20150993 Ver 1_Stormwater Info_20150924

STORMWATER IMPACT ANALYSIS
for
Andrews Chapel
409, 507, 511, 623, 703 & 735 Andrews Chapel Road
Durham, North Carolina
ELC #1058 -001
October 21, 2014
Reuised August 18, 2015
Prepared for: ° °QQrp�7
,
M/I Homes of Raleigh, LLC SEAL
1511 Sunday Drive — Suite 100 - 042150
Raleigh, North Carolina 27607 %tA,q�. 1�' f �•co
r
rr +� ?V'
Prepared by:
1= EdensLand
2314 S. Miami Blvd
Suite 151
Durham, NC 27703
Tel. [phone]
www.edensland.com

Table of Contents
INTRODUCTION...............................................................................................................
..............................1
1.1
Project Overview ............................................................................................ ............................... 1
1.2
Stormwater Design Requirements .................................................................. ..............................1
1.0
HYDROLOGIC MODEL ......................................................................................... ............................... 2
2.1
Existing Conditions ......................................................................................... ............................... 2
2.2
Proposed Conditions ...................................................................................... ............................... 2
2.3
Basis for Design .............................................................................................. ............................... 3
2.4
Hydrologic Model Results and Conclusions .................................................... ..............................4
3.0
WATER QUALITY .................................................................................................. ..............................5
3.1
Nutrient Load Overview ................................................................................. ............................... 5
3.2
BMP Design Calculations ................................................................................ ............................... 5
3.3
85% TSS .......................................................................................................... ............................... 6
APPENDICES
APPENDIX I: SITE INFORMATION
APPENDIX II: HYDROLOGIC ANALYSIS
APPENDIX III: 2 -YR & 10 -YR DOWNSTREAM ANALYSIS
APPENDIX IV: WATER QUALITY CALCULATIONS

INTRODUCTION
1.1 Proiect Overview
EDENS LAND CORP has been retained to evaluate existing and proposed storm water
drainage for the Andrews Chapel, a proposed single - family residential development in
Durham, NC. The proposed Level 3 Site Plan consists of 180 single - family lots, 250
townhouses, and amenities.
The project site is located on 114.17 acres at the intersection of Andrews Chapel Road
and Del Webb Arbors Drive. A total of 105.84 acres of the site are located in Durham
County and the remaining 8.33 acres are located in Wake County. Annexation and
rezoning of the parcel is approved, under case numbers #BDG1400003 and #Z1400006
for the City of Durham. The site lies in the Neuse River drainage basin and is subject to
applicable Nutrient Sensitive Waters Management Strategy rules. The site is not located
in a water supply watershed.
Access to the development will
occur at three major locations:
(1) the realigned Andrews
Chapel Road, (2) the extension
of Brier Creek Parkway, and (3)
the intersection of an East -West
Collector at Del Webb Arbors
Drive. Roadway improvements
for Andrews Chapel Road, the
extension of Brier Creek
Parkway, and the East -West
Collector are included in the
scope of this development. In
addition roadway improvements
will be made at the intersection
of Leesville Road and Andrews
Chapel Road. Other items Figure 1: Vicinity Map (Source:
involved with this development
consist of the interior roadways with storm sewers and appurtenances, wet detention
ponds, extended dry detention ponds, sanitary and water main service extensions, a
pump station and force main, landscape improvements, and earth moving activities.
Bing Maps via AutoCAD Civil 3D 2015)
1.2 Stormwater Design Reauirements
This project is subject to the City of Durham stormwater requirements, in conjunction
with the State of North Carolina and applicable federal laws. This development is
required to meet the following design parameters:
• Detain runoff volume increase from the one -year, 24 -hour storm event
• Determine the, two -year, and ten -year, 24 -hour storm runoff rates and analyze
all downstream structures until the increase is less than 10%
• Limit Nitrogen export to 3.60 lb/acre/year
Andrews Chapel 51A

85% Total Suspended Solids (TSS) removal if High Density (over 16%
impervious or piped flow).
General engineering design criteria for all projects shall be in accordance with
15A NCAC 2H .1008(c), as explained in the Stormwater BMP Design Manual.
All other storm drainage design shall be in accordance with the City's stormwater
design requirements
1.0 HYDROLOGIC MODEL
2.1 Existina Conditions
The subject properties consist of six (6) parcels of land totaling 114.16 acres, currently
recorded as parcel numbers 194417 (56.39 ac), 194418 (35.53 ac), 194379 (19.55 ac),
199416 (1.08 ac), 194415 (0.89 ac), and 194387 (0.72 ac). These parcels are currently
zoned as RR, R -4, and CUD TD. The proposed rezoning underway will be PDR- 4.793.
2.2
The existing land coverage on the 114.17 acre site consists of a mix of wooded areas
and agricultural meadows. Three ponds are located on -site two of which will be
removed during the development. Existing impervious areas include single - family
homes, with ancillary shed structures and driveways. Water features on the site include
three (3) ponds, one (1) of which is
non - jurisdictional and is proposed to
be removed with the development. A
stream is located on the downstream
end of the jurisdictional pond to
remain on the west side of the
property. Another stream (Little Brier
Creek East) is located on the east
side of the property within Federal
Emergency Management Agency
(FEMA) regulated 100 -year floodplain
(See Appendix I for Map).
The soils located on the subject
properties are listed in Table 1 on the
next page, refer to Appendix I for a
copy of the Durham County Soils
Map.
Proposed Conditions
The proposed site will yield 180
single - family homes (Average Lot Flgure2. Durham ZoningAtlas (Map 0769)
Size = 7,110 SF) and 231
townhouses. Six (6) BMPs will be located on the site to meet regulatory requirements
for nutrient removal and peak flow attenuation. The BMP types included four (4) Wet
Detention Ponds and (2) Extended Dry Detention Basins. The two dry detention basins
and two of the wet detention ponds will utilize a Level Spreader & Vegetated Filter Strip
to further reduce the amount of TSS leaving the site. A significant amount of offsite
Andrews Chapel SIA

stormwater runoff drains through the site via two FEMA regulated floodplains. This
runoff will be bypassed from the collection systems that convey flow to the BMPs.
Other features of the proposed development include:
• Sanitary Sewer and services
• Force main and Pump Station to serve portions of the development and future
development by others
• Paved Roadway with Curb & Gutter and Sidewalks
• Open Space for both Active and Passive activities
• Landscaping
Table 1: Summary of Soils Found on Project Site
Soil Name
Map Unit Symbol
HSG
Chewacla
Ch
C
Creedmoor
CrB
C
Creedmoor
CrB2
C
Creedmoor
CrC
C
Creedmoor
CrC2
C
Gullied Land
Gu
D
Mayodan
MfB
B
Mayodan
MfC
B
Mayodan
MfD
B
Open Water
W
-
Wehadkee
Wn
B
White Store
WsE
D
2.3 Basis for Design
A hydrologic analysis of the contributing drainage was conducted to determine the peak
runoff rates for the 1 -, 2 -, 10 -, and 100 -year 24 -hour storm events for both the pre -
development and post - development conditions. The model was based on the City of
Durham Public Works "Reference Guide for Development," North Carolina Division of
Water Quality Stormwater Best Management Practices (BMPs) Manual, and standard
engineering practices.
The NRCS TR -55 Curve Number Method was used to perform the hydrologic study. The
computer modeling program Hydraf /ow Hydrographs forAutoCad 2015was used to
calculate the peak flow rates and route the mentioned storm events through the various
BMPs to be constructed with the development.
A flood study was required per the development plan for the existing stream on the
western portion of the site. Per the latest FIRM Panel Map #3720076900J, a Zone A
flood zone is shown for the particular stream of interest. Zone A is considered to a
special flood hazard area subject to inundation by the 1% annual chance flood;
however, no base flood elevations have been determined to verify the hazard location.
The 100.68 acre drainage basin was analyzed using the Rational Method for computing
peak flows for the 100 -year storm and TR -55 for time of concentrations. Cross sections
of the surveyed channel were input into HEC -RAS and modeled with the calculated 100-
Andrews Chapel SIA 3

year flood event. Base on the results, a new 100 -year flood hazard area has been
included with the site plan drawings. A detailed report of this study has been included
under separate cover for review by the City Floodplain Group.
2.4 Hvdrolooic Model Results and Conclusions
The tract was analyzed and studied at four analysis points where flow is concentrated
prior to exiting the site (see Drainage Area Maps — Appendix II).
The following results were computed:
ID Associated Pre -Dev
Subbasins
PreDev Onsite-1
PreDev Offsite -1
AP -1
Associated Post -Dev
Subbasins
PostDev -BM P -1
PostDev -BM P -2
PostDev -BM P -3
PostDev -BM P -4
PostDev Onsite- Bypass
PostDev Offsite
ID Associated Pre -Dev Associated Post -Dev
Subbasins Subbasins
PreDev Onsite-2 PostDev Onsite -2
AP -2
ID Associated Pre -Dev Associated Post -Dev
Subbasins Subbasins
PreDev Onsite-3 PostDev Onsite-3
AP -3 PostDev Onsite- Bypass
ID Associated Pre -Dev Associated Post -Dev
Subbasins Subbasins
PreDev Onsite-4 PostDev Onsite-4
AP -4 1PreDev Offsite -4 PostDev Onsite-4 - Byp
PostDev Offsite -4
Design Storm
Land Use Condition 1 -year, 24 -hr 2 -year, 24- 10 -year, 24 -hr
(CFS) hr (cfs) (cfs)
Pre - Development 83.42 119.81 251.37
Post - Development
55.93
94.08
237.88
Increase ( +) /Decrease ()
-33%
-21%
-5%
Desiqn Storm
1 -year, 24 -hr
2 -year, 24-
10 -year, 24 -hr
Land Use Condition
(CFS)
hr (cfs)
(cfs)
Pre - Development
2.86
4.29
9.60
Post - Development
0.50
0.70
1.43
Increase ( +) /Decrease ( -)
-82%
-84%
-85%
Desiqn Storm
1 -year, 24 -hr
2 -year, 24-
10 -year, 24 -hr
Land Use Condition
(CFS)
hr (cfs)
(cfs)
Pre - Development
5.96
8.63
18.32
Post - Development
1.69
13.60
66.21
Increase ( +) /Decrease ()
-72%
58%
261%
Design Storm
1 -year, 24 -hr
2 -year, 24-
10 -year, 24 -hr
Land Use Condition
(CFS)
hr (cfs)
(cfs)
Pre - Development
108.81
165.44
377.72
Post - Development
105.81
160.57
363.79
Increase ( +) /Decrease ()
-3%
-3%
-4%
Post - development discharge from the site for the 1 -yr, 2 -yr, and 10 -yr, 24 hour storms
was reduced at all analysis points with exception to the 2 -yr and 10 -yr, 24 -hour storms
at Analysis Point -3. For this reason, a downstream analysis was conducted for the
eastern portion of the site. The total drainage area as compared to the site drainage
area to the selected downstream point is approximately 10 %. Due to a reduction in
flow at other points on site, which share this common downstream drainage area, an
overall reduction in the 2 -yr and 10 -yr storms was calculated. A summary of
predevelopment and postdevelopment flows at the downstream point of analysis is
shown below. Refer to Appendix III for a drainage area exhibit and photos of the
analysis point.
Andrews Chapel SIA 4

ID Associated Pre -Dev Associated Post -Dev Land Use Condition 2-year, 24 -hr 10 -year, 24-
Subbasins Subbasins (cfs)
hr (cfs)
AP3 PreDev Onsite AP3 - PostDev Onsite
3.91
IAP4 PreDev Onsite AP3 - PostDev Onsite Bypass
ID/S PT PreDev AP4- PostDev Onsite Pre - Development 176.98
403.87
Offsite
D/S PT lAdditional D /S PT PreDev - AP4 - PostDev Onsite Bypass
Onsite
AP4 - PostDev Offsite
Post - Development
173.37
Additional Offsite to D/S Pt
393.51
Additional Onsite to D/S Pt
Increase ( +) /Decrease ( -) -2%
-3%
3.0 WATER OUALITY
3.1 Nutrient Load Overview
This project lies within the Neuse River Basin and is subject to the corresponding the
total nitrogen loading restrictions of 3.60 Ib /ac /yr (413.87 Ib /yr for this site). For
residential land use, if the post - development nitrogen loading rate is reduced to or less
than 6.0 Ib /ac /yr, the additional export above the 3.60 Ib /ac /yr level may be offset with
nutrient offsite mitigation credits from the N.C. Ecosystem Enhancement Program
( NCEEP). A threshold for post - development phosphorous loading is not established for
this basin. The site lies within the Upper Crabtree Creek subwatershed (8 -Digit HUC:
03020201, 12 -Digit HUC: 030202010801)
The results below summarize the nitrogen and phosphorous development loading from
the above - mentioned JFLSAT. See the attached spreadsheet in APPENDIX III for further
detail.
Condition
Pre - development
Post - development
Post - development (w /BMP)
Nitrogen Nitrogen Phosphorous Phosphorous
(lb /ac /yr) (lb) (lb /ac /yr) (lb)
0.97
111.51
5.27
605.86
3.91
449.51
0.18
20.69
1.63
187.39
0.54
62.08
As shown in the table above, the post - development (w /BMP) nitrogen export exceeds
the 3.60 Ib /ac /yr ceiling by 0.31 Ib /ac /yr or 35.64 Ibs /yr. Per State requirements, an
offset mitigation credit will need to be acquired for the excess export for a thirty-year
time period. Therefore, a total of 1069.16 Ibs of nutrient credits will be required for the
proposed design. The current NCEEP rate for credits within the site's watershed is
$19.93/lb. This brings the total cost for offsite mitigation to $21,308 for nutrient offset
fees. Refer to the Durham Nutrient Forms included in Appendix III.
3.2 BMP Desion Calculations
Stormwater BMPs designed for nutrient reduction were designed to meet the City of
Durham's Reference Guide forDeveiopmentand the NCDENR Stormwater BMP Manual.
Andrews Chapel SIA

Calculations for the 1 -inch runoff volume, drawdown, and surface area requirements are
included in Appendix II.
3.3 85% TSS
Per the City of Durham ordinances and State requirements, a minimum of 85% of Total
Suspended Solids (TSS) shall be removed from the proposed development by utilizing
stormwater water quality best management practices. The proposed impervious
surfaces are designed to be treated by a combination of reduction measure including
extended dry detention basins, 90% TSS removal wet ponds, and level -
spreaders /vegetated filter strips (LS -VFS).
The worksheet following this page summarizes the TSS removal for the proposed
development.
Andrews Chapel SIA

TSS REMOVAL CALCULATIONS
Project: Andrews Chapel
By: Brandon Thomas
Date: 6/22/15
Site Summary
Site Area: 114.96 acres
Impervious Area: 38.918 acres
Required 85% TSS Removal: 33.080 acres
BMP's / TSS Removal
BMP Type
% TSS
Impervious Area to
TSS Removed
Reduction
BMP
Wet Ponds
900/0
16.302 acres
14.672 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Wet Ponds
90%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
40%
0.000 acres
0.000 acres
Wet Ponds
85%
18.286 acres
15.543 acres
Level Spreader / Filter Strip
40%
2.743 acres
1.097 acres
Extended Dry Pond
50 %
3.829 acres
1.915 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Grass Swale
35 %
0.000 acres
0.000 acres
Restored Riparian Buffer
60%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
40%
0.000 acres
0.000 acres
Bioretention
85%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Sand Filter
85%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Total TSS Removed:
33.227 acres
OK - Meets Ordinance Requirements
*Portions of the western realignment of Andrews Chapel Road (1.2 acres) located outside of the
property boundary and being treated is included in the Wet Pond (85% TSS) Impervious Area

DURHAM
City of Durham Public Works — Stormwater Services
101 City Hall Plaza Durham, NC 27701
Phone: [phone] Fax: [phone]
1 8 6 9
CITY OF MEDICINE
Stormwater Services Site Plan and Preliminary Plat
Submittal Checklist
Date: 02/03/2015
Project Name: ANDREWS CHAPEL
Phase: N/A
Planning Case #: D14 - - - --
Design Professional's Signature and Seal
Previous Project Name /s: BRIER CREEK ASSEMBLAGE (REZONING)
PIN numbers: 0769- 04 -53- 9028, 0769- 04 -71- 0248, 0769- 04 -52- 9553, 0769- 04 -51- 2928, 0769- 04 -52- 3113,0769- 04- 51- 8233.DW
Easting and Northing for the center of the
property, in North Carolina State Plane
coordinates, NAD 83 Feet
Contact Person: BRANDON THOMAS
Company Name:
e -mail
EDENS LAND CORP
NORTHING 791543.63, EASTING 2066173.61
Phone Number: 919- 316 -1855
Fax Number: N/A
BRANDON.THOMAS @EDENSLAND.COM
For each review submittal, including re- submittals, the entire study and submittal checklist shall be submitted. Partial
study packages will NOT BE REVIEWED and will be returned with NO REVIEW PERFORMED.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
The following checklist outlines submittal requirements. Initial in the space provided to indicate the following submittal
requirements have been met and supporting documentation is attached.
Initials
BMT (Check One) UINSIDE ❑_ OUTSIDE Watershed Protection Overlay (WPO).
Indicate the WPO(s) where the project is located:
(Check all that apply) ❑ F /J -A ❑F /J -B ❑ E -A 0 E -B ❑ M /LR -A ❑ M /LR -B
If inside WPO, completion of WPO Standards is required.
BMT (Circle One) Jordan Basin Falls Basin Lower Neuse Basin
BMT A legible copy of the United States Geological Survey 7.5 Minute Quadrangle map is provided,
including map reference, with site boundary clearly shown and labeled. The map clearly shows
all streams.
21

Initials
BMT A legible copy of the published Durham County Soil Survey is provided, including map reference,
with the site boundary clearly shown and labeled. The map clearly shows all streams, soil types
and soil type boundaries.
BMT Tops of bank for the streams are shown on the plan. [Contact the North Carolina Department of
Environment and Natural Resources for stream identifications in the NRB. Stream
determinations in the CFRB shall be submitted per our Letter to Industry found on our web site at
New Stream Buffer Reauirements [First Revision to LTI 07 -03 -081 (25AuClust2011) ].
BMT All WPO, NRB and City riparian buffers, measured from the tops of the stream banks, are shown
on the plan.
BMT The 10 -foot no build setback, measured from all riparian buffers, is shown on the plan.
BMT Diffuse flow is achieved at all concentrated discharges into riparian buffers.
BMT (Check One) _ Yes _ No Floodplain located on site.
BMT A legible copy of the effective Federal Emergency Management Agency National Flood
Insurance Program Flood Insurance Rate Map is provided, including map number and map date
and site boundary clearly shown and labeled. [This map is required regardless of whether
floodplain is located on the site.] The effective and /or future FEMA 100 -year floodplain, with
base flood elevations (if applicable), are shown on the plan.
BMT All applicable notes, per the Standard Notes section of the RGD, have been added to the plan.
BMT Stormwater Impact Analysis (SIA) sealed and signed by a registered North Carolina Professional
Engineer (NCPE) is provided, including narrative report and drainage calculations.
Initials
BMT An introductory narrative describing pre- and post - development site conditions and site
improvement changes, is provided.
BMT Drainage area maps (one map for pre - development and one map for post - development) are
provided with the following items:
BMT Scale and north arrow (Note: Except in the instance of site -to- drainage area maps, the
scale of each drainage area map shall not exceed 1" = 30').
BMT Sub -basin area(s) delineated with area(s) in acres indicated.
BMT Analysis points clearly identified and labeled.
BMT Segmented TR -55 time of concentration flow paths showing and labeling each segment.
BMT Methodologies and procedures are fully described.
BMT A site plan or grading plan identifying pre- and post - development drainage patterns is provided.
BMT Pre- and post - development times of concentration, calculated by TR -55 segmented approach,
are provided.
BMT Calculations for the pre- and post - development peak discharge rates are provided for the 1 -, 2 -,
10 -, and 100 -year, 24 -hour storm using TR -55, TR -20, HEC -HMS, HEC -1 or Rational Method as
applicable.
BMT A Summary of Results is provided in the following format:
See Design Summaries and NCDENR BMP Manual (latest edition) for details and SCM design requirements
22

Site Analvsis Point #
Site Condition Storm Event (cfs)
1 -year (cfs) 2 -year (cfs) 10 -year (cfs) 100 -year (cfs)
Pre - Development
Post - Development
without Detention
Post - Development
with Detention
BMT Conclusions providing detailed findings are provided.
-year (cfs)
BMT Stormwater control measure(s) (SCM[s]) are provided (indicate number of each type of SCM):
OConstructed Wetland =Dry Pond [Z] Extended Detention Dry Pond
[Z]Wet Pond =Underground Detention
= Bioretention Area (1 -year peak discharge rate attenuation only)
QOpen Sand Filter (1 -year peak discharge rate attenuation only)
M Other LEVEL SPREADER & VEGETATED FILTER STRIP
ONot required (provide explanation):
BMT The SCM(s) indicated above control the following peak discharge rates:
01 -year M2 -year =10 -year 0100 -year =Other
BMT A downstream analysis is provided with findings, or is
0 Not required (provide explanation):
Initials
BMT The proposed project is 0 >_ 16% impervious (Falls and Jordan Basins) / 0 ? 24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal is provided for
this project, and 100% of the impervious area is treated by an SCM.
N/A The proposed project is 0 <16% impervious (Falls and Jordan Basins) / 0 <24%
impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal for all runoff from
non vegetated conveyances is provided for this project, and 100% of the impervious area is
treated by an SCM.
23

BMT SCMs for TSS removal are provided (indicate number of each type of SCM):
❑Bioretention Area ❑Bioretention Area with Internal Water Storage (IWS)
❑Constructed Wetland [Z]Wet Pond
=Open Sand Filter =Open Sand Filter with IWS
[—]Closed Sand Filter ❑Closed Sand Filter with IWS
=Rainwater Harvesting System =Green Roof System
Other (specify) LEVEL SPREAD & VEGETATED FILTER STRIP(4), Extended Dry Detention Basin (2)
❑Not required (provide explanation):
JBE Pre- and post - development nutrient calculations using the Jordan /Falls Lake Stormwater
Nutrient Load Accounting Tool found at : httD: / /Dortal.ncdenr.orci /web /iordanlake /imDlementation-
quidance- archive or httr): / /Dorta1.ncdenr.ora /web /wa /i)s /nDs /faIIslake
JBE SCMs for nutrient control are provided (indicate number of each type of SCM):
❑Bioretention Area ❑Bioretention Area with Internal Water Storage (IWS)
=Constructed Wetland =Open Sand Filter =Open Sand Filter with IWS
Closed Sand Filter =Closed Sand Filter with IWS =Green Roof System
=Level Spreader (LS) with 50 -foot Restored Riparian Buffer =Proprietary SCMs
_❑ LS with 30 -foot Engineered Filter Strip ❑Rainwater Harvesting System
Wet Pond Extended Detention Dry Pond ❑Vegetated Water Quality Swale
❑Other (specify)
❑Not required (provide explanation):
JBE After meeting the minimum on -site treatment requirements, additional treatment and /or offsite
credit purchases, if needed, is provided by:
❑Additional SCMs
=Nutrient Offset Payment to the North Carolina Ecosystem Enhancement Program
❑✓ Nutrient Offset Payment to an Approved Nutrient Bank
=Land Bank Credit Transfer
N/A The project site is located in an area subject to a state - approved Total Maximum Daily Load
(TMDL) for bacteria. (As of July 2012, only Northeast Creek has a TMDL for bacteria).
24

N/A SCMs rated as medium or high for bacterial removal are provided (indicate number of each type
of SCM):
OBioretention Area OBioretention Area with Internal Water Storage (IWS)
❑Constructed Wetland _❑Wet Pond
❑_Open Sand Filter =Open Sand Filter with IWS
❑Closed Sand Filter [--]Closed Sand Filter with IWS
❑Other (specify)
=Not required (provide explanation):
Initials
N/A 85% Total Suspended Solids (TSS) removal is required for this project, and 100% of the
impervious area will be treated by an SCM.
N/A SCM for TSS removal are provided (indicate number of each type of SCM):
❑Bioretention Area ❑Bioretention Area with Internal Water Storage (IWS)
❑Constructed Wetland =Wet Pond
=Open Sand Filter =Open Sand Filter with IWS
❑Closed Sand Filter =Closed Sand Filter with IWS
=Rainwater Harvesting System ❑ Green Roof System
=Other (specify)
❑Not required (provide explanation):
25

APPENDIX I: SITE INFORMATION

'! *' ., - , t
IMAGE SOURCE:
UNITED STATES DEPARTMENT OF AGRICULTURE SOIL • �1 A
CONSERVATION SERVICE
�.• SOIL SURVEY OF DURHAM COUNTY, NORTH CAROLINA ' ,1< C f
r MAP SHEET 33 C
far- - wsI:*
rB
I ' N. •� r�
MfB
Mfc, .
or
+rB
11 CrC.�
tv
Il
PROTECT .� t
LOCATION r_
44j
.Cry
Crc ,
J C�
-S CrB
ti7r' t�,• t ^� rl��- air.
r
f' - � ty �� r•V.
v
IT E D E N S SITE LOCATION: DRAWN BY: BMT
DURHAM COUNTY - SOILS MAP ANDREWS CHAPEL ROAD 435 CHECKBY: JBE
DURHAM, NORTH CAROLINA
LAND CORP DATE: SHEET:
ENGINEERING • DEVELOPMENT ANDREWS CHAPEL OCTOBER 21, 2014
2314 S. MIAMI BLVD - SUITE 151 - DURHAM, NC 27703 SOILS -1
WWW.EDENSLAND.COM - PH: (919) 316 -1855 SCALE. 1" =500

IMAGE SOURCE:
UNITED STATES DEPARTMENT OF AGRICULTURE SOIL
CONSERVATION SERVICE
SOIL SURVEY OF WAKE COUNTY, NORTH CAROLINA'_
MAP SHEET 18
ti
14
G �I Cr h i -�
CrC2' C ' a - _ ,
C. otj R
C I SITE LOCATION: DRAWN BY BMT
P 435 E D E N S WAKE COUNTY SOILS MA CHAPEL ROAD
CHECKBY: JBE
L L DURHAM, NORTH CAROLINA
LAND CORP DATE: SHEET:
ENGINEERING - DEVELOPMENT ANDREWS CHAPEL OCTOBER 21, 2014
2314 S. MIAMI BLVD - SUITE 151 - DURHAM, NC 27703 SOILS-2
WWW.EDENSLAND.COM • PH: [phone] SCALE:
1" =500'

IMAGE SOURCE:
UNITED STATES DEPARTMENT OF THE INTERIOR
U.S. GEOLOGICAL SURVEY
SOUTHEAST DURHAM, NC
7.5- MINUTE SERIES - 2013
PQ �a
1
450
Aw
PROJECT
LOCATION
0
If
SITE LOCATION:
DRAWN BY: BMT
I
E
D
E
N
S
USGS TOPO MAP
AN REW CH CHAPEL
ANDREWS CHAPEL ROAD
CHECK BY: JBE
L
`/►
LAND CORP
L' D O' P
HAM, NORTH CAROLINA
` " ' `
ENGINEERING • DEVELOPMENT
ANDREWS CHAPEL
DATE:
OCTOBER 21, 2014
SHEET:
I f
I
2314 S. MIAMI BLVD - SUITE 151 - DURHAM, NC 27703
SG S
WWW.EDENSLAND.COM - PH: (919) 316 -1855
SCALE: 1" =500'

PANEL 0769J 1 t 1
1 169
4Sr
FIRM1..
FLOOD INSURANCE RATE MAP
nm NORTH CAROLINA
® �cP
PANEL 0769
(SEE LOCATOR DIAGRAM OR MAP INDES FOR FlRM '' l "• ���
a+EL uroun r
CONTAINS:
COMMUNITY CID No PANEL SUFFM .r
159
EFFECTIVE DATE MAP NUMBER -
MAY 1, 2006 37200769001 423 __—ZO
fly State of North Carolina
Federal Emergency Management Agency -,
a
1 152
d -'ar ; �Basan 18 Stream 16 421
t,.
Dam
tl17
414
r�, 411
(146
a.
-r
ZONE AEA
PROJECT J 139 �`
t
LOCATION 4 y
391,
im132" r391
—�
-. of Raleigh \ –ZONE AE
370243
3,9,
124 384 385 Ex, tr,
ZONE X ZONE .X
rs1� z -, IFUr�xEl •'382 -..__.
I E D E N S
F E MA MAP
SITE LOCATION:
435
DRAWN BY: BMT
ANDREWS CHAPEL ROAD
CHECK BY: JBE
L
LAND CORP C 0 R P
URHAM, NORTH CAROLINA
ENGINEERING • DEVELOPMENT
ANDREWS CHAPEL
DATE:
OCTOBER 21, 2014
SHEET:
2314 S. MIAMI BLVD - SUITE 151' DURHAM, NC 27703
FE MA
WWW.EDENSLAND.COM - PH: (919) 316 -1855
SCALE: 1" =500

A&A
RCDENR
North Carolina Department' of Environment and 'NaturalResources
!,Pat McCrory
Governor
JU'Y'9lr2014
S&EC
Steven Ball,
84,12 Fallsofthe,Neuse Suite 1,04
Raleigh,.NG'27615•
John E., Skvarla, I I I
Secretary
Suiiject. Buffer Determination
NBRR0#14-249
Durham, County
Determination'Type:
Buffer Call Isolated or EIP Call
'E Neuse (1-6A INICAC 26,.0233)
I❑ Tar-Parnlico, (1;5A NCAC,2R W0259) ❑. Epherner6l/IntermiftenVIRerennial Determination,
M,lsolated Wetland Determination
❑ jordan'(15A NCAC 2B 0267)
Pro-ject'Name' Andrews Chapel Sites
Locatiori/bifections-, Property- i��lbcdted at, 735 Andrews Chapel Rd: Durfiarft,,NC.,
Subject Stream: UTto Little Or* Cfeek,,
Determ'ination Date: Ju!y. 1, 2014 Staff. James' Graham
Feature%Flag Not Subject EA/P* Sta rt@)' stop*! Soil . IUSGS
Subject' To Sfifvey T6po
To Buffers
Buffers
A
X P
-X X
A
X
E
X
C
X
E
X
D
X
E
X I
E
X I Starribuffer flag
X
X
E
X
G
X
E
H
X P
X-
11
X-
I -E
X
'i
X
E
K
X
E
flZilr
North Carolina, Division, of
Water Resources, 1628iMwl Service,Centei� Raieigh,NC,27699-1628 Phon&[phone]
Internet ww--w-nc'waterdualitv om'
Locaiion ;3800 Biirr6tt Drive Raleigh, NC 276-09 Fax (919) 788 =71'59 - '
An. Equal Opportunity/Affirmative Acbon,Employer 250% Recycled/1 0% Post Consumer, Paper

Andrews Chapel
Durham � County
July `9,'2014
Page ,2 of 2
Feature/Flag, Not Subject, E/I/P* Start@ Stop@ Soil USES,
Subject To, Survey' 'Topo
To Buffers;
Buffers,
Pond A _ X_- X I X
Pond D X X
*E/I/P - EphemeraVInfermittent /Perennial;
Explanation,- The feature(s) listed above has,or have been located'on,the Soil' Survey, of Wake!County, North
Carolina or the,most recent copy'of'the USGS Topographic map at:a 1:24,000 scale. Each feature that is checked
"Not'Subject -has been determined' not'to bez stream or, is °not present on the property. Teatures�that are:checked
"Subject'.' have been located on the °property and possess characteristics that qualify it,to be a stream. There. maybe,
other'stre'amsJocate&on your property that domot show up -on thermaps�referenced above but, still may be
considered jurisdictional' according to the US Army Corps of Engineers and/or to the'Division;of Water'Resourcess
(DWR).
This on -site determination shall expire five,(5) years from the date of this, letter. ''Landowners or{ affectedparties,that,
disputefa,deterinination - made by the DWR or Delegated Local Authoritymay °request a determination by the
Director -An appeal''request must'.be made, within, sixty (60) days of'date of this letter or from the date the affected'
party-(including downstream and %or,adjacent owners)'is notified of this letter. A request -for a determination by the.
Director, shall be;referred to the Director in writing 'c /o Karen Higgins; DWR WeBSCaPe,Unit;,1650 Mail Service
Center, Raleigh, ,NC. 27699.
This determination'is final and binding ;unless,:as,detailed'above, you,ask,for`a hearing,or appeal withiwsixty•(60_)•
days.
The owner /future =owners °should notify thei Division of Water Resources (including any other Local, State,,and
Fed'eral,Agencies) of this decision - concerning any future correspondences regarding the subject property (stated
Above). This project.mayrequire a Section 404/401 Permit °forlhe proposed,activity., Any inquiries should be
directed,to the Division of Water, Resources,(Central Office) at. (919) - 807 - 6300; and the US ArmyCorp of Engineers'
(Raleigh Regulatory Field Office) at;(919_) -554- 4884.
;lf you have questions regardin&this determination; please feel free to contact fames,Grahani av(919) 791=4256.,
R . pect
Danny Smith, Supervisor
Waier,Quality' Section
Raleigh Regional Office
cc: RRO /SWP File Copy

