drainage area = 7.700 ac Curve number = 56
Basin Slope
Tc method = 0.0 %
= TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 26.30 min
Total precip. = 3.20 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrog raph Volume = 7,876 tuft

Pre Development Area 2
Q (cfs) Hyd. No. 1 -- 1 Yr Q (cfs)

' 1.00
' 0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
' 0.10
0 00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 150 300 450 600 750 900 1050 1200 1350 1500
Hyd No. 1 Time (min)
3

i
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 5.00 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 23.76 + 0.00 + 0.00 = 23.76
Shallow Concentrated Flow
Flow length (ft) = 600.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 2.53 + 0.00 + 0.00 = 2.53
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 26.30 min
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Hydrograph type
Storm frequency = SCS Runoff
= 1 yrs
Drainage area = 7.700 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 3.20 in
Storm duration = 24 hrs

Q (cfs)

' 24.00

20.00

16.00

12.00
'
8.00

4.00

0 00
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge = 22.54 cfs
Time interval = 1 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 47,899 cuft
Post Development Area 2
Hyd. No. 2 -- 1 Yr
0 2 5 7
Hyd No. 2
9 12 14 16 19 21 23
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
-!- 0.00
26
Time (hrs)
V

1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 4.66 + 0.00 + 0.00 = 4.66
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description =Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sgft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.71 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 5.93 0.00 0.00
Flow length (ft) = 780.0 0.0 0.0
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Total Travel Time, Tc .............. ....................... ...................... ................... 7.40 min
L

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 3
Pond 1

Hydrograph type = Reservoir Peak discharge = 0.658 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 206.49 ft
Reservoir name = Pond 2 Max. Storage = 42,488 cuft

Storage Indication method used. Wet pond routing start elevation = 205.00 ft. Hydrograph Volume = 36,368 cuft

' Pond 1
Q (cfs) Hyd. No. 3 -- 1 Yr Q (cfs)
24
00 24
' .
i
i .00
' 00 '
20. 20.00

16
00
. 16.00
i
I
12
00
~ 1
' .
i
I 2.00
00 ' !
8. 8.00
i
4
00 4
. i .00

' I
0.00 -'-~- ~ ~ C I
0.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
---aT~ Hyd No. 3 Hyd No. 2

1
1
1
1
1
1
1
1
1
1
1
1
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Pond No. 1 - Pond 2
Pond Data
Pond storage i s based on known contour areas. Av erage end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour are a (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 202.00 725 0 0
1.00 203.00 1,428 1,077 1,077
2.00 204.00 2,267 1,848 2,924
2.50 204.50 7,559 2,457 5,381
3.00 205.00 18,546 6,526 11,907
4.00 206.00 20,940 19,743 31,650
5.00 207.00 23,048 21,994 53,644
6.00 208.00 25,300 24,174 77,818
7.00 209.00 27,660 26,480 104,298
8.00 210.00 30,170 28,915 133,213
Culvert /Orifice Structures Weir Structures
IAl IBI [C] ID] IA] [Bl [Cl LD]
Rise (in) = 24.00 2.50 6.00 0.00 Crest Len (ft) = 12.56 30.00 0.00 0.00
Span (in) = 24.00 2.50 6.00 0.00 Crest Et. (ft) = 208.50 209.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 202.00 205.00 206.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 16.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
' Stage (ft)
8.00
' 6.00

4.00
Stage /Discharge
2.00
Stage (ft)
8.00
6.00
4.00
2.00
0.00 ~ I I f f ~ I 1 f i i ~ ~ ~ x.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00
Discharge (cfs)
Total Q
8

Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 1.997 1 733 12,779 ---- ------ ------ Pre Development Area 2
2 SCS Runoff 27.93 1 718 59,725 ---- ------ ------ Post Development Area 2
3 Reservoir 0.915 1 840 47,606 2 206.80 49,249 Pond 1
270205 Pre and Post Dev Pond 2 W ~~rrn Period: 2 Year Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 7.700 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge = 1.997 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.30 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 12,779 cult
Q (cfs)
2.00
1.00
0.00 '
0 3
Hyd No. 1
Pre Development Area 2
Hyd. No. 1 -- 2 Yr
5 8 10 13 15 18 20 23
Q (cfs)
2.00
1.00
~-' 0.00
25
Time (hrs)
10

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 5.00 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 23.76 + 0.00 + 0.00 = 23.76
Shallow Concentrated Flow
Flow length (ft) = 600.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 2.53 + 0.00 + 0.00 = 2.53
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ............................................. ................... 26.30 min
11

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 2
Post Development Area 2
Hydrograph type = SCS Runoff Peak discharge = 27.93 cfs
' Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 7.700 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 3.70 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 59,725 cuft

Post Development Area 2
Q (cfs) Hyd. No. 2 -- 2 Yr Q (cfs)

' ,?8.00
:?4.00
' 20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 2 5 7 9 12 14 16 19 21 23 26
Time (hrs)
' Hyd No. 2
12

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 4.66 + 0.00 + 0.00 = 4.66
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description =Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sgft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.71 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 5.93 0.00 0.00
Flow length (ft) = 780.0 0.0 0.0
13
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Total Travel Time, Tc .............................................................................. 7.40 min

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
d 1
P
on
Hydrograph type
Storm frequency =Reservoir
= 2 yrs
Inflow hyd. No. = 2
Reservoir name =Pond 2
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 0.915 cfs
= 1 min
= 206.80 ft
= 49,249 tuft
Storage Indication method used. Wet pond routing start elevation = 205.00 ft.
''
Pond 1
Q (cfs) Hyd. No. 3 -- 2 Yr
a
Hydrograph Volume = 47,606 tuft
28.00

24.00
I
i
20.00
i

16.00 ~

12.00 -
'i

8.00

I ~ i
i
~
I j
4.00 ~ ~
~
I
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
t n nn -i ~ 0.00
0 5 10 15 19 24
-- Hyd No. 3 Hyd No. 2
29 34 39 44 48
Time (hrs)
14

