SW3191101_SW Report_20191223

BOHLER
E ITT G I N E E R I
STORMWATER MANAGEMENT REPORT
PREPARED FOR:
CAMBRIDGE COMMONS MF, LLC
CAMBRIDGE VILLAGE MULTI -FAMILY
307 PILOT KNOB ROAD
DENVER, NC 28037
LINCOLN COUNTY
December 20, 2019
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
CAURI'�.
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SEAL -
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NORTH CAROLINA LICENSE #047366
STEVE FARMARTINO, P.E.
PROFESSIONAL CERTIFICATION: I, STEVE FARMARTINO, HEREBY CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR
APPROVED BY ME, AND THAT I AM A DULY LICENSED REGISTERED ENGINEER UNDER THE LAWS OF THE STATE OF NORTH
CAROLINA, LICENSE NUMBER 043610
CIVIL & CONSULTING ENGINEERS• SURVEYORS -TRAFFIC CONSULTANTS -ENVIRONMENTAL & GEOTECHNICAL ENGINEERS
www.bohlereng.com
BOHLER ENGINEERING 1927 S TRYON ST. ♦ SUITE 310 ♦ CHARLOTTE, NC 28203 ♦ 980.272.3400

Table of Contents
GeneralProject Description............................................................................................................... 3
General Project Overview and Existing Conditions................................................................ 3
Stormwater Requirements Overview....................................................................................... 3
SCMSystems Overview..................................................................................3
Stormwater Management Analysis and BMP Calculations............................................................ 3
VolumeControl..........................................................................................3
Prevs. Post Analysis................................................................................................................ 4
Appendix.............................................................................................................................................. 5
Pre- Development Drainage Map
Post Development Drainage Map
Stormwater Details
Sand Filter Calculations
Sand Filter BMP Design Procedure Forms
Detention Worksheets
HydroCAD Models
Storm Sewers Results
Soils Report
Rip Rap Apron Calculations
Ballast Pad Calculations
Erosion Calculations
2

General Project Description/Stormwater Management
GENERAL PROJECT OVERVIEW AND EXISTING CONDITIONS
The proposed development will be situated on approximately 10.6 acres, split between northern and
southern sites by Cresset Dillinger Road. The development will include 9 multifamily residential
buildings, a club house, several detached parking garages, and all associated traffic and utility
infrastructure that is required.
The site consists of wooded and grassed areas with a single-family home located on a portion of the
parcel south of Cresset Dillinger Road. The site has a ridge line running north to south approximately
through the middle of the development. The drainage area west of this ridge will ultimately flow to a low
point on the property, through a proposed wet pond, and into a bypass system. This bypass system
eventually discharges to Forney Creek. The point of discharge from the proposed wet pond to the bypass
system will be point -of -interest 1, or POI 1. The drainage area east of the ridge line drains toward Pilot
Knob Road, where drainage swales convey water to a culvert under Pilot Knob Road, to its ultimate
destination of Mountain Island Lake. The culvert under Pilot Knob Road is considered to be point -of -
interest 2, or POI 2.
STORMWATER REQUIREMENTS OVERVIEW
Please see below for the stormwater control requirements for this site:
- The wet ponds have been designed to treat the first F of runoff with a drawdown time between 2-
5 days.
- Wet ponds have been designed for 85% TSS removal.
- Above the water quality volume, the 2-, 10-, and 25-year, 24-hour storm events have been
controlled so that the post -development peak flows are less than their pre -development peak
flows
- Wet ponds have been designed to provide F of free board during the 100-year storm event.
SCM SYSTEM OVERVIEW
To meet the requirements described above, 2 wet ponds will be used.
Stormwater Management and BMP Calculations
Water Quality:
The minimum required water quality volume to treat the first F of rainfall from the development has
been calculated for Wet Pond 41 and 42 as 8,033 cubic feet and 17,624 cubic feet respectively. This
volume is controlled in Wet Pond 41 and 42 using a water quality orifices of 1.50" and 2.50" in diameter
respectively at the permanent pool elevations, with the next available outlet above the elevation required
to meet the water quality volume. This orifice results in a drawdown of the water quality volume within
2-5 days.

BMP Sizing:
The wet ponds are designed based on the impervious percentage draining to them, the average depth of
the permanent pools as calculated by Option 2 from Figure 10-2b, and the resulting required surface area
s to drainage areas ratio. These values and their calculations can be seen in the attached wet pond sizing
and wet pond supplement spreadsheets. All drainage from impervious areas have been designed to be
discharged into the forebays. The forebays has been designed to be approximately 15-20% of the total
permanent pool storage volumes.
A water quality orifice are used at the base of the riser structures to draw down the water quality volumes
within 2-5 days. The next available outlets on the riser structures are placed above the required water
quality volumes. The elevations of this next available outlets are considered the temporary pool volumes,
and these elevations (and resulting pressure head values used for the orifice equation) were used when
determining the drawdown times through the water quality orifices.
Pre/Post Analysis:
A summary of the pre/post peak discharge rates for each point of interest within the development have
been listed below. Support calculations have been included within the appendix section of this report.
POI-1
Pre -Development
Post -Development
Total DA
Total DA
2-year
8.00 cfs
3.31 cfs
10- ear
17.53 cfs
10.58 cfs
25- ear
23.78 cfs
14.12 cfs
POI-2
Pre -Development
Post -Development
Total DA
Total DA
2-year
13.33 cfs
7.24 cfs
10- ear
31.29 cfs
21.79 cfs
25- ear
43.29 cfs
26.40 cfs

C:\USERS\SFARMARTINO\APPDATA\LOCAL\TEMP\ACPUBLISH_29288\UNSAVED DRAWING2.DWG PRINTED BY: SFARMARTINO 12.23.19 @ 9:42 AM LAST SAVED BY: SFARMARTINO

STORM STRUCTURE SCHEDULE
RI V.
NAME
TYPE
( TL)
INVERTS
A-10
---- - --- --- -----
-----
INV IN = 785.57' (24")
A-20
PROP. CATCH BASIN
796.62'
INV OUT = 785.57' (24")
INV IN = 786.28' (24")
A-30
PROP. CATCH BASIN
798.64'
INV OUT = 786.28' (24")
INV IN = 786.68' (15")
A-40
PROP. CATCH BASIN
796.62'
INV OUT = 786.58' (24")
A-50
PROP. CATCH BASIN
790.93'
INV OUT = 787.54' (15")
A-60
PROP. OCS
792.83'
INV OUT = 788.25' (24")
INV IN = 784.35'(24")
A-80
PROP. STORM MANHOLE
795.18'
INV OUT = 784.35' (24")
A-90
EX. GRATE INLET
789.19'
INV IN = 784.15' (24")
STORM SEWER PIPE SCHEDULE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
(/o)
DIAMETER
(IN.)
MATERIAL
A-90
A-80
784.15'
784.35'
21.58'
0.93%
24"
RCP
A-70
A-60
787.79'
788.25'
23.70'
1.96%
24"
RCP
A-40
A-50
786.68'
787.54'
84.48'
1.02%
15"
HDPE
A-30
A-40
786.28'
786.58'
55.93'
0.55%
24"
HDPE
A-30
A-20
786.28'
785.57'
128.78'
0.55%
24"
HDPE
A-20
785.57'
785.39'
27.20'
0.67%
24"
HDPE
WETLANDS NOTE:
1. THERE ARE NO WETLANDS LOCATED ON THE SUBJECT PROPERTY.
/
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LINE FOR CLARITY (TYP.�
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so DUKE POWER COMPANY R94't
ESTATE 0114510N DB 465, PG
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Ffp'_0p� L 00 OFFSET FROM PROPERTY ; r --
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! ; SA4EM UNITED METHODIST
CHORCH DB 1803, PG 382
PARCEL/ 52655
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PERMANENT ACCESS\\
EASEMENT AREA 2
DB 2643-220 \
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: G2P-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o O� ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, INC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SEAL -
0 047366 %
�-
SHEET TITLE:
PAVING,
GRADING, &
DRAINAGE
PLAN
SHEET NUMBER
C:\USERS\SFARMARTINO\4PPDATA\LOCAL\TEMP\ACPUBLISH-29288\UNSAVED DRAWING2.DWG PRINTED BY: SFARMARTINO 12.23.19 @ 9:42 AM LAST SAVED BY: SFARMARTINO
30
15
7.5
0
30
1 "=
30'

C:\USERS\SFARMARTINO\APPDATA\LOCAL\TEMP\ACPUBLISH_29288\UNSAVED DRAWING2.DWG PRINTED BY: SFARMARTINO 12.23.19 @ 9:42 AM LAST SAVED BY: SFARMARTINO

