SW3170305_Project Report_20170613

June 9, 2017
Stormwater Permitting Program
Land Quality Section
NCDEMLR I NCDEQ
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
R. Joe Harris & Associates, Inc.
127 Ben Casey Drive, Suite 101, Fort Mill, S.C. 29708
[phone]
Re: Larkin Multi -Family Development
Stormwater Management Permit—Second Submittal
RJH Ref.No.: 2382
To Robert Patterson, P.E.:
On behalf of Dependable Development, Inc., we have enclosed the following items for the review and
approval of the above referenced project:
1. Two (2) copies of the Larkin MF Development Construction Plans — dated 5/05/17
2. One (1) copy of the Revised portions of the Project report — dated 5/5/17
3. One (1) copy of the Response to Comments letter — dated 5/05/17
4. Updated BMP Supplement forms (included in Section VI of the Project Report)
5. Detailed project summary (included in Section I of the Project Report)
6. One (copy) of the Engineering report for Seasonal High Water Table Determinations
If you should have any questions or require any additional information, please feel free to contact me at
[phone] or via email at [e-mail].
Sincerely,
R. JOE HARRIS & ASSOCIATES, INC.
c
Ad7;
am Bowersox
Project Manager
www.rjoeharris.com

f .1
SUMMIT
ENGINEERING . LABORATORY. TESTING
April 26, 2017
Jeff Reasner
Dependable Development, Inc.
2627 Breckenridge Centre Dr.
Monroe, North Carolina 28110
Email: jreasnergtruehomesusa.com
Subject: Estimated Seasonal High Water Table (ESHWT) Determinations
Larkin Multi -Family
Fox Den Circle & 10' Green Street
Charlotte, North Carolina
SUMMIT Project No. 4280.504
Dear Mr. Reasner:
SUMMIT Engineering, Laboratory and Testing, P.C. (SUMMIT) is pleased to submit this
letter summarizing our findings within Borings B-1, B-2 and B-3 with regards to the
Estimated Seasonal High Water Table Elevation (ESHWT) determination. Boring B-1 was
performed at the location of the proposed pond to be constructed at the subject site. This
report contains a brief description of the project information provided to us, general site and
subsurface conditions revealed during the exploration.
PURPOSE OF STUDY
The purpose of this study was to obtain information regarding the subsurface conditions
within the proposed stormwater BMP ponds and determine the estimated seasonal high water
table mark (if evident). This report contains the following items:
• Photographic Logs, Site Vicinity Map and Test Boring Location Plan,
• Summary of Test Boring Observations, visual soil classifications and descriptions,
and laboratory results,
• A general review of the subsurface soils and estimated seasonal high water table
depth from existing ground surface (if evident),
• Groundwater level measurements.

0
Summary of ES14WT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
EXPLORATION PROCEDURES
On April 20, 2017, SUMMIT visited the site and performed a soil test boring within the
proposed stormwater BMP ponds. The approximate locations of the boring (identified as B-1
thru B-3) are shown on "Figure 2, Boring Location Plan" provided in Appendix 2. The client
(Galaxy NC LLC) provided SUMMIT with a "Grading Plan" prepared by R. Joe Harris &
Associates, Inc. dated February 3, 2017 and showed the approximate location of each of the
proposed stormwater BMP ponds. The test locations were staked in the field by a
representative from R. Joe Harris & Associates, Inc.
The soil test boring was performed using an ATV -mounted CME 550X drill rig. The boring
was extended to a depth of about 20 feet below the existing ground surface. Hollow -stem,
continuous flight auger drilling techniques were used to advance the borings deeper into the
ground. Standard Penetration Tests (SPT) were performed within the mechanical borings at
designated intervals in general accordance with ASTM D 1586 to obtain a soil sample for
visual classification in general accordance with ASTM D-2488. Water level measurements
were attempted at the termination of drilling and at 24 hours after the completion of drilling.
The classification symbols are depicted on the "Boring Log" provided in Appendix 3.
GENERALIZED SUBSURFACE STRATIGRAPHY
General subsurface conditions observed during our geotechnical exploration are described
herein. For more detailed soil descriptions and stratifications at a particular test location, the
respective "Boring Log" provided in Appendix 3 should be reviewed. The horizontal
stratification lines designating the interface between various strata represent approximate
boundaries. Transitions between different strata in the field may be gradual in both the
horizontal and vertical directions.
Beginning from the ground surface, a veneer of topsoil (surficial organic soils)
approximately 4 to 6 inches in thickness was observed. Residuum (undisturbed natural soil)
was encountered below the surficial soils and extended to maximum boring termination
depth of 20 feet below the existing ground surface. Residual soils consist of loose to medium
dense silty sands (SM), stiff sandy silts (ML), and firm to stiff lean clays (CL). Standard
penetration testing (SPT) within the residual soils exhibited N -Values ranging from 6 to 14
blows per foot.

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
GROUNDWATER LEVEL MEASUREMENTS
Groundwater was not observed either at time of drilling (ATD) or at 24 hours after the
completion of drilling.
ESTIMATED SEASONAL HIGH WATER TABLE
The ESHWT is defined as a change in the color of the soil layer due to water staining
(typically, gray redoximotphic depletions and mottling). "Spotting" or "blotching" of
different colors or shades of colors are interspersed with one dominant color within the soil
matrix and is commonly referred to as "mottling." Mottling is caused by intermittent periods
of saturation and drying, and may be indicative of poor aeration and drainage. Mottling is a
historically recognized "general indication of groundwater" flow through a soil layer.
However, in some instances it can be difficult to determine if said groundwater flow was
recent.
The above referenced Estimated Seasonal High Water Table (ESHWT) indicators were not
observed within the depths sampled in borings B-1, B-2, and B-3.
The following table summarizes the boring sampled depths, existing ground elevations, the
approximate depths and elevations of the ESHWTs, the approximate depths of groundwater
(GW) at time of drilling (ATD), and groundwater (GW) after 24 hours.
Summary Table of the Boring Depth, Existing Ground Elevation,
ESHWT Depth and Elevation, and Groundwater Depths
1 Depths from existing ground surface.
2 Existing ground elevation was provided by R. Joe Harris & Associates, Inc.
MSL — Above Mean Sea Level
NE — Not Encountered
Groundwater
Boring
Boring
Ground
ESHWT
ESHWT
Depths
ID
Depth
Elev.
Depth
Elev.
(Ft)'
(MSL)2
(Ft) t
(MSL)
ATD
24 Hours
(Ft)
(Ft)'
B-1
20
855.22
NE
NE
NE
NE
- B-2
20
866.13
NE
NE
NE
NE
B-3
20
873.72
NE
NE
NE
NE
1 Depths from existing ground surface.
2 Existing ground elevation was provided by R. Joe Harris & Associates, Inc.
MSL — Above Mean Sea Level
NE — Not Encountered

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
CLOSING
SUMMIT appreciates the opportunity to provide our professional services for you on this
project. If you have any questions concerning the information in this proposal or if we may be
of further service, please contact us at 704.504.1717.
Sincerely,
SUMMIT
CAR
S�J�iJ��
6.
\
'E -
Manager
LIST OF APPENDICES
UMMIT.
�. Engineering,
Laboratory & W
m is Testing, P.C. _Q�
az J
% C-4361
I Photographic Log
2 Figure No. 1 — Site Vicinity Map
Figure No. 2 — Test Boring Location Plan
3 Boring Logs
Robert L. Price, P.E.
Senior Geotechnical Engineer

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
APPENDIX 1
PHOTOGRAPHIC LOG

Summary of ESHI-F3 i Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
Photo 1: Boring B -I from Oft. to ]Oft.
Photo 2: Boring B-1 from 10 ft. to 20 ft.

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
Photo 3: Boring B-2 from Oft. to ]Oft.
Photo 4: Boring B-2 from ]Oft. to 20 ft.

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
.�-:, t - .�W"..�_ - • a Wv',
�r.�ae+•. .,mac. .. �„�. _.,=.�¢ _—.i.�rr_--,•. •_ _ - '�.00fly
Photo 5: Boring B-3 from Oft. to ]Oft.
Photo 6: Boring B-3 frons 10 ft. to 20 ft.

Summary of ESHWT Determination SUMMIT Project Number 4280.504
Larkin Multi -family, Statesville, North Carolina April 26, 2017
APPENDIX 2
Figures

s.
Larkin MF Development 1���y�
Response to Comments Dated April 04, 2017 ��ll..►►
Date of.Response: May 05, 2017 JCl�J11 ��
.hs V
Stormwater Permitting Program (Robert Patterson) "��MgTFR��Uq���
1. All SCMs must comply with all MDC in 15A NCAC 02H.1000 and the latest SCM Design Manr�l
SCMS checked against new MDC design standards in the SCM Design Manual.
2. The person signing the application and O&M agreement must be an officer of the corporation
listed on the NC Sec. of State's website. Or provide a signed letter from one of the officers
listed giving Michael Foss -signature authority.
We are still currently waiting on receiving the newly signed 0&M agreement and authorization
letter from the owners and will provide those once received.
3. The rules require the runoff from all BUA to be treated. As currently proposed, approximately
20% of the roof areas is not being treated in a SCM. Evaluate adding piping and/or swales to
capture the rear roof areas on lots 2, 3, 14-17, 19, 20, and 25-29.
Grading plan revised with rear yard ditches to route rear roof runoff to be treated in a SCM.
4. Where does the roadside ditch along Amity Hill Road, where the wet pond discharges, drain
to? Does it drain to Third Creek, or Duck Creek to the south?
The roadside ditch along Amity Hill Road drains to the south into Duck Creek prior to draining
into Third Creek. This has been updated on the Stormwater Management Permit Application.
5. Provide signed and notarized O&M Agreements for the SCMs (General MDC 11). The new
O&M EZ form is available on our website.
The new O&M EZ form has been filled out, signed, and provided with this submittal package.
6. Please consider using the discrete SCS method of Simple Method for calculating the WQV.
Using composite CN will yield an artificially lower volume. General MDC 1 requires a sufficient
sized SCM. See also Part B of the SCM Manual.
The Simple Method was applied in calculating the WQV.
7. The DA and BUA is not consistently shown between SWU-101, Sht. Post DA, and the
supplement forms. Revise so all are consistent.
The DA and BUA have been checked and adjusted where applicable to be consistent on the
SWU-101, supplement forms and Sht. Post DA.

8. Note there are new supplement forms using Supplement EZ found on our website.
The new supplemental forms for wet ponds and sand filters have been completed and
submitted with this package.
9. All 3 SCMS:
a. The CN is not consistent between Sht. Post DA and the calcs.
The CN values used for the calculations have been updated on the Sht. Post DA.
b. Provide supporting calcs. for the WQV based on the 1" design rainfall depth. (General
MDC 1)
Supporting calculations for WQV provided with this revised submittal.
c. Extend the SCM easements to the nearest public RoW. (General MDC 8)
The SCM easement has been extended to the nearest public RoW
10. Wet Pond #100:
a. Provide supporting calcs. for the surface area using SA/DA tables or HRT method in
MDC 1.
Supporting calculations provided for calculating surface area using SA/DA
method.
b. Provide supporting calcs. for the main pool depth using option 1 or 2 in MDC3.
Main pool depth provided in calculation design book for permanent pool.
c. Provide supporting calcs. for the forebay size (MDCS).
Supporting calculations for forebay size provided with this revised submittal.
d. Provide supporting calcs. demonstrating the WQV draws down in 2-5 days (MDC7).
Supporting calculations provided with this submittal package showing that the
WQV draws down in 2-5 days in accordance with MDC7.
e. Add contours to Sht. BMP -2 to show the actual excavated depth for the sediment
storage. Also, add the elevation to the profile of the bottom of the sediment storage.
Contours and contour labels have been added to sheet BMP -2 to show the
actual excavated depth and bottom of the sediment storage.
11. Both Sand Filters:

a. Provide a soils report for the SWHT elevation for each sand filter. This must be based
on an in-situ soils evaluation. (MDC 1)
A soils report of the in-situ soils to determine the SHWT elevation was produced
by Summit Engineering and the report has been included with this submittal.
b. Provide a mechanism to evenly distribute flow over the sand surface. (MDC 5)
Both sand filter ponds use a rip -rap apron along the forbay to evenly distribute
the flow over the sand surface.
c. Specify on Shts. BMP -4 and, BMP -5 that ASTM C33 or equivalent sand must be used.
(MDC 6)
A note has been added to sheets BMP -4 and BMP -5 stating that ASTM C33 or
equivalent sand is to be used.
d. Revise the stage storage tables to show the cumulative volume at the design WQV
elevation.
The design storage table has been updated to show the cumulative volume at
the design WQV elevation for each sand filter pond.
e. Revise the stage storage tables to breakdown the areas, stage, and volumes for each
sediment chambers and the sand chambers.
Additional pages have been added to show the storage breakdown for each
sediment and sand chamber.
12. Sand Filter #200:
a. Open sand filters require 2' of separation from SHWT elevation to the bottom of the
sand layer (MDC 1). The supplement form states there is negative separation.
Based on the soils report of the in-situ soils there is greater than a 2 foot
separation between the bottom of the sand layer and the SHWT. This has been
updated on the new Supplemental forms.
b. The elevations are not consistent between the supplement forms and the plans.
The elevations between the supplemental forms and the plans have been
revised where applicable to be consistent.

