SW3170301_Application_20170307

Lu I
ISAACS o
CIVIL ENGINEERING DESIGN & LAND SURVEYING C \
8720 RED OAK BOULEVARD, STE. 420 LETTER OF TRANSMITTAL
CHARLOTTE, N.C. 28217 DATE: 3/6/2017 JOB NUMBER: 16240
PHONE [phone] FAX [phone]
ATTENTION: Ms.Karen Higgins
RE: Broxton Soccer Complex
TO NCDEQ-Dept. of Water Quality
Room 942E Archdale Bldg.
512 N Salisbury Street
Raleigh, NC 27604
WE ARE SENDING YOU Z Attached ❑ Under Separate cover via the following items:
❑ Shop drawings ❑ Prints Plans 0 Applications ❑ Specifications
❑ Copy of letter ❑Disk ❑
COPIES DATE NO. DESCRIPTION
1 Review Fee(check for$505.00)
2 Original and copy of permit application
1 Original supplemental forms and O&M docs (wetpond)
1 USGS map
1 Project calculations (includes project narrative)
2 Construction plans
1 soils report
1 copy of current deed
THESE ARE TRANSMITTED as checked below:
S For approval ❑ Approved and submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑✓ For review and comment ❑
REMARKS
Enclosed, please find required documents for your review and approval.The O&M form were not yet signed and
will send as soon as the owner return from his trip abroad. If you have any questions/comments, please contact
Brent Cowan @ 704-227-9402 or via email [e-mail] you.
rg
2017
40E&BUA FER p SOURCES
ERAgfTTING
COPY TO SIGNED Ronnie Rovillos

- - T = DWQ USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules- ❑ Coastal SW-1995 0 Coastal SW-2008 0 Ph II-Post Construction
(select all that apply) 0 Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
0 Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Broxton Soccer Complex
2. Location of Project(street address):
8101 Old Waxhaw Monroe Road
City:Waxhaw County:Union Zip:28173
3. Directions to project(from nearest major intersection):
Approximately 657 feet west from the intersection of Providence Rd.S(SR 1117) and Old Waxhaw Monroe
Rd (SR 1111)towards US Hwv 75
4. Latitude:34°54'54"N Longitude:80°43'32"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is (check one)• ®New ['Modification ❑Renewal w/ Modificationt
tRenezvals with modifications also requires SWU-102-Renewal Application Form
b If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date(if known) ,and the status of
construction: ['Not Started [Partially Completed* ❑Completed* *provide a designer's certification
2 Specify the type of project(check one):
❑Low Density ®High Density ['Drains to an Offsite Stormwater System ['Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application,list the stormwater project number,if
assigned, and the previous name of the project,if different than currently
proposed,
4.a Additional Project Requirements (check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ►/Sedimentation/Erosion Control:18.00 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? No ❑Yes
• If yes,see S.L.2012-200, Part VI:http://portal.ncdenr.org/web/wq/ws/su/statesw/rules laws
Form SWU-101 Version 06Aug2012 Page 1 of 6

' III.. CONTACT INFORMATION
1.a.Print Applicant/ Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual,etc.who owns the project):
Applicant/Organization:David Broxton
Signing Official&Title:David Broxton(Property Owner)
b.Contact information for person listed in item la above:
Street Address:9809 Saddle Ave.
City:Waxhaw State:NC Zip:28713
Mailing Address(if applicable):
City: State: Zip:
Phone- (803 ) 313-2429 Fax: ( )
Email:[e-mail]
c.Please check the appropriate box.The applicant listed above is:
®The property owner (Skip to Contact Information,item 3a)
n Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
El Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
IT Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip-
Mailing Address(if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3 a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
'person who can answer questions about the project:
Other Contact Person/Organization:David Broxton
Signing Official&Title:Owner
b.Contact information for person listed in item 3a above:
Mailing Address:9809 Saddle Ave.
City:Waxhaw State:NC Zip:28713
Phone: (803 ) 313-2429 Fax: ( )
Email:
4. Local jurisdiction for building permits:Town of Waxhaw
Point of Contact.Dennis Rorie,Town Engineer Phone#: (704 ) 843-2195 ext.232
Form SWU-101 Version 06Aug2012 Page 2 of 6

IV.. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Runoff from impervious surfaces will be collected in drop inlets and swales and routed to a BMP(Wet Pond)
sized to accommodate the contributing on-site watershed.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date.
❑ Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with.
n Coastal SW-1995 ❑Ph II-Post Construction
3 Stormwater runoff from this project drains to the Catawba River basin.
4 Total Property Area: 61.278 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area': 61.278 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(NHVV) line or Mean High Water
(MHVV)line, and coastal wetlands landward from the NHW(or MHVY) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW(orMHVY) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/Total Project Area)X 100 =20.47
9. How many drainage areas does the project have?1 (For high densihj, count 1 for each proposed engineered
stormzvater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
13asi i Infonnation_ = , Drainage Area 1-. Drainage Jkrea,2 D_ rairiage Area 3 Drain age-Area
Receiving Stream Name Davis Branch
Stream Class * C
Stream Index Number* 11-139-3
Total Drainage Area(sf) 801,504
On-site Drainage Area(sf) 788,872
Off-site Drainage Area(sf) 12,632
Proposed Impervious Area**(sf) 174,676
% Impervious Area**(total) 21 80
Irripeiviciti,*,Surface Area, -_ :-Drainage Area 1 Drainage Area 2. DrainageArea: D iauiage:Area
On-site Buildings/Lots (sf) 0
On-site Streets (sf) 19,830
On-site Parking (sf) 57,883
On-site Sidewalks (sf) 0
Other on-site (sf)
Future(sf) 96,963
Off-site (sf) 12,632
Existing BUA***(sf)
Total (sf): 187,308
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/zveb/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including, but not limited to, buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version 06Aug2012 Page 3 of 6

,'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined?Provide documentation.Topographic Survey
and design result in no offsite water entering bmps. See construction drawings for more information.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1 Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants KA&
Form (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed,signed and dated)and O&M Rev-
agreement(s)for each BMP.
4 Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to
http-//www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages) describing the stormwater treatment/managementfor P42-
the project. This is required in addition to the brief summary provided in the Project
Information,item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the/
mile radius on the map.
7. Sealed,signed and dated calculations (one copy).
8 Two sets of plans folded to 8.5" x 14" (sealed,signed,&dated),including: T-
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters.
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevations.
1. Details of roads,drainage features,collection systems,and stormwater control measures.
m Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
Form SWU-101 Version 06Aug2012 Page 4 of 6

• o. Drainage areas delineated(included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DWQ to verifij the SHWT prior
to submittal, [phone].)
10 A copy of the most current property deed.Deed book: 6560 Page No:834
11. For corporations and limited liability corporations (LLC):Provide documentation from the NC ('l/A
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.Download the latest versions for each submittal
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Anthony Brent Cowan,PE
Consulting Firm:The Isaacs Group,PC
Mailing Address:8720 Red Oak Blvd.,Ste.420
City:Charlotte State:NC Zip:28217
Phone: (704 ) 227-9402 Fax: (704 ) 227-9403
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information,item 2 has been filled out, complete this
section)
I, (pent or type name of person listed in Contact Information,item 2a)David Broxton ,certify that I
own the property identified in this permit application,and thus give permission to (print or type name of person
listed in Contact Information,item 1a)David Broxton with(print or type name of organization listed in
Contact Information,item la) David Broxton to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 06Aug2012 Page 5 of 6

agreement or penamg property sales contract nas peen proviaea wim me summmai,wmcn marcates me party
responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DWQ Stormwater permit reverts back to
me,the property owner.As the property owner,it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
.- assessme : penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
0,.� 2 A ii7
i fore: Date:
I,l 6--11.'. 1 &KS ,a Notary Public for the State of teJ'ili Cal-PL-INA ,County of
i CCJ013CU1,(r ,do hereby certify that 0.D"0 GOt Tbo personally appeared
before me this i? day of fece7N triki '70 it ,a cknowledge the due execution of the application
for a stormwater permit. Witness my hand and official seal
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My commission expires NJJ'^�2-`i ,-2A,I7
X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item la)David Broxton ,certify that the
information included on this permit application form is,to the best of my knowledge,correct and that the project
will be constructed in conformance with the approved plans,that the required deed restrictions and protective
covenants will be recorded,and that the proposed project complies with the requirements of the applicable
St. wati ✓ der 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
ignature: Date:
I,Qt136(a & 1 ' ,a Notary Public for the State o416(0114 Got2OL4tJ ,County of

Y( ––— --V ,uv aicicvy a.ctu-Iy u,M --.. -•, •,..��-� Xi!Lir...3 personally appeared
• before me this 141.7 day of 21 Af16 en ,/2°13 ,and .cknowled_•a the due execution of the application
for a stormwater permit. Witness my hand d official seal • &IA-)
0,0111117,777/,,
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SEAL
My commission expires )& 44i (2. q-\-707
7
Form SWU-101 Version 06Aug2012 Page of 6

agreement or pending property sales contract has been provided with the submittal,which indicates the party
responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DWQ Stormwater permit reverts back to
me,the property owner.As the property owner,it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
• assessme penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
2 / S/17
ignature: Date:
G-<6 ,a Notary Public for the State of fdedirti caZ)LJ 1 ,County of
11/Z( (5N CUr,& ,do hereby certify that C i\O personally appeared
before me this day of !Jut/j '2011 , cknowledge the due execution of the application
for a stormwater permit. Witness my hand and official seal
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My commission expires N J J^t 1�'q 11,0i7
X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item 1a)David Broxton ,certify that the
information included on this permit application form is,to the best of my knowledge,correct and that the project
will be constructed in conformance with the approved plans,that the required deed restrictions and protective
covenants will be recorded,and that the proposed project complies with the requirements of the applicable
st s watpx der 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
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Signature: Date:
964I, 61"6 ,a Notary Public for the State oH+) 04120(-41A ,County of

Cyt t )r Ufkr. ,do hereby certify that PGV1(J fb(401L1bki personally appeared
before me this day of '` '4 , '1� ,and cknowled_•e the due execution of the application
for a stormwater permit. Witness my hand end official seal A
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Form SWU-101 Version 06Aug2012 Page of 6

Permit No
(to be provided by DWQ)
OF W A7-
A •'
NCDENR '
O �Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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 of the required information.
I: PROJECTINFORMATION , - . - . P
Project name - - - Broxton Soccer Complex-- = - . -
Contact person I - - A.Brent Cowan,PE
Phone number 17045273440 - : I
Date j2/22/2017
Drainage area number 1B-POST DEV 1 - !
Il. DESIGN INFORMATION
Site Characteristics
Drainage area ( e 801,5341e
Impervious area,post-development 187,3081ft2
%impervious 23 37
Design rainfall depth a 2 81 in
Storage Volume: Non-SA Waters
Minimum volume required . 18,165ift3
Volume provided 18,1651 ft3
OK,volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1 5"runoff volume l ft3
Pre-development 1-yr,24-hr runoff 1 -
Post-development 1-yr,24-hr runoff 9 ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required? Y I(Y or N)
1-yr,24-hr rainfall depth 2.61 in
Rational C,pre-development !- 0 28](unitless)
Rational C,post-development ; :0 351(unitless)
Rainfall intensity:1-yr,24-hr storm 0 14 in/hr OK
Pre-development 1-yr,24-hr peak flow 1 72 ft3/sec
Post-development 1-yr,24-hr peak flow 0.76 ft3/sec
Pre/Post 1-yr,24-hr peak flow control -0.96 ft3/sec
Elevations
Temporary pool elevation I 645.671fmsl
Permanent pool elevation 1 - - 644 501fmsl
SHWT elevation(approx at the perm pool elevation) 1 642 83ifmsl
Top of 10ft vegetated shelf elevation ) 645 001 fmsl
Bottom of 10ft vegetated shelf elevation 644.00;fmsl Data not needed for calculation option#1,but OK if provided
Sediment cleanout,top elevation(bottom of pond) r . 639 001fms1
Sediment cleanout,bottom elevation { - 638 001fmsl Data not needed for calculation option#1,but OK if provided
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp.pool? N !(Y or N)
Elevation of the top of the additional volume ; - lfmsl
•
Form SW401-Wet Detention Basin-Rev 9-4/18/12 Parts I &II Design Summary,Page 1 of 2

5, 1
Permit No ,
(to be provided by DWQ)
II. DESIGN INFORMATION ,. - - ., .
Surface Areas
Area,temporary pool - 16,65 18 ft2
Area REQUIRED,permanent pool 6,973 ft2
SA/DA ratio 1 0.87!(unttless)
Area PROVIDED,permanent pool,Aperm_pool 1 . 12,323jft OK
Area,bottom of 10ft vegetated shelf,Abot_shelf F -- '10,5421 ft2
Area,sediment cleanout,top elevation(bottom of pond),Abotyond I 3,501 i ft2
Volumes
Volume,temporary pool 18,1651 ft3 OK
Volume,permanent pool,Vpe.,-psi I - 39,694)ft3
Volume,forebay(sum of forebays if more than one forebay) I 8,4281 ft3
Forebay%of permanent pool volume 21.2% % OK
SAIDA Table Data
Design TSS removal r 85?%
Coastal SNDA Table Used'? 1 N 1(Y or N)
Mountain/Piedmont SNDA Table Used'? 1 , Y, ' 1(Y or N) ,
SNDA ratio 0 87(unitless)
`O�� Al CA�O144\
/1•1',
Average depth(used in SNDA table)•
%%s0
`� s
• sCalculation option 1 used?(See Figure 10-2b) � Y �(Y or N) 'oma� •••••� •••••• ��Volume,permanent pool,Vperm_pool 39,694 ft' THEISAACSArea provided,permanent pool,Apermyooi 12,323 ft2GROUP,P.CAverage depth calculated I- . . 3.18)ft OKm ; ENGINEERING
Average depth used in SA/DA,day,(Round to nearest 0 5ft) l 3 O1 ft OK >13 •LAND SURVEYING:A:
S
Calculation option 2 used?(See Figure 10-2b) ! 1(Y or N) T'.• NO.C-1069 �'I�Q Z
Area provided,permanent pool,Ape m pool 12,323 ft2 ' �° .%.®•••o•••.•'Q`� 4.
Area,bottom of 10ft vegetated shelf,Abot shelf 10,542 ft2 ''171 F QF Al) ���•
o,, 1e�0
Area,sediment cleanout,top elevation(bottom of pond),Abot_pond 3,501 ft2 litim111
"Depth"(distance b/w bottom of 10ft shelf and top of sediment) 5 00 ft
Average depth calculated — - 3 22,ft OK ?1 —I��
Average depth used in SNDA,dam„(Round to down to nearest 0 5ft) j - - _3,01ft OK e���iE81 6 t Epi 6
Drawdown Calculations 0e®4,0,.44-n� C'A� , ,,,
Drawdown through orifice'? J _ y (Y or N) �® -1 ; se oVESsip. N
V.
Diameter of orifice(if circular) 2 25'1 in a
Area of orifice(if-non-circular) { in2 J.•• _:z; ; z r o
Coefficient of discharge(Ca) 1 0.601(unitless) 1p�L. - e _
Driving head(Ho) 0,581ft = +�°�rj'�u.� o
Drawdown through weir? N ;(Y or N) ® �%.4)1,'=`-
Weir type 1 - '- I(unifless) ®��°�'••°�NI=E?�`,�a
i ® w
Coefficient of discharge(CW) (unttless) `0. O�, as
Length of weir(L) ) !ft
o ;a
Driving head(H) I - - ?ft , /45j '14 t e ;i
Pre-development 1-yr,24-hr peak flow j .- 1.721ft3/sec
Post-development 1-yr,24-hr peak flow 0 761 ft3/sec
Storage volume discharge rate(through discharge orifice or weir) ! 0 021ft3/sec
Storage volume drawdown time I 2.071 days OK,draws down in 2-5 days
:
Additional Information
Vegetated side slopes 31.1 OK
Vegetated shelf slope 101.1 OK
Vegetated shelf width 10.01 ft OK
Length of flowpath to width ratio .- 31.1 OK
Length to width ratio 1 - 1.51 1 OK
Trash rack for overflow&orifice'? Y I(Y or N) OK
Freeboard provided 1 2.01ft OK
Vegetated filter provided'? - I N I(Y or N) Insufficient. Vegetated filter required
Recorded drainage easement provided? - Y . . 1(Y or N) OK
Capures all runoff at ultimate build-out? 1 Y 1(Y or N) OK
Drain mechanism for maintenance or emergencies is. :Drain pipe w/gate valve - -. ' . - . . ___ _ 1
Form SW401-Wet Detention Basin-Rev 9-4/18/12 Parts I &II Design Summary,Page 2 of 2

Permit No
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below. If a
requirement has not been met,attach justification.
Page!Plan
Initials Sheet No.
}. G.2! 1. Plans(1"-50'or larger)of the entire site showing:
L 2 dir -Design at ultimate build-out,
e: 2 3 -Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Basin dimensions,
:Z -Pretreatment system,
-High flow bypass system,
6:12.1 -Maintenance access,
-Proposed drainage easement and public right of way(ROW),
C2, Z -Overflow device,and
-Boundaries of drainage easement
Rtl2 C .2. 2. Partial plan(1"=30'or larger)and details for the wet detention basin showing:
62,2. -Outlet structure with trash rack or similar,
e.2, I -Maintenance access,
2 Z -Permanent pool dimensions,
.� -Forebay and main pond with hardened emergency spillway,
L Z L -Basin cross-section,
Vegetation specification for planting shelf,and
2' -Filter strip.
R C 2,.Z 3. Section view of the wet detention basin(1"=20'or larger)showing:
C 2,2. -Side slopes,3:1 or lower,
2. 2. -Pretreatment and treatment areas,and
z ,Z -Inlet and outlet structures.
et.I 4. If the basin is used for sediment and erosion control during construction,clean out of the basin is specified
on the plans prior to use as a wet detention basin.
tYt ul-i,5 5. A table of elevations,areas,incremental volumes&accumulated volumes for overall pond and for forebay,
to verify volume provided.
1,1 6 A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized
r � Ml fk E#%aP 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance(O&M)agreement 7 4 c L-. Y (-311
T fet-L"
fil 9. A copy of the deed restrictions(if required)
t t 4-rim k&' 10. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev 9-4/18/12 Part III Required Items Checklist,Page 1 of 1