ML
E
Crc 's
Project Area (Approximate)
GrC
J Lyon
S t CrB
'4Af0 f 3'
^ � fi
Ch
A Or
CIC
H e0
C D F
4
z-
-
A, n1•
4 Cfe2
X - 1
r .
a•
i
Project No. Dlrhamh Wake 0 1,000 2,000 4,000
12164.W1 County Soil Surveys
Andrews Chapel Rd. Site Feet
Project Mgr.: Durham & Wake
Counties, NC Soill & Environmental Consultants, PA
Scale: 1971 Durham Co. Printed Soil 11010 Raven Ridge Rd.• Raleigh, NC 27614
1" = 1,000' Survey a Sheet 33 & 1970 (919) 846 -5900 • (919) 846 -9467
y p Web Page: wwvo.SandEC.com
2013 -09 -25 Wake Co. Printed Soil Survey
Map Sheet 18

R
a
Legend
Pond
Jurisdictional Wetland
Evaluated Area
o Important Perennial
0000 Unimportant Intermittent
Marginal Stream.
` l,j
FAIR
it
lit t� '%
Project No.
s �s
Project Mgr.:
5E3
Scale:
1 " = 200'
2124114
305 tt 300
543 tt 500
r,
Detailed Delineation of Waters of the US
Suitable for Preliminary Planning Only
S &EC reserves the right to modify this map based on more fieldwork,
1'. n and any other additional information. Approximations were mapped using
topographic maps, air photos and ground truthing. If the site is going
to be disturbed, S &EC's detailed delineation should be approved and
permitted by the U.S. Army Corps of Engineers as required. If the user of
this work desires an accurate map of the regulated features flagged by
S &EC, they should retain a NC Registered Professional Land Surveyor to
flagging.
locate S &ECs fla m
�. g.
't..� it
4
Pond has a wetland connection
r below dam (at pipe). Will likely i
116 i r be jurisdictional
133 tt SB02 (CH)
100 -103 tt CH
104 tt SB02
184 tt Start Ch
514
Wetland Sketch Map
Andrews Chapel Rd. Site
Durham � Wake Counties, NC
2010 Aerial from NCOneMap GIS
2 -Foot Contours from NCDOT GIS
150 tt 105
153
171
160
-1
V
S01 Start
W
Potentially non jurisdicitonal pond
S
�Y A.
_ rjr 7
i X
X �
-f
a
0 200 400 800 11200 11600
Feet
Soil & Environmental Consultants-, PA
11010 Raven Ridge Rd.• Raleigh, NC 27614
(91 9) 846 -5900 • (91 9) 846 -9467
Web Race: wvvw. andE .com

APPENDIX II: HYDROLOGIC ANALYSIS

LEGEND
/> SHEET FLOW
� SHALLOW q boo• ,zon•
CONCENTRATED FLOW
'V'� CHANNEL /POND FLOW In
0100, — \
01 N
loi
>
0000100-*
— �� \ %d/ ��• — - �' j (\ a - -- – ( < AP #a �/� / III 0
PreDev Offsite / I % � / �/ l ' I �\ll / I�t 11 a u
AP #1 259.12 ACRES
PreDev Offsite 1
6.. _ TC = 44.0 MIN.
17.45 ACRES o_
\ l I / / / / / / �/ / / � �/ / , � // / r / �/ °° / \ l I III I I I \ e5�� ' , % j i - _ \_ \� \ \ _ / - i ' i �%l 1 l 1 l` 1 ` \ \ // % • / I I / I /��/ - � �/ / // / � / j I I / ) / Z TC = 22.2 MIN. *SEE D/S ANALYSIS "C EXHIBIT FOR 0.
COMPLETE ~
a a M ^ a _ , / DRAINAGE AREA
DELINEATION °a z v z
/ / / i ♦l J V ie
/ � � / / / / / /� / I . I�I �. I �'� :/ -. \ / 1 \ \ ✓ / I 1 \\ \\ \ it I �� / t I I I , 0 3
111 e a
�/ 1 \� / III \ \\ VA. A II ) I�''/ .� 1'I W o�X
Q
Mfe /°'� ���\ v \' /� �, ��\1 \ \ \\ �V A}VA \\ \ l l i / ill 1f (� --r( e
/ — / /�� `'�•� (B) la tlCOrpand 1tobereproduced
I/ I { Thsdrawing'stheproperty of [dens
// / / p��,', / a / / r,� I/ / I/ ',// \ ♦ / / / \ \ 1 `I �\ \ \ ` / ) / % 1 l / / ar coPPressewhole or PPm Banat
/ //� � , // / �/ yi ��d�l 1, l Wl i /� \ \ �\ / l l / \ \ \ `A \ 1 1 / �% I Ed ens Land COrdr r f
NC LICENSE #C -2745
�s,
a �/ l / J J// ( I ll 1)1 I /�.\ 11111 ► I / /// l/�
l�r�i/
/ ! l ;; l
—_��; � -•,., , , //� I � r�I 1 � ,� �
/ � I / / / II /� / III \ ��` / r / . \ \ , ` / I I ` \� ✓ / l / / "`, I !�l I / I NOT FORECONtSTRUCTION
Z - N
J�,isdictonal�l / r1 �/ / // 1 \ \ J% 002
iI; / )L \� I / / ^ - / l / /
Farm K;nd
l I I I U Z
TO REMAIN W LJ o �(2.01 ac.) AP #1 w
=
-- _�- -,1. PreDev Onsite 1 / I \� / / / / 1' J _ _ a "o
79.28 ACRES �/' / f�l I IIII� ��(IJ/ \ \ \� —�/ / / / %� Jzoa
TC = 18.4 MIN.
LLJ
�� \ l Za3
Cr3
wslal (C) Crc
/ \ / / FEBRUARY 4, 2015
ZY
PreDevOnsite _j
Ell
22.93 ACRES -\ kJ l \ / - - _ s / / i 1 BMT BMT I JBE
(r �'/// I I / /� / / �I \ I"M \�—�/ \ TC = 21.2 MIN. 1058.001R
� I i i �ii� a ■(i ■�■ k �\ ) '� � / I �/M / I \ . � e�EE, ��MaER IN M \I %` ; ■JMIN t� �■ ■ PRE -AP -1

r ■ ■�;N� ■S■ � ■ ■ \ ■��■ � ■I�i ■ ■■ �ii■y ■ ■ ■� � ■■� ■ ■■ ■�.���`� ■ ■ ■� ■ ■� ■ %.�■ ■iir� � � ■ice, ■�
If
AP #4
NCI ,�PreDev Onsite p 22.93 ACRES r I I I o C�6 !7k-
/ \ ,lX��\ �� \� \V. NI �l TC = 21.2 MIN.
r��
l � /, I � / � �� / , � �• x..��i! ,try/ / � \ \�� j dJ '��/ I ���� / j// �` // � / �� �,jr� � ���� r
l 71
fl
t iI Lu
Lu
n 6
PreDev Onsite 1 r--'� f ). �f� J �c I 1 � ;. \ �8�. S 1 1 / AP #4 a
1 ( / \_�` `� / PreDev Offsite r Z M z
79.28 ACRES J cV ae,:, I Lu
_ I Il` TC — 18.4 MIN` �' �� I I `I fi �� i I TC9 =144.0 MIN. �' a
4I NJ / Mj l /l I yl" I r— !/ // W V
l f I SEE D/S ANALYSIS o
\C) \ ��\ J / I l r ' / / f �} / //
COMPLETE
OR F! 8 x
41 ICI I 4' N I �` I
DELINEATION
115 ATION AREA d a e o
1. I 1 I I 1 i 1 d-1,istheprppertyIfEd-
+ land COrp Intl snot to bereprod,md
x I I y ��., I ,, I / arc_p — dhdeornplrcwthnf
/ -' the expressed wr tten perm ss an of
eae�: wea cpm.
y
NC LICENSE# C -2745
I 1 "I lI � if \ \ \ \ ,�xys JJ - I \� \ \ �irl \ / PRELIMINARY
' (j�yJ NOT FOR CONSTRUMON
(c) AP #3
PreDev Onsite
7.64 ACRES `- \ �/i f , I 9 �/ 02
���Il, I, j ' %'s��• / / / TC = 22.2 MIN. \ I �p
IIII / F AP #2 �/ \ _ y,, ` AP #4 ') I \ 1 I �.1..I >
/ ( I 42 �� AP #3 / / \ w a
CrC2 478 ACRES A / �1 \� �_� �/ / / \� �� II I �/ Q
�(Ji i� / �Ci� I
TC 23.8 MIN. I ��: (7kH11A1� ` � /�� I_l� \ II�III�� Jc�"z
Cill AP #1 <<"rC Ali ,�, � r }��� / l � �'' / \ r � w ir
m w LLJ
\ //\ </
AP #2 Z 3
' LEGEND w
SHEET FLOW
J/ A 1 00'
�/,�1� SHALLOW
CONCENTRATED FLOW FEBRUARY 4, 2015
CHANNEL /POND FLOW
BMT BMT o I ]BE
Rn eFe
1058 001
PRE-AP-2

LEGEND
1 � — —_. SHEET FLOW
100' 200'
CONCENTRATED FLOW
�
✓/� � II' l ���� ��.-- I i / � � `— � 1 / CHANNEL -;
FLOW /POND /PIPE FLOW
z
WIN(
AP #1 OFFSITE BYPASS // / / \�� \�A\1 \ \ \\✓ %i/ � %IJIIIIIIIII II))lJllll��— 111111 o
17.45 ACRES I I Q
/ / -�/ J �/ 111 111 l I l l n 1
TC = 22.20 MIN. -� i % \ �
'\ =� \ ` -` \` \ \\ / I / I _.. i / / / � / •- // e /1 � /J /J Ill 1 II 1 11 1 I W 3
11 I\ / %mil / /�i� f ✓� �� /ij/ J III r /�1 1 IJII Q o
/III III cog M
3
I
Ff rl
/III \ \� \ \ \\ I IIII► % !I�I�!III,III c Za
N/x/
/ a a e o
T wsholePY hd
-d- p- -tt. b —oo-
ut
d
or ope n Panwt
th
eaes_d �rmePerm :: on or
AP #1 BYPASS
�/ I 23.74 ACRES
./ / // / / // Q 1 / • 1 NC LICENSE# C -2745
.0 - J//
TC = 5 MIN.
AP #4 OFFSITE BYPASS PRELIMINARY
II I \'... I /i /�\\ \ \\ / 11 �r \\ \\ \✓ II / 1 / I V `/ NOT FOR CONSTRUCTION
259.12 ACRES
/. // i I /' 1 \ \ \ \\ 1 I y / J 1 l— \ �� ✓/ TC = 44.0 MIN. _ �J,' l I �✓ l / H o
AP #1 TOBMP -4 � \/ / aZ'
I / � � III �ir� � x c m LLJ
18.75 ACRES N I 1���IIt`��i�l II / // 1 \ - " �; �; ill LZ
(/ TC= S.OMIN. z or M
I IIII 1,11111 \y / 1 / Uo
uo
W W
z a
0oW E
o
'o
—_
W N I = o Z z
oa
t, o
,—
I
AP #1 TO BMP -2 / Ill 1 ( I \ AP #4 BYPASS /\ I / % / / 1"=200'
7.92 ACRES ;yx I ' u 9.91 ACRES 1 / y JUNE 22, 2015
11, TC= 5.0MIN.
TC = 5 MIN. �- I ( � � I nES�n uaa¢ sn€rvs
i f .i — I i ONSITE TO BMP•6 -/ /�l / / //1 II Illl I I I I' I l I
:' I , , , • ' BMT BMT J BE
i
1656 -001
jai ,:`1�'111111111 \ \��\\�.�. P
b. .�
t K I - .--� .� . �II!'RY, :�■ ■ ■ POST -AP -1

10

Watershed Model Schematic
,-I,�P #1 PREDEV- OFFS�p #1 PREDEV - ONSITE
3 AP #1 PREDEV TOTAL
#1- BMP -1- POSTDEV
5 - ROUTE -BMP1
7 - ROUTE -BMP2
Legend
�V
Hy-d.
Origin
Description
1
SCS Runoff
AP #1 PREDEV - OFFSITE
2
SCS Runoff
AP #1 PREDEV - ONSITE
3
Combine
AP #1 PREDEV TOTAL
4
SCS Runoff
AP #1- BMP -1- POSTDEV
5
Reservoir
ROUTE -BMP1
6
SCS Runoff
AP #1- BMP -2- POSTDEV
7
Reservoir
ROUTE -BMP2
8
SCS Runoff
AP #1- BMP -3- POSTDEV
9
Reservoir
ROUTE -BMP -3
10
SCS Runoff
AP #1- BMP -4- POSTDEV
11
Reservoir
ROUTE -BMP -4
12
Combine
AP #1 TOTAL TREATED
13
SCS Runoff
AP #1 POSTDEV - ONSITE -BYP
14
SCS Runoff
AP #1 POSTDEV - OFFSITE
15
Combine
AP #1 POSTDEV -TOTAL
1
Hydraflow Hydrographs Extension for AUtoCAD(D Civil 3D® 2015 by Autodesk, Inc. v10.4
,6,..kP #1- BMP- 2- POSTDEV
e-8�P #1- BMP -3- POSTDEV
-4L—AP #1- BMP- 4- POSTDEV
9 - ROUTE -BMP -3
)UTE -BMP -4
P #1 POSTDEV - ONSITE -BYP
12 - AP #1 TOTAL TREATED
15 - AP #1 POSTDEV -TOTAL
P #1 POSTDEV - OFFSITE
Project: AP #1.gpw I Sunday, 06 / 21 / 2015

2
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #1 PREDEV - OFFSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.240
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 6.00
0.00
0.00
Travel Time (min)
= 13.23 +
0.00 +
0.00 =
13.23
Shallow Concentrated Flow
Flow length (ft)
= 709.00
0.00
0.00
Watercourse slope ( %)
= 3.10
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=2.84
0.00
0.00
Travel Time (min)
= 4.16 +
0.00 +
0.00 =
4.16
Channel Flow
X sectional flow area (sqft)
= 29.10
0.00
0.00
Wetted perimeter (ft)
= 14.70
0.00
0.00
Channel slope ( %)
= 2.00
0.00
0.00
Manning's n -value
= 0.025
0.015
0.015
Velocity (ft/s)
=13.32
0.00
0.00
Flow length (ft)
Q0 })3810.0
0.0
0.0
Travel Time (min)
= 4.77 +
0.00 +
0.00 =
4.77
Total Travel Time, Tc ...............................................
...............................
22.20 min

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #1 PREDEV - ONSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 3.16
0.00
0.00
Travel Time (min)
= 11.36 +
0.00 +
0.00 =
11.36
Shallow Concentrated Flow
Flow length (ft)
= 467.00
0.00
0.00
Watercourse slope ( %)
= 6.30
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=4.05
0.00
0.00
Travel Time (min)
= 1.92 +
0.00 +
0.00 =
1.92
Channel Flow
X sectional flow area (sqft)
= 29.10
0.00
0.00
Wetted perimeter (ft)
= 14.70
0.00
0.00
Channel slope ( %)
= 1.60
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=9.93
0.00
0.00
Flow length (ft)
Q0 })3061.0
0.0
0.0
Travel Time (min)
= 5.14 +
0.00 +
0.00 =
5.14
Total Travel Time, Tc ...............................................
...............................
18.40 min

21
TR55 Tc Worksheet
I IYUi Ilvvv I IyuI vUi Via -L- 101VII - ­vvr ­11 - - Iv vy -vu-, 111- v Iv.-r
Hyd. No. 14
AP #1 POSTDEV - OFFSITE
Descriation
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.240
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 6.00
0.00
0.00
Travel Time (min)
= 13.23 +
0.00 +
0.00 =
13.23
Shallow Concentrated Flow
Flow length (ft)
= 709.00
0.00
0.00
Watercourse slope ( %)
= 3.10
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft /s)
=2.84
0.00
0.00
Travel Time (min)
= 4.16 +
0.00 +
0.00 =
4.16
Channel Flow
X sectional flow area (sqft)
= 29.10
0.00
0.00
Wetted perimeter (ft)
= 14.70
0.00
0.00
Channel slope ( %)
= 2.00
0.00
0.00
Manning's n -value
= 0.025
0.015
0.015
Velocity (ft /s)
=13.32
0.00
0.00
Flow length (ft)
( {0 })3810.0
0.0
0.0
Travel Time (min)
= 4.77 +
0.00 +
0.00 =
4.77
Total Travel Time, Tc ...............................................
...............................
22.20 min

Worksheet 1: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 02/03/15
Location: Durham, North Carolina Checked: BMT Date: 02/03/15
Circle one: (Present) Developed Watershed: Existing Offsite AP #1
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value
Area
Product
and
of
Hydrologic
(cover type, treatment, and
LO
CN x Area
Group
hydrologic condition;
N
m
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
(appendix A)
area ratio)
..
B
Residential District Lot Size > 2 acres
65
5.08
329.98
C
Residential District Lot Size > 2 acres
77
11.84
911.34
D
Residential District Lot Size > 2 acres
82
0.00
0.00
-
Open Water
100
0.54
53.95
Use only one
CN value source per line.
Totals =
17.45
1295.27
0.02727
sq m i )
total product
1295.27
CN (weighted) = _
74
total area
17.45
J: IProjects11058- OO11DesignlStormwater12015 -01 -30 Site Plan Sub ZCalcslSpreadsheetslCNvals AP1_PREDEV

Worksheet 2: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 10/19/14
Location: Durham, North Carolina Checked: JBE Date: 10/21/14
Circle one: Present Developed Watershed: Existing Onsite AP #1
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value
Area
Product
and
of
Hydrologic
(cover type, treatment, and
L
CN x Area
Group
hydrologic condition;
N
Acres
percent impervious;
a�
Sq. Ft.
unconnected /connected impervious
f—
%
(appendix A)
area ratio)
..
--
Open Water
100
3.11
310.86
--
Impervious Surfaces
98
0.63
61.43
B
Woods - Good Cover
55
2.20
120.95
C
Woods - Good Cover
70
38.74
2711.93
D
Woods - Good Cover
77
10.54
811.74
B
Open Space - Good Condition
61
10.32
629.57
C
Open Space - Good Condition
74
12.40
917.43
D
Open Space - Good Condition
80
1.34
107.18
Use only one
CN value source per line.
Totals =
79.28
5671.08
012387
sq mi)
total product
5671.08
CN (weighted) = =
72
total area
79.28
J: IProjects11058- 0011DesignlStormwater12015 -01 -30 Site Plan Sub ZCalcslSpreadsheetslMvals AP1_PREDEV

Worksheet 1: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
05/14/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present ( Develooed Watershed:
PostDev to
BMP -1
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
N
N
Acres
percent impervious;
L
L
Sq. Ft.
unconnected /connected impervious
LM
a,
%
(appendix A)
area ratio)
LL
LL
--
Impervious - Roadway
98
I
0.32
30.92
--
Impervious - Driveway
98
I
0.16
15.92
--
Impervious - Roof
98
I
0.42
40.75
--
Impervious - Sidewalk /Patio
98
I
0.11
11.01
--
Impervious - Parking Lot
98
I
0.02
2.25
--
Impervious - Amenities
98
I
0.00
0.00
C
Open Space - Lawn - Good Condition
74
I
0.72
52.96
D
Open Space - Lawn - Good Condition
80
I
0.68
54.44
Use only one CN value source per line.
2.43
208.25
Totals = I
(
0.00379
sq mi)
total product
208.25
CN (weighted)
= _
Use CN =
86
total area
2.43

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
05/28/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present ( Develooed Watershed:
AP #1 BMP -2 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
N
N
Acres
percent impervious;
L
L
Sq. Ft.
unconnected /connected impervious
LM
a,
%
(appendix A)
area ratio)
LL
LL
--
Impervious - Roadway
98
I
2.53
247.99
--
Impervious - Driveway
98
I
0.16
15.92
--
Impervious - Roof
98
I
0.64
62.29
--
Impervious - Sidewalk /Patio
98
I
0.52
50.80
--
Impervious - Parking Lot
98
I
0.04
3.96
--
Impervious - Amenities
98
I
0.00
0.00
C
Open Space - Lawn - Good Condition
74
I
2.60
192.37
D
Open Space - Lawn - Good Condition
80
I
1.43
114.58
Use only one CN value source per line.
7.92
687.92
Totals = I
(
0.01237
sq mi)
total product
687.92
CN (weighted)
= =
Use CN =
87
total area
7.92

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
05/26/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present QDeveloped Watershed:
AP #1 BMP -3 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
N
N
N
Acres
percent impervious;
L
L
Sq. Ft.
unconnected /connected impervious
a,
�,
%
(appendix A)
area ratio)
ii
ii
--
Impervious - Roadway
98
5.65
553.46
--
Impervious - Driveway
98
1.38
134.99
--
Impervious - Roof
98
5.85
573.63
--
Impervious - Sidewalk /Patio
98
1.83
179.11
--
Impervious - Parking Lot
98
0.65
63.94
--
Impervious - Amenities
98
0.22
21.89
B
Open Space - Lawn - Good Condition
61
0.35
21.57
C
Open Space - Lawn - Good Condition
74
11.86
877.88
D
Open Space - Lawn - Good Condition
80
1.36
108.51
Use only one CN value source per line. Totals = I 29.16 2534.98
( 0.04555 sq mi)
CN (weighted) = total product _ 2534.98 Use CN - 87
total area 29.16

Worksheet 2: Runoff curve number and runoff
Project: Andrews Chapel
Location: Durham, NC
Circle one: Present ( Develooed
1.) Runoff curve number (CN)
1. Use only one CN value source per line.
CN (weighted) = total product
total area
By: BMT Date: 05/28/15
Checked: BMT Date: 06/21/15
Watershed: AP #1 BMP -4 POSTDEV
CN
Cover Description
Hydrologic
Area Product
of
Soil
(cover type, treatment, and
Group
hydrologic condition;
percent impervious;
CN x Area
unconnected /connected impervious
T
area ratio)
--
Impervious - Roadway
--
Impervious - Driveway
--
Impervious - Roof
--
Impervious - Sidewalk /Patio
--
Impervious - Parking Lot
--
Impervious - Amenities
B
Open Space - Lawn - Good Condition
C
Open Space - Lawn - Good Condition
1. Use only one CN value source per line.
CN (weighted) = total product
total area
By: BMT Date: 05/28/15
Checked: BMT Date: 06/21/15
Watershed: AP #1 BMP -4 POSTDEV
CN
Value'
Area Product
of
CN x Area
N
T
I*
Acres
mL
Sq. Ft.
L
3
LM
M
LM
%
LL
LL
98
I 2.04 199.82
98
I 1.01 98.90
98
I 3.26 319.38
98
I 0.76 74.51
98
I 0.00 0.00
98
I 0.02 2.40
61
I 3.752 228.85
74
I 7.91 585.17
Totals = I 18.75 1509.02
( 0.02930 sq mi)
1509.02
Use CN = 80
18.75

Worksheet 2: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 06/21/15
Location: Durham North Carolina Checked: BMT Date: 06/21/15
Circle one: (Present) Developed Watershed: PostDev Onsite Bypass AP #1
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value
Area
Product
and
of
Hydrologic
(cover type, treatment, and
L
CN x Area
Group
hydrologic condition;
N
Acres
O
percent impervious;
a�
Sq. Ft.
unconnected /connected impervious
f—
%
(appendix A)
area ratio)
..
--
Open Water
100
3.11
311.00
--
Impervious Surfaces
98
0.26
25.36
B
Woods - Good Cover
55
2.07
113.77
C
Woods - Good Cover
70
5.14
360.15
D
Woods - Good Cover
77
3.03
233.37
B
Open Space - Good Condition
61
3.32
202.32
C
Open Space - Good Condition
74
5.29
391.36
D
Open Space - Good Condition
80
1.52
121.89
Use only one
CN value source per line.
Totals =
23.74
1759.23
0.03710
sq mi)
total product
1759.23
CN (weighted) = =
74
total area
23.74
J: IProjects11058- 0011DesignlStormwater12015 -06 -22 Site Plan Sub 31CalcslSpreadsheetslMvals AP1_POSTBYP.xls

Runoff Volume Worksheet OBEEQENS
LAI, r, CORP
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Cha el
Checked By: Brandon Thomas Date: 6/21/2015 DraingeAreaID:1 AP#1DryPondBMP#1
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V = 3630 x RD x Rv x A
V = Water Quality Volume
RD= Design Storm Rainfall Depth = 1.0 1 in
Rv= Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA = 1.03 AC / 2.43 AC = 0.4235
Rv = 0.05 + 0.9 x 0.4235 = 0.4311
V = 3630 x l x 0.4311 x 2.43 = 3,803 CF
Stage- Storage Above Normal Pool
Stage Elevation Storage
(ft) (ft MSL) (ft')
0.0 382.0 0
1.0 383.0 4,355
2.0 384.0 9,571
3.0 385.0 15,703
4.0 386.0 22,810
First Inch Runoff volume 31803 W
(Computed Above)
Compute Corresponding Stage above Stage 0.75 ft
Normal Pool for First Inch Runoff
Volume by using the calculated Elevation 382.75 ft MSL
regression equation
4.5
4.0
s
3.5
0
y = -2E -091' + 0.0001x +0.0172
a 3.0
I R2 = 0.9998 I -
E 2.5
Z
2.0
0
a
Q 1.5
m
in 1.0
0.5
0.0 •C'*
0
5,000 10,000 15,000 20,000
Storage Above Normal Pool (ft')
25,000

Drawdown Calculation Worksheet U EDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 DraingeArealD:J AP #1 Dry Pond BMP #1
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T — cd xax a- x (2 A,, + 3 Al) x Hi121
Cd = 0.60
orifice coefficient
a = 0.0031
orifice area (ft) when using a 0.75 in. orifice
g = 32.2
acceleration of gravity (ft/secZ)
AO =
3946
area of pond at the orifice outlet elevation (ftZ)
Al =
4565
area of pond at the beginning of drawdown (ft)
Hl = 0.75
maximum head (ft)
T = 243,433
seconds = 2.82 days
Okay, drawdown between 2 -5 days.

Pond Report $
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 1 - BMP 1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 382.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft) Incr. Storage (cuft)
Total storage (cuft)
0.00
382.00
3,946
0
0
1.00
383.00
4,778
4,355
4,355
2.00
384.00
5,667
5,216
9,571
3.00
385.00
6,612
6,133
15,703
4.00
386.00
7,614
7,106
22,810
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
0.75 10.00 Inactive
Crest Len (ft)
= 12.57 30.00
0.00
0.00
Span (in)
= 18.00
0.75 10.00 0.00
Crest El. (ft)
= 384.00 385.00
0.00
0.00
No. Barrels
= 1
1 1 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 382.00
382.00 382.75 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 30.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.50
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
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
Clv A Clv B Clv 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
0 382.00
0.00 0.00 0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.000
1.00
4,355 383.00
0.25 is 0.01 is 0.24 is
- -- 0.00
0.00 - --
- --
- -- - --
0.249
2.00
9,571 384.00
2.44 is 0.02 is 2.40 is
- -- 0.00
0.00 - --
- --
- -- - --
2.414
3.00
15,703 385.00
12.68 is 0.00 is 0.44 is
- -- 12.24s
0.00 - --
- --
- -- - --
12.68
4.00
22,810 386.00
15.32 is 0.00 is 0.21 is
- -- 15.07s
78.00 - --
- --
- -- - --
93.28

Pond No. 1 - BMP 1
— 5.00
— 4.00
12.57 ft Riser
WeirA - Elev. 384.00
— 3.00
— 2.00
iu.uu in orifce
CulvC - Inv. 382.75 \
— 1.00
0.75 in orifice
CulvB - Inv. 382.00
Stage (ft)
Project: AP #1.gpw
Top of pond —\
Elev. 386.00
Section
NTS
Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@ 2015 by Autodesk, Inc. v10.4
Broad crested weir
WeirB - Elev. 385.00
CulvA - 30.0 LF of 18.0 in @ 1.50%
Bottom of pond
Elev. 382.00
100 -yr
10 -yr
2 -yr
1 -yr
Inflow hydrograph = 4. SCS Runoff - AP 41- BMP- 1- POSTDEV
Sunday, 06 / 21 / 2015

Wet Pond: Permanent Pool Average Depth Worksheet
Designed By: Brandon Thomas Date: 6/21/2015
Checked By: Brandon Thomas Date: 6/21/2015
Wet Pond Design Characteristics:
Vperm -p of
Permanent Pool Volume:
15877.
Abot_ shelf
Surface Area at Bottom of Shelf,
488
including forebay:
Aperm -pwl
Permanent Pool Surface Area:
707
Surface area at the bottom of
Abotyond
the pond (excluding sediment
171
cleanout depth):
Distance between the bottom of
Depth
the shelf and the pond bottom
(excluding sediment cleanout
depth):
EDENS
Project: I Andrews Chapel
Drainge Area ID: I AP #1 - Wet Pond - BMP #2
Per Section 10.3.4 of the NCDENR Stormwater Manual there are two ways to calculate the permanent pool average depth (day):
Option 1:
Option 2:
day = Vperm_pool / Aperm_pool
day = 15877.5 SF / 7078 SF
day = 2.2'
day = [0.25x(1 +(Abot_ shelf /Aperm_ pool)] +[((Abot_ shelf + Abot _pond) /2) *(Depth /Abot_ shelf)]
day = [0.25 x (1 +(4884 SF /7078 SF)] +[((4884 SF + 1710 SF) /2) *(4 FT /4884 SF)]
day = 3.12'
For design purposes the permanent pool average depth (dav) computed by Option 2 was selected. Therefore use 3.0'
to enter the SA /DA table. (To avoid multiple interpolations, round the average depth to the nearest 05)

Wet Pond Surface Area Design Worksheet
Designed By: Brandon Thomas
Checked By: Brandon Thomas
Date:
Date:
OQEEDENS
6/21(2015 Project: Andrews Cha el
6/21/2015 Drainge Area ID: AP #1 - Wet Pond -BMP #2
Surface Area:
A wet detention pond designed for 85% TSS removal is being incorporated into this project.
See the following calculations to determine the required and provided surface area of the permanent pool.
Total area routing to the Wet Pond = I AP #1 - Wet Pond - BMP #2 1 _
Percent Impervious =
With an average depth sele
the required SA /DA ratio is:
Permanent Pool SA Required
Permanent Pool SA Provided
49.11%
cted as 3.0' with the above percent impervious,
2.03% (Per NCDENR Stormwater BMP Manual Table 10 -1)
345,011 SF (7.92 acres)
x 2.03%
7,006 SF
= 7,078 SF
3.89 acres (impervious) +
4.03 acres (pervious)
7.92 acres (total)
Provided SA is Greater Than or Equal to Required.

Forebay Sizing Worksheet Q EDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: I AP #1 - Wet Pond - BMP #2
Per section 10.3.3 of the NCDENR Stormwater BMP Manual, the design volume of the forebay(s) should be approximately 20% of the total
calculated permanent pool volume.
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
4.5
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
4.5
Forebay Stage- Storage
Elevation
Surface Area
(ft) (sf)
395
272
396
433
397
623
398
842
399
1091
399.5
1698
Main Pool Stage-Storage
Elevation Surface Area
(ff) (cf)
395
1438
396
1981
397
2555
398
3156
399
3793
399.5
5380
Total wet pond permanent pool volume = 3277 +
Forebay Volume = 21%
Incremental
Cumulative
Storage
Storage
(cf)
(cf)
0
0
353
353
528
881
733
1613
967
2580
697
3277
Incremental
Cumulative
Storage
Storage
(cf)
(cf)
0
0
1710
1710
2268
3978
2856
6833
3475
10308
2293
12601
12601
=
15,878 ft3

Runoff Volume Worksheet HOEEDENS L
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #2
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V= 3630xRDxR„xA
V = Water Quality Volume
RD = Design Storm Rainfall Depth = 1.0 in
Rv = Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA =
3.89
/ 7.92 =
0.4910
Rv =
0.05 + 0.9 x
0.491 =
0.4919
V=
3630x1x0.4919x7.92=
14,141 CF
Stage- Storage Above Normal Pool
Stage
Elevation
Storage
(ft)
(ft MSL)
(ft')
0.0
399.5
0
0.5
400.0
4,218
1.5
401.0
14,816
2.5
402.0
26,917
3.5
403.0
40,582
4.5
404.0
55,871
First Inch Runoff Volume
14,141
ft3
(Computed Above)
Compute Corresponding Stage above
Stage
1.37
ft
Normal Pool for First Inch Runoff Volume
by using the calculated regression
equation
Elevation
400.87
ft MSL
5.0
4.5
4.0
Y = -4E -10x' + 0.0001x + 0.0392
0 3.5 ' R' = 0.9997 I t....
d
3.0
E
Z 2.5
o 2.0
a
m 1.5 f
1.0
0.5 •
0.0 i
0 10,000
.t'
20,000 30,000 40,000 50,000 60,000
Storage Above Normal Pool (ft3)

Drawdown Calculation Worksheet HOEEDENS L
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #2
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T = cd xax -- X {(3
AO + 3 A1) X H;
Cd = 0.60 orifice coefficient
a = 0.0055 orifice area (ft) when using a 1.00 in. orifice
g = 32.2 accerelation of gravity (ft /sect)
Ao = 7078 area of pond at the orifice outlet elevation (ft)
A1= 11150 area of pond at the beginning of drawdown (ft)
H1= 1.37 maximum head (ft)
T = 375,959 seconds = 4.35 days
Okay, drawdown between 2 -5 days.