0
_'IV
�p
L
rv�rFRFFRq(�rr
Project Report
for
Larkin Multi -Family Development
Iredell County, North Carolina
Date: May 53 2017
Client:
True Homes
2649 Brekonridge Centre Drive, Suite 104
Monroe, North Carolina 28110
Engineer:
R. JOE ffikI RIS & ASSOCIATE,S. LNC..
Engineering a SttrVE�7II6 • Planning s A"Ieaikeeiilent
137 Ben Casey Drive, Suite 101
Fort \Till, SC 29708
P: [phone]
vv %,v %.rjoeharris.com
.'toll If'%IIIIIIIIIft
:•••u•ROS�''I,'� �'•..•�
CARO*!",,, ,,
o fEs
��•�OF ESSIp� •: : �:'Q�0
i SEAL X1 = = sW SEAL:
C-4168 i ^ 036636 =;
;-Aa�i � i •ti /1!• �RN
��,Ir11r111t�� 7 �1 �,fpllllll��
- Report -
2nd Submittal to NCDEQ

Larkin MF Development
Project Report
Section 2: Project Information
Overall Project Information

Larkin Multi -Family Development
Project Report
A. PROJECT DESCRIPTION
Project Summary
The Larkin Multi -Family Development is a Planned Development located west of Interstate 77, at the
intersection of Fox Den Cir and 10th Green Ct, north of Amity Hill Rd in Iredell County, North Carolina.
This development consists of approximately 4.79 acres consisting of 29 townhome units.
This property has a Tax Parcel Number of 80031471, Deed Book number of 2390 and Deed Book Page
Number of 3. The site is currently cleared with the exception of a couple existing buildings and trees that
will be removed. The site is also moderately sloped.
The predominant soil types within the proposed limits of construction are Cecil sandy loam, and Cecil -
Urban land complex; all of which belong to the Soil Hydraulic Group B (as taken from the Web Soil
Survey 2.1— National Cooperative Soil Survey by NRCS).
The disturbance for the site will encompass roughly 4.00 acres. The site will encounter two phases of
erosion and sediment control management, beginning with an initial phase. Initial clearing, grading and
infrastructure placement will occur during this phase. The last phase (stabilization or final phase) will
include paving and stabilization of the site. Given the amount of grading work that will take place, the
majority of the erosion control is best managed through the use of sediment basins with temporary
diversion ditches to help channel flow to the aforementioned basins. Accessory features such as inlet
protection, silt fence, and concentration outlets will also be used to assist with bypass areas and smaller
areas of concentrated flow.
Three sediment basins have been specified for the initial phase erosion control. The three basins will
remain active during the final phase of erosion control and sediment management. The storm drainage
installation will either be staged (stub pipes) or include temporary pipes to effectively discharge the
storm water into the basins until all work has been completed. At this point, the sediment basins will be
converted into permanent BMP ponds and the temporary pipes will be discarded and permanent pipes
installed in order for the storm systems to effectively discharge into the permanent BMP ponds.
B. STORMWATER MANAGEMENT
Pre and Post development flows were analyzed at two different locations on the Larkin MF
Development site due to a high point on the site during the pre -development stage and the storm
system during the post development stage. The first point of analysis is an existing catch basin located in
the North West corner of the site on 101" Green Ct. The second point of analysis is located at an existing
ditch in the South West corner of the site were the ditch discharges water off the site.
For the purposes of this analysis the pre -development conditions account for potential proposed
impervious area as a result of previous designed residential development for this site. With the
installation of the proposed BMP Wet pond and BMP Detention Ponds with Sand Filters on this site, it
was observed that the post development condition improved on that of the pre -development conditions
Pre and Post Development runoff summaries can be found in Section III of this project report and in
summary for the 2 -Year and 10 -Year Storm Events.

Larkin Multi -Family Development
Project Report Project Summary
Description:
Pre -Development Runoff (North West)
Pre Area #1
Post Development Runoff (North West)
Post Area #2
Post Area #3
Bypass Area #4
Bypass Area #5
Combined
Pre -Development Runoff (South West)
Pre -Area #2
Post Development Runoff (South West)
Post Area #1
C. WATER QUALITY
Area (Ac.) 2 Yr (cfs) 10 Yr (cfs)
3.86
9.21
17.55
1.05
0.54
4.80
0.77
0.09
2.54
1.08
1.72
3.82
0.66
1.60
3.06
3.56
3.40
13.34
1.20
2.23
4.87
1.15
0.06
0.59
There are 5 main drainage areas that make up the two points of discharge locations. Four of the five
areas are collectively discharged into an existing storm system by means of an existing storm structure
located in the North West corner of the site. The remaining area discharges into an existing ditch which
discharges water of the site in the South West corner. There are no proposed impacts to jurisdictional
Waters of the State (WoS). In order to achieve the intended water quality the storm outfalls for this site
have been routed into the permanent BMP ponds where the water is to be detained for a period of time
between 48 and 96 hours before being released into the into the designated discharge locations. BMP
Detention Pond with Sand Filter #200 and BMP Detention Pond with Sand Filter #300 will discharge into
the existing storm structure in the North West corner of the site, while BMP Wet Pond #100 will
discharge into the existing ditch in the South West corner of the site.
The BMP Detention ponds were designed to collect the 100 -year flow from the site and allow it to
collect in the wet pond to an elevation of that not exceeding that of the emergency spillway in each
pond, or 1ft of freeboard between the water elevation and the top of the berm of each wet pond.
D. STORM DRAINAGE SYSTEM
An analysis of all receiving storm drainage systems within the Larkin Multi -Family Development was
conducted to verify that the drainage systems would not surcharge or be beyond capacity due to the
drainage areas and the storm water runoff from the site for the 10 -year, 24-hour rainfall intensity. All of
the street catch basins have been evaluated for inlet spread using the 1 -year, 24-hour rainfall intensity,
and all yard inlets have been evaluated for sump capacity using the 10 -year, 24-hour rainfall intensity.
For the analysis of the infrastructure, RJH utilized a combination of field -run topography for the area and
proposed lot/road grading to evaluate each of the storm drain systems. All storm systems are new
systems designed from drainage within the limits of the Marthas Ridge Subdivision and also from off-site
drainage. All storm systems function within the design parameters set forth by the Town of Statesville,
Iredell County and NCDOT for both pipe design and inlet spread capacity.

Larkin Multi -Family Development
Project Report
Project Summary
All systems have been fitted with a properly sized riprap apron at the outflow for energy dissipation. All
proposed storm drain profiles have been designed to limit the hydraulic gradient line (HGL) to no closer
than 0.5' below the weir/rim elevation.
End Report

Larkin MF Development
Project Report
Section 6: Water Quality Calculations
Permanent Wet ]Pond 100

B. Shelf
Pool
T. Shelf
T. Berm
PROJECT NAME
PROJECT #:
DESCRIPTION:
Larkin MF Development DATE:
2382 DESIGNER:
Pond #100 - Permanent Pond Volume ENGINEER:
PERMANENT POOL STORAGE VOLUME:
9 -Nov -16
A. Bowersox
A. Bowersox
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREiNIENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
862.50
390
0.0
0
0.00
863.00
757
0.5
282
282
86400
1,597
1.5
1,151
1,433
86500
2.586
2.5
2,072
3,505
865.50
3,170
3.0
1,437
4,941
866.00
4,093
3.5
1,811
6,752
866.50
5.005
4.0
2,271
9.023
867.00
5,575
4.5
2,644
11,666
868.00
6,767
5.5
6,161
17,828
869.00
8,025
6.5
7,387
25,215
870.00
9,367
7.5
8,687
33,902
871.00
10,026
85
9,695
43,597

Top
PROJECT NAi�1E: Larkin MF Development
PROJECT #: 2382
DESCRIPTION: Pond #100 - Forebay
PERMANENT POOL STORAGE VOLUME:
DATE: 9 -Nov -16
DESIGNER: A. Bowersox
ENGINEER: A. Bowersox
WIN

Larkin MF Development
Statesville, North Carolina
Project Number: 2382
November 9, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24. Hour Storm Event
BMP Wetpond #100
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.18 ac.
Paved Roads/Sidewalk/Structures 0.55 ac.
CN = 98
Wooded Area
CN = 60
0.00 ac.
Good Grass (>75% of area) 0.63 ac.
CN = 61
Newly Graded
Composite CN 78.25
0.00 ac.

SUPPLEMENT -EZ FORM COVER PANE
Please indicate the types, quantities and locations of SCMs that will be used on this project:
-- ----
Quantity G
- -- - --
- -- infiltration System_ _
-- -Location(s)---- - --- - -
!
Bioretention Celt
- - - - ----- -
Wet Pond
1
_. _ - _ `Southern portion of porperty boundary u-
Stormwater Wetland
Permeable_ Pavement
-------------_-__-__-_
Filter _-
- ----
2
-
Entrance to property at 10th Green Court and intersection of Driveway 2 & Driveway 1
---
-Sand
-------- -
Rainwater-Harvesting-
ainwater -Harvesting _
- --- - -
-
— ------ ---
+-------_------------ ---------------___--
Green
Green Roof
i - -
Level Spreader -Filter Strip
Disconnected Impervious Surface
4
- --- - - - - Treatment Swale ------}------
-
------- --- ---- -----
DryPond
Designer information for this project:
Name and Title: Patrick urphy, P.E. / Engineering Director
Organization: R. Joe Harris & Associates, Inc. — - - -
Street address: 127 Ben Casey Drive, Suite 101
-------- --------- --- --- - --------------------------- -
City, State, Zip: Fort Mill, SC 29708
Phone number(s): --[803-802-1799
Email: -- __---------�pmurphyaCirjoeharris.com
Designer
eI A CAS �j .
0.00
a �
+�EIAL �o
36GIM
o
Signature of Dbsigner
�lV11
Date
Applicant:
E - Cnv(ronnrrn
�lu++tny
Project Name:
Larkin MF Development
Address
198 Fox Den Circle
City / Town
Statesville
Company: (Dependable Development Inc.
Contact: _ 1Michael Foess
Mailing Address: 2649 Brekonridge Center Drive, Suite_ 104_
City, State, Zip: Monroe, NC 22110
Phone number(s): 704361-9119 -
Certification Statement:
I certify, under penalty of law: that this Supplement -EZ form and all supporting
information were prepared under my direction or supervision;
- that the information provided in the form is, to the best of my knowledge
and belief, true, accurate, and complete; and
- that the engineering plans, specifications, operation and maintenance
agreements and other supporting information are consistent with
the information provided here.
I am aware that there are significant penalties for submitting false
information including the possibility of fines and imprisonment for knowing
violations as well as a report being made to my professional board.
:over Page 1 1:52 PM 5/5/2017

WET POND Larkin MF Development
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
#7 If applicable, with the SCM be cleaned out after construction?
Yes
#2 Is the SCM located on or near contaminated soils?
No
3.1
#8 Does the mam_etenance_acces_s comply with General MDC (8)?
49 Does the drainage easement comply with General MDC (9)?
_Yes
Yes
#3 What are -the -side slopes of the SCM (H V)?
#3 Does _the _SCM have retainirIg walls, gablon wailsor other2rside slopes?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
No
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
#5 is there _a_a bypass for flows in excess of the design flow?
#6 What is the method for dewatering the SCM for maintenance?
Yes1#13
_ _
#12 Is there an O&M Pian that complies with General MD_C (12)?
Was the SCM designed by an NC licensed professional?
Yes
Yes
Pump (preferred)
uvve i rvlvu tv_iu4 rrt�iw uen .w53
#1 Method used
SAIDA #6 Width of the vegetated shelf (feet)
6 ft
#1 Surface area of the main permanent pool (square feet)
4094 sf #6 Location of vegetated shelf
@ Normal Pool
#1 Volume of the main permanent pool (cubic feet)
_
6735 cf #6 Elevation of top of shelf (fmsl)
866.5 ft
#2 Average depth of the main pool (feet)
_
3.5 ft _ 116 Elevation of bottom of shelf (fmsf) _
865.5 ft
#2 Was the vegetated shelf included in the calculatwn_of_average depth?
Yes #6 Slope of vegetated shelf (H V) _
882.5 it #7 Diameter of drawdown orifice (inches)
10:1 rt _
1.25 in
#2 Elevation of the bottom of the permanent pool (fmsl)
#2 Elevation of the top of the permanent pool (fmsl)
#2 Elevation of the top of the temporary pool (fmsi)
�^ 866 it _ #7 Drawdown time for the temporary pool (hours) _ _ _ _
866 43 it m #7 Does the orifice drawdown from below the top surface of the permanent pool?
_57 firs _
^Yes
4!3_Depth provided for_sediment storage (inches) _ _
94 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
12 in _ _ #8 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
Yes #9 Are fountains proposed? ~ �u T!
_Yes
No
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path_�_Tmm #9 If yes, Is documentation provided per Wet Pond MDC (9)?
berm with a rock filled dam between the main pond and forebay used to improve flow. y #10 is a trash rack or other device provided to protect the outlet system?
Yes
Yes
#5 Volume of the foreba cubes feet)
1814 #11 Are the dam and embankment planted in non -clumping turf grass?
#5 Is this 15-20% of the volume in the main pool?
No #11 Species of turf that will be used on the dam and embankment
Centipede Grass
��
#5 Depth of forebay at entrance (inches)
_
36 in #11 Describe the planting plan for the vegetated shelf T ~
#5 Depth of forebay at exit orches^ _~
— -'
36 in Plantings along the shallow water -lower half and the shallow land -lower half are spaced 2'0 C. and the plants on the upper
— half or shallow water and upper half of shallow land are spaced 3' O C. Aquatic vogetaton chosen from the approved list In
Yes the NCDEO BMP Manual.
_ 12 In _
Yes
#5 Does water flow out of the forebay in a non-erosive manner?
#5 Clean-out depth for forebay (inches)
1f5 With. forebay be cleaned out when the depth is reduced to less than the above?
use this space to provide anv additional information about this wet pond that you think is relevant to the review.
Wet Pond 1 11:44 AM 5/5/2017