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected,repaired or replaced immediately. These deficiencies can affect the integrity
of structures,safety of the public,and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
does M does not incorporate a vegetated filter at the outlet.
This system (check one):
does M does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established,the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed,until the plants become established(commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance,the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year,a dam safety expert should inspect the embankment.
After the wet detention pond is established,it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully,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 Maintain vegetation at a height of
long approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead,diseased or Determine the source of the
dying. problem: soils,hydrology,disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the . sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails,phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office,or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.50 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 4.50 -feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 644.50
Sediment Removal E .639.00 I Pe maven Pool
Volume Sediment Removal Elevation 640.00 Volume
Bottom Elevatio 638.00 -ft Min.
Sediment Bottom Elevation 639.00 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

i
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:BROXTON SOCCER COMPLEX
BMP drainage area number:1
Print name:David Broxton
Title:Owner/Developer
Address:9809 Saddle Ave. Waxhaw,NC 28713
Phone:[phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this
day of , , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

r II Project Narrative
Project Description
The project site is located in Town of Waxhaw, Union County, N.C. and is an approximately 61 acre parcel along
Old Waxhaw Monroe Road (S.R. 1111). The proposed project consists of a recreation facility and driveway
connection to Old Waxhaw Monroe Road in accordance with NCDOT requirements. The project area drains to
Waxhaw Creeks and is subject to the site specific Water Quality Management requirements prescribed by the
N.C. Division of Water Quality(NCDWQ) as outlined in the regulations for the Goose Creek Watershed.
NCDWQ requirements that have been met in the design of this project include the control and treatment of the
difference in the stormwater runoff from the pre-development and post-development conditions for the one-year,
24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
practicable based upon soil conditions.
The rainfall amounts used in the analysis of this project were obtained from Charlotte-Mecklenburg Storm Water
Design Manual.
Structural stormwater controls have been provided to meet the following minimum requirements:
a. Remove an 85 percent average annual amount of Total Suspended Solids
b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention
ponds.
c. Discharge the storage volume at a rate equal or less than the pre-development discharge rate for the
one-year, 24-hour storm.
d. Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
Additional stormwater management measures have been provided for this project as required by Town of
Waxhaw to include the following:
a. In accordance with Section 3.1.3 of the Town of Waxhaw Stormwater Design Manual, the post
developed discharge rate at the property boundary is less than or equal to the pre development rate
for the (2 & 10) two and ten year storm events.
Natural Resources Inventory
The parcel is covered in approximately 65% woods and 35% grass fields. Soil & Forestry Services of the
Carolinas, PA (S&FS) has performed a stream/wetlands delineation/study and confirmed with the U.S. Army
Corp of Engineers and N.C. Division of Water Quality that an existing on-site wetland and two streams which
intersect the property are considered Waters of the State (Reference Wetland JD Dated 3/12/15 per attached in
appendix A)
Existing on-site slopes range from 2 to 20 percent on average and existing soil types on site is predominantly
Georgeville Silty Clay Loam (Hydrologic Group B). Soil & Forestry Services of the Carolinas, PA (S&FS) has
performed on-site geotechnical testing to establish soil suitability for proposed stormwater BMP construction, as
well as establish hydraulic conductivity of on-site soils for suitability for infiltration devices along with the vertical
location of Seasonal High Water Tables at the locations of the proposed BMP 1.
Existing and Proposed Drainage Patterns
Proposed drainage patterns to the proposed on-site BMP maintain existing drainage patterns to the maximum
extent practicable as need to create a balanced distribution of storm water flow thru BMP 1 in a consistent
manner with existing flows.

Pvoposed BMP#1 (Wet Pond)
BMP #1 (Wet Pond) has been designed per the NCDENR requirements of the contributing drainage area
(18.40 ac.)to meet 85% TSS removal, 25% TN and 40% TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP#1 are 0.17 cm/hr(0.0688 in/hr) and do not support infiltration measures.
Additionally, the SHWT was established as required to establish the minimum vertical separations as outlined by
the NCDENR and DWQ requirements. BMP#1 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre-development and post-
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25%
TN (min) and 40% TP (min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours.
• Discharge the storage volume at a rate equal or less than the pre-development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (2 & 10)two and ten year storm events.

1 :24,000 USGS 'Waxhaw' Topo map
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(�`_ ;1' 117�,;MASSEY_RD

STIR! Ft"iFDRESTRY:*
,
SERVICES
La
of THE`96RF]LCNAS,706A
PO Box 832
Mooresville, NC 28115
www.soilandforestryservices.com
February 3,2017
Job# 17-1004
David Broxton
9809 Saddle Avenue
Waxhaw,NC 28713
Re: Seasonal High Water Table Determination-Waxhaw,NC.
At your request Soil &Forestry Services of the Carolinas,PA(S&FS)has performed
detailed soil profile descriptions for design of a proposed storm water device. The work was
performed at a 61-acre parcel located on Old Waxhaw Monroe Road in Waxhaw. The Isaacs
Group,PC Service Industries,Inc(PSI)provided S&FS with a site plan depicting the
location of the proposed stormwater device. S&FS performed two hand auger borings in the
proposed BMP location. The scope of work involved determining seasonal high water table
(SHWT)depths within the location of the proposed device. A brief report of the methods
utilized in this evaluation and the results obtained follow.
Soil/Site Evaluation
Two detailed soil borings were performed by S&FS in determining SHWT depths at two
locations requested by project engineers. The evaluation was performed by advancing hand
auger borings at the locations proposed for the stormwater BMP. The auger boring locations
were furnished by The Isaacs Group,PC. The hand auger boring locations are shown on the
attached site plan provided by The Isaacs Group. The evaluation involved identifying and
recording soil morphological conditions at the requested locations in order to develop a soil
profile description included with this report. The results of our evaluation are listed below.
The evaluated area occupied a drainageway on the subject property. An earlier investigation
by S&FS determined the nearby stream feature to be ephemeral in classification. Land cover
in the evaluated area was predominantly mature hardwood species. Soil and site conditions
were moist at the time of field evaluation.
The subject property occurs in southwest Union County. Most of the soil series in the area of
the property were derived from the weathering of Carolina Slate Belt rocks. As such,the
area soils contain high percentages of silt textures.

Two hand auger borings were taken in the proposed BMP. One boring was placed in the
aforementioned drainageway to a depth of 4 feet. The second boring was taken on a nearby
side slope landscape position to a depth of 6 feet.
Seasonal High Water Table
The approximate auger boring locations are shown on the attached map. The 4' boring
contained evidence of SHWT at 30 inches. The 6' boring contained evidence of SHTW at 26
inches. Profile descriptions for both hand auger borings are attached with this report.
Evidence of SHWT was determined via the presence of<2 chroma mottles as referenced in
Munsell color charts.
Soil&Forestry Services,PA is pleased to be of service in this matter and we look forward to
assisting in the successful completion of the project.
Sincerely,
eidef 4-72-
Wendell Overby, L S, RF1 ' /:e. � ° ° 21.
Enc: Figure 1: Site Plan with Hand Auger Boring Locations
Figure 2: Profile Descriptions ;
•

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:t\ `.\ - -- ----------- -_11-=------,-----,----------------_ - -__-- -_ = --=- _ _ ' -,,,-"Yo. ly`,
a♦ ♦_{SCA -j---'-- -.yx,d rig-
�. »� 'i 1 '�-i14-�. �1 "'

I , h
Figure 2. Soil Profile Description -
S&FS Project Name: Broxton Date: 213117
Job Number: 16-17004 Conducted By:Wendell Overby
Boring Location Test area#1(HA-1) Test area#2(HA-2)
, Honzon 1 Depth 0-4" 0-7"
Horizon Designation A A ,
Mathx Color - 7.5YR 4/4 2.5Y 5/3
Mottle Color - ` _ •
- Texture Loam -- - • . Silt loam - -
• Structure' Granular • " - - Granular
-Moist consistence - Friable - ' -- . Friable
Horizon 2.
-Depth- - - 4-30" - - 7-11".-
- Horizon,Designation
- Matrix Color 7.5YR.414 - ., •7.5YR 4/4 -, .-.,-.
- -Mottle Color = 2.5Y 5/3 7.5YR 3/4" -- " - -
_ Texture. - - - Siltyclay loam S illy clay loam
., ,Structure- - - - . , Blocky - • ` Blocky - . -
- Moist consistence_ -- - - Friable , •- Friable . - -
Horizon 3 Depth, , , - 30-40" •` _ • 11-26" ,
Horizon Designation - - - Bt2 - Btl -
• Matrix Color,.- '.. , . 10YR 5/4 -° 4 0YR 5/6,` " r.•= '
Mottle-Color' . _ -2.5Y 6/1-2.5YR 6/6 - •- • -2.5YR 4/8 , . -
_ Texture ' . Silty clay ' Clay
Structure. " -,. -:Blocky _ , . ' Blocky - "
• Moist consistence , _ .• - Friable• • • Friable- - - .
Horizon 4 Depth- 40-48" - 26=50" - -
Horizon,Designation . Bt3.- Bt2
- -Matrix Color 2.5Y 616 " 10YR 6/6
Mottle Color G1 7/N 2.5YR 5/8 2.5Y-8/1
Texture. . Clay - Clay: _
Structure Blocky ` ' Blocky • ',
Moist Consistence Friable Firm
Horizon 5 Depth, - 50-72"-• . • `
Honzon Designation -- - ' BC BC- -
. - Matrix Color - - • - - -- , • - , - - . . • 10YR 6/6 - _ -
_' - Mottle Color .- ' - _ . -. „ ' - 7.5YR 4/8 5Y 8/1 "_-.
'Texture.- - ` - - - - - -- Silty clay1oarn.' - -
- Structure". - - -,. - " - -Blocky
- Moist consistence- - Friable -
-
•
Honzon 6 Depth • . r '. - - - . ; , , . . ,
Horizon Designation- - . - - - -- •. •
•Matrix Color,: . . .
Mottle Color - : - - - -
. . Texture , ' . .,
Structure - -
-,Moist consistence. - - - -,- -- - - • . - ,-- _
if —1,P,,74Peatt-I SAlig '� ° - 4 .a - ,At -t; ", ,40-4,
f* ,I •, 7«I OI*419:ria t i1 A ACM Y�". 11' r' z3":14,,,d. ctS n'°' ":,'"", .'•hex'`
latrix d"ifor,".:,—,0" . 'i",,,,,L' ''-g'x',,,), ♦"! ,"? 3•.>. '' ' 1. ::,,,:',-,;.1p.,;,-.11,,,,,..#4...-vv-',Z.
ItKassibtra
x� ;�ws v.4 M r ''%-...-",:t.".:, s E . F ya"S;;a e' • do%, ,,
;a4 -'4v� pn 1'e�e sa.. �M V �- a ,-;,.C,47-1.4;, '�k � y�^�
te& 'ZMpe n:0,1.46 � 7-1(;:,4, -.:-.- rxs, a d 6�-iii ,.,, ;� " a �, d a
{
Horizon 8 Depth
Horizon Designation - , --
Matrix Color .
' - - Mottle Color . _ - . _ _
- :-- Texture - ,- : .
- - - Structure ' .' - -- ---- - - . -
Moist Consistence = - _ _ _
Depth to seasonal high water ,
table 30" - 26" . -

SOIL.-1 FORESTRY-.
- ERVICES
or THE GAROLIIVAn, PA
www.soilandforestryservices.com
February 6, 2017
Project 17-1004
David Broxton
9809 Saddle Avenue
Waxhaw,NC 28713
Re: Hydraulic Conductivity Analysis Report-Waxhaw,NC
Dear Mr. Broxton:
Executive Summary:
Soil&Forestry Services of the Carolinas,PA(S&FS)has performed soil profile descriptions and
in-situ measurements of saturated hydraulic conductivity at the proposed soccer facility off Old
Waxhaw Monroe Road. The profile descriptions and soil conductivity measures(Ksats)were
performed to assist project engineers in designing a proposed storm water BMP. The soil
evaluation was also performed to assist project engineers with determining the seasonal high
water table(SHWT)for the areas of interest.
Soil Profile Descriptions:
S&FS described soil conditions at two locations provided by The Isaacs Group,PC. A site plan
with the boring/Ksat locations is attached with this report(Attachment 1). Boring locations were
located in the field using GPS technology from coordinates provided by project engineers. Land
cover on the evaluated area was mature hardwood trees. Soil conditions were moist at the time of
our fieldwork. Site 1 was located in the lower elevations of a draw or concave landscape
position. S&FS classified the adjacent stream feature as ephemeral (storm water channel). Site 2
occurred on a linear slope landscape position southeast of Site 1. The locations. site 1 and 2 were
evaluated via hand auger borings to depths of 4' and 6',respectively. The soil boring logs
described by S&FS are shown in Attachment 2 to this report.
Soils local to the subject property were derived from the weathering of Carolina Slate Belt rocks.
As a result typical soil profiles are relatively high in silt textures. The site 1 profile contained a
shallow loam topsoil over silty clay subsoil textures. Subsoil textures were subangular blocky in
grade and of friable consistence. The site 2 profile contained a shallow silt loam surface texture.
A clay texture began in the site 2 profile at 11 inches. Seasonal high water tables measured 30
inches and 26 inches,respectively for sites 1 and 2. A report describing results and methods used
in determining SHTW for the 2 sites was prepared separately.

Hydraulic Conductivity Analysis:
Saturated hydraulic conductivity(Ksat)measurements were conducted at Sites 1 and 2 within the
proposed BMP. S&FS completed these Ksat measurements by using the constant head well
permeameter technique(also known as shallow well pump-in technique and bore hole
permeameter method). Our Ksat measurement procedure is described in Methods of Soil
Analysis, Part 1., Chapter 29-Hydraulic Conductivity of Saturated Soils: Field Methods, 29—3.2
Shallow Well Pump In Method,pp. 758-763 and in the Soil Science Society of America Journal,
Vol. 53, no. 5, Sept.-Oct. 1989,"A Constant-head Permeameter for Measuring Saturated
Hydraulic Conductivity of the Vadose Zone"and"Comparison of the Glover Solution with the
Simultaneous-Equations Approach for Measuring Hydraulic Conductivity." A volume of water
was applied and measured with time until a steady state of water flow was achieved. This
volume/time with steady state was used to calculate the saturated hydraulic conductivity of the
subsoil by the Glover equation. The Ksat values for each site are included in Attachment 3 of this
report.
Ksat measures were taken at 48 inches and 72 inches for sites 1 and 2, respectively. At site 1 the
Ksat measure was performed in clay texture with friable, subangular blocky structure. In the case
of Site 2 the Ksat measure was performed in a silty clay loam texture with subangular blocky
structure with friable consistence. Low chroma(in Munsell color book)soil colors indicative of
seasonal high water table were present at both Ksat depths. The reduced soil colors indicate slow
permeability within the profile. The average Ksat for Site 1 was 0.17 cm/hr(.0688 in/hr). The
average Ksat for Site 2 was 0.22 cm/hr(.087 in/hr). Ksat measures were averaged fdr each site
once steady state conditions were observed.
Soil&Forestry Services of the Carolinas,PA is pleased to be of service in this matter and we
look forward to assisting in any site analysis needs you may have in the future. Please feel free to
call with any questions or comments.
Sincerely,
MA/et/
Wendell Overby , \
NC Licensed Soil Sci ntist ei'f
NC Registered Forester f, �y� of ''`�°°` ': ,
1 • it {!' ;"
s � ;
Attachments:
1)Site Plan
2)Soil Profile Descriptions
3)Ksat Data �7'.`�.