Pond Report 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 2 - BMP 2
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 399.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
399.50
7,078
0
0
0.50
400.00
9,872
4,218
4,218
1.50
401.00
11,344
10,598
14,816
2.50
402.00
12,877
12,101
26,917
3.50
403.00
14,471
13,665
40,582
4.50
404.00
16,125
15,289
55,871
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
1.00 6.00 0.00
Crest Len (ft)
= 18.85 100.00
0.00
0.00
Span (in)
= 18.00
1.00 6.00 0.00
Crest El. (ft)
= 401.80 402.65
0.00
0.00
No. Barrels
= 1
1 4 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 395.00
399.50 400.87 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 70.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.50
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
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
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
ExfiI User
Total
ft
cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 399.50
0.00 0.00
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.000
0.50
4,218 400.00
16.48 is 0.02 is
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.018
1.50
14,816 401.00
16.48 is 0.03 is
0.21 is
- -- 0.00
0.00 - --
- --
- -- - --
0.237
2.50
26,917 402.00
16.48 is 0.04 is
3.55 is
- -- 5.61
0.00 - --
- --
- -- - --
9.203
3.50
40,582 403.00
22.87 is 0.00 is
0.62 is
- -- 22.24s
53.84 - --
- --
- -- - --
76.70
4.50
55,871 404.00
24.43 is 0.00 is
0.28 is
- -- 23.99s
407.83 - --
- --
- -- - --
432.10

Pond No. 2 - BMP 2
—5.00
—4.00
18.85 ft Riser
IPI- .A il— Al1A X111
— 3.00
R nn in —ifi-
- 2.00 CuIvC - Inv. 400.87
— 1.00 1.00 in orifice
CulvB - Inv. 399.50
Stage (ft)
Top of pond
EIev.404.00
Section
NTS
Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D@ 2015 by Autodesk, Inc. 00.4
_ Broad crested weir
WeirB - Elev. 402.65
Tttot of pond
CuIvA - 70.0 LF of 18.0 in @ 1.50%
100 -yr
2 -yr
1 -yr
Inflow hydrograph = 6. SCS Runoff - AP #1- BMP -2- POSTDEV
Project: AP #1.gpw I Sunday, 06 / 21 / 2015

Wet Pond: Permanent Pool Average Depth Worksheet
Designed By: Adam Lynch
Date: 2/2/2015
Checked By: Brandon Thomas
Date: 6/21/2015
Wet Pond Design Characteristics:
Vperm -pool Permanent Pool Volume:
80483
ft3
Abot shelf Surface Area at Bottom of
10413
ftz
- Shelf, including forebay:
Aperm -pool Permanent Pool Surface Area:
13076
ftz
Surface area at the bottom of
Abot -pond the pond (excluding sediment
8030
ftz
cleanout depth):
Distance between the bottom
Depth of the shelf and the pond
P
9
ft
bottom (excluding sediment
cleanout depth):
00�EDEN'S
LAN0C;71:.,
Project: Andrews Chapel
Drainge Area ID: AP #1 - Wet Pond - BMP #3
Per Section 10.3.4 of the NCDENR Stormwater Manual there are two ways to calculate the permanent pool average depth (clay):
Option 1:
Option 2:
day = Vperm -pool / Aperm -pool
day = 80482.75 SF / 13076 SF
day = 6.2'
day = [0.25x(1 +(Abot_ shelf /Aperm_pool)] +[((Abot_shelf + Abot_pond) /2) *(Depth /Abot_shelf)]
day = [0.25 x (1 +(10413 SF /13076 SF)] +[((10413 SF + 8030 SF) /2) *(9 FT /10413 SF)]
day = 8.42'
For design purposes the permanent pool average depth (dav) computed by Option 2 was selected. Therefore use 8.5'
to enter the SA /DA table. (To avoid multiple interpolations, round the average depth to the nearest 05)

Wet Pond Surface Area Design Worksheet
gq,NEDENS
P. N., . -
Designed By: Adam Lynch Date: 2/2/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #3
Surface Area:
A wet detention pond designed for 85% TSS removal is being incorporated into this project.
See the following calculations to determine the required and provided surface area of the permanent pool.
Total area routing to the Wet Pond = AP #1 - Wet Pond - BMP #3 = 15.36 acres (impervious) +
13.80 acres (pervious)
29.16 acres (total)
Percent Impervious = 52.68%
With an average depth selected as 8.5' with the above percent impervious,
the required SA /DA ratio is: 1.01% (Per NCDENR Stormwater BMP Manual Table 10 -1)
Permanent Pool SA Required = 1,269,992 SF (29.16 acres)
x 1.01%
12,804 SF
Permanent Pool SA Provided = 13,076 5F
Provided SA is Greater Than or Equal to Required.

Forebay Sizing Worksheet Q EDENS
Designed By: Adam Lynch Date: 2/2/2015 Project: lAndrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #3
Per section 10.3.3 of the NCDENR Stormwater BMP Manual, the design volume of the forebay(s) should be approximately 20% of the total
calculated permanent pool volume.
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
9.5
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
9.5
Forebay Stage- Storage
Elevation Surface Area
(ft) (Sf)
Main Pool Stage- Storage
Elevation Surface Area
(ft) (sf)
Incremental
Storage
(cf)
0
1682
1682
1682
1682
1682
1682
1682
1889
2325
1521
Incremental
Storage
(cf)
0
6348
6348
6348
6348
6348
6348
6348
6716
7471
4352
Total wet pond permanent pool volume = 17508 + 62975
Forebay Volume = 22%
Cumulative
Storage
(cf)
0
1682
3364
5046
6728
8410
10092
11774
13663
15988
17508
Cumulative
Storage
(cf)
0
6348
12696
19044
25392
31740
38088
44436
51152
58623
62975
*Retaining wall from Stage 0 to Stage 7.0 similar
to Figure 10 -3a of NCDENR BMP Manual
*Retaining wall from Stage 0 to Stage 7.0 similar
to Figure 10 -3a of NCDENR BMP Manual
80,483 ft3

Runoff Volume Worksheet rEDENS
Designed By: Adam Lynch Date: 2/2/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #3
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V= 3630xRDxR„xA
V = Water Quality Volume
R0= Design Storm Rainfall Depth = 1.01in
Rv = Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA =
15.36
/ 29.16 =
0.5268
Rv = 0.05 + 0.9 x
0.5268 =
0.5241
V = 3630 x 1 x 0.5241 x 29.16 =
55,468 CF
Stage
Elevation
Storage
(ft)
(ft MSL)
(ft)
0.0
387.5
0
0.5
388.0
7,382
1.5
389.0
24,679
2.5
390.0
43,571
3.5
391.0
64,115
4.5
392.0
86,368
5.5
393.0
110,385
6.5
394.0
136,224
7.5
395.0
163,941
First Inch Runoff volume
55,468
ft,
(Computed Above)
Compute Corresponding Stage above
Stage
3.14
ft
Normal Pool for First Inch Runoff volume
by using the calculated regression
equation
Elevation
390.64
ft MSL
8.0
7.0
6.0 Y= -8E -1 lxl + 6E -05x + 0.0578
aR' = 0.9998 .•r.•..
5.0
Z 4.0
3.0
2.0
1.0
0.0 i
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
Storage Above Normal Pool (ft3)

Drawdown Calculation Worksheet HOEDEN
. ,.,
Designed By: Adam Lynch Date: 2/2/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: JAP#1 - Wet Pond - BMP #3
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T = cd xax -- X {(3
AO + 3 A1) X H;
Cd = 0.60 orifice coefficient
a = 0.0218 orifice area (ft) when using a 2.00 in. orifice
g = 32.2 accerelation of gravity (ft /sect)
Ao = 13076 area of pond at the orifice outlet elevation (ft)
A1= 20781 area of pond at the beginning of drawdown (ft)
H1= 3.19 maximum head (ft)
T = 265,993 seconds = 3.08 days
Okay, drawdown between 2 -5 days.

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 3 - BMP 3
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 387.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
387.50
13,076
0
0
0.50
388.00
16,521
7,382
7,382
1.50
389.00
18,088
17,297
24,679
2.50
390.00
19,712
18,892
43,571
3.50
391.00
21,392
20,544
64,115
4.50
392.00
23,129
22,253
86,368
5.50
393.00
24,922
24,018
110,385
6.50
394.00
26,772
25,839
136,224
7.50
395.00
28,679
27,717
163,941
8.50
396.00
30,642
29,652
193,594
9.00
396.50
31,644
15,569
209,163
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 30.00
2.00 18.00 0.00
Crest Len (ft)
= 12.57 100.00
0.00
0.00
Span (in)
= 30.00
2.00 18.00 0.00
Crest El. (ft)
= 394.00 394.75
0.00
0.00
No. Barrels
= 1
1 3 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 378.00
387.50 390.64 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 100.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 2.00
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
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
Clv A Clv B
Clv 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
0 387.50
0.00 0.00
0.00
- -- 0.00
0.00 - --
- --
- -- - -- 0.000
0.50
7,382 388.00
67.88 is 0.07 is
0.00
- -- 0.00
0.00 - --
- --
- -- - -- 0.068
1.50
24,679 389.00
67.88 is 0.13 is
0.00
- -- 0.00
0.00 - --
- --
- -- - -- 0.125
2.50
43,571 390.00
67.88 is 0.16 is
0.00
- -- 0.00
0.00 - --
- --
- -- - -- 0.163
3.50
64,115 391.00
67.88 is 0.19 is
2.06 is
- -- 0.00
0.00 - --
- --
- -- - -- 2.258
4.50
86,368 392.00
67.88 is 0.22 is
20.10 is
- -- 0.00
0.00 - --
- --
- -- - -- 20.32
5.50
110,385 393.00
67.88 is 0.24 is
32.39 is
- -- 0.00
0.00 - --
- --
- -- - -- 32.63
6.50
136,224 394.00
67.88 is 0.27 is
41.23 is
- -- 0.00
0.00 - --
- --
- -- - -- 41.50
7.50
163,941 395.00
84.95 is 0.18 is
42.92 is
- -- 41.86
32.50 - --
- --
- -- - -- 117.45
8.50
193,594 396.00
95.34 is 0.07 is
17.60 is
- -- 77.66s
363.36 - --
- --
- -- - -- 458.69
9.00
209,163 396.50
97.32 is 0.06 is
13.76 is
- -- 83.50s
601.91 - --
- --
- -- - -- 699.23

Pond No. 3 - BMP 3
—10.00
—8.00
—6.00
—4.00
—2.00
Stage (ft)����``````
Project: AP #1.gpw
12.57 ft Riser
--M
CuIvC I Inv. 390.64
2.00 in orifice
CulvB - Inv. 387.50
Top of pond
Elev. 396.50
Section
NTS
Hydraflow Hydrographs Extension for AUtoCAD(D Civil 3D® 2015 by Autodesk, Inc. 00.4
_ Broad crested weir
WeirB - Elev. 394.75
Bottom of pond
Elev. 387.50
CulvA - 100.0 LF of 30.0 in @ 2.00% 100 -yr
I n -vr
2 -yr
1 -yr
Inflow hydrograph = 8. SCS Runoff - AP #1- BMP -3- POSTDEV
Sunday, 06 / 21 / 2015

Wet Pond: Permanent Pool Average Depth Worksheet
Designed By: Brandon Thomas
Checked By: Brandon Thomas
Wet Pond Design Characteristics:
Date: 6/21/2015
Date: 6/21/2015
Vperm_pool Permanent Pool Volume:
62387.75
ft3
Surface Area at Bottom of
Anot_snelr Shelf, including forebay:
ft2
13175
16242
Aperm_ pool Permanent Pool Surface Area:
ftz
Surface area at the bottom of
Anot_pond the pond (excluding sediment
5558
ftz
cleanout depth):
Distance between the bottom
Depth of the shelf and the pond
bottom (excluding sediment
6
ft
cleanout depth):
LEDENS
Project: Andrews Chapel
Drainge Area ID: AP #1 - Wet Pond - BMP #4
Per Section 10.3.4 of the NCDENR Stormwater Manual there are two ways to calculate the permanent pool average depth (dav):
Option 1:
Option 2:
day = Vperm_pool / Aperm_ pool
day = 62387.75 SF / 16242 SF
day = 3.8'
day = [0.25x(1 +(Abot_ shelf /Aperm_ pool)] +[((Abot_ shelf + Abot _pond) /2) *(Depth /Abot_ shelf)]
day = [0.25 x (1 +(13175 SF /16242 SF)] +[((13175 SF + 5558 SF) /2) *(6 FT /13175 SF)]
day = 4.72'
For design purposes the permanent pool average depth (dav) computed by Option 2 was selected. Therefore use 4.5'
to enter the SA /DA table. (To avoid multiple interpolations, round the average depth to the nearest 0.5')

Wet Pond Surface Area Design Worksheet
Designed By: Brandon Thomas
Checked By: Brandon Thomas
Surface Area:
Date: 6/21/2015
Date: 6/21/2015
EDENS
QOM ,...... .
Project: Andrews Chapel
Drainge Area ID: AP #1 - Wet Pond -BMP #4
A wet detention pond designed for 900/a TSS removal is being incorporated into this project.
See the following calculations to determine the required and provided surface area of the permanent pool.
Total area routing to the Wet Pond = E Wet Pond - = 7.07 acres (impervious) +
11.68 acres (pervious)
18.75 acres (total)
Percent Impervious =
With an average depth selei
the required SA /DA ratio is:
Permanent Pool SA Required
Permanent Pool SA Provided
37.69%
.ted as 4.5' with the above percent impervious,
1.81% (Per NCDENR Stormwater BMP Manual Table 10 -3)
= 816,803 SF (18.75 acres)
x 1.81%
14,765 SF
= 1 16,242 SF
Provided SA is Greater Than or Equal to Required.

Forebay Sizing Worksheet Q EDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: I AP #1 - Wet Pond - BMP #4
Per section 10.3.3 of the NCDENR Stormwater BMP Manual, the design volume of the forebay(s) should be approximately 20% of the total
calculated permanent pool volume.
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
6.5
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
5.0
6.0
6.5
Forebay Stage- Storage
Elevation Surface Area
(ft) (sf)
402 787
403
1107
404
1458
405
1841
406
2257
407
2704
408
3185
408.5
4139
Main Pool Stage-Storage
Elevation Surface Area
403
5556
404
6373
405
7225
406
8112
407
9034
408
9990
408.5
12103
Incremental
Storage
(cf)
0
947
1283
1650
2049
2481
2945
1831
Incremental
Storage
(cf)
0
5164
5965
6799
7669
8573
9512
5523
Total wet pond permanent pool volume = 13184 + 49204
Forebay Volume = 21%
Cumulative
Storage
(cf)
0
947
2230
3879
5928
8409
11353
13184
Cumulative
Storage
(cf)
0
5164
11128
17927
25596
34169
43681
49204
62,388 ft3

Runoff Volume Worksheet rEDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #4
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V= 3630xRDxR„xA
V = Water Quality Volume
RD= Design Storm Rainfall Depth = 1.01in
Rv = Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA =
7.07
/ 18.75 =
0.3769
Rv = 0.05 + 0.9 x
0.3769 =
0.3892
V = 3630 x 1 x 0.3892 x 18.75 =
26,492 CF
Stage
Elevation
Storage
(ft)
(ft MSL)
(ft)
0.0
408.5
0
0.5
409.0
9,166
1.5
410.0
30,592
2.5
411.0
53,904
3.5
412.0
79,183
4.5
413.0
106,511
5.5
414.0
135,970
First Inch Runoff volume
26,492
ft,
(Computed Above)
Compute Corresponding Stage above
Stage
1.59
ft
Normal Pool for First Inch Runoff volume
by using the calculated regression
equation
Elevation
410.09
ft MSL
6.0
5.0
Y = - 7E -llxl+ SE -05x+ 0.031
a° 4.0 R' = 0.9999
Z 3.0
v
o l.....
2.0
v
1.0
0.0 s'' '
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage Above Normal Pool (ft')

Drawdown Calculation Worksheet HOEEDENS L
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #1 - Wet Pond - BMP #4
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T = cd xax -- X {(3
AO + 3 A1) X H;
Cd = 0.60 orifice coefficient
a = 0.0123 orifice area (ft) when using a 1.50 in. orifice
g = 32.2 accerelation of gravity (ft /sect)
Ao = 16242 area of pond at the orifice outlet elevation (ft)
A1= 22528 area of pond at the beginning of drawdown (ft)
H1= 1.09 maximum head (ft)
T = 324,000 seconds = 3.75 days
Okay, drawdown between 2 -5 days.

Pond Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 4 - BMP 4
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 408.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
408.50
16,242
0
0
0.50
409.00
20,510
9,166
9,166
1.50
410.00
22,358
21,425
30,592
2.50
411.00
24,285
23,313
53,904
3.50
412.00
26,291
25,279
79,183
4.50
413.00
28,383
27,328
106,511
5.50
414.00
30,555
29,459
135,970
Culvert / Orifice Structures Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
2.00 8.00
0.00
Crest Len (ft)
= 12.57
100.00
0.00
0.00
Span (in)
= 30.00
2.00 8.00
0.00
Crest El. (ft)
= 411.90
412.50
0.00
0.00
No. Barrels
= 1
1 5
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft) = 402.00
408.50 410.09 0.00
Weir Type
= 1
Broad
- --
- --
Length (ft)
= 135.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 6.00
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
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
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
ExfiI User
Total
ft
cuft ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 408.50
0.00
0.00
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.000
0.50
9,166 409.00
54.15 is
0.07 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.068
1.50
30,592 410.00
54.15 is
0.13 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.125
2.50
53,904 411.00
54.15 is
0.16 is
6.38 is
- -- 0.00
0.00
- --
- --
- -- - --
6.544
3.50
79,183 412.00
54.15 is
0.19 is
10.55 is
- -- 1.32
0.00
- --
- --
- -- - --
12.07
4.50
106,511 413.00
61.96 is
0.18 is
13.49 is
- -- 48.29
91.92
- --
- --
- -- - --
153.88
5.50
135.970 414.00
76.31 is
0.06 is
4.79 is
- -- 71.45s
477.65
- --
- --
- -- - --
553.95

Pond No. 4 - BMP 4
—6.00
— 5.00
—4.00
— 3.00
—2.00
— 1.00
— 0.00
Stage (ft)
12.57 ft Riser
WairA - Flw 411 9n
8.00 in orifice
ri i„r _ in„ non na
2.00 in orifice
CulvB - Inv. 408.50
Top of pond
EIev.414.00
Section
NTS
Hydraflow Hydrographs Extension for AUtoCAD(D Civil 3D® 2015 by Autodesk, Inc. 00.4
Broad crested weir
WeirB - Elev. 412.50
Sottom of pond
:lev. 408.50
CulvA - 135.0 LF of 30.0 in @ 6.00%
100 -yr
10 -yr
2 -yr
1 -yr
Inflow hydrograph = 10. SCS Runoff - AP #1- BMP -4- POSTDEV
Project: AP #1.gpw I Monday, 06 / 22 / 2015

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #1 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.450 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
AP #1 PREDEV - OFFSITE
Q (cfs) Hyd. No. 1 -- 1 Year
18.00
15.00
12.00
• IX
O OK
3.00
0.00
0 120 240 360 480
Hyd No. 1
600 720 840 960
1
Monday, 06 / 22 / 2015
= 15.78 cfs
= 728 min
= 58,558 cuft
= 74
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• e
. UX
3.00
0.00
1080 1200 1320 1440 1560
Time (min)

AP #1 PREDEV - ONSITE
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
3
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 2
AP #1 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 67.90 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 232,553 cuft
Drainage area
= 79.280 ac
Curve number
= 72
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 PREDEV - ONSITE
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #1 PREDEV TOTAL
Hydrograph type
= Combine
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 2
Q (cfs)
90.00
:M
70.00
50.00
40.00
Monday, 06 / 22 / 2015
Peak discharge = 83.42 cfs
Time to peak = 726 min
Hyd. volume = 291,111 cuft
Contrib. drain. area = 96.730 ac
AP #1 PREDEV TOTAL
Hyd. No. 3 -- 1 Year
Q (cfs)
90.00
:M
70.00
50.00
40.00
30.00 '� 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

AP #1- BMP -1- POSTDEV
Q (cfs)
Q (cfs)
Hyd. No. 4 -- 1 Year
6
Hydrograph
Report
6.00
6.00
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10A
Monday, 06 / 22 / 2015
Hyd. No. 4
4.00
3.00
3.00
AP #1- BMP- 1- POSTDEV
2.00
I
1.00
Hydrograph type
= SCS Runoff
Peak discharge
= 6.779 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 13,748 cuft
Drainage area
= 2.430 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1- BMP -1- POSTDEV
Q (cfs)
Q (cfs)
Hyd. No. 4 -- 1 Year
7.00
7.00
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
I
1.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 5
ROUTE -BMP1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - AP #1- BMP -1- POSTDEV
Max. Elevation
Reservoir name
= BMP 1
Max. Storage
Storage Indication method used
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
I
0.00 -
0 240
Hyd No. 5
ROUTE -BMP1
Hyd. No. 5 -- 1 Year
7
Monday, 06 / 22 / 2015
= 1.273 cfs
= 726 min
= 12,781 cuft
= 383.40 ft
= 6,450 cuft
480 720 960 1200 1440 1680 1920
Hyd No. 4 III 1 1 1 11 Total storage used = 6,450 cuft
Q (cfs)
7.00
M
5.00
W
3.00
2.00
1.00
0.00
2160
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
AP #1- BMP- 2- POSTDEV
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 7.920 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 06 / 22 / 2015
23.04 cfs
716 min
46,873 cuft
87
Oft
5.00 min
Type II
484
AP #1- BMP -2- POSTDEV
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
24.00 24.00
I
20.00 20.00
16.00
12.00
IX
4.00
El
16.00
12.00
8.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
ROUTE -BMP2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - AP #1- BMP- 2- POSTDEV
Max. Elevation
Reservoir name
= BMP 2
Max. Storage
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
IX
4.00
0.00
0 240
Hyd No. 7
480
ROUTE -BMP2
Hyd. No. 7 -- 1 Year
10
Monday, 06 / 22 / 2015
= 2.917 cfs
= 734 min
= 39,871 cuft
= 401.70 ft
= 23,279 cuft
720 960 1200 1440 1680 1920 2160
Hyd No. 6 1 1 1 1 1 1 II Total storage used = 23,279 cuft
Q (cfs)
24.00
20.00
16.00
12.00
00
4.00
- 0.00
2400
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
AP #1- BMP- 3- POSTDEV
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 29.160 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
AP #1- BMP -3- POSTDEV
12
Monday, 06 / 22 / 2015
84.83 cfs
716 min
172,579 cuft
87
Oft
5.00 min
Type II
484
Q (cfs) Hyd. No. 8 -- 1 Year
Q (cfs)
90.00 J
90.00
1
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
30.00
20.00
10.00
40.00
30.00
20.00
10.00
0.00 1 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
ROUTE -BMP -3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - AP #1- BMP -3- POSTDEV
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 -�
0 240
Hyd No. 9
ROUTE -BMP -3
Hyd. No. 9 -- 1 Year
480
13
Monday, 06 / 22 / 2015
= 17.50 cfs
= 726 min
= 152,764 cuft
= 391.86 ft
= 83,135 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
`- 0.00
720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 8 II I I I I I II Total storage used = 83,135 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 10
AP #1- BMP- 4- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.750 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0
AP #1- BMP -4- POSTDEV
Hyd. No. 10 -- 1 Year
i
15
Monday, 06 / 22 / 2015
= 39.80 cfs
= 718 min
= 79,761 cuft
= 80
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 11
ROUTE -BMP -4
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - AP #1-
BMP -4- POSTDEV Max. Elevation
Reservoir name
= BMP 4
Max. Storage
Storage Indication method used.
ROUTE -BMP -4
Q (cfs) Hyd. No. 11 -- 1 Year
40.00
30.00
20.00
10.00
0.00
0 600 1200 1800 2400
Hyd No. 11 Hyd No. 10
16
Monday, 06 / 22 / 2015
= 2.415 cfs
= 774 min
= 71,058 cuft
= 410.48 ft
= 41,771 cuft
3000 3600 4200 4800 5400
II l l T - l ll Total storage used = 41,771 cuft
Q (cfs)
40.00
iIl)�III)♦
20.00
10.00
- 0.00
6000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
AP #1 TOTAL TREATED
Hydrograph type
= Combine Peak discharge
Storm frequency
= 1 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 5, 7, 9, 11 Contrib. drain. area
18
Monday, 06 / 22 / 2015
= 22.19 cfs
= 726 min
= 276,473 cuft
= 0.000 ac
AP #1 TOTAL TREATED
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
I
12.00 12.00
8.00 8.00
4.00 \ 4.00
0.00 1% ' 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Hyd No. 12 Hyd No. 5 Hyd No. 7 Hyd No. 9 Time (min)
Hyd No. 11

AP #1 POSTDEV - ONSITE -BYP
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)
19
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 13
AP #1 POSTDEV - ONSITE -BYP
Hydrograph type
= SCS Runoff
Peak discharge
= 36.49 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 73,376 cuft
Drainage area
= 23.740 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 POSTDEV - ONSITE -BYP
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 14
AP #1 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.450 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
AP #1 POSTDEV - OFFSITE
Q (cfs) Hyd. No. 14 -- 1 Year
18.00
15.00
12.00
• IX
O OK
3.00
0.00
0 120 240 360 480
Hyd No. 14
600 720 840 960
20
Monday, 06 / 22 / 2015
= 15.78 cfs
= 728 min
= 58,558 cuft
= 74
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• e
. UX
3.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
AP #1 POSTDEV -TOTAL
Hydrograph type =
Combine Peak discharge
Storm frequency =
1 yrs Time to peak
Time interval =
2 min Hyd. volume
Inflow hyds. =
12, 13, 14 Contrib. drain. area
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 15
AP #1 POSTDEV -TOTAL
Hyd. No. 15 -- 1 Year
Monday, 06 / 22 / 2015
= 55.93 cfs
= 720 min
= 408,408 cuft
= 41.190 ac
360 480 600 720
Hyd No. 12
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 13 Hyd No. 14 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #1 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.450 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
24.00
20.00
16.00
12.00
IX
4.00
0.00
0 120 240
Hyd No. 1
AP #1 PREDEV - OFFSITE
Hyd. No. 1 -- 2 Year
23
Monday, 06 / 22 / 2015
= 22.20 cfs
= 728 min
= 79,943 cuft
= 74
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #1 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 79.280 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
AP #1 PREDEV - ONSITE
Hyd. No. 2 -- 2 Year
24
Monday, 06 / 22 / 2015
= 97.80 cfs
= 726 min
= 322,584 cuft
= 72
= Oft
18.40 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
, 0.00
0
120 240 360 480 600 720 840 960
1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #1 PREDEV TOTAL
Hydrograph type
= Combine Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 1, 2 Contrib. drain. area
AP #1 PREDEV TOTAL
Q (cfs) Hyd. No. 3 -- 2 Year
120.00
100.00
:1 11
.1 11
i 1 11
20.00
0.00
0 120 240
Hyd No. 3
25
Monday, 06 / 22 / 2015
= 119.81 cfs
= 726 min
= 402,526 cuft
= 96.730 ac
Q (cfs)
120.00
100.00
:1 11
•1 11
i 1 11
20.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 4
AP #1- BMP- 1- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.430 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
WE
4.00
AP #1- BMP -1- POSTDEV
Hyd. No. 4 -- 2 Year
26
Monday, 06 / 22 / 2015
= 8.503 cfs
= 716 min
= 17,352 cuft
= 86
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
10.00
M
WC
4.00
2.00 11 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 5
ROUTE -BMP1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - AP #1- BMP -1- POSTDEV
Max. Elevation
Reservoir name
= BMP 1
Max. Storage
Storage Indication method used.
Q (cfs)
10.00
M
WE
4.00
2.00
ROUTE -BMP1
Hyd. No. 5 -- 2 Year
27
Monday, 06 / 22 / 2015
= 1.944 cfs
= 724 min
= 16,379 cuft
= 383.71 ft
= 8,039 cuft
Q (cfs)
10.00
M
WC
4.00
2.00
0.00 ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 5 Hyd No. 4 1������1 Total storage used = 8,039 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
AP #1- BMP- 2- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.920 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
AP
#1- BMP -2- POSTDEV
Q (cfs)
Hyd. No. 6 -- 2 Year
30.00
25.00 1
20.00
15.00
10.00 _ I�
5.00
0.00
0 120 240 360 480 600 720 840 960 1080
Hyd No. 6
PIT
Monday, 06 / 22 / 2015
= 28.70 cfs
= 716 min
= 58,822 cuft
= 87
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1200 1320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
ROUTE -BMP2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - AP #1- BMP- 2- POSTDEV
Max. Elevation
Reservoir name
= BMP 2
Max. Storage
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 120 240
Hyd No. 7
ROUTE -BMP2
Hyd. No. 7 -- 2 Year
1
Monday, 06 / 22 / 2015
= 10.78 cfs
= 724 min
= 51,806 cuft
= 402.05 ft
= 27,358 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
- 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 111111-1 Total storage used = 27,358 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
AP #1- BMP- 3- POSTDEV
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 29.160 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
30
Monday, 06 / 22 / 2015
105.66 cfs
716 min
216,573 cuft
87
Oft
5.00 min
Type II
484
AP #1- BMP -3- POSTDEV
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
ROUTE -BMP -3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - AP #1- BMP -3- POSTDEV
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used.
Q (cfs)
120.00
100.00
:1 11
.1 11
i 1 11
20.00
0.00
0 120 240 360 480 600 720
Hyd No. 9 Hyd No. 8
ROUTE -BMP -3
Hyd. No. 9 -- 2 Year
31
Monday, 06 / 22 / 2015
= 28.62 cfs
= 724 min
= 196,693 cuft
= 392.63 ft
= 101,431 cuft
Q (cfs)
120.00
100.00
:1 11
•1 11
i 1 11
20.00
- 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
111111-1 Total storage used = 101,431 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 10
AP #1- BMP- 4- POSTDEV
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
•1 11
50.00
i 1 11
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 10
= SCS Runoff
Peak discharge
= 2 yrs
Time to peak
= 2 min
Hyd. volume
= 18.750 ac
Curve number
= 0.0%
Hydraulic length
= User
Time of conc. (Tc)
= 3.50 in
Distribution
= 24 hrs
Shape factor
AP #1- BMP -4- POSTDEV
Hyd. No. 10 -- 2 Year
360 480 600 720 840 960 1080 1200
32
Monday, 06 / 22 / 2015
= 51.77 cfs
= 718 min
= 104,414 cuft
= 80
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
•1 11
50.00
i 1 11
30.00
20.00
10.00
0.00
1320 1440 1560
Time (min)

Storage Indication method used
ROUTE -BMP -4
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 11 111111-1 Hyd No. 10 1����� Total storage used = 49,676 cuft
33
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 11
ROUTE -BMP -4
Hydrograph type
= Reservoir
Peak discharge
= 5.434 cfs
Storm frequency
= 2 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 95,649 cuft
Inflow hyd. No.
= 10 - AP #1- BMP -4- POSTDEV Max. Elevation
= 410.82 ft
Reservoir name
= BMP 4
Max. Storage
= 49,676 cuft
Storage Indication method used
ROUTE -BMP -4
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 11 111111-1 Hyd No. 10 1����� Total storage used = 49,676 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
AP #1 TOTAL TREATED
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 5, 7, 9, 11
Q (cfs)
50.00
40.00
30.00
20.00
34
Monday, 06 / 22 / 2015
Peak discharge = 46.06 cfs
Time to peak = 724 min
Hyd. volume = 360,527 cuft
Contrib. drain. area = 0.000 ac
AP #1 TOTAL TREATED
Hyd. No. 12 -- 2 Year
Q (cfs)
50.00
1 11
30.00
20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 12 Hyd No. 5 Hyd No. 7 Hyd No. 9 Time (min)
Hyd No. 11

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 13
AP #1 POSTDEV - ONSITE -BYP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 23.740 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 13
AP #1 POSTDEV- ONSITE -BYP
Hyd. No. 13 -- 2 Year
35
Monday, 06 / 22 / 2015
= 50.08 cfs
= 718 min
= 100,173 cuft
= 74
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 14
AP #1 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.450 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
24.00
20.00
16.00
12.00
IX
4.00
0.00
0 120 240
Hyd No. 14
AP #1 POSTDEV - OFFSITE
Hyd. No. 14 -- 2 Year
36
Monday, 06 / 22 / 2015
= 22.20 cfs
= 728 min
= 79,943 cuft
= 74
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
AP #1 POSTDEV -TOTAL
Hydrograph type =
Combine
Storm frequency =
2 yrs
Time interval =
2 min
Inflow hyds. =
12, 13, 14
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
37
Monday, 06 / 22 / 2015
Peak discharge = 94.08 cfs
Time to peak = 720 min
Hyd. volume = 540,643 cuft
Contrib. drain. area = 41.190 ac
AP #1 POSTDEV -TOTAL
Hyd. No. 15 -- 2 Year
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00 �\� 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 12 Hyd No. 13 Hyd No. 14