1
1
1
1
1
1
1
1
1
1
1
1
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Pond No. 1 -Pond 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 202.00 725 0 0
1.00 203.00 1,428 1,077 1,077
2.00 204.00 2,267 1,848 2,924
2.50 204.50 7,559 2,457 5,381
3.00 205.00 18,546 6,526 11,907
4.00 206.00 20,940 19,743 31,650
5.00 207.00 23,048 21,994 53,644
6.00 208.00 25,300 24,174 77,818
7.00 209.00 27,660 26,480 104,298
8.00 210.00 30,170 28,915 133,213
Culvert /Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 2.50 6.00 0.00 Crest Len (ft) = 12.56 30.00 0.00 0.00
Span (in) = 24.00 2.50 6.00 0.00 Crest EI. (ft) = 208.50 209.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 202.00 205.00 206.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 16.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft) Stage /Discharge
i 8.00
6.00
4.00
I
i
i
2.00 j i iI
f
1
Stage (ft)
8.00
6.00
4.00
2.00
0.00 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00
Discharge (cfs)
Total Q
15

~-lydrograph
Summary Report
16
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 9.823 1 731 41,677 ---- ------ ------ Pre Development Area 2
2 SCS Runoff 50.96 1 718 112,120 ---- ------ ------ Post Development Area 2
3 Reservoir 1.625 1 835 96,987 2 208.24 84,273 Pond 1
270205 Pre and Post Dev Pond 2 W ~~,~aw~ Period: 10 Year Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

' Hydrograph Plot
'' Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
l
t
P
D A
2
eve
opmen
re rea
Hydrograph type
Storm frequency = SCS Runoff
= 10 yrs
Drainage area = 7.700 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 5.80 in
Storm duration = 24 hrs
Q (cfs)
10.00

8.00

6
00
.

4.00

2.00

0 00
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge = 9.823 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.30 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 41,677 cuft
Pre Development Area 2
Hyd. No. 1 -- 10 Yr
0 3
Hyd No. 1
Q (cfs)
10.00
8.00
6.00
4.00
2.00
5 8 10 13 15 18 20 23
~--~ 0.00
25
Time (hrs)
17

1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 5.00 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 23.76 + 0.00 + 0.00 = 23.76
Shallow Concentrated Flow
Flow length (ft) = 600.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 2.53 + 0.00 + 0.00 = 2.53
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............. ............................................. ................... 26.30 min
1E

Hydrograph Plot

' Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 2
Post Development Area 2
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs Peak discharge
Time interval = 50.96 cfs
= 1 min
Drainage area = 7.700 ac Curve number = 85
Basin Slope = 0.0 %
Tc method = TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 7.40 min
Total precip. = 5.80 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
60.00
1 50.00
40.00
30.00 -
20.00
10.00 -
0 00 -
Post Development Area 2
Hyd. No. 2 -- 10 Yr
Hydrograph Volume = 112,120 cult
0.0 2.2 4.3 6.5 8.7 10.8 13.0 15.2 17.3 19.5

Hyd No. 2
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
~ 0.00
21.7
Time (hrs)
19

1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 4.66 + 0.00 + 0.00 = 4.66
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description =Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sgft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.71 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 5.93 0.00 0.00
Flow length (ft) = 780.0 0.0 0.0
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Total Travel Time, Tc .............................................................................. 7.40 min
20

' 21
Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesda
Jan 15 2008
11:20 AM
y,
,
Hyd. No. 3
' P
d 1
on
Hydrograph type =Reservoir Peak discharge = 1.625 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 208.24 ft
Reservoir name =Pond 2 Max. Storage = 84,273 cuft

Storage Indication method used. Wet pond routing start elevation = 205.00 ft. Hydrograph Volume = 96,987 cuft
i
Pond 1
0 (cfs) Hyd. No. 3 -- 10 Yr Q (cfs)
60.00 ~- 60.00
50.00 50.00
i
40.00 I 40.00
1
30.00 i 30.00
i
20.00 20.00
10.00 i 10.00
I
0.00 -~ 0.00
0 5 10 15 19 24 29 34 39 44 48
' Time (hrs)
-~- Hyd No. 3 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Pond 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 202.00 725 0 0
1.00 203.00 1,428 1,077 1,077
2.00 204.00 2,267 1,848 2,924
2.50 204.50 7,559 2,457 5,381
3.00 205.00 18,546 6,526 11,907
4.00 206.00 20,940 19,743 31,650
5.00 207.00
6.00 208.00 23,048
25,300 21,994
24,174 53,644
77,818
7.00 209.00 27,660 26,480 104,298
8.00 210.00 30,170 28,915 133,213
Tuesday, Jan 15 2008, 11:20 AM
Culvert /Orifice Structures Weir Structures
IA] IB] [Cl IDl IAl IBl [C] ID]
Rise (in) = 24.00 2.50 6.00 0.00 Crest Len (ft) = 12.56 30.00 0.00 0.00
Span (in) = 24.00 2.50 6.00 0.00 Crest EI. (ft) = 208.50 209.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 202.00 205.00 206.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 16.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
i
Stage (ft)
8.00
6.00
4.00

2.00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifce conditions
Stage /Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0.00 f 1 i i 1 1 I 1 I I I 1 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00
Discharge (cfs)
Total Q
22

ydrograph Summary Report
23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 14.16 1 730 57,056 ---- ------ ------ Pre Development Area 2
2 SCS Runoff 60.85 1 718 135,342 ---- ------ ------ Post Development Area 2
3 Reservoir 3.896 1 760 119,434 2 208.63 94,587 Pond 1
270205 Pre and Post Dev Pond 2 W ~,~rrn Period: 25 Year Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

' Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Hydrograph type
Storm frequency = SCS Runoff
= 25 yrs
Drainage area = 7.700 ac
Basin Slope
Tc method = 0.0
= TR55
Total precip. = 6.70 in
Storm duration = 24 hrs
1
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge = 14.16 cfs
Time interval = 1 min
Curve number = 56
Hydraulic length = 0 ft
Time of conc. (Tc) = 26.30 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 57,056 cuft
Q (cfs)
15.00
12.00
l
,~ 9.00
6.00
I
' 3.00
0 00
Pre Development Area 2
Hyd. No. 1 -- 25 Yr
0 3
Hyd No. 1
5 8 10 13 15 18 20 23
Q (cfs)
15.00
12.00
9.00
6.00
3.00
~-1- 0.00
25
Time (hrs)
24

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 5.00 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 23.76 + 0.00 + 0.00 = 23.76
Shallow Concentrated Flow
Flow length (ft) = 600.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 2.53 + 0.00 + 0.00 = 2.53
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 26.30 min
25

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 2
i Post Development Area 2
Hydrograph type
Storm frequency = SCS Runoff
= 25 yrs Peak discharge
Time interval = 60.85 cfs
= 1 min
Drainage area = 7.700 ac Curve number = 85
Basin Slope
Tc method = 0.0 %
= TR55 Hydraulic length
Time of conc. (Tc) = 0 ft
= 7.40 min
Total precip. = 6.70 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 135,342 tuft

