SW8080301_HISTORICAL FILE_20081211

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 op8 121 �
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretan•
rNorth Carolina Department of Environment and Natural Resources
1
'. Coleen IF Sullins Director
Division of Water Quality
December 11, 2008
Carl Baker, Deputy Public Works Officer
USMCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547-2521
Subject: Stormwater Permit No. SW8 080301
Special Operations Training Ground (S.O.T.G.)
High Density Commercial infiltration Basin Project
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
Special Operations Training Ground (S.O.T.G.) on October 23, 2008.
This minor modification includes the elimination of basin #2 and the 4,220 square feet of BUA
associated with it. The following are the basins 1A, 1 B, 3, 4, 5, and 6 built upon areas permitted for:
12,447, 1,670, 12,933, 20,552, 18,855, 12,194 square feet, respectively.
Staff review of the plans and specifications has determined that the project, as proposed, will comply
with the Stormwater Regulations set forth in Session Law 2006-246 and Title 15A NCAC 21-1.1000, We
are forwarding Permit No. SW8 080301 dated December 11, 2008, for the construction of the subject
project.This permit shall be effective from the date of issuance until April 29, 2018, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within sixty (60) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150E of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Malcolm Boney, or me at [phone].
Sincerely,
Georgette Sco
Stormwater Supervisor
Division of Water Quality
GS/mb: S:\WQS\STORMWATER\PERMIT\080301.dec08
cc: Bryan Dick, Earth Tech
Onslow County Building Inspections
Malcolm Boney, NCDENR
CWilmingtorr_Regional,Qff_ice i
Central Files
Is{Ji `hCarolina
Nalura//y
North Carolina Division of Water Qualiry 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional 011ice Internet: www.newaterqualilvore Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50 % Recycled110 % Post Consumer Paper

State 5tormwater Management Systems
Permit No. SW8 080301MOD'
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl Baker & USMCB Camp Lejeune
Special Operations Training Ground (S.0.T.G.)
Dr. G. W. Garner St., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of six infiltration basin(s) in compliance with
the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to
as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 29, 2018, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 on page 3 of this permit. The six stormwater
controls have been designed to handle the runoff from a total of 75,395 square
feet of impervious area. Infiltration basins 1A, 1B, 3, 4, 5, and 6 have been
designed to handle 12,447, 1,670, 9,759, 20,552, 18,775, and 12,192 square
feet of impervious area, respectively
3. These basins must be operated with a 50' vegetated filter.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
on page 3 of this permit, and as shown on the approved plans.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080301MOD
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
7. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
8. The following design criteria have been permitted for the infiltration basins and
must be provided and maintained at design condition:
Infiltration
Infiltration
Infiltration
Infiltration
Infiltration
Infiltration
Design Criteria
Basin #1A
Basin #1B
Basin #3
Basin #4
Basin #5
Basin #6
a. Drainage Area: acres
0.42
0.10
0.66
0.47
0.63
0.36
-Onsite, ft2:
18,455
4,470
28,740
20,552
27,327
15,472
-Offsite, ftz:
None
None
None
None
None
None
b.Total Impervious Surfaces, ftz:
12,447
1,670
9,759
20,552
18,775
12,192
-Buildings, ftZ:
1,311
870
3,450
0
18,855
0
-Parking/Streets, ftZ:
11,136
800
0
20,552
0
12,194
-Sidewalks/Concrete, ftz:
0
0
9,483
0
0
0
c. Design Storm, in.
3.68
3.68
3.68
3.68
3.68
3.68
d. Difference in the pre- and post -
development 1-yr, 24-hr runoff, ft3:
3,454
463
3,613
5,703
5,233
3,383
-Pre-development 1-yr, 24-hr
285
69
443
317
421
239
runoff, ft3:
-Post-development 1-yr, 24-hr
3,739
532
4,056
6,020
5,654
3,622
runoff, ft3:
e. Basin Depth, ft:
1.20
0.90
1.42
1.42
1.50
1.6
f. Bottom Elev., FMSL:
28.10
1 28.10
1 26.58
26.58
1 25.00
20.90
g. Bottom Surface Area, ft :
4,556
664
3,173
5,150
3,503
2,435
h. Bypass Weir Elevation, FMSL:
28.80
28.80
27.58
27.58
26.30
22.10
i. Permitted Storage Volume, ft3:
3,458
465
3,624
5,714
5,252
3,400
j. Pre -development 1-yr 24-hr
0.01
0.01
0.05
0.05
0.01
0.01
discharge, ft3/s:
k. Type of Soil:
Ba meade
Mary n
Ba meade
Ba meade
Ba meade
Ba meade
I. Expected Infiltration Rate, in/hr:
3.94
5.91
5.91
5.91
6.69
2.61
m.Seasonal High Water Table,
26.08
26.10
24.10
24.10
23.00
18.80
FMSL:
n. Draw Down Time, hrs:
2.3
1.7
2.3
2.3
2.7
6.4
o. Receiving Stream / River Basin:
New River / White Oak
p. Stream Index Number:
19-(27)
19-31
q. Water Body Classification:
„SA„
"SC" - within %: mi of and draining to SR / SA
waters
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080301 MOD
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080301 MOD
12. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
appropriate documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 080301 MOD
Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 11th day of December 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
0
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080301MOD
Camp Lejeune - Special Operations Training Ground (S.O.T.G.)
Stormwater Permit No. SW8 080301
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 080301 MOD
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 8 of 8

l
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
�a-;�113-D ff
IG 2�-.
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
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Commanding Officer Marine Corps Base Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker Deputy Public Works Officer
3. Mailing Address for person listed in item 2 above:
Bldg 1005 Michael Rd
City: MCB Camp Lejeune State:NC Zip:28547-2521
Phone: (910 ) 451-2213 Fax:
Email: [e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
USMCB Camp Lejeune - S O T G - Modification to Existing
5. Location of Project (street address):
Camp Lejeune Stone Bay Dr. G. W. Garner St
City:Camp Lejeune County:Onslow
6. Directions to project (from nearest major intersection):
From Jacksonville take US 17-S turn left onto NC 210 turn left on to rifle range road, turn right onto
Booker T. Washington Rd Site is to the east of the parking area
7. Latitude: 34-35-19 N Longitude: 77-26-35 W of project
8. Contact person who can answer questions about the project:
Name:Bryan Dick Telephone Number:
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ®New ❑Renewal
Form SWU-101 Version 8.07 Page I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 080301 and its issue date (if known) April 24' , 2008
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SNIP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ❑Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
The modification is due to the removal of Infiltration Basin #2 and its associated impervios area from the proposed
plans Infiltration Basin #3 has been moved to the location at which Basin #2 was located. This modification
results in no increases in impervious area within any drainage area of the project site and actually creates are
a reduction in impervios area of 4200 sf. Basin #4 has been moved slightly and both Basin #3 and #4 have the same
geometry as was initially proposes due to there being no change in impervious areas for each basin.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Site Area: 18.1 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: NA acres (not applicable if no wetlands exist on site)
6. Total Project Area**:4.39 acres 7. Project Built Upon Area:.77.7 %,
8. How many drainage areas does the project have? 7
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
New River
New River
Stream Class & Index No.
SA
SA
Drainage Area (sf)
18455
4470
Existing Impervious* Area (sf)
1,311
870
Proposed Impervious*Area (sf)
1 11,136
800
Impervious* Area (total)
1 67%
37%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
1,311
870
On -site Streets (sf)
0
0
On -site Parking (sf)
11,136
800
On -site Sidewalks (sf)
0
0
Other on -site (sf)
0
0
Off -site (sf)
0
0
Total (sf):
12,447
1670
Form SWU-101 Version 8.07 Paoe 2 of 4

Addendum to Basin Descriptions for Permit Aoolication 10-6-08
Basin Information
lf7rainage Area 2f
[R�ainage AFea�3J
1Drainage AreaL41
JD>rainage Area SJ
Drainage A:ea(6J
Receiving Stream Name
DELETED
New River
New River
New River
Stream Class
DELETED
SC
SC
SC
SC
Drainage Area (sf)
DELETED
19135
20552
27327
12192
Existing Imp. Area (sf)
DELETED
0
0
7700
0
Proposed Imp Area (sf)
DELETED
9759
20552
11075
12192
% Imp Total
DELETED
51 %
100%
69%
100%
Imp Surface Area
On -Site Buildings (sf)
DELETED
0
0
18775
0
On -site Streets (sf)
DELETED
0
0
0
0
On -Site Sidewalks (sf)
DELETED
0
0
0
0
Other On -site (sf)
DELETED
9759
20552
0
12192
Off -site (sf)
DELETED
0
0
0
0
Totall
DELETED
9759
1 20552
1 18775
1 12192

Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
10. How was the off -site impervious area listed above
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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 State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of

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. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.han
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form n4i190
• Original and one copy of the Deed Restrictions & Protective Covenants Form IVA
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP IVA
• Permit application processing fee of $505 (54,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report 004
• T¢We copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Bryan Dick, PH Earth Tech
Mailing Address: 701 Corporate Ctr. Dr Suite 475
City:Raleigh State:NC Zip:27607
Phone: (919 ) 854-6252 Fax: (919 ) 854-6259
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) l (1,h l ;_ CtL'Nt t—
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 coy aryls will be re ded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. / 77 /)
Date: Aq -O-W
Form SWU-101 Version 8.07 Paee 4 of 4

®TA zo wnray�c
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
Project name
Contact name
Phone number
Date
Drainage area number
USMC SOTG
Dick
2008
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cis
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 r1hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 11 storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer 'Y'to one of the following:
Length based on the 1 inlhr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Length of the level lip
Are level spreaders in series?
15,472.00 h'
12,194.00 rye
78.81 %
0.82
0.29 cis
4.20 min
2.5 inlhr
0.73 cis
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N)
50.00 it
0.00 It
0.00 it
50.00 it
Please complete filler strip characterization below.
17.00
fmsl
16.00
lost
2.00
% OK
N
(Y or N) OK
38.00 sq ft OK
13 f /cis
N
(Y or N)
Y
(Y or N)
N
(Y or N)
0.73
cis
N
(Y or N)
15.00
it
N
(Y or N)
A bypass device is not needed.
Level spreader length OK.
Form SW401-Level Spreader, Filler Strip, Restored Riparian Buffer-Rev.S Pads I. and II. Design Summary, page 1 of 2

Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
(Y or N)
Do not complete this section of the
worksheet.
Does the channel enter the stream at an angle?
(Y or N)
Do not complete this section of the
worksheet.
Dimensions of the channel (see diagram below):
Do not complete this section of the
worksheet.
M
ft
Do not complete this section of the
worksheet.
B
it
Do not complete this section at the
worksheet.
W
It
Do not complete this section of the
worksheet.
y
It
Do not complete this section of the
worksheet.
Peak velocity in the channel during the 10-yr storm
cis
Do not complete this section of the
worksheet.
Channel lining material
Do not complete this section of the
worksheet.
u
NI
bt
1
B
RJR CD
Form SW401-level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

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
Ini' Is
Sheet No.
62 A
1. Plans (l" - 50' or larger) of the entire site showing
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
AC
3
Boundaries of drainage easement.
2. Plan details (1"= 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot tope lines between the level lip and lop of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
gn/
e H�
3. Section view of the level spreader (1"= 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
�,Q Ldit'pE0
t Pc�A^9�1✓
- Downslope filter fabric.
4. J(date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
n
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
r`!�
rd77lty/ED
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
S. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

/;
STORMWATER MANAGEMENT PLAN
PREPARED FOR: MCB CAMP LEJEUNE
S.O.T.G.
DATE: 4-3-2008
EARTH TECH, INC
701 CORPORATE CENTER DR., SUITE 475
RALEIGH, NC 27607
919-854-6200
PREPARED BY:
BRYAN M. DICK, EIT, PH
CHECKED BY:
NEIL DEAN, PE
,.y.%I Urr ,It
(H CARo�
SEAL
t =
026453 _
jd vi'
x low
Nov 1 7 7008

PROJECT DESCRIPTION
THIS DOCUMENT IS TO SERVE AS A STORMWATER MANAGEMENT PLAN FOR THE
MCB CAMP LEJEUNE - S.O.T.G. PROJECT. THE PROJECT CONSISTS OF THE ADDITION
OF PARKING AREAS, CONCRETE SLABS AND VARIOUS STRUCTURES TO THE ALREADY
DEVELOPED SITE. THE COMPLETED PROJECT WILL PROVIDE A IMPROVEMENT TO THE
TRAINING FACILITIES FOR THE S.O.T.G. WHILE REDUCING VEHICLE AND TRAINING
ACTIVITIES THAT PRESENTLY OCCUR NEAR WETLANDS THAT ARE OFF OF THIS PROJECT
SITE. THERE ARE NO WETLANDS IN THE PROJECT SITE, PROPER.
CONTACT INFORMATION
EARTH TECH, INC.
ATTN: BRYAN M. DICK, PH
701 CORPORATE CENTER DR., SUITE 475
RALEIGH, NC 27607
TELEPHONE: [phone]
FAX: [phone]
IDENTIFY PROJECT INVOLVEMENT
THIS PROJECT IS A PART OF THE WHITE OAK RIVER BASIN, AND 15 CURRENTLY
NOT SUBJECT TO ANY BUFFER RULES. THE SITE IS APPROXIMATELY 1500 FROM THE
NEW RIVER, JUST OUTSIDE OF SNEEDS FERRY, NC AND IS LOCATED IN ONSLOW
COUNTY. WHICH IS A PHASE II - NPDES REQUIREMENT COUNTY.
THE PROPOSED PROJECT STORMWATER PLAN WILL MEET THE REQUIREMENTS
OF DETAINING THE 3.7 INCH RAINFALL EVENT FOR A PERIOD OF APPROXIMATELY 2
DAYS, PER THE REQUIREMENTS BY THE STATE AS REFERENCED FROM THE DWQ
STORMWATER MANUAL, JULY 2007. SEVEN INFILTRATION BASINS ARE USED TO TREAT
7 SEPARATE DRAINAGE AREAS. THIS PROJECT IS WITHIN 0.5 MILES OF SA WATERS
AND THE USE OF INFILTRATION DEVICES IS REQUIRED BY DWQ. THE TREATMENT
VOLUME PROVIDED AS WELL AS THE USE OF SWALES AND ADEQUATE INFILTRATION
CAPACITY WILL PROVIDE A POST DEVELOPMENT PEAK FLOW RATE THAT IS LESS THAN
THE PRE -DEVELOPMENT CONDITION, PER THE JULY 2007 START DATE FOR MEETING
PHASE II REQUIREMENTS. HYDROCAD MODELS BASES ON TR-55 METHODS WERE USED
TO VALIDATE THE COMPLETE CAPTURE OF THE RUNOFF DIFFERENCE FOR THE 3.7"
TYPE III - 24 HR. STORM.
STORMWATER DESIGN PARAMETERS
THE INFILTRATION BASINS ARE BASED ON THE FOLLOWING PARAMETERS OR
OBJECTIVES:
• PROVIDE 85% TSS REMOVAL
• PROTECT THE VALUE OF THE RECEIVING WATER RESOURCE
• 3.7" RAINFALL FOR BASIN STORAGE SIZING
• THE 1 YR RAINFALL FOR OUTLET STRUCTURE AND ROUTING DESIGN TO
MAINTAIN A POST DEVELOPMENT PEAK FLOW THAT 15 LESS THAN PRE -
DEVELOPMENT PEAK FLOW
• RATIO OF IMPERVIOUS SURFACE TO THE TOTAL AREA OF THE DRAINAGE AREA