38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 1
AP #1 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 45.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 157,594 cuft
Drainage area
= 17.450 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.20 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 1
AP #1 PREDEV - OFFSITE
Hyd. No. 1 -- 10 Year
360 480 600 720 840 960 1080 1200
Q (cfs)
50.00
40.00
30.00
20.00
10.00
'*— 0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #1 PREDEV - ONSITE
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
79.280 ac
Curve number
Basin Slope =
0.0%
Hydraulic length
Tc method =
TR55
Time of conc. (Tc)
Total precip. =
5.10 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
210.00
it 11
150.00
120.00
•1 11
•1 11
30.00
0.00
0 120 240 360 480
Hyd No. 2
AP #1 PREDEV - ONSITE
Hyd. No. 2 -- 10 Year
600 720 840 960
39
Monday, 06 / 22 / 2015
= 207.04 cfs
= 724 min
= 654,760 cuft
= 72
= 0 ft
= 18.40 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
•1 11
•1 11
30.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #1 PREDEV TOTAL
Hydrograph type
= Combine Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 1, 2 Contrib. drain. area
Q (cfs)
280.00
240.00
O 11 11,
160.00
120.00
:1 11
40.00
0.00
0 120 240
Hyd No. 3
AP #1 PREDEV TOTAL
Hyd. No. 3 -- 10 Year
360 480 600 720
Hyd No. 1
40
Monday, 06 / 22 / 2015
= 251.37 cfs
= 726 min
= 812,355 cuft
= 96.730 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:1 11
40.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

AP #1- BMP -1- POSTDEV
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00
9.00
6.00
41
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 4
AP #1- BMP- 1- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
= 14.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 29,443 cuft
Drainage area
= 2.430 ac
Curve number
= 86
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1- BMP -1- POSTDEV
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00
9.00
6.00
6.00
I
3.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 5
ROUTE -BMP1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - AP #1- BMP -1- POSTDEV
Max. Elevation
Reservoir name
= BMP 1
Max. Storage
Storage Indication method used.
Q (cfs)
15.00
12.00
WE
M
3.00
0.00
0 120 240 360 480 600 720
Hyd No. 5 Hyd No. 4
ROUTE -BMP1
Hyd. No. 5 -- 10 Year
42
Monday, 06 / 22 / 2015
= 9.143 cfs
= 720 min
= 28,459 cuft
= 384.34 ft
= 11,586 cuft
Q (cfs)
15.00
12.00
WC
M
3.00
— - 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
111111-1 Total storage used = 11,586 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
AP #1- BMP- 2- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.920 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
AP #1- BMP -2- POSTDEV
43
Monday, 06 / 22 / 2015
= 46.98 cfs
= 716 min
= 98,689 cuft
= 87
= Oft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
50.00 50.00
40.00 I 40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
ROUTE -BMP2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - AP #1- BMP- 2- POSTDEV
Max. Elevation
Reservoir name
= BMP 2
Max. Storage
Storage Indication method used
ROUTE -BMP2
44
Monday, 06 / 22 / 2015
= 32.01 cfs
= 720 min
= 91,642 cuft
= 402.77 ft
= 37,229 cuft
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
50.00 50.00
I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 �� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 TTTTTIFI Total storage used = 37,229 cuft

AP #1- BMP -3- POSTDEV
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 i 60.00
I
40.00 40.00
20.00 20.00
J'
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
45
Hydrograph
Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 8
AP #1- BMP- 3- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
= 172.97 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 363,356 cuft
Drainage area
= 29.160 ac
Curve number
= 87
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1- BMP -3- POSTDEV
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 i 60.00
I
40.00 40.00
20.00 20.00
J'
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
ROUTE -BMP -3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - AP #1- BMP -3- POSTDEV
Max. Elevation
Reservoir name
= BMP 3
Max. Storage
Storage Indication method used
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
ROUTE -BMP -3
Hyd. No. 9 -- 10 Year
1
46
Monday, 06 / 22 / 2015
= 79.45 cfs
= 722 min
= 343,349 cuft
= 394.80 ft
= 158,158 cuft
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 -1 Hyd No. 8 1����� Total storage used = 158,158 cuft Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 10
AP #1- BMP- 4- POSTDEV
Hydrograph type = SCS Runoff Peak discharge = 93.41 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 190,167 cuft
Drainage area = 18.750 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
AP #1- BMP -4- POSTDEV
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
100.00 100.00
I
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 11
ROUTE -BMP -4
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 10 - AP #1- BMP -4- POSTDEV Max. Elevation
Reservoir name
= BMP 4 Max. Storage
Storage Indication method used
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
ROUTE -BMP -4
Hyd. No. 11 -- 10 Year
'I
48
Monday, 06 / 22 / 2015
= 23.37 cfs
= 724 min
= 181,271 cuft
= 412.33 ft
= 88,026 cuft
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00 \ 10.00
0.00 _ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 11 Hyd No. 10 1������1 Total storage used = 88,026 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
Time to peak
AP #1 TOTAL TREATED
Hyd. volume
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 5, 7, 9, 11
Q (cfs)
140.00
120.00
100.00
80.00
.M
40.00
49
Monday, 06 / 22 / 2015
Peak discharge
= 139.29 cfs
Time to peak
= 722 min
Hyd. volume
= 644,721 cuft
Contrib. drain. area
= 0.000 ac
AP #1 TOTAL TREATED
Hyd. No. 12 -- 10 Year
Q (cfs)
140.00
120.00
100.00
.1 11
40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 5 Hyd No. 7 Hyd No. 9 Time (min)
Hyd No. 11

50
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 13
AP #1 POSTDEV - ONSITE -BYP
Hydrograph type
= SCS Runoff
Peak discharge
= 97.81 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 197,474 cuft
Drainage area
= 23.740 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 POSTDEV- ONSITE -BYP
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
100.00 , 100.00
90.00 90.00
80.00 , ! 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 14
AP #1 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 45.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 157,594 cuft
Drainage area
= 17.450 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.20 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 14
AP #1 POSTDEV - OFFSITE
Hyd. No. 14 -- 10 Year
360 480 600 720 840 960 1080 1200
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
Time to peak
AP #1 POSTDEV -TOTAL
Hyd. volume
Hydrograph type =
Combine
Storm frequency =
10 yrs
Time interval =
2 min
Inflow hyds. =
12, 13, 14
52
Monday, 06 / 22 / 2015
Peak discharge
= 237.88 cfs
Time to peak
= 720 min
Hyd. volume
= 999,789 cuft
Contrib. drain. area
= 41.190 ac
AP #1 POSTDEV -TOTAL
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 I 120.00
90.00 90.00
60.00 60.00
30.00 J 30.00
0.00 '= - �� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 12 Hyd No. 13 Hyd No. 14

53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 1
AP #1 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 82.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 283,222 cuft
Drainage area
= 17.450 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.20 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 PREDEV - OFFSITE
Q (cfs)
Q (cfs)
Hyd. No. 1 -- 100 Year
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
�
10.00
0.00
i 0.00
0
120 240 360 480 600 720 840 960
1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #1 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 79.280 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
420.00
C.1 11
C 11 11,
240.00
:1 11
120.00
.1 11
0.00
0 120 240
Hyd No. 2
AP #1 PREDEV- ONSITE
Hyd. No. 2 -- 100 Year
54
Monday, 06 / 22 / 2015
= 384.06 cfs
= 724 min
= 1,200,685 cuft
= 72
= Oft
18.40 min
= Type II
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #1 PREDEV TOTAL
Hydrograph type
= Combine Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 1, 2 Contrib. drain. area
Q (cfs)
490.00
420.00
350.00
I:1 11�
210.00
140.00
70.00
0.00
0 120 240
Hyd No. 3
AP #1 PREDEV TOTAL
Hyd. No. 3 -- 100 Year
55
Monday, 06 / 22 / 2015
= 463.55 cfs
= 724 min
= 1,483,908 cuft
= 96.730 ac
Q (cfs)
490.00
420.00
350.00
:1 11
210.00
140.00
70.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 4
AP #1- BMP- 1- POSTDEV
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.430 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
24.00
20.00
16.00
12.00
IX
4.00
0.00
0
AP #1- BMP -1- POSTDEV
Hyd. No. 4 -- 100 Year
1
120 240 360 480 600 720 840
Hyd No. 4
56
Monday, 06 / 22 / 2015
= 22.15 cfs
= 716 min
= 47,559 cuft
= 86
= Oft
= 5.00 min
= Type II
= 484
MT11 0 0 0 M 1:1
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 5
ROUTE -BMP1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - AP #1- BMP -1- POSTDEV
Max. Elevation
Reservoir name
= BMP 1
Max. Storage
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
IX
4.00
0.00
0 120 240
Hyd No. 5
ROUTE -BMP1
Hyd. No. 5 -- 100 Year
57
Monday, 06 / 22 / 2015
= 12.63 cfs
= 722 min
= 46,567 cuft
= 385.01 ft
= 15,620 cuft
Q (cfs)
24.00
20.00
16.00
12.00
00
4.00
- 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 111111-1 Total storage used = 15,620 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
AP #1- BMP- 2- POSTDEV
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 7.920 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
AP #1- BMP -2- POSTDEV
58
Monday, 06 / 22 / 2015
73.15 cfs
716 min
158,123 cuft
87
Oft
5.00 min
Type II
484
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

Storage Indication method used
ROUTE -BMP2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
f
1
i
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 7 111111-1 Hyd No. 6 1����� Total storage used = 40,262 cuft
59
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 7
ROUTE -BMP2
Hydrograph type
= Reservoir
Peak discharge
= 71.67 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 151,047 cuft
Inflow hyd. No.
= 6 - AP #1- BMP- 2- POSTDEV
Max. Elevation
= 402.98 ft
Reservoir name
= BMP 2
Max. Storage
= 40,262 cuft
Storage Indication method used
ROUTE -BMP2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
f
1
i
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 7 111111-1 Hyd No. 6 1����� Total storage used = 40,262 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
AP #1- BMP- 3- POSTDEV
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
I
0.00
0
= SCS Runoff
Peak discharge
= 100 yrs
Time to peak
= 2 min
Hyd. volume
= 29.160 ac
Curve number
= 0.0%
Hydraulic length
= User
Time of conc. (Tc)
= 7.40 in
Distribution
= 24 hrs
Shape factor
AP #1- BMP -3- POSTDEV
Hyd. No. 8 -- 100 Year
I
i
i
i
60
Monday, 06 / 22 / 2015
= 269.32 cfs
= 716 min
= 582,179 cuft
= 87
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

Storage Indication method used
ROUTE -BMP -3
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
280.00 1 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 1.1 120.00
80.00 80.00
40.00 40.00
0.00 i i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 9 Hyd No. 8 1�� —] Total storage used = 178,029 cuft
61
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 9
ROUTE -BMP -3
Hydrograph type
= Reservoir
Peak discharge
= 253.20 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 562,079 cuft
Inflow hyd. No.
= 8 - AP #1- BMP -3- POSTDEV
Max. Elevation
= 395.49 ft
Reservoir name
= BMP 3
Max. Storage
= 178,029 cuft
Storage Indication method used
ROUTE -BMP -3
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
280.00 1 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 1.1 120.00
80.00 80.00
40.00 40.00
0.00 i i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 9 Hyd No. 8 1�� —] Total storage used = 178,029 cuft

62
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 10
AP #1- BMP- 4- POSTDEV
Hydrograph type = SCS Runoff Peak discharge = 155.41 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 323,184 cuft
Drainage area = 18.750 ac Curve number = 80
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
AP #1- BMP -4- POSTDEV
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
A
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 11
ROUTE -BMP -4
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 10 - AP #1- BMP -4- POSTDEV Max. Elevation
Reservoir name
= BMP 4 Max. Storage
Storage Indication method used
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
.1 11
40.00
ROUTE -BMP -4
Hyd. No. 11 -- 100 Year
1
63
Monday, 06 / 22 / 2015
= 146.91 cfs
= 718 min
= 314,202 cuft
= 412.99 ft
= 105,929 cuft
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00 20.00
0.00 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 11 111111-1 Hyd No. 10 1����� Total storage used = 105,929 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
AP #1 TOTAL TREATED
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 5, 7, 9, 11
64
Monday, 06 / 22 / 2015
Peak discharge = 483.94 cfs
Time to peak = 718 min
Hyd. volume = 1,073,894 cuft
Contrib. drain. area = 0.000 ac
AP #1 TOTAL TREATED
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
490.00 490.00
420.00 420.00
350.00 350.00
280.00 280.00
210.00 210.00
140.00 140.00
70.00 70.00
0.00 "' — = 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 12 Hyd No. 5 Hyd No. 7 Hyd No. 9 Time (min)
- Hyd No. 11

65
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 13
AP #1 POSTDEV - ONSITE -BYP
Hydrograph type
= SCS Runoff
Peak discharge
= 174.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 354,893 cuft
Drainage area
= 23.740 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 POSTDEV- ONSITE -BYP
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 c 100.00
80.00 80.00
60.00 60.00
4
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 13 Time (min)

66
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 14
AP #1 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 82.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 283,222 cuft
Drainage area
= 17.450 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.20 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #1 POSTDEV - OFFSITE
Q (cfs)
Q (cfs)
Hyd. No. 14 -- 100 Year
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
�
10.00
0.00
0.00
0
120 240 360 480 600 720 840 960
1080 1200 1320 1440 1560
Time (min)
Hyd No. 14

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
AP #1 POSTDEV -TOTAL
Hydrograph type =
Combine Peak discharge
Storm frequency =
100 yrs Time to peak
Time interval =
2 min Hyd. volume
Inflow hyds. =
12, 13, 14 Contrib. drain. area
Q (cfs)
714.00
612.00
510.00
408.00
CI. 11
204.00
102.00
0.00
0 120 240
Hyd No. 15
AP #1 POSTDEV -TOTAL
Hyd. No. 15 -- 100 Year
67
Monday, 06 / 22 / 2015
= 713.16 cfs
= 718 min
= 1,712,009 cuft
= 41.190 ac
Q (cfs)
714.00
612.00
510.00
61: 11
306.00
204.00
102.00
' _ - 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 13 Hyd No. 14

Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
1AP #2 PREDEV - ONSITE
Legend
Hvd. Origin Description
1 SCS Runoff AP #2 PREDEV - ONSITE
2 SCS Runoff AP #2 POSTDEV - ONSITE
AP #2 POSTDEV - ONSITE
Project: AP #2.gpw I Monday, 06 / 22 / 2015

I
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #2 PREDEV - ONSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 2.00
0.00
0.00
Travel Time (min)
= 20.53 +
0.00 +
0.00 =
20.53
Shallow Concentrated Flow
Flow length (ft)
= 580.00
0.00
0.00
Watercourse slope ( %)
= 3.40
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=2.98
0.00
0.00
Travel Time (min)
= 3.25 +
0.00 +
0.00 =
3.25
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.000
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
( {0))0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
23.80 min

Worksheet 1: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 02/02/15
Location: Durham, North Carolina Checked: BMT Date: 02/02/15
Circle one: C Present-) Developed Watershed: Existing Onsite AP #2
1.) Runoff curve number (CN)
Soil Name Cover Description
CN Value
Area
Product
and
of
Hydrologic (cover type, treatment, and
L
CN x Area
Group hydrologic condition;
N
Acres
percent impervious;
a�
Sq. Ft.
unconnected /connected impervious
f-
%
(appendix A) area ratio)
..
C Woods - Good Cover
70
4.58
320.60
D Woods - Good Cover
77
0.20
15.40
Use only one CN value source per line.
Totals =
4.78
336.00
0.00747
sq mi)
total product
336.00
CN (weighted) = =
70
total area
4.78
J: IProjects11058- 0011DesignlStormwater12015 -06 -22 Site Plan Sub 31Ca lcslSpreadsheetslMvals_AP2.xls

Worksheet 2: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 06/22/15
Location: Durham, North Carolina Checked: BMT Date: 06/22/15
Circle one: Present Developed Watershed: Post Onsite AP #2
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value
Area
Product
and
of
Hydrologic
(cover type, treatment, and
LO
N x Area
Group
hydrologic condition;
N �
d
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
(appendix A)
area ratio)
..
C
Woods - Good Cover
70
0.27
18.90
D
Woods - Good Cover
77
0.10
7.79
C
Open Space (Good Condition)
74
0.00
0.00
D
Open Space (Good Condition)
80
0.00
0.00
Use only one CN value source per line.
Totals =
0.37
26.69
0.00058
sq m i )
total product
26.69
CN (weighted) = _
72
total area
0.37
J: IProjects11058- OO11DesignlStormwater12015 -06 -22 Site Plan Sub 31CalcslSpreadsheeWCNvals _AP2.xls

AP #2 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 9 1.00
i�
0.00 \�-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
2
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10A
Monday, 06 / 22 / 2015
Hyd. No. 1
AP #2 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 2.860 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 12,200 cuft
Drainage area
= 4.780 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 23.80 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #2 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 9 1.00
i�
0.00 \�-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #2 POSTDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.370 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
AP #2 POSTDEV - ONSITE
4
Monday, 06 / 22 / 2015
= 0.501 cfs
= 11.97 hrs
= 1,017 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #2 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 4.780 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 06 / 22 / 2015
4.293 cfs
12.17 hrs
17,219 cuft
70
Oft
23.80 min
Type II
484
AP #2 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
5.00 5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
0.00
0 2 4 6 8
Hyd No. 1
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #2 POSTDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.370 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
WE
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 2
6 8
AP #2 POSTDEV - ONSITE
Hyd. No. 2 -- 2 Year
1
Monday, 06 / 22 / 2015
= 0.704 cfs
= 11.97 hrs
= 1,411 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
1.00
0.90
0.80
0.70
WC
0.50
0.40
0.30
0.20
0.10
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #2 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
WE
4.00
2.00
0.00
0 2 4
Hyd No. 1
AP #2 PREDEV - ONSITE
Hyd. No. 1 -- 10 Year
i1-1� '*-�
6 8 10 12 14 16
18 20
7
Monday, 06 / 22 / 2015
= 9.595 cfs
= 12.17 hrs
= 36,053 cuft
= 70
= Oft
= 23.80 min
= Type II
= 484
Q (cfs)
10.00
M
WC
4.00
2.00
0.00
22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #2 POSTDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.370 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 2
M
AP #2 POSTDEV - ONSITE
Hyd. No. 2 -- 10 Year
8 10
12 14 16 18 20
Monday, 06 / 22 / 2015
= 1.425 cfs
= 11.97 hrs
= 2,865 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
22 24
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #2 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
Monday, 06 / 22 / 2015
= 18.37 cfs
= 12.13 hrs
= 67,524 cuft
= 70
= Oft
= 23.80 min
= Type II
= 484
AP #2 PREDEV- ONSITE
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #2 POSTDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.370 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 2
AP #2 POSTDEV - ONSITE
Hyd. No. 2 -- 100 Year
10
Monday, 06 / 22 / 2015
= 2.588 cfs
= 11.93 hrs
= 5,253 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
6 8 10 12 14 16 18 20 22 24
Time (hrs)

Watershed Model Schematic
e-"P #3 PREDEV - ONSITE
CIJ
3 - 1 -yr to BMP -5
Legend
Hvd. Origin Description
1 SCS Runoff
AP #3 PREDEV - ONSITE
2 SCS Runoff
POSTDEV TO BMP -3
3 Diversion1
1 -yr to BMP -5
4 Diversion2
Bypass
5 Reservoir
ROUTE BMP5
6 SCS Runoff
POSTDEV - ONSITE -BYP -3
7 Combine
AP #3 POSTDEV ONSITE TOTAL
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
�OSTDEV TO BMP -3
0%4- Bypass
- ROUTE BMP4
�OSTD EV -ON S ITE -BYP -3
7 - AP #3 POSTDEV ONSITE TOTAL
Project: AP #3.gpw I Monday, 06 / 22 / 2015

Worksheet 1: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 01/28/15
Location: DWbaw -N_ Checked By: BMT Date: 01/28/15
Circle one: LPresent —)Developed Watershed: PREDEV ONSITE - AP #3
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
M
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.48
48
--
Impervious Surfaces
98
0.09
9
B
Woods - Good Cover
55
0.10
5
C
Woods - Good Cover
70
3.73
261
D
Woods - Good Cover
77
0.00
0
B
Open Space - Good Condition
61
0.91
55
C
Open Space - Good Condition
74
2.34
173
Totals =
7.64
551
0.01193
sq mi)
total product
551
CN (weighted) = =
72
total area
7.64

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
05/26/15
Location:
Durham, NC
Checked:
BMT
Date:
05/26/15
Circle one:
Present ( Develooed Watershed:
AP #1 BMP -5 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
Cy
N
N
Acres
percent impervious;
(D
L
Sq. Ft.
unconnected /connected impervious
LM
a,
%
(appendix A)
area ratio)
LL
LL
--
Impervious - Roadway
98
I
2.42
237.14
--
Impervious - Driveway
98
I
1.09
107.29
--
Impervious - Roof
98
I
4.60
450.52
--
Impervious - Sidewalk /Patio
98
I
1.10
107.63
--
Impervious - Parking Lot
98
I
0.00
0.00
--
Impervious - Amenities
98
I
0.00
0.00
B
Open Space - Lawn - Good Condition
61
I
3.14
191.78
C
Open Space - Lawn - Good Condition
74
I
5.51
407.72
Use only one CN value source per line.
17.86
1502.07
Totals = I
(
0.02791
sq mi)
total product
1502.07
CN (weighted)
= _
Use CN -
84
total area
17.86

Worksheet 3: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 06/21/15
Location:
Durham, NC
Checked By: BMT
Date: 06/21/15
Circle one:
Present Developed
Watershed:
POSTDEV ONSITE BYPASS - AP #3
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
CN x Area
hydrologic condition;
LO
Acres
percent impervious;
W
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.02
2
B
Woods - Good Cover
55
0.00
0
C
Woods - Good Cover
70
0.00
0
D
Woods - Good Cover
77
0.00
0
B
Open Space - Good Condition
61
0.12
7
C
Open Space - Good Condition
74
0.41
30
Totals =
0.55
39
0.00086 sq mi)
total product
39
CN (weighted) = =
72 I
total area
0.55

I
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 2.00
0.00
0.00
Travel Time (min)
= 20.53 +
0.00 +
0.00 =
20.53
Shallow Concentrated Flow
Flow length (ft)
= 248.00
0.00
0.00
Watercourse slope ( %)
= 5.00
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=3.61
0.00
0.00
Travel Time (min)
= 1.15 +
0.00 +
0.00 =
1.15
Channel Flow
X sectional flow area (sqft)
= 43.00
0.00
0.00
Wetted perimeter (ft)
= 20.00
0.00
0.00
Channel slope ( %)
= 4.40
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=17.40
0.00
0.00
Flow length (ft)
( {0 })545.0
0.0
0.0
Travel Time (min)
= 0.52 +
0.00 +
0.00 =
0.52
Total Travel Time, Tc ...............................................
...............................
22.20 min

Wet Pond: Permanent Pool Average Depth Worksheet
Designed By: Brandon Thomas
Checked By: Brandon Thomas
Wet Pond Design Characteristics:
,,EDEN
Date: 6/19/2015 Project: I Andrews Chapel
Date: 6/19/2015 Drainge Area ID: AP #3 - Wet Pond - BMP #5
Vperm_pool Permanent Pool Volume:
73070
ft3
Surface Area at Bottom of
Anot_snelr Shelf, including forebay:
ft2
14589
17522
Aperm_ pool Permanent Pool Surface Area:
ft2
Surface area at the bottom of
Anot_pond the pond (excluding sediment
7427
ftz
cleanout depth):
Distance between the bottom
Depth of the shelf and the pond
bottom (excluding sediment
6
ft
cleanout depth):
Per Section 10.3.4 of the NCDENR Stormwater Manual there are two ways to calculate the permanent pool average depth (day):
Option 1:
Option 2:
day = Vperm_pool / Aperm_ pool
day = 73069.75 SF / 17522 SF
day = 4.2'
day = [0.25x(1 +(Abot_ shelf /Aperm_ pool)] +[((Abot_ shelf + Abot _pond) /2) *(Depth /Abot_ shelf)]
day = [0.25 x (1 +(14589 SF /17522 SF)] +[((14589 SF + 7427 SF) /2) *(6 FT /14589 SF)]
day = 4.99'
For design purposes the permanent pool average depth (dav) computed by Option 2 was selected. Therefore use 5.0'
to enter the SA /DA table. (To avoid multiple interpolations, round the average depth to the nearest 0.5')

Wet Pond Surface Area Design Worksheet
Designed By: Brandon Thomas
Checked By: Brandon Thomas
Surface Area:
Date:
Date:
HQREDENS
LAM1'DCORF
6/19/2015 Project: JAndrews Chapel
6/19/2015 Drainge Area ID:JAP #3 - Wet Pon
A wet detention pond designed for 900/a I TSS removal is being incorporated into this project.
See the following calculations to determine the required and provided surface area of the permanent pool.
Total area routing to the Wet Pond = 0 #3 - Wet Pond - BMP #4 = 9.23 acres (impervious) +
8.63 acres (pervious)
17.86 acres (total)
Percent Impervious =
With an average depth selected as
the required SA /DA ratio is:
Permanent Pool SA Required
Permanent Pool SA Provided
51.67%
5.0' (with the above percent impervious,
2.08% (Per NCDENR Stormwater BMP Manual Table 10 -3)
= 778,137 SF (17.86 acres)
x 2.08%
16,214 SF
= 17,522 SFI
Provided SA is Greater Than or E7

Forebay Sizing Worksheet Q EDENS
Designed By: Brandon Thomas Date: 6/19/2015 Project: lAndrews Chapel
Checked By: Brandon Thomas Date: 6/19/2015 Drainge Area ID: JAP#3 - Wet Pond - BMP #5
Per section 10.3.3 of the NCDENR Stormwater BMP Manual, the design volume of the forebay(s) should be approximately 20% of the total
calculated permanent pool volume.
73,070 ft3
Forebay Stage- Storage
Incremental
Cumulative
Stage
Elevation Surface Area
Storage
Storage
(ft)
(ft) (sf)
(cf)
(cf)
0.0
400 1010
0
0
1.0
401 1270
1140
1140
2.0
402 1559
1415
2555
3.0
403 1878
1719
4273
4.0
404 2227
2053
6326
5.0
405 2605
2416
8742
6.0
406 3012
2809
11550
6.5
406.5 3847
1715
13265
Main Pool Stage-Storage
Incremental
Cumulative
Stage
Elevation Surface Area
Storage
Storage
(ft)
(ft) sf
(cf)
(cf)
0.0
400 6417
0
0
1.0
401 7206
6812
6812
2.0
402 8024
7615
14427
3.0
403 8871
8448
22874
4.0
404 9746
9309
32183
5.0
405 10648
10197
42380
6.0
406 11577
11113
53492
6.5
406.5 13675
6313
59805
Total wet pond permanent pool volume =
13265 +
59805
=
Forebay Volume
= 18.2%
73,070 ft3

Runoff Volume Worksheet gpp,EDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: I Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: JAP#3 - Wet Pond - BMP #5
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V = 3630 x RD x Rv x A
V = Water Quality Volume
R0= Design Storm Rainfall Depth = 1.0 in
Rv = Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA = 9.23
/ 17.86 =
0.5167
Rv = 0.05 + 0.9 x
0.5167 =
0.5151
V = 3630 x 1 x 0.5151
x 17.86 =
33,400 CF
Stage
Elevation
Storage
(ft)
(ft MSL)
(ft')
0.0
406.5
0
0.5
407.0
9,717
1.5
408.0
31,996
2.5
409.0
56,051
3.5
410.0
81,938
4.5
411.0
109,715
First Inch Runoff Volume 33,400 ft,
(Computed Above)
Compute Corresponding Stage above Stage 1.61 ft
Normal Pool for First Inch Runoff
Volume by using the calculated
Elevation 408.11 ft MSL
regression equation
5.0
4.5
S"• 4.0
0 35 1Y = -7E- 11x' +5E -05x +0.0193
a I R'= 0.9999
3.0
z 2.5 .. t''•.
v
0 2.0
a
v 1.5
m
n 1.0
0.0 r"
0 20,000 40,000 60,000 80,000 100,000
Storage Above Normal Pool (ft3)
120,000

Drawdown Calculation Worksheet Q EDENS
Opp
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #3 - Wet Pond - BMP #5
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T = cd xax ay X \a AO + 1 Al) x Hi
Cd = 0.60 orifice coefficient
a = 0.0218 orifice area (ftz) when using a .00 in. orifice
9 = 32.2 accerelation of gravity (ft/seC2)
Ao = 17522 area of pond at the orifice outlet elevation (ft?)
AI = 23374 area of pond at the beginning of drawdown (ft) HI = 1.62 maximum head (ft)
T = 235,940 seconds = 2.73 days
Okay, drawdown between 2 -5 days.