Post Development Area 2
Q (cfs) Hyd. No. 2 -- 25 Yr Q (cfs)

70.00
1 60.00
50.00
40.00
30.00
20.00
' 10.00
0 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 2
26

1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 4.66 + 0.00 + 0.00 = 4.66
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description =Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sgft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.71 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 5.93 0.00 0.00
Flow length (ft) = 780.0 0.0 0.0
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Total Travel Time, Tc .............................................................................. 7.40 min
27

28

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 3
Pond 1

Hydrograph type =
Storm frequency = Reservoir
25 yrs Peak discharge
Time interval = 3.896 cfs
= 1 min
Inflow hyd. No. = 2 Max. Elevation = 208.63 ft
' Reservoir name = Pond 2 Max. Storage = 94,587 cuft

Storage Indication method used. Wet pond routing start elevation = 205.00 ft. Hydrograph Volume = 119,434 cuft

Pond 1
Q (cfs)
Hyd. No. 3 -- 25 Yr Q (cfs)
70
00 - -
. 70.00
' 60
00
.
i , 60.00
00
50
.
I 50.00
(
40
00
.
~
~ 40.00
I
30
00 - ~
. 30.00
~ ~
20
00 '
. 20.00

10
00 i
' . 10.00
00 -~ ~
0 I ~
. 0.00
0 5 10 15 19 24 29 34 39 44 48
' _
-~ Hyd No. 3
Hyd No. 2 Time (hrs)

Pond Report
' Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Pond No. 1 -Pond 2
Pond Data
' Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
' Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 202.00 725 0 0
1.00 203.00 1,428 1,077 1,077
2.00 204.00 2,267 1,848 2,924
'
2.50 204.50 7,559 2,457 5,381
3.00 205.00 18,546 6,526 11,907
4.00 206.00 20,940 19,743 31,650
5.00 207.00 23,048 21,994 53,644
6.00 208.00 25,300 24,174 77,818
'
7.00 209.00 27,660 26,480 104,298
8.00 210.00 30,170 28,915 133,213
' Culvert /Orifice Structures Weir Structures
IAl IBl ICl [Dl IAI IBl [Cl IDl
Rise (in) = 24.00 2.50 6.00 0.00 Crest Len (ft) = 12.56 30.00 0.00 0.00
1 Span (in) = 24.00 2.50 6.00 0.00 Crest EI. (ft) = 208.50 209.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert EI. (ft) = 202.00 205.00 206.00 0.00 Weir Type =Riser Ciplti --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage =Yes No No No
Slope (%) = 16.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
' Stage (ft)
8.00
' 6
00
.
4
00
.

2.00
o 00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage /Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0 00
2~
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00
Total Q Discharge (cfs)

~ ydrograph
Summary Report
30
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 23.22 1 730 89,442 ---- ------ ------ Pre Development Area 2
2 SCS Runoff 79.44 1 718 179,858 ---- ------ ------ Post Development Area 2
3 Reservoir 25.07 1 726 163,403 2 209.11 107,336 Pond 1
270205 Pre and Post Dev Pond 2 W ~l~lwt Period: 100 Year Tuesday, Jan 15 2008, 11:20 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

' Hydraflow Hydrographs by Intelisolve Tuesday, Jan 15 2008, 11:20 AM
Hyd. No. 1
' Pre Development Area 2
Hydrograph type = SCS Runoff Peak discharge = 23.22 cfs
' Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 7.700 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.30 min
Total precip. = 8.40 in Distribution =Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 89,442 cuft

' cfs
Q( )
' 24.00
' 20.00
16.00
' 12.00
' 8.00
4.00
0 00
Pre Development Area 2
Hyd. No. 1 -- 100 Yr
Q (cfs)
24.00
' 0 3
' Hyd No. 1
20.00
16.00
12.00
8.00
4.00
0.00
5 8 10 13 15 18 20 23 25
Time (hrs)
31

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.300 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 5.00 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 23.76 + 0.00 + 0.00 = 23.76
Shallow Concentrated Flow
Flow length (ft) = 600.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description =Unpaved Unpaved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 2.53 + 0.00 + 0.00 = 2.53
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
32
Total Travel Time, Tc .............................................................................. 26.30 min

Hydrograph Plot
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Hydrograph type = SCS Runoff
' Storm frequency = 100 yrs
Drainage area = 7.700 ac
Basin Slope = 0.0
' Tc method = TR55
Total precip. = 8.40 in
Storm duration = 24 hrs

Q (cfs)

' 80.00
' 70.00
' 60.00
50.00
40.00
' 30.00
' 20.00
' 10.00
0 00
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge = 79.44 cfs
Time interval = 1 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 7.40 min
Distribution =Type II
Shape factor = 484
Hydrograph Volume = 179,858 cult
Post Development Area 2
Hyd. No. 2 -- 100 Yr
0.0 2.0 4.0 6.0
' Hyd No. 2
8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
-"--` 0.00
20.0 22.0
Time (hrs)
33

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Development Area 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.70 0.00 0.00
Land slope (%) = 6.00 0.00 0.00
Travel Time (min) = 4.66 + 0.00 + 0.00 = 4.66
Shallow Concentrated Fiow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description =Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sgft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.71 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) = 5.93 0.00 0.00
Flow length (ft) = 780.0 0.0 0.0
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Total Travel Time, Tc .............................................................................. 7.40 min
34

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3

' Pond 1
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Reservoir name =Pond 2
Storage Indication method used. Wet pond routing start elevation = 205.00 ft.
Q (cfs)
' 80.00

70.00

60.00
i
I
' 50.00

40.00 i
' 30.00 - ~- ~-
~ ~
20.00
~ I ~ i
' 10.00
I
I
I

i
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -~' ~ 0 00
0 4 7
Hyd No. 3
Pond 1
Hyd. No. 3 -- 100 Yr
= 25.07 cfs
= 1 min
= 209.11 ft
= 107,336 cuft
Hydrograph Volume = 163,403 cult
11 15
Hyd No. 2
18
22
Tuesday, Jan 15 2008, 11:20 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
26
29
33
37
Time (hrs)
3~ '