ATTACHMENT 1
Site Plan

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° ,`gid+ A` 1 /�6r°'/ / / l y/ i i // / ' / �/ // / I / I
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sat Locations - `- , , .
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ATTACHMENT 2
Soil Profile Descriptions

Figure 2. Soil Profile Description
S&FS Project Name: Broxton Date: 2/3/17
Job Number: 16-17004 Conducted By:Wendell Overby
onng oca on Test area#1(HA-1) Test area#2(HA 2)
Horizon 1 Depth 0-4" 0-7"
Horizon Designation A' A
Matrix Color 7.5YR 4/4 2.5Y 5/3
Mottle Color
Texture Loam Silt loam '
Structure Granular Granular
Tors onsis ence Friable Friable
Horizon 2 Depth 4-30" 7-11"
- Horizon Designation '
Matrix Color 7.5YR 4/4
Mottle Color . . 2.5Y 513 7.5YR 3/4
Texture := Blocky Silty clay loam Silty clay loam
Blocky"
r ors oasts ence = Friable. _ = Friab e
Horizon 3 Depth 30 40" 11-26"
Horizon Designation Bt2 - Bt1
Matrix•Color_ 10YR 514 14YR.6l6"
Mottle Color 2.5Y 611 2.5YR 6/6 2.5YR 4f8
- Texture Silty clay. Clay
Structure Blocky Blocky
y ors °psis ence Friable Friable
Horizon 4 Depth 40-48" 26-50"
Horizon Designation Bt3 _ Bt2
Matrix Color 2.5Y 6!6 10YR 6/6
Mottle Color G1 7M 2.5YR 518 2.5Y_8/1
Texture Clay Clay
Structure Blocky Blocky
ors onsis ence Friable Firm
Horizon 5 Depth
' _- Horizon Designation BG
Matrix Color - = I0YR 616
Mottle Color 7-5YR 418 5Y 8/i'
-- - Texture _ - Silty clay loam
Structure .- Blocky
or onsr ence - - - - - - Friable
Horizon 6 Depth
Horizon Designation. "
Matrix Color
Mottle Color ' - -
Texture.
Structure ' . w, "'its oasis ence .I Ir ` » 'yto,
7a t"4 r. e t'
- -
g
" t ,• -,ta d7• a' 4 `
• Horizon-8 Depth' : _ -- _
Horizon Designation
_ - • Matrix Color„ - = _ - - ;
Mottle Color = - .
Texture
Structure :-. .
T its oasis ence _
Depth to seasonal high water
table 30" 26"

ATTACHMENT 3
Average Ksat Values

INFORMATION
Date 2/212017
Measurement Conducted By Overby F
Job Name Waxhaw Site 1
Job Number 17-1004 '
Weather Condition Sunny
1
Temperature 55 y
Soil Kirksey
Horizon Bt
Source of Water Kannapolls
1
1 i
11 I
-
Ratio H/r _ - �---_ -- - l 8.0000
A factor in Equation[2]of Manual 0.000577
Time Change Flow Flow Flow
Interval in Water Volume Rate Rate
Level Q Q Ksat Ksat
I Minute cm _ cm3 cm3/min cm3/hour cm/hour cm/day
10.00 2.7 54 5.40 324.0 0.19 4.48
f 10.00 2.4 48 4.80 288.0 0,17 3.99
10.00 2.5 50 5.00 300.0 0.17 4.15
10.00 2.55 51 5.10 306.0 0.18 4.24
10.00 2.65 53 5.30 318.0 0.18 4.40
10.00 2.35 47 4.70 282.0 0.16 3.90

.a,1.0. a tlr; T '
41 y r"` ` . 'or, k,a y �h,,..,,,:.^-`` _
I
INFORMATION - .. -. -
pate,o-, . ... . 2/2/2017 v _ . ._ -• „ _,
Measurement Conducted By Overby'
Job Name' :. .. o Waxhaw Site 2 _
tJob Number 17-1004. -
Weather Condition Sunny ,, , . -
Temperature- 55 - _ _. -
k
Soil , ., Kirksey - - a
Horizon BC .- - _ .
Source of Water, - , Karma i olis,. . w „ • - , _' :
�:� ----}
t .a,,;,.y r
Fvr �� � .. :d � .st, i..
.:Y _W p I 1 I. �
e, •P tfI K r 1 , � .. - _-- .i .T (I,,,. ° ri; • i
.Ratio H/r 11.5556 _ . . {
A factor in Equation[2]of Manual 0.000325 F- , =: - i
Ir- --'17'
4 '. ' Time Change Flow Flow Flow
k
t_ Interval in Water Volume Rate Rate
Ii ' 1,i'tt,-411; Level Q Q Ksat Ksat -
1 ..°'.._,...�a Minute cm cm3 cm3/min cm3/hour cm/hour cm/day
I_" . 1 -- -- -- -- -- -- y
i ,• ,,-s 10.00 5.25 105 10.50 630.0 0.20 -4.91
I 6r. : °;_,.' 10.00 5.4 108 10.80 648.0 0.21 5.05
x,,.,, ".: ..'- 10.00 5.6 112 . 672.0 0.22 a 5.24
ti 10.00 5.5 110 1111.2000 660.0 0.21 5.14
N r r 10.00 6 120 12.00 720.0 0.23, _.5.61 -.
w • ^ .• . . 5.00 3.2 64 12.80 768.0 0.25 ' 5.99
I
a,
'`i
If

•
6560 06560 0834
0834
FILED ELECTRONICALLY
UNION COUNTY NC
CRYSTAL CRUMP
FILED Nov 03, 2015
AT 12:49:00 PM
BOOK 06560
START PAGE 0834
END PAGE 0836
INSTRUMENT # 33919
EXCISE TAX $2,866.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $2,866.00
Parcel Identifier No.05-090-003
Verified by County on the day of ,20_
Mail/Box to: GRANTEE
This instrument was prepared by Southern Law Group, 11535 Cannel Commons Blvd,Suite 204.Charlotte,NC 28226
Brief description for the Index:Metes&Bounds 61.264 acres+/-
THIS DEED made this 23rd day of October,2015,by and between
GRANTOR GRANTEE
All American Properties,LLC David L.Broxton,Jr.
Situs Address:
Old Waxhaw Monroe Road
Waxhaw,NC 28173
Mailing Address:
916 North Poplar Street Mailing Address:
Charlotte,NC 28206 Old Waxhaw Monroe Road
Waxhaw,NC 28173
The designation Grantor and Grantee as used herein shall include said parties,their heirs,successors,and assigns,and shall include
singular,plural,masculine,feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot, parcel of land or condominium unit situated in the City of v.1a.Xhav4 , Township, Union
County,North Carolina and more particularly described as follows:
See Attached Exhibit"A"
NC Bar Association Form No.3©1976,Revised© 1/1/2010
Printed by Agreement with the NC Bar Association
submitted electronically by "southern Law Group"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the union County Register of Deeds.

6560 06560 0835
0835
The property hereinabove described was acquired by Grantor by instrument recorded in Book 5320,Page 618.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Metes and Bounds.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee,that Grantor is seized of the premises in fee simple,has the right to convey the same
in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title
against the lawful claims of all persons whomsoever,other than the following exceptions:
Any and all valid and enforceable restrictions, conditions and covenants of record and the
lien of ad valorem taxes.
IN WITNESS WHEREOF,the Grantor has duly executed the foroeiagek,the day and year first above written.
All American Properties,LLC
p 1-•�
404_ r
/ s0 te
sa
7� 'JO ISEAL)
Billy R drves E ,0a
STATE OF NcYth Co.rr 1.1n�, COUNTY OF MCC }P_Y\ t )(0
I, LN n d0,, A . \Al c c da-I 1 , a Notary Public of said County
and State, certify that Billy R.Graves, personally came before me this day and acknowledged that he is the
Manager of All American Properties,LLC, and that he, as said Manager, being authorized to do so, executed the
foregoing instrument on behalf of said entity.
WITNESS my hand and official seal this the 3 Di' day of ler, 2015.
c�L .ems LtJ D e�e
No Public
My Commission Expires: MON' ON 3, a 01 lq
NC Bar Association Form No.3©1976,Revised©1/1/2010
Printed by Agreement with the NC Bar Association

6560 06560 0836
0836
Exhibit"A"
That certain tract of land lying and being located in Jackson Township, Union County, North Carolina, and being
more particularly described as follows:
BEGINNING at an iron located in the center Iine.of Old Waxhaw-Monroe Road,said iron being located at the
northeasterly corner of that certain tract of land conveyed to Waxhaw Baptist Church of Union County by Deed
recorded in Book 466 at Page 52 in the Union County Public Registry,and running thence from said Beginning
point S 71-43-29 E. 913.34 feet to an iron;thence S.60-48-10 W 50.14 feet to an iron;thence S.20-57-43 W.
64.07 feet to a point located in the center line of Providence Road;thence with the center line of Providence Road
in the following three calls: (1)S.04-13-47 E. 146.45 feet; (2)S 04-50-19 E 16.40 feet;and(3)S 05-02-01 E.
793.45 feet to a PK nail located at a corner of the property conveyed to Thomas A.Jeffries, Jr. and wife, Evelyn
Jeffries, by Deed recorded in Book 483 at Page 109 in the Union County Public Registry;thence with two lines of
Jeffries(now or formerly)as follows: (1)N 53-10-55 W. 110.88 feet to a solid iron,and(2)S 33-27-56 W.452.13
feet to a solid iron located at a corner of the property of the Mamie Massey heirs (now or formerly) (see Deed
recorded in Book 145 at Page 467 in the Union County Public Registry;thence with a line of the property of the
Marnie Massey heirs(now or formerly)S.32-20-35 W. 554.07 feet to a one inch iron pipe located in the property
of Thomas J. Davis and wife Frances L. Davis(now or formerly), passing a one inch iron pipe at 371.33 feet;
thence with three lines of the property of Thomas J. Davis and wife Frances L. Davis(now or formerly)as follows:
N.52-54-27 W. 1891.66 feet to a nail beside a bent iron, passing the center line of a branch at 789.10 feet, (2) N
48-42-18 E.439.96 feet to a one inch pipe and(3)N.40-43-05 E.427.65 feet to a#5 rebar located at a corner of
the property conveyed to Waxhaw Baptist Church of Union County by Deed recorded in Book 466 at Page 52 in
the Union County Public Registry;thence wiht two lines of the property of Waxhaw Baptist Church of Union County
(now or formerly)as follows: (1)S 68-18-50 E. 346.39 feet to a#5 rebar,and (2) N.26-48-40 E.687.33 feet to the
POINT AND PLACE OF BEGINNING, passing a#4 rebar at 657.37 feet, and containing 61.264 acres, more or
less, as shown on a survey by Hugh E.White, Jr., Registered Surveyor, dated March 29, 2002.See deeds
recorded in Book 3580 Page 373 and Book 1802 Page 659, Union County Register of Deeds.
Parcel ID: 05-090-003
Legal Description • 201501383/22

BROXTON SOCCER COMPLEX
TOWN OF WAXHAW, NORTH CAROLINA
PROJECT CALCULATIONS
1 031011 ..
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s THE 1SMC s, is ¢ a
.r' GROUP, P.C. - 3 SEAL ' :
. NOINIENING*` 7 026462 ?
LMq?;SURVEYING
NO. F1069 •rte . i
op,tich OFA o% 0-74';7.4,.;.0e/vi t;y...B.... ''c,CL-t J.:4-.:-
1nn10 ry
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= ISAACSmo .
CML ENGINEERING DESIGN & -
_LAND SURVEYING C
8720 RED OAK BOULEVARD, STE. 420 Q
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
NO.- ' BY ' DATE ; REVISION

TABLE OF CONTENTS
PROJECT NARRATIVE Page 1 -2
STORM DRAINAGE CALCULATIONS Pages 3-17
• RAINFALL INTENSITIES TABLE Pages 4
• SURFACE FLOW RUNOFF HYDROLOGY CALCULATIONS Pages 5
• STORM DRAINAGE PIPE CALCULATIONS Pages 6
• H/W NOMOGRAPH Pages 7
• DROP INLET CALCULATIONS Pages 8-11
• SWALE CALCULATIONS Pages 12-21
EROSION CONTROL CALCULATIONS Pages 22-27
• EROSOION CONTROL CALCULATIONS Pages 22
• SEDIMENT BASINS CALCULATIONS Pages 23-27

Project Narrative
Proiect Description
The project site is located in Town of Waxhaw, Union County, N.C. and is an approximately 61 acre parcel along
Old Waxhaw Monroe Road (S.R. 1111). The proposed project consists of a recreation facility and driveway
connection to Old Waxhaw Monroe Road in accordance with NCDOT requirements. The project area drains to
the Waxhaw Creek Drainage Basin and is subject to the site specific Water Quality Management requirements
prescribed by the N.C. Division of Water Quality(NCDWQ) as outlined in the regulations for the Goose Creek
Watershed.
NCDWQ requirements that have been met in the design of this project include the control and treatment of the
difference in the stormwater runoff from the pre-development and post-development conditions for the one-year,
24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
practicable based upon soil conditions.
The rainfall amounts used in the analysis of this project were obtained from Charlotte-Mecklenburg Storm Water
Design Manual.
Structural stormwater controls have been provided to meet the following minimum requirements:
a. Remove an 85 percent average annual amount of Total Suspended Solids
b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours,for detention
ponds. _
- c. Discharge the storage volume at a rate equal or less than the pre-development discharge rate for the
one-year, 24-hour storm. -
d. Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
Additional stormwater management measures have been provided for this project as required by Union County
to include the following: _ -
a. In accordance with Section 3.1.3 of the Town of Waxhaw Stormwater Design Manual, the post
developed discharge rate at the property boundary is less than or equal to the pre development rate
for the (2 & 10)two and ten year storm events. .
Natural Resources Inventory
The parcel is covered in approximately 65%woods and 35%-grass fields. Soil & Forestry Services of the
Carolinas, PA(S&FS) has performed a stream/wetlands delineation/study and confirmed with the U.S.Army .
Corp of Engineers and N.C. Division of Water Quality that an existing on-site wetland and two streams which
intersect the property are considered Waters of the State (Reference Wetland JD'Dated 3/12/15 per attached in
appendix A)
Existing on-site slopes range from 2 to 20 percent on average and existing soil types on site is predominantly
Georgeville Silty Clay Loam (Hydrologic Group B). Soil& Forestry Services of the Carolinas, PA(S&FS)has
performed on-site geotechnical testing to establish soil suitability for proposed stormwater BMP construction, as
well as establish hydraulic conductivity of on-site soils for suitability for infiltration devices along with the vertical
location of Seasonal High Water Tables at the locations of the proposed BMP 1'.
Existing and Proposed Drainage Patterns
Proposed drainage patterns to the proposed on-site BMP maintain existing drainage patterns to the maximum
extent practicable as need to create a balanced distribution of storm water flow thru BMP 1 in a consistent
manner with existing flows: - - -

Proposed BMP#1 (Wet Pond)
BMP#1 (Wet Pond) has been designed per the NCDENR requirements of the contributing drainage area
(18.40 ac.)to meet 85%TSS removal, 25%TN and 40%TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP#1 are 0.17 cm/hr(0.0688 in/hr)and do not support infiltration measures.
Additionally, the SHWT was established as required to establish the minimum vertical separations as outlined by
the NCDENR and DWQ requirements. BMP#1 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre-development and post-
development conditions for the one-year, 24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids(85%TSS removal), 25%
TN (min) and 40% TP(min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours.
• Discharge the storage volume at a rate equal or less than the pre-development
discharge rate for the one-year, 24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
• =The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the (2 & 10)two and ten year storm events.

BROXTON SOCCER COMPLEX
WAXHA W, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS
Note: Refer to Construction Document sheet C2.0 for drainage area maps.

3.5 Design Frequency
Design ., 6717
Frequencies -
3.5.1
ormrgYAem p ees
pitch,'systeems ;G 10 yr,
pitch
(subdiiilslon sfreefs): kr. 26myr
Cu ails( ua-hfare roads p150, r
Except as required by section 18.10.5, Storm Drainage Not Contained in Street Rights of Way,
of the UDO. - -
Rainfall ji dila d',aiot e1fall t'aii n na es 0-00 ,'the�*Ir ostkrecent
Intensity s�4 orxo�ier aace tattle sources a x'�?'be userl�fo`r;.1i3!dralogic"�anaf�sis�
3.5.2
Table 3-3 '
Rainfall Intensities-Wazhaw,North Carolina
Storm Duration Rainfall lntensitvin,/hr.1
Return Period(Years)
hours minutes 2 3 5 10 25 50 100
0 5 5.03 5.60 8.30 7.03 8.21 9.00 9.92
6 4.78 5.33 6.02 6.75 7.89 8.65 9.53
7 4.55 5.09 5.76 6.49 7.59 8.32 9.17
8 4:34 4.88 5.53 6.26 7.31 8.03 8.84
9 4.16 4.68 5.32 6.04 7.05 7.76 6.54
10 3.99 4.50 5.12 5.84 6.83 7.50 8.26
15 3.33 3.79 4.35 5.03 5.87 6.46 7.11
16 3.23 3.67 4.22 4.89 5.72 8.29 6,92
17' -3.13 3.57 4.10 4.77 5.57 6.13 6.74
18 3.04 3.47 -3.99 4.65 5.43. 5.97 6.57
19 2.95 3.37 3.89 4.53 5.30 5.83 6.41
20 2.88 3.29 3.79 4.43 5.17 5.69 6.26
21 2.80 3.20 3.70 4.32 5.05 5.56 6.12
22 2.73 3.12 3.61 4.23 4.94 5.44 5.98
23 2,60 3.05 3.53 4.14 4.83 5.32 5.85
24 2.60 • 2.98 3.45 4.05 4.73 5.21 5.73
25 • 2.54 2.91 3.37 3.96 4.63 5.10 5.61
28 2.48 2.85 3.30 8.88 4.54 5.00 5.50
27 2.43 2.79 3.23 3.81 4.45 4.90 5.39
28 2.35 2.73 3.17 3.73 4.38 4,81 5.29
29 2.33 2.68 3.11 8.66 4.28 4.72 5.19
30 2.28 2.62 3.05 3.60 4.20 4.64 5.09
• 40 1.90 2.20 2.57 3.05 3.56 3.93 4.32
50 1.64 1.90 2.23 2.66 3.10 3.43 3.76
1 1.45 1.68 1.98 2.36 2.76 3.05 3.34
2 0.88 1.03 1.21 1.45 1.70 1.89 2.08
3 0.65 0.76 0.90 1.07 1.25 1.40 1.52
6 0.38 0.44 0.53 0.82 0.73 0.82 0.89
12 0.22 0.26 0.31 0.36 0.42 0.47 0.51
24 0.13 0.15 0.18 0.20 0.24 0.27 - 0.29
Taken from equation for IDF curve for Charlotte,N.C.
3-10

HYDROLOGIC CALCULATIONS FOR CLOSED STORM SYSTEM DRAINAGE DESIGN
Broxton Soccer Complex NOTE:10-YR.INTENSITY OF 7.03 USED FOR CLOSED DRAINAGE SYSTEM AND ,
8.21 USED FOR 25-YR INTENSITY IN CULVERT AND ROAD CROSSING LOCATIONS.
Storm Drainage Hydrology
Drainage Accumulated Runoff Accumulated Contributing
Structure Area(acres) Drainage Area Coefficient Intesity Flow(cfs) Flow(cfs) Structure
Network#1 -
FES 1A - 1.16 1.16 0.70 8.21[ ,:',:i17.4 6.67
DI 2H 0.77 0.77 0.30 7.03' ", 1.62
DI 2G 0.32 1.09 0.30 7.03. .� u' 2.30 2H
DI 2F 1.2 129 0.30 7.03" ' °^...%,,f,, 18.46 2G&3A
DI 2E 0.53 2.82 0.30 7.03 w 19.58 2F
DI 20 0.56 3.38 0.30 7.03; t..'lli 32.91 2E&4A
DI 2C 1.16 4.54 . . 0.30 _ 7.03° iz,I4, 35.35 2D
JB 2B 0 4.54 0.30 7.03• :F,.1:l'pt 50.17
FES 2A 0 4.54 0.30 7.031 LAO
t 4 - 50.17 2B
DI 3A 4.15 4.15 0.40 8.21( ',14-1"14i 13.63
DI 4A 1.85 0.80 8.211 "L 4-). ' 12.15 '
DI SE 0.55 0.55 0.30 7.03 Cl'`I , 1.16
Dl 5D - 0.31 0.86 0.30 7.03` ',01 1.81
DISC 0.22 2.78 ,0.30 7.03' ,`w'‘,;, 10.05 5D&6A
DI 5B 1.17 3.95 0.30 - 7.03 i faVl,- 12.51
DI 5A 1.09 - 5.04 0.30 7.031 ";,-.14• 14.81
CB 6A ,1.70 1.70 0.65 7.03! ,1,. 7.77