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SPILLWAY DETAIL
TRENCH
WIDTH
GRADE
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ANTI -SEEP COLLAR.
CLASS B CONCRETE OR
COMPACTED CLAY WITH
INFILTRATION RATE OF 0.01
INCHES PER HOUR OR LESS.
SECTION A -A
ANTI -SEEP C®][,][,AR
IDE
'ES
1
1
1
1
1
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BTM OF FOREBAY: 784.00
BTM OF SEDIMENT STORAGE: 783.00
I
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NTS 7 \
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AT TOP OF RISER STRUCTURE
\
D PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
BOTTOM OF FOI
SEDIMENT DEPTH MARKER
NOT TO SCALE
C•
24"x8" SECON
OF
FRONT VIEW
(RASH RACK TO OUTLET
ROL STRUCTURE WITH
SO CAGE CAN BE LIFTED
AINTENANCE SCREW TYPE PLUG
6"
6" PVC PIPE AND TEE
TXY OPENINGS
PERMANENT POOL
SECONDARY ORIFICE TRASH RACK
12"
PVC CAP WITH 1.5" ORIFICE HOLE
DRILLED INTO BOTTOM CAP
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED.
DRAWDOWN ASSEMBLY
NOT TO SCALE NOT TO SCALE
TOP OF POND = 792.0'
-------------------- - - - - - - - - - - -
- - - - - - - - - - - - - - - - -
DRAINAGE STRUCTURE STEPS (NCDOT
FABRICATED ALUMINUM BAR
FABRICATED ALUMINUM BAR GRATE
^ STD 840.66) INSIDE AND OUTSIDE OF
_ _ _ _—.—.—_ _
GRATE TRASH RACK WITH
TRASH RACK WITH 5UM OPENINGS
STRUCTURE SPACED V VERTICALLY (TYP)
YXY OPENINGS
24"x8" SECONDARY ORIFICE
/
\
ELEV = 788.50'
L
TOP OF RISER = 790.5'
24" 0-RING OUTLET CULVERT
SECONDARY CONTROL ORIFICE
ELEV = 787.50'
—
SECONDARY ORIFICE
4'X4' (INT. DIMS) OUTLET
TRASH RACK
PERMANENT WATER QUALITY
CONTROL STRUCTURE
ORIFICE
PERMANENT POOL=787.50'
6"PVCDRAWDOWNASSEMBLY
-----_
WITH 1.5" WATER QUALITY ORIFICE
0-RING OUTLET CULVERT
ELEV. = 787.50'
WITH ANTI -SEEP COLLARS.
5'X5'X0.5' CONCRETE BALLAST PAD
COMPACT FILL UNDER PIPE
(INCLUDING PRECAST BOX WALLS
6" PVC DRAWDOWN ASSEMBLY
PER GEOTECH REPORT.
AND BOTTOM SLAB, FILL BOTTOM
WITH 1.5" ORIFICE DRILLED IN
NOTES:
OF STRUCTURE WITH CONCRETE
CAP AT BOTTOM
SEE NCDOT SPECIFICATION SECTION 840 FOR OUTLET
AND PROVIDE SMOOTH FINISH AT
STRUCTURE BOX, GRATE, REINFORCING, ETC.
INVERT OF STRUCTURE)
WET POND #1 OUTLET CONTROL STRUCTURE DETAIL
CONCRETE TO BE MIN. 4,000 PSI COMPRESSIVE
SALL TRENGTH
NTS
CONVERT HOLE USED WITH SKIMMER DURING EROSION
CONTROL TO PERMANENT WATER QUALITY ORIFICE
WITH WET POND WHERE POSSIBLE. IF NOT POSSIBLE,
SEAL AND GROUT FILL HOLE USED FOR SKIMMER.
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BTM OF POND: 782.0
BTM OF SEDIMENT STORAGE: 781.0
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS)
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REVISIONS
OF FOREBAY: 784.00
BTM OF SEDIMENT STORAGE: 783.00 REV DATE COMMENT BY
57 STM
Q
G 788.00
/I
PERMANENT POOL SURFACE—/
AREA = 5,852 SQ. FT. 1'll
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I 2,91
OTTOM OF SHELF: 787.(
IID POINT SHELF: 787.50
zz
o>
ww
o w
3:1 SLOPES ABOVE PERMANENT POOL
-3:1 SLOPES ABOVE VEGETATED SHELF
00
LU c~i)
- }
TOP OF RISER STRUCTURE = 790.5�
V 100-YR STORM ELEV = 790.56'
op
—
SEDIMENT DEPTH
-
_
— -MARKER
v 25-YR STORM ELEV = 789.99'
—
10-YR STORM ELEV = 789.59'
2-YR STORM ELEV = 788.92'
TEMPORARY POOL (WQV) -- 788.50'
TOP SHELF = 788.00�
—
-
6' WIDE, 6:1 VEGETATED SHELF
SHELF
MIDPOINT ELEVATION: 787.50�
�FOREB Y (TYP�
OF B TH)
INFLOW
PIPE INVERT = 785.39' (A10)J
2:1 SLOPES UNDER PERMANENT POOL
BOTTOM FOREBAY = 784.0'
BOTTOM SEDIMENT STORAGE ENTRANCE= 782.0'
BOTTOM SEDIMENT STORAGE FOREBAY EXIT =
y PERMANENT POOL = 787.50'
—TOP OF FOREBAY BERM = 787.50'
PUMP TO DRAIN IF —
NECESSARY FOR POND
MAINTENANCE
BOTTOM SHELF = 787
STM \ \ \ \
A-20
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
` HG \` `\\ CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SW-0
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V EMERGENCY SPILLWAY ELEV = 791.0'
LINED WITH 18" THICK CLASS A RIP -RAP
0-RING OUTFLOW
CULVERT TO RIP -RAP
DISCHARGE POINT
—COMPACT FILL UNDER OUTLET PIPE
PER GEOTECHNICAL REPORT
ANTI -SEEP COLLARS (REFER TO
DETAIL ON SAME PAGE)
2:1 SLOPES UNDER
PERMANENT POOL
BOTTOM POND = 782.0'
SEDIMENT STORAGE = 781.0'
PROJECT:
CAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
20 10 5 0 20
1 "= 20'
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
wD�
ENGINEERING NC, PLLC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, INC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
\\\\III IIIIII
a�Q
SEAL -
047366 a
LNG I NEB
o
SHEET TITLE:
WET POND
DETAILS
SHEET NUMBER:
C-911
\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - SWO.DWG PRINTED BY: SFARMARTINO 12.23.19 @ 12:40 PM LAST SAVED BY: SFARMARTINO
WET POND I ACROSS SECTION
NTS (10:1 VERTICAL EXAGGERATION)
AFTER STABILIZATION BUT PRIOR TO PAVING, POND
TO BE DREDGED AND CONVERTED FROM SKIMMER
SEDIMENT BASIN TO PERMANENT WET POND.

TRENCH NIIDTH
PLAN VIEW
TRENCH
WIDTH
GRADE
IIIIIIIII
IIII
Za
Lq
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8"
III
IIIIII
IIIIIII
-4
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-III
O-RING
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(DIAMETER
a
.
VARIES)
-I ^
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as
a •
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12
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ANTI -SEEP COLLAR.
CLASS B CONCRETE OR
COMPACTED CLAY WITH
INFILTRATION RATE OF 0.01
INCHES PER HOUR OR LESS.
SECTION A -A
ANTI -SEEP CO][,][,AR
24N1
SECONDAF
ORIFIC
24N1
SECONDAF
ORIFIC
NTS
FRONT VIEW
(RASH RACK TO OUTLET
ROL STRUCTURE WITH
AT TOP OF RISER STRUCTURE
PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
BOTTOM OF FOI
SEDIMENT DEPTH MARKER
NOT TO SCALE
SO CAGE CAN BE LIFTED
AINTENANCE SCREW TYPE PLUG
6"
6" PVC PIPE AND TEE
3"X3" OPENINGS PERMANENT POOL
SECONDARY ORIFICE TRASH RACK
NOT TO SCALE
FABRICATED ALUMINUM BAR GRATE
TRASH RACK WITH 5"XY OPENINGS
12"
PVC CAP WITH 2.5" ORIFICE
DRILLED INTO BOTTOM CAP
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED.
DRAWDOWN ASSEMBLY
NOT TO SCALE
TOP OF POND = 783.0'
DRAINAGE STRUCTURE STEPS (NCDOT FABRICATED ALUMINUM BAR
STD 840.66) INSIDE AND OUTSIDE OF GRATE TRASH RACK WITH
STRUCTURE SPACED V VERTICALLY (TYP) i 5"XY OPENINGS
-----_ TOP OF RISER =781.00'
24N12" SECONDARY ORIFICE
24"x12" SECONDARY ORIFICE _
SECONDARY CONTROL ORIFICE
ELEV = 777.25
,
ELEV = 778.5'
4'X4' (INT. DIMS) OUTLET
SECONDARY ORIFICE
PERMANENT WATER QUALITY
CONTROL STRUCTURE
TRASH RACK L
_
ORIFICE
6" PVC DRAWDOWN ASSEMBLY
\�
WITH 2.5" WATER QUALITY ORIFICE
0-RING OUTLET CULVERT
ELEV. = 776.5'
` /
- - - - - _ PERMANENT POOL = 776.5'
- - - - - - - - - -
-
WITH ANTI -SEEP COLLARS.
5'X5'X1.5' CONCRETE BALLAST PAD
24" 0-RING OUTLET CULVERT
COMPACT FILL UNDER PIPE
(INCLUDING PRECAST BOX WALLS
ELEV = 776.5' 6" PVC DRAWDOWN ASSEMBLY
PER GEOTECH REPORT.
AND BOTTOM SLAB, FILL BOTTOM
WITH 2.5" ORIFICE DRILLED IN
NOTES:
OF STRUCTURE WITH CONCRETE
CAP AT BOTTOM
SEE NCDOT SPECIFICATION SECTION 840 FOR OUTLET
AND PROVIDE SMOOTH FINISH AT
STRUCTURE BOX, GRATE, REINFORCING, ETC.
INVERT OF STRUCTURE)
�v �v
rn �\ STRUCTURE
WETCONTROL SYRUP TUR �w D �I-q TAIL
W �I-q T POND y I� OUTLET
TO BE MIN. 4,000 PSI COMPRESSIVE
Jle 6 �.Y �.J' �L JLe JLe
SALL TRENGTH.
NTS
CONVERT HOLE USED WITH SKIMMER DURING EROSION
CONTROL TO PERMANENT WATER QUALITY ORIFICE
WITH WET POND WHERE POSSIBLE. IF NOT POSSIBLE,
SEAL AND GROUT FILL HOLE USED FOR SKIMMER.
/
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MIDDLE OF SHELF:
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`♦ \`♦ �` `` '\ - 2¢ R - - ------------ 3776.50 BUILDING 5
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------------------------------ _ ---- _ _ -- - --- - - - --- FFE _ - 793
TYPE
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F
PROP RETAINING WALL
_--------'-------- 777 ------
(BY OTHERS) 10,300 SF
7�, >>8�-� -- --- --- ---- - - ---= ' ------ - 779 ------------- C-43 (2 UNITS)
780
-� ---'- EXISTING STORMWATER \ ` 7g _ - 781 --- -- - -- - PROP 48" MH __--
��� ----- �g ----- - ------ 2 --- ------ INV IN 777.64 24,
EASEMENT --- �81--------' -- _-- 78 --- ----------- - - - - - __ - ----- --
ii------' - --- _ ----- _---- --- 783 ----------- -- - - - - --- INV OUT 777.64 (4") _-_-
0 ` �
'--------' _ -----' - 784------------- _
-- - - - _ ---- _
-- __ _ _ ---------- -- -- --- -- -- RIM 7---------- - -
- 785
6:1 SAFETYSHELF _ ---- -- _ -- ---- 786 _ -- --- - --- ------- ---- ----- ------ --- ---- l90 _CQ
' MIDDLE OF SHELF: 7' ``� - _ -
-- --��- -- SURFACE AREA IN PERMANENT POOL =6,548 SQ. FT.\�'- _ _ _ _--------- 790
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REVISIONS
REV DATE COMMENT BY
- INV IN 774.90 (24") _- _-- BTM OF POND: 774.0
INV OUT 774.90 (24") - _- , _-''" BTM OF SEDIMENT STORAGE: 773.0 N R
RIM 787.19 --_,_ , ----------------------- _ _ - - =� ; % OT APPROVED P ROVED FO
\ BTM OF POND. 771.0 _- _ _ - - '
\, � -___- � ��'� CONSTRUCTION
BTM OF SEDIMENT STORAGE: 770.0------- '
------------ __- -----
- PROJECT No.: 90107
- ' _ -""----- DRAWN BY: TGH
CHECKED BY: APL
'
DATE: 08/27/19
---',
---- -
------- ----------- I i - -
-----
SCALE
NOTED
--- ------ AS
-- ----
SWO% CAD I. D.:
-------------
CONCRETE SUPPLY coup* `\e421, PG 588
PX CEL# 0052
\
I `
\
------ -
TOP OF POND = 783.0'­,
6' WIDE, 6:1 VEGETATED SH
zz
-w
= LU 3:1 SLOPES ABOVE PERMANENT POOL
�3:1 SLOPES ABOVE VEGETATED SHELF c
m
LU o TOP OF RISER STRUCTURE = 781.00'
SEDIMENT DEPTH o
MARKER 100-YR STORM ELEV = 781.86' o
V 25-YR STORM ELEV = 780.55
10-YR STORM ELEV = 779.7V
L 2-YR STORM ELEV = 778.31' _
6' WIDE, 6:1 VEGETATED SHELF
V TEMPORARY POOL (WQV) = 777.26 TOP OF SHELF: 777.0
BOTTOM OF SHELF: 776.0
y PERMANENT POOL = 776.5'
T7_��
TOP OF FOREBAY BERM = 776.60'
\--FOREB Y
OF TH)H)
:1NFLOW
PIPE INVERT = 774.55' (B10)
3:1 SLOPES UNDER
PERMANENT POOL
BOTTOM FOREBAY = 774.0'
BOTTOM SEDIMENT STORAGE ENTRANCE= 772.0'
BOTTOM SEDIMENT STORAGE FOREBAY EXIT =
PUMP TO DRAIN IF -
NECESSARY FOR POND
MAINTENANCE
BOTTOM POND = 771.0'
SEDIMENT STORAGE = 770.0'
0-RING OUTFLOW
CULVERT TO RIP -RAP
DISCHARGE POINT
'COMPACT FILL UNDER OUTLET PIPE
PER GEOTECHNICAL REPORT
ANTI -SEEP COLLARS (REFER TO
DETAIL ON SAME PAGE)
2:1 SLOPES UNDER
PERMANENT POOL
PROJECT:
CAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
30 15 7.5 0 30
1 "= 30'
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
LD
ENGINEERING NC, PLLC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
[e-mail]
�Q
SEAL -
047366 a
��oo LNG I
rSHEET TITLE:
WET POND
DETAILS
SHEET NUMBER:
C-912
\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - SWO.DWG PRINTED BY: SFARMARTINO 12.23.19 @ 12:30 PM LAST SAVED BY: SFARMARTINO
WET POND 2 CROSS SECTION
NTS (10:1 VERTICAL EMkGGERATION)
AFTER STABILIZATION BUT PRIOR TO PAVING, POND
TO BE DREDGED AND CONVERTED FROM SKIMMER
SEDIMENT BASIN TO PERMANENT WET POND.