Pond Re ort
p
Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Pond 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 202.00 725 0 0
1.00 203.00 1,428 1,077 1,077
2.00 204.00 2,267 1,848 2,924
2.50 204.50 7,559 2,457 5,381
3.00 205.00 18,546 6,526 11,907
4.00 206.00 20,940 19,743 31,650
5.00 207.00
6.00 208.00 23,048
25,300 21,994
24,174 53,644
77,818
7.00 209.00 27,660 26,480 104,298
8.00 210.00 30,170 28,915 133,213
Culvert /Orifice Structures
[A] [B] [C] [D]
Rise (in) = 24.00 2.50 6.00 0.00
Span (in) = 24.00 2.50 6.00 0.00
No. Barrels = 1 1 1 0
Invert EI. (ft) = 202.00 205.00 206.00 0.00
' Length (ft) = 58.00 0.00 0.00 0.00
Slope (%) = 16.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No

' Stage (ft)
8.00

6.00
'
4.00

2.00
i~

Tuesday, Jan 15 2008, 11:20 AM
Weir Structures
LAl IB] [C] [Dl
Crest Len (ft) = 12.56 30.00 0.00 0.00
Crest EI. (ft) = 208.50 209.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type =Riser Ciplti --- ---
Multi-Stage =Yes No No No
Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage /Discharge
Stage (ft)
8.00
6.00
4.00
2.00
0.00 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00
Discharge (cfs)
Total Q
36

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JOB NAME JOB NUMBER PAGE NO.
WAL-MART SUPERCENTER #~ 5743-00 270205
JOB DESCRIPTION BY DATE
PRE-DEVELOPMENT AREAS ,1.18 01/02/08
._ SCIL4TYPE: 'HYDROLOGIC CaROUP B~ "' i

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GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / 864.297.3027

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JOB NAME JOB NUMBER PAGE NO.
WAL-MART SUPERCENTER # 5743-00 270205
JOB DESCRIPTION BY DATE
POST-DEVELOPMENT AREAS JJB 01/02/08
TYPE OF COVER` ACREAGE- CN VALUE:
IMP~ERVIOUS~~- 2000 AC~ ~ 98~
OPEN SPACE"(GOOD"CONDITION;" ` H:6O AC k `6~

AVERAGE- 33:00: AC q g3
-DRAINAGE-AREA NO'. 2
TYPE OF-CODER- - ACREAGE- ~ CN VALUE
IMPERVIOUS; 5:00 AG t 98
OPEN SPACE (GOOD CONDITION 2-.70 AC 61
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / 864.297.3027

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POND VOLUME CALCULATIONS
270205 WAL-MART SUPERCENTER #5743-00
Tntal I~rainainP ArPx 33~n Ac_
STORMWATER WETLAND POND 1
ELEVATION
(FT.) SURFACE
AREA
S.F. DEPTM
(FT.) VOLUME
(C.F.) CUM. VOL.
(C.F.) AREA:
(AC.)
242 5,965 0.137
1 7,046 7,046
243 8,126 0.187
1 9,383 16,429
244 10,640 0.244
0.5 9,639 26,067
244.5 27,914 0.641
0.5 24 933 51 000
245 71,817 1.649
1 73,415 73,415
246 75,012 1.722
1 76,638 150,053
247 78,264 1.797
1 79,918 229,971
248 81,572 1.873
1 83,255 313,225
249 84,937 1.950
0.8 69,043 382,268
249.8 87,670 2.013

Total Pond Wet Storage 51,000 CF
Total Pond Dry Storage 382,268 CF
Total Pond Storage 433,268 CF
JJB
270205 WMC POND VOLUMES WMC.XLS
1 /15/2008

1
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POND VOLUME CALCULATIONS
270205 WAL-MART SUPERCENTER #5743-00
Total Drainaioe Area: 7.70 Ac.
STORMWATER WETLAND POND 2
ELEVATION
(FT.) SURFACE
AREA
S.F. DEPTH
(FT.) VOLUME
(GF.) CUM; VOL.
(C.F.) AREA
(AC.)
202 725 0.017
1 1,077 1,077
203 1,428 0.033
1 1,848 2,924
204 2,267 0.052
0.5 2,457 5,381
204.5 7,559 0.174
0.5 6 526 11,907
205 18, 546 0.426
1 19,743 19,743
206 20,940 0.481
1 21,994 41,737
207 23,048 0.529
1 24,174 65,911
208 25,300 0.581
1 26,480 92,391
209 27,660 0.635
1 28,915 121,306
210 30,170 0.693

Total Pond Wet Storage 11,907 CF
Total Pond Dry Storage 121,306 CF
Total Pond Storage 133,213 CF
JJB
270205 WMC POND VOLUMES WMC.XLS
1 /15/2008

r
The following rainfall amounts (P) are specific to Johnston County (courtesy of the NRCS
Smithfield Office):
Storm Event
--~2 yr, 24 hr
5 yr, 24 hr
-~l 10 yr, 24 hr
--1125 yr, 24 hr
50 yr, 24 hr
X100 yr, 24 hr
Rainfall (inc hes)

3.2g
3.7
4.9
5.8
6.7
7.5
8.4
~_
3.1.03 Additional Peak Runoff Calculation Notes
Additional methods for computing peak runoff may be acceptable for very large drainage areas
(400+ acres). Please consult the Stormwater Administrator prior to submitting a Stormwater
Management Plan for more information on available methods.
Please note the same method must be used to calculate both predevelopment and
postdevelopment peak runoff rates for offsite and attenuation comparisons. However, it is
acceptable to utilize different peak runoff calculation methods throughout a site when not
compared directly. For example, the rational method may be used to determine culvert and
channel sizes, while the SCS method is used for the Offsite Stormwater Impact Analysis.
3.2 Attenuation
To reduce stream degradation and to minimize increases in flooding, runoff from all new development
must provide attenuation of stormwater runoff in accordance with the Stormwater Management
Ordinance. Attenuation must be provided to limit the post-development peak runoff rate to that of the
predevelopment peak runoff rata, for the 1-year; 24-hour storm event.
Exemption from the stormwater attenuation requirements is provided to new developments that meet one
of the following criteria:
a) The increase in peak flow between the pre-and post-development conditions does not
exceed 10%, or
b) The new development meets all of the following criteria:
1. The total impervious area on site is less than 15°% outside of the ESA and less than
12% inside the ESA; and
2. The remaining pervious portions of the site are utilized to the maximum extent
practical to convey and control the stormwater runoff in a manner that minimizes
concentrated flow and does not create adverse impacts offsite.
When attenuation is required, the following guidelines should be followed:
Stormwater runoff from impervious surfaces should be directed into stormwater attenuation
devices to the greatest extent possible. In particular, runoff from roadways, parking lots and
driveways has the highest priority to receive detention; runoff from roofs/buildings and other
"detached" impervious surfaces are of a lower priority. However, if significant portions of
impervious area are not detained, including detached areas, a more detailed attenuation
analysis may be required. See the Offsite Stormwater Impacts Analyses section for more
details.
20
Draft Revised V07