Larkin MF Development
Wet Detention Pond #100
September 23, 2016
Drainage Area:
1.18 Acres
% Impervious:
46.31 Percent
Pond Depth:
3.5 Feet
SADA:
1.8
Required Surface Area =
(1.8/100) X 1.18Acres X 43,560 S.F./Ac.
=
925 Sq.Ft. (OK - See Surface Area of Permanent Pool = 4,093 sq ft.)
Runoff Coefficient =
0.05 +.009 (% Impervious)
=
0 467 in./in.
Volume (To Be Controlled) =
Design Rainfall X Runoff Volume X Drainage Area
_
(1 in. Rainfall) X (0.467in./in.) X (1/12 feet/in.) X (1.18acres) X (43,560 sq.ft/acre)
=
1,999 cuff. (OK - 2,005 cu.ft. @ 866.28' MSG when there is no release)
Release Rate =
(1999 cu.ft.)/((2 days) X (86,400 sec./day))
=
0 012 cu.ft /sec.
From Hydrograph Model (3 -yr Storm Event)
Peak Discharge Rate =
0.019 cu ft./sec. (@ 866.27 MSG)
Average Discharge Rate =
[ (0.000+0.019) /2 ] = 0.010 cu.ft./sec.
Time to Drain V Rainfall =
Volume/Avg Discharge
_
(1999 CF)/(0.01 CFS)
=
210,468 sec.
-
58.463 hours
=
2.44 days
Water Quality Volume =
6,752 cu.ft. See Attached Permanent Pool Chart
Required Forebay Volume =
(20%) X (Water Quality Pool Volume) ' At permanent pool level
=
1,350 cu.ft,
Forebay Volume Provided =
See Attached Forebay Volume Chart
=
1,814 cu.ft.
=
26.87% (OK - Forebay volume should be minimum 20% of permanent pool
volume)

HydrographSummary Re p Fiy�d allow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10 5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0 949
1
718
2,005
--
----
----
Wet Pond #100
2
Reservoir
0.019
1
1146
1,746
1
86628
1,264
Wet Pond
Wet Pond #100.gpw
Return Period: 3 Year
Friday, 0515 / 2017

2
Hydrograph Repot
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 12017
Hyd. No. 1
Wet Pond #100
Hydrograph type
= SCS Runoff
Peak discharge
= 0.949 cfs
Storm frequency
= 3 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 2,005 cuft
Drainage area
= 1.150 ac
Curve number
= 78.1
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Wet Pond #100
Q (cfs) Hyd. No. 1 — 3 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
010
0 00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydraflow Hydrographs Extension for AutoCAD®R Civil 3138 2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 2
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.019 cfs
Storm frequency
= 3 yrs
Time to peak
= 1146 min
Time interval
= 1 min
Hyd. volume
= 1,746 cuft
Inflow hyd. No.
= 1 - Wet Pond #100
Max. Elevation
= 866.28 ft
Reservoir name
= Wet Pond #100
Max. Storage
= 1,264 cuft
Storage Indication method used
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 300
Hyd No. 2
Wet Pond
Hyd No. 2 -- 3 Year
600 900 1200
® Hyd No. 1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
020
0.10
0.00
1500 1800 2100 2400 2700 3000
Time (min)
[E= Total storage used = 1,264 cult

Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2016 by Autodesk, Inc. v10 5
Pond No. 1 - Wet Pond #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation Begining Elevation = 866 00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
866.00
050
866.50
1.00
867.00
200
868.00
300
869.00
400
87000
5.00
871 00
Contour area (sqft)
4,093
5,005
5,575
6,767
8,025
9,367
10,026
Incr. Storage (cult)
0
2,270
2,643
6,161
7,386
8,686
9,694
Total storage (cuft)
0
2,270
4,914
11,075
18,461
27,148
36,841
0
Friday, 05 / 5 / 2017
Culvert/ Orifice Structures
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Weir Structures
Storage /
Discharge
Table
[A]
[B]
[C]
[PrtRsr]
Stage
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.25
6.00
0.00
Crest Len (ft)
= 8.00
173.00
0.00
0.00
Span (in)
= 15.00
1.25
12.00
0.00
Crest EI. (ft)
= 869.00
87000
000
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
333
3.33
Invert EI. (ft)
= 866.00
866.00
867.00
0.00
Weir Type
= 1
Ciplti
-
--
Length (ft)
= 63.00
0.00
0.00
000
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.59
0.00
0.00
n/a
-- 0.00
000 --
--- - - 3.244
4.00
27,148
N -Value
= 013
.013
013
n/a
0.00 -
--- - --- 10.76
500
36,841
871.00
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0 000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
Civ A
CIV B
CIV C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
tuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
86600
0.00
0.00
0.00
-- 0.00
000 -
-- -- --- 0.000
0.50
2,270
866.50
0.03 1c
0.03 1c
0.00
--- 0.00
0.00 -
-- - - - 0.027
1 00
4,914
867.00
0.04 is
0 04 is
0.00
-- 0.00
0.00 --
--- - -- 0.039
2.00
11,075
868.00
2.16 lc
0.05 is
2.08 is
--- 0.00
000 -
--- -- - 2.131
3.00
18,461
869.00
3.271c
0.06 is
3.18 is
-- 0.00
000 --
--- - - 3.244
4.00
27,148
870.00
10.76 is
0.01 is
0.57 is
- 10.18s
0.00 -
--- - --- 10.76
500
36,841
871.00
12.34 is
0.00 is
0.26 is
-- 12.05s
576.09 --
--- -- - 588 4C

Larkin MF Development
Project Report
Section 6: Water Quality Calculations
Permanent Detention Pond with Sand Filter 200

Larkin MF Development
Statesville, North Carolina
Project Number: 2382
November 9, 2016
COMPOSITE SGS RUNOFF CURVE NUMBERS
24 Hour Storm Event
BMP Detention Pond with Sand Filter #200
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.05 ac.
Paved Roads/Sidewalk/Structures 0.51 ac.
CN = 98
Wooded Area
CN = 60
0.00 ac.
Good Grass (>75% of area) 0.54 ac.
CN = 61
Newly Graded
Composite CN 79.0
0.00 ac.

Larkin MF Development
THE DRAINAGE AREA
- -
I
Cmtnaga area number
2
Break down of BUA in the dminego area both now and ox)stfn9)
_
Total coastal weltands area (sq R)
f
•Parkin ldmoway (sq R}
tats d
Total surface wator oma (sq R}
45707 at
• Sidewalk (sq 10 '
'
Talal dm_maga emit (sq ft)
45707 d
- Roof (sq
10663 at
BUA associated w.th uscuttg dowlopment (al) R)
-
- Road mylsq ft)
% 54`0 d
Proposed now BUA (sq 4)
22317 sf
• Omer, please specify m the comment be. below (sq R)
-
Percent SUA of drainage aro.
49%
Total BUA (sq (1)
22317 si
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
-
Ssrmwalor mm s) that appl (please cdyl
Cosign —1.11 depth (m)
{ 1 S m
Atimmum wlume required (cu h)
I 7145 d
Cosine wiume of SCA1(w n)
I 21558 d
GENERAL MDC FROR102H AM
-
p1 Is the SCM seed to treat tho SW from a8 s.idaces at buddbut?
Yes
:7 If applicable, with the SCM be maned out ager construction?
Yes
z2 Is this SCM netted on or nasi contaminated sar'a? �
No
d8 boas the memelanonrs access compi wdh General MDC (8)?
Yas
93 What are the side slopes of the SCM (H V)T
31
*9 Coes the drainage eosament compry wnh Garaml MOC (8)?
Yes
c3 Coes the SCM haus retain , walls abron waifs orotheran meemd s.tla slo s?
{ No
#10 if the SCM is an a single family lot does the plat comply with Genual MCC (10)1
Yes
*4 Are the inter, outlets and sim-9 stream protected from.ream (10•year slortn)?
I Yes
all is mem an OEM Agreement that compifeswdh General MCC (till
{ Yes
45 Is mem a a bypassfor flows fn excess of the design flow?
Yes
*12 Is them an O&M Plan that complies with General MCC (12)1
Yas
'33 What is the method for dewatenng the SCAT tar mmntenance"
Pump (preferred)
1413 Was me SCM designed by- NC Iicensad prefessmnaP
{ Yes
SAND RLTFR MDC FROM 02H.1056
=1 SH4YT elevation (final)
WA
d3 Volume of stormxaterfrom dmmaq, oma aurng design stens (cuD�c fee0
9528 d
d1 Type of said filter (open or closed)
Open
#3 Total velum. that can be stored.barre the sediment and sand chambers (cebro feat)
7378 of
91 If closed, descnba d the filter will be pre-test or sour -in -prate
:3 Is this sard filter designed to attenuate peak IEaws?
Yes
*3 E'evelbn of Um bypass device ifmsl)
l 854 R
a1 If dosed, too of grew elevation (fms0
i
d3 Describe the bypass device,
42 Volume that can be retained to the sediment chamber (cubmtaut)
p2 Will:hero be a permanent pool in the sediment chamber?
) 6021f
i No
10 fact wide emergency spt)hmy
412 Sodom of ilio sediment chamber tfmsl)
i 849 R
*4 Pending depth from the top of the sand re the bypass device (ft)
__3't
42 Aroa of the sediment chamber (squaw testi
419d
*5 Cescnbe the mechanism for distributing lbw over the sand surface.
*2 Physeal depth of the sediment ehambor (orches)
30 m
Rp'Rap apron
.2 Pond'.g depth in the sediment chamber, above ny permanent pool (Inches)
I 38 m
de Sand specification forsand chamber
r2 El—t— of m of war between chambers final)
d2 Volume that can be retained In the sand chamber cubtc feet)
l 8528
l 2216 d
ASTM33 or aquivakM
*2 Bottom of the sand chamber (final)
849 R
#7 Depth above urdammin pipe (inches)
15 m
or, Area of the sand chamber (square feet)
I 13C9 sf
*e Wil) the medm he maimamed to drain al least two inches per hour at the sand surface?
Yes
*2 Physical depth of the sand phernber(Inches)
38 in
#9 Is al (sect ono daan,out pipe provided al the fox point of each urdordmin foe?
Yes
*2 Pending der h In the sand chamber, above any permanent poet (inches)
( 38 in
#9 V.SII cf..—tit p:r^as be capped?
Yes
ADDITIONAL INFORMATION
'
Please use this soars to pmvda any additional information about this sand Iter that you umink is relevant to the mview
THE DRAINAGE AREA --
- -
Drainage oma number
{ 3
Smak down of BUA In the drainage area both new and oxistingt
Total coastal wettands area IN R)
. Parking 1 dnwxay (sq ft)
838 d
Total surface water oma (sq ft)
33488 Sf
- SAawalk (sq ft) 1
Total dmmega awe (sq R)
; 33488 sf
- Raol (sq fl) {
10663 at
SUA associated wdh ax)sting development (sq RJ
-
- Roadway (sq R)
3710 sf
Proposed now BUA (sq ft)
1 15209 sf
- Other, please specify in the comment box below (sq R) {
-
Parcem BUA o drainage onto
I 45%
Total SUA (sq R)
1520g sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
-
Stormwamr p rein!., that apo ( 'ease sceL
Cesgn minfa8 depth (in)
Mwmum wtumla regwntd (w R
8517 d
Ces:gn wluma of SCM (w R)
1930 d
GENERAL MDL FROM 02H .1050
-
*1 Is the SCM sculd to treat the SW from a I surfacas at bwld7 ur-
I Yes
a7 If applicable, with the SCM be cleaned out attar Constvcbona I
Yas
d2 Is me SCM brand on or Haar contaminated soda?
I No
*e Cee. the mama, n access issinow,with General MOO (3 )7
Yas
93 What area the s.d. slopes of the SCM (H V)7
1 31
a9 mea the diem a easement camp) wdh General MDC a)? I
Yas
*3 Does the SCA1 haw ramming waits, gabiwit webs or other en moored stile slopes?
I No
*t0 .F the SCM a on a si to fared tot does the plat comol wnh General MCC 10)? )
Yes
94 Am the inlets, outlets. and recoi nng stream protected from erosion (1 ar storm)?
Yes
*1 t Is there an O&'A Agreement that complies i,tfth General MGC 11)? I
Yes
#5 Is them a a byposs for flaws m excess of the dac=gn flow?
Yes
*12 Is them en 08.M Pon that cm lies with Cepeml MCC 121?
Yas
*6 Whet is the method for de.am-2 the SCM far rimme•mance?
I Pump (prof timed)
*13 Was the SCM dasgrod by an NC licensed profassmnal?
Yes
SAND FILTER MDC FROM 02H .10S6 '
pt SNW w eleueson (fmsf)
WA
#3 Volume cf stemlwame from dmmege area dung design storm (cubic teat) I
8839 d
rift Type of sand filter (open w closed)
I Opo,
93 Total wluma that can be stored ab w the sediment and sand chambers (cubic feet) 1
8289 d
Rt If closed, descnbs d the film -11 be pre- st or pour -In-place
93 Is this samf Idler designed to alienate peak flows?
Yes
#3 E'evsuon of the bypass device (fmsl)
867 R
#1 If closed, top of grate elevation (fms0
i
*3 Cssenbe the ass device,
#2 Volume that can be retained in the sediment chamber orbic feet)
#2 Will the. ba a permanent pool in the sediment chamber?
12W d
N.
10 feet wide emorgencysPdtxey
02 Bottom of the sed,ment chamber (frost)
) 882'1
IW Pending depth rrom the top of the sand to the bypass d—ca (R)
3 R
#2 Area of the sediment chamber(squarefeet)
{ 780 sf
*5 Describe the mechanism for distnbutir Flow owrlha ,and surface -
02 Physical depth of the sediment chamber 1_mliss)
38.
RipRap apron
a2 Ponding depth In the sedtimnt clamber, above any permanent (mol (inches)
38 in
d8 Sand specifiwuon for sand criamber
#2 Elevation cf to o(wev between chambers rmsl)
32 Volume that can be retained In the send chamber (able feet)
I 885 it
{ 2080 d
ASTMM orequnaffird
02 Bottom of the sand chamber fmsi)
802 R
97 Cepth above underd. it p.pe (niche.)
t5 m
#2 Ams of the sand chamber (square root)
1788 d
#8 Will the media be maintained to dram at least two inches per hour at the send surfacoT
Yes
*2 Physical depth of the sand chamber Inchos
38 or
*9 is al feast one dearwul pipe provided at the low point of each undefdrain Una?
{ Yes
n Ponding depth In the sand chamber, above anypemmanent pool (mches)
3g m
d9 )YII claanbin peas be capped?
Yes
ADDITIONAL INFORMATIONPlease
use this space to previds any addamnal Information about' ha sand Polar thatyou think is rele-1 to the renew'
Sand filter 1 L31 PM 5/4/2017