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\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - HPO.DWG PRINTED BY: SFARMARTINO 12.21.19 @ 1:02 PM LAST SAVED BY: SFARMARTINO

WET POND #1 CAMBRIDGE VILLAGE (DENVER, NC)
DESIGN: WATER QUALITY A
GIVEN:
DRAINAGE AREA TO FACILITY = —Ac.
LAND USE = Apartments
ESTIMATED PERCENT IMPERVIOUS = —
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 3 FEET
PERCENT IMPERVIOUS = 73%
SA/DA = 2.60 % = 0.0260
SA REQUIRED = 3.13 Ac. X 0.0260
= 0.08 Ac.
= 3,545 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = —Inch
Drainage Area = 3.13 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 73%
Rv = 0.71 in./in.
V, = 0.184 acre-feet = 8,033 W
3) Pond Drawdown Time —
Pond Height above Orifice = L 788.504qfeet
Orifice Invert Elevation = 7.50 feet
Orifice Diameter (D) =11111L50M inches = 0.13 feet
Orifice Area (a) = 0.0123
square feet
Gravitational Constant (g) = 32.2
fUsec2
Head (H) = 0.94
feet
Driving Head (Ho) = 0.313
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.033
cfs
Time (t) = 243,188
seconds = 2.81 days
Note:
The calculation is based on the orifice equation where:
]above
Y — CD 2gH.
12/21 /2019 9:48 AM Page 1 of 4

Wet Pond #1 Design
Wet Pond 1 Treatment Volume
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
787.50
7,516
0
0
788.00
8,588
4,026
4,026
789.00
9,858
13,031
13,031
790.00
11,185
10,522
23,552
791.00
12,569
11,877
35,429
792.00
14,008
13,289
48,718
Wet Pond 1 Permanent Pool Volume - Main Pool
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
782.00
2,406
0
0
783.00
2,858
2,632
2,632
784.00
3,340
3,099
5,731
785.00
3,853
3,597
9,328
786.00
4,397
4,125
13,453
787.00
4,960
4,679
18,131
787.50
5,852
2,703
20,834
Wet Pond 1 Permanent Pool - Forebav
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
784.00
469
0
0
785.00
753
611
611
786.00
1,080
917
1,528
787.00
1,456
1,268
2,796
787.50
1,663
780
3,575
Wet Pond 1 -Treatment Summary Requirements
Total Treatment Volume Req. (cf) =
8,033
Total Treatment Volume Prov. (cf) =
48,718
Total Treatment Surface Area Req. (sf) =
3,545
Total Treatment Surface Area Prov. (sf) -
5,852
Wet Pond 1 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (sf) =
7,516
Permanent Pool Average Depth Req. (ft) =
3.0
Permanent Pool Average Depth Prov.(ft) -
4.2
Wet Pond 1 - Forebav Summary Requirements
Forebay#1 Volume Req. (20%) =
4,167
Forebay#1 Provided (cf) =
3,575
Forebay#1 Percentage Provided -
17.16%
Forebay Treatment Volumes
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
/1 _ (Design Rainfall)(Rv)(Drainage Area)
/o Impervious
Design Rainfall = -Inch
inage Area = -Acres
Rv = 0.05 + 0.009(1)
1 = Percent Impervious = 73%
Rv =-in./in.
V, _ -acre-feet = 8,033 ft'
Vreq= 1
Average Depth of Pond #1
VPP =
20,834 fe
Area at Bottom of Shelf =
4,960 ft'
Depth at Submerged Shelf =
0.5 ft
Perimeter of Permanent Pool =
306 ft
Width of Submerged Shelf =
3 ft
Vsnair =
229.5 fe
DA,9 =
4.2 ft
12/21/2019 9:48 AM Page 2 of 4

WET POND #2 CAMBRIDGE VILLAGE (DENVER, NC)
DESIGN: WATER QUALITY A
GIVEN:
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Apartments
ESTIMATED PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH FEET
PERCENT IMPERVIOUS = 30%
SA/DA = 0.94 % = 0.0094
SA REQUIRED = 15.13 Ac. X 0.0094
= 0.14 Ac.
= 6,195 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME&R THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = 1 Inch
Drainage Area = 15.13 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 30%
Rv = 0.32 in./in.
V, = 0.405 acre-feet = 17,624 W
Pond Height above Orifice =_feet
Orifice Invert Elevation = feet
Orifice Diameter (D) _- inches = 0.21 feet
Orifice Area (a) = 0.0341
square feet
Gravitational Constant (g) = 32.2
fUsec2
Head (H) = 0.65
feet
Driving Head (Ho) = 0.215
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.076
cfs
Time (t) = 231,427
seconds = 2.68 days
Note:
The calculation is based on the orifice equation where:
]above
Y = Cn ZSHo
12/21 /2019 9:48 AM Page 3 of 4

Wet Pond #2 Design
Wet Pond 2 Treatment Volume
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
776.50
8,691
0
0
777.00
11,638
5,082
5,082
778.00
13,738
12,688
17,770
779.00
15,894
14,816
32,586
780.00
18,107
17,001
49,587
781.00
20,376
19,242
68,828
782.00
22,702
21,539
90,367
783.00
24,177
23,440
113,807
Wet Pond 2 Permanent Pool Volume - Main Pool
Area (sf) Inc Storage (cf) Total Storage (cf)
771 2980
776 5630 21,525 21,525
776.5 6548 3,045 24,570
Wet Pond 2 Permanent Pool - Forebav
Elev Area (sf) Inc Storage (cf) Total Storage (cf)
773.00 719
776.00 1,608 3,491 3,491
776.50 2,143 938 4,428
Wet Pond 2 -Treatment Summary Requirements
Total Treatment Volume Req. (cf) = 17,624
Total Treatment Volume Prov. (cf) = 113,807
Total Treatment Surface Area Req. (sf) = 6,195
Total Treatment Surface Area Prov. (sf) - 6,548
Wet Pond 2 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (sf) =
9,604
Permanent Pool Average Depth Req. (ft) =
4.0
Permanent Pool Average Depth Prov.(ft) =
4.3
Wet Pond 2 - Forebay Summary Requirements
Forebay#1 Volume Req. (15-20%) =
3,525
Forebay#1 Provided (cf) =
4,428
Forebay#1 Percentage Provided -
18.02%
Forebay Treatment Volumes
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
Forebay #2
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Impervious
Design Rainfall = -Inch
Drainage Area = -Acres
Rv = 0.05 + 0.009(1)
1 = Percent Impervious = -
Rv = in./in.
V,= acre-feet= ff' Vreq= 3524.888
Average Depth of Pond #2
VPP =
24,570fe
Area at Bottom of Shelf =
5,630 fe
Depth at Submerged Shelf =
0.5 ft
Perimeter of Permanent Pool =
315 ft
Width of Submerged Shelf =
3 ft
Vsnair =
236.25 ft'
DA, =
4.322069 ft
12/21/2019 9:48 AM Page 4 of 4