Page 1
MyReport _
Line Inlet GndiRim Invert Invert Line Line Line Line n-val Line Known Flow Capac Vel HGL HGL
No. ID El Up Up Dn Size Length Slope Type Pipe ID a Rate Full Ave Up Dn
(ft) (ft) (ft) (In) (ft) (%) (cfs) (cfs) (cfs) (ft/s) (ft) (ft)
16 DI 4A 669.00 665.56 655,57 15 142.81 7.00 Cir 0.012 4A 12.15 12.15 18.50 13,03 666.78 656.31
15 DI 5E 677,05 669.99 656.84 15 109.59 12.00 Cir 0.012 . 5E ; 1.16 1.16 24.23 4 07 670.41 657.15
14 DI 50 660.92 656.64 655.20 18 179.67 0.60 Cir 0.012 5D • 0.65 1.61 10.18 2.98 657.15 j 655.84
13 DI 6A 665 41 660.97 657.41 15 37.53 9.49 Cir 0.012 6A 7.77 7.77 21.55 11.45 662.07 657.93
12 DI 5C 660,92 654.71 653.16 24 194.46 0.80 Cir 0,012 50 0.46 10,04 21.88 5.67 655,84 654.23
11 DI SB 660 53 652.96 650.68 24 28423 0.80 Cir 0.012 5B 2.47 12.51 21.95 6.19 654.23 651.87
10 DI 5A 660,72 650.48 642.84 24 127.46 5.99 Cir 0.012 5A , 2.30 14.61 59.99 5.55 651.871 645.26
9 DI 2H 672.39 668,93 667.04 15 188.29 1.00 Cir 0.012 2H 1.62 1.62 7.01 4.07 669.43 667.45
8 DI 2G 672.55 666.84 664.86 15 198.26 1.00 Cir 0.012 2G 0.67 2.29 6.99 2.88 667.44 j 666.12
7 , DI 3A 673.70 670.26 667.95 18 92.57 2.50 Or 0.012 3A 13.63 13.63 17.97 9.62 671.63 668.93
6 DI 2F 672.26 664.66 656.20 18 70.53 12.00 Cir 0.012 2F 2.53 18.45 39.40 10.67 666.12 657.59
5 DI 2E 660.73 656.00 653.16 24 189.56 1.50 Cir 0.012 2E ; 1.12 19.57 29.99 7.67 657.59 654.61
4 DI 2D 659.72 652.66 650,57 30 208.64 1.00 Cir 0.012- 2D 1.18 32.90 44.47 8 31 654.61 652.39
3 DI 2C 660.82 650.37 643.56 30 113.60 5.99 Or 0.012 2C 2.45 35.35 108.78 9.13 652.39 645.26
2 JB 2B 650.71 642.96 642.60 36 35.55 1.01 Cir 0,012 . 2B 0.00 50.16 72.72 9,62 645.26 .644.50
1 FES 1A 686.94 685.15 684.63 18 61.72 0.84 Cir 0.012 1A 6.67 6.67 10.44 5.80 886.15 685.50
Project File: STORM.stm Number of lines:16 Date: 2/23/2017
NOTES: **Critical depth
St=Smart

Inlet Control Nomograph
190 10,000
168 8.000 EIAUPLE 121 131
Ill 6,
0 = 42 INCHES (3„5 FEET) B.
156 8,000 0 = 120 415
144 ,
5.000 5,
4,000 HW HW B. 5.
132 0 (FEET)
3.000 (11 2.5 0.0 5. 4
(2) 2 1 7.4 4,
120 -
2.000 f3i 2,2 7.7
4
100 •O IN FEET °
_ 3
95 3
1.000
500
y 2
94 6002
/
500
// 2
Tz 400
300 * / _/ r 1 s
cnc1
x 60 200 / 1 5
,. s W
m-' u
F. W
- 54 a
O
= •••'''''w Ia0 s
W..▪ 4a
/ . ! 00
S d
O
ca U
O
42 B0 HI SCALE ENTRANCE 4.81=
I 0 1 a
W 50 p TYPE R 1.a
a 40 (Il SQUARE EDGE WITH
c3690 HEADIALL OR F E S 9 9 1-410.11
(2) GROOVE END WITH 11 ` Q,,e?
33 HEADWALL
20 (3) GROOVE END ® � b.67 (I
PROJECTING ,® L
30
27
10 TO USE ,`E (2) OR (3) PROJECT
HO` '* TALLY TO SCALE 111. THEN -, ,T 3
24 O 'SE STRAIGHT INCLINED LINE THROUGH
0 AND 0 SCALES, OR REVERSE AS
ILLUSTRATED
5
21
4 6
1R
3
2
15
5 5
1.0 .5
12
FES .1A

BROXTON SOCCER COMPLEX
WAXHA W, NORTH CAROLINA
DROP INLET
CALCULATIONS

DROP INLET CALCULATIONS 2/28/2017
Rational Method
Project: Woodlands Subdivision
Design Objective: PROVIDE 6" FREEBOARD AT INLET FOR DESIGN STORM(10 YR)
A B A+B
Structure Area Coeff. Tc(t).' Intensity(i) Flow Orifice Weir Depth of Water Rim El. Water El H.P.El.
Acerage I (Alin.) (inlhr) cis (ft) ft) over D.I.(ft) (ft) (ft.) (ft)
DI-2C 1.16 0.3 5.00 7.03 2.45 0.02 0.16 0.16 660.82 660.98 662.88 O.K.
DI-2D 0.56 0.3 5.00 7.03 1.18 0.00 0.10 0.10 659.72 659.82 662.88 O.K.
DI-2E 0.53 0.3 5.00 7.03 1.12 0.00 0.10 0.10 660.73 660.83 662.88 O.K.
DI-2F 1.2 0.3 5.00 7.03 2.53 0.02 0.17 0.17 672.26 672.43 _ 675.28 O.K.
DI-2G 0.32 0.3 5.00 7.03 0.67 0.00 0.07 0.07 • 673.70 673.77 674.88 O.K.
DI-2H ° 0.77 0.3 5.00 7,03 1.62 0.01 0.13 0.13 672.55 672.68 674.50 O.K.
DI-5A 1.09 0.3 5.00 7.03 2.30 0.02 0.16 0.16 660.72- 660.88 663.28 O.K.
DI-5B 1.17 0.3 5.00 7.03 2.47 0.02 0.17 0.17 660.53 660.70 661.50 O.K.
_ DI-5C , 0.22 0.3 5.00- .7.03 0.460.00 0.05 0.05 660.92 660.97 662.88 O.K.
DI-5D - 0.31 0.3 5.00 7.03 ' •0.65 0.00- 0.07 -0.07 660.92 660.99 662.88 O.K.
DI-5E 0.55 0.3 5.00 7.03 1.16 0.00 -, 0.10 0.10 677.05 677.15 678.00 O.K.
DI-6A 1.7 0.65 5.00 7,03' 7.77 0.19 0.36 0.36 665.41 665.77 667.29` O.K.
P:1Active ProjectslWGM Design\Broxton Soccer Complex 162401Engineering\Calculations116240-DI.xls '

DROP INLET CALCULATIONS 2/2812017
Project: BROXTON SOCCER COMPLEX
Design Objective: The flow capacity of a slab type inlet(NCDOT STD.)'with 6"(height of opening)
and 10"(height to top of slab).
(DI-4A)
0(10)=- 12.15 See previous runoff catc's
Slab Type Drop Inlet for 15"RCP
Top of Slab Elevation= 668.83 6"opening We thick slab
Opening Elevation= 668.00
General Equation for a broad-crested weir for calculating the max.flow capacity:
Q=CLHM.5
, I)Calculatina flow using 6"of head.
A B
C= 3.087 C= 3.087
L= 4.00 L= 2.67
H= '0.50 H= 0.50
0= 4.37 Q= 2.91
The slab type catch basin will have four open sides therefore the flow for ,
A and B will be multiplied by two and summed. _
Q(total)= 14.56 cfs
14.56 cfs>12.15 cfs,therefore O.K.
Opening Elevation= 668.00
Top of Slab Elevation= 668.83
High Point Elevation= 669.20
Freeboard= 0.70 >0.5 ft therefore,OK
P:Active Projects1WGM DesignlBroxton Soccer Complex 162401Englneering1CalculaUons116240-Dixls

DROP INLET CALCULATIONS 2/2412017
Project: Broxton Soccer Complex
Design Objective: The flow capacity of a slab type inlet(NCDOT STD.)*with 6"(height of opening)
and 10"(height to top of slab).
(D1-3A)
Q(10)- 13.63 cfs See previous runoff caic's
Slab Type Drop Inlet for 18"RCP
Top of Slab Elevation= 674.70 6"opening w!4"thick slab
Opening Elevation= 673.60
General Equation for a broad-crested weir for calculating the max.flow capacity:
Q=CLH^1.5
The slab type catch basin will have four open sides therefore the flow for
A and B will be multiplied by two and summed.
Q(total)= 14.56 cfs
14.56 cfs a 28.37 cfs,therefore not O.K.
I)Calculating flow using 6"of head.
Difference in Head= 1.40
A_
C= 3.087 C= 3.087
L= 4.00 L= 2.67
H= 0.50 H= 0.50
Q= 4.37 Q= 2.91
Q(total)= 14.56
14.56cfs>13.63 cfs.therefore O.K.
See attachment for description and dimensions
Opening Elevation= 673.60
Top of Slab Elevation= 674.43
High Point Elevation= 675.00
Freeboard= 0.57 >0.5 ft therefore,OK
P:1Active ProjectslWGM Design\Broxton Soccer Complex 162401Engineering\Calculations116240-Dl.xls

BROXTON SOCCER COMPLEX
WAXHA W, NORTH CAROLINA
SWALE CALCULATIONS
North American Green Erosion Control Materials Design Software was used to determine the
following:
• The normal depth of the swale under poorly maintained grass depth conditions.
• The vegetation stability when the grass is properly maintained by a homeowner.
• The temporary liner stability before the site is stabilized.
The drainage areas and swale slopes were determined from the construction drawings. The
retardance class was changed to D (grass depth 2-6 inches) for a properly maintained grass
swale to determine vegetation stability. The normal water depth was determined by using a
unreinforced vegetation matting type with a retardance class of B (grass depth 12-24 inches)
for an under or none maintained grass swale for use with the freeboard calculations. Then the
swale was changed to unvegetated with a S75 temporary liner to determine liner stability.
Swales that were unstable for any reason either were widened and/or lined with different
temporary liners. If the calculations of the temporary linear showed a velocity of less than 2
fps during a 10 year storm event then the temporary linear was removed.
"Each swale cross section was analyzed using the largest contributing flow"
Swale Drainage Structure Flow
A DI 3A (1.67*.04*7.03) =5.0 cfs
B DI 3A (2.89*.04*7.03)= 8.1 cfs
C DI 6A (1.0*.03*7.03)=2.10 cfs

a 45 55 %
I( gOri3L as-VI „ (aL� h X71 1 Lei .
3i8d1SNfl 590 1L00 050.0 Luzoi moi] CPS
318V1S 111 S L5 0 _ EEE 756-SL'tioun8 0 uogelesaa paatolwasun ly I JIS
Ow
sags LS ssagS tvaIS 611s1-aO 004 J. "g13 ase9d mom aldt:l5
31=14E1 toned 4121eS Parelnole3 eigisswiad sIstfjeub KIVIPIS yoQay
sa!ispalaftiey0 ua11ela6a\ -addl 0u9leyi ,
ate�S vl MNS11f SS U 1d3NI`I
II00tAo11o91N1 QS7
'I.
. f
0020'0=S
I 96.0 . zero o-s`i _ Vet o o s
IIIc y1da0 Il,r:wed Is�lr Pouad (P)
03E0-0:44 uolielasanpaatomaEun
ISN p!F P'CH Ill 4s1 easy Isdlr�1!oolalr X13'd Q tP 1O
piirlsau onnv IOA
r------ '01'"wA71V3f1tit:)- N91S30( ----'_19. T 3EfVl39'dNlbdQ(17---- :H3V3d/NOIld1S'01l;' g� ;H3'r3WN011VL5I'WOW'
___ ON 1.331131:11r---7- -' X31d1403 4333305 NODXDHB Bv1 N l33PDdd�
`00111/10tid !J18fl3111dW03 Wd9E i LIOZ/8Z/ t' E•d'•'oISO SOW331"MatrduvouautbyPCNI
Tv-3 JAL a—rVriS -

SWALE E —AN
IN odh American Green-ECMDS_Version 4,3�`___ _ __ _ ,_ 2/28/2017. 04;37.PM COMPUTED BY: RROVILLOS,,,,u„--___,w, „__
IPROJECT_NAME:_BROXTON SOCCER COMPLEX_.� _ __._. •,IPROJECTMO.:,„ „_ _b _,___ � _. _ __
IFROM�STATION/flEACH:: __ __ IITO_STATION(REACH: JIDRAINAGE AREA 1,B7 ,,w ,tIDESIGN FREQUENCI';10 _
HYDRAULIC RESULTS -
, Discharge Peek Flow Velocity!fps) Area(sq ft] Hydraulic Normal Unre'mforcedVegetation(n-0.100)
(cis) Period(hal Radws(R} Depth lit) I t
0.0 - 0.1 1.35 3.71 0.51 0.83
, s-ammo
1
1 1
1 1
1 1 4
11
Bottom
2.00 ft 3,0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reath Stabi6tyAnalysis Permissible -Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psi) (psil _
Straight Unreinforced Vegetation B Bunch 75.95:4 573 1.03 5.55 _ STABLE '
Soil Clay Loam 0,050 0.013 3.98 STABLE
rtALt-7 vEt0E?p•`1eD �'

Type.-4
North American Green-.ECMOS Version 4.3 _._ _ 212812017_ 04:37,PM1COMPUTED BYc�RROVILL05 J
(PROJECT.NAME:,_BROXTON SOCCER COMPLEX._.___._ _._[PROJECT NO.:_ ______:_.._ '__.
[FROM STATION/REA,CHi PITO STATION/REACH: IDRAINAGE AREA: 1.67, ,,.w �w,,,�IIDESIGNFREQUENCY.�10
}(YORAULIC RESULTS 575[n=0.0531
Discharge Peak Flow Velocity[fps) Area(sq.lt) Hydraulic Normal ` I
(cis) Period[his) - Redius[ft) Depth[ft)
p.0 0,1 2,16 2.32 0,40 0,61
S o 0.0200
••
1I1
Bptt
3.0 Width••TOO k
LINER RESULTS Not to Scale
Matting Type ' Vegetation Characteristics
Reach SlabEtyAnalysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(Psi) (PA
Straight , S75- 'kUnvegetated 1.55 016- 2-05 STABLE
- Staple D
.w
141 r1O JJO in t ob j '1

SO bLE TYPE _ g
Worth American Green-ECMDS Version 4.3 `2/28/2017_,04:39 PM COMPUTED BY: RROVILLOS_
IPROJECT.NAME:_BROXTON SOCCER COMPLEX.___ _. _ __ _-PROJECT_NO _ i
. _ _, .__ __
FROM,STATION/REACH: AN :TDTH (DRQNAGEARE4
289. . _ :�DESIGN_FFtEQUENC' 10 r
HYDRAULIC RESULTS _ UnrenfDiced Vegetation(n.0.030)
Discharge Peek Flow Velocity[fps) Area Ng It) tiydrarAc Normal
(cfs) Period)hrs) - Radius(It) Depth(ft) JI
8.1 0.1 4.76 1.70 0.33 0 49
5.0.0400
. ...4.1 . ,
3,0 Width x[,008
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics '
Reach Stability Analysis Perrnissrble Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
Ipso (Psi]
Straight Unreinfarced Vegetation D _Burch 75.95% - 3.33 1.22 ' 272 STABLE
Soil Clay Loam 0.050 0.165 0.30 UNSTABLE
'.% ' AR.1«LL7 V Etc ''

SwbL Types - S
'North American Green' ECMDS Version 4,3 _,____„_,a �_ , _{ !28/2017 104:38 PM ICOMPUTED BY:,-RROVILLOS. „
IriIOJECLNAME: BROXTON SOCCER COMPLEX __,rIPROJECT NO.:, _ d ___
FROM STATION/AEACH;,.�, �(iTOSTATION/REACH: JIDRAINAGE AREA: 209 _ ,IDESIGN FRERUENCY:,10_�
)-IYDRAULIG RESULTS
Unreinforced Vegetation(nn0.100(
Discharge Peak Flow Velocity[fps)s( Area( 4l s ft Hydraulic Normal I
(cis' Period(his) Radius(ft} Depth(ft)
8,1 0.1 1.97 4,10 054 080
5.40400
1 Bottom 1
3,0 Wi200 R
' LINER RESULTS' Not to Scale
Matting Type - - Vegetation Characteristics
Reach Stability Analysis Peirn sasibfe ; Calculated Safety Factor Remarks
Staple Pattern Phase Cts Type Density Shear Stress- Shear Stress
IPA (ail
Straight Umeinferced Vegetation B Bunch 75.95% . 5.73 2.20 - 260 STABLE -
Soil Clay Loam 0.050 0 027 1 B6 STABLE