• EXCEED A MINIMUM OF 2.0"
• RAINFALL EXCEEDING THE DESIGN STORM WILL BYPASS THE BASINS AND FLOW
THROUGH A MINIMUM OF 30' LONG VEGETATED FILTER
DISCUSSION OF TREATMENT MEASURES
THE PROPOSED TREATMENT IS TO UTILIZE 6 SEPARATE INFILTRATION BASINS
TO MEET THE TSS AND PEAK FLOW REQUIREMENTS SET FORTH BY DWQ. THE
SOILS OF THE PROJECT SITE ARE EXCELLENT SOILS FOR INFILTRATION AND THE
SEASON HIGH WATER TABLE AT EACH BASIN WILL ALLOW CONSTRUCTION OF THESE
BASINS. THE SOIL INVESTIGATION REVEALED THE OCCURRENCE OF A CONFINING
LAYER THAT LIMITS THE INFILTRATION DEPTH TO APPROXIMATELY 20" AT ET3 (SEE
ATTACHED SOILS REPORT). BASINS #3 AND #4 ARE LOCATED TO TAKE ADVANTAGE OF
THE BEST NEARBY SOIL AT ET4 (SOILS REPORT). BASIN #6 HAS A MORE SHALLOW
SEASONAL HIGH WATER TABLE (SHWT) AND THIS BASIN HAS A PROPOSED INVERT
THAT IS SET ABOVE EXISTING GRADE TO PROVIDE THE MINIMUM OF 2' CLEARANCE
FROM THE SHWT. THOUGH THIS BASIN HAS A RELATIVELY SHALLOW DEPTH TO THE
SHWT, THE RELIEF IN TOPOGRAPHY WILL IMPROVE THE INFILTRATION EFFICIENCY OF
THE BASIN. ALL BASINS MEET THE DESIGN PARAMETERS FOR INFILTRATION BASINS.
PHASE II REQUIREMENTS ARE MET BY USING A GRASSED SWALE TO COLLECT
SHEET FLOW FROM THE IMPERVIOUS AREAS AND BY THE INFILTRATION AND STORAGE
VOLUME PROVIDED IN EACH BASIN. THE STORAGE VOLUME IS REPRESENTED AS THE
EQUIVALENT VOLUME AVAILABLE FOR STORAGE WITHIN SOIL PORE SPACES AND THE
VOLUME OF THE BASIN ITSELF. THE AREA USED FOR THE VOLUME IS THE AREA OF
THE BASE OF THE BASIN AND REPRESENTS CONSERVATIVE REPRESENTATIONS OF
STORAGE. IN THE HIGHLY PERVIOUS SOILS OF THESE SITES, A SIGNIFICANT AMOUNT
OF INFILTRATION 15 POSSIBLE IN THE LATERAL DIRECTION THAT IS NOT ACCOUNTED
FOR IN THE COMPUTATIONS. FOR THIS REASON, THE STORAGE CALCULATIONS ARE
VERY CONSERVATIVE.
CONCLUSION
THIS STORMWATER MANAGEMENT PLAN REPRESENTS AN ENVIRONMENTALLY
SENSITIVE AND EFFECTIVE PLAN FOR UTILIZING THE PROPOSED STORMWATER
TREATMENTS TO ACCOMMODATE THE INCREASED RUNOFF OF THE PROPOSED SITE
DEVELOPMENT.

Legend
— Road Centerline
Roads
EarthTech
Vicinity Map
Special Operations Training Ground
Marine Corps Base
ntyco nIemx0aulXCamo"
Driveway
Stormwater Plan
Parking Area
Onslow County, North Carolina
F-1 Existing Structures
NTS
0 Onslow County Soils

(7
�. mom=_
(e
Y )n•'
M�
1i
%
f
w
Y
44
J j!1
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Page I of 2
CLJN.CLJN Jurisdictional_wetiand_area
SDE Feature Class
Description I Spatial I Attributes
Keywords
Theme: Wetlands Area, Location
Place: Camp Lejeune
Stratum: wetlands, planning, jurisdictional
Temporal: None
Description
Abstract
CLJN.CUN.jurisdictional_wetland—area contains polygons representing wetlands
created from the Jurisdictional Wetlands obtained from field survey and
approved by the Corps of Engineers, Wilmington, NC.
Purpose
Provide wetlands identification as it relates to planning, construction siting and
management tasks.
Supplementary Information
CUN.CUN.jurisdictional_wetland—area created from feature class
CUN.CUN.wetland_area
New feature class 2006
Status of the data
Complete - Last Reviewed: 10/17/06
Data update frequency: As needed
Time period for which the data is relevant
Date and time: 2005
Description: REQUIRED: The basis on which the time period of content information
is determined.
Publication Information
Who created the data: I&E/EMD/ECON
Date and time: REQUIRED: The date when the data set is published or otherwise
made available for release.
Data storage and access information
File name: CUN.CUN.jurisdictional_wetland_area
file://C:\Documents and Settings\lan.Jewell\Local Settings\Temp\metadata3.htm 2/8/2008

Page 2 of 2
Type of data: vector digital data
Location of the data:
\\mcbclnasOl
\GIS_User_Storage\Lejeune\BLSD\GIS\ECRGCInsta IlationData\Lejeu ne\Data Requests\:
\081007 Earth Tech\New Personal Geodatabase.mdb
Data processing environment: Microsoft Windows 2000 Version 5.2 (Build 3790)
Service Pack 1; ESRI ArcCatalog 9.1.0.780
Constraints on accessing and using the data
Details about this document
Contents last updated: 20070814 at time 09133300
Who completed this document
Standards used to create this document
file://C:\Documents and Settings\lan.Jewell\Local Settings\Temp\metadata3.htm 2/8/2008

Infiltration Basin 1A
Drain a Area (Sf)
18455
Imp Area (sf)
12447
(A) Drainage Area (Ac)
0.423669
0A) Imp Fraction
0.67
(Ro)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
a.
6 V= 3630x Ro x R x A
Post
Pre
Designed By: BMD
Date: 4/2/2008
= Rv (post) _ .05+.9'.67 = 0.66
By (pre) = .05+.9'0 = 0.05
V=3630 `3.7"0.66'.4237 V (post)= 3739 of
V=3630'3.7.0.05 *A237 V (pre) = 285 of
Min. Treatment Vol(Post- Pre)= 3454 cf
Treatment Vol in Ac-in 0.95 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 3.94
(T) Intended Days to Infiltrate (days) 2
a. A - V = A=3454/(2'(3.94'2)) Min SA of Basin = 219 sf
Step 3. Determine Dimensions
Storage Elevation 28.80
Elevation 28.10
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev 35.1
Bottom Width 30.9
Soils Round- ET4
Flow Splitter- Inlet Elevation
Flow Spider - Bypass Flow Outlet Elev
Top Length ® Storage Flay
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: 'Q is actually the Darden Flow Rate
Q=A (K) Conversion=r/s
Example Calculation of Q: Surface Area=4556sf (K)=394inlhr
3.94in I ft Ihr
4556sf =(1.42 cfa
hr 13 in 3600s
Drawdown Time for Treatment Volume
ExarnptcCalculation : Q=0.42cfs V=3458cf
V 3458f ' Is Ihr
—=T :.=2.Ihrs=.089daYs
Q 1 0.427 3600s
29.
0.70
4934
Target Area 4935 sf
151.6 jActual Area Top = 5323 sf
147.4 Actual Area Bottom = 4556 sf
Av Surface Area = 4939 sf
Volume of Basin (Depth -SA) = 3458 cf
Area (sf) (K) irvhr 0 (infiltration)= 0.42 cfs
4556 3.94
Drawdown Time for Design Vol
Volume cf Q Hours Days
3458 0.42 2.3 0.10

Pre -development DA
Subcat Reach on Llnk

SOTG Basin 1A PRE 3-30 Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 1
HydroCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 3/31/2008
Subcatchment 2S: Pre -development DA
Runoff = 0.01 cfs @ 13.99 hrs, Volume= 0.004 af, Depth> 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.424 45 Woods, Poor, HSG A
0.424 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.1 60 0.0050 0.04 Sheet Flow, forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 2S: Pre -development DA
0007-
Q ROnOH
0.01 Cis
0.007-
Type 111',24-hr
0.00,-
0.006 -
Rainfall=3.70"!
0005-
Runoff Area=0.424 ac -
0005
'
Runoff Volume=0.004 of
0004-
0004
Runoff Depth>0.11" ' P
0.003i
Flow Length=GO',
0003-0,002-
Slope=0.0050P
0.002
Tc=23.1 min
0.001
CN=45
0.001
%
0 1 2 3 4 5 6 7 6 9 10 11 12 13
Time (hours(

SOTG Basin 1A PRE 3-30 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.40
0.01
0.00
0.00
0.80
0.03
0.00
0.00
1.20
0.04
0.00
0.00
1.60
0.06
0.00
0.00
2.00
0.07
0.00
0.00
2.40
0.09
0.00
0.00
2.80
0.11
0.00
0.00
3.20
0.12
0.00
0.00
3.60
0.14
0.00
0.00
4.00
0.16
0.00
0.00
4.40
0.18
0.00
0.00
4.80
0.20
0.00
0.00
5.20
0.22
0.00
0.00
5.60
0.24
0.00
0.00
6.00
0.27
0.00
0.00
6.40
0.29
0.00
0.00
6.80
0.32
0.00
0.00
7.20
0.35
0.00
0.00
7.60
0.38
0.00
0.00
8.00
0.42
0.00
0.00
8.40
0.46
0.00
0.00
8.80
0.51
0.00
0.00
9.20
0.57
0.00
0.00
9.60
0.63
0.00
0.00
10.00
0.70
0.00
0.00
10.40
0.78
0.00
0.00
10.80
0.87
0.00
0.00
11.20
0.99
0.00
0.00
11.60
1.16
0.00
0.00
12.00
1.85
0.00
0.00
12.40
2.54
0.00
0.00
12.80
2.71
0.01
0.00
13.20
2.83
0.01
0.01
13.60
2.92
0.02
0.01
14.00
3.00
0.02
0.01
14.40
3.07
0.03
0.01
Hydrograph for Subcatchment 2S: Pre -development DA
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
14.80
3.13
0.04
0.01
15.20
3.19
0.04
0.01
15.60
3.24
0.05
0.01
16.00
3.28
0.05
0.01
16.40
3.32
0.06
0.01
16.80
3.35
0.06
0.00
17.20
3.38
0.07
0.00
17.60
3.41
0.07
0.00
18.00
3.43
0.07
0.00
18.40
3.46
0.08
0.00
18.80
3.48
0.08
0.00
19.20
3.50
0.08
0.00
19.60
3.52
0.09
0.00
20.00
3.54
0.09
0.00
20.40
3.56
0.09
0.00
20.80
3.58
0.10
0.00
21.20
3.60
0.10
0.00
21.60
3.61
0.10
0.00
22.00
3.63
0.10
0.00
22.40
3.64
0.11
0.00
22.80
3.66
0.11
0.00
23.20
3.67
0.11
0.00
23.60
3.69
0.11
0.00
24.00
3.70
0.12
0.00

Combined Gray
DA
Infiltration Basin
Subcat Reach A Link

SOTG Basin 1A Post 3-30 Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Pond 5P: Infiltration Basin
Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
IN PI Lrg MitoN
F" W
P4 mary=0.45 cfs
Perak Flav=98 11' Stnmop= 55 cf- Inflow=0.55 cfs
0.039 of Secondary=0.00 cfs 0.000 of Outflow=0.45 cfs
ByPA-ss u��+�
Z np ILA -MS lhAT r NFICTa/7roN
(7-gAIL Por iry C. OCCgjz S)
0.039 of
0.039 of
HANpLCS /NKV'^' wCtL, CNo

SOTG Basin 1A Post 3-30 Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADOO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 3/31/2008
Pond 5P: Infiltration Basin
Inflow Area = 0.286 ac, Inflow Depth = 1.65"
Inflow = 0.55 cfs @ 12.09 hrs, Volume= 0.039 of
Outflow = 0.45 cfs @ 12.08 hrs, Volume= 0.039 af, Atten= 18%, Lag= 0.0 min
Primary = 0.45 cfs @ 12.08 hrs, Volume= 0.039 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs
Peak Elev= 28.11' @ 12.15 hrs Surf.Area= 4,568 sf Storage= 55 cf
Plug -Flow detention time= 1.3 min calculated for 0.039 of (100% of inflow)
Center -of -Mass det. time= 1.3 min ( 842.9 - 841.6 )
Volume Invert Avail Storage Storage Description
#1 28.10' 3,458 cf Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
28.10 4,556 0 0
28.80 5,323 3,458 3.458 7 2cpNtwE� S�L'E S ,-rtET,
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.45 cfs Exfiltration at all elevations
#2 Secondary 28.80' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.45 cfs @ 12.08 hrs HW=28.11' (Free Discharge)
't-1=Exfiltration (Exfiltration Controls 0.45 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.10' (Free Discharge)
2=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 1A Post 3-30 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Pond 5P: Infiltration Basin
Hydrograph
0.55 CfS InFlow
❑ Outflow
Inflow Area=0.286 ac Primary
0.6- O Secondary
0.!
0
w 0.3
U
3 0
O
u. 0.2
0.1
0.
0.00 CfS
Peak Elev=28.11
Storage=55 cf
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Time (hours)

SOTG Basin 1A Post 3-30 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Hydrograph for Pond 5P: Infiltration Basin
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feel)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
28.10
0.00
0.00
0.00
2.00
0.00
0
28.10
0.00
0.00
0.00
4.00
0.00
0
28.10
0.00
0.00
0.00
6.00
0.00
0
28.10
0.00
0.00
0.00
8.00
0.00
0
28.10
0.00
0.00
0.00
10.00
0.00
0
28.10
0.00
0.00
0.00
12.00
0.30
20
28.10
0.25
0.25
0.00
14.00
0.04
3
28.10
0.04
0.04
0.00
16.00
0.02
2
28.10
0.02
0.02
0.00
18.00
0.01
1
28.10
0.01
0.01
0.00
20.00
0.01
1
28.10
0.01
0.01
0.00
22.00
0.01
1
28.10
0.01
0.01
0.00
24.00
0.01
1
28.10
0.01
26.00
0.00
0
28.10
0.00
0.00
0.00
28.00
0.00
0
28.10
0.00
0.00
0.00
30.00
0.00
0
28.10
0.00
0.00
0.00
32.00
0.00
0
28.10
0.00
0.00
0.00
34.00
0.00
0
28.10
0.00
0.00
0.00
36.00
0.00
0
28.10
0.00
0.00
0.00
38.00
0.00
0
28.10
0.00
0.00
0.00
40.00
0.00
0
28.10
0.00
0.00
0.00
42.00
0.00
0
28.10
0.00
0.00
0.00
44.00
0.00
0
28.10
0.00
0.00
0.00
46.00
0.00
0
28.10
0.00
0.00
0.00
48.00
0.00
0
28.10
0.00
0.00
0.00
cemPcEt?-= ORA"DowN
ay l,r, 51n2M
or Tyos A7Zi 3-71,,,

SOTG Basin 1A Post 3-30 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
28.10
0.00
0.00
0.00
28A 1
0.45
0.45
0.00
28.12
0.45
0.45
0.00
28.13
0.45
0.45
0.00
28.14
0.45
0.45
0.00
28.15
0.45
0.45
0.00
28.16
0.45
0.45
0.00
28.17
0.45
0.45
0.00
28.18
0.45
0.45
0.00
28.19
0.45
0.45
0.00
28.20
0.45
0.45
0.00
28.21
0.45
0.45
0.00
28.22
0.45
0.45
0.00
28.23
0.45
0.45
0.00
28.24
0.45
0.45
0.00
28.25
0.45
0.45
0.00
28.26
0.45
0.45
0.00
28.27
0.45
0.45
0.00
28.28
0.45
0.45
0.00
28.29
0.45
0.45
0.00
28.30
0.45
0.45
0.00
28.31
0.45
0.45
0.00
28.32
0.45
0.45
0.00
28.33
0.45
0.45
0.00
28.34
0.45
0.45
0.00
28.35
0.45
0.45
0.00
28.36
0.45
0.45
0.00
28.37
0.45
0.45
0.00
28.38
0.45
0.45
0.00
28.39
0.45
0.45
0.00
28.40
0.45
0.45
0.00
28.41
0.45
0.45
&00
28.42
0.45
0.45
0.00
28.43
0.45
0.45
0.00
28.44
0.45
0.45
0.00
28.45
0.45
0.45
0.00
28.46
0.45
0.45
0.00
Stage -Discharge for Pond 5P: Infiltration Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
28.47
0.45
0.45
0.00
28.48
0.45
0.45
0.00
28.49
0.45
0.45
0.00
28.50
0.45
0.45
0.00
28.51
0.45
0.45
0.00
28.52
0.45
0.45
0.00
28.53
0.45
0.45
0.00
28.54
0.45
0.45
0.00
28.55
0.45
0.45
0.00
28.56
0.45
0.45
0.00
28.57
0.45
0.45
0.00
28.58
0.45
0.45
0.00
28.59
0.45
0.45
0.00
28.60
0.45
0.45
0.00
28.61
0.45
0.45
0.00
28.62
0.45
0.45
0.00
28.63
0.45
0.45
0.00
28.64
0.45
0.45
0.00
28.65
0.45
0.45
0.00
28.66
0.45
0.45
0.00
28.67
0.45
0.45
0.00
28.68
0.45
0.45
0.00
28.69
0.45
0.45
0.00
28.70
0.45
0.45
0.00
28.71
0.45
0.45
0.00
28.72
0.45
0.45
0.00
28.73
0.45
0.45
0.00
28.74
0.45
0.45
0.00
28.75
0.45
0.45
0.00
28.76
0.45
0.45
0.00
28.77
0.45
0.45
0.00
28.78
0.45
0.45
0.00
28.79
0.45
0.45
0.00
28.80
0.45
0.45
0.00