Pond Report $
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 1 - BMP 5
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
406.50
17,522
0
0
0.50
407.00
21,413
9,717
9,717
1.50
408.00
23,161
22,279
31,996
2.50
409.00
24,965
24,055
56,051
3.50
410.00
26,826
25,887
81,938
4.50
411.00
28,744
27,777
109,715
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
2.00 6.00 Inactive
Crest Len (ft)
= 12.57 100.00
0.00
0.00
Span (in)
= 18.00
2.00 6.00 0.00
Crest El. (ft)
= 409.00 409.50
0.00
0.00
No. Barrels
= 1
1 1 1
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 400.00
406.50 408.12 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 65.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.50
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes Yes Yes
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
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
ExfiI User
Total
ft
cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 406.50
0.00 0.00
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.000
0.50
9,717 407.00
20.40 is 0.07 is
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.068
1.50
31,996 408.00
20.40 is 0.13 is
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.125
2.50
56,051 409.00
20.40 is 0.16 is
0.75 is
- -- 0.00
0.00 - --
- --
- -- - --
0.914
3.50
81,938 410.00
25.61 is 0.05 is
0.41 is
- -- 25.16s
91.92 - --
- --
- -- - --
117.54
4.50
109,715 411.00
27.20 is 0.02 is
0.16 is
- -- 27.02s
477.65 - --
- --
- -- - --
504.85

Pond No. 1 - BMP 5
5.00
—4.00
– 12.57 ft Riser
WeirA - Elev. 409.00
— 3.00
6.0 x 12.0 in orifice
CulvC - Inv. 408.12 \
— 2.00
— 1.00 2.00 in orifice
= CulvB -Inv. 406.50 \
Stage (ft)��������
Top of pond
Elev. 411.00
Section
NTS
Hydraflow Hydrographs Extension for AUtoCAD(D Civil 3D® 2015 by Autodesk, Inc. 00.4
_ Broad crested weir
WeirB - Elev. 409.50
Blttom of pond
EI v. 406.50
CulvA - 65.0 LF of 18.0 in @ 1.50%
1 -yr
Inflow hydrograph = 3. Diversion1 - 1 -yr to BMP -5
Project: AP #3.gpw I Monday, 06 / 22 / 2015

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.640 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 1
6 8
AP #3 PREDEV - ONSITE
Hyd. No. 1 -- 1 Year
Monday, 06 / 22 / 2015
= 5.960 cfs
= 12.13 hrs
= 22,811 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
10 12 14 16 18 20 22
Q (cfs)
6.00
5.00
11
3.00
2.00
1.00
0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
POSTDEV TO BMP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.860 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
POSTDEV TO BMP -3
Q (cfs) Hyd. No. 2 -- 1 Year
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 2
6 8 10 12
4
Monday, 06 / 22 / 2015
= 45.62 cfs
= 11.93 hrs
= 92,160 cuft
= 84
= Oft
= 5.00 min
= Type II
= 484
14 16 18 20 22 24
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
1 -yr to BMP -5
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
1 -yr to BMP -5
Hyd. No. 3 -- 1 Year
6 8 10 12
G�
Monday, 06 / 22 / 2015
= 45.62 cfs
= 11.93 hrs
= 92,160 cuft
=4
= 45.62 cfs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
U.UU
14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 -- Up to 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 4 -- 2 minus 3

Bypass
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Time (hrs)
Hyd No. 4 -- > 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 3
6
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Monday, 06 / 22 / 2015
Hyd. No. 4
Bypass
Hydrograph type
= Diversion2
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
= 3
Diversion method
= Constant Q
Constant Q
= 45.62 cfs
Bypass
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Time (hrs)
Hyd No. 4 -- > 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 3

Storage Indication method used.
ROUTE BMP5
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00
10.00
0.00 ' ' - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 I 1 1 1 1 1 II Total storage used = 57,446 cuft
7
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk,
Inc. v10.4
Monday, 06 / 22 / 2015
Hyd. No. 5
ROUTE BMP5
Hydrograph type
= Reservoir
Peak discharge
= 1.660 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.77 hrs
Time interval
= 2 min
Hyd. volume
= 79,195 cuft
Inflow hyd. No.
= 3 - 1 -yr to BMP -5
Max. Elevation
= 409.05 ft
Reservoir name
= BMP 5
Max. Storage
= 57,446 cuft
Storage Indication method used.
ROUTE BMP5
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00
10.00
0.00 ' ' - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 I 1 1 1 1 1 II Total storage used = 57,446 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 6
POSTD EV -O N S ITE -BYP -3
Hyd. No. 6 -- 1 Year
Monday, 06 / 22 / 2015
= 0.745 cfs
= 11.97 hrs
= 1,512 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
AP #3 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine Peak discharge
Storm frequency
= 1 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 4, 5, 6 Contrib. drain. area
Q (cfs)
2.00
1.00
AP #3 POSTDEV ONSITE TOTAL
Hyd. No. 7 -- 1 Year
0.00 'v`
0 10
Hyd No. 7
20 30 40
Hyd No. 4
50 60
Hyd No. 5
10
Monday, 06 / 22 / 2015
= 1.694 cfs
= 13.77 hrs
= 80,707 cuft
= 0.550 ac
70 80 90
Hyd No. 6
Q (cfs)
2.00
1.00
0.00
100
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.640 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
11
Monday, 06 / 22 / 2015
= 8.629 cfs
= 12.13 hrs
= 31,642 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
AP #3 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
10.00 10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
POSTDEV TO BMP -3
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 17.860 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTDEV TO BMP -3
Q (cfs) Hyd. No. 2 -- 2 Year
60.00 1
50.00
F,�
30.00
20.00
10.00
12
Monday, 06 / 22 / 2015
58.05 cfs
11.93 hrs
117,698 cuft
84
Oft
5.00 min
Type II
484
0.00 -
0 2 4
Hyd No. 2
6 8 10 12 14
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
' 0.00
16 18 20 22 24
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Hyd. No. 3
1 -yr to BMP -5
Hydrograph type
= Diversion1
Peak discharge
= 45.62 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.90 hrs
Time interval
= 2 min
Hyd. volume
= 114,283 cuft
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
= 4
Diversion method
= Constant Q
Constant Q
= 45.62 cfs
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2
1 -yr to BMP -5
Hyd. No. 3 -- 2 Year
Q (cfs)
.1 11
50.00
F,�
30.00
20.00
10.00
0.00
4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 3 -- Up to 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 4 -- 2 minus 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
Bypass
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Bypass
Q (cfs) Hyd. No. 4 -- 2 Year
60.00
1
50.00
F,�
30.00
20.00 '
10.00
-.J1
0.00
0 2 4 6 8 10 12 14
Hyd No. 4 -- > 45.62 cfs Hyd No. 2 -- Inflow
14
Monday, 06 / 22 / 2015
= 12.43 cfs
= 11.93 hrs
= 3,415 cuft
=3
= 45.62 cfs
16 18 20
Hyd No. 3
22
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
24
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
ROUTE BMP5
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - 1 -yr to BMP -5
Max. Elevation
Reservoir name
= BMP 5
Max. Storage
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
i
0.00
0 10
Hyd No. 5
ROUTE BMP5
Hyd. No. 5 -- 2 Year
15
Monday, 06 / 22 / 2015
= 4.691 cfs
= 12.50 hrs
= 101,097 cuft
= 409.20 ft
= 61,140 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- 0.00
20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 1 1 1 1 1 1 II Total storage used = 61,140 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 6
POSTD EV -O N S ITE -BYP -3
Hyd. No. 6 -- 2 Year
6 8 10
12 14 16 18 20
16
Monday, 06 / 22 / 2015
= 1.046 cfs
= 11.97 hrs
= 2,098 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
AP #3 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
17
Monday, 06 / 22 / 2015
Peak discharge = 13.60 cfs
Time to peak = 11.93 hrs
Hyd. volume = 106,609 cuft
Contrib. drain. area = 0.550 ac
AP #3 POSTDEV ONSITE TOTAL
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 � \ 2.00
0.00 Ah— 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
= SCS Runoff
Peak discharge
= 10 yrs
Time to peak
= 2 min
Hyd. volume
= 7.640 ac
Curve number
= 0.0%
Hydraulic length
= TR55
Time of conc. (Tc)
= 5.10 in
Distribution
= 24 hrs
Shape factor
AP #3 PREDEV - ONSITE
Hyd. No. 1 -- 10 Year
0 2 4 6 8
Hyd No. 1
10 12 14 16 18 20
18
Monday, 06 / 22 / 2015
= 18.32 cfs
= 12.13 hrs
= 64,224 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
POSTDEV TO BMP -3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 17.860 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Q (cfs)
100.00
:M
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTDEV TO BMP -3
Hyd. No. 2 -- 10 Year
i
19
Monday, 06 / 22 / 2015
98.91 cfs
11.93 hrs
204,343 cuft
84
Oft
5.00 min
Type II
484
Q (cfs)
100.00
:M
40.00
20.00
0.00 0 00
0.0 2.0 4.0
Hyd No. 2
6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
1 -yr to BMP -5
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
1 -yr to BMP -5
Q (cfs) Hyd. No. 3 -- 10 Year
100.00
:M
60.00 I
40.00 I
1
20
Monday, 06 / 22 / 2015
= 45.62 cfs
= 11.83 hrs
= 179,026 cuft
=4
= 45.62 cfs
Q (cfs)
100.00
:M
•1 11
40.00
20.00 20.00
0.00 i 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 3 -- Up to 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 4 -- 2 minus 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
Bypass
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Bypass
Q (cfs) Hyd. No. 4 -- 10 Year
100.00
:M
40.00
21
Monday, 06 / 22 / 2015
= 53.29 cfs
= 11.93 hrs
= 25,317 cuft
=3
= 45.62 cfs
Q (cfs)
100.00
:M
40.00
20.00 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 4 -- > 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
ROUTE BMP5
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - 1 -yr to BMP -5
Max. Elevation
Reservoir name
= BMP 5
Max. Storage
Storage Indication method used.
ROUTE BMP5
Monday, 06 / 22 / 2015
= 35.86 cfs
= 12.07 hrs
= 165,440 cuft
= 409.66 ft
= 72,532 cuft
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 � 20.00
10.00 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 3 1�� —] Total storage used = 72,532 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 6
POSTD EV -O N S ITE -BYP -3
Hyd. No. 6 -- 10 Year
6 8 10
12 14 16 18 20
23
Monday, 06 / 22 / 2015
= 2.118 cfs
= 11.97 hrs
= 4,258 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
AP #3 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
24
Monday, 06 / 22 / 2015
Peak discharge = 66.21 cfs
Time to peak = 11.97 hrs
Hyd. volume = 195,015 cuft
Contrib. drain. area = 0.550 ac
AP #3 POSTDEV ONSITE TOTAL
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
70.00 i 70.00
60.00 60.00
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
10.00 10.00
1
0.00 �� 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.640 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 7.40 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 --
0 2 4
Hyd No. 1
AP #3 PREDEV- ONSITE
25
Monday, 06 / 22 / 2015
= 34.11 cfs
= 12.10 hrs
= 117,773 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
Hyd. No. 1 -- 100 Year Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
POSTDEV TO BMP -3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 17.860 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTDEV TO BMP -3
26
Monday, 06 / 22 / 2015
158.19 cfs
11.93 hrs
335,556 cuft
84
Oft
5.00 min
Type II
484
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
1 -yr to BMP -5
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
.1 11
40.00
20.00
1 11
1 1,
1 -yr to BMP -5
Hyd. No. 3 -- 100 Year
2.0 4.0 6.0 8.0 10.0 12.0 1
Hyd No. 3 -- Up to 45.62 cfs Hyd No. 2 -- Inflow
27
Monday, 06 / 22 / 2015
= 45.62 cfs
= 11.87 hrs
= 266,066 cuft
=4
= 45.62 cfs
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
•1 11
40.00
20.00
r 0.00
1.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 4 -- 2 minus 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
Bypass
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 2 - POSTDEV TO BMP -3
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
160.00
140.00
120.00
100.00
Bypass
Hyd. No. 4 -- 100 Year
60.00 "
40.00
20.00
I
Monday, 06 / 22 / 2015
= 112.57 cfs
= 11.93 hrs
= 69,490 cuft
=3
= 45.62 cfs
Q (cfs)
160.00
140.00
120.00
100.00
•I II
40.00
20.00
0.00 -'i 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Hyd No. 4 -- > 45.62 cfs Hyd No. 2 -- Inflow Hyd No. 3

29
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
ROUTE BMP5
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyd. No. = 3 - 1 -yr to BMP -5
Reservoir name = BMP 5
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -
0
r-
Monday, 06 / 22 / 2015
Peak discharge
= 45.60 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 252,414 cuft
Max. Elevation
= 409.69 ft
Max. Storage
= 73,861 cuft
ROUTE BMP5
Hyd. No. 5 -- 100 Year
Q (cfs)
50.00
1 11
30.00
20.00
10.00
0.00
4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 5 Hyd No. 3 TTTTTIFI Total storage used = 73,861 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.550 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTD EV -O N S ITE -BYP -3
Q (cfs) Hyd. No. 6 -- 100 Year
4.00
I
3.00
2.00
1.00
30
Monday, 06 / 22 / 2015
3.847 cfs
11.93 hrs
7,809 cuft
72
Oft
5.00 min
Type II
484
Q (cfs)
4.00
3.00
2.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 6 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
AP #3 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
31
Monday, 06 / 22 / 2015
Peak discharge = 161.69 cfs
Time to peak = 11.93 hrs
Hyd. volume = 329,714 cuft
Contrib. drain. area = 0.550 ac
AP #3 POSTDEV ONSITE TOTAL
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 1 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
i
40.00 40.00
20.00 20.00
i
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

Watershed Model Schematic
P #4 PREDEV - ONSITE
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
�P #4 PREDEV - OFFSITE
5 - 1 -YR Divert to BMP -6
73 - AP #4 PREDEV - TOTAL
7 - Route to BMP -6
Legend
Hvd. Origin Descrintion
1
SCS Runoff
AP #4 PREDEV - ONSITE
2
SCS Runoff
AP #4 PREDEV - OFFSITE
3
Combine
AP#4 PREDEV - TOTAL
4
SCS Runoff
POSTDEV - ONSITE -4
5
Diversion1
1 -YR Divert to BMP -6
6
Diversion2
Bypass BMP -6
7
Reservoir
Route to BMP -6
8
SCS Runoff
POSTDEV - ONSITE -BYP -4
9
SCS Runoff
AP #4 POSTDEV - OFFSITE
10
Combine
AP #4 POSTDEV ONSITE TOTAL
cl
C� OSTDEV- ONSITE -4
6 - Bypass BMP -6
- TDEV- ONSITE -BYP -4
�P #4 POSTDEV - OFFSITE
y
IVI - AP #4 POSTDEV ONSITE TOTAL
Project: AP #4.gpw I Monday, 06 / 22 / 2015

Worksheet 1: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 01/28/15
Location:
Durham, NC
Checked By: BMT
Date: 01/28/15
Circle one:
Present Developed
Watershed:
PREDEV ONSITE - AP #4
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
CN x Area
hydrologic condition;
M LO
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.09
8
B
Woods - Good Cover
55
8.31
457
C
Woods - Good Cover
70
1.02
71
D
Woods - Good Cover
77
4.33
333
B
Open Space - Good Condition
61
6.41
391
C
Open Space - Good Condition
74
2.77
205
Totals =
22.93
1467
0.03583
sq mi)
total product
1467
CN (weighted) - =
64
total area
22.93

Worksheet 2: Runoff curve number and runoff
Project: Andrews Chapel
Location: Durham, NC
Circle one: Present Developed
1.) Runoff curve number (CN)
By: BMT Date: 01/28/15
Checked By: BMT Date: 01/28/15
Watershed: PREDEV OFFSITE - AP #4
CN (weighted) = total product =
total area
CN Value
Cover Description
Hydrologic
Soil Group
(cover type, treatment, and
hydrologic condition;
N
percent impervious;
CN x Area
unconnected /connected impervious
Acres
area ratio)
B
Residential District Lot Size > 2 acres
C
Residential District Lot Size > 2 acres
D
Residential District Lot Size > 2 acres
CN (weighted) = total product =
total area
CN Value
Area
Product
Of
N
CN x Area
CM LO
Acres
Sq. Ft.
%
65
163.85
10651
77
67.08
5165
82
28.19
2312
Totals = 259.12 18127
0.40488 sq mi)
18127
259.12 70

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
06/21/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present ( Develooed Watershed:
AP #1 BMP -6 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
Cy
N
N
Acres
percent impervious;
(D
L
Sq. Ft.
unconnected /connected impervious
LM
a,
%
(appendix A)
area ratio)
LL
LL
--
Impervious - Roadway
98
I
0.93
91.50
--
Impervious - Driveway
98
I
0.27
26.95
--
Impervious - Roof
98
I
1.22
119.67
--
Impervious - Sidewalk /Patio
98
I
0.37
36.26
--
Impervious - Parking Lot
98
I
0.00
0.00
--
Impervious - Amenities
98
I
0.00
0.00
B
Open Space - Lawn - Good Condition
61
I
2.17
132.10
C
Open Space - Lawn - Good Condition
74
I
1.15
84.90
Use only one CN value source per line.
6.11
491.38
Totals = I
(
0.00955
sq mi)
total product
491.38
CN (weighted)
= _
Use CN =
80
total area
6.11

Worksheet 4: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 06/22/15
Location:
Durham, NC _
Checked By: BMT
Date: 06/22/15
Circle one:
Present Developed
Watershed:
POSTDEV ONSITE - BYP- AP #4
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
A
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.23
22
B
Woods - Good Cover
55
2.21
121
C
Woods - Good Cover
70
0.93
65
D
Woods - Good Cover
77
4.17
321
B
Open Space - Good Condition
61
2.38
145
C
Open Space - Good Condition
74
0.00
0
D
Open Space - Good Condition
80
0.00
0
Totals =
9.91
675
0.01549
sq mi)
total product
675
CN (weighted) = =
68
total area
9.91

I
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #4 PREDEV - ONSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 4.53
0.00
0.00
Travel Time (min)
= 14.81 +
0.00 +
0.00 =
14.81
Shallow Concentrated Flow
Flow length (ft)
= 238.00
356.00
0.00
Watercourse slope ( %)
= 9.60
4.03
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=5.00
3.24
0.00
Travel Time (min)
= 0.79 +
1.83 +
0.00 =
2.63
Channel Flow
X sectional flow area (sqft)
= 23.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope ( %)
= 0.90
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=6.57
0.00
0.00
Flow length (ft)
Q0 })1495.0
0.0
0.0
Travel Time (min)
= 3.79 +
0.00 +
0.00 =
3.79
Total Travel Time, Tc ...............................................
...............................
21.20 min

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - OFFSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 27.09 +
0.00 +
0.00 =
27.09
Shallow Concentrated Flow
Flow length (ft)
= 954.00
0.00
0.00
Watercourse slope ( %)
= 1.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.16
0.00
0.00
Travel Time (min)
= 7.35 +
0.00 +
0.00 =
7.35
Channel Flow
X sectional flow area (sqft)
= 23.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope ( %)
= 1.70
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=9.03
0.00
0.00
Flow length (ft)
Q0 })5180.0
0.0
0.0
Travel Time (min)
= 9.56 +
0.00 +
0.00 =
9.56
Total Travel Time, Tc ...............................................
...............................
44.00 min

14
TR55 Tc Worksheet
I IYUi Ilvvv I IyuI vUi Via -L- 101VII - ­vvr ­11 - - Iv vy -vu-, 111- v Iv.-r
Hyd. No. 9
AP #4 POSTDEV - OFFSITE
Descriation
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 27.09 +
0.00 +
0.00 =
27.09
Shallow Concentrated Flow
Flow length (ft)
= 954.00
0.00
0.00
Watercourse slope ( %)
= 1.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft /s)
=2.16
0.00
0.00
Travel Time (min)
= 7.35 +
0.00 +
0.00 =
7.35
Channel Flow
X sectional flow area (sqft)
= 23.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope ( %)
= 1.70
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft /s)
=9.03
0.00
0.00
Flow length (ft)
( {0 })5180.0
0.0
0.0
Travel Time (min)
= 9.56 +
0.00 +
0.00 =
9.56
Total Travel Time, Tc ...............................................
...............................
44.00 min

Runoff Volume Worksheet OBEEQENS
LAI, r, CORP
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Cha el
Checked By: Brandon Thomas Date: 6/21/2015 Drainge Area ID: AP #4 Dry Pond BMP #6
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V = 3630 x RD x Rv x A
V = Water Quality Volume
RD= Design Storm Rainfall Depth = 1.0 1 in
Rv= Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA =
2.79 AC / 6.11 AC =
0.4566
Rv = 0.05 + 0.9 x 0.4566 =
0.4610
V=
3630x1x0.461x6.11=
10,224 CF
Stage- Storage Above Normal Pool
Stage Elevation
Storage
(ft) (ft MSL)
(ft')
0.0 406.0
0
1.0 407.0
1,718
2.0 408.0
3,833
3.0 409.0
6,370
4.0 410.0
9,355
5.0 411.0
12,935
6.0 412.0
17,280
First Inch Runoff volume
10,224 ft'
(Computed Above)
Compute Corresponding Stage above
Stage 4.15
ft
Normal Pool for First Inch Runoff
Volume by using the calculated
regression equation
Elevation 410.15
ft MSL
7.0
6.0 t
Y = -1E -08x2 + 0.0005x + 0,0837
o 5.0
a I R' = 0.9991
E 4.0
Z
a
Q
m 2.0 -
N
1.0 -
0.0
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000
Storage Above Normal Pool (ft')

Drawdown Calculation Worksheet U EDENS
Designed By: Brandon Thomas Date: 6/21/2015 Project: Andrews Chapel
Checked By: Brandon Thomas Date: 6/21/2015 DraingeAreaID:1 AP #4 Dry Pond BMP #6
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation Z) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T — cd xax a- x (2 A,, + 3 Al) x Hi121
Cd = 0.60
orifice coefficient
a = 0.0031
orifice area (ft) when using a 0.75 in. orifice
g = 32.2
acceleration of gravity (ft/secZ)
AO =
1530
area of pond at the orifice outlet elevation (ftZ)
Al =
3325
area of pond at the beginning of drawdown (ft)
H1 = 4.50
maximum head (ft)
T = 305,634
seconds = 3.54 days
Okay, drawdown between 2 -5 days.

Pond No. 1 - Dry Pond - 4
Hydraf low Hydrographs Extension for AutoCAD@ Civil 3D@ 2015 by Autodesk, Inc. v10.4
— 7.00
Top of pond
Elev. 412.00
Broad crested weir
WeirB - Elev. 411.50
— 6.00
12.57 ft Riser
4.00 in orifice WeirA - Elev. 411.00
CulvC - Inv. 410.15
— 5.00
— 4.00
— 3.00
— 2.00
0.75 in orifice
CulvB - Inv. 406.00
— 1.00
CulvA - 57.0 LF of 18.0 in @ 7.00%
— 0.00
Stage (ft)```````````` Bottom of pond
Section Elev. 406.00
NTS
1 -yr
Inflow hydrograph = 5. Diversion1 - 1 -YR Divert to SCM -4
Project: AP #4.gpw I Monday, 06 / 22 / 2015

Pond Report 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 1 - BMP 6
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
406.00
1,530
0
0
1.00
407.00
1,914
1,718
1,718
2.00
408.00
2,323
2,115
3,833
3.00
409.00
2,758
2,537
6,370
4.00
410.00
3,218
2,985
9,355
5.00
411.00
3,955
3,580
12,935
6.00
412.00
4,748
4,345
17,280
Culvert / Orifice Structures Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.75 4.00
Inactive
Crest Len (ft)
= 12.57
30.00
0.00
0.00
Span (in)
= 18.00
0.75 4.00
0.00
Crest El. (ft)
= 411.00
411.50
0.00
0.00
No. Barrels
= 1
1 1
1
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 406.00
406.00 410.15
0.00
Weir Type
= 1
Broad
- --
- --
Length (ft)
= 57.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 7.00
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
Orifice Coeff.
= 0.60
0.60 0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes Yes
Yes
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
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
ExfiI User
Total
ft cuft ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 406.00
0.00
0.00
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.000
1.00
1,718 407.00
0.01 is
0.01 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.014
2.00
3,833 408.00
0.02 is
0.02 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.021
3.00
6,370 409.00
0.03 is
0.03 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.025
4.00
9,355 410.00
0.03 is
0.03 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.029
5.00
12,935 411.00
0.38 is
0.03 is
0.35 is
- -- 0.00
0.00
- --
- --
- -- - --
0.379
6.00
17.280 412.00
19.33 is
0.00 is
0.13 is
- -- 19.19s
27.58
- --
- --
- -- - --
46.90

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #4 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 22.930 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
10.00
M
WE
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
AP #4 PREDEV - ONSITE
Hyd. No. 1 -- 1 Year
Monday, 06 / 22 / 2015
8.051 cfs
12.17 hrs
39,714 cuft
64
Oft
21.20 min
Type II
484
Q (cfs)
10.00
M
WC
4.00
2.00
i
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
120.00
100.00
:1 11
.1 11
i 1 11
20.00
AP #4 PREDEV - OFFSITE
Hyd. No. 2 -- 1 Year
0.00
0 2 4 6 8 10
Hyd No. 2
0
4
Monday, 06 / 22 / 2015
= 103.58 cfs
= 12.40 hrs
= 665,850 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
:1 11
•1 11
40.00
20.00
0.00
12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Time to peak
AP #4 PREDEV - TOTAL
Hyd. volume
Hydrograph type =
Combine
Storm frequency =
1 yrs
Time interval =
2 min
Inflow hyds. =
1, 2
1
Monday, 06 / 22 / 2015
Peak discharge
= 108.81 cfs
Time to peak
= 12.37 hrs
Hyd. volume
= 705,563 cuft
Contrib. drain. area
= 282.050 ac
AP #4 PREDEV - TOTAL
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
120.00 120.00
100.00 1 100.00
80.00 1 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 �' , 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 4
POSTDEV - ONSITE -4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.110 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
14.00
12.00
10.00
11
. 11
4.00
2.00
0.00
0 2 4
Hyd No. 4
M
POSTDEV- ONSITE -4
Hyd. No. 4 -- 1 Year
7
Monday, 06 / 22 / 2015
= 12.97 cfs
= 11.97 hrs
= 25,991 cuft
= 80
= Oft
= 5.00 min
= Type II
= 484
I
8 10 12 14 16 18 20 22
Q (cfs)
14.00
12.00
10.00
: 1R
• 11
4.00
2.00
0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 5
1 -YR Divert to BMP -6
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
14.00
12.00
10.00
11
M
4.00
2.00
0.00
0 2 4 6 8
Hyd No. 5 -- Up to 12.97 cfs
1 -YR Divert to BMP -6
Hyd. No. 5 -- 1 Year
Monday, 06 / 22 / 2015
= 12.97 cfs
= 11.97 hrs
= 25,991 cuft
=6
= 12.97 cfs
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
�— 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5

Bypass BMP -6
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Time (hrs)
Hyd No. 6 -- > 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 5
9
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc.
00.4
Monday, 06 / 22 / 2015
Hyd. No. 6
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 5
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
Bypass BMP -6
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Time (hrs)
Hyd No. 6 -- > 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP 6
Max. Storage
Storage Indication method used
Route to BMP -6
Q (cfs) Hyd. No. 7 -- 1 Year
14.00
12.00
10.00
H.U1111
M
4.00
r os,
0.00 �
0 10 20 30 40
Hyd No. 7 Hyd No. 5
10
Monday, 06 / 22 / 2015
= 1.138 cfs
= 12.50 hrs
= 22,280 cuft
= 411.06 ft
= 13,180 cuft
50 60 70 80 90
1 1 1 1 1 1 II Total storage used = 13,180 cuft
Q (cfs)
14.00
12.00
10.00
Me
mm
4.00
2.00
- 0.00
100
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 9.910 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
KQ
. OR
4.00
2.00
0.00
0 2 4
Hyd No. 8
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTD EV -O N S ITE -BYP -4
Hyd. No. 8 -- 1 Year
12
Monday, 06 / 22 / 2015
10.02 cfs
11.97 hrs
21,129 cuft
68
Oft
5.00 min
Type II
484
Q (cfs)
12.00
10.00
00
. IX
11
2.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
120.00
100.00
:1 11
.1 11
i 1 11
20.00
AP #4 POSTDEV - OFFSITE
Hyd. No. 9 -- 1 Year
0.00
0 2 4 6 8 10
Hyd No. 9
0
13
Monday, 06 / 22 / 2015
= 103.58 cfs
= 12.40 hrs
= 665,850 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
:1 11
•1 11
40.00
20.00
0.00
12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
Time to peak
AP #4 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyds.
= 6, 7, 8, 9
Q (cfs)
120.00
100.00
:1 11
.1 11
i 1 11
20.00
0.00
0 2 4
Hyd No. 10
15
Monday, 06 / 22 / 2015
Peak discharge
= 105.81 cfs
Time to peak
= 12.40 hrs
Hyd. volume
= 709,259 cuft
Contrib. drain. area
= 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Hyd. No. 10 -- 1 Year
6 8 10
Hyd No. 6
Hyd No. 9
Q (cfs)
120.00
100.00
:1 11
•1 11
i 1 11
20.00
- 0.00
12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 7 Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #4 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 22.930 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
16
Monday, 06 / 22 / 2015
13.92 cfs
12.13 hrs
59,735 cuft
64
Oft
21.20 min
Type II
484
AP #4 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
14.00 14.00
I
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 ' '1-- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 259.120 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
17
Monday, 06 / 22 / 2015
156.71 cfs
12.37 hrs
939,758 cuft
70
Oft
44.00 min
Type II
484
AP #4 PREDEV - OFFSITE
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 \ 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Time to peak
AP #4 PREDEV - TOTAL
Hyd. volume
Hydrograph type =
Combine
Storm frequency =
2 yrs
Time interval =
2 min
Inflow hyds. =
1, 2
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4
Hyd No. 3
18
Monday, 06 / 22 / 2015
Peak discharge
= 165.44 cfs
Time to peak
= 12.37 hrs
Hyd. volume
= 999,493 cuft
Contrib. drain. area
= 282.050 ac
AP #4 PREDEV - TOTAL
Hyd. No. 3 -- 2 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Hyd No. 2

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 4
POSTDEV - ONSITE -4
Hydrograph type
= SCS Runoff
Peak discharge
= 16.87 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 34,025 cuft
Drainage area
= 6.110 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POSTDEV- ONSITE -4
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

1 -YR Divert to BMP -6
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 J--j 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 -- Up to 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5
20
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc.
00.4
Monday, 06 / 22 / 2015
Hyd. No. 5
1 -YR Divert to BMP
-6
Hydrograph type
= Diversion1
Peak discharge
= 12.97 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.90 hrs
Time interval
= 2 min
Hyd. volume
= 32,867 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 6
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
1 -YR Divert to BMP -6
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 J--j 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 -- Up to 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
18.00
15.00
12.00
• IX
O OK
3.00
Bypass BMP -6
Hyd. No. 6 -- 2 Year
i
i
I
i . I
U.UU
0 2 4 6 8 10 12 14 16
Hyd No. 6 -- > 12.97 cfs Hyd No. 4 -- Inflow
21
Monday, 06 / 22 / 2015
= 3.901 cfs
= 11.97 hrs
= 1,158 cuft
=5
= 12.97 cfs
18 20 22
Hyd No. 5
Q (cfs)
18.00
15.00
12.00
• e
. UX
3.00
0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP 6
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
H.U1111
. 11
4.00
2.00
0.00
0 2 4 6
Hyd No. 7
Route to BMP -6
Hyd. No. 7 -- 2 Year
I
8 10 1
Hyd No. 5
Monday, 06 / 22 / 2015
= 4.884 cfs
= 12.07 hrs
= 29,125 cuft
= 411.22 ft
= 13,902 cuft
Q (cfs)
14.00
12.00
10.00
11
• 11
4.00
2.00
�— - 0.00
2 14 16 18 20 22 24 26 28
I I I I I I II Total storage used = 13,902 cuft Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.910 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
15.00
12.00
WE
M
3.00
0.00
0 2 4
Hyd No. 8
POSTD EV -O N S ITE -BYP -4
Hyd. No. 8 -- 2 Year
23
Monday, 06 / 22 / 2015
= 14.90 cfs
= 11.97 hrs
= 30,396 cuft
= 68
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
15.00
12.00
9.00
6.00
' 3.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 259.120 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
24
Monday, 06 / 22 / 2015
156.71 cfs
12.37 hrs
939,758 cuft
70
Oft
44.00 min
Type II
484
AP #4 POSTDEV - OFFSITE
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 \ 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 9 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
AP #4 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 6, 7, 8, 9
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4
Hyd No. 10
25
Monday, 06 / 22 / 2015
Peak discharge = 160.57 cfs
Time to peak = 12.37 hrs
Hyd. volume = 1,000,437 cuft
Contrib. drain. area = 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Hyd. No. 10 -- 2 Year
I
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
40.00
20.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #4 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 22.930 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
26
Monday, 06 / 22 / 2015
38.09 cfs
12.13 hrs
139,444 cuft
64
Oft
21.20 min
Type II
484
AP #4 PREDEV - ONSITE
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
27
Monday, 06 / 22 / 2015
= 356.69 cfs
= 12.37 hrs
= 1,967,673 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
AP #4 PREDEV - OFFSITE
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
400.00 400.00
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 \ 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #4 PREDEV - TOTAL
Hydrograph type =
Combine
Storm frequency =
10 yrs
Time interval =
2 min
Inflow hyds. =
1, 2
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
50.00
0.00
0 2 4
Hyd No. 3
Monday, 06 / 22 / 2015
Peak discharge = 377.72 cfs
Time to peak = 12.33 hrs
Hyd. volume = 2,107,117 cuft
Contrib. drain. area = 282.050 ac
AP #4 PREDEV - TOTAL
Hyd. No. 3 -- 10 Year
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
1:::fJ1 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Hyd No. 2

PIT
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 4
POSTDEV - ONSITE -4
Hydrograph type
= SCS Runoff
Peak discharge
= 30.44 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 61,969 cuft
Drainage area
= 6.110 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POSTDEV- ONSITE -4
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
I
5.00 5.00
I � \
l \
0.00 —` 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 4 Time (hrs)

Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
1 -YR Divert to BMP -6
Hyd. No. 5 -- 10 Year
I
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 5 -- Up to 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5
30
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc.
00.4
Monday, 06 / 22 / 2015
Hyd. No. 5
1 -YR Divert to BMP
-6
Hydrograph type
= Diversion1
Peak discharge
= 12.97 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 53,332 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 6
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
1 -YR Divert to BMP -6
Hyd. No. 5 -- 10 Year
I
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 5 -- Up to 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5

Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4 6
Hyd No. 6 -- > 12.97 cfs
Bypass BMP -6
Hyd. No. 6 -- 10 Year
I
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 4 -- Inflow Hyd No. 5
31
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc.
00.4
Monday, 06 / 22 / 2015
Hyd. No. 6
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
= 17.47 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 8,637 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 5
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4 6
Hyd No. 6 -- > 12.97 cfs
Bypass BMP -6
Hyd. No. 6 -- 10 Year
I
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 4 -- Inflow Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP 6
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
H.U1111
. 11
4.00
2.00
0.00
0 2 4
Hyd No. 7
Route to BMP -6
Hyd. No. 7 -- 10 Year
I I
I I
6 8 10
Hyd No. 5
32
Monday, 06 / 22 / 2015
= 12.95 cfs
= 12.03 hrs
= 49,504 cuft
= 411.45 ft
= 14,868 cuft
Q (cfs)
14.00
12.00
10.00
11
• 11
4.00
■ 2.00
F 0.00
12 14 16 18 20 22 24 26
Time (hrs)
M —] Total storage used = 14,868 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.910 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4
Hyd No. 8
POSTD EV -O N S ITE -BYP -4
Hyd. No. 8 -- 10 Year
33
Monday, 06 / 22 / 2015
= 32.90 cfs
= 11.97 hrs
= 65,800 cuft
= 68
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
A
5.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
34
Monday, 06 / 22 / 2015
= 356.69 cfs
= 12.37 hrs
= 1,967,673 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
AP #4 POSTDEV - OFFSITE
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
400.00 400.00
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 \ 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 9 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
AP #4 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 6, 7, 8, 9
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
50.00
0.00
0 2 4
Hyd No. 10
35
Monday, 06 / 22 / 2015
Peak discharge = 363.79 cfs
Time to peak = 12.37 hrs
Hyd. volume = 2,091,611 cuft
Contrib. drain. area = 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Hyd. No. 10 -- 10 Year
I
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #4 PREDEV - ONSITE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
= SCS Runoff
Peak discharge
= 100 yrs
Time to peak
= 2 min
Hyd. volume
= 22.930 ac
Curve number
= 0.0%
Hydraulic length
= TR55
Time of conc. (Tc)
= 7.40 in
Distribution
= 24 hrs
Shape factor
0 2 4 6
Hyd No. 1
W
AP #4 PREDEV- ONSITE
Hyd. No. 1 -- 100 Year
36
Monday, 06 / 22 / 2015
= 79.99 cfs
= 12.10 hrs
= 280,335 cuft
= 64
= Oft
= 21.20 min
= Type II
= 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
i 10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 259.120 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
AP #4 PREDEV - OFFSITE
37
Monday, 06 / 22 / 2015
685.43 cfs
12.37 hrs
3,685,329 cuft
70
Oft
44.00 min
Type II
484
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
700.00 700.00
600.00 600.00
500.00
500.00
400.00
400.00
300.00
300.00
200.00 200.00
100.00 100.00
0.00 i i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
AP #4 PREDEV - TOTAL
Hydrograph type =
Combine
Storm frequency =
100 yrs
Time interval =
2 min
Inflow hyds. =
1, 2
38
Monday, 06 / 22 / 2015
Peak discharge = 730.93 cfs
Time to peak = 12.33 hrs
Hyd. volume = 3,965,666 cuft
Contrib. drain. area = 282.050 ac
AP #4 PREDEV - TOTAL
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
735.00 735.00
630.00 630.00
525.00 525.00
420.00 420.00
315.00 315.00
210.00 210.00
I
105.00 105.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 Hyd No. 2