Sal.t. 'Type - 8
[North American Green-EUADS Version 4.3__ _ ______._______________ .l 2728/2017 :04:39 PMICOMPUT£D BY_RROVILL05._.:_T._._,..,,_._ . f
IPROJECT,NAME:_BRDXTONSOCCER COMPLEX..^________.__._.. __IIPROJECT,ND.:, ...__ „_., ,�_,_ .„--- --6i
_— _ w_a.____ _ _-___i -
IFROM STATION/13EACH. - IRO STATIONAREACH: IIDRA1NAGE AREA;r2.89 IDES1GN FREQUENCY: 1O.�„ , „ml
HYDRAULIC RESULTS -
Discharge Peak Flow Velocity(fps) Area(sq II) Hydrau!e Normal 6150(ri=0.052}
(cfs) Period(his) Radius(it) Depth(it)
II
1.1 - 0.1 3,20 2.53 0.42 0.64
S=0.0400 , ' `
- 1
1 Liz
1 o ' 1
Widthllc=�00ft
LINER RESULTS Not to Scale
Malting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor ' Remarks
Staple Pattern - Phase Class Type Density Shear Stress Shear Stress
(PO Ipso
Straight _ S17^�Unvegetated 1.75 1.61 1.09 STABLE
J
Staple D J
,
. LUl CAD 300 Il r,00

StobI-.rte -r7PG - c
'North American Breen-ECMDSVersien43_ .. ,__ _. __ _�_ _ .. .1212812017_ _040�PM(COMPUTED BY._RRDVILL0S
(PROJECT_NAME: BROXTON,SOCCER COMPLEX_ _____ _____ ___m_ PROJECT.NO: ____
IFROM_STATION/REACH: 'ITOSTATIONlREA_ CH; iIDRAINAGEAREA: 1.0 'IDEYSIG_NFREQUEN_CY__:_1 0 —_„_ !,
HYQRAUL.IC RESULTS
Discharge Peak Flow Velocity(Ips) Area(sq ft) Hydraufic Normal UnreinloreedVegetation(n.0.030)
Ids) Period(hts) Radius(ft) Depth(ft) I I
2.1 0.1 2.71 0.77 0.24 0.51
S=0.0200
•
1 Ln ' 1
Bodo
Width=GDO ft 3.0
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Penn'Bible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Slress
(psi) (psl)
Straight Unreinforced Vegetation D Bunch 7595% 3,33 0,63 525 STABLE
Sol Clay Loam 0.050 0.086 0.58 UNSTABLE
IP

SO, . TYPE -
North American Green-ECMDSVersion4.3.._ _ _____. __ __ _ ___ __ 12128!2017t04:40PMICOMPUTEDBY::RROVILLOS____n__,_,w.,�..___ I
II?ROJEC1 NAME:„BROXTON SOCCER COMPLEX ,� ,__,_____ ..UFR{}JECT NO„ ..._,_ ____ .__-_.____ _ __
IFROM,STATION/REACH: „ _ JITO_STATION/REACIi _ , IlDRAINAGE AREA..—.1',1.0_„�„,�, ;IDESIGN,FREQUENCY;,,10 s,_�„__
j-IYDRAULIIC RESULTS
Discharge Peak Flow Velocity(fps) Area(sq It) Hydraulic Normal
U nrelntorced Vegetation(n-0.100)
(cfs) Period(hrsl Radiuspt) Depth(It) l
21 0.1 1.10 1.91 0.38 0.80
5■0.0200
•
•
11
Bott 11 30 Width X.00It 3,0
LINER RESULTS • Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(lull (psi)
Straight Unreinferced Vegetation B Bunch,75.95% 5,73 1.00 5.76 STABLE
Sod Clay Loam 0.050 - 0.012 4.13 STABLE
~' TkLL-`) ¶IE,e-ta b

51J,4 LE. -r,'€--G
INorthAmerican Green_ECM DS Version 4 3_ __ _ ___ ____ _ _ iI212872017_;04:41,PM COMPUTED BY:_RROVILLOS___ ._ __ _ _I
IPROJECT.NAME:_BROXTON SOCCER COMPLEX__ _. __._. _____.__IPROJECT NO.: ____�_ __ __ ____..____ _ .,______. ___ ___I
IFROM STATION/REACH: 'ITO STATl0N/REACH:_ +IDRAINAGE AREA: 1,0IQESIGN FREQUENCY: 10
HYDRAULIC RESULTS S75(n■0A52)
Discharge Peak Flow Velocity(fps) Area(sq,it) Hydraulic Normal
(cis) Period(his) Radius(ft) Depth(ft)
2.1 0.1 1.79 1.17 0 30 062
5.0.0200
1! Botto 1 I 1
0 Width.�00ft 30
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) (psi)
y.
Straight 575 1 Unvegetated 1.55 0.78 1.99 STABLE
Staple D
�
— r`oPr) 1Itt'•

BROXTON SOCCER COMPLEX
WA. HA W, NORTH CAROLINA
EROSION CONTROL CALCULATIONS
Narrative:
Erosion control measures have been designed in accordance with Town of Waxhaw
and North Carolina Department of Environmental Quality requirements and standards.
Erosion control is maintained on the site via silt fence, diversion ditches, storm
drainage inlet protection and riser and skimmer basins. The sediment pond and
skimmer have been sized for the 10 year storm event

The ISAACS GROUP 2/24/2017
Broxton Soccer Complex Town of Waxhaw, Union County,NC
Riser-Skimmer Basin Design&Calculations(BASIN#1)
Peak Flow Calculation
Total Time of Concentration,T, 18.76 (min,)
1,10 yr.Rainfall Intensity 4.56 (in./hr.)
C,Rainfall Runoff Coefficient 0.45
AD,Drainage Area to Structure(Pre-Developed) 761,240 (sq,ft.) 17.48 (ac.)
AD,Drainage Area to Structure(Post-Developed) 865,220 (sq;ft.) 19.86 (ac;)
Drainage Area to Structure 19.86 (ac.) Post-Developed
Area of disturbance for structure 13.87 (ac.)
Q,®, Peak Flow=CIA - - - 40.758 (cls)
Volume Calculation
Bottom of Basin Elevation=, 639.00
Depth of Basin(to top riser) 7.50 (ft.)
Riser Spillway Elevation= 646.50
Emergency Spillway Elev.= 648.50
Top of Dam Elevation = 650.00
Contour Area Area Volume Total
Elev. _ (sq.ft.) (ac.ft.) (cu.ft.) (cu.ft.)
639.00 3,463 0.079
640.00 4,649 0.107 4,056 4,056
641.00 5,942 0.136 5,296 9,352
642.00 7,359 0.169 6,651 16,002
643.00 8,884 0.204 8,122 24,124
644.00 10,522 , 0.242 9,703 33,827
644.50 12,346 0.283 5,717 39,544
645.00 15,863 0.364 7,052 46,596
646.00 17,292 0.397 16,578 63,173
647.00 18,778 0.431 18,035 81,208
648.00 20,321 0.467 19.550 82,723
648.50 21,883 0.502 10,551 93,274
649.00 22,708 0.521 11,148 104,422
Basin Volume Required(1800cu,ftidist.ac)= 24,965 (Cu,ft.)
Basin Volume Provided at Primary Spillway= 72,191 (cu.ft.) Greater than required,therefore OK
Required Basin Surface Area(010x435 sq.ft.)= 17,730 (sq.ft.)
As,Surface Area Provided= 18,035 (sq.ft.) Greater than required,therefore OK
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24-72 hrs.= 72,191 (cu.ft.)
5"Skimmer drains,32,832 cf/24 hrs.&98,496 cf/72 hrs.
Skimmer Size= 5"Diameter
Orfice diameter adjustment(((CF Volume/4,926)/3.14)^0.5)x2= 4.32
Ortiice=4.3 Diameter
P:IActive Projects\WGM Design'Broxton Soccer Complex 162401Engineering\Calculatians116240-EC.xls

Riser Basin Design Sr Calculations(BASIN#1 CONT'D.)
Primary Spillway System
Principal Spillway Usina Outlet Structure as Riser:
Square concrete Outlet Structure with 3.5'wide openings on 1 sides
Principal Spillway Elevation 646.50
Qp,Assuming an a depth of 1.5 ft(CLH"1.5) 19.29 (cfs)
Proposed Barrel Dia.= 30 (in.)
Proposed Barrel Length(5.0'increments)= 72,0 (ft,)
Barrel Flow Qp=(a'2gH)l!(1+Km+KwL) 25.90 (cfs) Greater than required,therefore OK
Use©p=25.90 cis -
Emergency Spillway Calculation:
Om= 40.758 (cfs)
Op= 25,899 (cfs)
0a=a-OP= 14.859 (cfs)
Spillway Width= 20.0 (FL)
h= 0.39 (ft) co.5',Therefore OK
P:Wctive Projects\WGM Design'Broxton Soccer Complex 16240tEngineeringlCalculatIons116240-EC.xls

Calculate Skimmer Size
Basin Volume in Cubic Feet 72191: Cu Ft Skimmer Size
Days to Drain* 3 Days Orifice Radius 2 2 Inch[es]
1.2
Orifice Diameter 1,,, ,i-„, 44Inch[es]
in NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 148 98 Feet VOLUME [7:7-:1'13140 Cu.Ft
Bottom dimensions in feet 100 50 Feet
Depth in feet 7:5 Feet

The ISAACS GROUP 2/21/2017
Broxton Soccer Complex Union County,NC
Skimmer Basin Design&Calculations(BASIN#2)
Peak Flow Calculation
Total Time of Concentration,; 5.00 (min.)
i,10 yr.Rainfall Intensity 7,03 (in/hr.)
C.Rainfall Runoff Coefficient 0.45
AD,Drainage Area to Structure(Pre-Developed) 204,481 (sq.IL) 4.69 (ac.)
AD,'Drainage Area to Structure(Post-Developed) 71,071 (sq.ft.) 1.63 (ac.)
Drainage Area to Structure 4.69 (cc.) Pre-Developed
Area of disturbance for structure 2.88 (ac.)
Qin,Peak Flow=CIA 14.850 (cfs)
Volume Calculation
Bottom of Basin Elevation= 664.50
Depth of Basin(to spillway) 3.50 (ft,)
Emergency Spillway Elev.= 668,00
Top of Dam Elevation = 669 .50
Contour Area Area Volume Total
Elev. (sq.ft.) (ac,ft.) (cu.ft.) (cu.ft.)
664.50 535 0,012
665.00 937 0.022 388 368
666.00 2,072 0,048 1,505 1,873
667.00 3,118 0,072 2,595 4,468
668.00 4,878 0.112 3,998 8,466
669.00 6.621 0.152 9,739 14,207
669.50 7,405 0.170 9,212 17,678
Basin Volume Required(1800cu.ft/dist.ac)= 5,155 (cu,ft,)
Basin Volume Provided at Spillway= 8,466 (cu,R.) Greater than required,therefore OK
Required Basin Surface Area(00(325 sq.ft.)= 4,826 (sq.ft.)
As,Surface Area Provided= 4,878 (sq.ft.) Greater than required,therefore OK
Skimmer Size Calculated Using Attachment:
Volume to be drained in 24-72 hrs.=8,486 (Cu.ft:)
2"Skimmer drains,3,283 cf124 hrs.&9,849 cf172 hrs.
Skimmer Size=2'Diameter
Orrice diameter adjustment(((CF Volumef3,369)l3.14)"0.5)x2= 1.79
Orfice=1.80 Diameter
Emergency Spillway Calculation:
Emergency Spillway Calculation: Q=CLH41,5
C= 3
Qm= 14.850 (cls)
Spillway Width= 15.0, (ft.)
h= 0:48 (ft.) co.5',Therefore OK
•
P:\Active Projects\WGM Design\Broxton Soccer Complex 162401Engineering\Caiculations\16240-EC.xls

Calculate Skimmer Size
Basin Volume in Cubic Feet 8486 Cu Ft Skimmer Size 2 Inch
°
Days to Drain* 3 Days Orifice Radius 0 9 Indles]
Orifice Diameter Llw ,
in NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 54F;;---7777,7‘--v,;65 Feet VOLUME 8379 Cu Ft.
Bottom dimensions in feet 33 42 Feet
Depth in feet Feet

BROXTON SOCCER COMPLEX
TOWN OF WAXHAW, NORTH CAROLINA .
BMP- DETENTION & WATER QUALITY CALCULATIONS
b3l01111
``�0,:av1r:r,,,� ```gr,N:a R 11
�p 4 ,�.GRp iii/ ���`��!�...... ;�t 1//�
r,THE'ISMCS %In let �� -
▪ ,� GROUP, P.C. r ` : SEAL f
ENGINlgRING 026462 `
r ';LUG SURVEYING
▪ ?!NO. C-10. : /S. •
�tt
41 ;f'g. �' ,y• ;
U-SAACS!
CIVIL ENGINEERING DESIGN & LAND SURVEYING
—
8720 RED OAK BOULEVARD, STE. 420 O
CHARLOTTE, N.C. 28217
PHONE [phone] FAx [phone]
NO. BY DATE REVISION
k t Yryo.k� l _b'.'m mw..v.r4 �, Ni

Project Narrative
Project Description
The project site is located in Town of Waxhaw, Union County, N.C. and is an approximately 61 acre parcel along
Old Waxhaw Monroe Road (S.R. 1111). The proposed project consists of a recreation facility and driveway
connection to Old Waxhaw Monroe Road in accordance with NCDOT requirements. The project area drains to
Waxhaw Creeks and is subject to the site specific Water Quality Management requirements prescribed by the
N.C. Division of Water Quality(NCDWQ) as outlined in the regulations for the Goose Creek Watershed.
NCDWQ requirements that have been met in the design of this project include the control and treatment of the
difference in the stormwater runoff from the pre-development and post-development conditions for the one-year,
24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
practicable based upon soil conditions.
The rainfall amounts used in the analysis of-this project were obtained from Charlotte-Mecklenburg Storm Water
Design Manual.
Structural stormwater controls have been provided to meet the following minimum requirements:
a. Remove an 85 percent average annual amount of Total Suspended Solids
b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention
ponds.
c. Discharge the storage volume at a rate equal or less than the pre-development discharge rate for the
one-year, 24-hour storm.
d. Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
Additional stormwater management measures have been provided for this project as required by Town of
Waxhaw to include the following:
a. In accordance with Section 3.1.3 of the Town of Waxhaw Stormwater Design Manual, the post
developed discharge rate at the property boundary is less than or equal to the pre development rate
for the (2 & 10)two and ten year storm events.
Natural Resources Inventory
The parcel is covered in approximately 65% woods and 35% grass fields. Soil & Forestry Services of the
Carolinas, PA (S&FS) has performed a stream/wetlands delineation/study and confirmed with the U.S. Army
Corp of Engineers and N.C. Division of Water Quality that an existing on-site wetland and two streams which
intersect the property are considered Waters of the State (Reference Wetland JD Dated 3/12/15 per attached in
appendix A)
Existing on-site slopes range from 2 to 20 percent on average and existing soil types on site is predominantly
Georgeville Silty Clay Loam (Hydrologic Group B). Soil & Forestry Services of the Carolinas, PA(S&FS) has
performed on-site geotechnical testing to establish soil suitability for proposed stormwater BMP construction, as
well as establish hydraulic conductivity of on-site soils for suitability for infiltration devices along with the vertical
location of Seasonal High Water Tables at the locations of the proposed BMP 1.
Existing and Proposed Drainage Patterns
Proposed drainage patterns to the proposed on-site BMP maintain existing drainage patterns to the maximum
extent practicable as need to create a balanced distribution of storm water flow thru BMP 1 in a consistent
manner with existing flows.

BMP CALCULATIONS
BROXTON SOCCER COMPLEX
PROPOSED BMP#1 (WETPOND)
Wet Pond&EFS/LS Designed per NCDENR(Div.of Water Quality)and Town of Waxhaw Regulations
See Sheet C2.4&C2.5 for Pre and Post-develop drainage area maps, Soil types,Tc flow path,
CN data and overall projet narrative.
Project Narrative:
Proposed BMP#1 (Wet Pond)
BMP#1 (Wet Pond)has been designed per the NCDENR requirements of the contributing drainage area
- -(18.40 ac.)to meet 85%TSS removal,25%TN and 40%TP removal targets. The hydraulic conductivity of the
existing soils at the location of BMP#1 are 0.17 cm/hr(0.0688 in/hr)and do not support infiltration measures.
Additionally,the SHWT was established as required to establish the minimum vertical separations as outlined by
the NCDENR and DWQ requirements. BMP#1 meets or exceeds the following requirements:
• The control and treatment of the difference in the stormwater runoff from the pre-development and post-
development conditions for the one-year,24-hour storm.
• Removal of an 85 percent average annual amount of Total Suspended Solids(85%TSS removal), 25%
TN(min)and 40%TP(min) removals
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours.
• Discharge the storage volume at a rate equal or less than the pre-development
discharge rate for the one-year,24-hour storm
• Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008
• The post developed discharge rate at the property boundary is less than or equal to the pre development
rate for the(2&10)two and ten year storm events.
Storm Event 1 Yr.-24 hr. 2 Yr.-6 hr. 10 Yr.-6 hr. 100 Yr.-6 hr.
(BMP#1-Wetpond)
Pre-Dev. Flow 1.72 2.03 18.86 52.08
Post-Dev Flow 10.99 10.01 37.56 78.23
Routed Flow 0.76 0.93 15.35 54 2
Water Surface El. 646 04 645.81 646.87 648 03
Freeboard Depth 3.96 4.19 3 13 1 97
Pond Drainage Information:
Proposed BMP No.: 1 (Wet Pond)
Proposed Drainage Area(Ac.)= 18.40 See Drainage Area Exhibit
Existing Impervious Area(BUA)(Ac.)= 0.29
Proposed Impervious Area(BUA)(Ac.)= 4 01
Proposed Percent Impervious Area= 21.8
Reference Post-Developed section of this report for Curve Numbers,Time of Concetration values,and Post-Developed Flows
for 1,2, 10 and 100 year storm events to BMP#1.
P.Wctive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Calculations\BMP\16240-BMP 1 Wetpond.xls