SOTG Basin 1A Post 3-30 Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 7
HydroCAD®8 00 s/n 003562 © 2006 HvdroCAD Software Solutions LLC 3/31/2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
28.10
4,556
0
28.11
4,567
49
28.12
4,578
99
28.13
4,589
148
28.14
4,600
198
28.15
4,611
247
28.16
4,622
296
28.17
4,633
346
28.18
4,644
395
28.19
4,655
445
28.20
4,666
494
28.21
4,677
543
28.22
4,687
593
28.23
4,698
642
28.24
4,709
692
28.25
4,720
741
28.26
4,731
790
28.27
4,742
840
28.28
4,753
889
28.29
4,764
939
28.30
4,775
988
28.31
4,786
1,037
28.32
4,797
1,087
28.33
4,808
1,136
28.34
4,819
1,185
28.35
4,830
1,235
28.36
4,841
1,284
28.37
4,852
1,334
28.38
4,863
1,383
28.39
4,874
1,432
28.40
4,885
1,482
28.41
4,896
1,531
28.42
4,907
1,581
28.43
4,918
1,630
28.44
4,929
1,679
28.45
4,940
1,729
28.46
4,950
1,778
Stage -Area -Storage for Pond 5P: Infiltration Basin
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
28.47
4,961
1,828
28.48
4,972
1,877
28.49
4,983
1,926
28.50
4,994
1,976
28.51
5,005
2,025
28.52
5,016
2,075
28.53
5,027
2,124
28.54
5,038
2,173
28.55
5,049
2,223
28.56
5,060
2,272
28.57
5,071
2,322
28.58
5,082
2,371
28.59
5,093
2,420
28.60
5,104
2,470
28.61
5,115
2,519
28.62
5,126
2,569
28.63
5,137
2,618
28.64
5,148
2,667
28.65
5,159
2,717
28.66
5,170
2,766
28.67
5,181
2,816
28.68
5,192
2,865
28.69
5,202
2,914
28.70
5,213
2,964
28.71
5,224
3,013
28.72
5,235
3,062
28.73
5,246
3,112
28.74
5,257
3,161
28.75
5,268
3,211
28.76
5,279
3,260
28.77
5,290
3,309
28.78
5,301
3,359
28.79
5,312
3,408
28.80
5,323
3,458

SOTG Basin 1A Post 3-30 Type 11124-hr Rainfall=3.70"
Prepared by Earth Tech
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Subcatchment 1S: Combined Gravel/ Roof DA
Runoff = 0.55 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 1.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs
Type III 24-hr Rainfall=3.70"
Area (ac)
CN
Description
0.256
76
Gravel roads, HSG A
0.030
98
Roof
0.286
78
Weighted Average
0.256
Pervious Area
0.030
Impervious Area
Tc Length Slope Velocity Capacity Description
6.1
175 0.0030 0.48
Sheet Flow, gravel
n= 0.020 P2= 3.70"
T( usEo fog-
(aR,¢eifTt To
uydrt,CAD)
04L CAL GuLArrav5, INPUT-'
TR -- 55 W Og.Y-S t+EET 3
,4wz S / -4r%O
( /ks daumcnW- by

Infiltration Basin 1B
Drainge Area(Sf)
4470
Imp Area (sf)
1670
(A) Drainage Area (Ac)
0.102617
N) Imp Fraction
0.37
(Ro)Rainfall Depth Per State SWP(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
b V=3630xR,)xRVxAj
Post
Pre
Designed By: BMD
Date: 4/2/2008
= Rv (post) _ .05+.9'.67 = 0.39
Rv (pre)=.05+.9'0 = 0.05
V=3630'3.7'0.39'. 1026 V (Post) = 532 cf
V=3630'3.7'0.05 '. 1026 V (Pre) = 69 cf
Min. Treatment Vol (Post - Pre )= 463 cf
Treatment Vol in Ac-in 0.13 ac-in
Step 2: Determine Surface Area. Min.
(K) Infiltration Rate (in/hr) 5.91
(T) Intended Days to Infiltrate (days) 2
a. A — V = A=463/(2'(5.91'2)) I Min SA of Basin = 20 sf
Step 3. Determine Dimensions
Storage Elevation 28.80
Elevation 28.10
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width ® Storage Elev 20.1
Bottom Width 15.9
and Soils
Flow Spider - Inlet Elevation
Flow Splitter - Bypass Flow Outlet
Top Length ® Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: 'Q is actually the Damian Flow Rate
Q=A (K) Conversion=cfs
Example Caltsdation of Q: Surfnce Area=4556sf (K)=3.94it, lhr
3.94in Ift Ihr
4556sf =0.42 cfr
hr I?in 3600s
Drawdown Time for Treatment Volume
EtantpleCalculatial: Q=0.42cfs V=3458cf
V 3458ft' Is Ihr
=T .•.=2.Ihts=.089Aa-vs
Q I 0.42 ff ` 36(X)s
ET2
0.70
662
Target Area
660 sf
38.8
Actual Area Top =
779 sf
34.6
Actual Area Bottom =
5501
Avg Surface Area =
664 sf
Volume of Basin (De th'SA) = 465 cf
Area (st) (K) in/hr 0 (infiltration) = 0.08 cfs
550 5.91
Drawdown Time for Design Vol
Volume cf Q Hours Davs
465 0.06I 1.7 I 0.07

Pre -development DA
Subcat Reach on Link

SOTG Basin 1 B PRE 3-31 Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Subcatchment 2S: Pre -development DA
Runoff = 0.00 cfs @ 13.92 hrs, Volume= 0.001 at, Depth> 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.103 45 Woods Poor HSG A
0.103 Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
19.8 80 0,0130
Description
0.07 Sheet Flow, forest
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 2S: Pre -development DA
°Ao2-
0.00 cfs
0.002-
0D°2-
Type 11124-hr j '
p002i
Rainfall=3.70"�
0.00,
Runoff Area=0.103 ac
0001-
Runoff V61ume=0.001 of
0,001Runoff
Depth>0.12" ;
LL 0001
Flow Length=80',
0001-
Slope=0.0130'P
0.00, -
/
Tc=19.8 min
0.000
I ,
0.000
CN=45
0000
°.0°°-
12 13 14 15 16 ,➢ 16
(hours)

(i)
FoST
ftg-developrn DA
3R
(new Reach)
4P
Infiltration Basin 1 B
Subcat Reach Aon Rk

SOTG Basin 1B PRE 3-31 Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 © 2006 HVdroCAD Software Solutions LLC 3/31/2008
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method
Pond 4P: Infiltration Basin 1B Peak Elev=28.11' Storage=5 cf Inflow=0.09 cfs 0.007 of
Primary=0.08 cfs 0.007 of Secondary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.007 of

SOTG Basin 1 B PRE 3-31 Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Pond 4P: Infiltration Basin 1B
Inflow Area = 0.102 ac, Inflow Depth = 0.81"
Inflow = 0.09 cfs @ 12.08 hrs, Volume= 0.007 of
Outflow = 0.08 cfs @ 12.07 hrs, Volume= 0.007 af, Atten= 11 %, Lag= 0.0 min
Primary = 0.08 cfs @ 12.07 hrs, Volume= 0.007 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 28.11' @ 12.12 hrs Surf.Area= 553 sf Storage= 5 cf
Plug -Flow detention time= 0.8 min calculated for 0.007 of (100% of inflow)
Center -of -Mass det. time= 0.8 min ( 886.7 - 885.9 )
Volume Invert Avail Storage Storage Description
#1 28.10' 465 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
28.10 550 0 0
28.80 779 465 465 5?oRRro E /kS C/��cuLvcTED t+yDRoci�D MR?U4E5
DEStc.N CALG(ALA"rfo"S
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.08 cfs Exfiltration at all elevations
42 Secondary 28.80' 0.5' long x 4.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00
5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07
3.32
Primary OutFlow Max=0.08 cfs @ 12.07 hrs HW=28.11' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.08 cfs)
e ,Scondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.10' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 1B PRE 3-31 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Pond 4P: Infiltration Basin 1B
Hydrograph
' m Inflow
0.09 cfs 1 ❑ outtiow
Inflow Area=0.102 ac ©Primary
0 1 : ❑Secondary
0.095' Peak Elev=2'8.11:
0.09: 0.08 cfs
0.085- Storage=5 cf
0.08
0.075=
0.07-
0.06s=
0.06=
N
". 0.055- ,
3 0.05'.
a 0.045 ;
0.04'
0.035 ; I /
r
�ii������������...—
1
1 •1020 22 24 26 28 30 32 34 36 38 40 46 48

SOTG Basin 113 PRE 3-31
Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Hydrograph for Pond 4P: Infiltration Basin 1B
Time
lours)
Inflow
(cfs)
Storage
(cubic -feet)
Elevation
(feet)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
0.00
0.00
0
28.10
0.00
0.00
0.00
2.00
0.00
0
28.10
0.00
0.00
0.00
4.00
0.00
0
28.10
0.00
0.00
0.00
6.00
0.00
0
28.10
0.00
0.00
0.00
8.00
0.00
0
28.10
0.00
0.00
0.00
10.00
0.00
0
28.10
0.00
0.00
0.00
12.00
0.04
2
28.10
0.03
0.03
0.00
14.00
0.01
0
28.10
0.01
0.01
0.00
16.00
0.00
0
28.10
0.00
n oo
non
18.00
0.00
0
28.10
0.00
0.00
0.00
20.00
0.00
0
28.10
0.00
0.00
0.00
22.00
0.00
0
28.10
0.00
0.00
0.00
24.00
0.00
0
28.10
0.00
0.00
0.00
26.00
0.00
0
28.10
0.00
0.00
0.00
28.00
0.00
0
28.10
0.00
0.00
0.00
30.00
0.00
0
28.10
0.00
0.00
0.00
32.00
0.00
0
28.10
0.00
0.00
0.00
34.00
0.00
0
28.10
0.00
0.00
0.00
36.00
0.00
0
28.10
0.00
0.00
0.00
38.00
0.00
0
28.10
0.00
0.00
0.00
40.00
0.00
0
28.10
0.00
0.00
0.00
42.00
0.00
0
28.10
0.00
0.00
0.00
44.00
0.00
0
28.10
0.00
0.00
0.00
46.00
0.00
0
28.10
0.00
0.00
0.00
48.00
0.00
0
28.10
0.00
0.00
0.00
O2AW DOWN (.or.-W(-CTF

SOTG Basin 1 B PRE 3-31 Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
28.10
0.00
0.00
0.00
28.11
0.08
0.08
0.00
28.12
0.08
0.08
0.00
28.13
0.08
0.08
0.00
28.14
0.08
0.08
0.00
28.15
0.08
0.08
0.00
28.16
0.08
0.08
0.00
28.17
0.08
0.08
0.00
28.18
0.08
0.08
0.00
28.19
0.08
0.08
0.00
28.20
0.08
0.08
0.00
28.21
0.08
0.08
0.00
28.22
0.08
0.08
0.00
28.23
0.08
0.08
0.00
28.24
0.08
0.08
0.00
28.25
0.08
0.08
0.00
28.26
0.08
0.08
0.00
28.27
0.08
0.08
0.00
28.28
0.08
0.08
0.00
28.29
0.08
0.08
0.00
28.30
0.08
0.08
0.00
28.31
0.08
0.08
0.00
28.32
0.08
0.08
0.00
28.33
0.08
0.08
0.00
28.34
0.08
0.08
0.00
28.35
0.08
0.08
0.00
28.36
0.08
0.08
0.00
28.37
0.08
0.08
0.00
28.38
0.08
0.08
0.00
28.39
0.08
0.08
0.00
28.40
0.08
0.08
0.00
28.41
0.08
0.08
0.00
28.42
0.08
0.08
0.00
28.43
0.08
0.08
0.00
28.44
0.08
0.08
0.00
28.45
0.08
0.08
0.00
28.46
0.08
0.08
0.00
Stage -Discharge for Pond 4P: Infiltration Basin 1B
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
28.47
0.08
0.08
0.00
28.48
0.08
0.08
0.00
28.49
0.08
0.08
0.00
28.50
0.08
0.08
0.00
28.51
0.08
0.08
0.00
28.52
0.08
0.08
0.00
28.53
0.08
0.08
0.00
28.54
0.08
0.08
0.00
28.55
0.08
0.08
0.00
28.56
0.08
0.08
0.00
28.57
0.08
0.08
0.00
28.58
0.08
0.08
0.00
28.59
0.08
0.08
0.00
28.60
0.08
0.08
0.00
28.61
0.08
0.08
0.00
28.62
0.08
0.08
0.00
28.63
0.08
0.08
0.00
28.64
0.08
0.08
0.00
28.65
0.08
0.08
0.00
28.66
0.08
0.08
0.00
28.67
0.08
0.08
0.00
28.68
0.08
0.08
0.00
28.69
0.08
0.08
0.00
28.70
0.08
0.08
0.00
28.71
0.08
0.08
0.00
28.72
0.08
0.08
0.00
28.73
0.08
0.08
0.00
28.74
0.08
0.08
0.00
28.75
0.08
0.08
0.00
28.76
0.08
0.08
0.00
28.77
0.08
0.08
0.00
28.78
0.08
0.08
0.00
28.79
0.08
0.08
0.00
28.80
0.08
0.08
0.00

SOTG Basin 1 B PRE 3-31 Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 7
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
28.10
550
0
28.11
553
6
28.12
557
11
28.13
560
17
28.14
563
22
28A 5
566
28
28.16
570
34
28A 7
573
39
28.18
576
45
28.19
579
51
28.20
583
57
28.21
586
62
28.22
589
68
28.23
593
74
28.24
596
80
28.25
599
86
28.26
602
92
28.27
606
98
28.28
609
104
28.29
612
110
28.30
615
117
28.31
619
123
28.32
622
129
28.33
625
135
28.34
629
141
28.35
632
148
28.36
635
154
28.37
638
160
28.38
642
167
28.39
645
173
28.40
648
180
28.41
651
186
28.42
655
193
28.43
658
199
28.44
661
206
28.45
665
213
28.46
668
219
Stage -Area -Storage for Pond 4P: Infiltration Basin 1 B
Elevation
Surface
Storage
(feel)
(sq-ft)
(cubic -feet)
28.47
671
226
28.48
674
233
28.49
678
239
28.50
681
246
28.51
684
253
28.52
687
260
28.53
691
267
28.54
694
274
28.55
697
281
28.56
700
288
28.57
704
295
28.58
707
302
28.59
710
309
28.60
714
316
28.61
717
323
28.62
720
330
28.63
723
337
28.64
727
345
28.65
730
352
28.66
733
359
28.67
736
367
28.68
740
374
28.69
743
381
28.70
746
389
28.71
750
396
28.72
753
404
28.73
756
411
28.74
759
419
28.75
763
427
28.76
766
434
28.77
769
442
28.78
772
450
28.79
776
457
28.80
779
465