Project: Larkin MF Subdivision Sand Filter #200 Engineer: R. Joe Harris & Associates, Inc,
Location: Statesville, NC Date: November 9, 201E
Client: True Homes, LLC By: M. Birmingharr
BMP Type: Surface Sand Filter (Pond #200)
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
1.0 Check Surface Sand Filter Area based on Darcy's Equation (assumed value of 1.75 in/hr for the design
coefficient of permeability for the sand filter media)
Af = (WQ,,)(df) / [(k)(hf + df)(tf)] ««««««
191_= sq.ft.
Surface Area Used =
Sand Filter Dims @ Filter Media =
282 sq.ft.
Develop Stage -Discharge for Bioretention Filter Media
10:Width (ft)
Length (ft)
Where: WQv 2796.28 cu. ft.
Water Quality Vol.
df - v ' 2 ft
filter bed depth
(2.5' optimal, 2.0'std)
k- ._--3.5'ft/dy
permeability_ coeff.
hf-� � 3 f
avg. height of water
tf --�1.67`days
filter bed drain time
Outflow computed using following equations: Af = (WQ,,)(df) / [(k)(hf 7 df)(tf)]
Qo = WQv / tf
Qo = [(Af)(k)(hf + df)] / df
Where: Af = surface area of filter bed (sq.ft.)(Required Surface Area) _ -2 sf
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = avg. height of water above filter bed (ft)
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Incr. Accum.
Discharge (cfs)
(Filter Media)
, = This is For Filter -Media Only "
Comments
849.0
302
0.0
0
0
`vt 0.0 ° Assume "0" Discharge at Top of Soil Media
849.5
486
0.5
197
1974
850.0
670`
0.5
289
486
850.5
905
0.5
394
880
=_Q02f1
851.0
1139
0.5
511
1391
4i)2
851.3
1309.5
0.3
404
1795
s"-
00,=
Max Depth of Pond (Media to First Orifice)

Project: Larkin MF Subdivision Sand Filter #200 Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, NC Date: November 9, 2016
Client: True Homes, LLC By: M. Birmingham
BMP Type: Surface Sand Filter - Pond #200
Size Underdrains for Surface Sand Filter
The calculations utilized are taken from the NC DEQ BMP Manual, Section 5.7 Underdrain Systems
1.0 Compute number of pipes needed for the underdrain system as follows:
Design flow rate thourgh sand media at WQ Peak eIev. 65 1.3 3 = 0�2 cfs
Input Data: Rougness factor, manning's n 0.011
Internal slope, s (%.) 0.5
Underdrain Design flow, Q (cfs) 0.025
Underdrain Safety Factor - SF 10
Diameter: Equation in NC DEQ Section 5.7:
D = 16[(Q*SF*n)/S^0.5))^(3/8)
D - Li
� j in
Table 5-1: `; �'`�`�� Number of 4" Pipes Needed: 2
Loc5': 31n_
Table 5-1
\z�T7�hPr
of Pines Recnlired in the Underdrain
If D is less d1a11n of 4" i es
If D is less than
# of 6" pipes
5.13 2
7.84
2
5.95 3
9.11
3
6.66 4
.._..10.13 ..
4
7.22 5
7.75 6
8.20 7
Add the following pipe and perferation specifications, from NC DEQ BMP Manual Section 5.7, to construction plan details:
All piping within the underdrain system shall have a minimum slope of 0.5 percent and shall be constructed of Schedule 40
or SDR 35 smooth wall PVC pipe. The size of pipes shall be 6 -inch diameter. The spacing of collection laterals shall be no
greater than 10 feet center to center, and a minimum of two pipes should be installed to allow for redundancy. A minimum
of 4 rows of perforations shall be provided around the diameter of the pipe and the perforations shall be placed 6 inches
on center within each row for the entire length of the drainage lateral. Perforations shall be 3/8 -inch in diameter. The
underdrain pipes shall have a minimum of 3 inches of washed #57 stone above and on each side of the pipe (stone is not
required below the pipe). Above the stone, either filter fabric or two inches of choking stone (#8 or #89) is required to
protect the underdrain from blockage.

PROJECT: Larkin
PROJECT #: 2382
DESCRIPTION: Sand Filter #200
POND STORAGE VOLUME:
DATE: 9 -Nov -16
DESIGNER: NIWB
ENGINEER: PLM
DESC.
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(CX.)
ACCUM.
VOLUME
(C.F.)
Bottom
849.00
302
0.0
0
0
849.50
486
0.5
197
197
850.00
670
1.0
289
486
850.50
905
1.5
394
880
851.00
1,139
2.0
511
1,391
WQV
851.33
1,310
2.3
404
1,795
851.50
1,428
2.5
233
2,027
Weir
852.00
1,716
3.0
786
2.813
852.50
1,999
3.5
929
3,742
853.00
2,281
4.0
1,070
4,812
Spillway
853.50
2,559
4.5
1,210
6,022
Top
854.00
2,837
5.0
1,349
7,371
WQVEIev 851.33

PROJECT: Larkin
PROJECT #: 2382
DESCRIPTION: Final Sediment Basin #200
POND STORAGE VOLUME:
DATE: 14 -Sep -16
DESIGNER: RAS
ENGINEER: PLM
DESC.
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL.
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
Bottom
849.00
24
0.0
0
0
849.50
75
0.5
25
25
850.00
125
1.0
50
75
850.50
190
1.5
79
153
851.00
255
2.0
111
265
851.50
337
2.5
148
413
852.00
419
3.0
189
602
0.21

Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3DO by Autodesk, Inc
Basin #200 Final
Invert Elev Dn (ft)
= 846.70
Calculations
Pipe Length (ft)
= 50.17
Qmin (cfs)
Slope (%)
= 0.60
Qmax (cfs)
Invert Elev Up (ft)
= 847.00
Tailwater Elev (ft)
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n -Value
= 0.012
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 854.00
Hw/D (ft)
Top Width (ft)
= 18.00
Flow Regime
Crest Width (ft)
= 42.00
��y�c.�� ���j�r .+s:Lysz 3y. � ✓ if. s"��,��"i-���.
Etev (ft)
Saco
3Si 00
853
652 CO
831
33000
84900
31800
847'.0
moo
03500
Basin UM Final
Thursday, May 4 2017
= 4.80
= 4.80
= (dc+D)/2
= 4.80
= 4.80
= 0.00
= 4.30
= 5.13
= 847.77
= 847.89
= 848.45
= 1.16
= Inlet Control
K. Depth (ft)
CUCUVC{ dvet( HGL Embank
Retch (ft)
800
700
sin
300
400
300
200
100
0 0Q
-100
.200
��y�c.�� ���j�r .+s:Lysz 3y. � ✓ if. s"��,��"i-���.
v` s`s Ogg
AR
f�
n
S )n iS 2n 25
30 36
40
45
60
is 60
as
70
75
CUCUVC{ dvet( HGL Embank
Retch (ft)
800
700
sin
300
400
300
200
100
0 0Q
-100
.200

Project Name: Larkin
Ballast Pad Design for Detention Pond wl Sand Filter #200
RJ Ref 92382 854 ft, Top of Basin
Riser Size:
Barrel Size:
Top of Basin:
Bottom of Basin
Riser Weir:
Spillway Height from top of Basin:
Uplift @ Pear Elevation:
Peak Elevation =853 ft. - 847 ft.
Peak Elevation = 6ft.
Uplift Force= (62.4)(3 ft.)(2 ft.^2)
Uplift Force= 748.8 lbs
Volume of Concrete Required to Stabilize Riser:
1175.616 lbs X 1!150 lbs/ft^3= 7.83744 cubic feet
Ballast Pad Dimensions:
Try Volume of: 4 ft. X 4 ft. X 2 ft.
32 cubic feet Ok
32 c.f. > or equal to 7.83744 c.f. True
Pad 15 in. RCP
24'7.D.PCS
Ballast Pad
4ft. 2ft.
4 ft.
Ballast Pad Dimensions: 4 ft. X 4 ft. X 2 ft.
0.5 ft. Spillway Height
853.5 ft. Spillway Elev.
24 in
853 ft. Riser Weir
15 in
7-7-42,VTD.PCS
854 ft.
847 ft.
6 ft
�� " " `:'` 6.5
853 ft.
847 ft.
Bottom of Basin
Volume of Concrete Required to Stabilize Riser:
1175.616 lbs X 1!150 lbs/ft^3= 7.83744 cubic feet
Ballast Pad Dimensions:
Try Volume of: 4 ft. X 4 ft. X 2 ft.
32 cubic feet Ok
32 c.f. > or equal to 7.83744 c.f. True
Pad 15 in. RCP
24'7.D.PCS
Ballast Pad
4ft. 2ft.
4 ft.
Ballast Pad Dimensions: 4 ft. X 4 ft. X 2 ft.

HydrographSummary e P ytlraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.343
1
718
4,705
______
—___
____.
Sand Filter #200
2
Reservoir
0.077
1
864
2,869
1
851.95
2,725
Sand Filter#200
Sand Filter #200 gpw
Return Period: 1 Year
Thursday, 05 / 4 / 2017

FrAydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10 5
Hyd. No. 1
Sand Filter #200
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.050 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.02 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No 1
Sand Filter #200
Hyd. No 1 -- 1 Year
360 480 600 720 840
Thursday, 05 14 1 2017
= 2.343 cfs
= 718 min
=
4,705 cult
= 78.9
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
200
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Pond Report , 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10 5 Thursday, 05 / 4 / 2017
Pond No. 1 - Sand Filter #200
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begintng Elevation = 849.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00
84900
302
0
0
0.50
849.50
486
195
195
1.00
850.00
670
288
483
1.50
850.50
905
392
875
2.00
851.00
1,139
510
1,385
250
851 50
1,428
640
2,025
3.00
85200
1,716
785
2,810
3.50
85250
1,999
928
3,738
4.00
85300
2,281
1,069
4,807
4.50
85350
2,559
1,209
6,016
5.00
85400
2,837
1,348
7,364
Culvert / Orifice Structures
Note CulverVOnrice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Weir Structures
Storage 1
Discharge
Table
[A]
[B]
[C]
[PrfRsr]
Stage
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
2.00
5.00
0.00
Crest Len (ft)
= 800
124.00
0.00
0.00
Span (in)
= 15.00
2.00
12.00
000
Crest EI. (ft)
= 853.00
853.50
000
0.00
No. Barrels
= 1
1
4
0
Weir Coeff.
= 3.33
3.33
333
3.33
Invert El. (ft)
= 847.00
851 33
85200
0.00
Weir Type
= 1
Clplti
---
- -
Length (ft)
= 50.00
0.00
000
000
Multi -Stage
= Yes
No
No
No
Slope (°lo)
= 0.60
0.00
000
n/a
0.00
000 -
-- -- --- 0.000
2.50
2,025
N -Value
= .013
.013
.013
n/a
0.00 -
-- - - -- 0.031
3.00
2,810
85200
Orifice Coeff. = 0.60 0.60 060 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage = n/a No No No TW Elev. (ft) = 000
Note CulverVOnrice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage i
Storage 1
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Civ C PrfRsr
Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cult
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs cfs
000
0
84900
0.00
000
0.00 --
0.00
0.00 --
- -- --- 0 000
0.50
195
849.50
6.20 oc
0.00
0.00 --
0.00
0.00 ---
-- - 0.000
1.00
483
85000
6.20 oc
0.00
000 _--
0.00
0.00 --
-- -- -- 0.000
1.50
875
85050
6.20 oc
0.00
000 -
000
000 ---
-- --- 0.000
2.00
1,385
851.00
6.20 oc
0.00
0.00 ---
0.00
000 -
-- -- --- 0.000
2.50
2,025
851 50
6.20 oc
0.03 lc
0.00 -
0.00
0.00 -
-- - - -- 0.031
3.00
2,810
85200
6.20 oc
0.08 is
0.00 ---
000
000 -
-- --- --- 0.080
3.50
3,738
85250
6.20 oc
0.11 is
4.33 is -
0.00
0.00 ---
--- --- --- 4.443
400
4,807
853.00
6.20 oc
0.13 is
7.14 is --
0.00
0.00 ---
--- -- -- 7.273
450
6,016
85350
9.42 oc
0.15 ic
9.12 lc --
9.42
0.00 --
- - --- 1869
500
7,364
85400
14.69 oc
0.17 is
10 74 is -
14.69s
145.99 ---
-- -- - 171.59

Larkin MF Development
Project Report
Section 6: Water Quality Calculations
Permanent Detention ]Pond with Sand Filter 300