APPENDIX C
CONSTRUCTED STORMWA TER
WETLANDS CALCULATIONS
NCDENR DWQ SW401 WETLAND FORM
ENERGY DISSIPATER RIP RAP DESIGN
STORM DRAIN DESIGN
STORM DRAINAREA MAP
PRECIPITATION CALCULATIONS
BUOYANCY CALCULATIONS
ANTI SEEP COLLAR DESIGN
ii

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GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

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GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

JOB NAME JOB NUMBER PAGE NO.
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JOB DESCRIPTION BY ,per DATTE
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

JOB NAME JOB NUMBER PAGE NO.
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JO/B~D~ESCRIPTION BY DATE
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

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NC©ENR
ii
Permit Number
(to be provided by DWQJ
O~O~ W ,O.T ~9QG
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all the required information.
PROJECT INFORMATION

' Project name East Park Plaza
Contact name Eric Cornett
Phone number 304-255-2240
Date January 15, 2008
Drainage area number Wetland Pond No. 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,437,480 ftz
Impervious area 871,200 ft2
'
Percent impervious 60.6%
Delsign rainfall depth 1.0 inch
Peak Flow Calculations
' Does this project require pre/post control of the 1-yr 24-hr peak Y (Y or N)
flow?
1-yr, 24-hr runoff depth 3.2 in
1-yr, 24-hr intensity 4 in/hr
Pre-development 1-yr, 24-hr runoff 3.56 ft3/sec
Post-development 1-yr, 24-hr runoff
PrelPost 1-yr, 24-hr peak control 1.86
-1.7 ft3/sec
ft3/sec
Storage Volume: Non-SR Waters
' Design volume (temporary pool volume) 71,275 ft3
Depth of temporary poollponding depth (DP,a°,S) 12 in
Drawdown time 2.00 days
Diameter of orifice 5.00 in
' Coefficient of discharge (C
) used in orifice diameter
o
calculation 0.60 (unitless)

' Driving head (H°) used in the orifice diameter calculation 0.330 ft
Storage Volume: SR Waters Parameters
1-err, 24-hr depth in
Pn;-development 1-yr, 24-hr runoff ft3
' Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
1 Volume provided ft3
1
Form SW401-Wetland-Rev.1
OK
OK
OK
OK
Provide calculations to support this driving head.
Parts I and II. Project Design Summary, Page 1 of 3

' Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 71,817 ftz OK
Shallow Land 28,726 ftz OK
The shallow land percentage is: 40%
' Shallow Water 28,726 ftz OK
The shallow water percentage is: 40%
D~;ep Pool
Forebay portion of deep pool (pretreatment) 7,183 ftZ OK
The forebay surface area percentage is: 10%
Non-forebay portion of deep pool 7,182 ftz OK
The non-forebay deep pool surface area percentage is: 10%
' Total of wetland zone areas 71,817 ftz OK
Add or subtract the following area from the zones 0.00 ftz
' Topographic Zone Elevations
Temporary Pool
Shallow Land (top) 245.00 fmsl
' PE:rmanent Pool
Shallow Water (top) 245.00 fmsl
Deep Pool (top) 244.50 fmsl
' Most shallow point of deep pool's bottom 242.00 fmsl
Deepest point of deep pool's bottom 242.00 fmsl
DE;sign must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes: N (Y or N)
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
Has a clay liner Y
If yes:
Depth of topsoil above clay liner 4 in
Topographic Zone Depths
Temporary Pool
Shallow Land 12 in OK
Permanent Pool
Shallow Water 6 in OK
Deep Pool (shallowest) 30 in OK
Deep Pool (deepest) 30 in OK
Planting Plan
' Are cattails included in the planting plan? N (Y or N) OK
Number of Plants in planting plan recommended:
Herbacious (flinch diameter) 2,160
' Shrubs/small trees (1 gallon or larger) 1,440
Trees (1.5"dbh) 360
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4'inch diameter) 53 $7 ~~
Shrubs/small trees (1 gallon or larger) ~ 5'7 g aK-
Trees (1.5"dbh) 3 b6 °'~-

Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
' What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is'the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
,Approximate wetland length
Approximate wetland width
,Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
1

1

Form SW401-Wetland-Rev.1
Permit Number
(to be provided by DWQ)
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
NIA ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1.9:1 OK
375.0 ft
200.0 ft
75,000 ft2 This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Y (Y or N) OK
Parts I and II. Project Design Summary, Page 3 of 3

~~'_^~,,
~~
NCDENR
1
[1
Permit Number
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
~I PROJECT INFORMATION
Project name
Contact name
Phone number
' Date
Drs~inage area number
East Park Plaza
Eric Cornett
O~~F~W~A TF9~OG
> -1
=' ~~--+v~+v~
o ~ c
304-255-2240
January 15, 2008
Wetland Pond No. 2
' II. DESIGN INFORMATION
Site Characteristics
Dr<~inage area 335,412 ftz
ImI>ervious area 217,800 ftz
Percent impervious 64.9%
Design rainfall depth 1.0 inch
' Peak Flow Calculations
Does this project require prelpost control of the 1-yr 24-hr peak Y (Y or N)
flo~+/?
1-yr, 24-hr runoff depth 3.2 in
,1-yr, 24-hr intensity 4 inihr
Prey-development 1-yr, 24-hr runoff 0.89 ft3/sec
Post-development 1-yr, 24-hr runoff
' Prey/Post 1-yr, 24-hr peak control 0.66
-0.2 ft3/sec
ft3/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 17,720 ft3
Depth of temporary pool/ponding depth (DP,a~~s) 12 in
' Drawdown time 2.00 days
Diameter of orifice 2.50 in
' Coefficient of dischar
e (C
) used in orifice diameter
g
p 0.60 (unitless)
calculation

' Driving head (H°) used in the orifice diameter calculation 0.330 ft
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
' Volume provided ft3
Il
' Form SW401-Wetland-Rev.1
OK
OK
OK
OK
Provide calculations to support this driving head.
Parts I and II. Project Design Summary, Page 1 of 3