Drain e Area (Sf)
4220
Imp Area (sf)
4220
(A) Drainage Area (Ac)
0.096878
0A) Imp Fraction
1.00
- (Ro)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
Infiltration Basin 2
RV=.05+.9(1,,)
V=3630xR xRt,xA
Post
Pre
= By (post) _ .05+.9'.67
By (pre)=.05+.9'0
V=3630 '3.7'0.95 '.0969
V=3630 '3.7'0.05 '.0969
Designed By: BMD
Date: 4/2/2008
0.95
0.05
V (Post) = 1236 of
V (Pre) = 65 of
Min. Treatment Vol (Post -Pre)= 1171 cf
Treatment Vol in Ac-in 0.32 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 7.09
(T) Intended Days to Infiltrate (days) 2
a. A - V = A=3454/(2'(3.94'4)) Min SA of Basin = 41 sf
2''•'(K*T)
Step 3. Determine Dimensions
Design Storage Elevation 27.00
Bottom Elevation 26.10
Flow Solitter - Outlet to Basin Elev. 26.60
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width @ Storage Elev 28.7
Bottom Width 23.3
Flow Sputter - Inlet Elevation 27
Flow Splitter - Bypass Flow Outlet 26.
Top Length 0 Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
D from infiltration: '0 is actually the Damian Flow Rate
Q-A (K) Conversion=c'fs
Example Cal, uhuiun of Q: Surface Area=4556sf (K)=3.94inlhr
3.94 in I ft Ihr
4556sf �=Q42r;/s
hr 12in 3600.s
Drawdown Time for Treatment Volume
Example Calculation: Q=0.18cfs V = 1177cf
V 1177ft' is Ihr
-=T :.=1.8hrs=.08durs
Q 1 0.18fr' 3600s
0.90
1301
Target Area
1300 st
52.7
Actual Area Top =
1512 sf
47.3
Actual Area Bottom =
1Ay9
1102 sit
Surface Area =
1307 sf
Volume of Basin De th'SA)=
1177 cf
Area (sf) (K)in/hr D (infiltration) = 0.18 cfs
1102 7.09
Drawdown Time for Desi n Vol
Volume cf O Hours Days
1l77 0.18 1 1.8 1 0.08

Grass/Woods Pre
9 Reach Aon Link

SOTG Basin 2- Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 7S: GrasslWoods Pre Runoff Area=0.097 ac Runoff Depth=0.22"
Flow Length=80' Slope=0.0100 '/' Tc=22.0 min CN=49 Runoff=0.01 cfs 0.002 of
Total Runoff Area = 0.097 ac Runoff Volume = 0.002 of Average Runoff Depth = 0.22"
100.00% Pervious Area = 0.097 ac 0.00% Impervious Area = 0.000 ac

SOTG Basin 2- Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Subcatchment 7S: Grass/Woods Pre
Runoff = 0.01 cfs @ 12.64 hrs, Volume= 0.002 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.097 49 50-75% Grass cover, Fair HSG A
0.097 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
22.0 80 0.0100 0.06 Sheet Flow, grass and woods
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 7S: Grass/Woods Pre
Hydrograph
0006
000 0.01 cfs � ; '
Type IIII 24-hr
0.005-
' Rainfa11=3.70"
0004 Runoff Area=0.097 ac
0 004- '
0003- 1 Runoff Volume=0.002 of
Runoff Depth=0.22"
9 Flow Length=,80'
0 002
Slope=0.0100 '/'
0002 a
Door T6=22.0 min
; � � '
0 oor
CN=49
0.000
100 110 120 130 140 150 160
Time (hours)
p Runoll

Post developrr
Infiltration Basin 2
Subcat Reach Aon Link

SOTG Basin 2- POST Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 4P: Infiltration Basin 2 Peak Elev=26.18' Storage=84 cf Inflow=0.39 cfs 0.025 of
Primary=0.18 cfs 0.025 of Secondary=0.00 cfs 0.000 of Outflow=0.18 cfs 0.025 of

SOTG Basin 2- POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 3/31 /2008
Pond 4P: Infiltration Basin 2
Inflow Area = 0.096 ac, Inflow Depth = 3.14"
Inflow =
0.39 cfs @
12.02 hrs,
Volume=
0.025 of
Outflow =
0.18 cfs @
11.94 hrs,
Volume=
0.025 af, Atten= 54%, Lag= 0.0 min
Primary =
0.18 cfs @
11.94 hrs,
Volume=
0.025 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 26.18' 12.11 hrs Surf.Area= 1,136 sf Storage= 84 cf
0e '"0 Plug -Flow detention time= 2.1 min calculated for 0.025 of (100% of inflow)
Wfli Center -of -Mass det. time= 2.1 min ( 774.2 - 772.1 )
Volume Invert Avail Storage Storage Description
#1 26.10' 1,176 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
26.10 1,102 0 0
27.00 1,512 1,176 1,176
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.18 cfs Exfiltration at all elevations
#2 Secondary 27.00' 0.5' long x 4.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00
5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07
3.32
Primary OutFlow Max=0.18 cfs @ 11.94 hrs HW=26.11' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.18 cfs)
e ,Scondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.10' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 2- POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Pond 4P: Infiltration Basin 2
Hydrograph
� Inflow
0.39 cfs o o�tFlow
Inflow Are;a=0.096 sac 0 Primary
❑ Secondary
°04-
Peak Elev=26.18'
0.38'
0.36=
St6ra;ge=84
cf
0.34'
0.32.
0.3 `
0.28-
0.26=
- -
0.z4=
0.18 cfs
'
o.z2=
0 0.2
a 0.18'
0.16=
0.14'
0.12.
0.1
1 11 '✓/////////iii. 0/////////////////////////.
�////////////////////M

SOTG Basin 2- POST Type 1/1 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD& 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Hydrograph for Pond 4P: Infiltration Basin 2
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
lours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
26.10
0.00
0.00
0.00
2.00
0.00
0
26.10
0.00
0.00
0.00
4.00
0.00
0
26.10
0.00
0.00
0.00
6.00
0.00
0
26.10
0.00
0.00
0.00
8.00
0.01
0
26.10
0.01
0.01
0.00
10.00
0.01
1
26.10
0.01
0.01
0.00
12.00
0.37
34
26.13
0.18
0.18
0.00
14.00
0.02
1
26.10
0.02
0.02
0.00
16.00
0.01
1
26.10
0.01
0.01
0.00
18.00
0.01
0
26.10
0.01
0.01
0.00
20.00
0.00
0
26.10
0.00
000
0.00 �RA.,vowN Lo/�1PLETE
22.00
0.00
0
26.10
0.00
0.00
0.00
24.00
0.00
0
26.10
0.00
0.00
0.00
26.00
0.00
0
26.10
0.00
0.00
0.00
28.00
0.00
0
26.10
0.00
0.00
0.00
30.00
0.00
0
26.10
0.00
0.00
0.00
32.00
0.00
0
26.10
0.00
0.00
0.00
34.00
0.00
0
26.10
0.00
0.00
0.00
36.00
0.00
0
26.10
0.00
0.00
0.00
38.00
0.00
0
26.10
0.00
0.00
0.00
40.00
0.00
0
26.10
0.00
0.00
0.00
42.00
0.00
0
26.10
0.00
0.00
0.00
44.00
0.00
0
26.10
0.00
0.00
0.00
46.00
0.00
0
26.10
0.00
0.00
0.00
48.00
0.00
0
26.10
0.00
0.00
0.00

SOTG Basin 2- POST Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.10
0.00
0.00
0.00
26.11
0.18
0.18
0.00
26.12
0.18
0.18
0.00
26.13
0.18
0.18
0.00
26.14
0.18
0.18
0.00
26.15
0.18
0.18
0.00
26.16
0.18
0.18
0.00
26.17
0.18
0.18
0.00
26.18
0.18
0.18
0.00
26.19
0.18
0.18
0.00
26.20
0.18
0.18
0.00
26.21
0.18
0.18
0.00
26.22
0.18
0.18
0.00
26.23
0.18
0.18
0.00
26.24
0.18
0.18
0.00
26.25
0.18
0.18
0.00
26.26
0.18
0.18
0.00
26.27
0.18
0.18
0.00
26.28
0.18
0.18
0.00
26.29
0.18
0.18
0.00
26.30
0.18
0.18
0.00
26.31
0.18
0.18
0.00
26.32
0.18
0.18
0.00
26.33
0.18
0.18
0.00
26.34
0.18
0.18
0.00
26.35
0.18
0.18
0.00
26.36
0.18
0.18
0.00
26.37
0.18
0.18
0.00
26.38
0.18
0.18
0.00
26.39
0.18
0.18
0.00
26.40
0.18
0.18
0.00
26.41
0.18
0.18
0.00
26.42
0.18
0.18
0.00
26.43
0.18
0.18
0.00
26.44
0.18
0.18
0.00
26.45
0.18
0.18
0.00
26.46
0.18
0.18
0.00
Stage -Discharge for Pond 4P: Infiltration Basin 2
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.47
0.18
0.18
0.00
26.48
0.18
0.18
0.00
26.49
0.18
0.18
0.00
26.50
0.18
0.18
0.00
26.51
0.18
0.18
0.00
26.52
0.18
0.18
0.00
26.53
0.18
0.18
0.00
26.54
0.18
0.18
0.00
26.55
0.18
0.18
0.00
26.56
0.18
0.18
0.00
26.57
0.18
0.18
0.00
26.58
0.18
0.18
0.00
26.59
0.18
0.18
0.00
26.60
0.18
0.18
0.00
26.61
0.18
0.18
0.00
26.62
0.18
0.18
0.00
26.63
0.18
0.18
0.00
26.64
0.18
0.18
0.00
26.65
0.18
0.18
0.00
26.66
0.18
0.18
0.00
26.67
0.18
0.18
0.00
26.68
0.18
0.18
0.00
26.69
0.18
0.18
0.00
26.70
0.18
0.18
0.00
26.71
0.18
0.18
0.00
26.72
0.18
0.18
0.00
26.73
0.18
0.18
0.00
26.74
0.18
0.18
0.00
26.75
0.18
0.18
0.00
26.76
0.18
0.18
0.00
26.77
0.18
0.18
0.00
26.78
0.18
0.18
0.00
26.79
0.18
0.18
0.00
26.80
0.18
0.18
0.00
26.81
0.18
0.18
0.00
26.82
0.18
0.18
0.00
26.83
0.18
0.18
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.84
0.18
0.18
0.00
26.85
0.18
0.18
0.00
26.86
0.18
0.18
0.00
26.87
0.18
0.18
0.00
26.88
0.18
0.18
0.00
26.89
0.18
0.18
0.00
26.90
0.18
0.18
0.00
26.91
0.18
0.18
0.00
26.92
0.18
0.18
0.00
26.93
0.18
0.18
0.00
26.94
0.18
0.18
0.00
26.95
0.18
0.18
0.00
26.96
0.18
0.18
0.00
26.97
0.18
0.18
0.00
26.98
0.18
0.18
0.00
26.99
0.18
0.18
0.00
27.00
0.18
0.18
0.00

SOTG Basin 2- POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 7
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 3/31 /2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26,10
1,102
0
26.11
1,107
11
26.12
1,111
22
26.13
1,116
33
26.14
1,120
44
26.15
1,125
56
26.16
1,129
67
26.17
1,134
78
26.18
1,138
90
26A9
1,143
101
26.20
1,148
112
26.21
1,152
124
26.22
1,157
136
26.23
1,161
147
26.24
1,166
159
26.25
1,170
170
26.26
1,175
182
26.27
1,179
194
26.28
1,184
206
26.29
1,189
218
26.30
1,193
230
26.31
1,198
241
26.32
1,202
253
26.33
1,207
266
26.34
1,211
278
26.35
1,216
290
26.36
1,220
302
26.37
1,225
314
26.38
1,230
326
26.39
1,234
339
26.40
1,239
351
26.41
1,243
364
26.42
1,248
376
26.43
1,252
388
26.44
1,257
401
26.45
1,261
414
26.46
1,266
426
Stage -Area -Storage for Pond 4P: Infiltration Basin 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.47
1,271
439
26.48
1,275
452
26.49
1,280
464
26.50
1,284
477
26.51
1,289
490
26.52
1,293
503
26.53
1,298
516
26.54
1,302
529
26.55
1,307
542
26.56
1,312
555
26.57
1,316
568
26.58
1,321
581
26.59
1,325
595
26.60
1,330
608
26.61
1,334
621
26.62
1,339
635
26.63
1,343
648
26.64
1,348
661
26.65
1,353
675
26.66
1,357
689
26.67
1,362
702
26.68
1,366
716
26.69
1,371
729
26.70
1,375
743
26.71
1,380
757
26.72
1,384
771
26.73
1,389
785
26.74
1,394
799
26.75
1,398
813
26.76
1,403
827
26.77
1,407
841
26.78
1,412
855
26.79
1,416
869
26.80
1,421
883
26.81
1,425
897
26.82
1,430
912
26.83
1,435
926
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.84
1,439
940
26.85
1,444
955
26.86
1,448
969
26.87
1,453
984
26.88
1,457
998
26.89
1,462
1,013
26.90
1,466
1,027
26.91
1,471
1,042
26.92
1,476
1,057
26.93
1,480
1,072
26.94
1,485
1,086
26.95
1,489
1,101
26.96
1,494
1,116
26.97
1,498
1,131
26.98
1,503
1,146
26.99
1,507
1,161
27.00
1,512
1,176

Infiltration Basin 3
Drain a Area (Sf)
28740
Imp Area (sf)
13020
(A) Drainage Area (Ac)
0.65978
(Ip) Imp Fraction
0.45
(RD)Rainfall Depth Per State SWP(in)
3.7
Designed By:
Date:
Step 1: Determine Runoff Volume
Simple Method
a. Rv=.05+.9(/A�=Rv(post)=.05+.9'.67
By (pre) _ .05+.9'0
b V=3 oal,xRxA
Post V=3630'37 0.46'.6598 IV (post)=
Pre V_3630'3 7'0.05 _6598_ _ _ _ ;V (pre) =
BMD
4/2/2008
0.46
0.05
4056 cf
443 ct
Min. Treatment Vol (Post - Pre )= 3613 cf
Treatment Vol in Ac-in 1.00 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 5.91
(T) Intended Days to Infiltrate (days) 2
a. A — �/ = A= 1560/(2'(4.59'4)) IMin SA of Basin = 152.8 sf
2*(K *T)
Step 3. Determine Dimensions
2.92 -From DWO Soil Scientist Site Visit and Soils
Storage Elevation 27.58 Flow Splitter- Inlet Elevation
Elevation 26.58 Flow Splitter - Bypass Flow Outlet
differ - Outlet to Basin Elev. 27.00 Too of Bern Elevation
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width ® Storage Elev 33
Bottom Width 27
Top Length ® Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infiltration and Drawdown
C from infiltration: '0 is actually the Damian Flow Rate
Q=A (K) Conversion=cfs
Example Calculation of Q: Surface Area=4556sf (K)=3.94in/hr
3.94in Ift Ihr
4556sf � =0.42 c%s
In, 12in 3601
Drawdown Time for Treatment Volume
ExatnpleCalculatial: Q=0.42cfs V=3458cf
V 3458 ft3 Is Ihr
—=T :. =2.Ihrs=.089dacs
Q 1 0.42 ft' 31
ET3
1.00
3613
Target Area 3615 sf
123.5 Actual Area Top = 4076 sf
117.5 Actual Area Bottom = 3173 sf
Avg Surface Area = 3624 sf
Volume of Basin (Depth'SA) = 3624 cf
Area (at) (K)In/hr D (infiltration) = 0.43 cfs
3173 5.91
Drawdown Time for Design Vol
Volume cf O Hours Dave
3624 1 2.3 1 0.10

Pre -development
Subcat Reach Aon Link

SOTG Basin 3 - Pre Type l// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD@ 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 4/1 /2008
Subcatchment 2S: Pre -development
Gravel Lot "n" approximately 0.20
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.660 36 Woods Fair, HSG A
0.660 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 175 0.0090 0.36 Sheet Flow, Grassed
Fallow n= 0.050 P2= 3.70"