1S 2S
Ex DA-1 Ex DA-2 6 S
Prop DA-3
4S 4P 7L
Prop DA-1 Wet Pond 1 P0I-1
5S �` 8 L
Prop DA-2 Wet Pond 2 POI-2
Subcat Reach on Link Routing Diagram for Steve Edit Cambridge Village -HydroCAD
Prepared by {enter your company name here}, Printed 12/23/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 2
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Ex DA-1 Runoff Area=6.010 ac 5.66% Impervious Runoff Depth=0.98"
Flow Length=699' Tc=12.0 min CN=71 Runoff=8.00 cfs 0.492 of
Subcatchment2S: Ex DA-2 Runoff Area=14.010 ac 1.46% Impervious Runoff Depth=0.88"
Flow Length=1,447' Tc=17.4 min CN=69 Runoff=13.33 cfs 1.024 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=2.15"
Tc=5.0 min CN=88 Runoff=11.84 cfs 0.561 of
Subcatchment5S: Prop DA-2 Runoff Area=15.130 ac 34.63% Imperious Runoff Depth=1.15"
Tc=5.0 min CN=74 Runoff=31.10 cfs 1.451 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Imperious Runoff Depth=0.88"
Tc=5.0 min CN=69 Runoff=2.67 cfs 0.129 of
Pond 4P: Wet Pond 1 Peak Elev=788.92' Storage=12,467 cf Inflow=11.84 cfs 0.561 of
Primary=1.82 cfs 0.556 of Secondary=0.00 cfs 0.000 of Outflow=1.82 cfs 0.556 of
Pond 5P: Wet Pond 2 Peak Elev=778.31' Storage=22,412 cf Inflow=31.10 cfs 1.451 of
Outflow=7.24 cfs 1.451 of
Link 7L: POI-1 Inflow=3.31 cfs 0.684 of
Primary=3.31 cfs 0.684 of
Link 8L: POI-2 Inflow=7.24 cfs 1.451 of
Primary=7.24 cfs 1.451 of
Total Runoff Area = 40.040 ac Runoff Volume = 3.657 of Average Runoff Depth = 1.10"
78.84% Pervious = 31.568 ac 21.16% Impervious = 8.472 ac

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
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Summary for Subcatchment 1S: Ex DA-1
Runoff = 8.00 cfs @ 12.05 hrs, Volume= 0.492 af, Depth= 0.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
5.670 69 50-75% Grass cover, Fair, HSG B
0.340 98 Paved parking, HSG B
6.010 71 Weighted Average
5.670 94.34% Pervious Area
0.340 5.66% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
75
0.0400
0.18
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.6
387
0.0400
1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.4
237
0.0100
10.72
64.33 Channel Flow, Roadside Swale
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.022 Earth, clean & straight
iNzi=:S1~iM
Subcatchment 1S: Ex DA-1
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
—i 8.00cfs_--r--r--r--r--r----r--T--t__r__r_---------r--r--r--r--r--i—_
8 Type III 2 -hr
7 27-yr Rain allT3.37„
-- - -- -- -- - - -- -- -- Ru bff ATeA-6.0-10-ad-
6
- -- ----+-----+-- ----+--Rqn-Off VQILjmje=0.49� Of
Ruinoff DepthT0.981'
3 --�----�--�--L--L--�---�---�--J--L--L--L--L--1---1---1--L--L--�--�---�---�--
4 Flow Ldnoth=699'
-- -- -- -- --- - - - + --
3
2
—I-- —1--L--1--1--1---'---'--J--L--L--L--L--1---1---1--L--L--L--------'--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Ex DA-2
Runoff = 13.33 cfs @ 12.12 hrs, Volume= 1.024 af, Depth= 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
13.805 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
14.010 69 Weighted Average
13.805 98.54% Pervious Area
0.205 1.46% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.2
75
0.0100
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
3.8
410
0.0670
1.81
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.2
100
0.0123
9.44
29.65
Pipe Channel, RCP —Round 24"
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
1.2
862
0.0150
11.56
69.34
Channel Flow, Channel Flow
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.025 Earth. clean & windina
17.4 1,447 Total

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 5
Subcatchment 2S: Ex DA-2
Hydrograph
--�---�---�--�--�--�--�--�---�---�--�--�--�--+--�--�--�---�---�--�--+--�--�-- ■Runoff
14 13.33
-- cfs
--- -T --r- --- -+--rT1�pIe-IIT24- r -
,i ppi,
12 - IRainfalt;;q .Iq 7"
-- --- --7 T F -7 -- -- flu oft-AT-6a"14.01-0 at -
10
-- - -- -- -- -- ----'IFROnOff'VQl�m'e 1:024-af-
9'I I I I I I I I I I I I
-- -1 -
N—I7--T--7--I--I---I--1T —I--I---I--1--+__T__', —
_unoff-��Deth=0. 8--
LL 7
-- -1-- 1-- --L-- 1--1--1--L--L-- - -- -
4 �60
N:-
---- ---
3
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 11.84 cfs @ 11.95 hrs, Volume= 0.561 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
2.290 98 Paved parking, HSG B
0.840 61 >75% Grass cover, Good, HSG B
3.130 88 Weighted Average
0.840 26.84% Pervious Area
2.290 73.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, ToC
Subcatchment 4S: Prop DA-1
Hydrograph
13 Runoff
11.84 cfs i i i i i i i i i i i i i i i i i i
12
- - - --- - �Yp� 11, 2-4-k1r
-- --- -- --- r -- -- -- --- --- - 2� t`-R infalFT3. 7" _
10 i i i i i i
-- - -- -- -- -- -- ----�RUnb#f-A'rett=3.43-0 at -
9
�RunQf� Vplme=�0: -f-
7 Runoff DepthT2.151,
LL 6 TcT5.0 Min
5 --rt--! --! -- -- -- --! --! - -'r --
--r- ---r--r--r--r--r--r----r--r--r--r--r--r--r----r--r--r--r--r--
3
--r- ---r--r--r--r--r--r----r--r--r--r--r--r--r----r--r--r--r--r--
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 31.10 cfs @ 11.96 hrs, Volume= 1.451 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
9.890 61 >75% Grass cover, Good, HSG B
15.130 74 Weighted Average
9.890 65.37% Pervious Area
5.240 34.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-2
Hydrograph
34 --i------------r--li --il--------------i--li --li --il---------+--r--i- Runoff
--r-------y--rt--+--r--r--r----y------+--r--r--r-----I--y--+--+--r--
32 31.10 cfs
30 -'-- -'-- -- --' --'--------'-- -- -- -- -' --' --'---'Type-[(24-hr
28 - -- --- -- - - -- -- -- --T - -2r-y-Rainfall.�.'37"-
26
24 ' Runoff Ard&15.13D ad
--'�---------+--------------�--�- +--+----------I----+--+--�--
22- -- -'-- --1----L--'---'-----J--1--1R-gnpffLV-p1p e=,1,"1-Af--
w 20
w - -- -, -- -- -- -- -- - --Runoff Depth= 1: 5 F-
18
16 `LL --+-+--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+-- �iTJ.�- �FI--
14-1--J--1--L--L--'---'---'--J--L--L--L--L--L--------'--L- L-74
10
$ --Ir— —li--y--rt--+--r--Ir--Ir--li--y------+--r--Ir--Ir--li---li--y--+--r--r--
�i
6 ---- --- -- --+------------ -- ----+--+--------------+--+-- --
4
21'i
2_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.67 cfs @ 11.97 hrs, Volume= 0.129 af, Depth= 0.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
0.397 98 Paved parking, HSG B
1.363 61 >75% Grass cover, Good, HSG B
1.760 69 Weighted Average
1.363 77.44% Pervious Area
0.397 22.56% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Time of Concentration
Subcatchment 6S: Prop DA-3
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.67 cfs
Type II', 2-h'r
2- r RainfalIT3.37�;,,
-- -- -- -- -- --+-- Ru bff ATe6=1.7-60-ac-
2
ROO VQ1L;me='0.12$ elf
Runoff DepthT0.881,
TcT5.0 tnih
-- -- -- -- -- -- -- -- -- -- --PN=6-$-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
Prepared by {enter your company name here} Printed 12/23/2019
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Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 2.15" for 2-yr event
Inflow = 11.84 cfs @ 11.95 hrs, Volume= 0.561 of
Outflow = 1.82 cfs @ 12.17 hrs, Volume= 0.556 af, Atten= 85%, Lag= 12.7 min
Primary = 1.82 cfs @ 12.17 hrs, Volume= 0.556 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 788.92' @ 12.17 hrs Surf.Area= 9,757 sf Storage= 12,467 cf
Plug -Flow detention time= 877.4 min calculated for 0.556 of (99% of inflow)
Center -of -Mass det. time= 873.8 min ( 1,682.8 - 808.9 )
Volume Invert Avail.Storage Storage Description
#1 787.50' 48,936 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
787.50 7,516 0 0
788.00 8,588 4,026 4,026
789.00 9,858 9,223 13,249
790.00 11,185 10,522 23,771
791.00 12,569 11,877 35,648
792.00 14,008 13,289 48,936
Device Routing Invert Outlet Devices
#1 Primary 787.50' 18.0" Round Culvert
L= 387.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 787.50' / 784.15' S= 0.0087'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 787.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 788.50' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 790.50' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.81 cfs @ 12.17 hrs HW=788.92' (Free Discharge)
L1=Culvert (Passes 1.81 cfs of 7.02 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.61 fps)
3=Orifice/Grate (Orifice Controls 1.74 cfs @ 2.08 fps)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=787.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