SAND F11-cK
Larkin MF Dev_elooment
THE DRAINAGE AREA
Drainage ema number
Total coastal wallands area tsq fl)
_I 2
i
Break down of RUA in the drainage area [both now and oxishn0L-.,,._ •.f4�
- Parking 1 dnwway (sq ft)
1685 sf
-owl surface aster ama(sq it)
I 45707 of
-Sd.w.lk(sq ft)
-
Total drainage area (sq it)
; 45707 sf
• Roof (sq It)
15179 of
_
SUA associated with enslmg dewlopmenl (sq ft) n«......-.
33488 sf
• Roarhvay (sq h)
5450 sf
Proposed new SUA (sq (t) _... _v_.... _
Percent SUA of drainage area
I 22317 of
49%
• Other please specify'. the comment box below (sq ft)
Total SUA (sq f)
1 27,317 at
COMPLIANCE WITH THE APPLICABLE STORUWATER PROGRAM
15209 sf
- Other, please specify in the comment box below (sq k)
I
Stonrwater proqw,rital that 3PDl fplooW SMci
i 45%
Desgn minfail depth (In)
1.5 m
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Minimum wtiam. required (ra it)
7146 of
Design volume of SCM (cu ft)
I 2056 of
GENERAL MDC FROM OZH .1050
I 1Sm
ai Is the SCM sized to treat the SW from all surfaces at buVd•outl
) Yes
aionl
Yes
a2 Is the SCM rotated on or near contaminated sods?
No
a8 Coes the mainatenanoe access w.g!X with General MOD (Sl?
i Yes
#3 What are the side sapas of the SCM (H V),
I 31
#9 Coes the drainage easement complyx,th General MCC (91
1 Yes
93 0 .. the SCM haw rammingwads qat4n wags or other en msemd side slopes?
j No
910 If the SCM Is pit asin Iia famdY Iol, does the plat wmply wdh Genami R:DC t10�
Yas
d4 Are the mists, outlaw, and ra—ving stream protected from eresian (lo -year s'ann)7
! Yos
ai 1 is there an O&M Agreement that complies wdh General MCC (11)1
i Yes
95 Is there a a bypass for flows m excess of the design flow'r
j Yes
912 is them an 0841 Pian that compileswith General MCC (1211
( Yes
�6 Whaf is the method for dawatenmg'he SCM for maintarance7
Pump (pref(irred)
413 Was the SGA designed by an NO licensee] c ofessmnall
Yes
SAND FILTER MOC FROM 525.205
Yes
96 What rs time method for dawafenrm the SCM for mam15ra 7
i It (FIX, mad)
st SHWT elavalwn (final
1N!A
#3 Yolume of stormnatar from drmnage area during des.'gn storm (cuLnt fiat)
9526 of
Al Type of sard filtar topen or closed) «� -�
Open TMT
t� Total volume That can be stored above the sed ment and send chambers (c„bm feat)
7370 of
a1 If cased, desenbe d the
I 8850 d
a is this saM fdterdosigned to attenuate peak flows?
Yes
#3 Total wtuma that can be stored above the sediment and sand chambers (wiac feet)
j wag of
mmm F
#3 El-aftin of the bypass dsvlce (fmsl)
854 R
.1 If closed, to. of grate elevation (fmsl)
I Yes
93 Describe the bypass daatce
#2 Volume that can be misiaed m th. sediment chamber(cubic foe!)
2 Wiq them be a pannu nem pool In the sadimsnt chamberl
602 of
j No
10 foot wide emergency spdavay
1
92 Bonom of the sodunont chamber {final
I 849 it
94 Pending depth from the top or the seed to the bypass dovice (ft)
j 3 ft
72 Area of the sediment ehambor (square fast)
I 410 sf
95 Describe the meehamem for dwhibuting Row over the sand surface
862 ft
2 Physical depth of the sediment chamber (inches)36,n
3 0
Rip•Rap apren
780 at
hes) In sediment chamber, above any Dermanom pool (hes)
=2 Pandi 1—
36 m
Sand specification for sand chamber
i 36m
2 Elewhon of roe of weir between chambers (met)
a2 Volume that can be retained in the sand chamber (orbic fee11
i 552 it
2216 of
ASTM33 or equw %nt
i 38 In
a2 Bottom of the sand chamber (fmso
540 h
19.7 Depth above undardram pipe (orches)
{ 15,n
#2 Ama of the sand of-int—(square feat)
1309 sf
- Will the media 14 maintained !o dram at least two inches perhour at the sand surface?
Yes
42 Physsal depth of the sand ehambor(Inch")
i 36 m
c9 !sat leavl one c'aanaut pipe provided at the aw point of each undafdrem Sne?
Yea
92 Ponding depth In Ira sand chmnber, abcve any penranem pool (mriess)I
?8 m
199 Wi3 clean-out pipes be cappedl
1 Yes
D17TIONAL INFORMATION
Yas
a2 Ponding depth in the sand chamber, above any pemisram owl (inches)
i 35 in
owaso use this space to made any addmowlinformation about this sand filterthal you think is mlewrt to the revaW
I Yes
ADDITIONAL INFORMATION
'
Ptease use this space to Provide any additional information about this sand hltar that you think 4s mlewnt to the review
THE DRAINAGE AREA
Drainage area number
i 3
Sneak down of BUA in the drainage area(both now and existin
Totaf coastal wetlands area NA R)
'
- Parking t dnwway (sq ft)
j 836 d
Total side. water area (sq it)
33480 of
• Sidewalk (sq ft)
j
Total drainage ema (sq fl)
33488 sf
• Roof (sq ft)
10M sf
BUA associated with emlmg development (sq fit
;
- Roadway (sq ft)
j 3710 of
Proposad new SUA (u1 ft)
15209 sf
- Other, please specify in the comment box below (sq k)
I
Percent SUA of drainage ami
i 45%
Total SUA {sq ft)
( 15209 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
'
StPamaater ito^ramisl that aPDl (phrase spec )
Design minfail depth (in)
I 1Sm
Minimum volume mqu{md (cu ft)
Design wtume of SCM (cut)
I 6517 d
i 1930 of
GENERAL MDC FROM 02H.1050 -
#g Is the SCM stmd to treat Lha SW I-om e t surfaces at bu•:d-cut?
Yes
a7 It ap IKable. with the SCM be claimed out after consavetwn7
I Yas
92 Is the SCM located on or near contaminated souls?
I No
96 Dees Ilia =.ale ... oa access comeLfadh General MOC 8)?
{ Y-
93 What are the side slopes of the SCM (H V)?
1 31
a9 Does the drainage easement =mply with Gereml MGC 011
1 Yes
d3 Does the SCIA haw nitaIntrut waft abwn wags or other engineered sde slopes?
j Pro
:10 If the SCM Is on a single fam3lot. does the plat comp) with Geneml MOO 10)?
I Yes
94 Are the mlals, outlets, and receiving stream protected from erosion (10 -year storm)?
I Yes
all IS there an O&M Arimemont that compges with General MCC 1111
1 Yes
#5 Is there a a bypassfor flows In excess of tha design lbw?
1 Yes
912 Is there an O&M Plan that comptas with Gereml MOC 121?
Yes
96 What rs time method for dawafenrm the SCM for mam15ra 7
i It (FIX, mad)
-13 Was the SCM Ess rad byan NO licensed Professama17
You
SAND FILTER MDC FROM 02H .1056
at SHWT.1—hon (firs)
i WA
93Volume or sw—to, from drainage ami d, -,ng dea.gn stow (wor- feet)
I 8850 d
01 Type of sand hlter(open or dosed)
Opan
#3 Total wtuma that can be stored above the sediment and sand chambers (wiac feet)
j wag of
#i If closed, describe if the filter will be precast or wur:m-p"ace
a3 Is this send fiker deugred to attenuate peek flows?
I Yes
#a Elevation of the b ass dance (fmso
I 887 ft
#1 If closed, top of grate .lavation (!mol)
1
93 Ceacnbe the byooss device,
02 Volume that can ba retained in the sediment chamber cubic feet
#2 Wiu there be a permanent pool In the sediment chambelr
1208 d
I No
10 root wide emetgancyspillway
f#2 Bodam of ilia sediment chamber (f=l)
862 ft
#4 Ponding depth from the top of the sand to the Vass dewoe (ft)
3 0
2 Am of the sediment chamber (square feet)
780 at
95 Describe the mechanism for dismbuting flow over the send surface
#2 Physical depth of the sediment chamber inches
i 36m
RIp•Rap apron
#2 Ponding depth in the sednnant chamber, show any permanent pool (imlm ti
i 38 In
96 Sand specficst— for sand chamber
a2 Etawtion of top of aeir between chambers inial
22 Volume that can be retained in the send chamber (cubic feet)
( twit
2080 of
ASTM33 or equwatent
92 Sonora of ft sand chamber (fmsl
1 602 It
97 Depth above undardmm pipe (itches)
15m
92 Ama of the sand chamber (square feet)
i 1168 sf
a5 Willme madm be maimamad m them 3! least Hro inches par hour at the sand audita?
! Yes
2 P vol depth of the sand chamber mehos
I 38 m
99 is of least one cleanout pipe pmvdad at ma tow poem of each urdeMmin Imo?
Yas
a2 Ponding depth in the sand chamber, above any pemisram owl (inches)
i 35 in
-9 Will clearwut pipes be capped'
I Yes
ADDITIONAL INFORMATION
'
Ptease use this space to Provide any additional information about this sand hltar that you think 4s mlewnt to the review
Sand Filter 1 1.53 PM 5!5/2017

Larkin MF Development
Comprehensive SWPPP (C-SWPPP)
Pre & Post Analysis
Section 3: Pre & Post Analysis
Summary

Larkin
Statesville, North Carolina
Project Number: 2382
October 4, 2016
POINT OF ANALYSIS - NORTH WEST INTO EXISTING STORM PIPE
Area 2 YR 10 YR 25 YR 100 YR
Pre vs. Post Hydrology
Pre -Development Flow (cfs)
Pre Area #2
1.20 2.23 4.87 6.64 9.70
Post -Development Flow (cfs)
Area
2 YR
10 YR
25 YR
100 YR
(acres)
Pre -Development Flow (cfs)
Pre Area #1
3.86
9.21
17.55
22.95
32.05
Post -Development Flow (cfs)
Post Area #2
1.05
0.54
4.80
6.14
6.77
Post Area #3
0.77
0.09
2.54
4.39
6.06
Post Bypass #4
1.08
1.72
3.82
5.25
8.30
Post Bypass #5
0.66
1.60
3.06
4.01
7.57
Combined Area
3.56
3.40
13.34
1949
28.35
POINT OF ANALYSIS - SOUTH WEST INTO EXISTING DITCH
Pre vs. Post Hydrolog
Area 2 YR 10 YR 25 YR 100 YR
(acres)
Pre -Development Flow (cfs)
Pre Area #2
1.20 2.23 4.87 6.64 9.70
Post -Development Flow (cfs)
Post Area #1
1.18 0.07 0.66 1.46 2.29

Larkin MIF Development
Comprehensive SWPPP (C-SWPPP)
Section 3: Pre & Post Analysis
Pre -Development Curve Numbers
Pre Curve Numbers

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SGS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre -Development Area #1
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 3.86 ac.
Paved Roads/Sidewalk/Structures 1.60 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 2.26 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 76.34
ac.

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre -Development Area #2
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.20 ac.
Paved Roads/Sidewalk/Structures 0.25 ac.
CN= 98
Wooded Area
C •e
0.00 ac.
Good Grass (>75% coverage) 0.95 ac.
Newly Graded
CN= 61
W03101.1
Composite CN 68.71
0.00 ac.

Larkin MF Development
Comprehensive SWPPP (C-SWPPP)
Section 3: Pre & Post Analysis
Post -Development Curve Lumbers
Post Curve Numbers

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #1
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.18 ac.
Paved Roads/SidewalklStructures 0.55 ac
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.63 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 78.25
0.00 ac.

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #2
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.05 ac.
Paved Roads/Sidewalk/Structures 0.51 ac.
CN= 98
Wooded Area
0.00 ac.
Good Grass (>75% coverage) 0.54 ac.
CN= 61
Newly Graded
Composite CN 78.97
0.00 ac.

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #3
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 0.77 ac.
Paved Roads/Sidewalk/Structures 0.35 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.42 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 77.82
0.00 ac.

Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Bypass Area #5
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 0.92 ac.
Paved Roads/Sidewalk/Structures 0.32 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.60 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 73.87
0.00 ac.