SOTG Basin 3 - Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1 /2008
Subcatchment 2S: Pre -development
Hydrograph
❑ Runoff
Type i 111124-h'r
Rainfall=3.707
;Runoff Area=0.660 ad
j Runoff:Volume=;0.000 of
RunoffDepth=0.00"
Flow ;Length=175'
.2
Sld;pe=0.0090 T
j Tc=8.1 m i n
CN=36
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2S
Combined DA Post
Development 3R
GTD 4P
Infiltratin Basin 3
Drainage Diagram for SOTG Basin 3 - POST
Subcal Reach on Link Prepared by Earth Tech 4/1/2008
HydroCAD® 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC

SOTG Basin 3 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/l/2008
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 4P: Infiltratin Basin 3 Peak Elev=26.60' Storage=58 cf Inflow=0.47 cfs 3,008 cf
Primary=0.43 cfs 3,008 cf Secondary=0.00 cfs 0 cf Outflow=0.43 cfs 3,008 cf

SOTG Basin 3 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 4/1 /2008
Pond 4P: Infiltratin Basin 3
Inflow Area =
28,793 sf,
Inflow Depth = 1.25"
Inflow =
0.47 cfs @
12.66 hrs,
Volume=
3,008 cf
Outflow =
0.43 cfs @
12.57 hrs,
Volume=
3,008 cf, Atten= 8%, Lag= 0.0 min
Primary =
0.43 cfs @
12.57 hrs,
Volume=
3,008 cf
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
oZ` Peak Elev= 26.60' @ 12.79 hrs Surf.Area= 3,187 sf Storage= 58 cf
M1pbt
5'fD Plug -Flow detention time= 1.5 min calculated for 3,008 cf (100% of inflow)
"J r�0 Center -of -Mass det. time= 1.5 min ( 898.3 - 896.8 )
Volume
Invert Avail Storage Storage
Description
#1
26.58'
3,625 cf Custom Stage Data (Prismatic)Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
26.58
3,173
0
0
27.58
4,076
3,625
3,625
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.43 cfs Exfiltration at all elevations
#2 Secondary 27.58' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.43 cfs @ 12.57 hrs HW=26.59' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.43 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.58' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 3 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1 /2008
Pond 4P: Infiltratin Basin 3
Hydrograph
0
0.:
w I
0 0.
LL
0.1 E
0.1
0.00 CfS
0-, ...
0 2 4
p Inflow
p Outflow
Inflow Area=28,793 sf o se onda
ry
Peak Elev=26.,60'
St6rage='58 c;f
12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

SOTG Basin 3 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1 /2008
Hydrograph for Pond 4P: Infiltratin Basin 3
Time
lours)
Inflow
(cfs)
Storage
(cubic -feet)
Elevation
(feet)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
0.00
0.00
0
26.58
0.00
0.00
0.00
1.00
0.00
0
26.58
0.00
0.00
0.00
2.00
0.00
0
26.58
0.00
0.00
0.00
3.00
0.00
0
26.58
0.00
0.00
0.00
4.00
0.00
0
26.58
0.00
0.00
0.00
5.00
0.00
0
26.58
0.00
0.00
0.00
6.00
0.00
0
26.58
0.00
0.00
0.00
7.00
0.00
0
26.58
0.00
0.00
0.00
8.00
0.00
0
26.58
0.00
0.00
0.00
9.00
0.00
0
26.58
0.00
0.00
0.00
10.00
0.00
0
26.58
0.00
0.00
0.00
11.00
0.00
0
26.58
0.00
0.00
0.00
12.00
0.04
3
26.58
0.04
0.04
0.00
13.00
0.32
28
26.59
0.33
0.33
0.00
14.00
0.10
8
26.58
0.10
0.10
0.00
15.00
0.07
6
26.58
0.07
0.07
0.00
16.00
0.05
4
26.58
0.05
0.05
0.00
17.00
0.04
3
26.58
0.04
0.04
0.00
18.00
0.03
3
26.58
0.03
0.03
0.00
19.00
0.03
2
26.58
0.03
0.03
0.00
20.00
0.02
2
26.58
0.02
0.02
0.00
21.00
0.02
2
26.58
0.02
0.02
0.00
22.00
0.02
2
26.58
0.02
0.02
0.00
23.00
0.02
1
26.58
0.02
0.02
0.00
24.00
0.02
1
26.58
0.02
0.02
0.00
25.00
0.00
0
26.58
0.00
0.00
0.00
26.00
0.00
0
26.58
0.00
0.00
0.00
27.00
0.00
0
26.58
0.00
0.00
0.00
28.00
0.00
0
26.58
0.00
0.00
0.00
29.00
0.00
0
26.58
0.00
0.00
0.00
30.00
0.00
0
26.58
0.00
0.00
0.00
31.00
0.00
0
26.58
0.00
0.00
0.00
32.00
0.00
0
26.58
0.00
0.00
0.00
33.00
0.00
0
26.58
0.00
0.00
0.00
34.00
0.00
0
26.58
0.00
0.00
0.00
35.00
0.00
0
26.58
0.00
0.00
0.00
36.00
0.00
0
26.58
0.00
0.00
0.00
DFP"DcwN ComPL-CTc

SOTG Basin 3 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCADO8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1/2008
Hydrograph for Pond 4P: Infiltratin Basin 3 (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
37.00
0.00
0
26.58
0.00
0.00
0.00
38.00
0.00
0
26.58
0.00
0.00
0.00
39.00
0.00
0
26.58
0.00
0.00
0.00
40.00
0.00
0
26.58
0.00
0.00
0.00
41.00
0.00
0
26.58
0.00
0.00
0.00
42.00
0.00
0
26.58
0.00
0.00
0.00
43.00
0.00
0
26.58
0.00
0.00
0.00
44.00
0.00
0
26.58
0.00
0.00
0.00
45.00
0.00
0
26.58
0.00
0.00
0.00
46.00
0.00
0
26.58
0.00
0.00
0.00
47.00
0.00
0
26.58
0.00
0.00
0.00
48.00
0.00
0
26.58
0.00
0.00
0.00

SOTG Basin 3 - POST Type 11124-hr Rainfall=3.70"
Prepared by Earth Tech Page 7
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1 /2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.58
0.00
0.00
0.00
26.59
0.43
0.43
0.00
26.60
0.43
0.43
0.00
26.61
0.43
0.43
0.00
26.62
0.43
0.43
0.00
26.63
0.43
0.43
0.00
26.64
0.43
0.43
0.00
26.65
0.43
0.43
0.00
26.66
0.43
0.43
0.00
26.67
0.43
0.43
0.00
26.68
0.43
0.43
0.00
26.69
0.43
0.43
0.00
26.70
0.43
0.43
0.00
26.71
0.43
0.43
0.00
26.72
0.43
0.43
0.00
26.73
0.43
0.43
0.00
26.74
0.43
0.43
0.00
26.75
0.43
0.43
0.00
26.76
0.43
0.43
0.00
26.77
0.43
0.43
0.00
26.78
0.43
0.43
0.00
26.79
0.43
0.43
0.00
26.80
0.43
0.43
0.00
26.81
0.43
0.43
0.00
26.82
0.43
0.43
0.00
26.83
0.43
0.43
0.00
26.84
0.43
0.43
0.00
26.85
0.43
0.43
0.00
26.86
0.43
0.43
0.00
26.87
0.43
0.43
0.00
26.88
0.43
0.43
0.00
26.89
0.43
0.43
0.00
26.90
0.43
0.43
0.00
26.91
0.43
0.43
0.00
26.92
0.43
0.43
0.00
26.93
0.43
0.43
0.00
26.94
0.43
0.43
0.00
Stage -Discharge for Pond 4P: Infiltratin Basin 3
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.95
0.43
0.43
0.00
26.96
0.43
0.43
0.00
26.97
0.43
0.43
0.00
26.98
0.43
0.43
0.00
26.99
0.43
0.43
0.00
27.00
0.43
0.43
0.00
27.01
0.43
0.43
0.00
27.02
0.43
0.43
0.00
27.03
0.43
0.43
0.00
27.04
0.43
0.43
0.00
27.05
0.43
0.43
0.00
27.06
0.43
0.43
0.00
27.07
0.43
0.43
0.00
27.08
0.43
0.43
0.00
27.09
0.43
0.43
0.00
27.10
0.43
0.43
0.00
27.11
0.43
0.43
0.00
27.12
0.43
0.43
0.00
27.13
0.43
0.43
0.00
27.14
0.43
0.43
0.00
27.15
0.43
0.43
0.00
27.16
0.43
0.43
0.00
27.17
0.43
0.43
0.00
27.18
0.43
0.43
0.00
27.19
0.43
0.43
0.00
27.20
0.43
0.43
0.00
27.21
0.43
0.43
0.00
27.22
0.43
0.43
0.00
27.23
0.43
0.43
0.00
27.24
0.43
0.43
0.00
27.25
0.43
0.43
0.00
27.26
0.43
0.43
0.00
27.27
0.43
0.43
0.00
27.28
0.43
0.43
0.00
27.29
0.43
0.43
0.00
27.30
0.43
0.43
0.00
27.31
0.43
0.43
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
27.32
0.43
0.43
0.00
27.33
0.43
0.43
0.00
27.34
0.43
0.43
0.00
27.35
0.43
0.43
0.00
27.36
0.43
0.43
0.00
27.37
0.43
0.43
0.00
27.38
0.43
0.43
0.00
27.39
0.43
0.43
0.00
27.40
0.43
0.43
0.00
27.41
0.43
0.43
0.00
27.42
0.43
0.43
0.00
27.43
0.43
0.43
0.00
27.44
0.43
0.43
0.00
27.45
0.43
0.43
0.00
27.46
0.43
0.43
0.00
27.47
0.43
0.43
0.00
27.48
0.43
0.43
0.00
27.49
0.43
0.43
0.00
27.50
0.43
0.43
0.00
27.51
0.43
0.43
0.00
27.52
0.43
0.43
0.00
27.53
0.43
0.43
0.00
27.54
0.43
0.43
0.00
27.55
0.43
0.43
0.00
27.56
0.43
0.43
0.00
27.57
0.43
0.43
0.00
27.58
0.43
0.43
0.00

SOTG Basin 3 - POST Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 8
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1 /2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.58
3,173
0
26.59
3,182
36
26.60
3,191
72
26.61
3,200
109
26.62
3,209
145
26.63
3,218
181
26.64
3,227
217
26.65
3,236
254
26.66
3,245
290
26.67
3,254
326
26.68
3,263
362
26.69
3,272
399
26.70
3,281
435
26.71
3,290
471
26.72
3,299
507
26.73
3.308
544
26.74
3,317
580
26.75
3,327
616
26.76
3,336
652
26.77
3,345
689
26.78
3,354
725
26.79
3,363
761
26.80
3,372
797
26.81
3,381
834
26.82
3,390
870
26.83
3,399
906
26.84
3,408
942
26.85
3,417
979
26.86
3,426
1,015
26.87
3,435
1,051
26.88
3,444
1,087
26.89
3,453
1,124
26.90
3,462
1,160
26.91
3,471
1,196
26.92
3,480
1,232
26.93
3,489
1,269
26.94
3,498
1,305
Stage -Area -Storage for Pond 4P: Infiltratin Basin 3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.95
3,507
1,341
26.96
3,516
1,377
26.97
3,525
1,414
26.98
3,534
1,450
26.99
3,543
1,486
27.00
3,552
1,522
27.01
3,561
1,559
27.02
3,570
1,595
27.03
3,579
1,631
27.04
3,588
1,667
27.05
3,597
1,704
27.06
3,606
1,740
27.07
3,615
1,776
27.08
3,625
1,812
27.09
3,634
1,848
27.10
3,643
1,885
27.11
3,652
1,921
27.12
3,661
1,957
27.13
3,670
1,993
27.14
3,679
2,030
27.15
3,688
2,066
27.16
3,697
2,102
27.17
3,706
2,138
27.18
3,715
2,175
27.19
3,724
2,211
27.20
3,733
2,247
27.21
3,742
2,283
27.22
3,751
2,320
27.23
3,760
2,356
27.24
3,769
2,392
27.25
3,778
2,428
27.26
3,787
2,465
27.27
3,796
2,501
27.28
3,805
2,537
27.29
3,814
2,573
27.30
3,823
2,610
27.31
3,832
2,646
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
27.32
3,841
2,682
27.33
3,850
2,718
27.34
3,859
2,755
27.35
3,868
2,791
27.36
3,877
2,827
27.37
3,886
2,863
27.38
3,895
2,900
27.39
3,904
2,936
27.40
3,913
2,972
27.41
3,922
3,008
27.42
3,932
3,045
27.43
3,941
3,081
27.44
3,950
3,117
27.45
3,959
3,153
27.46
3,968
3,190
27.47
3,977
3,226
27.48
3,986
3,262
27.49
3,995
3,298
27.50
4,004
3,335
27.51
4,013
3,371
27.52
4,022
3,407
27.53
4,031
3,443
27.54
4,040
3,480
27.55
4,049
3,516
27.56
4,058
3,552
27.57
4,067
3,588
27.58
4,076
3,625

SOTG Basin 3 - POST Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 1
HydrOCADO8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/1/2008
Subcatchment 2S: Combined DA Post Development
Runoff = 0.47 cfs @ 12.56 hrs, Volume= 3,008 cf, Depth= 1.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.363
68 <50% Grass cover, Poor, HSG A
0.298
76 Gravel roads, HSG A
0.661
72 Weighted Average
0.661
Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(fllft)
(ft/sec)
(cfs)
0.9
40
0.0050
0.71
Sheet Flow, Concrete pad
Smooth surfaces n= 0.011 P2= 3.70"
36.6
220
0.0030
0.10
Sheet Flow, swale
Grass: Short n= 0.150 P2= 3.70"
37.5 260 Total

Infiltration Basin 4
Drain a Area (St
20552
Imp Area (sf)
20552
(A) Drainage Area (Act
0.471809
(IA) Imp Fraction
1.00
(Rc)Rainfall Depth Per State SWP(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
a. Rv=.05+.9(IA)
h V=31R„xR xA
Post
Pre
Designed By: BMD
Date: 4/2/2008
= Rv (post) _ .05+.9'.67 = 0.95
Rv (pre) _ .05+.9'0 = 0.05
V=3630'3.7'0.95' 4718 V (posr)= 6020 cf
V=3630'3.7'0.05'.4718 V (pre)= 317 cf
Min. Treatment Vol(Post- Pre)= 5703 cf
Treatment Vol in Ac-in 1.57 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 5.91
(T) Intended Days to Infiltrate days)) 2
a. A - V = A=1560/(214.59'4)) Ifilin SA of Basin = 241.3 sf
2*(K xT)
Step 3. Determine Dimensions
Depth to Exist grount to SHWT (ft)
2.92 -From DWO Soil Scientist Site Visit and Soils Report- ET2
Existing Ground Elevation
27.00
Bypass Weir Elevation
27.58
Design Storage Elevation
27.58
Flow Splitter - Inlet Elevation
27.70
Bottom Elevation
26.58
Flow Splitter - Bypass Flow Outlet
27.30
Flow Splitter - Outlet to Basin Elev.
27.00
Top of Berm Elevation
28.00
Max Excavation Depth
0.92
Storage Depth
1.00
Surface Area Required (Avg of Top and
Bottom SA)
5703
Target Area
5705 sf
Top Width ifl, Storage Elev
41
Top Length @ Storage
153.1
Actual Area Top =
6278 at
Bottom Width
35
Bottom Length
147.1
Actual Area Bottom =
lAvg
5150 sf
Surface Area =
5714 sf
Volume of Basin (De th'SA)=
5714 cf
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
D from infiltration: 'O is actually the Darcian Flow Rate
Q-A (K) Conversion=e(s
Franple Calculation of Q: Sudiat e Area=4556.sf (K)=3.94in/hr
3.94in I ft Ihr
4556 s%- =0.42 cfs
hr I?in 3600s
Drawdown Time for Treatment Volume
E.rampleCalculatiat: Q=0.42cfs V=3458cf
V 3458ft3 Is Ihr
- = T :. 2.Ihrs=.089daps
Q 1 0.42fr 3600s
Area (sf) (K) in/m D (infiltration) = 0.70 cfs
5150 5.91
Drawdown Time for Design Vol
Volume cf O Hours Da s
5714 0.70 2.3 0.09