Pond Stage-Storage Information:
Perm Water surface elevation= 644 5
Cummulative Forebay
Total Surface AreaWet Volume Forebay Percentage of
Elevation Including Forebays Cummulative Det'n Including Surface Area Cumulative total Volume
(s.f.) Volume(cu.ft) Forebays (s f) Volume(cu (20%desired)
(cult)
639 3501 0 0 414 0
640 4683 0 4,092 744 579
641 5978 0 9,423 1130 1,516
642 7387 0 16,105 1573 2,868
643 8908 0 24,253 2072 4,690
644 10542 0 33,978 2628 7,040
644.5 12323 0 39,694 2925 8,428 2123
645 15708 7,008 46,702 0 0
646 17126 23,425 63,119 0 0
647 18600 41,288 80,982 0 0
648 20130 60,653 100,347 0 0
649 22504 81,970 121,664 0 0
650 25540 105,992 145,686 0 0
Permanent Pool Calculations:
Permanent Pool Elevation= 644 5 See Plan
Permanent Pool Average Depth= 3.18 Per NCDENR average
depth equation Option 2
Interpolated From Table 10.3 in NCDENR BMP
SA/DA ratio for 85%Pollutant Removal Efficiency= 0.87 Manual
Required Surface Area of Wet Pond(s f.)= 6,935 =((SA/DA)/100)(Ac)(43560)
Surface Area Provided(s.f.)@ 644 50 12,323 OK
Temporary Water Quality Storage Calculations:
1-yr,24-hr Pre-Development Rv= 0.500 (ac-ft)from PONDPACK A-PRE OUT
1-yr,24-hr Post-Development Rv= 0.917 (ac-ft)from PONDPACK B-POST OUT
Water Quality Volume,WQv(ft3)= 18,165 (cu-ft)
Water Quality Storage Provided @ elev.• 645.67 Interpolated from Storage Table
Temporary Water Quality De-watering Time Summary:
See orifice calculations below for dewatering time of WQv
Orifice Equation: Q=CA(2gH)112
Orifice coefficient,C 0.600
Average head, H 0.583 ft
48-hr release rate,Q 0.105 cfs
Orifice area,A 0.029 sf
Minimum orifice diameter, D 2.290 in
120-hr release rate, Q 0.042 cfs
Orifice area,A 0 011 sf
Maximum orifice diameter, D 1 448 in
Using a 2.25"orifice,the time to drain the water at peak elevation of 645.67 is greater than 48 hours.
P\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Calculations\BMP\16240-BMP 1 Wetpond xis

PRE AND POST DEVELOPED NETWORK SUMMARY FOR DETENTION ANALYSIS POINT—A
(REFERENCE SHEET C2 . 4 & C2. 5)
PRE—DEVELOPED
A—PRE DEV 1
5R
PRE
A—PRE DEV 2
PRE-A2
A—PRE OUT
••E-A3
A—PRE DEV 3
W
B—POST DEV 2
B—POS DEV 3
POST-DEVELOPED
POS -A3
POS 2
B—POST DEV 1
cig? POST-Al W BMP 1 ,
z/-A4BMP 1 —POST OUT
1\
P ANALYSIS
POINT—A
B—POST DEV 4

Permit No
(to be provided by DWQ)
AWahrA Oc.WADc-
TF,4
NC®ENR p T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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 of the required information.
lLPROJECTANFORMATION
Project name
Broxton
-" -• ""
Contact person A Breiit Cowan;'PE•, -;'"_
Phone number 7045273440, _ ..
Date ,212212017 _•
` ' - -
Drainage area number B-POST•DEV 1,' • ' •
,.
Site Characteristics
Drainage area ,801,534 ft2
Impervious area,post-development 187,308 ft2
%impervious 23.37 %
Design rainfall depth '2 8.in
Storage Volume. Non-SA Waters
Minimum volume required • " 18,165 ft3
Volume provided • -1(065 ft3
OK,volume provided is equal to or in excess of volume required
Storage Volume: SA Waters
1 5"runoff volume ft3
Pre-development 1-yr,24-hr runoff „ ,' ft3
Post-development 1-yr,24-hr runoff , . . ft3
Minimum volume required ft3
Volume provided • - • ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required? Y-, (Y or N)
1-yr,24-hr rainfall depth __ •:4 6 in
Rational C,pre-development ,0.28 (unitless)
Rational C,post-development 0 35 (unitless)
Rainfall intensity:1-yr,24-hr storm , • • , >0'14•inlhr OK
Pre-development 1-yr,24-hr peak flow 1.72 ft3/sec
Post-development 1-yr,24-hr peak flow 0.76 ft3/sec
Pre/Post 1-yr,24-hr peak flow control -0.96 ft3/sec
Elevations
Temporary pool elevation 645 67 fmsl
Permanent pool elevation 644:50 fmsl
SHWT elevation(approx at the perm.pool elevation) x`642.83 fmsl
Top of 10ft vegetated shelf elevation '.=.1645 00'fmsl
Bottom of 10ft vegetated shelf elevation `~644100,fmsl Data not needed for calculation option#1,but OK if provided
Sediment cleanout,top elevation(bottom of pond) 639'00-fmsl
Sediment cleanout,bottom elevation ,,•-r'638.00'fmsl Data not needed for calculation option#1,but OK if provided
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp pool? N;;.,; (Y or N)
Elevation of the top of the additional volume :. - fmsl
Form SW401-Wet Detention Basin-Rev 9-4/18/12 Parts I &II Design Summary,Page 1 of 2

Permit No
(to be provided by DWQ)
11.L_DESIGN-INFORMATlON .ZZ-_d__ , ,,_>,w_ : -. -z-_.--- ._, - a!.i.,;-:---_-_17_7L-'-_:_7-7-i.„'=.:2-f—
i., . �_.__ _, _---.z__- .., ...>g:::::71:::-.:=7714;::'s w.;,-z_ , :-.-_. _<
Surface Areas
Area,temporary pool -16,658 ft2
Area REQUIRED,permanent pool 6,973 ft2
SADA ratio ; ,, _ ' T0i87't(unitless)
Area PROVIDED,permanent pool,Aperm_pooi . _;,'12;323 ft1 OK
Area,bottom of 10ft vegetated shelf,Abot sheat ' `,;.10,542 1t
Area,sediment cleanout,top elevation(bottom of pond),Abot_pond -_ v_,3,501 ft1
Volumes
Volume,temporary pool .;.18,165 ft3 OK
Volume,permanent pool,Vpemi_pooi =.:`39,694 ft3
Volume,forebay(sum of forebays if more than one forebay) "8;428 ft3
Forebay%of permanent pool volume 21.2% % OK
SNDA Table Data
Design TSS removal ".,....,-,,-,-.'85-.,'85 %
Coastal SNDA Table Used? ;N' , :-(Y or N)
Mountain/Piedmont SADA Table Used? ' 'Y' • •" (Y or N) 00%111 o l 0//�
SNDA ratio 0.87 (unitless) ��0 H CA/go/',ifs
Average depth(useilinSNDA table) 4° Os- ........ � og
Calculation option 1 used?(See Figure 10-2b) Y (Y or N) ® .0. •••4, ���
d
Volume,permanent pool,Vperm_pooi 39,694 ft •
THE ISAACS
Area provided,permanent pool,Apefm—pool 12,323 ft2 — GROUP,P.C.
Average depth calculated 3 aft OK _ m ENGINEERING$ Z wAverage depth used in SNDA,day,(Round to nearest 0 5ft) =3.0 ft OK !7�;LANDSURVEYING:et:
Calculation option 2 used?(See Figure 10-2b) _(Y or N) e T•. NO.C-1069 .°A-®'
Area provided,permanent pool,Aperm_pooi 12,323 ft2 . /C •�'••.°•0.80®®••'Q. Off,
Area,bottom of 10ft vegetated shelf,Abot_sherc 10,542 ft` �°°•�T�OF AUTc0 e`%,
ov
Area,sediment cleanout,top elevation(bottom of pond),Aboi_pond 3,501 ft2 111/1 it
"Depth"(distance b/w bottom of 10ft shelf and top of sediment) 5 00 ft
Average depth calculated . 3.22 ft OK
Average depth used in SNDA,day,(Round to down to nearest 0 5ft) • . .3.0 ft OK ®.011 t i 1 t€tt,,� l()(413_^ 63
Drawdown Calculations ®A% Os a�or� '�'70 d'e�
Drawdown through orifice'? ,,y. - _ (Y or N) o> i
Q.®FEss�o
Diameter of orifice(if circular) 2:25 in 47;®r.- • ,_, = '''''k_f•
Area of orifice(if-non-circular) inZ :: �_' r -_ r e
Coefficient of discharge(Co) 0.60(unitless) L - e
Driving head(Ho) '-_ •- ;;w '058 ft `-_�����
Drawdown through weir'? -. TN.,_.. _ (Y or N) �► ` - --
Weir
Weir type -. (unitless) oo ��1N1=C� ®
Coefficient of discharge(CW) _'. (unitless) ®.o� O ,�• �
Length of weir(L) _.- ~". .- ft egg , � °'• °
Driving head(H) ;--1,-.::::-.,-_ -,;---„. , ft , , °'%�
Pre-development 1-yr,24-hr peak flow ":--7'.„1::',,,-,7„,, _1.72,ft3/sec
Post-development 1-yr,24-hr peak flow -;-:J?;.:'O 76'ft3fsec
Storage volume discharge rate(through discharge orifice or weir) ,,,--!:,_:',,-',0:02;';0.02 ft3/sec
Storage volume drawdown time -'2";;-- ''2.07-days OK,draws down in 2-5 days
Additional Information
Vegetated side slopes . - I •3 :1 OK
Vegetated shelf slope `fn-'' `,.10 '1 OK
Vegetated shelf width .: _-= 10 0 ft OK
Length of flowpath to width ratio .IIK 3;.1 OK
Length to width ratio 4-1'5 1 OK
Trash rack for overflow&orifice? JT,..11.�Y,,; _ (Y or N) OK
Freeboard provided -•%''-•-';" F20•ft OK
Vegetated filter provided? " "",N„"k' ,(Y or N) Insufficient. Vegetated filter required
Recorded drainage easement provided? '.„- „SY ; - :(Y or N) OK
Capures all runoff at ultimate build-out? ;t-:"s= =' ---n,'(Y or N) OK
Drain mechanism for maintenance or emergencies is: iDrain}pipe wl.gafe value . _ s ,. . - - - ;-. , _ • " -
Form SW401-Wet Detention Basin-Rev 9-4/18/12 Parts I &II Design Summary,Page 2 of 2

Table of Contents i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed Master Network Summary 1.01
********************** TC CALCULATIONS *********************
A-POST DEV 3. . . . Tc Calcs 2.01
A-POST DEV 4. . . . Tc Calcs 2.04
A-PRE DEV 1 Tc Calcs 2.06
A-PRE DEV 2 Tc Calcs 2.09
A-PRE DEV 3 Tc Calcs 2.12
********************** CN CALCULATIONS *********************
A-PRE DEV 1 Runoff CN-Area 3.01
A-PRE DEV 2 Runoff CN-Area 3.02
A-PRE DEV 3 Runoff CN-Area 3.03
B-POST DEV 1. . . . Runoff CN-Area 3.04
B-POST DEV 2. . . . Runoff CN-Area 3.05
B-POST DEV 3. . . . Runoff CN-Area 3.06
B-POST DEV 4. . . . Runoff CN-Area 3.07
************************ TIME VS.VOL ***********************
BMP 1 OUT 1
Time vs. Volume 4.01
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Table of Contents ii
Table of Contents (continued)
*********************** POND VOLUMES ***********************
BMP 1 Vol: Elev-Volume 5.01
******************** OUTLET STRUCTURES *********************
BMP 1 Outlet Input Data 6.01
Individual Outlet Curves 6.04
Composite Rating Curve 6.08
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver . 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Master Network Summary Page 1.01
Name. . . . Watershed
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID STORMS.RNQ Meck Co NC 24
Total
Depth Rainfall
Return Event in Type RNF File RNF ID
1 2.5800 Synthetic Curve DETENT SCS TP II-6 MIN
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion; )
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond
Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
A-PRE DEV 1 AREA 1 .224 12.3000 .83
A-PRE DEV 2 AREA 1 .246 12.3500 .85
A-PRE DEV 3 AREA 1 .030 12.5000 .06 PRE-DEV FLOW
*A-PRE OUT JCT 1 .500 12.3500 1.72 <
B-POST DEV 1 AREA 1 .702 12.0000 10.99
B-POST DEV 2 AREA 1 .012 12.0500 .05
B-POST DEV 3 AREA 1 .190 12.3500 .59
B-POST DEV 4 AREA 1 .017 12.3000 .04 POST-DEV. FLOW
*B-POST OUT JCT 1 .908 12.3500 .76 <
BMP 1 IN POND 1 .702 12.0000 10.99
BMP 1 OUT POND 1 .690 21.9000 .16 646.04 .556
1-YR 24-HR WATER _it
SURFACE ELEVATION
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.01
Name. . . . A-POST DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Channel
Flow Area 4.5000 sq.ft
Wetted Perimeter 2.68 ft
Hydraulic Radius 1.68 ft
Slope .020400 ft/ft
Mannings n .0350
Hydraulic Length 1175.00 ft
Avg.Velocity 8.59 ft/sec
Segment #1 Time: .0380 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 724.00 ft
Slope .038700 ft/ft
Unpaved
Avg.Velocity 3.17 ft/sec
Segment #2 Time: .0634 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .020000 ft/ft
Avg.Velocity .13 ft/sec
Segment #3 Time: . 3332 hrs
Total Tc: .4345 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.04
Name. . . . A-POST DEV 4
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1 : Tc: TR-55 Shallow
Hydraulic Length 446.00 ft
Slope .050400 ft/ft
Unpaved
Avg.Velocity 3 .62 ft/sec
Segment #1 Time: .0342 hrs
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.1200 in
Slope .040000 ft/ft
Avg.Velocity .15 ft/sec
Segment #2 Time: . 1825 hrs
Total Tc: . 2167 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Tc Calcs - Page 2.06
Name. . . . A-PRE DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Channel
Flow Area 4. 5000 sq.ft
Wetted Perimeter 2.68 ft
Hydraulic Radius 1 .68 ft
Slope .048400 ft/ft
Mannings n .0350
Hydraulic Length 300.00 ft
Avg.Velocity 13 .23 ft/sec
Segment #1 Time: .0063 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1049.00 ft
Slope .048400 ft/ft
Unpaved
Avg.Velocity 3. 55 ft/sec
Segment #2 Time: .0821 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .020000 ft/ft
Avg.Velocity .13 ft/sec
Segment #3 Time: . 3332 hrs
Total Tc: .4215 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.09
Name. . . . A-PRE DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1 : Tc: TR-55 Channel
Flow Area 4. 5000 sq.ft
Wetted Perimeter 2.68 ft
Hydraulic Radius 1 .68 ft
Slope .020400 ft/ft
Mannings n .0350
Hydraulic Length 1175.00 ft
Avg.Velocity 8.59 ft/sec
Segment #1 Time: .0380 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 983.00 ft
Slope .038700 ft/ft
Unpaved
Avg.Velocity 3.17 ft/sec
Segment #2 Time: .0860 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .015000 ft/ft
Avg.Velocity .11 ft/sec
Segment #3 Time: . 3738 hrs
Total Tc: .4978 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.12
Name. . . . A-PRE DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 513.00 ft
Slope .051700 ft/ft
Unpaved
Avg.Velocity 3.67 ft/sec
Segment #1 Time: .0388 hrs
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr , 24hr P 3.1200 in
Slope .053300 ft/ft
Avg.Velocity .19 ft/sec
Segment #2 Time: .2251 hrs
Total Tc: . 2639 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.01
Name. . . . A-PRE DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil. Good 61 9.810 61.00
Woods, Class B Soil, Good 55 5.490 55.00
Impervious 98 .020 98.00
Gravel 85 .140 85.00
COMPOSITE AREA & WEIGHTED CN ---> 15.460 59.13 (59)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.02
Name. . . . A-PRE DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 9.500 61.00
Woods, Class B Soil, Good 55 7.290 55.00
Impervious 98 .140 98.00
COMPOSITE AREA & WEIGHTED CN ---> 16.930 58.72 (59)
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.03
Name. . . . A-PRE DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 .070 61.00
Woods, Class B Soil, Good 55 3.670 55.00
COMPOSITE AREA & WEIGHTED CN ---> 3.740 55.11 (55)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver . 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.04
Name. . . . B-POST DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Off-Site Impervious 98 .150 98.00
Off-Site Gravel, Class B Soil 85 .140 85.00
Impervious 98 1.780 98.00
Open Space, Class B Soil, Good 61 13. 290 61.00
Wooded, Class B Soil, Good 55 .810 55.00
Future Gravel 85 .780 85.00
Future Impervious 98 1.450 98.00
COMPOSITE AREA & WEIGHTED CN ---> 18.400 68.73 (69)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.05
Name. . . . B-POST DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 .310 61.00
Woods, Class B Soil, Good 55 .760 55.00
COMPOSITE AREA & WEIGHTED CN ---> 1.070 56.74 (57)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.06
Name. . . . B-POST DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Impervious 98 .010 98.00
Open Space, Class B Soil, Good 61 7.640 61.00
Wooded, Class B Soil, Good 55 7.240 55.00
COMPOSITE AREA & WEIGHTED CN ---> 14.890 58.11 (58)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.07
Name. . . . B-POST DEV 4
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 .340 61.00
Wooded, Class B Soil, Good 55 1.430 55.00
COMPOSITE AREA & WEIGHTED CN ---> 1.770 56.15 (56)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