' Permit Number
(to be provided by IJWQJ

' Surface Areas of Wetland Zones
Suirface Area of Entire Wetland
18,900 ftz
OK
Shallow Land 7,560 ft2 OK
"the shallow land percentage is: 40%
' Shallow Water 7,560 ftZ OK
The shallow water percentage is: 40%
Deep Pool
' 1=orebay portion of deep pool (pretreatment) 1,890 ftz OK
"the forebay surface area percentage is: 10%
IJon-forebay portion of deep pool 1,890 ft2 OK
' 'the non-forebay deep pool surface area percentage is: 10%
'total of wetland zone areas 18,900 ft2 OK
iadd or subtract the following area from the zones 0.00 ft2
' Toppographic Zone Elevations
Temporary Pool
;ihallow Land (top) 205.00 fmsl
' Permanent Pool
Shallow Water (top) 205.00 fmsl
Deep Pool (top) 204.50 fmsl
l~lost shallow point of deep pool's bottom 202.00 fmsl
Deepest point of deep pool's bottom 202.00 fmsl
Design must meet one of the following two options:
"this design meets Option #1,
' Deep pool is 6inches below SLWT, If yes: N (Y or N)
SLWT (Seasonally Low Water Table) fmsl
"this design meets Option #2,
' lias a clay liner Y
If yes:
Depth of topsoil above clay liner 4 in
Topographic Zone Depths
Temporary Pool
' >hallow Land 12 in OK
Permanent Pool
>hallow Water 6 in OK
' Deep Pool (shallowest) 30 in OK
Deep Pool (deepest) 30 in OK

' Planting Plan
Are cattails included in the planting plan?
N (Y or N) OK
Number of Plants in planting plan recommended:
lierbacious (4`inch diameter) 570
' ;>hrubs/small trees (1 gallon or larger) 380
Trees (1.5"dbh) 95
Number of Plants in planting plan provided (several species of
each plant type are recommended):
' iierbacious (4'inch diameter) /350 0~
:ihrubslsmall trees (1 gallon or larger) yZ6 ° +~
' Trees (1.5"dbh) ~.~- o k
1
Form SW401-Wetland-Rev.1 Parts I and II. Project Design Summary, Page 2 of 3

Adld itional Information
' Cain the design volume be contained?
Dces volume in excess of the design volume flow evenly
distributed through a vegetated filter?
' 'What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
An: calculations for supporting the design volume provided in the
application?
' Is '~BMP sized to handle all runoff from ultimate build-out?
Is ilhe BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
' The length to width ratio is:
,Approximate wetland length
.Approximate wetland width
' .Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?

1
1
1
1

Form SW401-Wetland-Rev.1
Permit Number
(to be provided by DWQ)
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
N/A ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1.9:1 OK
190.0 ft
100.0 ft
19,000 ft2 This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Y (Y or N) OK
Parts I and II. Project Design Summary, Page 3 of 3

JOB NAME JOB NUMBER PACE NO.

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GRAY ENGINEERING CONSULTANTS_ INC. / 132 Pilgrim Road / Greenville. SC 29607 / (8641 297-3027

JOB NAME JOB NUMBER PAGE NO.
~ ~~ ~ Q,~
JOB DESCRI,PFTIjO~N g~' ~g q~ ~? p*~ n { BV DATE g
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50 100
Discharge (ft3/sec)
300 ~ 120
Outlet a = Oo + 0.4La 110
Pipe ~ ;-~ ';,~
diameter (Co) ~_ L _~ ; ~' ;i ~ !ii '
a 100 '; : r!' '` •;
v 7ailwater z 0.5DD II I!I''~{ li.
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JOB DESCRIPTION
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GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

JOB NAME JOB NUMBER PAGE NO.
~. ~~ ~~~
JOB DESCRIPTION 8Y DATE
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / {864) 297-3027

1
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JOB NAME JOB NUMBER PAGE NO.
.~7~' ~/.
JOB pDESCRIP710N 8Y DATE
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]

1

1

1

1

1

Developed Flow to Structures
Structure No. Area

SF Area

AC Coefficient Rainfall
10-YR
inlhr Flow
10-YR
cfs
Type
OUT FACE Al
Al - -- -- - -- HW
A2 23,550 0.54 0.95 7.60 3.90 D
A3 0 0.00 0.95 7.60 0.00 C
A4 123,200 2.83 0.95 7.60 20.42 D
A5 86,150 1.98 0.90 7.60 13.53 D
A6 87,550 2.01 0.60 7.60 9.17 D
A7 64,300 1.48 0.40 7.60 4.49 D
A8 24,650 0.57 0.50 7.60 2.15 D
A9 45,500 1.04 0.70 7.60 5.56 D
A10 55,250 1.27 0.75 7.60 7.23 D
A3.1 208,750 4.79 0.30 7.60 10.93 HW
OUT FACE 61
61 - -- -- - -- HW
B2 11,650 0.27 0.95 7.60 1.93 D
63 11,350 0.26 0.95 7.60 1.88 D
64 0 0.00 0.95 7.60 0.00 C
B5 30,550 0.70 0.95 7.60 5.06 B
66 16,000 0.37 0.95 7.60 2.65 B
67 34,250 0.79 0.85 7.60 5.08 B
68 46,550 1.07 0.75 7.60 6.09 B
69 20,450 0.47 0.75 7.60 2.68 D
610 12,850 0.29 0.95 7.60 2.13 D
64.1 20,750 0.48 0.95 7.60 3.44 D
64.2 5,250 0.12 0.95 7.60 0.87 D
84.3 19,000 0.44 0.95 7.60 3.15 D
B4.4 19,250 0.44 0.95 7.60 3.19 D
64.5 5,000 0.11 0.95 7.60 0.83 D
65.1 30,850 0.71 0.95 7.60 5.11 B
65.2 34,900 0.80 0.95 7.60 5.78 B
65.3 43,850 1.01 0.95 7.60 7.27 D
65.4 14,300 0.33 0.95 7.60 2.37 D
85.1.1 23,700 0.54 0.95 7.60 3.93 B
65.1.2 107,500 2.47 0.95 7.60 17.82 B
66.1 24,350 0.56 0.95 7.60 4.04 B
66.2 60,450 1.39 0.80 7.60 8.44 B
OUT FACE C1
C1 - - -- -- -- HW
C2 2,650 0.06 0.95 7.60 0.44 D
C3 4,500 0.10 0.95 7.60 0.75 D
C4 6,400 0.15 0.95 7.60 1.06 D
C5 3,650 0.08 0.95 7.60 0.60 D
C6 0 0.00 0.95 7.60 0.00 C
C7 19,800 0.45 0.95 7.60 3.28 A
C8 19,200 0.44 0.95 7.60 3.18 A
C2.1 2,650 0.06 0.95 7.60 0.44 D
C2.2 2,000 0.05 0.95 7.60 0.33 D
C2.3 2,000 0.05 0.95 7.60 0.33 D
C2.4 67,150 1.54 0.95 7.60 11.13 A
C2.1.1 2,750 0.06 0.95 7.60 0.46 D
C2.1.2 79,600 1.83 0.95 7.60 13.19 A
C3.1 6,250 0.14 0.95 7.60 1.04 D
C3.2 10,850 0.25 0.95 7.60 1.80 D
C3.3 32,200 0.74 0.95 7.60 5.34 D
C3.4 6,850 0.16 0.95 7.60 1.14 D
OUT FACE D1
D1 -- -- -- -- -- HW
D2 -- -- 0.95 7.80 0.00 C
D3 -- -- 0.95 7.80 0.00 C
D4 - - 0.95 7.80 25.00 OS
OUT FACE E1
E1 -- -- -- - - HW
E2 - -- 0.95 7.80 25.00 OS
JJB
270205 WMC-SC CALCS.XLS
1 /6/2008