POSTDEV- ONSITE -4
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
F,�
30.00
20.00
F,�
30.00
20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 4 Time (hrs)
39
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10A
Monday, 06 / 22 / 2015
Hyd. No. 4
POSTDEV - ONSITE -4
Hydrograph type
= SCS Runoff
Peak discharge
= 50.64 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 105,315 cuft
Drainage area
= 6.110 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POSTDEV- ONSITE -4
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
F,�
30.00
20.00
F,�
30.00
20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 4 Time (hrs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 5
1 -YR Divert to BMP -6
Hydrograph type
= Diversion1
Peak discharge
= 12.97 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.87 hrs
Time interval
= 2 min
Hyd. volume
= 81,379 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 6
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
1 -YR Divert to BMP -6
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -� 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 5 -- Up to 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 6 -- 4 minus 5

41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 6
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
= 37.67 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 23,935 cuft
Inflow hydrograph
= 4 - POSTDEV- ONSITE -4
2nd diverted hyd.
= 5
Diversion method
= Constant Q
Constant Q
= 12.97 cfs
Bypass BMP -6
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 6 -- > 12.97 cfs Hyd No. 4 -- Inflow Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 5 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP 6
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
H.U1111
. 11
4.00
Route to BMP -6
Hyd. No. 7 -- 100 Year
2.00
0.00 - Mai
0 2 4 6 8 10 12
Hyd No. 7 Hyd No. 5
42
Monday, 06 / 22 / 2015
= 12.97 cfs
= 12.03 hrs
= 77,510 cuft
= 411.45 ft
= 14,870 cuft
Q (cfs)
14.00
12.00
10.00
11
• 11
4.00
2.00
14 16 18 20 22 24 26 28
Time (hrs)
I I I I I I II Total storage used = 14,870 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.910 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POSTD EV -O N S ITE -BYP -4
Q (cfs) Hyd. No. 8 -- 100 Year
70.00
60.00
50.00
F 1 11
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 8
6 8
43
Monday, 06 / 22 / 2015
62.38 cfs
11.93 hrs
126,012 cuft
68
Oft
5.00 min
Type II
484
Q (cfs)
70.00
.1 11
50.00
F4, 11
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 259.120 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
AP #4 POSTDEV - OFFSITE
44
Monday, 06 / 22 / 2015
685.43 cfs
12.37 hrs
3,685,329 cuft
70
Oft
44.00 min
Type II
484
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
700.00 700.00
600.00 600.00
500.00
500.00
400.00
400.00
300.00
300.00
200.00 200.00
100.00 100.00
0.00 ii 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 9 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
AP #4 POSTDEV ONSITE TOTAL
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 6, 7, 8, 9
45
Monday, 06 / 22 / 2015
Peak discharge = 697.34 cfs
Time to peak = 12.37 hrs
Hyd. volume = 3,912,780 cuft
Contrib. drain. area = 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
700.00 700.00
600.00 600.00
500.00 500.00
400.00 400.00
300.00 300.00
200.00 200.00
100.00 100.00
0.00 �- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 10 Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

APPENDIX III: 2-YEAR AND 10 YEAR
DOWNSTREAM ANALYSIS

�SiifE. FLOW
\ A(LLOW CONCENTRATED -
- -&OIL TYAe
_
_\ DMARC'ATIONS
Oft
If l
SO
s
r
--
1
P# 4 POST -DEV OFFS I
fY '
° (B)
\-X
Ir-
I
\\ a = \��`_ ✓/ ; 1���'� \��� . I r \ \' -, Il! r�`-I ,n' / l (�) c'`� -� /� ~�� ( I lei I
� y� 6,YE % ,� AD l
�-N! °P
DI�10 L
FFSJU TORE PT
I
i` / � .. /I`�,,, ;' -� � �����` -� �< � ',_-. � ✓�_ ����\�� �r -L� -�° a —�-�_ ��,�, 'e � - ` � /! \ \� � i
'1 -
I
°
(C) POST DEV
f
(
�M�
REA
t�IS POI NT
s fti' I
/ / `' , o o iR `fib ✓ �►� /
44 �'lll\ b ! A
-- ..
o .
6—m�
Z
0
U)
w
z
a
a
p-
m
x °a
uj
N a
u
z
Q z
z
a
M z
Q o
LU W w a
o u
N
Z N Z
6e o Q
O
Z -�
10 a v° o
Th -s drawing', th, p,p,M,f [dens
la nd C,,p a ' tl —t t, be reprod,,,d
coped n whole or n part w th..t
the expressed wr— perm ss an of
Edens -d Cory.
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUMON -
ago
v I LL. W N u1
Z n
u m
Uo
W
�jo�
ZWNa
'o
o
W U Z
Z a
0
�l N
- LLI m W
W �w
� m 3
za
LI.I N
r' =soo'
L
OCTOBER 21, 2014
r s� '-
BMT BMT BMT
1058 -001R
D/S MAP

APPROXIMATE LOCATION OF DOWNSTREAM ANALYSIS POINT
LOOKING NORTH (UPSTREAM)

APPROXIMATE LOCATION OF DOWNSTREAM ANALYSIS POINT
LOOKING SOUTH (DOWNSTREAM)

REFERENCE POINT FOR DOWNSTREAM LOCATION
LOOKING WEST A T THE CLAIRMONT APAR TMENTS AND DRY POND SPILL WA Y

Watershed Model Schematic
7 - 1 -YR Divert to BMP -5
�P #3 PREDEV - ONSITE
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
C4—�P #3 POSTDEV - ONSITE -3
14 - 1 -YR Divert to BMP -6
8 - Bypass BMP -5
16 - Route to BMP -6
�P #4 PREDEV- ONSITE
9 - Route to BMP -5 UN
�POSTDEV- ONSITE -BYP -3
,—I—.Q/S PT PREDEV -OFFSI
11 - AP #3 POSTDEV TOTAL
,4--.D/S PT PREDEV - ADDITIONAL ONSITE
v
Legend 2 - AP #3 REACH TO D/S PT
Hyd. origin 5 - 86 %&T1) jII3JjDEV - TOTAL
1 SCS Runoff
AP #3 PREDEV - ONSITE
2 SCS Runoff
AP #4 PREDEV - ONSITE
3 SCS Runoff
D/S PT PREDEV - OFFSITE
4 SCS Runoff
D/S PT PREDEV- ADDITIONAL ONSITE
5 Combine
D/S PT PREDEV - TOTAL
6 SCS Runoff
AP #3 POSTDEV - ONSITE -3
7 Diversion1
1 -YR Divert to BMP -5
8 Diversion2
Bypass BMP -5
9 Reservoir
Route to BMP -5
10 SCS Runoff
POSTDEV - ONSITE -BYP -3
11 Combine
AP #3 POSTDEV TOTAL
12 Reach
AP #3 REACH TO D/S PT
13 SCS Runoff
POSTDEV - ONSITE -4
14 Diversion1
1 -YR Divert to BMP -6
15 Diversion2
Bypass BMP -6
16 Reservoir
Route to BMP -6
17 SCS Runoff
AP #4 POSTDEV- OFFSITE
18 SCS Runoff
POSTDEV - ONSITE -BYP -4
19 Combine
AP #4 POSTDEV ONSITE TOTAL
20 Reach
AP #4 REACH TO D/S PT
21 SCS Runoff
ADDITIONAL OFFSITE TO D/S PT
22 SCS Runoff
D/S PT POSTDEV- ADDITIONAL ONSITE
23 Combine
POST DEV D/S PT 2
POSTDEV- ONSITE -4
LLD
15 - Bypass BM P -6
�POSTDEV- ONSITE -BYP -4
AP #4 POSTDEV - OFFSITE
v
V19 - AP #4 POSTDEV ONSITE TOTAL
IftO - AP #4 REACH TO D/S PT
V23 - POST DEV D/S PT 2
ADDITIONAL OFFSITE TO D/S PT
D/S PT POSTDEV- ADDITIONAL ONSIT
Project: DS.gpw I Monday, 06 / 22 / 2015

Worksheet 1: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 01/28/15
Location: DWbaw -N_ Checked By: BMT Date: 01/28/15
Circle one: LPresent —)Developed Watershed: PREDEV ONSITE - AP #3
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
M
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.48
48
--
Impervious Surfaces
98
0.09
9
B
Woods - Good Cover
55
0.10
5
C
Woods - Good Cover
70
3.73
261
D
Woods - Good Cover
77
0.00
0
B
Open Space - Good Condition
61
0.91
55
C
Open Space - Good Condition
74
2.34
173
Totals =
7.64
551
0.01193
sq mi)
total product
551
CN (weighted) = =
72
total area
7.64

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 01/28/15
Location:
Durham, NC
Checked By: BMT
Date: 01/28/15
Circle one:
Present Developed
Watershed:
PREDEV ONSITE - AP #4
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
CN x Area
hydrologic condition;
M n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.09
8
B
Woods - Good Cover
55
8.31
457
C
Woods - Good Cover
70
1.02
71
D
Woods - Good Cover
77
4.33
333
B
Open Space - Good Condition
61
6.41
391
C
Open Space - Good Condition
74
2.77
205
Totals =
22.93
1467
0.03583
sq mi)
total product
1467
CN (weighted) - =
64
total area
22.93

Worksheet 3: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 01/28/15
Location: Durham, NC Checked By: BMT Date: 01/28/15
Circle one: Present Developed Watershed: PREDEV ADDITIONAL
ONSITE - DS #2
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
M
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.00
0
B
Woods - Good Cover
55
0.00
0
C
Woods - Good Cover
70
0.02
2
D
Woods - Good Cover
77
0.31
24
B
Open Space - Good Condition
61
0.00
0
C
Open Space - Good Condition
74
0.00
0
Totals =
0.33
25
0.00052
sq mi)
total product
25
CN (weighted) = =
77
total area
0.33

Worksheet 4: Runoff curve number and runoff
Project: Andrews Chapel
Location: Durham, NC
Circle one: Present Developed
1.) Runoff curve number (CN)
By: BMT Date: 01/28/15
Checked By: BMT Date: 01/28/15
Watershed: PREDEV OFFSITE - DS #2
CN (weighted) = total product =
total area
CN Value
Cover Description
Hydrologic
Soil Group
(cover type, treatment, and
hydrologic condition;
N
percent impervious;
CN x Area
unconnected /connected impervious
Acres
area ratio)
B
Residential District Lot Size > 2 acres
C
Residential District Lot Size > 2 acres
D
Residential District Lot Size > 2 acres
B
City of Raleigh R -4 Zoning
C
City of Raleigh R -4 Zoning
D
City of Raleigh R -4 Zoning
CN (weighted) = total product =
total area
CN Value
Area
Product
Of
N
CN x Area
CM LO
Acres
Sq. Ft.
%
65
163.85
10651
77
71.31
5491
82
31.05
2546
75
1.11
83
83
1.22
101
87
1.71
149
Totals = 270.26 19021
0.42227 sq mi)
19021
270.26 70

Worksheet 5: Runoff curve number and runoff
Project: Andrews Chapel By: BMT Date: 01/28/15
Location: Durham, NC �� Checked By: BMT Date: 01/28/15
Circle one: Present Develope Watershed: POSTDEV ADDITIONAL
ONSITE - DS #2
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
M
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.00
0
B
Woods - Good Cover
55
0.00
0
C
Woods - Good Cover
70
0.02
2
D
Woods - Good Cover
77
0.31
24
B
Open Space - Good Condition
61
0.00
0
C
Open Space - Good Condition
74
0.00
0
Totals =
0.33
25
0.00052
sq mi)
total product
25
CN (weighted) = =
77
total area
0.33

Worksheet 6: Runoff curve number and runoff
Project: Andrews Chapel
Location: Durham, NC _
Circle one: Present Developed
1.) Runoff curve number (CN)
By: BMT Date: 01/28/15
Checked By: BMT Date: 01/28/15
Watershed: POSTDEV ADDITIONAL
OFFSITE - DS #2
CN (weighted) = total product =
total area
CN Value
Cover Description
Hydrologic
Soil Group
(cover type, treatment, and
hydrologic condition;
N
percent impervious;
CN x Area
unconnected /connected impervious
Acres
area ratio)
B
Residential District Lot Size > 2 acres
C
Residential District Lot Size > 2 acres
D
Residential District Lot Size > 2 acres
B
City of Raleigh R -4 Zoning
C
City of Raleigh R -4 Zoning
D
City of Raleigh R -4 Zoning
CN (weighted) = total product =
total area
CN Value
Area
Product
Of
N
CN x Area
CM LO
Acres
Sq. Ft.
%
65
0.00
0
77
4.23
326
82
2.86
234
75
1.11
83
83
1.22
101
87
1.71
149
Totals = 11.13 894
0.01740 sq mi)
894
11.13 80

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
05/26/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present QDeveloped Watershed:
AP #1 BMP -3 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
N
N
N
Acres
percent impervious;
L
L
Sq. Ft.
unconnected /connected impervious
a,
�,
%
(appendix A)
area ratio)
ii
ii
--
Impervious - Roadway
98
5.65
553.46
--
Impervious - Driveway
98
1.38
134.99
--
Impervious - Roof
98
5.85
573.63
--
Impervious - Sidewalk /Patio
98
1.83
179.11
--
Impervious - Parking Lot
98
0.65
63.94
--
Impervious - Amenities
98
0.22
21.89
B
Open Space - Lawn - Good Condition
61
0.35
21.57
C
Open Space - Lawn - Good Condition
74
11.86
877.88
D
Open Space - Lawn - Good Condition
80
1.36
108.51
Use only one CN value source per line. Totals = I 29.16 2534.98
( 0.04555 sq mi)
CN (weighted) = total product _ 2534.98 Use CN - 87
total area 29.16

Worksheet 3: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 06/21/15
Location:
Durham, NC
Checked By: BMT
Date: 06/21/15
Circle one:
Present Developed
Watershed:
POSTDEV ONSITE BYPASS - AP #3
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
CN x Area
hydrologic condition;
LO
Acres
percent impervious;
W
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.02
2
B
Woods - Good Cover
55
0.00
0
C
Woods - Good Cover
70
0.00
0
D
Woods - Good Cover
77
0.00
0
B
Open Space - Good Condition
61
0.12
7
C
Open Space - Good Condition
74
0.41
30
Totals =
0.55
39
0.00086 sq mi)
total product
39
CN (weighted) = =
72 I
total area
0.55

Worksheet 2: Runoff curve number and runoff
Project:
Andrews Chapel
By:
BMT
Date:
06/21/15
Location:
Durham, NC
Checked:
BMT
Date:
06/21/15
Circle one:
Present ( Developed Watershed:
AP #1 BMP -6 POSTDEV
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN Value �'
Area
Product
and
of
Hydrologic
(cover type, treatment, and
CN x Area
Group
hydrologic condition;
N
N
N
Acres
percent impervious;
i
L
Sq. Ft.
unconnected /connected impervious
a,
a,
%
(appendix A)
area ratio)
LL
LL
--
Impervious - Roadway
98
I
0.93
91.50
--
Impervious - Driveway
98
I
0.27
26.95
--
Impervious - Roof
98
I
1.22
119.67
--
Impervious - Sidewalk /Patio
98
I
0.37
36.26
--
Impervious - Parking Lot
98
I
0.00
0.00
--
Impervious - Amenities
98
I
0.00
0.00
B
Open Space - Lawn - Good Condition
61
I
2.17
132.10
C
Open Space - Lawn - Good Condition
74
I
1.15
84.90
Use only one CN value source per line.
6.11
491.38
Totals = I
(
0.00955
sq mi)
total product
491.38
CN (weighted)
= _
Use CN =
80
I
total area
6.11

Worksheet 4: Runoff curve number and runoff
Project:
Andrews Chapel
By: BMT
Date: 06/22/15
Location:
Durham, NC _
Checked By: BMT
Date: 06/22/15
Circle one:
Present Developed
Watershed:
POSTDEV ONSITE - BYP- AP #4
1.) Runoff curve number (CN)
Cover Description
CN Value
Area
Product
of
Hydrologic
Soil Group
(cover type, treatment, and
N
A
CN x Area
hydrologic condition;
n
Acres
percent impervious;
Sq. Ft.
unconnected /connected impervious
%
area ratio)
--
Open Water
100
0.00
0
--
Impervious Surfaces
98
0.23
22
B
Woods - Good Cover
55
2.21
121
C
Woods - Good Cover
70
0.93
65
D
Woods - Good Cover
77
4.17
321
B
Open Space - Good Condition
61
2.38
145
C
Open Space - Good Condition
74
0.00
0
D
Open Space - Good Condition
80
0.00
0
Totals =
9.91
675
0.01549
sq mi)
total product
675
CN (weighted) = =
68
total area
9.91

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.640 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
WE
4.00
AP #3 PREDEV - ONSITE
Hyd. No. 1 -- 2 Year
Monday, 06 / 22 / 2015
= 8.629 cfs
= 728 min
= 31,642 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
10.00
M
WC
4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 22.930 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
I
Monday, 06 / 22 / 2015
= 13.92 cfs
= 728 min
= 59,735 cuft
= 64
= Oft
= 21.20 min
= Type II
= 484
AP #4 PREDEV - ONSITE
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
14.00 14.00
I
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 ' "1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 3
D/S PT PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 270.260 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
D/S PT PREDEV - OFFSITE
Hyd. No. 3 -- 2 Year
4
Monday, 06 / 22 / 2015
163.45 cfs
742 min
980,160 cuft
70
Oft
44.60 min
Type II
484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2015 by Autodesk, Inc. 00.4
Hyd. No. 3
D/S PT PREDEV - OFFSITE
Descriotion
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 1.00
0.00
0.00
Travel Time (min)
= 27.09 +
0.00 +
0.00 =
27.09
Shallow Concentrated Flow
Flow length (ft)
= 954.00
0.00
0.00
Watercourse slope ( %)
= 1.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.16
0.00
0.00
Travel Time (min)
= 7.35 +
0.00 +
0.00 =
7.35
Channel Flow
X sectional flow area (sqft)
= 23.00
0.00
0.00
Wetted perimeter (ft)
= 14.00
0.00
0.00
Channel slope ( %)
= 1.70
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=9.03
0.00
0.00
Flow length (ft)
Q0 })5509.0
0.0
0.0
Travel Time (min)
= 10.17 +
0.00 +
0.00 =
10.17
Total Travel Time, Tc ...............................................
...............................
44.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 4
D/S PT PREDEV- ADDITIONAL ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
D/S PT PREDEV- ADDITIONAL ONSITE
Hyd. No. 4 -- 2 Year
1
Monday, 06 / 22 / 2015
= 0.587 cfs
= 722 min
= 1,671 cuft
= 77
= Oft
14.70 min
= Type II
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30 0.30
0.20 0.20
0.10 ` 0.10
0.00 \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

I
N
TR55 Tc Worksheet
I IYUi Ilvvv I IyuI vUi Via -L- 101VII - ­vvr ­11 - - Iv vy -vu-, 111- v Iv.-r
Hyd. No. 4
D/S PT PREDEV- ADDITIONAL ONSITE
Descriation
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 7.40
0.00
0.00
Travel Time (min)
= 12.17 +
0.00 +
0.00 =
12.17
Shallow Concentrated Flow
Flow length (ft)
= 457.00
0.00
0.00
Watercourse slope ( %)
= 3.40
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft /s)
=2.98
0.00
0.00
Travel Time (min)
= 2.56 +
0.00 +
0.00 =
2.56
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft /s)
=0.00
0.00
0.00
Flow length (ft)
( {0 })0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
14.70 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
D/S PT PREDEV - TOTAL
Hydrograph type =
Combine
Storm frequency =
2 yrs
Time interval =
2 min
Inflow hyds. =
1, 2, 3, 4
Monday, 06 / 22 / 2015
Peak discharge = 176.98 cfs
Time to peak = 742 min
Hyd. volume = 1,073,208 cuft
Contrib. drain. area = 301.160 ac
D/S PT PREDEV - TOTAL
Q (cfs) Hyd. No. 5 -- 2 Year
180.00
150.00
120.00
90.00
.1 11
30.00
Q (cfs)
180.00
150.00
120.00
•1 11
•1 11
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

AP #3 POSTDEV- ONSITE -3
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00
40.00
30.00
9
Hydrograph
Report
10.00
10.00
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 6
AP #3 POSTDEV - ONSITE -3
Hydrograph type
= SCS Runoff
Peak discharge
= 58.05 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 117,698 cuft
Drainage area
= 17.860 ac
Curve number
= 84
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
AP #3 POSTDEV- ONSITE -3
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 7
1 -YR Divert to BMP -5
Hydrograph type
= Diversion1
Peak discharge
= 45.62 cfs
Storm frequency
= 2 yrs
Time to peak
= 714 min
Time interval
= 2 min
Hyd. volume
= 114,283 cuft
Inflow hydrograph
= 6 - AP #3 POSTDEV-
ONSITE Znd diverted hyd.
= 8
Diversion method
= Constant Q
Constant Q
= 45.62 cfs
1 -YR Divert to BMP -5
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00
30.00
20.00
10.00
0.00
0 120
F,�
30.00
20.00
10.00
0.00
240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 7 -- Up to 45.62 cfs Hyd No. 6 -- Inflow Hyd No. 8 -- 6 minus 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
Bypass BMP -5
Hydrograph type
= Diversion2 Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hydrograph
= 6 - AP #3 POSTDEV- ONSITE Znd diverted hyd.
Diversion method
= Constant Q Constant Q
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
Bypass BMP -5
Hyd. No. 8 -- 2 Year
1
il
0.00
0 120 240 360 480 600 720 840
Hyd No. 8 -- > 45.62 cfs Hyd No. 6 -- Inflow
11
Monday, 06 / 22 / 2015
= 12.43 cfs
= 716 min
= 3,415 cuft
=7
= 45.62 cfs
960 1080 1200
Hyd No. 7
Q (cfs)
60.00
50.00
F,�
30.00
20.00
10.00
0.00
1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 9
Route to BMP -5
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 7 - 1 -YR Divert to BMP -5
Max. Elevation
Reservoir name
= BMP -5
Max. Storage
Storage Indication method used.
Route to BMP -5
Q (cfs) Hyd. No. 9 -- 2 Year
50.00
40.00
30.00
20.00
10.00
0.00
0 600
Hyd No. 9
12
Monday, 06 / 22 / 2015
= 4.691 cfs
= 750 min
= 101,097 cuft
= 409.20 ft
= 61,140 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
- 0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 I 1 1 1 1 1 II Total storage used = 61,140 cuft

Pond Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 1 - BMP -5
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
406.50
17,522
0
0
0.50
407.00
21,413
9,717
9,717
1.50
408.00
23,161
22,279
31,996
2.50
409.00
24,965
24,055
56,051
3.50
410.00
26,826
25,887
81,938
4.50
411.00
28,744
27,777
109,715
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
2.00 6.00 Inactive
Crest Len (ft)
= 12.57 100.00
0.00
0.00
Span (in)
= 18.00
2.00 6.00 0.00
Crest El. (ft)
= 409.00 409.50
0.00
0.00
No. Barrels
= 1
1 1 1
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 400.00
406.50 408.12 0.00
Weir Type
= 1 Broad
- --
- --
Length (ft)
= 65.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 1.50
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes Yes Yes
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
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
ExfiI User
Total
ft
cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 406.50
0.00 0.00
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.000
0.50
9,717 407.00
20.40 is 0.07 is
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.068
1.50
31,996 408.00
20.40 is 0.13 is
0.00
- -- 0.00
0.00 - --
- --
- -- - --
0.125
2.50
56,051 409.00
20.40 is 0.16 is
0.75 is
- -- 0.00
0.00 - --
- --
- -- - --
0.914
3.50
81,938 410.00
25.61 is 0.05 is
0.41 is
- -- 25.16s
91.92 - --
- --
- -- - --
117.54
4.50
109,715 411.00
27.20 is 0.02 is
0.16 is
- -- 26.99s
477.65 - --
- --
- -- - --
504.82

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 10
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0
POSTD EV -O N S ITE -BYP -3
Hyd. No. 10 -- 2 Year
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10
14
Monday, 06 / 22 / 2015
= 1.046 cfs
= 718 min
= 2,098 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 11
AP #3 POSTDEV TOTAL
Hydrograph type =
Combine
Storm frequency =
2 yrs
Time interval =
2 min
Inflow hyds. =
8, 9, 10
15
Monday, 06 / 22 / 2015
Peak discharge = 13.60 cfs
Time to peak = 716 min
Hyd. volume = 106,610 cuft
Contrib. drain. area = 0.550 ac
AP #3 POSTDEV TOTAL
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 � \ 2.00
0.00 Ah— 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 11 Hyd No. 8 Hyd No. 9 Hyd No. 10

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
AP #3 REACH TO D/S PT
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 11 - AP #3 POSTDEV TOTAL
Section type
Reach length
= 602.0 ft
Channel slope
Manning's n
= 0.030
Bottom width
Side slope
= 1.8:1
Max. depth
Rating curve x
= 3.928
Rating curve m
Ave. velocity
= 5.33 ft /s
Routing coeff.
Modified Att -Kin routing method used
AP #3 REACH TO D/S PT
Q (cfs) Hyd. No. 12 -- 2 Year
14.00
12.00
10.00
11
. 11
4.00 -
2.00
I
0.00
0 240 480 720 960
Hyd No. 12 Hyd No. 11
16
Monday, 06 / 22 / 2015
= 12.98 cfs
= 720 min
= 106,598 cuft
= Trapezoidal
= 3.2%
= 3.4 ft
= 4.0 ft
= 1.325
= 0.8260
Q (cfs)
14.00
12.00
10.00
LOOK
• 11
4.00
2.00
0.00
1200 1440 1680 1920 2160 2400
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 13
POSTDEV - ONSITE -4
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
15.00
12.00
WE
M
3.00
= SCS Runoff
Peak discharge
= 2 yrs
Time to peak
= 2 min
Hyd. volume
= 5.280 ac
Curve number
= 0.0%
Hydraulic length
= User
Time of conc. (Tc)
= 3.50 in
Distribution
= 24 hrs
Shape factor
0.00
0 120 240 360 480
Hyd No. 13
POSTDEV- ONSITE -4
Hyd. No. 13 -- 2 Year
17
Monday, 06 / 22 / 2015
= 14.58 cfs
= 718 min
= 29,403 cuft
= 80
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 14
1 -YR Divert to BMP -6
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 13 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
1 -YR Divert to BMP -6
Q (cfs) Hyd. No. 14 -- 2 Year
15.00 1
12.00
WE
M
18
Monday, 06 / 22 / 2015
= 12.97 cfs
= 716 min
= 29,019 cuft
=15
= 12.97 cfs
Q (cfs)
15.00
12.00
WC
M
3.00 1 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 -- Up to 12.97 cfs Hyd No. 13 -- Inflow Hyd No. 15 -- 13 minus 14

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 13 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
15.00
12.00
WE
M
3.00
Bypass BMP -6
Hyd. No. 15 -- 2 Year
J
19
Monday, 06 / 22 / 2015
= 1.609 cfs
= 718 min
= 384 cuft
=14
= 12.97 cfs
Q (cfs)
15.00
12.00
WC
M
3.00
�— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 -- > 12.97 cfs Hyd No. 13 -- Inflow Hyd No. 14

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 16
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP -6
Max. Storage
Storage Indication method used
Route to BMP -6
Q (cfs) Hyd. No. 16 -- 2 Year
14.00
12.00
10.00
WW
• 11
4.00
2.00
20
Monday, 06 / 22 / 2015
= 2.061 cfs
= 730 min
= 25,298 cuft
= 411.11 ft
= 13,429 cuft
Q (cfs)
14.00
12.00
10.00
11
• 11
4.00
2.00
0.00 -_ - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 16 Hyd No. 14 II T T T- l ll Total storage used = 13,429 cuft

Pond Report 21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 06 / 22 / 2015
Pond No. 2 - BMP -6
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 406.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
406.00
1,530
0
0
1.00
407.00
1,914
1,718
1,718
2.00
408.00
2,323
2,115
3,833
3.00
409.00
2,758
2,537
6,370
4.00
410.00
3,218
2,985
9,355
5.00
411.00
3,955
3,580
12,935
6.00
412.00
4,748
4,345
17,280
Culvert / Orifice Structures Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.75 4.00
Inactive
Crest Len (ft)
= 12.57
30.00
0.00
0.00
Span (in)
= 18.00
0.75 4.00
0.00
Crest El. (ft)
= 411.00
411.50
0.00
0.00
No. Barrels
= 1
1 1
1
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 406.00
406.00 410.15
0.00
Weir Type
= 1
Broad
- --
- --
Length (ft)
= 57.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 7.00
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
Orifice Coeff.
= 0.60
0.60 0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes Yes
Yes
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
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
ExfiI User
Total
ft cuft ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 406.00
0.00
0.00
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.000
1.00
1,718 407.00
0.01 is
0.01 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.014
2.00
3,833 408.00
0.02 is
0.02 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.021
3.00
6,370 409.00
0.03 is
0.03 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.025
4.00
9,355 410.00
0.03 is
0.03 is
0.00
- -- 0.00
0.00
- --
- --
- -- - --
0.029
5.00
12,935 411.00
0.38 is
0.03 is
0.35 is
- -- 0.00
0.00
- --
- --
- -- - --
0.379
6.00
17.280 412.00
19.33 is
0.00 is
0.13 is
- -- 19.19s
27.58
- --
- --
- -- - --
46.90

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 17
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Monday, 06 / 22 / 2015
= 156.71 cfs
= 742 min
= 939,758 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
AP #4 POSTDEV - OFFSITE
Q (cfs) Hyd. No. 17 -- 2 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 \ 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 18
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.910 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
POSTD EV -O N S ITE -BYP -4
Q (cfs) Hyd. No. 18 -- 2 Year
15.00
12.00
23
Monday, 06 / 22 / 2015
= 14.90 cfs
= 718 min
= 30,396 cuft
= 68
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
15.00
12.00
9.00 1 9.00
6.00 6.00
3.00 3.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 19
AP #4 POSTDEV ONSITE TOTAL
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyds. = 15, 16, 17, 18
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
24
Monday, 06 / 22 / 2015
Peak discharge
= 160.30 cfs
Time to peak
= 742 min
Hyd. volume
= 995,836 cuft
Contrib. drain. area
= 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Hyd. No. 19 -- 2 Year
U
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 15 Hyd No. 16 Hyd No. 17 Time (min)
Hyd No. 18

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 20
AP #4 REACH TO D/S PT
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 19 - AP #4 POSTDEV ONSITES-OU64Ltype
Reach length
= 326.0 ft
Channel slope
Manning's n
= 0.030
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 1.267
Rating curve m
Ave. velocity
= 5.23 ft /s
Routing coeff.
Modified Att -Kin routing method used
Q (cfs)
180.00
160.00
140.00
120.00
100.00
AP #4 REACH TO D/S PT
Hyd. No. 20 -- 2 Year
I
25
Monday, 06 / 22 / 2015
= 160.58 cfs
= 744 min
= 995,834 cuft
= Trapezoidal
=
1.0%
= 7.8 ft
= 2.4 ft
= 1.414
1.1535
Q (cfs)
180.00
160.00
140.00
120.00
100.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 20 Hyd No. 19

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 21
ADDITIONAL OFFSITE TO D/S PT
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 11.130 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
21.00
18.00
15.00
12.00
M
. 11
3.00
0.00
0 120 240
Hyd No. 21
ADDITIONAL OFFSITE TO D/S PT
Hyd. No. 21 -- 2 Year
26
Monday, 06 / 22 / 2015
= 19.29 cfs
= 726 min
= 67,293 cuft
= 80
= Oft
= 23.10 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