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Type. . . . Time vs. Volume Page 4.09
Name. . . . BMP 1 OUT Tag: 1 Event: 1 yr
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
Storm. . . SCS TP II-6 MIN Tag: 1
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0500 hrs
hrs Time on left represents time for first value in each row.
103.4000 .019 .019 .019 .019 .019
103.6500 .019 .019 .019 .019 .019
103.9000 .019 .019 .019 .019 .019
104.1500 .019 .019 .019 .018 .018
104.4000 .018 .018 .018 .018 .018
104.6500 .018 .018 .018 .018 .018
104.9000 .018 .018 .018 .018 .018
105.1500 .018 .018 .018 .017 .017
105.4000 .017 .017 .017 .017 .017
105.6500 .017 .017 .017 .017 .017
105.9000 .017 .017 .017 .017 .017
106.1500 .017 .017 .017 .017 .016
106.4000 .016 .016 .016 .016 .016
106.6500 .016 .016 .016 .016 .016
106.9000 .016 .016 .016 .016 .016
107.1500 .016 .016 .016 .016 .016
107.4000 .016 .016 .015 .015 .015
107.6500 .015 .015 .015 .015 .015
107.9000 .015 .015 .015 .015 .015
108.1500 .015 .015 .015 .015 .015
108.4000 .015 .015 .015 .015 .015
108.6500 .015 .014 .014 .014 .014
108.9000 .014 .014 .014 .014 .014
109.1500 .014 .014 .014 .014 .014
109.4000 .014 .014 .014 .014 .014
109.6500 .014 .014 .014 .014 .014
109.9000 .014 .014 .013 .013 .013
110.1500 .013 .013 .013 .013 .013
110.4000 .013 .013 .013 .013 .013
110.6500 .013 .013 .013 .013 .013
110.9000 .013 .013 .013 .013 .013
111.1500 .013 .013 .013 .013 .012
111.4000 .012 .012 .012 .012 .012
111.6500 .012
1-YR 24-HR
DRAWDOWN
TIME IS LESS
THAN 12 HOURS
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Vol: Elev-Volume Page 5.01
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
644. 50 .000
645.00 .161
646.00 . 538
647.00 .948
648.00 1.392
649.00 1.882
650.00 2.433
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.01
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
REQUESTED POND WS ELEVATIONS :
Min. Elev.= 644. 50 ft
Increment = . 20 ft
Max. Elev.= 650.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Orifice-Circular 01 ---> TW 644.500 650.000
Weir-Rectangular W1 ---> TW 646.100 650.000
Weir-Rectangular W2 ---> TW 648.000 650.000
Weir-Rectangular ES ---> TW 648.500 650.000
TW SETUP, DS Channel
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.02
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 644.50 ft
Diameter = .1875 ft
Orifice Coeff. = .600
Structure ID = W1
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 646.10 ft
Weir Length = 3.50 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = W2
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 648.00 ft
Weir Length = 12.50 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.03
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 648.50 ft
Weir Length = 15 .00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . .
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32 :18 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.04
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS .PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall Upstream HW & DNstream TW < Inv.El
644.70 .04 Free Outfall H =.11
644.90 .07 Free Outfall H =.31
645.10 .09 Free Outfall H =.51
645. 30 .11 Free Outfall H =.71
645. 50 .13 Free Outfall H =.91
645 .70 .14 Free Outfall H =1. 11
645 .90 .15 Free Outfall H =1.31
646.10 .16 Free Outfall H =1.51
646.30 .17 Free Outfall H =1.71
646.50 .18 Free Outfall H =1.91
646.70 .19 Free Outfall H =2. 11
646.90 .20 Free Outfall H =2. 31
647.10 .21 Free Outfall H =2.51
647. 30 .22 Free Outfall H =2.71
647.50 . 23 Free Outfall H =2.91
647.70 .23 Free Outfall H =3. 11
647.90 .24 Free Outfall H =3. 31
648.00 . 25 Free Outfall H =3.41
648. 10 .25 Free Outfall H =3. 51
648.30 .26 Free Outfall H =3.71
648.50 .26 Free Outfall H =3.91
648.70 .27 Free Outfall H =4.11
648.90 .28 Free Outfall H =4. 31
649.10 .28 Free Outfall H =4. 51
649.30 . 29 Free Outfall H =4.71
649.50 .29 Free Outfall H =4.91
649.70 .30 Free Outfall H =5 .11
649.90 .31 Free Outfall H =5. 31
650.00 . 31 Free Outfall H =5.41
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.05
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W1 (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv. E1.=646.100
644.70 .00 Free Outfall HW & TW below Inv. E1.=646.100
644.90 .00 Free Outfall HW & TW below Inv.El.=646.100
645.10 .00 Free Outfall HW & TW below Inv. El.=646.100
645.30 .00 Free Outfall HW & TW below Inv.El.=646.100
645.50 .00 Free Outfall HW & TW below Inv.El.=646.100
645.70 .00 Free Outfall HW & TW below Inv.El.=646.100
645.90 .00 Free Outfall HW & TW below Inv.El.=646.100
646.10 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
646.30 .97 Free Outfall H=.20; Htw=.00; Qfree=.97;
646.50 2.75 Free Outfall H=.40; Htw=.00; Qfree=2.75;
646.70 5.04 Free Outfall H=.60; Htw=.00; Qfree=5.04;
646.90 7.76 Free Outfall H=.80; Htw=.00; Qfree=7.76;
647.10 10.85 Free Outfall H=1.00; Htw=.00; Qfree=10.85;
647. 30 14.26 Free Outfall H=1.20; Htw=.00; Qfree=14.26;
647.50 17.97 Free Outfall H=1.40; Htw=.00; Qfree=17.97;
647.70 21.96 Free Outfall H=1.60; Htw=.00; Qfree=21.96;
647.90 26.20 Free Outfall H=1.80; Htw=.00; Qfree=26.20;
648.00 28.42 Free Outfall H=1.90; Htw=.00; Qfree=28.42;
648.10 30.69 Free Outfall H=2.00; Htw=.00; Qfree=30.69;
648.30 35.41 Free Outfall H=2.20; Htw=.00; Qfree=35.41;
648.50 40.34 Free Outfall H=2.40; Htw=.00; Qfree=40.34;
648.70 45.49 Free Outfall H=2.60; Htw=.00; Qfree=45.49;
648.90 50.84 Free Outfall H=2.80; Htw=.00; Qfree=50.84;
649.10 56.38 Free Outfall H=3.00; Htw=.00; Qfree=56.38:
649.30 62.11 Free Outfall H=3.20; Htw=.00; Qfree=62.11;
649.50 68.02 Free Outfall H=3.40; Htw=.00; Qfree=68.02;
649.70 74.11 Free Outfall H=3.60; Htw=.00; Qfree=74.11;
649.90 80.37 Free Outfall H=3.80; Htw=.00; Qfree=80.37;
650.00 83.57 Free Outfall H=3.90; Htw=.00; Qfree=83.57;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.06
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W2 (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv. El.=648.000
644.70 .00 Free Outfall HW & TW below Inv.E1.=648.000
644.90 .00 Free Outfall HW & TW below Inv.E1.=648.000
645.10 .00 Free Outfall HW & TW below Inv.El.=648.000
645. 30 .00 Free Outfall HW & TW below Inv. El.=648.000
645.50 .00 Free Outfall HW & TW below Inv. E1.=648.000
645.70 .00 Free Outfall HW & TW below Inv.El.=648.000
645.90 .00 Free Outfall HW & TW below Inv.E1.=648.000
646.10 .00 Free Outfall HW & TW below Inv.El.=648.000
646.30 .00 Free Outfall HW & TW below Inv. El.=648.000
646.50 .00 Free Outfall HW & TW below Inv. El.=648.000
646.70 .00 Free Outfall HW & TW below Inv. E1.=648.000
646.90 .00 Free Outfall HW & TW below Inv.El.=648.000
647.10 .00 Free Outfall HW & TW below Inv.El.=648.000
647.30 .00 Free Outfall HW & TW below Inv.El.=648.000
647.50 .00 Free Outfall HW & TW below Inv. El.=648.000
647.70 .00 Free Outfall HW & TW below Inv.El.=648.000
647.90 .00 Free Outfall HW & TW below Inv.El.=648.000
648.00 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
648.10 1.22 Free Outfall H=.10; Htw=.00; Qfree=1.22;
648.30 6.37 Free Outfall H=.30; Htw=.00; Qfree=6.37;
648.50 13.70 Free Outfall H=.50; Htw=.00; Qfree=13.70;
648.70 22.70 Free Outfall H=.70; Htw=.00; Qfree=22.70;
648.90 33.09 Free Outfall H=.90; Htw=.00; Qfree=33.09;
649.10 44.70 Free Outfall H=1.10; Htw=.00; Qfree=44.70;
649.30 57.44 Free Outfall H=1.30; Htw=.00; Qfree=57.44;
649.50 71.19 Free Outfall H=1.50; Htw=.00; Qfree=71.19;
649.70 85.89 Free Outfall H=1.70; Htw=.00; Qfree=85.89;
649.90 101.49 Free Outfall H=1.90; Htw=.00; Qfree=101.49;
650.00 109.60 Free Outfall H=2.00; Htw=.00; Qfree=109.60;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.07
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = ES (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv. El.=648.500
644.70 .00 Free Outfall HW & TW below Inv. El .=648.500
644.90 .00 Free Outfall HW & TW below Inv. El.=648.500
645.10 .00 Free Outfall HW & TW below Inv. El.=648.500
645.30 .00 Free Outfall HW & TW below Inv.El.=648.500
645.50 .00 Free Outfall HW & TW below Inv.El.=648.500
645.70 .00 Free Outfall HW & TW below Inv.E1.=648. 500
645.90 .00 Free Outfall HW & TW below Inv. E1.=648.500
646. 10 .00 Free Outfall HW & TW below Inv. E1.=648.500
646. 30 .00 Free Outfall HW & TW below Inv. E1.=648.500
646.50 .00 Free Outfall HW & TW below Inv. El.=648. 500
646.70 .00 Free Outfall HW & TW below Inv. El.=648.500
646.90 .00 Free Outfall HW & TW below Inv.El.=648.500
647.10 .00 Free Outfall HW & TW below Inv.El.=648.500
647. 30 .00 Free Outfall HW & TW below Inv.El.=648. 500
647.50 .00 Free Outfall HW & TW below Inv. E1.=648. 500
647.70 .00 Free Outfall HW & TW below Inv. E1.=648. 500
647.90 .00 Free Outfall HW & TW below Inv. E1.=648.500
648.00 .00 Free Outfall HW & TW below Inv. E1.=648. 500
648.10 .00 Free Outfall HW & TW below Inv. El.=648.500
648.30 .00 Free Outfall HW & TW below Inv. El.=648.500
648.50 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
648.70 4.16 Free Outfall H=.20; Htw=.00; Qfree=4.16;
648.90 11.76 Free Outfall H=.40; Htw=.00; Qfree=11.76;
649.10 21.61 Free Outfall H=.60; Htw=.00; Qfree=21.61;
649. 30 33. 27 Free Outfall H=.80; Htw=.00; Qfree=33.27;
649. 50 46. 50 Free Outfall H=1.00; Htw=.00; Qfree=46. 50;
649.70 61.13 Free Outfall H=1.20; Htw=.00; Qfree=61.13;
649.90 77.03 Free Outfall H=1.40; Htw=.00; Qfree=77.03;
650.00 85.43 Free Outfall H=1.50; Htw=.00; Qfree=85.43;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Type. . . . Composite Rating Curve Page 6.08
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
644. 50 .00 Free Outfall None contributing
644.70 .04 Free Outfall 01
644.90 .07 Free Outfall 01
645.10 .09 Free Outfall 01
645.30 .11 Free Outfall 01
645.50 .13 Free Outfall 01
645.70 .14 Free Outfall 01
645.90 .15 Free Outfall 01
646.10 .16 Free Outfall 01 +W1
646.30 1.14 Free Outfall 01 +W1
646.50 2.93 Free Outfall 01 +W1
646.70 5.24 Free Outfall 01 +W1
646.90 7.97 Free Outfall 01 +W1
647.10 11.06 Free Outfall 01 +W1
647.30 14.48 Free Outfall 01 +W1
647.50 18.20 Free Outfall 01 +W1
647.70 22.19 Free Outfall 01 +W1
647.90 26.44 Free Outfall 01 +W1
648.00 28.66 Free Outfall 01 +W1 +W2
648.10 32.16 Free Outfall 01 +W1 +W2
648.30 42.03 Free Outfall 01 +W1 +W2
648. 50 54.30 Free Outfall 01 +W1 +W2 +ES
648.70 72.61 Free Outfall 01 +W1 +W2 +ES
648.90 95.96 Free Outfall 01 +W1 +W2 +ES
649.10 122.97 Free Outfall 01 +W1 +W2 +ES
649.30 153.11 Free Outfall 01 +W1 +W2 +ES
649.50 186.01 Free Outfall 01 +W1 +W2 +ES
649.70 221.43 Free Outfall 01 +W1 +W2 +ES
649.90 259.20 Free Outfall 01 +W1 +W2 +ES
650.00 278.90 Free Outfall 01 +W1 +W2 +ES
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:32:18 Date: 02/21/2017

Table of Contents i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed Master Network Summary 1.01
********************** TC CALCULATIONS *********************
A-POST DEV 4. . . . Tc Calcs 2.01
A-PRE DEV 1 Tc Calcs 2.03
A-PRE DEV 2 Tc Calcs 2.06
A-PRE DEV 3 Tc Calcs 2.09
********************** CN CALCULATIONS *********************
A-PRE DEV 1 Runoff CN-Area 3.01
A-PRE DEV 2 Runoff CN-Area 3.02
A-PRE DEV 3 Runoff CN-Area 3.03
B-POST DEV 1. . . . Runoff CN-Area 3.04
B-POST DEV 2. . . . Runoff CN-Area 3.05
B-POST DEV 3. . . . Runoff CN-Area 3.06
B-POST DEV 4. . . . Runoff CN-Area 3.07
************************ TIME VS.VOL ***********************
BMP 1 OUT . .2
Time vs . Volume 4.01
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Table of Contents ii
Table of Contents (continued)
BMP 1 OUT 100
Time vs. Volume 4.10
*********************** POND VOLUMES ***********************
BMP 1 Vol : Elev-Volume 5.01
******************** OUTLET STRUCTURES *********************
BMP 1 Outlet Input Data 6.01
Individual Outlet Curves 6.04
Composite Rating Curve 6.08
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Master Network Summary Page 1 .01
Name. . . . Watershed
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID STORMS.RNQ 6 Hour Storms
Total
Depth Rainfall
Return Event in Type RNF File RNF ID
100 5.3400 . Time-Depth Curve DETENT 100 Year 6 Hour
.10 - 3.7220 Time-Depth Curve DETENT 10 Year 6 Hour
. .2 2.2800 Time-Depth Curve DETENT 2 Year 6 Hour
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion; )
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond
Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
A-PRE DEV 1 AREA 100 1.844 3.3500 23.89
A-PRE DEV 1 AREA 10 .755 3.4000 8.74
A-PRE DEV 1 AREA 2 .130 3.6000 .95
A-PRE DEV 2 AREA 100 2.020 3.4500 24.07
A-PRE DEV 2 AREA 10 .827 3.5000 8.85
A-PRE DEV 2 AREA 2 .143 3.7000 1.00
A-PRE DEV 3 AREA 100 .360 3.2500 5.42
A-PRE DEV 3 AREA 10 .132 3.3000 1.62
A-PRE DEV 3 AREA 2 .015 3.6500 .08
PRE-DEV FLOWS
*A-PRE OUT JCT 100 4.224 3.4000 52.08
*A-PRE OUT JCT 10 1.714 3.4500 18.86
*A-PRE OUT JCT 2 .287 3.6500 2.03
B-POST DEV 1 AREA 100 3.386 3.1000 78.23
B-POST DEV 1 AREA 10 1.671 3.1000 37.56
B-POST DEV 1 AREA 2 .498 3.1500 10.01
B-POST DEV 2 AREA 100 .115 3.1000 2.41
B-POST DEV 2 AREA 10 .045 3.1500 .79
B-POST DEV 2 AREA 2 .006 3.4000 .05
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Master Network Summary Page 1.02
Name. . . . Watershed
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion; )
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond
Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
B-POST DEV 3 AREA 100 1.688 3.4000 21.34
B-POST DEV 3 AREA 10 .674 3.4500 7.51
B-POST DEV 3 AREA 2 .106 3.6500 .72
B-POST DEV 4 AREA 100 .180 3.2000 2.92
B-POST DEV 4 AREA 10 .068 3.2500 .92
B-POST DEV 4 AREA 2 .009 3.5500 .06
*B-POST OUT JCT 100 5.359 3.3500 54.20 POST-DEV FLOWS
*B-POST OUT JCT 10 2.449 3.5000 15.35
*B-POST OUT JCT 2 .615 3.6500 .93
BMP 1 IN POND 100 3.386 3.1000 78.23
BMP 1 IN POND 10 1.671 3.1000 37.56
BMP 1 IN POND 2 .498 3.1500 10.01
BMP 1 OUT POND 100 3.376 3.3000 29.77 648.03 1.408
BMP 1 OUT POND 10 1.662 3.6000 7.57 646.87 .895
BMP 1 OUT POND 2 .493 5.7500 .14 645.81 .466
BMP #1 WATER
SURFACE
ELEVATIONS
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Tc Calcs Page 2 .01
Name. . . . A-POST DEV 4
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 446.00 ft
Slope .050400 ft/ft
Unpaved
Avg.Velocity 3 .62 ft/sec
Segment #1 Time: .0342 hrs
Segment #2: Tc: TR-55 Sheet
Mannings n . 2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.1200 in
Slope .040000 ft/ft
Avg.Velocity .15 ft/sec
Segment #2 Time: .1825 hrs
Total Tc: .2167 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.03
Name. . . . A-PRE DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Channel
Flow Area 4.5000 sq.ft
Wetted Perimeter 2.68 ft
Hydraulic Radius 1 .68 ft
Slope .048400 ft/ft
Mannings n .0350
Hydraulic Length 300.00 ft
Avg.Velocity 13.23 ft/sec
Segment #1 Time: .0063 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1049.00 ft
Slope .048400 ft/ft
Unpaved
Avg.Velocity 3.55 ft/sec
Segment #2 Time: .0821 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr , 24hr P 3.1200 in
Slope .020000 ft/ft
Avg.Velocity .13 ft/sec
Segment #3 Time: . 3332 hrs
Total Tc: .4215 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.06
Name. . . . A-PRE DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Channel
Flow Area 4.5000 sq.ft
Wetted Perimeter 2.68 ft
Hydraulic Radius 1.68 ft
Slope .020400 ft/ft
Mannings n .0350
Hydraulic Length 1175.00 ft
Avg.Velocity 8.59 ft/sec
Segment #1 Time: .0380 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 983.00 ft
Slope .038700 ft/ft
Unpaved
Avg.Velocity 3.17 ft/sec
Segment #2 Time: .0860 hrs
Segment #3: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .015000 ft/ft
Avg.Velocity .11 ft/sec
Segment #3 Time: .3738 hrs
Total Tc: .4978 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Tc Calcs Page 2.09
Name. . . . A-PRE DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 513.00 ft
Slope .051700 ft/ft
Unpaved
Avg.Velocity 3.67 ft/sec
Segment #1 Time: .0388 hrs
Segment #2: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 150.00 ft
2yr, 24hr P 3.1200 in
Slope .053300 ft/ft
Avg.Velocity .19 ft/sec
Segment #2 Time: .2251 hrs
Total Tc: . 2639 hrs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.01
Name. . . . A-PRE DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil. Good 61 9.810 61.00
Woods, Class B Soil, Good 55 5.490 55 .00
Impervious 98 .020 98.00
Gravel 85 .140 85.00
COMPOSITE AREA & WEIGHTED CN ---> 15.460 59.13 (59)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.02
Name. . . . A-PRE DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 9.500 61.00
Woods, Class B Soil, Good 55 7.290 55.00
Impervious 98 .140 98.00
COMPOSITE AREA & WEIGHTED CN ---> 16.930 58.72 (59)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.03
Name. . . . A-PRE DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 .070 61.00
Woods, Class B Soil, Good 55 3.670 55.00
COMPOSITE AREA & WEIGHTED CN ---> 3.740 55.11 (55)
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.04
Name. . . . B-POST DEV 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Off-Site Impervious 98 .150 98.00
Off-Site Gravel, Class B Soil 85 .140 85.00
Impervious 98 1.780 98.00
Open Space, Class B Soil, Good 61 13. 290 61.00
Wooded, Class B Soil, Good 55 .810 55.00
Future Gravel 85 .780 85.00
Future Impervious 98 1.450 98.00
COMPOSITE AREA & WEIGHTED CN ---> 18.400 68.73 (69)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.05
Name. . . . B-POST DEV 2
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 . 310 61.00
Woods, Class B Soil, Good 55 .760 55.00
COMPOSITE AREA & WEIGHTED CN ---> 1.070 56.74 (57)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.06
Name. . . . B-POST DEV 3
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Impervious 98 .010 98.00
Open Space, Class B Soil, Good 61 7.640 61.00
Wooded, Class B Soil, Good 55 7.240 55.00
COMPOSITE AREA & WEIGHTED CN ---> 14.890 58.11 (58)
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Runoff CN-Area Page 3.07
Name. . . . B-POST DEV 4
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Open Space, Class B Soil, Good 61 .340 61.00
Wooded, Class B Soil, Good 55 1.430 55.00
COMPOSITE AREA & WEIGHTED CN ---> 1.770 56.15 (56)
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver . 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