Pre -Developed DA
Subcat Reach Aon Link

SOTG Basin 4 - Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HvdroCADO 8.00 s/n 003562 © 2006 HvdroCAD Software Solutions LLC 4/2/2008
Time span =0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: Pre -Developed DA Runoff Area=0.472 ac Runoff Depth=0.12"
Flow Length=130' Slope=0.0090 T Tc=33.9 min CN=45 Runoff=0.01 cfs 0.005 of
Total Runoff Area = 0.472 ac Runoff Volume = 0.005 of Average Runoff Depth = 0.12"
100.00% Pervious Area = 0.472 ac 0.00% Impervious Area = 0.000 ac

SOTG Basin 4 - Pre Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD(D8 00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 4/2/2008
Subcatchment 2S: Pre -Developed DA
Gravel Lot "n" approximately 0.20
Runoff = 0.01 cfs @ 14.19 hrs, Volume= 0.005 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.472 45 Woods Poor HSG A
0.472 Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
33.9 130 0.0090
Velocity Capacity Description
0.06 Sheet Flow, Forest
Woods: Light underbrush n= 0.400 P2= 3.70"

SOTG Basin 4 - Pre Type Ill 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
1-
3
II
0.01 CfS
,W
0 20
Subcatchment 2S: Pre -Developed DA
Hydrograph
Type III 24-hr
Rainfall=3.70"
Runoff Area=,0.472 ac
Runoff Volume=0.005 of
Runoff;Depth=0.,12"
Flow' Length=130'
Slope=0.009,0 '/'
Tc=33.9 min
CN=45
40 60 80 100 120 140 160 180 200 220 240
Time (hours)
0 Runoff

(2S)
gravel pa
5R
Swale 5P
Infiltration Basin
Drainage Diagram for SOTG Basin 4 - POST
subcat Reacn on Link Prepared by Earth Tech 4/2/2008
HydroCAD® 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC

SOTG Basin 4 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Star -Ind method
Pond 5P: Infiltration Basin Peak Elev=26.59' Storage=67 cf Inflow=0.77 cfs 0.059 of
Primary=0.71 cfs 0.059 of Secondary=0.00 cfs 0.000 of Outflow=0.71 cfs 0.059 of

SOTG Basin 4 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Primary Outlet is Exfiltration
Inflow Area = 0.472 ac, Inflow Depth = 1.51"
Inflow = 0.77 cfs @ 12.14 hrs, Volume= 0.059 of
Outflow = 0.71 cfs @ 12.18 hrs, Volume= 0.059 af, Atten= 8%, Lag= 2.0 min
Primary = 0.71 cfs @ 12.18 hrs, Volume= 0.059 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 26.59' @ 12.18 hrs Surf.Area= 5,163 sf Storage= 67 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 1.4 min ( 852.8 - 851.4 )
Volume Invert Avail Storage Storage Description
#1 26.58' 5,714 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
26.58 5,150 0 0
27.58 6,278 5,714 5,714
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.70 cfs Exfiltration at all elevations
#2 Secondary 27.58' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.70 cfs @ 12.18 hrs HW=26.59' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 0.70 cfs)
e Scondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.58' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 4 - POST Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Hydrograph
1 0.77 cfs I
Inflow Area=0.472 'ac
0 0.71 cfs i Peak Elev=26.59'
0.7= Storage=67 cf
0.6=
0.5
3 0.4=
o
0.3=
0.2=
MerITIMM
1 20 41 .1 81 100 120140 160 180 200 1 2Time (hours)
�1
® Inflow
0 Outflow
❑E Primary
® Secondary

SOTG Basin 4 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Time Inflow
10.00
0.00
20.00
0.02
30.00
0.00
40.00
0.00
50.00
0.00
60.00
0.00
70.00
0.00
80.00
0.00
90.00
0.00
100.00
0.00
110.00
0.00
120.00
0.00
130.00
0.00
140.00
0.00
150.00
0.00
160.00
0.00
170.00
0.00
180.00
0.00
190.00
0.00
200.00
0.00
210.00
0.00
220.00
0.00
230.00
0.00
240.00
0.00
Hydrograph for Pond 5P: Infiltration Basin
Storage Elevation Outflow
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.02
0.02
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00
26.58
0.00
0.00
0.00

SOTG Basin 4 - POST Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.58
0.00
0.00
0.00
26.59
0.70
0.70
0.00
26.60
0.70
0.70
0.00
26.61
0.70
0.70
0.00
26.62
0.70
0.70
0.00
26.63
0.70
0.70
0.00
26.64
0.70
0.70
0.00
26.65
0.70
0.70
0.00
26.66
0.70
0.70
0.00
26.67
0.70
0.70
0.00
26.68
0.70
0.70
0.00
26.69
0.70
0.70
0.00
26.70
0.70
0.70
0.00
26.71
0.70
0.70
0.00
26.72
0.70
0.70
0.00
26.73
0.70
0.70
0.00
26.74
0.70
0.70
0.00
26.75
0.70
0.70
0.00
26.76
0.70
0.70
0.00
26.77
0.70
0.70
0.00
26.78
0.70
0.70
0.00
26.79
0.70
0.70
0.00
26.80
0.70
0.70
0.00
26.81
0.70
0.70
0.00
26.82
0.70
0.70
0.00
26.83
0.70
0.70
0.00
26.84
0.70
0.70
0.00
26.85
0.70
0.70
0.00
26.86
0.70
0.70
0.00
26.87
0.70
0.70
0.00
26.88
0.70
0.70
0.00
26.89
0.70
0.70
0.00
26.90
0.70
0.70
0.00
26.91
0.70
0.70
0.00
26.92
0.70
0.70
0.00
26.93
0.70
0.70
0.00
26.94
0.70
0.70
0.00
Stage -Discharge for Pond 5P: Infiltration Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
26.95
0.70
0.70
0.00
26.96
0.70
0.70
0.00
26.97
0.70
0.70
0.00
26.98
0.70
0.70
0.00
26.99
0.70
0.70
0.00
27.00
0.70
0.70
0.00
27.01
0.70
0.70
0.00
27.02
0.70
0.70
0.00
27.03
0.70
0.70
0.00
27.04
0.70
0.70
0.00
27.05
0.70
0.70
0.00
27.06
0.70
0.70
0.00
27.07
0.70
0.70
0.00
27.08
0.70
0.70
0.00
27.09
0.70
0.70
0.00
27.10
0.70
0.70
0.00
27.11
0.70
0.70
0.00
27.12
0.70
0.70
0.00
27.13
0.70
0.70
0.00
27.14
0.70
0.70
0.00
27.15
0.70
0.70
0.00
27.16
0.70
0.70
0.00
27A7
0.70
0.70
0.00
27.18
0.70
0.70
0.00
27.19
0.70
0.70
0.00
27.20
0.70
0.70
0.00
27.21
0.70
0.70
0.00
27.22
0.70
0.70
0.00
27.23
0.70
0.70
0.00
27.24
0.70
0.70
0.00
27.25
0.70
0.70
0.00
27.26
0.70
0.70
0.00
27.27
0.70
0.70
0.00
27.28
0.70
0.70
0.00
27.29
0.70
0.70
0.00
27.30
0.70
0.70
0.00
27.31
0.70
0.70
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
27.32
0.70
0.70
0.00
27.33
0.70
0.70
0.00
27.34
0.70
0.70
0.00
27.35
0.70
0.70
0.00
27.36
0.70
0.70
0.00
27.37
0.70
0.70
0.00
27.38
0.70
0.70
0.00
27.39
0.70
0.70
0.00
27.40
0.70
0.70
0.00
27.41
0.70
0.70
0.00
27.42
0.70
0.70
0.00
27.43
0.70
0.70
0.00
27.44
0.70
0.70
0.00
27.45
0.70
0.70
0.00
27.46
0.70
0.70
0.00
27.47
0.70
0.70
0.00
27.48
0.70
0.70
0.00
27.49
0.70
0.70
0.00
27.50
0.70
0.70
0.00
27.51
0.70
0.70
0.00
27.52
0.70
0.70
0.00
27.53
0.70
0.70
0.00
27.54
0.70
0.70
0.00
27.55
0.70
0.70
0.00
27.56
0.70
0.70
0.00
27.57
0.70
0.70
0.00
27.58
0.70
0.70
0.00

SOTG Basin 4 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 7
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.58
5,150
0
26.59
5,161
57
26.60
5,173
114
26.61
5,184
171
26.62
5,195
229
26.63
5,206
286
26.64
5,218
343
26.65
5,229
400
26.66
5,240
457
26.67
5,252
514
26.68
5,263
571
26.69
5,274
629
26.70
5,285
686
26.71
5,297
743
26.72
5,308
800
26.73
5,319
857
26.74
5,330
914
26.75
5,342
971
26.76
5,353
1,029
26.77
5,364
1,086
26.78
5,376
1,143
26.79
5,387
1,200
26.80
5,398
1,257
26.81
5,409
1,314
26.82
5,421
1,371
26.83
5,432
1,429
26.84
5,443
1,486
26.85
5,455
1,543
26.86
5,466
1,600
26.87
5,477
1,657
26.88
5,488
1,714
26.89
5,500
1,771
26.90
5,511
1,828
26.91
5,522
1,886
26.92
5,534
1,943
26.93
5,545
2,000
26.94
5,556
2,057
Stage -Area -Storage for Pond 5P: Infiltration Basin
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.95
5,567
2,114
26.96
5,579
2,171
26.97
5,590
2,228
26.98
5,601
2,286
26.99
5,612
2,343
27.00
5,624
2,400
27.01
5,635
2,457
27.02
5,646
2,514
2Z03
5,658
2,571
27.04
5,669
2,628
27.05
5,680
2,686
27.06
5,691
2,743
27.07
5,703
2,800
27.08
5,714
2,857
27.09
5,725
2,914
27.10
5,737
2,971
27.11
5,748
3,028
27.12
5,759
3,086
27.13
5,770
3,143
27.14
5,782
3,200
27.15
5,793
3,257
27.16
5,804
3,314
27.17
5,816
3,371
27.18
5,827
3,428
27.19
5,838
3,486
27.20
5,849
3,543
27.21
5,861
3,600
27.22
5,872
3,657
27.23
5,883
3,714
27.24
5,894
3,771
2725
5,906
3,828
27.26
5,917
3,886
27.27
5,928
3,943
27.28
5,940
4,000
27.29
5,951
4,057
27.30
5,962
4,114
27.31
5,973
4,171
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
27.32
5,985
4,228
27.33
5,996
4,286
27.34
6,007
4,343
27.35
6,019
4,400
27.36
6,030
4,457
27.37
6,041
4,514
27.38
6,052
4,571
27.39
6,064
4,628
27.40
6,075
4,685
27.41
6,086
4,743
27.42
6,098
4,800
27.43
6,109
4,857
27.44
6,120
4,914
27.45
6,131
4,971
27.46
6,143
5,028
27.47
6,154
5,085
27.48
6,165
5,143
27.49
6,176
5,200
27.50
6,188
5,257
27.51
6,199
5,314
27.52
6,210
5,371
27.53
6,222
5,428
27.54
6,233
5,485
27.55
6,244
5,543
27.56
6,255
5,600
27.57
6,267
5,657
27.58
6,278
5,714

SOTG Basin 4 - POST Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Subcatchment 2S: gravel pad
Gravel Lot "n" approximately 0.20
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.83 cfs @ 12.08 hrs, Volume= 0.059 af, Depth= 1.51"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.472 76 Gravel roads HSG A
0.472 Pervious Area
Tc Length Slope Velocity
iin) (feet) (ft/ft) (ft/sec)
3.1 130 0.0088 0.70
Description
Sheet Flow, Gravel Pad
n= 0.020 P2= 3.70"
3.1 130 Total, Increased to minimum Tc = 5.0 min

Infiltration Basin 5
Dmin a Area (Sit
27327
Imp Area (sf)
18855
(A) Drainage Area (Ac)
0.627342
(14) Imp Fraction
0.69
(Ro)Rainfall Depth Per State SWP(m)
3.7
Step 1: Determine Runoff Volume
Simple Method
a. IRV =.05+.9(1,,)
h V= 3630x R x R x A
Post
Pre
Designed By: SMD
Date: 4/2/2006
= Rv (post) _ .05+.9'.67 = 0.67
Rv (pre) = .05+.9'0 = 0.05
V=3630'3.7'0.67'.6273 V (Post) = 5654 of
V=3630'3.7'0.05'.6273 V (Pre)= 421 of
Min. Treatment Vol Post- Pre )= 5232 cf
Treatment Vol in Ac-in 1.44 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (irVhr) 6.69
(1) Intended Days to Infiltrate (days) 2
a. A - V = A=5232/(2-(6.69'2)) IMin SA of Basin = 195.5 sf
2*(K *T)
Step 3. Determine Dimensions
Storage Elevation 26.30
Elevation 25.00
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width 4 Storage Elev 45.9
Bottom Width 38.1
Visit and Soils
Flow Splinter- Inlet Elevation
Flow Shiner - Bypass Flow Outlet
Top Length 4 Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infitration and Drawdown
0 from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Conversion=cfs
Example Calculation of Q: Surfa(e Area=4556sf (K)=3.94it, lhr
4556sf-3.94in Ift Ihr=0.42cfs
hr 12in 3600.s
Drawdown Time for Treatment Volume
F-rampleCalculatiaf: Q=0.42cfs V=3458cf
V =T 3458ft' Is Ihr=2.Mrs =.089days
Q 1 0.42fr 3600s
ET2
1.30
4025
Target Area
4025 sf
99.7
Actual Area Top =
4578 sf
91.9
Actual Area Bottom =
lAvg
3503 sf
Surface Area =
4040 sf
Volume of Basin De th'SA) =
5252 of
Area (sf) (K)in/hr D (infiltration) = 0.54 cfs
3503 6.69
Drawdown Time for Design Vol
Volume cl 0 Hours Do s
5252 0.54 2.7 0.11

Predeveloped DA
Subcat Reach Aon Link

SOTG Basin 5 - Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

2S
Combined
5R
Swale 5P
Infiltration Basin
Subcat Reach on Link

SOTG Basin 5 - Post Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 5P: Infiltration Basin Peak Elev=25.23' Storage=942 cf Inflow=1.32 cfs 0.133 of
Primary=0.54 cfs 0.133 of Secondary=0.00 cfs 0.000 of Outflow=0.54 cfs 0.133 of

SOTG Basin 5 - Post Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Primary Outlet is Exfiltration
Inflow Area = 0.627 ac, Inflow Depth = 2.54"
Inflow = 1.32 cfs @ 12.33 hrs, Volume= 0.133 of
Outflow = 0.54 cfs @ 12.15 hrs, Volume= 0.133 af, Atten= 59%, Lag= 0.0 min
Primary = 0.54 cfs @ 12.15 hrs, Volume= 0.133 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 25.23' @ 12.72 hrs Surf.Area= 3,696 sf Storage= 942 cf
Plug -Flow detention time= 9.4 min calculated for 0.133 of (100% of inflow)
Center -of -Mass det. time= 9.4 min ( 837.6 - 828.2 )
Volume
Invert Avail Storage Storage
Description
#1
25.00'
5,253 cf Custom Stage Data (Prismatic)Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
25.00
3,503
0
0
26.30
4,578
5,253
5,253
Device Routing Invert Outlet Devices
#1 Primary 0.00' 0.54 cfs Exfiltration at all elevations
#2 Secondary 26.30' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2,92 3.08 3.30 3.32
Primary OutFlow Max=0.54 cfs @ 12.15 hrs HW=25.02' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.54 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=25.00' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 5 - Post Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 4
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Hydrograph
1.32 cfs
Ad
Inflow'Area=0.627'ac
10APeak Elev=25.23'
Storage=942 cf
1-
0.54 cfs -�
1 20 41 .1 81 100 120 140 160 180 200 220 240
Time (hours)
© Inflow
Outflow
❑p Primary
Secondary