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Recommended Pipe Size/Slope

From

To Cumulative

Flow (Q~o)
cfs Pipe

Size
in. Velocity

(Vp)
f s Actual

Slope
% Actual

Capacity (Glc)
cfs
> ~
10
OUTFAC E Al
Al - - -- -- -- -- •-
A2 Al 77.37 42 14.07 2.50 159.0 YES
A3 A2 73.46 42 13.36 1.00 100.6 YES
A4 A3 62.54 36 13.27 6.00 163.3 YES
A5 A4 42.12 36 8.94 0.50 47.1 YES
A6 AS 28.59 30 7.28 0.70 34.3 YES
A7 A6 19.42 30 4.95 0.50 29.0 YES
A8 A7 14.94 24 4.75 0.50 16.0 YES
A9 A8 12.79 24 4.07 0.50 16.0 YES
A10 A9 7.23 18 3.07 0.50 7.4 YES
A3.1 A3 10.93 24 3.48 1.56 28.2 YES
OUTFAC E B1

B2 61 93.74 48 14.92 1.00 143.6 YES
63 62 91.81 48 14.61 0.50 101.5 YES
B4 83 89.93 48 14.31 0.50 101.5 YES
65 B4 78.45 48 12.49 0.50 101.5 YES
B6 65 31.10 36 6.60 0.50 47.1 YES
67 66 15.98 18 6.78 5.00 23.5 YES
B8 67 10.90 18 4.62 3.00 18.2 YES
B9 68 4.81 18 2.04 1.50 12.9 YES
610 69 2.13 18 0.90 0.50 7.4 YES
B4.1 64 11.48 24 3.65 5.50 53.0 YES
64.2 64.1 8.04 24 2.56 0.50 16.0 YES
B4.3 B4.2 7.17 18 3.04 0.50 7.4 YES
64.4 64.3 4.02 18 1.71 0.50 7.4 YES
64.5 64.4 0.83 18 0.35 0.50 7.4 YES
65.1 BS 42.28 36 8.97 0.50 47.1 YES
B5.2 65.1 15.42 24 4.91 0.50 16.0 YES
65.3 65.2 9.64 24 3.07 0.50 16.0 YES
65.4 65.3 2.37 18 1.01 0.50 7.4 YES
65.1.1 B5.1 21.75 18 9.23 6.00 25.7 YES
B5.1.2 65.1.1 17.82 18 7.56 3.00 18.2 YES
B6.1 66 12.47 18 5.29 6.00 25.7 YES
66.2 66.1 8.44 18 3.58 2.00 14.8 YES
OUTFAC E C1
C1 -- -- -- -- -- -- --
C2 C1 44.50 30 14.17 10.00 129.6 YES
C3 C2 18.18 18 5.79 10.00 33.2 YES
C4 C3 8.13 18 2.59 10.00 33.2 YES
C5 C4 7.07 18 2.25 10.00 33.2 YES
C6 C5 6.46 18 2.06 4.00 21.0 YES
C7 C6 6.46 18 2.06 0.50 7.4 YES
C8 C7 3.18 18 1.01 0.50 7.4 YES
C2.1 C2 25.88 24 8.24 1.50 27.7 YES
C2.2 C2.1 11.79 24 3.75 0.50 16.0 YES
C2.3 C2.2 11.46 24 3.65 0.50 16.0 YES
C2.4 C2.3 11.13 24 3.54 0.50 16.0 YES
C2.1.1 C2.1 13.65 18 4.34 10.00 33.2 YES
C2.1.2 C2.1.1 13.19 18 4.20 10.00 33.2 YES
C3.1 C3 9.31 18 2.96 1.00 10.5 YES
C3.2 C3.1 8.27 18 2.63 1.00 10.5 YES
C3.3 C3.2 6.47 18 2.06 10.00 33.2 YES
C3.4 C3.3 1.14 18 0.36 1.50 12.9 YES
OUTFAC E D1
D1 -- -- -- -- __ - ..
D2 D1 25.00 30 7.96 5.00 91.7 YES
D3 D2 25.00 30 7.96 13.50 150.6 YES
D4 D3 25.00 30 7.96 13.23 149.1 YES
OUTFAC E E1
E1 - - __ __ _ _ ..
E2 E1 25.00 24 7.96 15.63 89.4 YES
JJB
270205 W MC-SC CALCS.XLS
1 /6/2008

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r
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1