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'=1 [!AYM1'1 1 of
Hyd rog raph
IU
11.84 cfs__+--1--t----rt--r_I—T—y__Jry.—y--r--1--+_-1L—�—t—T—�}--1--rt-- IIIflo II eea-3-1JV Iat
13 1 1 1
12 �ea ev=$,-r
-
--1- J--L--1--1--1--1--1--1--1--- --L--3tWra!46=12� 67-cf
10
--1---+--1--T--1-- --1-- --1-- --r---r--1--+--1--+--r- --1-- --
g 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
w --1---+--1--+--1--+--1----1--1--r- --r--1--+--1--+--1-----1--+--
7
--11--?--11--?--
0 6
LL --1-+--+--1--+--1--+--1--+--1--+--+-+__+--1--+--1--+--1--+--1--+__
cJ
4--
1.82cfs--+--1--+--1----1----1----—----1--+--1--+--1----1--�-
3 1.82 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
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Summary for Pond 5P: Wet Pond 2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 1.15" for 2-yr event
Inflow = 31.10 cfs @ 11.96 hrs, Volume= 1.451 of
Outflow = 7.24 cfs @ 12.12 hrs, Volume= 1.451 af, Atten= 77%, Lag= 9.4 min
Primary = 7.24 cfs @ 12.12 hrs, Volume= 1.451 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 778.31' @ 12.12 hrs Surf.Area= 14,414 sf Storage= 22,412 cf
Plug -Flow detention time= 227.6 min calculated for 1.450 of (100% of inflow)
Center -of -Mass det. time= 229.5 min ( 1,084.0 - 854.6 )
Volume
Invert Avail.Storage
Storage
Description
#1
776.50' 113,231 cf
Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
776.50
9,604
0
0
777.00
11,638
5,311
5,311
778.00
13,738
12,688
17,999
779.00
15,894
14,816
32,815
780.00
18,107
17,001
49,815
781.00
20,376
19,242
69,057
782.00
21,898
21,137
90,194
783.00
24,177
23,038
113,231
Device Routina Invert Outlet Devices
#1
Primary
776.50'
24.0" Round Culvert L= 77.6' Ke= 0.500
Inlet / Outlet Invert= 776.50' / 775.72' S= 0.0101 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2
Device 1
776.50'
3.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
777.25'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
778.50'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5
Device 1
781.00'
16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=7.18 cfs @ 12.12 hrs HW=778.31' (Free Discharge)
L1=Culvert (Passes 7.18 cfs of 13.34 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.31 cfs @ 6.24 fps)
3=Orifi ce/G rate (Orifice Controls 6.88 cfs @ 3.44 fps)
4=Orifi ce/G rate ( Controls 0.00 cfs)
=Sharp -Crested Vee/Trap Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
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Hyd rog raph
1
■ Inflow
34
�� �
1
- - - - - -�--r--r--1--7--r--r--1--�--r--r--r-r--r--r--r--1--�--r--r--1--
31.10 cfs I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
❑ Primary
32
--1--—r--r--1---1--r--r--r--1--r--r— —r--r —r--1— CCr r--(1`--
ow � 0'+a`r'--
30
28
---- - ----'I1---I1-- -------'-- --+-101 -rea= _J
1-1--L--1---1--1--L--1---1--J--1--r--1_ rEM 1 1�_
��AR1 GIC�-1/ /1p.1
26
---- - -- I ------- -- I ---------- I ------ Stara =22,-4f2 cf-
24
22
--,-- - --,I -----,-- --,I --,I -----,-- --,I -----,-- --,I -----,-- --,I --,I --,--
w 20
1
--1-- ---r--1---1-----r--r --1----r--r--1----T--r--1---1--�--r--r--i--
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
V--1--
18
-rt--r--r--1--�--r--r--1--y--+--r--r-y--t--r--1---1--rt--r--r--1--
3
0 16
--1--—+--r--1---1--+--+--1---1----+--r--1--+--+--r--1---1----r--r--1--
LL
14
,1
--1---------1---1--------
12
--1---1--L--1---1--1--L--1---1--J--1--L--1--J--1--L--1---1--1--L--�--1--
10
-
$
i1
7.24 cfs _--r---------j --j-----,--j --r---------r---------r --r __,__
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
6
4
�1
-- r--r--1---1--r--r--r--1--r--r--r--1--r--r--r--1---1--r--r--r--1--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type // 24-hr 2-yrRainfall=3.37"
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Summary for Link 7L: P0I-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 1.68" for 2-yr event
Inflow = 3.31 cfs @ 12.01 hrs, Volume= 0.684 of
Primary = 3.31 cfs @ 12.01 hrs, Volume= 0.684 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 7L: P0I-1
Hyd rog raph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
C Inflow
❑ Primary

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Summary for Link 8L: P0I-2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 1.15" for 2-yr event
Inflow = 7.24 cfs @ 12.12 hrs, Volume= 1.451 of
Primary = 7.24 cfs @ 12.12 hrs, Volume= 1.451 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: P0I-2
Hyd rog raph
C Inflow
$
ofs
❑ Primary
7.za
7.24
cfs
--r--
_t--r-------r--r----r--t--r--I —r--r---r--t 1-3
'1n ow' A e =''f . T �' a q
1 1 1 1 1 1 1 1 1 1 1� 1 I�� I�� I
6-
- - - - - - - - - - - - - - - -
5
y
U
I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I
3 4
o
LL
--'
1--L--1---1--1--L--1--J--1--L--1---'--1--L--1--J--1--L--1---'--1--
3
I
I
I
T-- r-----I-- T-- r--I--r--T--r--I---I--r--r--I--r-- T--r-------+ ——
2
.0 65 70 75 :0 85 90 95 100

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
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Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Ex DA-1 Runoff Area=6.010 ac 5.66% Impervious Runoff Depth=2.06"
Flow Length=699' Tc=12.0 min CN=71 Runoff=17.53 cfs 1.034 of
Subcatchment2S: Ex DA-2 Runoff Area=14.010 ac 1.46% Impervious Runoff Depth=1.91"
Flow Length=1,447' Tc=17.4 min CN=69 Runoff=31.29 cfs 2.226 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=3.60"
Tc=5.0 min CN=88 Runoff=19.29 cfs 0.940 of
Subcatchment5S: Prop DA-2 Runoff Area=15.130 ac 34.63% Imperious Runoff Depth=2.31"
Tc=5.0 min CN=74 Runoff=62.94 cfs 2.911 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Imperious Runoff Depth=1.91"
Tc=5.0 min CN=69 Runoff=6.04 cfs 0.280 of
Pond 4P: Wet Pond 1 Peak Elev=789.59' Storage=19,349 cf Inflow=19.29 cfs 0.940 of
Primary=5.64 cfs 0.934 of Secondary=0.00 cfs 0.000 of Outflow=5.64 cfs 0.934 of
Pond 5P: Wet Pond 2 Peak Elev=779.71' Storage=44,667 cf Inflow=62.94 cfs 2.911 of
Outflow=21.79 cfs 2.910 of
Link 7L: P0I-1 Inflow=10.58 cfs 1.214 of
Primary=10.58 cfs 1.214 of
Link 8L: P0I-2 Inflow=21.79 cfs 2.910 of
Primary=21.79 cfs 2.910 of
Total Runoff Area = 40.040 ac Runoff Volume = 7.390 of Average Runoff Depth = 2.21"
78.84% Pervious = 31.568 ac 21.16% Impervious = 8.472 ac

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Summary for Subcatchment 1S: Ex DA-1
Runoff = 17.53 cfs @ 12.04 hrs, Volume= 1.034 af, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
5.670 69 50-75% Grass cover, Fair, HSG B
0.340 98 Paved parking, HSG B
6.010 71 Weighted Average
5.670 94.34% Pervious Area
0.340 5.66% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
75
0.0400
0.18
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.6
387
0.0400
1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.4
237
0.0100
10.72
64.33 Channel Flow, Roadside Swale
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.022 Earth, clean & straight
iNzi=:S1~iM
Subcatchment 1S: Ex DA-1
Hydrograph
19
' �
----------+--+--+--+----------+--+--+--+--+--+----------+--+--+--+--
�
�
�
� � �
� �
�
� � � � � � � � � � �
■Runoff
18
17
'
17.53 cfs
---- --
--+--r--
+--+--+--+--+--r--r--Iy,��-if2-4
1
fir--
16
,i
---- -----T--T--T----------
--
--
--t--O�y>r`fai>fa11T.IIVV'4-
14
--T--li--T--T--
AkreA-6.-0a0-ad -
13
12
--r----T-
---- ---r--r--r--r--r--r--i--r-
- T-
- T--T--T--Ir--li--T--
--
- r-
--+--T --T--T- li---i--T- T--r--
- R4npff,-Vp1pme=1. -
r-
w 11
10
'
--II----T--T
--T
--T
----------T--T--T--T
-- �.4-
Ru_ off DepthT2.06�
3
0 9
'
-T---r--r--r--r--r--I---I--r--r--r--T-
T -
- T -
- r -
- r - - - - -
- - - - - - -
- T -
r- r--r--i--r- r T r r --
[y' A
- T - - T - - r - F [dwr L-dnoth=-69 V'- -
Y F
8
7
- --
--- T
--r--r--
T-
- T -
-------r--
-T - -'--
-----T--T--T--T
--
--T--r-- -- -- T1-2�Q-i-
--T--'r --' --'-
6
--rr----5--r--r--4
Li-
L
2
�--r--r--�i
--�r--�i--�--�--�--T--r--it--�i
--�i---�i--�--T--r--r--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
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Summary for Subcatchment 2S: Ex DA-2
Runoff = 31.29 cfs @ 12.11 hrs, Volume= 2.226 af, Depth= 1.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
13.805 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
14.010 69 Weighted Average
13.805 98.54% Pervious Area
0.205 1.46% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.2
75
0.0100
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
3.8
410
0.0670
1.81
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.2
100
0.0123
9.44
29.65
Pipe Channel, RCP —Round 24"
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
1.2
862
0.0150
11.56
69.34
Channel Flow, Channel Flow
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.025 Earth. clean & windina
17.4 1,447 Total