PROJECT: Larkin MF Development
SUB -BASIN ID: PRE DEVELOPMENT AREA #1
DATE. 1013/2016
SHEET FLOW
MANNING'S'n'
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE(FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT)FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S'n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH(FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S'n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1
SEG #2
0 030
364
243
000
876 4
000
8700
000
0 027
0.000
0 077
0 000 0.077
SEG #1
SEG #2
U
208
0.00
8700
000
8590
0 00
0053
0000
3 714
0 000
0016
0000
0016
RECTANGULAR CHANNEL
SEG 01 SEG 02 SEG #3 SEG #4 SEG #5 SEG #6 SEG #7 SEG #8
TRIANGULAR CHANNEL
SEG 01 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20
000
00
000
000
000
000
000
002
000
0 00
000
000
0.00
0.00
000
00010000
0 00
000
000
000
000
000
000
000
000
000
000
000
23514
000
000
000
0100
000
000
000
0 000
0 000
0 000
8490
00001
0 000
0 043
0 000
0 000
0 000
00
0 000
00001
013
!2,
00001
0 000
00001
00001
00001
00001
1 109 1
00001
0 000
0.000
0 000
0 000
0 000
0 059
0 000
0000,
00001
00001
00001
0 059
00001
0 cool
0.000
0 000
00001
00001
00001
0 000
00001
00001
0.0001
0 017101
0 0001
00001
00001
0.000
0 000
TRIANGULAR CHANNEL
SEG 01 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20
000
00
000
000
000
000
000
002
000
0 00
000
000
0 OD
000
200
000
0 00
000
000
000
000
001
000
0 00
0.00
000
000
000
23514
8590
0 000
0 000
0 000
0 000
8490
00001
0 000
0 043
0 000
0 000
0 000
00
0 000
00001
013
!2,
00001
0 000
00001
00001
00001
00001
1 109 1
00001
00001
0.0001
00001
0 000
0 nnni
0 059
0 0001
0.0001
00001
00001
00001
0 059
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH(FT)
SIDE SLOPES (91-1' 1 V) (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S'n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S'n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TOTAL TIME OF CONCENTRATION (HRS) 0 151 9 07 MINS
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG 04 SEG 05
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG 02 SEG #3 SEG #4 SEG #S
000
000
000
000
000
000
000
000
000
000
000
000
000
000
0 00
000
000
000
000
0,00
000
000
000
000
000
0 000
0 000
0 000
0 000
0 000
00001
0 000
0 000
0 000
0 000
00001
00001
00001
00001
00001
0 000
00001
00001
00001
00001
0 000
00001
00001
00001
00001
0 nnni
0 000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG 02 SEG #3 SEG #4 SEG #S
000
000
000
000
000
000
000
000
000
000
000
000
000
000
000
0 000
0 000
0 000
0 000
0 000
00001
00001
O 000
0 000
0 000
00001
00001
00001
00001
00001
0 000

PROJECT. Larkin MF Development
SEG #2
SUB -BASIN ID: PRE DEVELOPMENT AREA #2
DATE: 1 01312 01 6
155
SHEET FLOW
SEG #1 SEG #2
MANNING'S "n"
0 030
000
2- YEAR, 24- HR. RAIN FALL (IN)
364
000
FLOW LENGTH (FT)
80
000
ELEV UP (NGVD FT)
8760
000
ELEV DOWN (NGVO FT)
8750
0.012
LAND SLOPE (FT/FT)
0 013 0 000
0.00
TIME OF CONCENTRATION (HRS)
0.043 0 000
0.043
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1
SEG #2
U
155
000
000
8760
000
000
8680
0.00
000
0 052
0 000
000
3 666
0 000
000
0.012
0 000
0.012
RECTANGULAR CHANNEL
SEG 41 SEG 92 SEG #3 SEG #4 SEG #5 SEG #6
TRIANGULAR CHANNEL
SEG #1 SEG 92 SEG 93 SEG 44 SEG #5 SEG #6
000
000
000
000
000
000
0.00
000
0.00
0.00
000
000
000
000
000
000
0.00
000
000
0.00
000
000
000
0.00
000
K4.3
0 000
0800
0 000
0,00o
0 000
0 000
0 000
00001
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0.000
0 000
:0:0:0
0 000
0 000
0000100001
0 000
0 oda
0
0 000
0 000
0 000
0 000
0 d00
00001
00001
0 000
TRIANGULAR CHANNEL
SEG #1 SEG 92 SEG 93 SEG 44 SEG #5 SEG #6
TOTAL TIME OF CONCENTRATION (HRS) 0 068
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (7H 1V) (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0 000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.013
4 07 MINS.
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG 03 SEG #4 SEG #5
000
000
000
000
000
000
0.00
000
000
000
000
000
000
000
000
0.00
000
000
000
000
000
000
000
000
000
K4.3
0 000
0800
0 000
0,00o
0 000
0 000
0 000
00001
0 000
0 000
0 000
0 000
0 000
0.000
0 000
0.000
0 000
00001
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0 000i
00001
00001
00001
0 000
TOTAL TIME OF CONCENTRATION (HRS) 0 068
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (7H 1V) (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0 000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.013
4 07 MINS.
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG 03 SEG #4 SEG #5
CIRCULAR CHANNEL (Gravity Flow)
SFr. ei SFr: it? SFC: 93 SFC: #d SFC. f1.5
000
000
000
000
000
000
0.00
000
000
000
0.00
000
000
000
000
000
000
000
000
000
000
000
000
0.00
000
0 000
0 000
0 000
0,00o
0 000
0 000
0 000
00001
0 000
00 0
0 000
0 000
0 000
0 000
0 000
0.000
0 000
00001
0 000
0 000
0 000
0 000
00001
00001
0 000
CIRCULAR CHANNEL (Gravity Flow)
SFr. ei SFr: it? SFC: 93 SFC: #d SFC. f1.5
0 000
000
000
000
000
000
000
0.00
000
000
000
000
000
000
0.00
000
0 000
0 000
0 000
0,00o
0 000
0000
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0 000
0 000

PROJECT: Larkin MF Development
120
SUB -BASIN ID: POST DEVELOPMENT AREA #1
DATE: 10/3/2016
SHEET FLOW
SEG #1 SEG #2
MANNING'S "n"
0 030
0.00
2- YEAR, 24- HR RAIN FALL (IN)
364
000
FLOW LENGTH (FT)
41
000
ELEV UP (NGVD FT)
8763
000
ELEV DOWN (NGVD FT)
8750
000
LAND SLOPE (FTIFT)
0,031 0 000
000
TIME OF CONCENTRATION (HRS)
0.017 0 000
0.017
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FTlSEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH(FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1 SEG #2
U
42
8750
8731
0.044 0 000
3 395 0 000
0.003 0.000 0.003
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
TRIANGULAR CHANNEL
SFr. #1 SFr. #? SFr. #3 SFG 04 SFG #5 SEG #6
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H•1V) (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0 000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
20,0
120
123
02
10
0.00
000
000
0100
000
000
000
0,00
000
000
0.00
000
000
60-0
000
0.00
000
0,00
0,00
000
0.00
000
000
0.00
61.16
17.00
8731
8650
0.000
0 000
00001
00001
00001
0 000i
0 000
0 000
0 000
0 000
4.902012
0 000
0.0211
0.047
0 000
0.000
0 000
00001
ox0ol
00001
00001
0 000
00001
00001
00001
00001
0 000 1
0 000
TRIANGULAR CHANNEL
SFr. #1 SFr. #? SFr. #3 SFG 04 SFG #5 SEG #6
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H•1V) (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0 000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
20,0
120
123
02
10
0.00
000
393
000
208
6.00
000
000
000
000
000
20.00
1217
000
0.00
000
0.00
000
0.10
049
0.00
000
000
0.00
61.16
17.00
8731
8650
0.000
0 000
00001
00001
0.000
8719
864.2
4.902012
0 000
0.0211
0.047
0 000
0.000
0 000
0.000
0 01101
0 013
0 030
0 018
i
i
3.610
6 710
00001
00001
00001
0 000
0.005
00011
00001
00001
00001
0 000
0.005
CHANNELFLOW
PIPE DIAMETER (IN)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S'n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TOTAL TIME OF CONCENTRATION (HRS) 0.044 2 65 MINS.
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG 94 SEG #5
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG 94 SEG #5
0 000
15
123
000
000
0.00
000
393
000
000
000
000
000
000
000
000
000
000
000
000
0.00
0,00
000
0.00
000
8683
8660
0.007
0.000
0.000
0 000
00001
00001
0.000
0,000
4.902012
0 000
0.000
00001
0.000
0 000
0 000
00001
0 01101
0 000
0 000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG 94 SEG #5
0 000
15
123
000
000
0.00
000
393
000
000
000
0 00
031
000
000
000
000
316
8683
8660
0.007
0.000
0.000
0 000
0 Too
0
4.902012
0 000
0 000
00 00
0,000
0.018
0 000
0 000
0 000
0 000
0 018

PROJECT: Larkin MF Development
SEG #2
SUB -BASIN ID: POST DEVELOPMENT AREA #2
DATE: 101312016
146
SHEET FLOW
SEG #1 SEG #2
MANNING'S "n"
0.030
000
2- YEAR, 24- HR RAIN FALL (IN)
364
2.08
FLOW LENGTH (FT)
49
0.00
ELEV UP (NGVD FT)
8768
000
ELEV DOWN (NGVD FT)
8750
0.011
LAND SLOPE (FT/FT)
0 037 0.000
000
TIME OF CONCENTRATION (HRS)
0.019 0.000
1 0.019
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FTIFT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'$ "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1
SEG #2
U
146
20
0.2
869.5
000
000
862.1
30
2.08
0 051
0.000
0.00
3 637
0.000
000
0011
0 000
0.011
RECTANGULAR CHANNEL
SFG #1 SFG 92 REG 93 SEG #4 SEG #5 SEG #6
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20.0
50
20
0.2
000
000
000
30
30
2.08
000
000
0.00
0.00
000
000
000
0.00
000
000
000
000
000
000
000
000
0.00
000
000
0.00
000
8760
8621
0..000
0,000
0.000
8730
869 5
8556
0 032
0 032
0.000
0.209
0 000
0.000
0 000
0 000
0,000
0 013
12.088
0.0001
0 000
0.000
0 000
0 000
0.000
0 000
0 000
0.000
i
00011
00001
00001
0.0001
0.000
00001
0.0001
00001
0,0001
0 000
0,000
00001
0.0001
00001
00001
0 000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20.0
50
20
0.2
000
000
000
30
30
2.08
000
000
000
000
000
2000
0.00
0.00
000
000
000
010
000
000
000
000
000
31.00
110
8760
8621
0..000
0,000
0.000
8730
869 5
8556
0 032
0 032
0.000
0.209
0 000
0.000
0 000
0 000
0,000
0 013
12.088
10 269
00001
0 000
01000
115001
0 000
0 000
0 000
0.000
0 000
00011
00001
00001
0.0001
00001
0 000
TOTAL TIME OF CONCENTRATION (HRS) 0.035
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (7H 1V) (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S 'n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNELFLOW
PIPE DIAMETER (IN)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (NRS)
0.001
2.10 MINS.
TRAPEZOIDAL CHANNEL
SFC. #t SFG #2 SF_G #3 SFr, #4 SEG #5
200
50
20
2.0
000
000
000
30
30
000
000
0.00
5200
2200
000
000
0,00
3265
1765
000
000
000
159
125
000
000
000
63
110
8760
87301
0..000
0,000
0.000
8730
869 5
0 032
0 032
0.000
0 000
o"
0 030
0 030
00001
000
0 000
0 000
12.088
10 269
00001
0 000
01000
0 001
00031
0.0001
0,000
0 000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5
15
123
000
000
000
000
3.93
000
000
000
0.00
0.31
000
000
000
000
105
8556
852.0
0 034
0 000
0..000
0,000
0.000
0.013
9 719
0 000
0 000
0 000
0 000
0 003
0 000
00001
000
0 000
0 000
0 004
0 003

PROJECT: Larkin MF Development
20
SUB -BASIN ID: POST DEVELOPMENT AREA #3
DATE: 10/312016
SHEET FLOW
SEG #1 SEG #2
MANNING'S 'n"
0 030
000
2- YEAR, 24" HR RAIN FALL (IN)
364
000
FLOW LENG1 H (FT)
22
000
ELEV UP (NGVD FT)
876,0
000
ELEV DOWN (NGVD FT)
8760
000
LAND SLOPE (F17FT)
0 002 0 000
000
TIME OF CONCENTRATION (NRS)
0.033 0 000
0 033
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (F77FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNELFLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TOTAL TIME OF CONCENTRATION (HRS)
SEG #1 SEG 02
U
67
8620
8563
0.085 0 000
4.706 0 000
0.004 0 000 0 004
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG 04 SEG 95 SEG #B
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20.0
20
10
02
0.02
0.00
000
30
20
000
000
000
000
000
000
000
000
000
000
000
0.00
000
0,00
000
000
000
0 00
3042
21037
8760
8720
8563
67301
872.01
8710
848.9
0 000
200
0 013
1
o000
0.000
00001
00001
0 000
0,000
0 000
0013
0013
41001
00001
0 000
01000
0000i
00001
00001
0.000
00001
0 000
0.0001
00001
00001
0 000
0,0001
0 000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #6
20.0
20
10
02
0.02
0.00
000
30
20
208
0.02
0.00
0.00
000
000
2000
2.00
000
000
000
000
0.10
001
000
000
000
000
3042
21037
8760
8720
8563
67301
872.01
8710
848.9
0 000
200
0 013
1
o000
0.034
0 035
0 000
0 000
0.000
0.000
0013
0013
41001
00001
0 000
01000
4.6211
1.004
0 000
0 000
0 000
0 000
0 002
00581
00001
00001
00001
0 000
0 110
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H 1V) (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0.000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNELFLOW
PIPE DIAMETER (IN)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.060
658 MINS.
TRAPEZOIDAL CHANNEL
SFr. 91 SFr. #7 SFr. #'1 SFr. #d SFC: #5
40
20
10
10
000
0.00
000
30
20
393
000
000
700
400
000
000
0,00
1032
647
000
000
000
068
062
000
000
000
99
77
8760
8730
67301
872.01
1
000
0 000
200
0 013
1
o000
0 000
0 000
0 030
0 030
i
10 944
66641
41001
00001
0 000
01000
00041
00051
00001
0 000
0 000
CIRCULAR CHANNEL (Gravity Flow)
SFr #1 SFr #2 SFG #3 SFr. #d SFr. #5
0 009
15
123
000
0.00
000
000
393
000
000
000
0,00
031
000
000
000
000
137
8671
8620
0 037
000
0 000
0 000
0 000
0 012
10 944
0 000
0 000
0 000
00
00031
0.0001
00001
00001
000010
003