27
TR55 Tc Worksheet
I IYUi Ilvvv I IyuI vUi V a ­11 - cv Iv uy -vu-, 111- v Iv.-r
Hyd. No. 21
ADDITIONAL OFFSITE TO D/S PT
Descriation
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 3.40
0.00
0.00
Travel Time (min)
= 16.61 +
0.00 +
0.00 =
16.61
Shallow Concentrated Flow
Flow length (ft)
= 1264.00
0.00
0.00
Watercourse slope ( %)
= 4.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft /s)
=3.27
0.00
0.00
Travel Time (min)
= 6.45 +
0.00 +
0.00 =
6.45
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft /s)
=0.00
0.00
0.00
Flow length (ft)
( {0 })0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
23.10 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 22
D/S PT POSTDEV- ADDITIONAL ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
D/S PT POSTDEV- ADDITIONAL ONSITE
Hyd. No. 22 -- 2 Year
Monday, 06 / 22 / 2015
= 0.587 cfs
= 722 min
= 1,671 cuft
= 77
= Oft
14.70 min
= Type II
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30 0.30
0.20 0.20
0.10 ` 0.10
0.00 \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 22 Time (min)

TR55 Tc Worksheet
29
I IYUi Ilvvv I IyuI vUi Via -L- 101VII - ­vvr ­11 - - Iv vy -vu-, 111- v Iv.-r
Hyd. No. 22
D/S PT POSTDEV- ADDITIONAL ONSITE
Descriation
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 7.40
0.00
0.00
Travel Time (min)
= 12.17 +
0.00 +
0.00 =
12.17
Shallow Concentrated Flow
Flow length (ft)
= 457.00
0.00
0.00
Watercourse slope ( %)
= 3.40
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft /s)
=2.98
0.00
0.00
Travel Time (min)
= 2.56 +
0.00 +
0.00 =
2.56
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope ( %)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft /s)
=0.00
0.00
0.00
Flow length (ft)
( {0 })0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc ...............................................
...............................
14.70 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 23
POST DEV D/S PT 2
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyds. = 12, 20, 21, 22
30
Monday, 06 / 22 / 2015
Peak discharge = 173.37 cfs
Time to peak = 744 min
Hyd. volume = 1,171,396 cuft
Contrib. drain. area = 11.460 ac
POST DEV D/S PT 2
Q (cfs) Hyd. No. 23 -- 2 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00
100.00
80.00
120.00
100.00
80.00
60.00 60.00
40.00 \ 40.00
20.00 \-� 20.00
0.00 I` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 23 Hyd No. 12 Hyd No. 20 Hyd No. 21 Time (min)
Hyd No. 22

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 1
AP #3 PREDEV - ONSITE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
= SCS Runoff
Peak discharge
= 10 yrs
Time to peak
= 2 min
Hyd. volume
= 7.640 ac
Curve number
= 0.0%
Hydraulic length
= User
Time of conc. (Tc)
= 5.10 in
Distribution
= 24 hrs
Shape factor
0 120 240 360 480
Hyd No. 1
AP #3 PREDEV - ONSITE
Hyd. No. 1 -- 10 Year
600 720 840 960 1080 1200
31
Monday, 06 / 22 / 2015
= 18.32 cfs
= 728 min
= 64,224 cuft
= 72
= Oft
= 22.20 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
�*-- 0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 2
AP #4 PREDEV - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 22.930 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
AP #4 PREDEV - ONSITE
Hyd. No. 2 -- 10 Year
32
Monday, 06 / 22 / 2015
= 38.09 cfs
= 728 min
= 139,444 cuft
= 64
= Oft
= 21.20 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00 J '-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 3
D/S PT PREDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 270.260 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
D/S PT PREDEV - OFFSITE
Hyd. No. 3 -- 10 Year
33
Monday, 06 / 22 / 2015
= 372.02 cfs
= 742 min
= 2,052,267 cuft
= 70
= Oft
= 44.60 min
= Type II
= 484
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00 I 50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 4
D/S PT PREDEV- ADDITIONAL ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0
D/S PT PREDEV- ADDITIONAL ONSITE
Hyd. No. 4 -- 10 Year
120 240 360 480 600 72
Hyd No. 4
0 840 960 1080 1200
34
Monday, 06 / 22 / 2015
= 1.128 cfs
= 722 min
= 3,161 cuft
= 77
= Oft
14.70 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
D/S PT PREDEV - TOTAL
Hydrograph type =
Combine
Storm frequency =
10 yrs
Time interval =
2 min
Inflow hyds. =
1, 2, 3, 4
Q (cfs)
420.00
360.00
300.00
240.00
:1 11
120.00
.1 11
35
Monday, 06 / 22 / 2015
Peak discharge = 403.87 cfs
Time to peak = 740 min
Hyd. volume = 2,259,096 cuft
Contrib. drain. area = 301.160 ac
D/S PT PREDEV - TOTAL
Hyd. No. 5 -- 10 Year
Q (cfs)
420.00
360.00
300.00
240.00
:1 11
120.00
•1 11
0.00 . � _ - ` 3 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 6
AP #3 POSTDEV - ONSITE -3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 17.860 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
36
Monday, 06 / 22 / 2015
98.91 cfs
716 min
204,343 cuft
84
Oft
5.00 min
Type II
484
AP #3 POSTDEV- ONSITE -3
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
100.00 i 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 7
1 -YR Divert to BMP -5
Hydrograph type
= Diversion1 Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hydrograph
= 6 - AP #3 POSTDEV- ONSITE Znd diverted hyd.
Diversion method
= Constant Q Constant Q
1 -YR Divert to BMP -5
Q (cfs) Hyd. No. 7 -- 10 Year
100.00
:M
60.00 I
40.00 I
1
37
Monday, 06 / 22 / 2015
= 45.62 cfs
= 710 min
= 179,026 cuft
=8
= 45.62 cfs
Q (cfs)
100.00
:M
•1 11
40.00
20.00 20.00
0.00 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 7 -- Up to 45.62 cfs Hyd No. 6 -- Inflow Hyd No. 8 -- 6 minus 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 8
Bypass BMP -5
Hydrograph type
= Diversion2 Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hydrograph
= 6 - AP #3 POSTDEV- ONSITE Znd diverted hyd.
Diversion method
= Constant Q Constant Q
Bypass BMP -5
Q (cfs) Hyd. No. 8 -- 10 Year
100.00
:M
40.00
38
Monday, 06 / 22 / 2015
= 53.29 cfs
= 716 min
= 25,317 cuft
=7
= 45.62 cfs
Q (cfs)
100.00
:M
40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 8 -- > 45.62 cfs Hyd No. 6 -- Inflow Hyd No. 7

Storage Indication method used
Route to BMP -5
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 � 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 9 111111-1 Hyd No. 7 1����� Total storage used = 72,532 cuft
39
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Monday, 06 / 22 / 2015
Hyd. No. 9
Route to BMP -5
Hydrograph type
= Reservoir
Peak discharge
= 35.86 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 165,440 cuft
Inflow hyd. No.
= 7 - 1 -YR Divert to BMP -5
Max. Elevation
= 409.66 ft
Reservoir name
= BMP -5
Max. Storage
= 72,532 cuft
Storage Indication method used
Route to BMP -5
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 � 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 9 111111-1 Hyd No. 7 1����� Total storage used = 72,532 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 10
POSTDEV - ONSITE -BYP -3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.550 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0
POSTD EV -O N S ITE -BYP -3
Hyd. No. 10 -- 10 Year
40
Monday, 06 / 22 / 2015
= 2.118 cfs
= 718 min
= 4,258 cuft
= 72
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

AP #3 POSTDEV TOTAL
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
70.00 i 70.00
60.00 60.00
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
r
10.00 �\ 10.00
11 \
1
0.00 �� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 11 Hyd No. 8 Hyd No. 9 Hyd No. 10
41
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Monday, 06 / 22 / 2015
Hyd. No. 11
AP #3 POSTDEV TOTAL
Hydrograph type
= Combine Peak discharge
= 66.21 cfs
Storm frequency
= 10 yrs Time to peak
= 718 min
Time interval
= 2 min Hyd. volume
= 195,015 cuft
Inflow hyds.
= 8, 9, 10 Contrib. drain. area
= 0.550 ac
AP #3 POSTDEV TOTAL
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
70.00 i 70.00
60.00 60.00
50.00 50.00
40.00 1 40.00
30.00 30.00
20.00 20.00
r
10.00 �\ 10.00
11 \
1
0.00 �� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 11 Hyd No. 8 Hyd No. 9 Hyd No. 10

Modified Att -Kin routing method used.
AP #3 REACH TO D/S PT
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
70.00 i 70.00
60.00 60.00
50.00 I 50.00
I
I
I
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
I
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 12 Hyd No. 11
42
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Monday, 06 / 22 / 2015
Hyd. No. 12
AP #3 REACH TO D/S PT
Hydrograph type
= Reach
Peak discharge
= 66.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 195,006 cuft
Inflow hyd. No.
= 11 - AP #3 POSTDEV TOTAL
Section type
= Trapezoidal
Reach length
= 602.0 ft
Channel slope
= 3.2%
Manning's n
= 0.030
Bottom width
= 3.4 ft
Side slope
= 1.8:1
Max. depth
= 4.0 ft
Rating curve x
= 3.928
Rating curve m
= 1.325
Ave. velocity
= 7.86 ft /s
Routing coeff.
= 1.0184
Modified Att -Kin routing method used.
AP #3 REACH TO D/S PT
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
70.00 i 70.00
60.00 60.00
50.00 I 50.00
I
I
I
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
I
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 12 Hyd No. 11

43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Monday, 06 / 22 / 2015
Hyd. No. 13
POSTDEV - ONSITE -4
Hydrograph type
= SCS Runoff
Peak discharge
= 26.30 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 53,551 cuft
Drainage area
= 5.280 ac
Curve number
= 80
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POSTDEV- ONSITE -4
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
28.00 28.00
I
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 I 8.00
4.00 4.00
0.00 �i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 13 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 14
1 -YR Divert to BMP -6
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 13 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
1 -YR Divert to BMP -6
Q (cfs) Hyd. No. 14 -- 10 Year
28.00
I
24.00
20.00
16.00
12.00
11
4.00
0.00
0 120 240 360 480
Hyd No. 14 -- Up to 12.97 cfs
44
Monday, 06 / 22 / 2015
= 12.97 cfs
= 710 min
= 47,567 cuft
=15
= 12.97 cfs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
F-WIT11
4.00
0.00
600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 13 -- Inflow Hyd No. 15 -- 13 minus 14

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 15
Bypass BMP -6
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 13 - POSTDEV- ONSITE -4
2nd diverted hyd.
Diversion method
= Constant Q
Constant Q
Q (cfs)
28.00
24.00
20.00
16.00
12.00
11
4.00
0.00
0 120 240 360
Hyd No. 15 -- > 12.97 cfs
Bypass BMP -6
Hyd. No. 15 -- 10 Year
I
480
45
Monday, 06 / 22 / 2015
= 13.33 cfs
= 716 min
= 5,984 cuft
=14
= 12.97 cfs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
F-WIT11
4.00
0.00
600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 13 -- Inflow Hyd No. 14

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 16
Route to BMP -6
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - 1 -YR Divert to BMP -6
Max. Elevation
Reservoir name
= BMP -6
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
H.U1111
. 11
4.00
Route to BMP -6
Hyd. No. 16 -- 10 Year
46
Monday, 06 / 22 / 2015
= 12.89 cfs
= 722 min
= 43,765 cuft
= 411.44 ft
= 14,862 cuft
Q (cfs)
14.00
12.00
10.00
11
. 11
4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 111111-1 Hyd No. 14 1����� Total storage used = 14,862 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 17
AP #4 POSTDEV - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 259.120 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
50.00
0.00
0 120 240
Hyd No. 17
AP #4 POSTDEV - OFFSITE
Hyd. No. 17 -- 10 Year
I
47
Monday, 06 / 22 / 2015
= 356.69 cfs
= 742 min
= 1,967,673 cuft
= 70
= Oft
= 44.00 min
= Type II
= 484
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
\ 50.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 18
POSTDEV - ONSITE -BYP -4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.910 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0 120 240 360 480
Hyd No. 18
POSTD EV -O N S ITE -BYP -4
Hyd. No. 18 -- 10 Year
48
Monday, 06 / 22 / 2015
= 32.90 cfs
= 718 min
= 65,800 cuft
= 68
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
A
5.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 19
AP #4 POSTDEV ONSITE
TOTAL
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 15, 16, 17, 18
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
50.00
49
Monday, 06 / 22 / 2015
Peak discharge = 363.34 cfs
Time to peak = 742 min
Hyd. volume = 2,083,221 cuft
Contrib. drain. area = 269.030 ac
AP #4 POSTDEV ONSITE TOTAL
Hyd. No. 19 -- 10 Year
I
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 — /A16— 1 — ^ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Hyd No. 15 Hyd No. 16 Hyd No. 17 Time (min)
Hyd No. 18

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 20
AP #4 REACH TO D/S PT
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 19 - AP #4 POSTDEV ONSITES-OU64Ltype
Reach length
= 326.0 ft
Channel slope
Manning's n
= 0.030
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 1.267
Rating curve m
Ave. velocity
= 6.65 ft /s
Routing coeff.
Modified Att -Kin routing method used.
Q (cfs)
400.00
350.00
i 11 11'
250.00
11 11'
150.00
100.00
50.00
0.00
0 120 240
Hyd No. 20
AP #4 REACH TO D/S PT
Hyd. No. 20 -- 10 Year
50
Monday, 06 / 22 / 2015
= 363.49 cfs
= 744 min
= 2,083,216 cuft
= Trapezoidal
=
1.0%
= 7.8 ft
= 2.4 ft
= 1.414
1.2679
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
\ 50.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 19 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 21
ADDITIONAL OFFSITE TO D/S PT
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 11.130 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 21
ADDITIONAL OFFSITE TO D/S PT
Hyd. No. 21 -- 10 Year
51
Monday, 06 / 22 / 2015
= 35.50 cfs
= 726 min
= 122,559 cuft
= 80
= Oft
= 23.10 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Hyd. No. 22
D/S PT POSTDEV- ADDITIONAL ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0
D/S PT POSTDEV- ADDITIONAL ONSITE
Hyd. No. 22 -- 10 Year
120 240 360 480 600 72
Hyd No. 22
0 840 960 1080 1200
52
Monday, 06 / 22 / 2015
= 1.128 cfs
= 722 min
= 3,161 cuft
= 77
= Oft
14.70 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 23
POST DEV D/S PT 2
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyds. = 12, 20, 21, 22
53
Monday, 06 / 22 / 2015
Peak discharge = 393.51 cfs
Time to peak = 742 min
Hyd. volume = 2,403,949 cuft
Contrib. drain. area = 11.460 ac
POST DEV D/S PT 2
Q (cfs) Hyd. No. 23 -- 10 Year Q (cfs)
420.00 420.00
360.00 - 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 :� 60.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 23 Hyd No. 12 Hyd No. 20 Hyd No. 21 Time (min)
Hyd No. 22

APPENDIX IV: WATER QUALITY
CALCULATIONS

I /
1
CrB
PJ /
i
v �
■■■
1(
�I
�f
�I
CrB
(c)
I `
♦
i
1 r��F
rl
MfB
(B)
(B)
OF
1
1000,
i
%.rfs
(C)
Hapg9popoN
LEGEND
0
0
0
0
G
l\ �
O
1 �
� o
ROADWAY
(0 S.F.)
DRIVEWAY /PARKING
(14,454 S.F.)
ROOF
(19,280 S.F.)
SIDEWALK /PATIO
(1,151 S.F.)
LAWN
(1,672,153 S.F.)
MANAGED PERVIOUS
(0 S.F.)
FOREST
(3,144,498 S.F.)
BMP /EXISTING POND
(156,259 S.F.)
I
•1
1�
i 1
f�
aI L
W
J_
�J
% r
■■■■■
2
0
W
3
a
a
a
N
Z o
H °a
u
Z 3
H
Z zzz
W
i
a �o
G ^ u
Lu
O =NF
V O
W H z
W $_
zz ; ^�
CL ago
This drawing is the property of [dens
land Carp and is not to be reproduced
co pied in whole oc in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
�� Na z
Ii W N
Z
� q-
Um
Uoa
W -
z1W
'
N a
a LJ °fo
"o
U
J� "Z
zoJ
� LLJ
�z,
W a w
Z
iz :3
LJ N
1 -200'
JUNE 22, 2015
BMT BMT ]BE
1058 -001R
PRE - NUTRI -1

L+
L+
-k -i vwbL
(D) I^ I )CrC
r
)
■ ■� ■ ■ ■■■■■F-
. CrB
11 I 4`
�-
/
—/ Cr) J /
(c)
yji WsE CrC
CrB
rCres
W
o !^
I r �
100M.
CrD
(c)
0
L)hln'A'
e
oy
MfB
C (B)
CrC
(c)
0
— ro1
I
r
;�f f
MfD
6
CrC
11 / (c)
oor
i
LEGEND
nA
ROADWAY
(0 S.F.)
DRIVEWAY /PARKING
NTy
6y
N
Z
O
N
W
3
a
a
a
N
U
z °a
W 0
H a
u
z 3
H
Z °zz
W
2 ^i
d ^ u
O =NF
V 0
W 3 z
W $ _
zz
CL 4120
This drawing is the property of [dens
land Carp and is not to be reproduced
copied in whole or in part without
the expressed written permission of
Edens Land Cory.
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
Il
�loa
Z'
W
u m
oa =�
W U _j
w��
Z >
W N a
a
LLI �o
U
J� "Z
Z z
�Wmw
W a °w
z_ 3
C7 ✓i 3
Z v
W N
1° =zoo'
JUNE 22, 2015
R pp <rT
BMT BMT ]BE
1058210582 001tcs�cr�ulvr1
PRE_ NUTRI -2
(14,454 S.F.)
ROOF
(19,280 S.F.)
-SIDEWALK
/PATIO
(1,151 S.F.)
LAWN
(1,672,153 S.F.)
-MANAGED
PERVIOUS
(0 S.F.)
FOREST
(3,144,498 S.F.)
-BMP
/EXISTING POND
(156,259 S.F.)
N
Z
O
N
W
3
a
a
a
N
U
z °a
W 0
H a
u
z 3
H
Z °zz
W
2 ^i
d ^ u
O =NF
V 0
W 3 z
W $ _
zz
CL 4120
This drawing is the property of [dens
land Carp and is not to be reproduced
copied in whole or in part without
the expressed written permission of
Edens Land Cory.
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
Il
�loa
Z'
W
u m
oa =�
W U _j
w��
Z >
W N a
a
LLI �o
U
J� "Z
Z z
�Wmw
W a °w
z_ 3
C7 ✓i 3
Z v
W N
1° =zoo'
JUNE 22, 2015
R pp <rT
BMT BMT ]BE
1058210582 001tcs�cr�ulvr1
PRE_ NUTRI -2

/
/
/
- ■ ■■
71
I I II
II �I II
/
I
LEGEND
N
-ROADWAY
(557,213 S.F.)
-DRIVEWAY
(184,278 S.F.)
PARKING
(31,183 S.F.)
z
ROOF
(708,836 S.F.)
SIDEWALK /PATIO
a
(213,770 S.F.)
LAWN
(2,247,787 S.F.)
PERVIOUS
-MANAGED
(0 S.F.)
FOREST
a
(795,981 S.F.)
G
0
BMP
(133,338 S.F.)
Z
3
-
EXISTING POND
W
ma
(135,409 S.F.)
Z
Z p
6 V
Q
W =
V O
N Z
U) N =
O Z ;m
d a 1.0
This drawing is the property & Edens
land Corp and is not m U reproduced
_Red in whole o, in part without
the expressed written permission of
Edens Land Ca,
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUMON
azo
�z�
W
� N
Z o 02
W U ° =�
nT
z W >�_
ZW a
0 � f
H O
U
Ld
Zo,
>N
Wmw
Wow
-- --u= i L Z��
W N
■
l.'= 200'
AUGUST 18, 2015
l
\ / BMT T I JBE
1 1 ' U� ■ ■ ■ ■ ■ ■ ■ a MT
NUNaER
P1058 -001
_ POST- NUTRI -1

°
-0
I u 1 MP- 4L.
°I
1 �I
iP JI ;
I
I�
`( �J pia �`` ®° , r � ✓
r r
BMP -3
Ex, SS Pump Station
— JI
rl
■
BMP -4
11411111 iil /o
J1111I114611 _
m.�
I -
U I I I I —
JON
I�
♦ o
BMP -6
r
/ I
C, I II II I
I
I+L� J l
~ry — ; ~� -- L��r� —�.. —� J
t 1
Lam_ i
I
�l
�r
if
LEGEND
- ROADWAY
U)
z
O
z
5
a
N
°a
a 0.
xx
u
Z 3
W
0
� a
Z °
W .
6 � U
W=
u o
D en 2
3
N
y ox
O x
a ago
Th s draw ng s the property of Edens
Land Corp and'a not to be reproduced
copledsn whole or -nPm sonoot
[heevpre sed wr tten per f
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
=V Z o
Z, � L"
Z u T 0 02 ro
c gW Z w =�F
L Z
ZW �a
o
�o
W JZ�o
Z
o�
r �Wmw
wow
Iz�
3 Zi 3
1 1 I Z a
w�
1 ^5 -zoo
AUGUST 18, 2015
°�.I
BMT BMT JBE
P1058-001
POST - NUTRI -2
(557,213
S.F.)
-DRIVEWAY
(184,278
S.F.)
PARKING
(31,183 S.F.)
ROOF
(708,836
S.F.)
SIDEWALK
/PATIO
(213,770
S.F.)
LAWN
(2,247,787 S.F.)
MANAGED
PERVIOUS
(0 S.F.)
FOREST
(795,981
S.F.)
BMP
-
(133,338
S.F.)
POND
-EXISTING
(135,409
S.F.)
U)
z
O
z
5
a
N
°a
a 0.
xx
u
Z 3
W
0
� a
Z °
W .
6 � U
W=
u o
D en 2
3
N
y ox
O x
a ago
Th s draw ng s the property of Edens
Land Corp and'a not to be reproduced
copledsn whole or -nPm sonoot
[heevpre sed wr tten per f
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
=V Z o
Z, � L"
Z u T 0 02 ro
c gW Z w =�F
L Z
ZW �a
o
�o
W JZ�o
Z
o�
r �Wmw
wow
Iz�
3 Zi 3
1 1 I Z a
w�
1 ^5 -zoo
AUGUST 18, 2015
°�.I
BMT BMT JBE
P1058-001
POST - NUTRI -2

J rdagafFMg Limb? 5T@tr wfZ(BP H mvkm Load A660MfnlI nlg T 0000 O MINT 2.0
I Proceed to Watershed Characteristics I Skip to BMP Characteristics I Skip to Summary I
Genera! Model Instructions
- Details ofthe development should be entered in the first two tabs (Watershed Characteristics
and BMP Characteristics) results may be viewed on the third tab (Development Summary).
- The cells shaded grey are those that allow /require user input.
- Selecting the physiographic /geologic region and precipitation location most appropriate for
the development of interest is essential in producing accurate results. Maps have been
provided (see right) to assist in this selection, but soil maps should be consulted, or soil tests
performed, to verify the presence of Triassic or sandhill /coastal plain soils. A list of counties
located within, or partially within, each region has also been provided for convenience.
- Eachtab has detailed instructions and guidelines for entering the necessary information (this
information is also included below).
- To remove an entry in a cell with a dropdown list, select the blank row from the dropdown
menu or select the cell and press the 'delete' button.
Specific Tab Guidelines
Watershed Characteristics
- For non - residential watersheds, indicate areas of each land use type in Column 1 for both
pre- and post - development conditions.
- For residential watersheds, complete the required information in Column 2 for both pre -
and post - development conditions.
- If a given land use is not present in the given watershed, leave the cell blank or enter a
zero.
- Ensure that land use areas entered for both pre- and post - development conditions match
the total development area entered in cell 021.
- Residential areas may be entered by average lot size (column, part A), or may be
separated into individual land uses (column 2, part B) -- do NOT list out individual land
uses within an area already described by lot size.
- Unless runoff flowing onto the development from offsite is routed separately around or
through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
BMP Characteristics
- This spreadsheet allows the development to be divided into as many as 6 smaller
catchments.
- BMPs 1, 2, and 3 for a given catchment are assumed to operate in series., with the
outflow from 1 serving as the inflow to 2, etc.
- Ifthe outflow from an entire catchment (including outflow from selected BMPS) drains to
another BMP, indicate this in the drop down menu below the 8MP type and leave all cells
for individual land uses blank.
- Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not
needed.
- Leave cells blank or insert zeroes if a land use is not present in the area draining to the
BMP.
- For water harvesting BMi be sure to enter the percent volume reduction that will be
achieved by your system. Volume detention (catch- and - release mechanisms) will not be
considered - only proven volume reductions are valid inputs.
- Volume reduction efficiencies for undersized BMPs are calculated based on a 1:1 ratio (a
BMP that is 60% smaller than the required design size the assigned removal efficiency is
60% ofthe standard efficiency value). Effluent concentrations remain the same as full-
sized BMPs.
- IMPORTANT: forthe land area calculation checks to occur, you MUST press enter after
entering a value for area to be treated by a BMP (not just click on the next cell).
- See User's Manual for instructions on modeling oversized BMPs.
IIL Model Methodology (more detailed information in User's Manual)
- Calculating Runoff Volumes - Simple Method (CWp.. 2007)
- A fraction of impervious cover was assigned to each land use based on literature
review and field exploration.
- A runoff coefficient, Rv, is calculated for each land use using the designated .
impervious cover fractions. The total volume of runoff is then calculated based
on the land use area, Rv, and the precipitation depth ofthe water quality event.
- Calculating pollutant Loadings - Simple Method (CWP, 2007)
- An event mean concentration of TN and TP is assigned for each land use type
based on an extensive literature review.
- The total load of a given pollutant for a defined drainage area is calculated
based on the average annual rainfall depth, the runoff coefficient Rv, and the
representative event mean concentration value.
- The fraction of rainfall events that produce runoff is assumed to be 1.0.
- amp Removal Colculations
- Each BMP is assigned a representative event mean concentration forthe
treated outflow leaving the system, as well as percentages of inflow that leave
the system as infiltration, evapotranspiration, overflow and outflow.
- The total mass of pollutant leaving the BMP is calculated using the following
equation: Mass_ = (EIVIC,a„„*Volumeo„uio,„)+ (FMC,,,riv,,,, *Volume.P,e,nm„)
- The percent mass removal achieved by the BMP system is calculated using the
following equation:
%Removal - ((EMC.inri�*Volumeintlo,,,,)- Masco „)�(EMCinrlc *Volumeinti�)•100
LJ Triassic Basin
Piedmont
Locations for which rainfall data is available. Choose the location that most closely represents the site's precipitation characteristics (not necessarily the location that is geographically the
closest) on the "Watershed Characteristics” page.
Table 1. List of counties located within, or partially within, each region.
PIEDMONT &MOUNTAIN COASTALPLAIN CAMACountles TRIASSICBASIN SANDHILLS
Rockingham
Lee
Bladen
Beaufort
Durham
Montgomery
Alamance
Lincoln
Columbus
Bertie
Granville
Moore
Alexander
Macon
Cumberland
Brunswick
Wake
Lee
Alleghany
Madison
Duplin
Camden
Chatham
Harnett
Anson
McDowell
Edgecombe
Carteret
Lee
Cumberland
Ash.
Mecklenburg
Halifax
Chowan
Moore
Hoke
Avery
Mitchell
Harnett
Craven
Montgomery
Robeson
Buncombe
Montgomery
Hoke
Currituck
Richmond
Scotland
Burke
Moore
Johnston
Dare
Anson
Richmond
Cabarrus
Nash
Jones
Gates
Union
Caldwell
Northampton
Martin
Hertford
Rockingham
Caswell
Orange
Moore
Hyde
Stokes
Catawba
Person
Nash
New Hanover
Davie
Chatham
Polk
Northampton
Ori
Cherokee
Randolph
Pitt
Pamlico
Clay
Richmond
Richmond
Pasquotank
Cleveland
Rowan
Robeson
Pender
Davidson
Rutherford
Sampson
Perquimans
Davie
Stanley
Scotland
Tyrrell
Durham
Stokes
Wake
Washington
Forsyth
Surry
Wayne
Franklin
Swain
Gaston
Transylvania
Graham
Union
Granville
Vance
Guilford
Wake
Halifax
Warren
Harnett
Watauga
Haywood
Wilkes
Henderson
Wilson
Iredell
Yadkin
Jackson
Yancey
Johnston

Watershed Characteristics Ver2.0 Clear All Values , L Return to Instructions I I Proceed to BMP Characteristics Skip to Development Summary I
Instructions
1. Select your physiographic /geologic region. (see map on 'instructions' page)
2. Enter the area of the entire development in square feet (ft').
3. Select the location that is most representative of the site's precipitation characteristics. (see map on 'instructions' page)
4. For each applicable land use, enter the total area of that land use that lies within the development under pre - development conditions.
5. For each applicable land use, enter the total area of that land use that lies within the development under post - development conditions, before BMP implementation.
6. Ensure that the sum of pre- and post - development areas entered equal the orginal development area.
7. Continue to "BMP Characteristics" tab.
Additional Guidelines
For non - residential watersheds, indicate acreages of each land use type in Column 1 for both pre- and post - development conditions.
For residential watersheds, complete the required information in Column 2 for both pre- and post - development conditions.
If a given land use is not present in the given watershed, leave the cell blank or enter a zero.
Ensure that land use areas entered for both pre- and post - development conditions match the total development area entered in cell 021.
Residential areas may be entered by average lot size (column, part A), or may be separated into individual land uses (column 2, part B) -- do NOT list out individual land uses within an
area already described by lot size.
Unless runoff flowing onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
Physiographic /Geologic Region: Triassic Basin
Soil Hydrologic Group B
Precipitation location: Raleigh
COLUMN 1 -- NON - RESIDENTIAL LAND USES
COMMERCIAL
Parking lot
Roof
Open /Landscaped
INDUSTRIAL
Parking lot
Roof
Open /Landscaped
TRANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
PERVIOUS
Managed pervious
Unmanaged (pasture)
Forest
JURISDICTIONAL LANDS*
Natural wetland
Riparian buffer
Open water
LAND TAKEN UP BY BMPs
Pre- Post -
TN EMC TP EMC Development Development
(mg /L) (mg /L) (ft) (ft)
Total Development Area (ft`): 5,007,795
Development Name: Andrews Chapel
Model Prepared By: Brandon Thomas, P.E.
COLUMN 2 -- RESIDENTIAL LAND USES
Custom Pre- Post -
Lot Size Age TN EMC TP EMC /L) (m Development Development
(ac) (Yrs) (mg g /L) (ft) (ft)
*Jurisdictional land uses are not included in nutrient /flow calculations.
LAND USE AREA CHECK
Total Development Area Entered (ft2):
Total Pre - Development Calculated Area (ft z):
5,007,795
5,007,795
Total Post - Development Calculated Area (ft): 5,007,795
PART A
1.44
0.16
Ys-ac lots
1.08
0.15
X -ac lots
2.24
0.44
% -ac lots
1 -ac lots
1.44
0.39
2 -ac lots
1.08
0.15
Multi- family
2.24
0.44
Townhomes
Custom Lot Size
3.67
0.43
PART B
1.4
0.52
Roadway
1.4
0.52
557,213
1.14
0.47
Driveway
1.0 1.44
0.39
14,454
184,278
1.4
1.16
Parking lot
1.44
0.39
31,183
Roof
1.08
0.15
19,280
708,836
3.06 1
0.59
Sidewalk /Patio
1.4
1.16
1,151
213,770
3.61
1.56
Lawn
2.24
0.44
1,672,153
2,247,787
1.47 i
0.25
Managed pervious
3.06
0.59
Forest
1.47
0.25
3,144,498
795,981
Natural wetland*
Riparian buffer*
Open water*
156,259
135,409
1.08
0.15
LAND TAKEN UP BY BMPs
1.08
0.15
133,338
*Jurisdictional land uses are not included in nutrient /flow calculations.
LAND USE AREA CHECK
Total Development Area Entered (ft2):
Total Pre - Development Calculated Area (ft z):
5,007,795
5,007,795
Total Post - Development Calculated Area (ft): 5,007,795