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
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Subcatchment 2S: Ex DA-2
Hydrograph
34 �i 1 ■Runoff
32 -- — cfs—I---�-- I�------ -- ----- I�-- I�--------------i pi L
30 ITYpY-C1
28-''-o'ry--Rainfall=;4.;931 -
26---+--+--+--r--r--r----+--+--+- - - - L
24 1Ufioff Ar14.010 ad
-
22 " --'------'-- --' --'-----------'-- -- li�Rgngf f-VR1I11-n;e=2.�2$-'cif -
w 20 . ��- r ---Y- `T -- r r „T.
-- -,-- -- -- -- -- ---kunoff Depth='1:911 -
18
3 --r--i--r--r--r--r--r--r--i--r--r--r--r- r--r--r--i---i--r--r--r--r--
0 16 '
14 --'---1--J--1--L--L----------J-- ----L--L--L--Ir_ _ 1 L --
12
- .4-snip
10 --�-- -�-- i i -i
7 — — 7 — — T — — 7 — — — — — — — — — — — —
8
6 ---- --- -- -- ------------ -- -- -- -- ------------ -- -- -- --
4
/t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
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Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 19.29 cfs @ 11.95 hrs, Volume= 0.940 af, Depth= 3.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
2.290 98 Paved parking, HSG B
0.840 61 >75% Grass cover, Good, HSG B
3.130 88 Weighted Average
0.840 26.84% Pervious Area
2.290 73.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, ToC
Subcatchment 4S: Prop DA-1
Hydrograph
--r--i---i--r--r--r--r--r--r--i--r--r--r--t--r--r--r--i---i--r--r--r--r--
21--------------T--�i --�i --�i-----------i--i --i __ �RUIIOff
20 -- 1929 cfs --�--------�---- -- --� --
___________________ T
19 --'---1--J--1----L--'--------L--L--L--+--L--L--'---' " Type- -
,i
18 --+- +--+--+--+--+--+--+-+--+--+--+--+--+--+--I——I+--+--+--++-w-+�-'+--
17 -----1--T--T--T--T--------I--T--T--T--T--T1-O�y-Rc-flnfa11=; F.93" -
16 --,-- ------------------------- -- --- -- -- - -- -
14 --''-----J--s--T--L----------J--T --T�I L IILV I 1 I m'I = - 4 Lf-
w 12 - -- ---- r--r---------- --7 --7 --T--Runa 1 LJepthT3.6014-
0 10 - -'- ---Tc=�5.,O-Mih
-- --- L -- 1 -- L -- L--------'-- L-- L -- L--+-- L -- L--------'-- L--+-- L -- L—
�i
6 --i -----i---- --i --i-------------- --i --i --i-----i---- --r--i --
5 ---- ------ -- --------------- -- -- --------------- -- -- -- --
4 --'-- -1--J--1--L--L--'---'---'--L--L--L--+--L--L----------L--+--L--L--
3 --i-- -i--+--+--+--+--i---i---i--+--+--+--+--+--+--i---i---i--+--+--+--+--
2 --r- --- ----T--T--r-------T-- -- --T--T--T--r-------,--T--T--T--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
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Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 62.94 cfs @ 11.96 hrs, Volume= 2.911 af, Depth= 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
9.890 61 >75% Grass cover, Good, HSG B
15.130 74 Weighted Average
9.890 65.37% Pervious Area
5.240 34.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-2
Hydrograph
70 Runoff
------I-- r -- T -- r -- r--------I-- r-- r -- I -- r -- r--------I----
65 62.94 cfs
60 II1�
--III--��---��---��----���pe-1I'_�' I� ��r-
-�-- -1--J--1--J--L__--------J__J--J--1--L__L--I---I-----J--1--L--L--
55 � � I I I � � � � 10'ryr RairlfaIIT4.I19317
-
-I- - ---J--4--+--L------------I--I--+--+--I--I----------+----L--
50 Runoff Arda=15.130 ad
45----II-- -- -- -----------II-- -- �Q#flll-volume=lll1$-f1-cjf -
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15
10
--r- ---r--r--r--r--r--r----r--r--r--t--r--r--r-------r--r--r--r--
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.04 cfs @ 11.96 hrs, Volume= 0.280 af, Depth= 1.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
0.397 98 Paved parking, HSG B
1.363 61 >75% Grass cover, Good, HSG B
1.760 69 Weighted Average
1.363 77.44% Pervious Area
0.397 22.56% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Time of Concentration
Subcatchment 6S: Prop DA-3
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � ■Runoff
6.04 cfs_______4--______�__�__�__�__�__�__�___�___�__�
6 Type II', 2 -hr
--Y--! -- -
-rt --! --!--'r--10ryr-Rain#auT4,'93'�"-
5 RwnOff Area=1.760 ac
-- -- -- -- -- ----Pgn9ff'Vp1um;e-O; 80 Of -
Runoff DepthT1.91;�'
z
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 22
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 3.60" for 10-yr event
Inflow = 19.29 cfs @ 11.95 hrs, Volume= 0.940 of
Outflow = 5.64 cfs @ 12.09 hrs, Volume= 0.934 af, Atten= 71 %, Lag= 8.3 min
Primary = 5.64 cfs @ 12.09 hrs, Volume= 0.934 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 789.59' @ 12.09 hrs Surf.Area= 10,647 sf Storage= 19,349 cf
Plug -Flow detention time= 549.5 min calculated for 0.934 of (99% of inflow)
Center -of -Mass det. time= 548.1 min ( 1,342.4 - 794.3 )
Volume Invert Avail.Storage Storage Description
#1 787.50' 48,936 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
787.50 7,516 0 0
788.00 8,588 4,026 4,026
789.00 9,858 9,223 13,249
790.00 11,185 10,522 23,771
791.00 12,569 11,877 35,648
792.00 14,008 13,289 48,936
Device Routing Invert Outlet Devices
#1 Primary 787.50' 18.0" Round Culvert
L= 387.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 787.50' / 784.15' S= 0.0087'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 787.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 788.50' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 790.50' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=5.63 cfs @ 12.09 hrs HW=789.59' (Free Discharge)
L1=Culvert (Passes 5.63 cfs of 9.61 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.86 fps)
3=Orifice/Grate (Orifice Controls 5.54 cfs @ 4.16 fps)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=787.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 23
'=1 q[!AYM1'1 1 q5
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 24
Summary for Pond 5P: Wet Pond 2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 2.31" for 10-yr event
Inflow = 62.94 cfs @ 11.96 hrs, Volume= 2.911 of
Outflow = 21.79 cfs @ 12.08 hrs, Volume= 2.91Oaf, Atten= 65%, Lag= 7.3 min
Primary = 21.79 cfs @ 12.08 hrs, Volume= 2.910 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 779.71' @ 12.08 hrs Surf.Area= 17,466 sf Storage= 44,667 cf
Plug -Flow detention time= 135.2 min calculated for 2.910 of (100% of inflow)
Center -of -Mass det. time= 135.0 min ( 969.0 - 834.0 )
Volume
Invert Avail.Storage
Storage
Description
#1
776.50' 113,231 cf
Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
776.50
9,604
0
0
777.00
11,638
5,311
5,311
778.00
13,738
12,688
17,999
779.00
15,894
14,816
32,815
780.00
18,107
17,001
49,815
781.00
20,376
19,242
69,057
782.00
21,898
21,137
90,194
783.00
24,177
23,038
113,231
Device Routina Invert Outlet Devices
#1
Primary
776.50'
24.0" Round Culvert L= 77.6' Ke= 0.500
Inlet / Outlet Invert= 776.50' / 775.72' S= 0.0101 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2
Device 1
776.50'
3.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
777.25'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
778.50'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5
Device 1
781.00'
16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=21.68 cfs @ 12.08 hrs HW=779.70' (Free Discharge)
L1=Culvert (Passes 21.68 cfs of 22.43 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.41 cfs @ 8.44 fps)
3=Orifi ce/G rate (Orifice Controls 13.41 cfs @ 6.70 fps)
4=Orifi ce/G rate (Orifice Controls 7.86 cfs @ 3.93 fps)
=Sharp -Crested Vee/Trap Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 25
60
55
50
45
H 40
U
3 35
LL0 30
Pond 5P: Wet Pond 2
Hyd rog raph
----y--rt--r--r------r--r----y--+--r-7-y--t--r-------rt--r--r-7 -
-�-----�-- ■Inflow
❑Prima
ry
InTJOW Area= -OlWaG -
-7--rt--r--r---- --r--r----y--+--r--r-y--t--r-------rt--r--r--i--
- Pealk ELev�_=7719�J.71l -
--
--r--7--r--r--i--7--r--i---i--7--r--r--r-7--7--r--r--i--7--r--r--i--
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—
--------------------+——------+——
—------------i--
—7--7-------7--T--I ----7--T--7----7--T--7-------7--7--7--I--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 26
Summary for Link 7L: P0I-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 2.98" for 10-yr event
Inflow = 10.58 cfs @ 11.99 hrs, Volume= 1.214 of
Primary = 10.58 cfs @ 11.99 hrs, Volume= 1.214 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: P0I-1
Hyd rog raph
-----'----------'--
----------------------'--
--------'----------'--
C Inflow
10.58 cfs
I����7
❑ Primary
11
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I I
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1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type/1 24-hr 10-yr Rainfall=4.93"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 27
Summary for Link 8L: P0I-2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 2.31" for 10-yr event
Inflow = 21.79 cfs @ 12.08 hrs, Volume= 2.910 of
Primary = 21.79 cfs @ 12.08 hrs, Volume= 2.91Oaf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: P0I-2
Hyd rog raph
--y--rt--r-
li --li--
-
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24
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---
------------------------------
19
1
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17
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1 1 1 1 1 1 1 1 1 1 1
16
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15
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LL 10
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--+--r--1---1--+--r--r--1--
3
--
-------------------------------------------------------
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 28
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Ex DA-1 Runoff Area=6.010 ac 5.66% Impervious Runoff Depth=2.79"
Flow Length=699' Tc=12.0 min CN=71 Runoff=23.78 cfs 1.396 of
Subcatchment2S: Ex DA-2 Runoff Area=14.010 ac 1.46% Impervious Runoff Depth=2.60"
Flow Length=1,447' Tc=17.4 min CN=69 Runoff=43.29 cfs 3.040 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=4.49"
Tc=5.0 min CN=88 Runoff=23.72 cfs 1.171 of
Subcatchment5S: Prop DA-2 Runoff Area=15.130 ac 34.63% Imperious Runoff Depth=3.07"
Tc=5.0 min CN=74 Runoff=83.27 cfs 3.868 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Imperious Runoff Depth=2.60"
Tc=5.0 min CN=69 Runoff=8.26 cfs 0.382 of
Pond 4P: Wet Pond 1 Peak Elev=789.99' Storage=23,653 cf Inflow=23.72 cfs 1.171 of
Primary=6.97 cfs 1.166 of Secondary=0.00 cfs 0.000 of Outflow=6.97 cfs 1.166 of
Pond 5P: Wet Pond 2 Peak Elev=780.55' Storage=60,022 cf Inflow=83.27 cfs 3.868 of
Outflow=26.40 cfs 3.867 of
Link 7L: POI-1 Inflow=14.12 cfs 1.548 of
Primary=14.12 cfs 1.548 of
Link 8L: POI-2 Inflow=26.40 cfs 3.867 of
Primary=26.40 cfs 3.867 of
Total Runoff Area = 40.040 ac Runoff Volume = 9.856 of Average Runoff Depth = 2.95"
78.84% Pervious = 31.568 ac 21.16% Impervious = 8.472 ac

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 1S: Ex DA-1
Runoff = 23.78 cfs @ 12.04 hrs, Volume= 1.396 af, Depth= 2.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
5.670 69 50-75% Grass cover, Fair, HSG B
0.340 98 Paved parking, HSG B
6.010 71 Weighted Average
5.670 94.34% Pervious Area
0.340 5.66% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
75
0.0400
0.18
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.6
387
0.0400
1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.4
237
0.0100
10.72
64.33 Channel Flow, Roadside Swale
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.022 Earth, clean & straight
iNzi=:S1~iM
Subcatchment 1S: Ex DA-1
Hydrograph
26 Runoff
24 --
2378 cfs 1
� 1 . I I I I I I I I I I I I I I 1
-- -1-- -- - - -- -- -- -- ---1---1---II�Yp -if 2-4-k�r -
22
-- -1-- -- -- - -- -- -- -- 25'rvtRei�f��FT�.I'I
20
AreA=C.-010-ac-
18 1
--1--—1--L--1--1--L--1---1---1--L---i -i 'I1'__/L� L�/-I— 1---1— J —a —
16 RM n off V Ql q m1e=11 • 9O C4
14 Runoff 11DepthT2.791'
° 12
Flow '1Ldn th=699'
LL
10 Tq=j2.110 M1 -1 -
11 --11——11------+--L--1---1---1--------+--}--L--1---1— —+--L-
-1
-- --! --! -- !- ; - -, - -- - -!--
6
--r -1--r--r--r--r-----1---1--r--r--r--r--r--r--r--1---1--r--r--r--r--
4
1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 2S: Ex DA-2
Runoff = 43.29 cfs @ 12.10 hrs, Volume= 3.040 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
13.805 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
14.010 69 Weighted Average
13.805 98.54% Pervious Area
0.205 1.46% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.2
75
0.0100
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
3.8
410
0.0670
1.81
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.2
100
0.0123
9.44
29.65
Pipe Channel, RCP —Round 24"
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
1.2
862
0.0150
11.56
69.34
Channel Flow, Channel Flow
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.025 Earth. clean & windina
17.4 1,447 Total