PROJECT: Larkin MF Development
20
SUB -BASIN ID: POST DEVELOPMENT BYPASS AREA #4
DATE: 1 01312 01 6
SHEET FLOW
SEG #1 SEG #2
MANNING'S "n'
0 030
000
2- YEAR, 24- HR. RAIN FALL (IN)
3.64
0.00
FLOW LENGTH (FT)
97
000
ELEV UP (NGVD FT)
8734
000
ELEV DOWN (NGVD FT)
869.6
000
LAND SLOPE (FT/FT)
0.039 0 000
000
TIME OF CONCENTRATION (NRS)
0 032 0.000
0.032
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n'
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1 SEG #2
U
122
8696
8623
0.060 0 ODD
3 968 0 000
0 009 0 000 0.009
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG 95 SEG #6
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #8
20
20
002
002
000
000
0.00
0.00
000
000
000
0.00
000
000
000
000
000
000
000
000
000
000
000
0.00
0.00
146.51
210.37
862.3
8563
856.3
8489
0.000
0 000
0 000
0 000
00001
0 000 i
0 000
0 000
0.000
0 000
0 013
0 013
0 000
0 000
0 000
0 000
0 000
0.0001
00001
00001
00001
0 000
0.0001
00001
00001
00001
0.000
0 000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5 SEG #8
20
20
002
002
000
000
0.00
0.02
0.02
000
000
000
000
200
2.00
000
000
0.00
000
0.01
0.01
000
0.00
0.00
0.00
146.51
210.37
862.3
8563
856.3
8489
0.000
0 000
0 000
0 000
00411
0.035
0 000
0.000
0.0001
0 000
0 013
0 013
0 000
0 000
0 000
0 000
1.087
1.004
0 000
0.000
0.000
0 000
0.037
0 058
0.000
0 000
0.000
0 000
TOTAL TIME OF CONCENTRATION (HRS) 0136
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H -1V) (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0.000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCEN ORATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (NRS)
0 096
8.14 MINS,
TRAPEZOIDAL CHANNEL
SFC, e1 SFR f19 SFR fli SFR &A SFr: fig
CIRCULAR CHANNEL (Gravity Flaw)
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5
0 000
000
000
000
000
0.00
000
000
000
0.00
000
000
000
000
000
000
000
000
000
000
000
000
000
000,
0 000
0 000
0.000
0 000
0 000
0 000
0 000
0 000
00001 00001 00001 0050-1
0 000
0 000
0 000
0 000
0 000
0 000
0000--6650
0 000
0 000
CIRCULAR CHANNEL (Gravity Flaw)
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5
0 000
000
000
000
000
0.00
000
000
000
000
0.00
000
000
000
000
0.00
0 000
0 000
0.000
0.000
0 000
00001 00001 00001 0050-1
0 000
00001
00001
0 000
00001
00001
0700 0

PROJECT: Larkin MF Development
SUB -BASIN ID: POST DEVELOPMENT AREA #5
DATE: 1013/2016
SHEET FLOW
SEG #1 SEG #2
MANNING'S "n"
0.030
0.00
2- YEAR, 24- HR. RAIN FALL (IN)
364
000
FLOW LENGTH (FT)
23
0.00
ELEV UP (NGVD FT)
876.8
000
ELEV DOWN (NGVD FT)
8730
000
LAND SLOPE (FT/FT)
0.165 0 000
0.00
TIME OF CONCENTRATION (HRS)
0.006 0.000
0.006
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (NRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
'ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
SEG #1 SEG #2
U U
181 28
873.0 857.5
8630 855.0
0.055 0 089
3 792 4.821
0.013 0 002 0 015
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG 43 SEG 94 SEG #S SFG #A
TRIANGULAR CHANNEL
SEG 91 SEG #2 SEG 93 SEG 94 SEG #5 SEG as
20
00
000
0.00
0.00
0.00
000
000
0.00
0.00
000
000
000
000
0.00
000
0.00
000
0.00
0.00
0.00
000
000
0.00
15900
000
000
0.00
000
8550
848.9
0 ODO
0 000
0000
0.000
0 000
0.000 1
00001
0.0001
001
0 000
030
20
0200
0 000
0,000
01000
0.0001i
00001
00001
0.0001
0.0001
000
onnni
00001
00001
00001
00001
0 000
TRIANGULAR CHANNEL
SEG 91 SEG #2 SEG 93 SEG 94 SEG #5 SEG as
20
00
000
0.00
0.00
0.00
002
0.00
000
0,00
000
000
200
0.00
000
000
0.00
0.00
001
0.00
000
000
006
000
15900
000
000
0.00
000
8550
848.9
0 ODO
0 000
0000
0.000
00381
0 000i
0 000
0,000
0.000i
0.000
030
20
0200
0 000
0,000
01000
0 456
00001
00001
00001
00001
0 000
0.0971
0.0001
00001
00001
00001
To 0_0
TOTAL TIME OF CONCENTRATION (HRS) 0.121
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
0.000 AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
o.os7
7 27 MINS
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5
60
20
000
0.00
0.00
0.00
30
000
0.00
000
0.00
2400
000
000
000
000
18.65
000
0.00
0.00
000
1 29
000
000
0.00
000
156
8630
0 ODO
0 000
0000
0.000
857,5
0035
0200
0 000
0,000
01000
0 030
5055
0 . 0001
00001
00001
0.000
11 043
0 000
0 000
0.000
0
0.004
0.000
u001
0 000
00001
o.00a
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4 SEG #5
000
000
0.00
0.00
0.00
000
000
0.00
000
0.00
000
000
000
0.00
000
0 000
0 ODO
0 000
0000
0.000
0 000
0 000
0 000
00001
0 000
00001
0 000
0 . 0001
00001
00001
0.000

Larkin MF Development
Comprehensive SWPPP (C-SWPPP)
2 & 10 -year Storm Event
Hydrogrraph Analysis
Section 3: Pre & Post Analysis
Hydrograph

Hydrograph P ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc, v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9.206
1
720
20,847
------
- - —
--
Pre -Development Area #1
2
SCS Runoff
2.233
1
718
4,592
— --
- - —
- --
Pre -Development Area #2
3
SCS Runoff
3 573
1
718
7,181
------
-----
------
Post Development Area #1
4
SGS Runoff
3.260
1
718
6,558
- --
- --
- ---
Post Development Area #2
5
SCS Runoff
2 301
1
718
4,622
------
--
--
Post Development Area #3
6
SCS Runoff
1 717
1
719
3,739
----
- ---
------
Post Development Bypass #4
7
SCS Runoff
1.596
1
719
3,366
---
- --
------
Post Development Bypass Area #5
8
Reservoir
0 068
1
1023
5,112
3
867.03
5,074
BMP Wetpond #100
9
Reservoir
0 541
1
728
4,722
4
85210
3,002
BMP Sand Filter #200
10
Reservoir
0.090
1
826
3,293
5
864.83
2,571
BMP Sand Filter#300
11
Combine
3.395
1
719
15,120
6, 7, 9,
----
- --
Post Development Area #1
10
Pre vs Post with SF.gpw
Return Period: 2 Year
Friday, 05 / 5 / 2017

s
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc v10.5
Hyd. No. 2
Pre -Development Area #2
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
1 min
Hyd. volume
Drainage area =
1.200 ac
Curve number
Basin Slope =
0.0%
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.64 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00 '
0 120 240
Hyd No. 2
Pre -Development Area #2
Hyd. No. 2 -- 2 Year
360 480 600 720 840
3
Friday, 05 15 1 2017
= 2.233 cfs
= 718 min
=
4,592 cuft
= 68.7
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
- 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hdrorah Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc v10 5
Hyd. No. 3
Post Development Area #1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.180 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.64 in
Distribution
Storm duration
= 24 hrs
Shape factor
Post Development Area #1
Q (cfs) Hyd. No. 3 -- 2 Year
4.00
3.00
1.00
rd A",
ESI
Friday, 05 / 5 / 2017
= 3.573 cfs
= 718 min
= 7,181 cuft
= 78.3
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
mom
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
® Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc v10.5
Hyd. Pio. 4
Post Development Area #2
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
1 min
Hyd. volume
Drainage area =
1.050 ac
Curve number
Basin Slope =
0.0%
Hydraulic length
Tc method =
User
Time of cone. (Tc)
Total precip. =
3.64 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
4.00 "
3.00
2.00
1.00
0.00 '
0 120 240
Hyd No. 4
Post Development Area #2
Hyd. No. 4 -- 2 Year
360 480 600 720 840
61
Friday, 05 / 512017
= 3.260 cfs
= 718 min
= 6,558 cuft
= 78.9
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc v10.5
Friday, 05 / 5 12017
Hyd. Pio. 5
Post Development Area #3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.301 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 4,622 cuft
Drainage area
= 0.790 ac
Curve number
= 77.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.60 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #3
Q (cfs} Hyd No. 5 -- 2 Year Q (cfs}
3.00 3.00
2.00 200
1.00 1.00
i
0.00 - 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

7
ydro raph Repot
Hydraflow Hydrographs Extension for AutoCAD® Civil MO 2016 by Autodesk, Inc v10 5 Friday, 05 / 5 / 2017
Hyd. No. 6
Post Development Bypass #4
Hydrograph type
= SCS Runoff
Peak discharge
= 1.717 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 3,739 cult
Drainage area
= 1.080 ac
Curve number
= 67.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.10 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Bypass #4
Q (cfs) Hyd. No. 6 -- 2 Year
2.00
1.00
INVIO
Q (cfs)
2.00
100
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

yrorahReport
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2016 by Autodesk, Inc v10.5
Hyd. No. 7
Post Development Bypass Area #5
8
Friday, 0515 J 2017
Hydrograph type
= SCS Runoff
Peak discharge
= 1.596 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 3,366 cuft
Drainage area
= 0.660 ac
Curve number
= 75.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.30 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Bypass Area #5
Q (cfs) Hyd. No. 7 -- 2 Year
2.00
1.00
Q (cfs)
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

P
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2016 by Autodesk, Inc. v10 5
Hyd. No. 8
BMP Wetpond #100
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyd. No.
= 3 - Post Development Area #Max. Elevation
Reservoir name
= BMP Wetpond #100 Max. Storage
Storage Indication method used
Q (cfs)
4.00
3.00
2.00
m
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No 8 Hyd No, 3 [LC.LLm Total storage used = 5,074 cuft
BMP Wetpond #100
Hyd. No 8 -- 2 Year
Friday, 05 / 5 / 2017
= 0.068 cfs
= 1023 min
= 5,112 cuft
= 867.03 ft
= 5,074 cuft
Q (cfs)
4.00
300
will]
1.00
0.00
3000
Time (min)

Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2016 by Autodesk, Inc v10.5
Pond No. 1 - BMP Wetpond #100
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation. Begining Elevation = 866.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
866.00
4,093
0
0
050
866.50
5,005
2,270
2,270
1.00
867.00
5,575
2,643
4,914
2.00
86800
6,767
6,161
11,075
300
869.00
8,025
7,386
18,461
400
87000
9,367
8,686
27,148
5.00
871.00
10,026
9,694
36,841
Culvert / Orifice Structures
[A]
[B]
[C]
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
1.25
600
000
Span (in)
= 15.00
1 25
12.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 866.00
86600
867.00
0.00
Length (ft)
= 6300
0.00
0.00
000
Slope (%)
= 1.59
000
0.00
n/a
N -Value
= .013
013
013
n/a
Weir Structures
HN
Friday, 05 / 5 / 2017
Orifice Coeff. = 0.60
Multi -Stage = n/a
[A]
[B]
[C]
[D]
Crest Len (ft)
= 10.00
17300
0.00
000
Crest EI. (ft)
= 869.00
870.00
0.00
000
Weir Coeff.
= 333
333
3.33
3.33
Weir Type
= 1
Ciplti
---
CIV B
Multi-Stage
= Yes
No
No
No
Orifice Coeff. = 0.60
Multi -Stage = n/a
0.60 060
No No
0.60
No
Exfii.(in/hr)
TW Elev. (ft)
= 0.000 (by Contour)
= 000
Note. Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (cc)
control Weir risers checked for
onfice conditions (ic) and submergence (s)
Stage / Storage / Discharge
Table
Stage
Storage
Elevation
Civ A
CIV B
Civ C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
866.00
'000
0.00
0.00
- 000
000 --
--- - - 0.000
0 50
2,270
866.50
000
0.03 is
000
-- 0.00
000 -
-- --- 0 027
1.00
4,914
86700
0.00
0.04 ic
000
000
0.00 --
-- - 0.040
2.00
11,075
868.00
0.00
0.06 ic
2.08 is
- 0.00
0.00 ---
--- - - 2.142
3.00
18,461
86900
0.00
0.07 is
3.18 is
-- 0.00
0.00 --
-- -- --- 3.255
4.00
27,148
87000
10.80 ic
0.08 is
3 99 is
--- 10 79
s 0.00 ---
--- - -- 14.86
5.00
36,841
871.00
12.35 is
0.09 is
4.66 ic
-- 12.30s
57609 -
-- --- 593.14

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc. v10.5
Hyd. No. 9
BMP Sand Filter #200
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyd. No.
= 4 - Post Development Area #2/lax. Elevation
Reservoir name
= Sand Filter #200 Max. Storage
Storage Indication method used
Q (cfs)
4.00
KIND
2.00
m
000
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 9 ® Hyd No. 4 [LCIIWLD Total storage used = 3,002 cuft
BIVIP Sand Filter #200
Hyd. No. 9 -- 2 Year
11
Friday, 05 / 5 12017
= 0.541 cfs
= 728 min
= 4,722 cult
= 852.10 ft
= 3,002 cult
Q (cfs)
4.00
K OH
2.00
1.00
0.00
1800
Time (min)

Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@2016 by Autodesk, Inc v10.5
Pond No. 2 - Sand Fitter #200
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation Begining Elevation = 849.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00
84900
302
050
84950
486
1.00
85000
670
1.50
850.50
905
2.00
851.00
1,139
250
851 50
1,428
300
852.00
1,716
350
852.50
1,999
400
85300
2,281
4.50
85350
2,559
5.00
85400
2,837
Culvert 1 Orifice Structures
[A] [Bl [C] [PrfRsr]
Rise (in)
= 15.00
2.00
5.00
0.00
Span (in)
= 15.00
200
12.00
000
No. Barrels
= 1
1
4
0
Invert El. (ft)
= 84700
851.33
85200
0.00
Length (ft)
= 5000
000
000
0.00
Slope (%)
= 1 20
000
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
060
0.60
0.60
Multi -Stage
= n/a
No
No
No
Incr. Storage (tuft)
0
195
288
392
510
640
785
928
1,069
1,209
1,348
Total storage (cult)
Weir Structures
0
195
483
875
1,385
2,025
2,810
3,738
4,807
6,016
7,364
12
Friday, 05 / 5 / 2017
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 000
[A]
[Bl
[C]
[D]
Crest Len (ft)
= 800
12400
0.00
0.00
Crest EI. (ft)
= 853.00
853.50
000
0.00
Weir Coeff.
= 333
333
333
3.33
Weir Type
= 1
Cipltl
---
-
Multi -Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 000
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Civ B
CIV C PrfRsr
Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cult
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs cfs
000
0
84900
000
0.00
0.00 ---
000
0.00 ---
--- -- -- 0.000
0.50
195
849 50
6.93 is
0.00
000 ---
000
000 --
--- - -- 0.000
1.00
483
85000
6.93 is
000
000 ---
0.00
0.00 ---
- --- - 0.000
1.50
875
85050
6.93 is
000
0.00 ---
0.00
0.00
--- -- - 0 00C
2 00
1,385
851.00
6.93 is
0.00
0.00 --
000
0.00 ---
-- - -- 0 00C
2.50
2,025
851.50
6.93 lc
0.03 is
0.00 ---
000
000 ---
-- --- -- 0.031
3.00
2,810
85200
6.93 is
0.08 is
0.00 -
000
000 -
--- --- - 0 08C
3.50
3,738
85250
6 93 is
0 11 is
4 33 is ---
0.00
0.00 --
-- - - -- 4.442
4.00
4,807
85300
6.93 is
0 13 is
7 14 is -
0.00
0.00
- - -- -- 7.272
4.50
6,016
85350
9.42 is
0 15 is
9 12 is --
9.42
0.00 ---
--- - - -- 18.6E
5.00
7,364
85400
14 74 is
0 17 is
10.74 is ---
14.74s
145.99 --
--- --- 171.64

Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D© 2016 by Autodesk, Inc v10 5
Hyd. No. 10
BMP Sand Filter #300
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyd. No.
= 5 - Post Development Area #B/Iax. Elevation
Reservoir name
= Sand Filter #300 Max. Storage
Storage Indication method used.
Q (cfs)
3.00 -
WOON
1.00 -
0.00 -
0 240
Hyd No. 10
E3MP Sand Filter #300
Hyd. No. 10 -- 2 Year
13
Friday, 05 / 5 12017
= 0.090 cfs
= 826 min
= 3,293 cuft
= 864.83 ft
= 2,571 cuft
480 720 960
- Hyd No. 5
1200 1440 1680 1920 2160
E-i.Tl._i-' Total storage used = 2,571 cuft
Q (cfs)
- 3.00
- 2.00
- 1.00
0.00
2400
Time (min)

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD'') Civil 3D® 2016 by Autodesk, Inc v10 5 Friday, 05 / 5 / 2017
Pond No. 3 - Sand Filter #300
Pond Data
Contours -User-defined contour areas Conic method used for volume calculation Begining Elevation = 862 00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00
862.00
178
0
0
050
862.50
393
139
139
1.00
863.00
608
248
388
1 50
86350
902
375
763
200
864.00
1,195
522
1,285
2.50
86450
1,597
696
1,981
300
86500
1,938
882
2,863
3.50
86550
2,252
1,046
3,909
4.00
86600
2,566
1,204
5,113
450
86650
2,979
1,385
6,498
5.00
867.00
3,189
1,542
8,039
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [S]
[C]
[D]
Rise (in)
= 1500
200 5.00 0.00
Crest Len (ft)
= 800 162.00
0.00
0.00
Span (in)
= 1500
200 12.00 0.00
Crest EI. (ft)
= 86600 86650
0.00
0.00
No. Barrels
= 1
1 4 0
Weir Coeff.
= 333 3.33
3.33
3.33
Invert EI. (ft)
= 86000
86402 86500 0.00
Weir Type
= 1 Ciplti
--
--
Length (ft)
= 125.00
000 000 0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 1.11
000 000 nla
N -Value
= .013
013 .013 n1a
Orifice Coeff.
= 0.60
0.60 060 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n1a
No No No
TW Elev. (ft)
= 0.00
Note CulverVOnfice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I Storage
I Discharge Table
Stage Storage Elevation
Clv A CIV B
Civ C
PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cult ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00
0 862.00
0.00 000
0.00
-- 0 00
000 --
--
--- --- 0 000
0.50
139 862.50
6 88 oc 000
0.00
0.00
0 00 ---
---
--- - 0.000
1.00
388 863.00
6 88 oc 0.00
000
- 0.00
000 ---
--
- - -- 0.000
1.50
763 863.50
6 88 oc 000
0.00
- 0.00
000 --
--
-- 0 000
200
1,285 864.00
6.88 oc 0.00
0.00
-- 000
000 ---
---
-- --- 0.000
2.50
1,981 864.50
6.88 oc 0.07 is
0.00
--- 000
0.00 ---
---
- -- 0 066
300
2,863 865 00
6 88 oc 0 10 is
0.00
--- 000
000 --
--
--- --- 0 099
3 50
3,909 865.50
6.88 oc 0 12 is
4.33 is
-- 000
000 ---
--
-- - 4.458
4.00
5,113 86600
6 88 oc 0.14 is
7.14 is
- 0.00
000 ---
---
-- - 7.285
4.50
6,498 866.50
9 42 oc 0 16 is
9 12 is
--- 9,42
000 ---
- -
--- -- 18.70
5.00
8,039 86700
12.49 oc 0 18 is
10.74 is
-- 12.49s
19073 ---
--
- - - 214.13

�+
yd0 orh
��pp
p Yeo r_
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2016 by Autodesk, Inc 00.5
Friday, 05 / 5 / 2017
Hyd. No. 11
Post Development Area #1
Hydrograph type
= Combine
Peak discharge
= 3.395 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 15,120 cuft
Inflow hyds.
= 6, 7, 9, 10
Contrib. drain. area
= 1.740 ac
Q (Cfs)
4.00
3.00
2.00
1.00
Post Development Area #1
Hyd. No. 11 -- 2 Year
Q (cfs)
4.00
3.00
2.00
M
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 11 - Hyd No 6 - Hyd No. 7 - Hyd No. 9 Time (min)
Hyd No. 10

16
Hydrograph umma e P 9yrdraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc v10 5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.55
1
719
39,754
----
— -
- ---
Pre -Development Area #1
2
SCS Runoff
4.867
1
718
9,773
- --
------
- -
Pre -Development Area #2
3
SCS Runoff
6.534
1
718
13,349
------
--
-- -
Post Development Area #1
4
SCS Runoff
5.910
1
718
12,100
------
____
_____
Post Development Area #2 -
5
SCS Runoff
4 267
1
718
8,689
------
------
------
Post Development Area #3
6
SCS Runoff
3 823
1
719
8,064
------
----
-- -
Post Development Bypass #4
7
SCS Runoff
3 057
1
718
6,479
---
----
------
Post Development Bypass Area #5
8
Reservoir
0.658
1
744
11,207
3
867.32
6,870
BMP Wetpond #100
9
Reservoir
4.800
1
720
10,264
4
852.55
3,844
BMP Sand Filter #200
10
Reservoir
2 536
1
722
7,360
5
865.32
3,524
BMP Sand Filter #300
11
Combine
13.34
1
720
32,167
6, 7, 9,
----
--- -
Post Development Area #1
10
Pre vs Post with SF.gpw
Return Period. 10 Year
Friday, 05 / 5 / 2017

17
Hydro ra h Report
Hydrafiow Hydrographs Extension for AutoCAD© Civil 3DO 2016 by Autodesk, Inc v10 5 Friday, 05 / 5 / 2017
Hyd. No. I
Pre -Development Area #1
Hydrograph type
= SCS Runoff
Peak discharge
= 17.55 cfs
Storm frequency
= 10 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 39,754 cuft
Drainage area
= 3.860 ac
Curve number
= 76.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.10 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development Area #1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
18.00
1500
12.00
9.00
6.00
3.00
0 00
18.00
15.00
12.00
9.00
600
3.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

yd ograph Report
18
Hydrafloww Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10 5 Friday, 05 / 5 / 2017
Hyd. No. 2
Pre-Development Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.867 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 9,773 cuft
Drainage area
= 1.200 ac
Curve number
= 68.7
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
s1aT1
Pre -Development Area #2
Hyd No. 2 -- 10 Year
Q (cfs)
5.00
IO
3.00
2.00
1.00
raTaTAIIII
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10 5 Friday, 05 J 5 / 2017
Hyd. No. 4
Post Development Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.910 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 12,100 cuft
Drainage area
= 1.050 ac
Curve number
= 78.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #2
Q (cfs) Q (cfs)
Hyd. No. 4 -- 10 Year
6.00
5.00
4.00
300
2.00
1.00
0 00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10 5 Friday, 05 / 5 / 2017
Hyd. Delo. 5
Post Development Area #3
Hydrograph type
= SCS Runoff
Peak discharge
= 4.267 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd, volume
= 8,689 cuft
Drainage area
= 0.790 ac
Curve number
= 77.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.60 min
Total precip.
= 5.33 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
m
3.00
2.00
1 00
Aw
Post Development Area #3
Hyd. No 5 --10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 5

22
Hydrograph Repoilt
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10.5 Friday, 05 / 5 / 2017
Hyd. No. 6
Post Development Bypass #4
Hydrograph type
= SCS Runoff
Peak discharge
= 3.823 cfs
Storm frequency
= 10 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 8,064 cuft
Drainage area
= 1.080 ac
Curve number
= 67.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.10 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1 00
rawfiff
Post Development Bypass #4
Hyd No. 6 --10 Year
Q (cfs)
4.00
3.00
2.00
1.00
K!>[<!T!7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

23
y ro rra h Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. 00.5 Friday, 05 / 5 t 2017
Hyd. No. 7
Post Development Bypass Area #5
Hydrograph type
= SCS Runoff
Peak discharge
= 3.057 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 6,479 cuft
Drainage area
= 0.660 ac
Curve number
= 75.6
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 7.30 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
c[l<ili]
2.00
m
r1i in
Post Development Bypass Area #5
Hyd No. 7 --10 Year
I
Q (cfs)
400
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Storage Indication method used.
SNIP Wetpond #100
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
7.00 7.00
600 � 6.00
5.00 5.00
4.00 4.00
3.00 .� 3.00
2.00 2.00
1.00 1 00
000 - 000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 8 Hyd No. 3 RC1; Total storage used = 6,870 cult
24
Hydrograph
por
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc. v10.5
Friday, 05 15 12017
Hyd. No. 8
BMP Wetpond #100
Hydrograph type
= Reservoir
Peak discharge
= 0.658 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 1 min
Hyd. volume
= 11,207 cuft
Inflow hyd. No.
= 3 - Post Development Area #iMax. Elevation
= 867.32 ft
Reservoir name
= BMP Wetpond #100
Max. Storage
= 6,870 cuft
Storage Indication method used.
SNIP Wetpond #100
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
7.00 7.00
600 � 6.00
5.00 5.00
4.00 4.00
3.00 .� 3.00
2.00 2.00
1.00 1 00
000 - 000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 8 Hyd No. 3 RC1; Total storage used = 6,870 cult

25
rE E
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10.5
Friday, 05 / 5 / 2017
Hyd. No. 9
BMP Sand Filter #200
Hydrograph type
= Reservoir Peak discharge
= 4.800 cfs
Storm frequency
= 10 yrs Time to peak
= 720 min
Time interval
= 1 min Hyd. volume
= 10,264 cuft
Inflow hyd. No.
= 4 - Post Development Area #2/lax. Elevation
= 852.55 ft
Reservoir name
= Sand Filter #200 Max. Storage
= 3,844 cuft
Storage Indication method used.
BIVIP Sand Filter #200
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
6.00 6.00
500 5.00
4.00 400
3.00 3.00
2.00 2.00
1.00 1.00
0 00 - 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 9 Hyd No. 4 [[=Total storage used = 3,844 cult

Cry
l dof :fit ' I Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10 5
Friday, 05 J 5 / 2017
Hyd. Pio. 10
BMP Sand Filter #300
Hydrograph type
= Reservoir Peak discharge
= 2.536 cfs
Storm frequency
= 10 yrs Time to peak
= 722 min
Time interval
= 1 min Hyd. volume
= 7,360 cuft
Inflow hyd. No.
= 5 - Post Development Area #Wax. Elevation
= 865.32 ft
Reservoir name
= Sand Filter #300 Max. Storage
= 3,524 cuft
Storage Indication method used
BMP Sand Filter #300
Q (cfs) Hyd No. 10 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 10 Hyd No. 5 Q=I_aLD Total storage used = 3,524 cuff

Post Development Area #1
Q (cfs) Hyd. No 11 --10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 600
4.00 400
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 - Hyd No. 6 Hyd No. 7 - Hyd No. 9 Time (min)
Hyd No. 10
27
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc v10 5
Friday, 05 / 5 / 2017
Hyd. No. 11
Post Development Area #1
Hydrograph type
= Combine
Peak discharge
= 13.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 32,167 cuft
Inflow hyds.
= 6, 7, 9, 10
Contrib. drain. area
= 1.740 ac
Post Development Area #1
Q (cfs) Hyd. No 11 --10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 600
4.00 400
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 - Hyd No. 6 Hyd No. 7 - Hyd No. 9 Time (min)
Hyd No. 10