BMP Characteristics Ver2.0 Return to Watershed Propee=,,eloprnent
Clear All Values Return to lnsiruaions Characteristics Summary
Instructions
1. Select the type of BMP for each catchment.
2. Enter the area of each land use type in the contributing drainage area for each BMP.
3. Continue to "Development Summary" tab.
Additional Guidelines
- This spreadsheet allows the development to be divided Into as many as 6 smaller catchments.
-BMPs 1, 2, and 3 for a given catchment are assumed to operate in series, with the outflow from 1 serving as the inflow to 2, etc.
- If the outflow from an entire catchment (including outflow from selected BMPs) drains to another BMP, indicate this in the drop down menu below the BMP type and leave all cells for individual land uses blank.
Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not needed.
- Leave cells blank or insert zeroes If a land use is not present in the area draining to the BMP.
- For water harvesting BMPs, be sure to enter the percent volume reduction that will be achieved by your system. Volume detention (catch- and - release mechanisms) will not be considered - only proven volume reductions are valid inputs.
The BMP undersizing option should only be used for existing development or retrofit sites.
- Volume reduction efficiencies for undersized BMPs are calculated based on a 1:1 ratio (a BMP that is 6D% smaller than the required design size is assigned a removal efficiency equal to 60% of the standard efficiency
value). Effluent concentrations remain the same as full -sized BMPS.
- IMPORTANT: for the land area calculation checks to occur, you MUST press enter after entering a value for area to be treated by a BMP (not just click on the next cell).
- See User's Manual for instructions on modeling oversized BMPS.
BMP DETAILS
BMP
Volume Reduction ( %)
TN Effluent Concert.
(mg/L)
TP Effluent Concen.
6og/LI
Blaretendon with IWS
35%
0.95
0.12
Bloretention without IWS
15%
1.00
0.12
Dry Detention Pond
0%
1.20
0.20
Grassed Swale
0%
1.21
0.26
Green Roof
50%
1.08
0.15
Level Spreader, Filter Strip
20%
1.20
0.15
Permeable Pavement"
0%
1.44
0.39
Sand Filter
1 2
0.92
0.14
Water Harvard
sec defined
1.08
0.15
Wet Detention Pond
5%
1.01
0.11
Wetland
15%
1.08
0.12
It treating commercial parking lot, I P enluent concentration =U.1b MILL
COMMERCIAL
--------------------- - - - - --
CATCH MENTI
I Parking lot
0
-- CATCHME NT2
I Roof
BMP #1
CATCH MENT3
Open /Landscaped
CATCHME NT4 ----------------------- - - - - --
--------------------- - - - - --
CATCHMENTS
level Spreader,
BMP #1
BMP #2
BMP #3 I
BMP ill
BMP #2
BMP 93
BMP #1
BMP #2
1111P 13 I
BMP #1
BMP #2
BMP #3
BMP #1
BMP #2
Dry Detention
Level Spreader,
Wet Detention
Level Spreader,
Total Land Use
Wet Detention
Level Spreader,
Area Treated
Wet Detention
by BMP #3 that is
Area Treated By
Wet Detention
not treated by BMPS
Type of BMP:
Pond
Filter St rip
All BMPs
Pond
Filter Strip
(k ')
Pond
Filter Strip
(ft)
Pond
(ft')
Pond
(ft')
If BMP is undersized, indicate the BMP's size
:Built
I 1-ac lots (New)
I 1 -ac lots Built after 1995)
0
I 1-ac lots 1BUllt before 1995)
I Y -ad lots INe
0
I Y-ac lots Built after 1995)
relative to the design size required to
I Y -ac lots Built before 1995)
0
I Y -ae lots New)
M
I Y -ac lots Built after 1 9 95)
0
I Y -ac lots Built before 1995)
-I
0
I Y-ac lots
0
capture the designated water quality depth
JNew�
I Y-ac lots Built after 1995)
0
Y
I -ac lots (Built before 1995)
fIj
I Townhomes (New)
0
I Townhomes (Built after 1995)
0
0
I Townhomes (Built before 1995)
(i.e. 0.75 = BMP is 75% of required design
size):
I Multi - family (New)
I Multi -fain ,y .Uilt after 1995)
0
I MuItI- family(Built before 1995)
0
0
I Custom tot Size(New)
_
0
I Custom Lot Size (Built after 1995,
-For water harvesting BMP, enter percent
I Custom Lot Size (Built before 1995)
0
I Roadway
y3;j}j
557,213
I Driveway
76'JS
177,779
I Parkinglot
1,0_0!]_
I Roof
16,114
volume reduction in decimal form.
I Sidewalk
4,894
708,836
I Lawn
38,036
211,913
Managed pervious
136,509
I Forest
2,247,787
ILANDTAREN U111 BMP
7,60a
0
TOTAL AREA TREATED BY BMP (ft'):
90'470
I 0
TOTAL AREA TREATED BY SERIES (fe):
Does BMP
accept the outflow from
another Catchment?
If so, indicate which one(s). (Land use areas entered below
are in addition to the watershed
areas treated
by contributing catchment(s).)
Catchment 1:
–
--
--
no
no
no
no
no
no
no
no
no
no
no
Catchment 2:
no
no
no
--
--
--
no
no
no
no
no
no
no
no
Catchment 3:
no
no
no
no
no
no
--
--
--
no
no
no
no
no
Catchment 4:
no
no
no
no
no
no
no
no
no
--
--
--
no
no
Catchment 5:
no
no
no
no
no
no
no
no
no
no
no
no
--
--
Catchment6:
no
no
no
no
no
no II
no
no
no
no
no
no
no
no
Area treated
Area treated
Area treated
Area treated
Area treated
Area treated
Area treated
Area treated
Area treated
Area Treated
by BMP #2 that Is
by BMP #3 that is
Area Treated
by BMP #2 that is
by BMP #3 that is
Area Treated
by BMP #2 that Is
by BMP #3 that is
Area Treated
by BMP #2 that is
by BMP #3 that Is
Area Treated
by BMP #2 that is
Drainage Area Land Use
by BMP
not treated by BMP
not treated by BMPs
by BMP
not treated by BMP
not treated by BMPs
by BMP
not treated by BMP
not treated by BMPs
by BMP
not treated by BMP
not treated by BMPs
by BMP
not treated by BMP
(ft')
#1
#1 or #2
(ft')
#1
#1 or #2
(ft')
#1
#1 or #2
(k')
#1
#1 or #2
(et')
#1
I')
(ft')
(ft')
(ft)
(ft)
(ft')
(ft')
(tt)
(ft')
COMMERCIAL
CATCHMENT 6
I Parking lot
0
I Roof
BMP #1
JoEtffWffi�
Open /Landscaped
INDUSTRIAL
Dry Detention
level Spreader,
I Parking lot
I Roof
Pond
Filter Strip
I
I py�n /Lds�Ded
(TRANSPORTAanTIOc N
0
I High Density(( oterstate, mat n)
no
no
n
no
no
I Low Density (secondary, feeder)
0
I Rural
Area treated
I Sidewalk
Area treated
Total Land Use
IMISC.PERVIOUS
by BMP #3 that Is
Area Treated
I Managed pervious
by BMP #3 that is
Area Treated By
Unmanaged (pasture)
not treated by BMPS
by BMP
I Forest
not treated by BMPs
All BMPs
I RESIDENTIAL
#1 or #2
(k ')
I 2 -ac lots 1
#1 or #2
(ft)
{New)
I 2-ac lots l BUiltafter1995)
(ft')
I 2- aclots before 1995)
(ft')
:Built
I 1-ac lots (New)
I 1 -ac lots Built after 1995)
0
I 1-ac lots 1BUllt before 1995)
I Y -ad lots INe
0
I Y-ac lots Built after 1995)
I Y -ac lots Built before 1995)
0
I Y -ae lots New)
M
I Y -ac lots Built after 1 9 95)
0
I Y -ac lots Built before 1995)
-I
0
I Y-ac lots
0
JNew�
I Y-ac lots Built after 1995)
0
Y
I -ac lots (Built before 1995)
fIj
I Townhomes (New)
0
I Townhomes (Built after 1995)
0
0
I Townhomes (Built before 1995)
0
I Multi - family (New)
I Multi -fain ,y .Uilt after 1995)
0
I MuItI- family(Built before 1995)
0
0
I Custom tot Size(New)
_
0
I Custom Lot Size (Built after 1995,
I Custom Lot Size (Built before 1995)
0
I Roadway
y3;j}j
557,213
I Driveway
76'JS
177,779
I Parkinglot
1,0_0!]_
I Roof
16,114
53,192
I Sidewalk
4,894
708,836
I Lawn
38,036
211,913
Managed pervious
136,509
I Forest
2,247,787
ILANDTAREN U111 BMP
7,60a
0
TOTAL AREA TREATED BY BMP (ft'):
90'470
I 0
TOTAL AREA TREATED BY SERIES (fe):
7,795
90,470
W
■
0
88,817
M
38,-
807,072 0
807,072
i
i
i
1 �
200,257
47,840
342.074
(
0 778,137 0
778,137
r.
CATCHMENT 6
0 I
0
BMP #3
BMP #1
JoEtffWffi�
BMP #3
Dry Detention
level Spreader,
0
Pond
Filter Strip
I
0
no
no
no
no
no
no
no
n
no
no
0
no no
no no no
no no
no no
Area treated
Area treated
Area treated
Total Land Use
`Ilowable Total Land
by BMP #3 that Is
Area Treated
by BMP #2 that Is
by BMP #3 that is
Area Treated By
Use Area to be
not treated by BMPS
by BMP
not treated by BMP
not treated by BMPs
All BMPs
Treated Based on
#1 or #2
(k ')
kl
#1 or #2
(ft)
Pos[ -Dev. Areas
(ft')
(Be)
(ft')
(ft')
i
i
i
1 �
200,257
47,840
342.074
(
0 778,137 0
778,137
r.
266,267 0 0
266,267
0 I
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
M
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
—
_
0
0
0
0
553,335
557,213
i rf
177,779
184,278
n
31,183
31t183
53,192
699,222
708,836
16,118
211,913
213770
136,509
1,698,590
2,247,787
0
0
0
795,981
7,795
133,338 L
133,338
266,267 0 0
266,267

e Ilp-d'
AMrews Chapel
pretlared BV;
Date:
Brandon Thomas, P.E.
Augustl7,2015
WATERSHED SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
-AL DEVELGPMENT AREA (W):
Percent ' %' rvropz
5,007,795
Pre - D p meohm Pn D pm emo Po-w p tw Lim"
0.7% 31.s% 3i s%
volume Reauc[ipn TN e
% (mgAL) n.
Img/Lln
noon wbh 3s% 0.95 o.0 --d-...
Annual --l-
left
FM
io36,]61 6az6,9ao
Iws
neon wAM1out
ss%
WSete 10 G.ix
q!l4.rn p WatehM Camdsirs
Tmalxiwgen
m�L
1pryotenxnnPane p% L- L-
T oral Niwgen batling
�Retbm m BMP Charattedstics
pb /ae /vrl
G91 s.n 3.91
IGmazea Swale o% 121 D.z6
Total Phosphorus EMC
mgnl
031 0.4i Oi6
(Green Raof s0% 1.08 0.15 Print Summary
total Phosphams Lwtling
0.16 163 O.Sa
Sptlr, Filter 2.
1 0.is
pb /ac/vrl
.x0
Step
PercentwflerenreBetween:
Pavement o% 1.4a o.39
Post withem BMPS fh BAIN P
re Post Develq�kn�ntwast a wRh BMPZG
II-Al Filter 5% 0.92 0.14
ercen mwrvrouz lxl
nnua unoff Volume le.f.l
3]% i
90% .1% -
ryva. rxarve g user defnea 1.afl o.i5
Total xRrogen FMClmgnl
311
ou Niwgen-ding lib /ae L�l
%
tpeteminn POn s% vG1 0.11
Iwe tl
ml h� h m EMlC y
%
pl P6
, eph ndne r r)
s�%
1-1 na is% i.oa o.2
Nega p cem aateremevaaes inaiwtea axrceuarunoRVOlume ,
pollutant wn<entrrtion po utam loaang. }os'MVevawes lnaiute an lnvease.
etteaxngw mere iparkin¢ lot TP effluent concentmean =�l6 mg/L
BMP SUMMARY Ver2.0
BmP1 amps BMP3
ry MtantlPn PonE Fitter p
Brap1 BMPZ z BMP3 Bmpi BMPZ BMP3
Pond tron Niter -1 war Oetentlon PPne Fitter p
eMpl eMpz BMP3 eMpl BMPZ BMP3 BMP BMP
Pond Lron .. _ Pond tan _ -. ry oeantlpn Pond Filler p
anal Area T-d
lael
total lnROw Volume
left
Ium
Pemnt volume Reduced
anew Mtrogen EMC
Img /LI
2.08 2.0g
191.134 117,134 -
096 20% -
U. 120 .-
6.74 6.74 2x16 29.16
51a,610 4ag.931 - 1161196o zszz.uz -
5% 20% - 5% 20% -
13s 1.01 .- 131 1.03 --
IA53 - 17 Ed - B.11 6.11
13az,3e4 - - iB3easa - - 493J79 493,779
.. ..
s% s% - IH6 20%
130 - -- vn '- - 1BO 1.xo
Total llape/yd ce
7.61 zz0 -
1,41 a.]i - -7 1.12 -
-1 - - zxfl - - Gsg 1-
anwv Phaaphama Fmc
Imgnl
0.3]9 o.zm -
L.- onl - LA11 -
L.- - - 0.11fl - - L- 0.209.
Tmal bAlpw Phosphorus
lib /ae/vrl
-
335 1.39 -
2.35 oe9- 2.46 G.]9-
169 - -- x.v- - z.o9 vxz
BMP 0-M-W
xB rogen llbz/ae/Yrl
].zG s.6e --
4.]3 aBa - s.62 saz --
4.46 - -- s:63 - - s.14 4.a3
BMPOUtllpw
Phozphomsllm/xtyrl
239 0.]a --
0.69 0.55 -- 0.19 0.65 --
0.60 - -- 0.]] - 1.22 0.63
-h.- Outlaw Niwgen FMC (m,A)
1.20
1.19 1.19
104 2.w 1.20
Total Nl gen lmryc /y.l
Percent Reduction in Niwgen bad Ixl
5-
231
4.30 s.L2
23% 22%
4.46 5.63 4.Bd
24% 23% 24%
-hment ospM1omz EMC
Ou Im6n
0.15]
0.15x 0.152
o.141 L -L 01157
Tavel PM1eaPher� nniM /vrl
Percent Reevmnn in P- phoma-1 %1
G.]4a
s9%
p 1. G.614
17% 60%
o6G3 p.16s G.e3a
6a% ss% Bz%

DURHAM
CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the City of Durham Stormwater Services to
1869 characterize your project and assess the need to purchase nutrient offsets. See the
CM OF NT:DKWE Citv Stormwater Performance Standards. For nutrient offset information, see nutrient offset intro
PROJECT INFORMATION
Applicant Name: Prepared by :
M/I Homes of Raleigh, LLC Brandon M. Thomas, PE
Project Name (& Previous name, if applicable): Site Plan #:
Andrews Chapel (Brier Creek Assemblage) D1400332
Project Address (if available): Street: City /Town: County:
409,507, 511, 623, 703, & 735 Andrews Chapel Road Durham, NC Durham
Date: (mo/d/yr) I Project 11-at: (dec. degrees) I Long: (dec. degrees) �194387,194418,194379,194415,199416,194417
PIN /PID #s:
6/22/2014 Locat'n: 35.925809N
Is this Redevelopment? I ❑ Yes 0 No Development Type (Please check all that apply)
Impervious Cover ( %) Pre - Construction: ❑ Commercial ❑ Duplex Residential
70.00% ❑ Industrial 0 Single - Family Residential
Impervious Cover ( %) Post - Construction: ❑ Institutional 0 Multi - Family Residential
33.51% Q Mixed Use
WATERSHED INFORMATION (See online map or alternative source for 12 -digit and 6 -digit IDs)
❑ Upper Falls Basin, 12 -digit Watershed ID: Jordan Lake Delivery Factors ( %)
❑ Lower Falls Basin, 12 -digit Watershed ID: Nitrogen Phosphorus
0 Neuse /Outside of Falls Basin, 03020201 03020201 Site: Bank: Site: Bank:
❑ Jordan Lake (Upper New Hope) 6 -digit Small 68.76 1 40.32 62.93 18.66
Watershed ID: Name of Bank Name of Bank
Carl Lloyd N/A
Neuse /Falls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1.
DURHAM STORMWATER PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE
Nutrient loading limits and on -site treatment minimum (Sections 70- 740(a) and Sections 70- 741(a))
Off -site treatment threshold ( %): IN: I 0 IP: I 0 (Required on -site reduction achieved? IN: IYESIP: I N/A
NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds — see above)
Nitrogen Loading / Offset Needs (For the Jordan, Falls, and Neuse /Outside of Falls Watershed areas)
(1) (Where
(A) (B) (C) (D) (E) (F) (G) (H) Applicable) 0)
Untreated Treated Reduction Needed State Buy Down Additional
Loading Loading Load Rate (Ibs /ac /yr) Offset Amount Delivered 5% if bank Total Delivered
Rate Rate Target (from Compl. Project Size Duration Site Delivery (Ibs) not in City (Ibs)
(Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) worksheet) (square feet) (yrs) Factor D * E * F * G limits (Ibs) H + I
5.27 3.91 3.60 0.31 5,007,795 30 1.00 1069.16 53.46 1122.62
Phosphorus Loading / Offset Needs (For the Jordan and Falls Watershed areas)
(1) (Where
(A) (B) (C) (D) (E) (F) (G) (H) Applicable) 0)
Reduction
Untreated Treated Needed State Buy Down Additional
Loading Loading Load Rate (Ibs /ac /yr) Offset Amount Delivered 5% if bank Total Delivered
Rate Rate Target (from Compl. Project Size Duration Site Delivery (Ibs) not in City (Ibs)
(Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) worksheet) (square feet) (yrs) Factor D * E * F * G limits (Ibs) H + I
1.63 0.54 NONE NONE 5,007,795 30 1.00 N/A N/A N/A
Responsible Professional Engineer's Name: IBrandon M. Thomas, PE PE #: 042150
Staff Name: I IStaff e-mail: I Phone #:
Version 2 DRAFT, April 5,2013

Watershed (Select from Menu)
© 3 Falls Lake Basin
Q Jordan Lake Basin
Q Lower Neuse Basin
COMPLIANCE WORKSHEET
Note that if a nutrient bank is used to buy offset credits
in order to achieve compliance with the alternative
selected below, the bank must be located in the same
watershed as the project site.
Compliance Alternative (Pick one alternative, see descriptions and calculations below)
1 Nutrient loading limits and on -site treatment minimum (Sections 70- 740(a) and Sections 70- 741(a))
C-) Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70-
0 740(b))
Q Alternative percentage reduction option for Redevelopment that does not increase impervious area
0 (Section 70- 740(c))
Q 0 Alternative for low impact development in Falls Basin.
0 Exempt from Stormwater Pollutant standards (Section 70 -739)
Project Area Disturbance (Fill in yellow cell below)
4,221,835 square feet 96.920 acres
TABLE 1 THRESHOLDS FOR APPLICATION OF STORMWATER
POLLUTANT REQUIREMENTS
Project Location Land Disturbance
Limited Residential Multifamily & Other
Jordan Basin 1 acre 0.5 acres
Falls Basin 0.5 acres 12,000 square feet
Lower Neuse Basin 1 acre 0.5 acres
Note: Thresholds are based upon land disturbance since the
applicable basin Baseline date.
The Project is Located Outside the Downtown Area (select from menu list)
Per Section 70 -736, Downtown Area means the Downtown Tier, Compact Neighborhoods,
and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most
recently approved by the Durham City Council.
The Project Type is Multifamily and Other (select from menu list)
Per Section 70 -736,
Limited Residential means single family and duplex residential and recreational development.
Multifamily and Other Development means development not included in Limited Resdiential, and
includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including local
government institutional), and commercial development.
Other key definitions from Section 70 -736:
Development means Land Disturbance which increases impervious surface on a property, or
alters its location, or results in an increase in runoff from a property or a decrease in infiltration
of precipitation into the soil. It includes both existing development and new development. It
does not include agriculture, mining, or forestry activities.
Redevelopment means Development on a site where structures or impervious surface
already exists. It is a category of new development.
Version 2 DRAFT, April 5,2013

Nutrient Loading Limits and On -Site Treatment Minimum
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(a) Nutrient Loading Rate Limits. Development not exempt under subsection 70 -739 shall
construct and implement SCMs so as to limit the post construction loading rate of nitrogen
and phosphorus from the project area to the limits set forth in Table 2 below, or shall
comply with an allowed alternative as set forth in (b) through (d) below. A portion of the
reduction requirements for nitrogen and phosphorus may be met through off site
measures or payments as set forth in 70 -741.
TABLE 2 NUTRIENT EXPORT LOADING RATE LIMITS
Project Location Export Limit Ibs /acre /year
Nitrogen Phosphorus
Jordan Basin 2.2 0.82
Falls Basin 2.2 0.33
Lower Neuse Basin 3.6 not required
Sec. 70 -741
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved through
onsite treatment, in the amount shown in Table 4 below. In addition to meeting the
percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
load from the site must not exceed 6 Ibs. per acre per year for Limited Residential, and
and 10 Ibs per acre per year for Multifamily and Other.
(Note: offsite credit purchases do not meet TSS removal requirements, which must be
met onsite.)
TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Project
Jordan - General
Falls - General
Falls and Jordan within
Downtown Area
Minimum Onsite Nutrient Treatment
Nitrogen Phosphorus
*40% of required *40% of required
reduction reduction
*50% of required
reduction
*30% of required
reduction
*50% of required
reduction
*30% of required
reduction
Version 2 DRAFT, April 5,2013

Falls and Jordan exceeding
thresholds but with less than 1 *30% of required *30% of required
acre land disturbance reduction reduction
Lower Neuse
No percentage
reductions apply, but
the 6/10 nitrogen
export limit described
in paragraph (a)
above must be met
No percentage
reductions apply, but
the 6/10 nitrogen
export limit described
in paragraph (a)
above must be met
*The "required reduction" is the difference between the post development loading in
pounds per acre per year multiplied by the site area in acres before treatment minus the
loading target, in pounds per acre per year multiplied by the acres. The percentage shown in
the chart above is applied to that difference and the resulting number is the amount in
pounds /year of nutrient reduction that must be achieved onsite.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Untreated Loading Treated Loading Rate Load Rate Target Reduction Needed
Rate (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr)
5.27 3.91 3.6 0.31
Phosphorus
Untreated Loading Treated Loading Rate Load Rate Target Reduction Needed
Rate (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr)
1.63 0.54 NONE NONE
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 4
Onsite Reduction Required Onsite Reduction Achieved?
Required ( %) Nitrogen Phosphorus
0 YES I N/A
In the Jordan and Lower Neuse Basins, the nitrogen export loading rate from the
site does not exceed 6 Ib /ac /yr for Limited Residential, or 10 Ib /ac /yr for Multifamily TRUE
and Other.
Version 2 DRAFT, April 5,2013

Alternative percentage reduction option for Redevelopment that increases impervious area
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(b) Alternative percentage reduction option for Redevelopment that increases impervious
area.
As an alternative to meeting the loading rate reductions described in (a) above, Redevelopment
not exempt under 70 -739 that increases impervious area may reduce the pre - development
nutrient loading rate from the entire project site for nitrogen and phosphorus by the percentage
loading rate reduction shown in Table 3 below. The pre - development nutrient loading rate is
calculated as of the Applicable Baseline Date. Load reductions already achieved shall be credited.
TABLE 3 PERCENTAGE REDUCTION OPTION FOR REDEVELOPMENT.
Project Location
Percent Loading Rate Reduction from Pre -Dev Loading Rate
Nitrogen Phosphorus
Jordan 35% 5%
Falls 40% 77%
Lower Neuse 30% Not applicable
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Pre -Dev Loading Treated Loading Rate Load Rate Target Reduction Needed
Rate* (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr)
0.97 3.91 0.68 3.23
Phosphorus
Pre -Dev Loading Treated Loading Rate Load Rate Target Reduction Needed
Rate* (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr)
0.18 0.54 NONE NONE
* As of the Applicable Baseline Date.
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 3, above
Onsite N Reduction Onsite P Reduction Required Onsite Reduction Achieved?
Required ( %) Required ( %) Nitrogen Phosphorus li
30 N/A NO I N/A
In Jordan and Lower Neuse Basins, the nitrogen export loading rate from the site
does not exceed 6 Ib /ac /yr for Limited Residential, or 10 Ib /ac /yr for Multifamily and TRUE
Other.
Version 2 DRAFT, April 5,2013

Alternative Percentage Reduction Option for Redevelopment that does not Increase Impervious Area
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(c) Alternative percentage reduction option for Redevelopment that does not increase
impervious area. Redevelopment not exempt under 70 -739 that is outside the Downtown
Area and that does not increase impervious area shall reduce the pre - development nutrient
loading rate, calculated as of the Applicable Baseline Date, by 10% if reductions are achieved
entirely onsite, and by 15% if reductions cannot be entirely achieved onsite. Table 4 is not
applicable to this alternative.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Pre -Dev Loading Treated Loading Rate Load Rate Target Draft Reduction
Rate* (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) Needed (Ibs /ac /yr)
0.97 3.91 0.87 3.09
Phosphorus
Pre -Dev Loading Treated Loading Rate Load Rate Target Draft Reduction
Rate* (Ibs /ac /yr) (Ibs /ac /yr) (Ibs /ac /yr) Needed (Ibs /ac /yr)
0.18 0.54 0.16 0.39
* As of the Applicable Baseline Date.
Draft Reduction Needed ( %)
Nitrogen Phosphorus
15 1 15
Is N reduced by at least 10 %? NO Is P reduced by at least 10 %? NO
If either N or P is not reduced by at least 10% on site, a 15% reduction is required for both.
Final Reduction Required
Nitrogen Phosphorus
% I Ibs /ac /yr % I Ibs /ac /yr
15 3.09 15 0.39
Alternative for Low Impact Development in Falls Basin
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(d) Alternative for low impact development in Falls basin. Development in the Falls Basin
will be considered compliant with the nutrient reduction obligations of this Section 70 -740 if it
demonstrates that it meets the post development hydrologic criteria set forth in Chapter 2 of the
North Carolina Low Impact Development Guidebook dated June of 2009, as it may be amended
from time to time.
❑ This development meets the post - development hydrologic criteria in Chapter 2 of the
North Carolina Low Impact Development Guidebook dated June 2009, as amended.
NO NUTRIENT OFFSET REPORT IS NEEDED WITH THIS ALTERNATIVE.
Version 2 DRAFT, April 5,2013

Exempt from Stormwater Pollutant standards (Section 70 -739)
ORDINANCE REQUIREMENTS
Sec. 70 -739.
(a) Exemptions for limited disturbances. Development in which Land Disturbance,
calculated cumulatively as of the Applicable Baseline Date, is less than the thresholds in Table 1
below is exempt from the standards in subsections 70 -740 and 70 -741, subject to paragraphs (1)
and (2) below.
TABLE 1 THRESHOLD FOR APPLICATION OF STORMWATER POLLUTANT
REQUIREMENTS
Project Location Land Disturbance
Limited Residential Multifamily & Other
Jordan Basin 1 acre 0.5 acre
Falls Basin 0.5 acre 12,000 sq. ft
Lower Neuse Basin 1 acre 0.5 acre
(1) Common Plan of Development. Development that is part of a Common Plan of
Development shall be included in the calculation. If the applicable threshold set forth in
Table 1 is exceeded, all other portions of the Common Plan are subject to the requirements
of this Article;
(2) Redevelopment and Existing Development, maintenance of treatment.
Redevelopment and Existing Development that are exempt under these thresholds must
continue to maintain and reconstruct all SCMs in compliance with approved plans, prior
ordinance requirements, and City Standards.
(b) Other exemptions. Additionally, Development is exempt if:
A. it qualifies in its entirety as Existing Development; or
B. it is located in the Downtown Area and does not increase impervious area over
the Applicable Baseline Date; or
C. it is undertaken by a state or federal entity. (Note: Review and approval by
the state must be demonstrated); or
D. it is a City transportation project in the Jordan basin.
❑ This project is exempt because it is below the applicable land disturbance threshold.
❑ This project is exempt because it qualifies entirely as Existing Development.
❑ This project is exempt because
• It is located in the Downtown Area and
• It does not increase impervious area over the Applicable Baseline Date.
❑ This project exempt because
• It is undertaken by a state or federal entity, and
• A demonstration of review and approval by the state has been provided.
❑ This project is exempt because it is a City transportation project in the Jordan Basin.
Version 2 DRAFT, April 5,2013

Soil & Environmental Consultants, PA
8412 Falls of Neuse Road, Suite 104, Raleigh, NC 27615 • Phone: [phone] • Fax: [phone]
sandec.com
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Eric Alsmeyer
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
From: Deborah Edwards Shirley
Soil & Environmental Consultants, PA
Re: Andrews Chapel
Durham & Wake County, NC
1--
September 24, 2015
S &EC Project #12164.W8
NC DWR. 401 & Buffer Per ti�9�i nit
Attn: Karen Higgins
Archdale Building — 9tr' Flom -`� •'k;
512 North Salisbury Street
Raleigh, NC 27604 S E P 4 2l)15
DENR - iNATf_fl RESOURC S
2 0 1 5 0 9 9 3 401 & BUFFER PERMITTING
On behalf of the applicant, M/I Homes of Raleigh, LLC (Attn: Jeremy Medlin) please find attached a
complete application and supplemental information requesting written concurrence from the U.S. Army
Corps of Engineers and the N. C. Division of Water Resources that the activities proposed below may
proceed under Nationwide Permits 14, 18 & 29 and Water Quality Certifications 3886 & 3890. Please
contact me at (919) 846 -5900 if you have any questions or require additional information.
Project Name
Project Type
Owner / Applicant
County
Nearest Town
Waterbody Name
Basin
Index Number & Classification
PROJECT SUMMARY
Andrews Chapel
Residential Development
M/I Homes of Raleigh, LLC
Durham & Wake
Durham
UT to Little Brier Creek
Neuse Basin
27- 33 -4 -1 & C, NSW
IMPACT SUMMARY
Stream Impact (acres):
Wetland Impact (acres):
Open Water Impact (acres):
Total Impact to Waters of the U.S. (acres)
Total Stream Impact (linear feet):
Total Riparian Buffer Impacts (square feet):
Attachments:
Pre - construction Notification (PCN) Application Form
Agent Authorization Form
USGS Topographic Map & NRCS Soil Survey Map
NCDWR Buffer Determination letter -NBRRO 14 -219
Restoration Systems -SOA lette
NCDMS- Mitigation Acceptance letter
Wildlands Mitigation Credit Commitment letter
Cover sheet & Existing Conditions -EX1 -3
0.048
0.449
0
0.497
425
Zone 1: 22,935; Zone 2: 20,137
Overall Site Plan Layout -SL1
Stream & Wetland Impact Exhibits -IE1 -6
DWR ONLY:
Stormwater Impact Analysis
City of Durham Comments - Review #4
Post Development Drainage Area Map
App Fee check $570
data CD

LEGEND
1 � — —_. SHEET FLOW
100' 200'
CONCENTRATED FLOW
�
✓/� � II' l ���� ��.-- I i / � � `— � 1 / CHANNEL -;
FLOW /POND /PIPE FLOW
z
WIN(
AP #1 OFFSITE BYPASS // / / \�� \�A\1 \ \ \\✓ %i/ � %IJIIIIIIIII II))lJllll��— 111111 o
17.45 ACRES I I Q
/ / -�/ J �/ 111 111 l I l l n 1
TC = 22.20 MIN. -� i % \ �
'\ =� \ ` -` \` \ \\ / I / I _.. i / / / � / •- // e /1 � /J /J Ill 1 II 1 11 1 I W 3
11 I\ / %mil / /�i� f ✓� �� /ij/ J III r /�1 1 IJII Q o
/III III cog M
3
I
Ff rl
/III \ \� \ \ \\ I IIII► % !I�I�!III,III c Za
N/x/
/ a a e o
T wsholePY hd
-d- p- -tt. b —oo-
ut
d
or ope n Panwt
th
eaes_d �rmePerm :: on or
AP #1 BYPASS
�/ I 23.74 ACRES
./ / // / / // Q 1 / • 1 NC LICENSE# C -2745
.0 - J//
TC = 5 MIN.
AP #4 OFFSITE BYPASS PRELIMINARY
II I \'... I /i /�\\ \ \\ / 11 �r \\ \\ \✓ II / 1 / I V `/ NOT FOR CONSTRUCTION
259.12 ACRES
/. // i I /' 1 \ \ \ \\ 1 I y / J 1 l— \ �� ✓/ TC = 44.0 MIN. _ �J,' l I �✓ l / H o
AP #1 TOBMP -4 � \/ / aZ'
I / � � III �ir� � x c m LLJ
18.75 ACRES N I 1���IIt`��i�l II / // 1 \ - " �; �; ill LZ
(/ TC= S.OMIN. z or M
I IIII 1,11111 \y / 1 / Uo
uo
W W
z a
0oW E
o
'o
—_
W N I = o Z z
oa
t, o
,—
I
AP #1 TO BMP -2 / Ill 1 ( I \ AP #4 BYPASS /\ I / % / / 1"=200'
7.92 ACRES ;yx I ' u 9.91 ACRES 1 / y JUNE 22, 2015
11, TC= 5.0MIN.
TC = 5 MIN. �- I ( � � I nES�n uaa¢ sn€rvs
i f .i — I i ONSITE TO BMP•6 -/ /�l / / //1 II Illl I I I I' I l I
:' I , , , • ' BMT BMT J BE
i
1656 -001
jai ,:`1�'111111111 \ \��\\�.�. P
b. .�
t K I - .--� .� . �II!'RY, :�■ ■ ■ POST -AP -1

10