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 31
Subcatchment 2S: Ex DA-2
Hydrograph
48 + --r
-- ■Runoff
46 --' -'---'---'--'---'---'---'---'---'---'---'----------------------------'---
44 43.29 CIS
42 --, -----,-- --, --, --,--------,-- -- --, --, --, --, -
40 ---- --- -- --+------------L-1--j--+--+//�-CC---�Ir---IQ----n-Tr---+-C-+]/(-/N► --
34 --+- +----T--T--T---
32 --i -------?--, --, --,--------,-- -- ------------------ --,�h -----
30 h
U 26 /' --'---'--_---'--'---'---------------'---I-----tFn E?#fie-pth-=�2.0`�--
�1
3 24 --+----+--+--+--r--+--+----+--+--+--+- +--+--+`--i -+�--+yam--+e--+--
0 22 ---- --11 i-- --1-------------'--
LL
20 ---- -----'--+------------+--+--+--+--+---------�+-----+�-�-+-- --
18 -- - -I----T--T--T--'-------T--T--T--T - -T--' --' --ITq 17.i'F-''mtp--
16 --------'-- -- -------------'-- -- -- -------------------------
14 --+-+--+--+--+--+--+--+-+--+--+--+--+--+--+--i---I--+--+- N=69
,,
12 --li -----,-- --+ --li --i--------,-- -- --, --+ --li --i-----,-- -- +--+ --i --
�i
6 --'-- -'---'---'--'---'---'---'---'---'---'---'--'------------------I--+--+--'---
4 --+---+--+--+--+--+--+-+--+--+--+--+--+--+--+-+--+--+--+--+--+--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 23.72 cfs @ 11.95 hrs, Volume= 1.171 af, Depth= 4.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
2.290 98 Paved parking, HSG B
0.840 61 >75% Grass cover, Good, HSG B
3.130 88 Weighted Average
0.840 26.84% Pervious Area
2.290 73.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, ToC
Subcatchment 4S: Prop DA-1
Hydrograph
26 24- Runoff
23.72 cfs i
--- --- -- -----------,-- -- -- -- -----'�yp1-u'12-4-1 -
22
-- --- -- -- - -- -- -- -- 2&l`-Railnfall-
20 I 1 I I I I I I I
-- - -- -- -- -- --'Runoff Ares=3.430ad -
18
--'-- —'-- -- -- L ----------'---- -- 1 _ _ L L I I _I L
16 �RunOfI Vol . 171- -
14 Runoff Depth= 4.491'
LL 12-TcT5.'0 Min
,I
--II-- -------+--r----------------+--r--r------------+--r--r--
10
--r--I--r--r--r--r--r--r--I--r--r--r--t--r--r--r--I---I--r-��r �� -
I I I I I I I I
--r- ---r--r--r--r--r-------r--r--r--r--r--r--r-------r--r--r--r--
6
--I-- ---r--r--r--r----------r--r--r--r--r--r----------r--r--r--r--
4
I I I I I I I I I I I I I I I I I I I I I I I
2 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 83.27 cfs @ 11.96 hrs, Volume= 3.868 af, Depth= 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
9.890 61 >75% Grass cover, Good, HSG B
15.130 74 Weighted Average
9.890 65.37% Pervious Area
5.240 34.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-2
Hydrograph
--------I-- -- -- ----------I--L—I--I--k--L--I---I---I---I--�--+--�--�--
90--------------------------------------------------�-- Runoff
8327 cfs
80 -- - --�- - -- -- --� Typew -hr-
75 --'------'---- --�-------------------5'r-RaiflFT.86'"-
70
-----------------------------------------------------------
65 Runoff Arca=15.130 ac
60 '' ---- Rpnpffltf 1
ss pme-13.$_6$-�-
-- -'- -
N r--r--T _ _ r--I_ _ _I_ _ _I_ _ r--r--r——T--
r--r--I---I---I——r--T--T--r
—
—
So Rung Ipe_ptK:;3,��07'�--
--r- ---r--r--r--r--r--r----r--r--r--T--
p45 --i-----+--+--+--+----------+--+--+--+--+--+--i---i '� /►
LL 4o I CiT-5.'O Ilil ih
,I
---- ---+--+--+--+----------+--+--+--+--+--+----------+--+--+--+--
35 --�---------------------------------------­1PN=74--
30 --'-- -'------1------'---'--------1--L--L--1---1--J----1--1--L--
25 --'---1--J--1--1--L--'---'---'--J--1--1--1--L--L--1---1---'----1--L-- --
20
15
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.26 cfs @ 11.96 hrs, Volume= 0.382 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
0.397 98 Paved parking, HSG B
1.363 61 >75% Grass cover, Good, HSG B
1.760 69 Weighted Average
1.363 77.44% Pervious Area
0.397 22.56% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Time of Concentration
Subcatchment 6S: Prop DA-3
Hydrograph
-
------------T - -T--------- ----T- -T------------T- -T --
---------
9 ■Runoff
8.26 cfs
Type
-- --'-- --1--1--'---'---'--J--1--1--L--'L--25r-Yr-RainfaHT5:8-6"-
7
Runoff eA_=_1,7-60-ad-
6 PL;npff'IVQIL;me-'10.$8� elf
k6noff IDepthT2.i6011'
3 --I-- ----Y--Y--t----------Y--Y--t--Y--Y-----I---I--Y—
E 4 1�cT5,� i11ih
3
--'-- --'--J--1--1--'---'---'--J--L--1--L--L--1---1---1--1--L--L-----I---I--
2
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 35
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 4.49" for 25-yr event
Inflow = 23.72 cfs @ 11.95 hrs, Volume= 1.171 of
Outflow = 6.97 cfs @ 12.09 hrs, Volume= 1.166 af, Atten= 71 %, Lag= 8.2 min
Primary = 6.97 cfs @ 12.09 hrs, Volume= 1.166 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 789.99' @ 12.09 hrs Surf.Area= 11,171 sf Storage= 23,653 cf
Plug -Flow detention time= 454.3 min calculated for 1.166 of (100% of inflow)
Center -of -Mass det. time= 453.6 min ( 1,241.8 - 788.2 )
Volume Invert Avail.Storage Storage Description
#1 787.50' 48,936 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
787.50 7,516 0 0
788.00 8,588 4,026 4,026
789.00 9,858 9,223 13,249
790.00 11,185 10,522 23,771
791.00 12,569 11,877 35,648
792.00 14,008 13,289 48,936
Device Routing Invert Outlet Devices
#1 Primary 787.50' 18.0" Round Culvert
L= 387.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 787.50' / 784.15' S= 0.0087'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 787.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 788.50' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 790.50' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.96 cfs @ 12.09 hrs HW=789.98' (Free Discharge)
L1=Culvert (Passes 6.96 cfs of 10.08 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.49 fps)
3=Orifice/Grate (Orifice Controls 6.86 cfs @ 5.15 fps)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=787.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 36
'=1 q[!AYM1'1 1 q5
Hyd rog raph
23.72 cfsy.��------+----+--------�--
1---Inf�lo �l tea—JlWat
IU
26
24
--�-
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it rip � Q
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---
J--L--1--1--1--1----1-----1--L-JSto�ra!g6=-
3�653,-d
20
18
--I—
T--T----T----T----T----T--T—T--T----T----T----T----T--
16
14
0 12
----- ---=,
-----',-----',--',---------------=,-------',---',--',---', --
LL
10
6.97 cfs
6.97 cfs
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 37
Summary for Pond 5P: Wet Pond 2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 3.07" for 25-yr event
Inflow = 83.27 cfs @ 11.96 hrs, Volume= 3.868 of
Outflow = 26.40 cfs @ 12.09 hrs, Volume= 3.867 af, Atten= 68%, Lag= 7.8 min
Primary = 26.40 cfs @ 12.09 hrs, Volume= 3.867 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 780.55' @ 12.09 hrs Surf.Area= 19,344 sf Storage= 60,022 cf
Plug -Flow detention time= 112.1 min calculated for 3.867 of (100% of inflow)
Center -of -Mass det. time= 111.9 min ( 937.7 - 825.8 )
Volume
Invert Avail.Storage
Storage
Description
#1
776.50' 113,231 cf
Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
776.50
9,604
0
0
777.00
11,638
5,311
5,311
778.00
13,738
12,688
17,999
779.00
15,894
14,816
32,815
780.00
18,107
17,001
49,815
781.00
20,376
19,242
69,057
782.00
21,898
21,137
90,194
783.00
24,177
23,038
113,231
Device Routina Invert Outlet Devices
#1
Primary
776.50'
24.0" Round Culvert L= 77.6' Ke= 0.500
Inlet / Outlet Invert= 776.50' / 775.72' S= 0.0101 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2
Device 1
776.50'
3.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
777.25'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
778.50'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5
Device 1
781.00'
16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=26.35 cfs @ 12.09 hrs HW=780.53' (Free Discharge)
L1=Culvert (Inlet Controls 26.35 cfs @ 8.39 fps)
2=Orifice/Grate (Passes < 0.47 cfs potential flow)
3=Orifi ce/G rate (Passes < 16.05 cfs potential flow)
4=Orifi ce/G rate (Passes < 11.87 cfs potential flow)
=Sharp -Crested Vee/Trap Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 38
Hyd rog raph
■ Inflow
90
'
---- --+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+--I--
83.27 cfs
❑Primary
85
---- - --
-----'--
--
-----'--
--+-10-area--`�I+aY--
80
---- - --
-----'--
--
-----'--
--+--+--I-
EF -
� I E lev--7 o V i,7 �7
75
65
---- - --
-----'--
--
-----'--
--
.
--' --'-Storage=-60,-022-ef-
60
55
50
3 45
o
---- -+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+--I--
LL 40
--I— — —+--+-------+--+---------+------+--+---------+--+----I--
35
30
26.a0 ofs
25
-- -+--r--,---,--+--+--,---,--+--+--+----+--+--+-------+--r--+--,--
20
15
+--r--,---,--+--+--,---,--+--+--+----+--+--+-------+--r--+--,--
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 39
Summary for Link 7L: P0I-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 3.80" for 25-yr event
Inflow = 14.12 cfs @ 11.98 hrs, Volume= 1.548 of
Primary = 14.12 cfs @ 11.98 hrs, Volume= 1.548 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: P0I-1
Hyd rog raph
---- ---
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 11 24-hr 25-yr Rainfall=5.86"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 40
Summary for Link 8L: P0I-2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 3.07" for 25-yr event
Inflow = 26.40 cfs @ 12.09 hrs, Volume= 3.867 of
Primary = 26.40 cfs @ 12.09 hrs, Volume= 3.867 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: P0I-2
Hyd rog raph
- - - -
T - - T - - T - - - - - - - T - - T - -II - - - - T - - T - - T - - - - -1 T - - T - - - - - I - - T - - T - -Ir - -II- -
C Inflow
_ 26.40
cfs 1--L--1---1--1--L--1---1--J--1--L--1--J--1--L--1---1--1--L--L
❑ Prima--'-- ry
28
'I
26.40 cfs
I I
1 OW I real- 1 5 1-30 r,
26
- -
-r--r-------r--r--r----r--r f
IA
I'I I'I I'I
24
--
--'- -----'I-- --'- --'-------'- --' --------'I --'- -----'I-- --'- --' --'I--
22
-I
T--r--I r--r--I r--r r- r Y r Y r r
I'I I'I I'I
20
--' -----'I-- --' --' -----'I--' --' -----'I-- --' -----'I-- --' --' --'I--
18
--
--r--Ir--li----r--Ir--li-- --r--Ir--Ir-7--T--r--Ir--li--7--r--Ir--li--
N
u 16
-I- -I- -I- -I-- -I- -I-- -I- -I-- -I--
3 14
p
--
rt--r--Ir--li----r--Ir--li----r--Ir--Ir- --T--r--li---li--rt--r--Ir--li--
I I I I I I I I I I I I I I I I I I I I I
LL-
- - - - - - - - - - - -
10
--
+--+-------+--+-------+--+--+----+--+--+-------+--+--+----
I--�II--� II--�II--�
8
,'
--
--I---I-- --�--I---I--� --�--I---I-- --I---I-- --� --I--
q
I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 41
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Ex DA-1 Runoff Area=6.010 ac 5.66% Impervious Runoff Depth=4.03"
Flow Length=699' Tc=12.0 min CN=71 Runoff=34.33 cfs 2.018 of
Subcatchment2S: Ex DA-2 Runoff Area=14.010 ac 1.46% Impervious Runoff Depth=3.81"
Flow Length=1,447' Tc=17.4 min CN=69 Runoff=63.80 cfs 4.450 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=5.94"
Tc=5.0 min CN=88 Runoff=30.82 cfs 1.550 of
Subcatchment5S: Prop DA-2 Runoff Area=15.130 ac 34.63% Imperious Runoff Depth=4.36"
Tc=5.0 min CN=74 Runoff=117.08 cfs 5.494 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Imperious Runoff Depth=3.81"
Tc=5.0 min CN=69 Runoff=12.04 cfs 0.559 of
Pond 4P: Wet Pond 1 Peak EIev=790.56' Storage=30,282 cf Inflow=30.82 cfs 1.550 of
Primary=9.34 cfs 1.545 of Secondary=0.00 cfs 0.000 of Outflow=9.34 cfs 1.545 of
Pond 5P: Wet Pond 2 Peak EIev=781.86' Storage=87,184 cf Inflow=117.08 cfs 5.494 of
Outflow=31.59 cfs 5.494 of
Link 7L: POI-1 Inflow=19.44 cfs 2.104 of
Primary=19.44 cfs 2.104 of
Link 8L: POI-2 Inflow=31.59 cfs 5.494 of
Primary=31.59 cfs 5.494 of
Total Runoff Area = 40.040 ac Runoff Volume = 14.071 of Average Runoff Depth = 4.22"
78.84% Pervious = 31.568 ac 21.16% Impervious = 8.472 ac