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Type. . . . Time vs. Volume Page 4.09
Name. . . . BMP 1 OUT Tag: . .2 Event: 2 yr
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
Storm. . . 2 Year 6 Hour Tag: . .2
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0500 hrs
hrs Time on left represents time for first value in each row.
94.7000 .008 .008 .008 .008 .008
94.9500 .008 .008 .008 .008 .008
95. 2000 .008 .008 .008 .008 .008
95.4500 .008 .007 .007 .007 .007
95.7000 .007 .007 .007 .007 .007
95.9500 .007 .007 .007 .007 .007
96.2000 .007 .007 .007 .007 .007
96.4500 .007 .007 .007 .007 .007
96.7000 .007 .007 .007 .007 .007
96.9500 .007 .007 .007 .007 .007
97. 2000 .007 .007 .007 .007 .007
97.4500 .007 .007 .007 .007 .007
97.7000 .007 .007 .007 .007 .007
97.9500 .007 .007 .006 .006 .006
98.2000 .006 .006 .006 .006 .006
98.4500 .006 .006 .006 .006 .006
98.7000 .006 .006 .006 .006 .006
98.9500 .006 .006 .006 .006 .006
99.2000 .006 .006 .006 .006 .006
99.4500 .006 .006 .006 .006 .006
99.7000 .006 .006 .006 .006 .006
99.9500 .006 .006 .006 .006 .006
100.2000 .006 .006 .006 .006 .006
100.4500 .006 .006 .006 .006 .006
100.7000 .006 .006 .006 .006 .006
100.9500 .006 .005 .005 .005 .005
101.2000 .005 .005 .005 .005 .005
101.4500 .005 .005 .005 .005 .005
101.7000 .005 .005 .005 .005 .005
101.9500 .005 .005 .005 .005 .005
102.2000 .005 .005 .005 .005 .005
102.4500 .005 .005 .005 .005 .005
102.7000 .005 .005 .005 .005 .005
102.9500 .005
2-YR 6-HR
DRAWDOWN
TIME LESS THAN
120 HOURS
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

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V

Type. . . . Time vs. Volume Page 4.18
Name. . . . BMP 1 OUT Tag: 100 Event: 100 yr
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
Storm. . . 100 Year 6 Hour Tag: 100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0500 hrs
hrs Time on left represents time for first value in each row.
94.1500 .015 .015 .015 .015 .015
94.4000 .015 .015 .015 .015 .015
94.6500 .015 .015 .015 .015 .014
94.9000 .014 .014 .014 .014 .014
95.1500 .014 .014 .014 .014 .014
95.4000 .014 .014 .014 .014 .014
95.6500 .014 .014 .014 .014 .014
95.9000 .014 .014 .014 .014 .014
96.1500 .013 .013 .013 .013 .013
96.4000 .013 .013 .013 .013 .013
96.6500 .013 .013 .013 .013 .013
96.9000 .013 .013 .013 .013 .013
97.1500 .013 .013 .013 .013 .013
97.4000 .013 .013 .013 .012 .012
97.6500 .012 .012 .012 .012 .012
97.9000 .012 .012 .012 .012 .012
98.1500 .012 .012 .012 .012 .012
98.4000 .012 .012 .012 .012 .012
98.6500 .012 .012 .012 .012 .012
98.9000 .012 .012 .012 .011 .011
99.1500 .011 .011 .011 .011 .011
99.4000 .011 .011 .011 .011 .011
99.6500 .011 .011 .011 .011 .011
99.9000 .011 .011 .011 .011 .011
100.1500 .011 .011 .011 .011 .011
100.4000 .011 .011 .011 .011 .011
100.6500 .011 .010 .010 .010 .010
100.9000 .010 .010 .010 .010 .010
101.1500 .010 .010 .010 .010 .010
101.4000 .010 .010 .010 .010 .010
101.6500 .010 .010 .010 .010 .010
101.9000 .010 .010 .010 .010 .010
102.1500 .010 .010 .010 .010 .010
102.4000 .010
100-YR 6-HR
DRAWDOWN
TIME LESS THAN
120 HOURS
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Vol : Elev-Volume Page 5 .01
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
644.50 .000
645 .00 .161
646.00 .538
647.00 .948
648.00 1 .392
649.00 1.882
650.00 2.433
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.01
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 644. 50 ft
Increment = . 20 ft
Max. Elev.= 650.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Orifice-Circular 01 ---> TW 644.500 650.000
Weir-Rectangular W1 ---> TW 646.100 650.000
Weir-Rectangular W2 ---> TW 648.000 650.000
Weir-Rectangular ES ---> TW 648.500 650.000
TW SETUP, DS Channel
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.02
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 644.50 ft
Diameter = .1875 ft
Orifice Coeff. = .600
Structure ID = W1
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 646.10 ft
Weir Length = 3.50 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = W2
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 648.00 ft
Weir Length = 12.50 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
5/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Outlet Input Data Page 6.03
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 648.50 ft
Weir Length = 15.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES. . .
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.04
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644. 50 .00 Free Outfall Upstream HW & DNstream TW < Inv. El
644.70 .04 Free Outfall H =.11
644.90 .07 Free Outfall H =.31
645. 10 .09 Free Outfall H =. 51
645 .30 .11 Free Outfall H =.71
645.50 .13 Free Outfall H =.91
645.70 .14 Free Outfall H =1. 11
645.90 .15 Free Outfall H =1.31
646.10 .16 Free Outfall H =1. 51
646.30 .17 Free Outfall H =1.71
646.50 .18 Free Outfall H =1.91
646.70 .19 Free Outfall H =2. 11
646.90 .20 Free Outfall H =2. 31
647.10 .21 Free Outfall H =2. 51
647.30 .22 Free Outfall H =2.71
647. 50 .23 Free Outfall H =2.91
647.70 .23 Free Outfall H =3.11
647.90 .24 Free Outfall H =3. 31
648.00 .25 Free Outfall H =3.41
648.10 .25 Free Outfall H =3. 51
648.30 . 26 Free Outfall H =3.71
648. 50 .26 Free Outfall H =3.91
648.70 .27 Free Outfall H =4.11
648.90 .28 Free Outfall H =4. 31
649.10 .28 Free Outfall H =4.51
649.30 .29 Free Outfall H =4.71
649.50 .29 Free Outfall H =4.91
649.70 .30 Free Outfall H =5. 11
649.90 .31 Free Outfall H =5. 31
650.00 . 31 Free Outfall H =5.41
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.05
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W1 (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv. El .=646.100
644.70 .00 Free Outfall HW & TW below Inv. El.=646.100
644.90 .00 Free Outfall HW & TW below Inv. El.=646.100
645.10 .00 Free Outfall HW & TW below Inv. El.=646.100
645.30 .00 Free Outfall HW & TW below Inv. El.=646.100
645.50 .00 Free Outfall HW & TW below Inv. El.=646.100
645.70 .00 Free Outfall HW & TW below Inv.El.=646.100
645.90 .00 Free Outfall HW & TW below Inv.El.=646.100
646.10 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
646. 30 .97 Free Outfall H=.20; Htw=.00; Qfree=.97;
646.50 2.75 Free Outfall H=.40; Htw=.00; Qfree=2.75;
646.70 5.04 Free Outfall H=.60; Htw=.00; Qfree=5.04;
646.90 7.76 Free Outfall H=.80; Htw=.00; Qfree=7.76;
647.10 10.85 Free Outfall H=1.00; Htw=.00; Qfree=10.85;
647. 30 14.26 Free Outfall H=1.20; Htw=.00; Qfree=14.26;
647. 50 17.97 Free Outfall H=1.40; Htw=.00; Qfree=17.97;
647.70 21.96 Free Outfall H=1.60; Htw=.00; Qfree=21.96;
647.90 26.20 Free Outfall H=1.80; Htw=.00; Qfree=26.20;
648.00 28.42 Free Outfall H=1.90; Htw=.00; Qfree=28.42;
648.10 30.69 Free Outfall H=2.00; Htw=.00; Qfree=30.69;
648.30 35.41 Free Outfall H=2.20; Htw=.00; Qfree=35.41;
648.50 40.34 Free Outfall H=2.40; Htw=.00; Qfree=40.34;
648.70 45.49 Free Outfall H=2.60; Htw=.00; Qfree=45.49;
648.90 50.84 Free Outfall H=2.80; Htw=.00; Qfree=50.84;
649.10 56. 38 Free Outfall H=3.00: Htw=.00; Qfree=56. 38;
649.30 62.11 Free Outfall H=3.20; Htw=.00; Qfree=62.11;
649. 50 68.02 Free Outfall H=3.40; Htw=.00; Qfree=68.02;
649.70 74.11 Free Outfall H=3.60; Htw=.00; Qfree=74.11;
649.90 80.37 Free Outfall H=3.80; Htw=.00; Qfree=80.37;
650.00 83.57 Free Outfall H=3.90; Htw=.00; Qfree=83.57;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.06
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W2 (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv.E1.=648.000
644.70 .00 Free Outfall HW & TW below Inv. E1.=648.000
644.90 .00 Free Outfall HW & TW below Inv. El.=648.000
645. 10 .00 Free Outfall HW & TW below Inv.EL.=648.000
645.30 .00 Free Outfall HW & TW below Inv.El.=648.000
645.50 .00 Free Outfall HW & TW below Inv.E1.=648.000
645.70 .00 Free Outfall HW & TW below Inv.E1.=648.000
645.90 .00 Free Outfall HW & TW below Inv. El.=648.000
646.10 .00 Free Outfall HW & TW below Inv. El.=648.000
646.30 .00 Free Outfall HW & TW below Inv.El.=648.000
646.50 .00 Free Outfall HW & TW below Inv.E1.=648.000
646.70 .00 Free Outfall HW & TW below Inv. E1.=648.000
646.90 .00 Free Outfall HW & TW below Inv. El.=648.000
647.10 .00 Free Outfall HW & TW below Inv. El.=648.000
647. 30 .00 Free Outfall HW & TW below Inv. El.=648.000
647. 50 .00 Free Outfall HW & TW below Inv.E1.=648.000
647.70 .00 Free Outfall HW & TW below Inv. El.=648.000
647.90 .00 Free Outfall HW & TW below Inv. El.=648.000
648.00 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
648.10 1.22 Free Outfall H=.10; Htw=.00; Qfree=1.22;
648. 30 6.37 Free Outfall H=. 30; Htw=.00; Qfree=6.37;
648. 50 13.70 Free Outfall H=.50; Htw=.00; Qfree=13.70;
648.70 22.70 Free Outfall H=.70; Htw=.00; Qfree=22.70;
648.90 33.09 Free Outfall H=.90; Htw=.00; Qfree=33.09;
649.10 44.70 Free Outfall H=1.10; Htw=.00; Qfree=44.70;
649.30 57.44 Free Outfall H=1.30; Htw=.00; Qfree=57.44;
649.50 71.19 Free Outfall H=1.50; Htw=.00; Qfree=71.19;
649.70 85.89 Free Outfall H=1.70; Htw=.00; Qfree=85 .89;
649.90 101.49 Free Outfall H=1.90; Htw=.00; Qfree=101.49;
650.00 109.60 Free Outfall H=2.00; Htw=.00; Qfree=109.60;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7.5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Individual Outlet Curves Page 6.07
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = ES (Weir-Rectangular)
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
644.50 .00 Free Outfall HW & TW below Inv. E1.=648. 500
644.70 .00 Free Outfall HW & TW below Inv. E1.=648.500
644.90 .00 Free Outfall HW & TW below Inv. E1.=648.500
645.10 .00 Free Outfall HW & TW below Inv. El.=648.500
645. 30 .00 Free Outfall HW & TW below Inv. El.=648.500
645. 50 .00 Free Outfall HW & TW below Inv. El.=648.500
645.70 .00 Free Outfall HW & TW below Inv. El .=648.500
645.90 .00 Free Outfall HW & TW below Inv.El.=648.500
646.10 .00 Free Outfall HW & TW below Inv. El.=648.500
646.30 .00 Free Outfall HW & TW below Inv.El.=648.500
646. 50 .00 Free Outfall HW & TW below Inv.El.=648.500
646.70 .00 Free Outfall HW & TW below Inv.El .=648.500
646.90 .00 Free Outfall HW & TW below Inv.El.=648.500
647.10 .00 Free Outfall HW & TW below Inv.E1.=648. 500
647.30 .00 Free Outfall HW & TW below Inv.E1.=648.500
647.50 .00 Free Outfall HW & TW below Inv.El .=648.500
647.70 .00 Free Outfall HW & TW below Inv.El.=648.500
647.90 .00 Free Outfall HW & TW below Inv.El.=648.500
648.00 .00 Free Outfall HW & TW below Inv.El.=648.500
648.10 .00 Free Outfall HW & TW below Inv.E1.=648.500
648. 30 .00 Free Outfall HW & TW below Inv.E1.=648. 500
648.50 .00 Free Outfall H=.00; Htw=.00; Qfree=.00;
648.70 4.16 Free Outfall H=.20; Htw=.00; Qfree=4.16;
648.90 11.76 Free Outfall H=.40; Htw=.00; Qfree=11.76;
649.10 21.61 Free Outfall H=.60; Htw=.00; Qfree=21.61;
649. 30 33.27 Free Outfall H=.80; Htw=.00; Qfree=33.27;
649. 50 46.50 Free Outfall H=1.00; Htw=.00; Qfree=46. 50;
649.70 61.13 Free Outfall H=1.20; Htw=.00; Qfree=61.13;
649.90 77.03 Free Outfall H=1.40; Htw=.00; Qfree=77.03;
650.00 85.43 Free Outfall H=1.50; Htw=.00; Qfree=85.43;
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver . 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017

Type. . . . Composite Rating Curve Page 6.08
Name. . . . BMP 1
File. . . . W:\PONDPAK\16240\16240-DETENTION ANALYSIS.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
- 644. 50 .00 Free Outfall None contributing
644.70 .04 Free Outfall 01
644.90 .07 Free Outfall 01
645.10 .09 Free Outfall 01
645. 30 .11 Free Outfall 01
645. 50 .13 Free Outfall 01
645 .70 .14 Free Outfall 01
645 .90 .15 Free Outfall 01
646.10 .16 Free Outfall 01 +W1
646. 30 1.14 Free Outfall 01 +W1
646.50 2.93 Free Outfall 01 +Wi
646.70 5.24 Free Outfall 01 +W1
646.90 7.97 Free Outfall 01 +W1
647.10 11.06 Free Outfall 01 +W1
647.30 14.48 Free Outfall 01 +W1
647.50 18. 20 Free Outfall 01 +W1
647.70 22.19 Free Outfall 01 +W1
647.90 26.44 Free Outfall 01 +W1
648.00 28.66 Free Outfall 01 +W1 +W2
648.10 32. 16 Free Outfall 01 +W1 +W2
648.30 42.03 Free Outfall 01 +W1 +W2
648.50 54. 30 Free Outfall 01 +W1 +W2 +ES
648.70 72.61 Free Outfall 01 +W1 +W2 +ES
648.90 95.96 Free Outfall 01 +W1 +W2 +ES
649. 10 122.97 Free Outfall 01 +W1 +W2 +ES
649.30 153.11 Free Outfall 01 +W1 +W2 +ES
649.50 186.01 Free Outfall 01 +W1 +W2 +ES
649.70 221.43 Free Outfall 01 +W1 +W2 +ES
649.90 259.20 Free Outfall 01 +W1 +W2 +ES
650.00 278.90 Free Outfall 01 +W1 +W2 +ES
S/N: C21B02A06A82 The Isaacs Group
PondPack Ver. 7. 5 (786c) Compute Time: 12:26:54 Date: 02/21/2017