S TORM DRAIN SCHEDULE
PIPE INVERT ELEVATION
FROM TO LENGTH
FT. DIA.
IN SLOPE
% INFL.END
FT. EFFL.END
FT.
OUTFACE Al
Al -- -- -- -- 240.00 --
A2 Al 90 42 2.50 242.25 240.00
A3 A2 119 42 1.00 243.44 242.25
A4 A3 107 36 6.00 249.86 243.44
A5 A4 185 36 0.50 250.79 249.86
A6 A5 145 30 0.70 251.80 250.79
A7 A6 194 30 0.50 252.77 251.80
A8 A7 47 24 0.50 253.01 252.77
A9 A8 150 24 0.50 253.76 253.01
A10 A9 196 18 0.50 254.74 253.76
A3.1 A3 36 24 1.56 244.00 243.44
OUTFACE 61
61 -- -- -- -- 240.00 --
62 61 104 48 1.00 241.04 240.00
63 62 130 48 0.50 241.69 241.04
64 63 73 48 0.50 242.06 241.69
65 64 234 48 0.50 243.23 242.06
66 65 410 36 0.50 245.28 243.23
67 66 104 18 5.00 250.48 245.28
B8 67 105 18 3.00 253.63 250.48
69 68 182 18 1.50 256.36 253.63
610 69 45 18 0.50 256.58 256.36
64.1 B4 118 24 5.50 248.55 242.06
64.2 64.1 84 24 0.50 248.97 248.55
64.3 64.2 113 18 0.50 249.53 248.97
64.4 64.3 111 18 0.50 250.09 249.53
64.5 64.4 145 18 0.50 250.81 250.09
B5.1 65 173 36 0.50 244.09 243.23
65.2 65.1 123 24 0.50 244.71 244.09
65.3 B5.2 130 24 0.50 245.36 244.71
65.4 B5.3 58 18 0.50 245.65 245.36
65.1.1 B5.1 57 18 6.00 247.51 244.09
65.1.2 65.1.1 57 18 3.00 249.22 247.51
66.1 66 114 18 6.00 252.12 245.28
B6.2 66.1 124 18 2.00 254.60 252.12
OUTFACE C1
C1 -- -- -- -- 205.00 --
C2 C1 78 30 10.00 212.80 205.00
C3 C2 78 18 10.00 220.60 212.80
C4 C3 58 18 10.00 226.40 220.60
C5 C4 50 18 10.00 231.40 226.40
C6 C5 48 18 4.00 233.32 231.40
C7 C6 98 18 0.50 233.81 233.32
C8 C7 98 18 0.50 234.30 233.81
C2.1 C2 163 24 1.50 215.25 212.80
C2.2 C2.1 156 24 0.50 216.03 215.25
C2.3 C2.2 22 24 0.50 216.14 216.03
C2.4 C2.3 36 24 0.50 216.32 216.14
C2.1.1 C2.1 22 18 10.00 217.45 215.25
C2.1.2 C2.1.1 26 18 10.00 220.05 217.45
C3.1 C3 250 18 1.00 223.10 220.60
C3.2 C3.1 63 18 1.00 223.73 223.10
C3.3 C3.2 44 18 10.00 228.13 223.73
C3.4 C3.3 270 18 1.50 232.18 228.13
OUTFACE D1
D1 -- -- -- -- 193.00 --
D2 D1 92 30 5.00 197.60 193.00
D3 D2 178 30 13.50 221.63 197.60
D4 D3 154 30 13.23 242.00 221.63
OUTFACE E1
E1 -- -- -- -- 192.00 --
E2 E1 64 24 15.63 202.00 192.00
JJB
270205 W MC-SC CALCS.XLS
1 /6/2008

1

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STRUCTURE
INLET
NO. TYPE TOP WEIR BTM. DEPTH
ELEV. ELEV. ELEV. FT.
OUTFACE Al
Al HW -- -- 240.00 --
A2 D 257.80 257.30 242.25 15.55
A3 C 259.40 -- 243.44 15.96
A4 D 260.00 259.50 249.86 10.14
A5 D 259.30 258.80 250.79 8.52
A6 D 259.20 258.70 251.80 7.40
A7 D 263.50 263.00 252.77 10.23
A8 D 263.50 263.00 253.01 10.50
A9 D 259.20 258.70 253.76 5.44
A10 D 259.00 258.50 254.74 4.27
A3.1 HW - -- 244.00 --
OUTFALL 81
B1 HW -- -- 240.00 --
62 D 259.00 258.50 241.04 17.96
63 D 258.90 258.40 241.69 17.21
64 C 259.00 - 242.06 16.95
65 B -- 255.40 243.23 12.18
86 B -- 258.00 245.28 12.73
67 B -- 258.00 250.48 7.53
BS B -- 258.00 253.63 4.38
B9 D 260.80 260.30 256.36 4.44
B10 D 260.80 260.30 256.58 4.22
B4.1 D 256.50 256.00 248.55 7.95
64.2 D 256.50 256.00 248.97 7.54
64.3 D 256.00 255.50 249.53 6.47
B4.4 D 256.00 255.50 250.09 5.91
B4.5 D 255.50 255.00 250.81 4.69
B5.1 B -- 253.50 244.09 9.41
65.2 B -- 252.40 244.71 7.69
B5.3 D 249.40 248.90 245.36 4.04
65.4 D 249.40 248.90 245.65 3.76
65.1.1 B - 253.50 247.51 5.99
65.1.2 B -- 253.50 249.22 4.28
B6.1 B -- 259.00 252.12 6.88
66.2 B 259.00 254.60 4.41
OUTFACE C1
C1 HW -- -- 205.00
C2 D 237.30 236.80 212.80 24.50
C3 D 239.40 238.90 220.60 18.80
C4 D 241.20 240.70 226.40 14.80
C5 D 239.50 239.00 231.40 8.10
C6 C 239.00 -- 233.32 5.68
C7 A 239.83 239.00 233.81 6.02
CS A 239.83 239.00 234.30 5.53
C2.1 D 229.40 228.90 215.25 14.16
C2.2 D 221.60 221.10 216.03 5.57
C2.3 D 221.60 221.10 216.14 5.46
C2.4 A 221.83 221.00 216.32 5.51
C2.1.1 D 229.40 228.90 217.45 11.96
C2.1.2 A 231.83 231.00 220.05 11.79
C3.1 D 228.50 228.00 223.10 5.40
C3.2 D 229.30 228.80 223.73 5.57
C3.3 D 236.50 236.00 228.13 8.37
C3.4 D 239.00 238.50 232.18 6.82
OUTFACE D1
D1 ED 196.33 -- 193.00 --
D2 C 203.00 -- 197.60 5.40
D3 C 228.00 -- 221.63 6.37
D4 OS 247.80 -- 242.00 --
OUTFAIL E1
E1 ED 195.33 -- 192.00 --
E2 OS 508.50 -- 202.00 --
' JJB
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OUTLET STRUCTURE -BUOYANCY CALCS ,1.16 01 /03/08
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GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / 864.297.3027

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