SOTG Basin 5 - Post Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 5
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Hydrograph for Pond 5P: Infiltration Basin
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feel)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
25.00
0.00
0.00
0.00
10.00
0.04
4
25.00
0.04
0.04
0.00
20.00
0.03
3
25.00
0.03
0.03
0.00
30.00
0.00
0
25.00
0.00
000
n nn p/Lgw00wry
40.00
0.00
0
25.00
0.00
0.00
0.00
50.00
0.00
0
25.00
0.00
0.00
0.00
60.00
0.00
0
25.00
0.00
0.00
0.00
70.00
0.00
0
25.00
0.00
0.00
0.00
80.00
0.00
0
25.00
0.00
0.00
0.00
90.00
0.00
0
25.00
0.00
0.00
0.00
100.00
0.00
0
25.00
0.00
0.00
0.00
110.00
0.00
0
25.00
0.00
0.00
0.00
120.00
0.00
0
25.00
0.00
0.00
0.00
130.00
0.00
0
25.00
0.00
0.00
0.00
140.00
0.00
0
25.00
0.00
0.00
0.00
150.00
0.00
0
25.00
0.00
0.00
0.00
160.00
0.00
0
25.00
0.00
0.00
0.00
170.00
0.00
0
25.00
0.00
0.00
0.00
180.00
0.00
0
25.00
0.00
0.00
0.00
190.00
0.00
0
25.00
0.00
0.00
0.00
200.00
0.00
0
25.00
0.00
0.00
0.00
210.00
0.00
0
25.00
0.00
0.00
0.00
220.00
0.00
0
25.00
0.00
0.00
0.00
230.00
0.00
0
25.00
0.00
0.00
0.00
240.00
0.00
0
25.00
0.00
0.00
0.00

SOTG Basin 5 - Post Type /// 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 6
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
25.00
0.00
0.00
0.00
25.02
0.54
0.54
0.00
25.04
0.54
0.54
0.00
25.06
0.54
0.54
0.00
25.08
0.54
0.54
0.00
25.10
0.54
0.54
0.00
25.12
0.54
0.54
0.00
25.14
0.54
0.54
0.00
25.16
0.54
0.54
0.00
25.18
0.54
0.54
0.00
25.20
0.54
0.54
0.00
25.22
0.54
0.54
0.00
25.24
0.54
0.54
0.00
25.26
0.54
0.54
0.00
25.28
0.54
0.54
0.00
25.30
0.54
0.54
0.00
25.32
0.54
0.54
0.00
25.34
0.54
0.54
0.00
25.36
0.54
0.54
0.00
25.38
0.54
0.54
0.00
25.40
0.54
0.54
0.00
25.42
0.54
0.54
0.00
25.44
0.54
0.54
0.00
25.46
0.54
0.54
0.00
25.48
0.54
0.54
0.00
25.50
0.54
0.54
0.00
25.52
0.54
0.54
0.00
25.54
0.54
0.54
0.00
25.56
0.54
0.54
0.00
25.58
0.54
0.54
0.00
25.60
0.54
0.54
0.00
25.62
0.54
0.54
0.00
25.64
0.54
0.54
0.00
25.66
0.54
0.54
0.00
25.68
0.54
0.54
0.00
25.70
0.54
0.54
0.00
25.72
0.54
0.54
0.00
Stage -Discharge for Pond 5P: Infiltration Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
25.74
0.54
0.54
0.00
25.76
0.54
0.54
0.00
25.78
0.54
0.54
0.00
25.80
0.54
0.54
0.00
25.82
0.54
0.54
0.00
25.84
0.54
0.54
0.00
25.86
0.54
0.54
0.00
25.88
0.54
0.54
0.00
25.90
0.54
0.54
0.00
25.92
0.54
0.54
0.00
25.94
0.54
0.54
0.00
25.96
0.54
0.54
0.00
25.98
0.54
0.54
0.00
26.00
0.54
0.54
0.00
26.02
0.54
0.54
0.00
26.04
0.54
0.54
0.00
26.06
0.54
0.54
0.00
26.08
0.54
0.54
0.00
26.10
0.54
0.54
0.00
26.12
0.54
0.54
0.00
26.14
0.54
0.54
0.00
26.16
0.54
0.54
0.00
26.18
0.54
0.54
0.00
26.20
0.54
0.54
0.00
26.22
0.54
0.54
0.00
26.24
0.54
0.54
0.00
26.26
0.54
0.54
0.00
26.28
0.54
0.54
0.00
26.30
0.54
0.54
0.00

SOTG Basin 5 - Post
Prepared by Earth Tech
HvdroCAD(E) 8.00 s/n 003562 © 2006 H
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
25.00
3,503
0
25.02
3,520
81
25.04
3,536
162
25.06
3,553
242
25.08
3,569
323
25.10
3,586
404
25.12
3,602
485
25.14
3,619
566
25.16
3,635
646
25.18
3,652
727
25.20
3,668
808
25.22
3,685
889
25.24
3,701
970
25.26
3,718
1,051
25.28
3,735
1,131
25.30
3,751
1,212
25.32
3,768
1,293
25.34
3,784
1,374
25.36
3,801
1,455
25.38
3,817
1,535
25.40
3,834
1,616
25.42
3,850
1,697
25.44
3,867
1,778
25.46
3,883
1,859
25.48
3,900
1,939
25.50
3,916
2,020
25.52
3,933
2,101
25.54
3,950
2,182
25.56
3,966
2,263
25.58
3,983
2,343
25.60
3,999
2,424
25.62
4,016
2,505
25.64
4,032
2,586
25.66
4,049
2,667
25.68
4,065
2,748
25.70
4,082
2,828
25.72
4,098
2,909
Stage -Area -Storage for Pond 5P: Infiltration Basin
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
25.74
4,115
2,990
25.76
4,131
3,071
25.78
4,148
3,152
25.80
4,165
3,232
25.82
4,181
3,313
25.84
4,198
3,394
25.86
4,214
3,475
25.88
4,231
3,556
25.90
4,247
3,636
25.92
4,264
3,717
25.94
4,280
3,798
25.96
4,297
3,879
25.98
4,313
3,960
26.00
4,330
4,041
26.02
4,346
4,121
26.04
4,363
4,202
26.06
4,380
4,283
26.08
4,396
4,364
26.10
4,413
4,445
26.12
4,429
4,525
26.14
4,446
4,606
26.16
4,462
4,687
26.18
4,479
4,768
26.20
4,495
4,849
26.22
4,512
4,929
26.24
4,528
5,010
26.26
4,545
5,091
26.28
4,561
5,172
26.30
4,578
5,253
Type 11124-hr Rainfall=3.70"
Page 7

SOTG Basin 5 - Post Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech
HydroCAD®8 00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 4/2/2008
Subcatchment 2S: Combined DA
Gravel Lot "n" approximately 0.20
Runoff = 1.62 cfs @ 12.13 hrs, Volume= 0.133 af, Depth= 2.54"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac)
CN
Description
0.432
98
Paved parking & roofs
0.195
68
<50% Grass cover, Poor HSG A
0.627
89
Weighted Average
0.195
Pervious Area
0.432
Impervious Area
Tc Length Slope Velocity Capacity Description
6.6 100 0.0050 0.25 Sheet Flow, Gravel Pad
Fallow n= 0.050 P2= 3.70"
2.7 230 0.0090 1.42 Shallow Concentrated Flow, swale
Grassed Waterwav Kv= 15.0 fps
9.3 330 Total

Drainge Area (Sf)
15472
Imp Area (sf)
12194
(A) Drainage Area (Ac)
U.35598
0A) Imp Fraction
0.79
(RD)Rainfall Depth Per State SW P(in)
3.7
Step 1: Determine Runoff Volume
Simple Method
a.
Infiltration Basin 6
RV=.05+.9(IA )
V= 3630x Ro x R x A
Post
Pre
Designed By: BMD
Date: 4/18/2008
= Rv (post) = .05..9'.67 = 0.76
Rv (pre) = .05+.9'0 = 0.05
V=3630'3.7'0.76'.3552 V (Post) = 3622 of
V=3630'3.7'0.05'.3552 V (Pre)= 239 of
Min. Treatment Vol (Post - Pre )= 3384 of
Treatment Vol in Ac-in 0.93 ac-in
Step 2: Determine Surface Area- Min.
(K) Infiltration Rate (in/hr) 2.61
(T) Intended Days to Infiltrate (di 2
a. A — V = A=3384/(2'(3.66'2)) Ililin SA of Basin = 324.1 sf
Step 3. Determine Dimensions
Volume
Storage Elevation 22.10 Flow Schiffer- Inlet Elevation
Elevation 20.90 Flow Splitter - Bypass Flow Outlet
Atter - Outlet to Basin Elev. 21 SO TOD of Berm Elevation
Max Excavation Depth -0.33 ' M
Storage Depth
Surface Area Required (Avg of Top and Bottom SA)
Top Width 4 Storage Elev 43.6
Bottom Width 36.4
Top Length @ Storage
Bottom Length
4. Calculation of Volumetric Flow Rate of Infiltration and Drawdown
0 from infiltration: '0 is actually the Darcian Flow Rate
Q=A (K) Convecvian =(fs
F_.rample Calculation of Q: Surface Area=4556.ef (K)=_394inIhr
3.94 in I ft Ihr
4556sf =0.42 cfs
hr 12 in 3600c
Drawdown Time for Treatment Volume
EcampleCalculafial: Q=0.42cfs V=3458cf
V 3458ff' Is Ihr
—=T :.=2.Mrs =.089dncs
Q 1 0.42 fr' 3600s
21
1.20
2820
Target Area 2820 st
74.1 Actual Area Top = 3231 sf
66.9 Actual Area Bottom = 2435 sf
1Av9 Surface Area = 2833 at
Volume of Basin (De th'SA) = 3400 of
Area (sf) (K)in/hr 0 (infiltration) = 0.15 cfs
2435 2.61
Drawdown Time for Design Vol
Volume cf 0 Hours Dovs
3400 0.15 6.4 1 0.27

8S
Predevelopment DA
Drainage Diagram for SOTG Basin 6 - Pre
Subcat Reach A Link Prepared by Earth Tech 4/2/2008
HydroCAD® 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC

SOTG Basin 6 - Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 2
HvdroCADO 8.00 s/n 003562 © 2006 HvdroCAD Software Solutions LLC 4/2/2008
Time span =0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 8S: Predevelopment DA Runoff Area=0.355 ac Runoff Depth=0.12"
Flow Length=80' Slope=0.0625'/' Tc=10.6 min CN=45 Runoff=0.01 cfs 0.003 of
Total Runoff Area = 0.355 ac Runoff Volume = 0.003 of Average Runoff Depth = 0.12"
100.00% Pervious Area = 0.355 ac 0.00% Impervious Area = 0.000 ac

SOTG Basin 6 - Pre Type 111 24-hr Rainfall=3.70"
Prepared by Earth Tech Page 3
HydroCADO 8.00 s/n 003562 @ 2006 HydroCAD Software Solutions LLC 4/2/2008
Subcatchment 8S: Predevelopment DA
Runoff = 0.01 cfs @ 13.80 hrs, Volume= 0.003 af, Depth= 0.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=3.70"
Area (ac) CN Description
0.355 45 Woods Poor HSG A
0.355 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
10.6 80 0.0625 0.13 Sheet Flow, Grass
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 8S: Predevelopment DA
Hydrograph
0.01
CfS
0.0
0.005'.
Type 1111 24-hr
Rainfall=3.70"
0.005'-
0.004=
Runoff Area=0.355 ac
0.004'
j Runoff Volume=0.003 of
0.003'-
I
Runoff Depth=0.12"
c 0.003
Flow Lerigth=80'
0 0.002
Slope=0.0625'1'
0.002'
I /
Tc=10.6 min
0.001=
'
CN=45
0.001 '
'
0 20 40 60 80 100 120 140 160 180 200 220 240
Time (hours)
p Runoff

2S
Combined DA
5R
GTD � 5P
Infiltration Basin
Subcat Each Aon Llnk

SOTG Basin 6 - Post Type Ill 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 2
HydroCADO8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 5P: Infiltration Basin Peak Elev=20.90' Storage=13 cf Inflow=0.09 cfs 0.007 of
Primary=0.08 cfs 0.007 of Secondary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.007 of

SOTG Basin 6 - Post Type /// 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 3
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Primary Outlet is Exfiltration
Inflow Area = 0.354 ac, Inflow Depth = 0.25"
Inflow = 0.09 cfs @ 12.19 hrs, Volume= 0.007 of
Outflow = 0.08 cfs @ 12.23 hrs, Volume= 0.007 af, Atten= 9%, Lag= 2.7 min
Primary = 0.08 cfs @ 12.23 hrs, Volume= 0.007 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 20.90' @ 12.23 hrs Surf.Area= 2,438 sf Storage= 13 cf
Plug -Flow detention time= 2.7 min calculated for 0.007 of (100% of inflow)
Center -of -Mass det. time= 2.7 min ( 888.6 - 885.9 )
Volume Invert Avail.Storage Storage Description
#1 20.90' 3,400 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
20.90 2,435 0 0
22.10 3,231 3,400 3,400
vice Routing Invert Outlet Devices
#1 Primary 0.00' 0.21 cfs Exfiltration at all elevations
#2 Secondary 22.10' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.21 cfs @ 12.23 hrs HW=20.90' (Free Discharge)
t1=Exfiltration (Exfiltration Controls 0.21 cfs)
te2
,Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.90' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

SOTG Basin 6 - Post Type /// 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 4
HydroCAD@ 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Pond 5P: Infiltration Basin
Hydrograph
KINGOICts
Peak, Elev-720.91
d/o
• 1 1� I%
I/
1 1
® Inflow
0 Outflow
❑p Primary
0 Secondary

SOTG Basin 6 - Post Type /// 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 5
HydroCAD& 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Hydrograph for Pond 5P: Infiltration Basin
Time
lours)
Inflow
(cfs)
Storage
(cubic -feet)
Elevation
(feet)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
0.00
0.00
0
20.90
0.00
0.00
0.00
1.00
0.00
0
20.90
0.00
0.00
0.00
2.00
0.00
0
20.90
0.00
0.00
0.00
3.00
0.00
0
20.90
0.00
0.00
0.00
4.00
0.00
0
20.90
0.00
0.00
0.00
5.00
0.00
0
20.90
0.00
0.00
0.00
6.00
0.00
0
20.90
0.00
0.00
0.00
7.00
0.00
0
20.90
0.00
0.00
0.00
8.00
0.00
0
20.90
0.00
0.00
0.00
9.00
0.00
0
20.90
0.00
0.00
0.00
10.00
0.00
0
20.90
0.00
0.00
0.00
11.00
0.00
0
20.90
0.00
0.00
0.00
12.00
0.02
2
20.90
0.01
0.01
0.00
13.00
0.01
2
20.90
0.02
0.02
0.00
14.00
0.01
2
20.90
0.01
0.01
0.00
15.00
0.01
1
20.90
0.01
0.01
0.00
16.00
0.01
1
20.90
0.01
0.01
0.00
17.00
0.00
1
20.90
0.00
0.00
0.00
18.00
0.00
1
20.90
0.00
0.00
0.00
19.00
0.00
0
20.90
0.00
0.00
0.00
20.00
0.00
0
20.90
0.00
0.00
0.00
21.00
0.00
0
20.90
0.00
0.00
0.00
22.00
0.00
0
20.90
0.00
0.00
0.00
23.00
0.00
0
20.90
0.00
0.00
0.00
24.00
0.00
0
20.90
0.00
0.00
0.00
25.00
0.00
0
20.90
0.00
0.00
0.00
26.00
0.00
0
20.90
0.00
0.00
0.00
27.00
0.00
0
20.90
0.00
0.00
0.00
28.00
0.00
0
20.90
0.00
0.00
0.00
29.00
0.00
0
20.90
0.00
0.00
0.00
30.00
0.00
0
20.90
0.00
0.00
0.00
31.00
0.00
0
20.90
0.00
0.00
0.00
32.00
0.00
0
20.90
0.00
0.00
0.00
33.00
0.00
0
20.90
0.00
0.00
0.00
34.00
0.00
0
20.90
0.00
0.00
0.00
35.00
0.00
0
20.90
0.00
0.00
0.00
36.00
0.00
0
20.90
0.00
0.00
0.00

SOTG Basin 6 - Post Type /// 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 6
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Hydrograph for Pond 5P: Infiltration Basin (continued)
Time Inflow Storage Elevation Outflow
37.00
0.00
0
20.90
0.00
0.00
0.00
38.00
0.00
0
20.90
0.00
0.00
0.00
39.00
0.00
0
20.90
0.00
0.00
0.00
40.00
0.00
0
20.90
0.00
0.00
0.00
41.00
0.00
0
20.90
0.00
0.00
0.00
42.00
0.00
0
20.90
0.00
0.00
0.00
43.00
0.00
0
20.90
0.00
0.00
0.00
44.00
0.00
0
20.90
0.00
0.00
0.00
45.00
0.00
0
20.90
0.00
0.00
0.00
46.00
0.00
0
20.90
0.00
0.00
0.00
47.00
0.00
0
20.90
0.00
0.00
0.00
48.00
0.00
0
20.90
0.00
0.00
0.00

SOTG Basin 6 - Post Type 111 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 7
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
20.90
0.00
0.00
0.00
20.92
0.21
0.21
0.00
20.94
0.21
0.21
0.00
20.96
0.21
0.21
0.00
20.98
0.21
0.21
0.00
21.00
0.21
0.21
0.00
21.02
0.21
0.21
0.00
21.04
0.21
0.21
0.00
21.06
0.21
0.21
0.00
21.08
0.21
0.21
0.00
21.10
0.21
0.21
0.00
21.12
0.21
0.21
0.00
21.14
0.21
0.21
0.00
21.16
0.21
0.21
0.00
21.18
0.21
0.21
0.00
21.20
0.21
0.21
0.00
21.22
0.21
0.21
0.00
21.24
0.21
0.21
0.00
21.26
0.21
0.21
0.00
21.28
0.21
0.21
0.00
21.30
0.21
0.21
0.00
21.32
0.21
0.21
0.00
21.34
0.21
0.21
0.00
21.36
0.21
0.21
0.00
21.38
0.21
0.21
0.00
21.40
0.21
0.21
0.00
21.42
0.21
0.21
0.00
21.44
0.21
0.21
0.00
21.46
0.21
0.21
0.00
21.48
0.21
0.21
0.00
21.50
0.21
0.21
0.00
21.52
0.21
0.21
0.00
21.54
0.21
0.21
0.00
21.56
0.21
0.21
0.00
21.58
0.21
0.21
0.00
21.60
0.21
0.21
0.00
21.62
0.21
0.21
0.00
Stage -Discharge for Pond 5P: Infiltration Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
21.64
0.21
0.21
0.00
21.66
0.21
0.21
0.00
21.68
0.21
0.21
0.00
21.70
0.21
0.21
0.00
21.72
0.21
0.21
0.00
21.74
0.21
0.21
0.00
21.76
0.21
0.21
0.00
21.78
0.21
0.21
0.00
21.80
0.21
0.21
0.00
21.82
0.21
0.21
0.00
21.84
0.21
0.21
0.00
21.86
0.21
0.21
0.00
21.88
0.21
0.21
0.00
21.90
0.21
0.21
0.00
21.92
0.21
0.21
0.00
21.94
0.21
0.21
0.00
21.96
0.21
0.21
0.00
21.98
0.21
0.21
0.00
22.00
0.21
0.21
0.00
22.02
0.21
0.21
0.00
22.04
0.21
0.21
0.00
22.06
0.21
0.21
0.00
22.08
0.21
0.21
0.00
22.10
0.21
0.21
0.00

SOTG Basin 6 - Post Type /I/ 24-hr Rainfall=1.00"
Prepared by Earth Tech Page 8
HydroCAD®8 00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
20.90
2,435
0
20.92
2,448
57
20.94
2,462
113
20.96
2,475
170
20.98
2,488
227
21.00
2,501
283
21.02
2,515
340
21.04
2,528
397
21.06
2,541
453
21.08
2,554
510
21.10
2,568
567
21.12
2,581
623
21.14
2,594
680
21.16
2,607
737
21.18
2,621
793
21.20
2,634
850
21.22
2,647
907
21.24
2,661
963
21.26
2,674
1,020
21.28
2,687
1,077
21.30
2,700
1,133
21.32
2,714
1,190
21.34
2,727
1,247
21.36
2,740
1,303
21.38
2,753
1,360
21.40
2,767
1,417
21.42
2,780
1,473
21.44
2,793
1,530
21.46
2,806
1,586
21.48
2,820
1,643
21.50
2,833
1,700
21.52
2,846
1,756
21.54
2,860
1,813
21.56
2,873
1,870
21.58
2,886
1,926
21.60
2,899
1,983
21.62
2,913
2,040
Stage -Area -Storage for Pond 5P: Infiltration Basin
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
21.64
2,926
2,096
21.66
2,939
2,153
21.68
2,952
2,210
21.70
2,966
2,266
21.72
2,979
2,323
21.74
2,992
2,380
21.76
3,005
2,436
21.78
3,019
2,493
21.80
3,032
2,550
21.82
3,045
2,606
21.84
3,059
2,663
21.86
3,072
2,720
21.88
3,085
2,776
21.90
3,098
2,833
21.92
3,112
2,890
21.94
3,125
2,946
21.96
3,138
3,003
21.98
3,151
3,060
22.00
3,165
3,116
22.02
3,178
3,173
22.04
3,191
3,230
22.06
3,204
3,286
22.08
3,218
3,343
22.10
3,231
3,400

SOTG Basin 6 - Post Type 111 24-hr Rainfall=1.00"
Prepared by Earth Tech
HydroCADO 8.00 s/n 003562 © 2006 HydroCAD Software Solutions LLC 4/2/2008
Subcatchment 2S: Combined DA
Gravel Lot "n" approximately 0.20
Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 0.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr Rainfall=1.00"
Area (ac)
CN
Description
0.280
98
Paved parking & roofs
0.074
49
50-75% Grass cover, Fair, HSG A
0.354
88
Weighted Average
0.074
Pervious Area
0.280
Impervious Area
Tc Length Slope Velocity Capacity Description
2.4 80 0.0410 0.56 Sheet Flow, Gravel Pad
Fallow n= 0.050 P2= 3.70"
1.8 195 0.0150 1.84 Shallow Concentrated Flow, swale
Grassed Waterwav Kv= 15.0 fps
4.2 275 Total, Increased to minimum Tc = 5.0 min

EarthTech
A tgCO International Ltd, Company
CLIENT USM(,
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CALCULATION SHEET PAGE I OF I
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CALCULATION SHEET PAGE I OF I
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CALCULATION SHEET
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s�1 PIS-Y,tsl�n
(:7)
Earth Tech
701 Corporate Center uriee, Suite 475. fRaleiJh, North Ca, nlira 2.7607
i 919.01`14.6200 F 914dK4.b259 to c✓w.eaahtach.�3.c+�oi.crsm
October 10. 2008
Bryan M. Dick, EIT, PH''
701 Corporate Center Dr.
Suite 475
Raleigh, NC 27607
919-854-6252
NC DWO
127 Cardinal Dr. Exi.
Wilmington, NC 28405
Re: USMC - SOTG -Modification SW8 0 00301
N4rs—Nie10
EARTH TECH I AEf, ON
Noise Iind enclosed an updaled wl of plans and a application tin modification the
above mentioned slorm"ater permit I have not inchided fees; as the guidelineS indic.ne
that a fee will he necessary for significant changes to the plans. Since the treatment
measures and the 13UA has only been reduced. I assumed that this would constitute an
insignificant change. Please lei me know if you will ncai tutything else for the
modification.
Please excuse any inconvenience if you are not the person thot needed to receive this
modification appliruion.
Please give me a cal] if you have any questions or comments. 564-506-1465
Thank );oil in advance
1r4-- /,// //z
Bryan Iv1. Dick, 11I-1
ray; y y Moil
(K
NUV 1 1 9008

—Project name Review Date \ f ��
Checklist for Completeness Review of Stormwater Applications L0 -,)'Iti as (? IC, ^ R,, ;
Each application for which a "Completeness Review" is needed will have this checklist printed on
yellow paper to distinguish it from other applications to be reviewed.
Read the narrative and application to determine the type of project, i.e., residential vs.
commercial, subdivision vs. single lot, high density, low density, offsite, redevelopment, and
determine what documentation needs to be provided.
Make sure that all required forms, supplements, O&M's, deed restrictions, signature
authorizations, etc., are included and contain original signatures.
(� if low density, make sure the BUA calculations include any common areas, clubhouse areas,
etc., and do a quick math check for addition errors.
Do a quick consistency check of the numbers used in the calculations vs. the numbers
reported on the application. For multiple BMP's pick one or two to check.
Ownership issues? Make sure the correct person has signed the application. If it's a
corporation or LLC, print off the NCSOS information sheet and latest annual report. Make
sure the person who signed is listed on the annual report with his/her correct title, or make
sure a signature authorization letter has been provided.
Make sure 2 sets of plans have been submitted, and that they include grading, layout (with
dimensions for all proposed BUA) and details. �� /�
Are the Wetlands delineated on the plans? Y ( N) By whom? J /`t
If the project drains to SA waters, make sure a USG topo map with the site, the receiving
waters and the Y mile radius clearly shown to scale, is provided.
For high density projects, make sure the correct design storm is used, based on the receiving
stream classification and the projects proximity to SA waters.
Make sure appropriate details are provided such as roads, cul-de-sacs, curbing, sidewalk,
BMP's, level spreaders, vegetated filter strips, curb outlet swales, etc. Two of the most
common errors are that sidewalk is indicated on the plans, but not included in the BUA talcs
or shown with the road detail,,\and the road width used in the BUA calculations is less than
that shown on the road detail.
Are there any issues within the 575 ft ORW AEC?
If high density, make sure the plans and calculations are signed, sealed and dated.
If the project involves the subdivision of property or has outparcels, make sure a copy of the
Proposed Declaration of Covenants and Restrictions in legal format with all required
statements is provided, or that the appropriate standard deed restriction template, signed and
notarized, is provided.
Make sure that a Soils Report for.all projects is provided, to determine if the required
separation to the SHWT is provided.
For multiple HD systems & curb outlet swales, make sure a drainage area map is provided.
If the application is substantially incomplete, give the entire file with the check to admin (Jo
Casmer) to be returned to the applicant. Jo will keep copies of the return letters, application &
check.
❑ If the application lacks only a few minor items such that it can be made complete within 24
hours, you can email the consultant and request the information. Hold onto the package for
24 hours. If the information isn't received within 24 hours, give the application to Jo to return.
For Offsite projects:
The Designer's Certification for the offsite system has been submitted.
The deed restrictions have been recorded and a copy submitted.
The offsite system is in compliance with its permit.
Make sure the lot size hasn't changed from what was approved under the Master Plan and
that the correct lot number is referenced on the supplement form.
For Infiltration projects:
Soils report to determine SHWT, soil type and expected infiltration rate is provided.
Has Vincent conducted the site investigation? If Yes, date?
For infiltration projects, the maximum 2 acre inches of volume in any single system has not
been exceeded.
For4Vet Ponds projects:
0 Permanent pool to be located no lower than 6" below the estimated SHWT. Otherwise, the
incoming groundwater must be quantified and evaluated; the storage volume must be
verified; and the outlet needs to be evaluated for free drainage to the receiving waters under
SHWT conditions.
S:\WQS\STORMWATER\FORMS\COMPLETENESS REVIEW

STORMWATER. MANAGEMENT PLAN
PREPARED FOR: MCB CAMP LEJEUNE
S.O.T.G.
DATE: 1 0- 1 7-08
EARTH TECH, INC
701 CORPORATE CENTER DR., .SUITE 475
RALEIGH, NC 27607
91 9-854-6200
PREPARED BY:
BRYAN M. DICK, EIT, PH

PROJECT DESCRIPTION
THIS DOCUMENT IS TO SERVE AS A MODIFICATION TO THE EXISTING
STORM WATER PERINIT SW8 080301 FOR THE MCB CAMP LEJ EUNE - S.O. T.G.
PROJECT. 'THE, MODIFICATION IS A RESULT OF MOVING TWO BASINS AND ELIMINATION
OF ONE . BASIN AND ITS ASSOCIATED IMPERVIOUS AREA. .THIS MODIFICATION IS
PRESUMED MINIMAL IN THAT THERE ARENONEW IMPERVIOUS AREAS OR NEW
TREATMENT. LOCATIONS USED. NO NEW DESIGN COMPUTATIONS WERE GENERATED,
SINE THE BASIN THAT IS MOVED DID NOT RECEIVE ANY NEW RUNOFF AND DEPTH TO
SEASONAL WATER TABLE IS APPROXIMATELY THE SAME AS IN l'HE- ORIGINAL LOCATION.
THERE ARE IJO WEI'I_.ANDS IN -THE PROJF_ClSITE. PROPER.
CONTACT INFORMATION
EARTH TECH, INC.
ATTN: BRYAN M. DICK, PH
701 CORPORATE CENTER DR.. SUITE 475
RALEIGH. INC 27607
TELEPHONE: [phone]
FAX: [phone]
IDENTIFY CHANGES TO THE EXISTING PERMIT AND PROJECT INVOLVEMENT
THIS PROJECT IS A PAR-IOF THE WHITE OAK RIVER BASIN. AND IS CURRENTLY NOT
SUBJECT TO ANY BUFFER RULES. THE SITE IS APPROXIMATELY 1500 FROM THE NEW
RIVER, JUST OUTSIDE OF SNEEDS FERRY. NC AND IS LOCATED IN ONSLOW COUNTY,
WHICH IS A PHASE II - NPDES REQUIREMENT COUNTY.
BASIN NUMBER 2. AS LABELED IN PERMIT SW8 080301. HAS BEEN ELIMINATED AS
WELL -S THE "PROPOSFD MV-22 PLATFORM THAT GENERATED THE_ RUNOFF THA'('
BASIN 2'TREATED-
IN ORDEWTO ALLOW MORE ROOM FOR THE LANDING OF 'THE OSPREY AIRCRAFT IN THE
FIELD SITE TO THE EAST OF BASINS 3 AND 4. BASIN 3 HAS BEEN MOVED TO THE
PREVIOUS LOCATION OF BASIN 1 AND BASIN 4 HAS BEEN MOVED TO THE LOCATION OF
BASIN 3 (APPROXIMATELY 40'). AS THERE ARE NO SIGNIFICANT INCREASES IN
DRAINAGE AREA AND EACH BASIN HAS BEEN MOVED TO A LOCATION OF ALREADY
PERI.9I'ITED BASIN LOCATIONS. MOVING 'IHF_ BASINS IS BELIEVED TO BE A MINIMAL
MODIFICATION l'O PERMIT SW8 060301,
THE ENCLOSED FULL SIZE PLAN SHEETS INDICATE THE PROPOSED CHANGES AND AN
1 1X17 (HALF SI7E1 OVERVIEW SHEET FROM THE PERMITTED PLANS IS ALSO INCLUDED.
SUPPLEMENTS. CALCULATIONS. O&M FORMS ARE N01" INCLUDED SINCE_ MOVING THE
BASIN -HAD NO AFFECT ON THOSE ATTACHMENTS.
NOV 1 7 700R
L i�..

SUMMARY OF CHANGES:
• ONE PROPOSED PAVILION ELIMINATED AND BASIN 2 ELIMINATED
• BASIN 3' MOVED TO LOCATION OF BASIN 2 .AND ROUTING CHANGED
ACCORDINGLY .
• BASIN 4 MOVED TO LOCATION OF BASIN 3 '
• NO CHANGES TO COMPUTATIONS RESULTED
• SUPPLEMENT FORMS AND 08 MWS UNCHANGED
CONCLUSION
THIS STOP LI:VAT ER MP. NAGt_I.^ENT PLAN P.EPRESEN-IS. AN IEI1'VIRONIdENIALI_Y
SENSII"IVE AND EF1=[CTIVE PLAN FOR UlIL17ING THE PROPOSED STORM,V ATER
TREATM[NTS TO ACCOMMODATE 1'11E INCREASED RUNOFF OF THE PROPOSED SITE
DE\VELCPMEN T.