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 1S: Ex DA-1
Runoff = 34.33 cfs @ 12.04 hrs, Volume= 2.018 af, Depth= 4.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.36"
Area (ac) CN Description
5.670 69 50-75% Grass cover, Fair, HSG B
0.340 98 Paved parking, HSG B
6.010 71 Weighted Average
5.670 94.34% Pervious Area
0.340 5.66% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
75
0.0400
0.18
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.6
387
0.0400
1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.4
237
0.0100
10.72
64.33 Channel Flow, Roadside Swale
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.022 Earth, clean & straight
iNzi=:S1~iM
Subcatchment 1S: Ex DA-1
Hydrograph
38----------J--L--L--L----------L-- ----L--L--L------------L--L-- -- �RUnoff
36 --
� I ----'_-34--.3--I'_---I _---I _---LLI -_---LLI _---I _-----I _-----I _---JI _---I _---I _---LI--LL---LI----I----'-- .
-LI --LL----L
34 1L- Y��I
----
-
-
32 -- -'---- --'--L-I'----1-'----1-'----L-'----I'------'---'--L-I'----1-'----1-'--
---'--�-'--'-y--r'-R--'a--i -'-f-a-'--l-�-'7--.3-'-6-1-''
30 -i
28 1RUnb#f-Arett=6.-10 -ad
---
--
H 26
24 - -- --- -- -- - -- In- f -V- �1�e=2 1$-Of -
LL22 --- -I------ ------ -II-- --- - ---- ------------------------- -------- ------- -----
20
--R--u-n--o--f--f--lD-"-h=*1O--T
0 18 - - - --- -f1dwtdnOt1=69J16 --------------
14 ITq=12,0-mi-p-'----
=-
-
-- I -- I
12--
10
8
------------r
6 --I-- -
----- -- --------------- I -- I - 1 1 -- I 1--- I ----- -- -- -- I --
I I
4 -- -I J---- ------ ---- --
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 2S: Ex DA-2
Runoff = 63.80 cfs @ 12.10 hrs, Volume= 4.450 af, Depth= 3.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.36"
Area (ac) CN Description
13.805 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
14.010 69 Weighted Average
13.805 98.54% Pervious Area
0.205 1.46% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.2
75
0.0100
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
3.8
410
0.0670
1.81
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.2
100
0.0123
9.44
29.65
Pipe Channel, RCP —Round 24"
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
1.2
862
0.0150
11.56
69.34
Channel Flow, Channel Flow
Area= 6.0 sf Perim= 3.0' r= 2.00'
n= 0.025 Earth. clean & windina
17.4 1,447 Total

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 44
Subcatchment 2S: Ex DA-2
Hydrograph
70 I I I I I I I I I I ■Runoff
�i
--------'-- L -- 1 -- L -- L----- ---'-- L-- -- -- L -- L -- L-- '---
---'-- -- L -- L -- L --
65
63-.80cfs ----+--+----+T----+r------------+--+--+--+--+--+-----iT
y}e11244TIr
60 --T--T-100=rRai faltTr.36 F-
u55 ----r; ----,--r,--r--r--r;-;,I, , ;,y
50 RuhofArd�a�14.0— 1�0�a1c
45 -r--------- _4 rrrRr, 5- �-
-
-
LL3 40
�,
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35 I I I
-L--L--L---fbV-Lngth=1-,447'--
30
25 -�_ �.;4-nlip
---r--r--T--r-------------r--r--T--r--r----------,-Nr 60-
20 I I I I
15
--'-- -'-- --'-- ------- - - -'-- -- -- --+-- ----------'----+--------
10
-T- ---r--r--r--r--r--r----r--r--r--t--r--r--r-------r--r--r--r--
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 30.82 cfs @ 11.95 hrs, Volume= 1.550 af, Depth= 5.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.36"
Area (ac) CN Description
2.290 98 Paved parking, HSG B
0.840 61 >75% Grass cover, Good, HSG B
3.130 88 Weighted Average
0.840 26.84% Pervious Area
2.290 73.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, ToC
Subcatchment 4S: Prop DA-1
Hydrograph
34 _ _ Runoff
32 30.82 cfs
30
-- - ---- + - - - ---------- + --+-- -- �TXoe-11+2 - r -
28 --'-- -'--- -- -- -- -- -- -- ----1�}1 Oryt�-RMnfa1[T1.36" -
26
24 Rw n b#f A'ree=3.1' 30 ad
--r- -i--r--r--r--r--r--r--i--r--r--r--t--r--r--r--i---i--r--r--r--r--
22-
•$50-I-
w 20 --'---
-- -'- - -- ------------
------- --' ---i_ __
w -- - -- Runoff DepthT6941r_
0 16
LL
r- ---r--r--r--r--r--r----r--r--r--t--r--r--r--i-
14-
12 --'---'--J--1--1--L----------J--1--1--1--L----------'-- -'--
10
8
--r- -i--r--r--r--r--r--r--i--r--r--r--t--r--r--r--i---i--r--t--r--r--
6 --i-- -i-- -- -- ----------i-- -- -- -- -- ----------i-- -- -- -- --
4
2_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 117.08 cfs @ 11.96 hrs, Volume= 5.494 af, Depth= 4.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.36"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
9.890 61 >75% Grass cover, Good, HSG B
15.130 74 Weighted Average
9.890 65.37% Pervious Area
5.240 34.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-2
Hydrograph
130
125
115
'
-------+--+--+--+--+----+--+--+--+----------+--+--+----------+--+--
---------
-------+--+--+--+--+----+--+--+--+----------+--+--+----------+--+--
_ 117.08 cfs —�--
--�-- -+--+--+--+
--------------�,--
--
--�
--------�--
�--+----+--+--+--+----------+--+--Typ"-1(24-hrr-
--
--
---------------------------II--
--
--------�----
-- --
--I —
■Runoff
110
105
100
--�-- ---
--I-----+--+--r--Ir--------+--*------1-VaT
--------------------------------------
--
--
--------�--
--
--
------------
{��
Rf1r.a7�'�-
- - --
95
90
---- ---+--+--
---- ------------------------------
--
----------+--r-
-#Wrioff_Ar-da=1ZA�aO-at-
80
-r--r--+--r--r----r--r--t--r-
----------------------------------
-I-- I— r -r----I- r -t
' +Ql raa�,' *9 -
� of#r
w 75
70
'
---- r--r--r--r--r----r--r--r--r--r--I---I--r--r--r--r--I-----r--t--
_ -
-
-
-
- -
-
-
- - - - - - Runoff Depth=4.36- -
3 65
2 60
55
--II---rt--r--r--Ir--Ii--
---- ---
--I-- 1--7--r--r--r----T--T--T--r-------------T--r--I—
----------------
-- --7--r--Ir-------r--r--r--r-----I--r--t--
--
-------------
-------fi-cT5.-�0-MifT_
I— I--7--T-
50
45
--I, - J--1--1--L--J--1--J--J--1--L--------I--
-- - T--
T-
- r-
-r-
I
-r---
-T--T-
-T-
-r -
--L--L-----I- J-7
I I�51=-
--------T--r--r--r--I -- T- T
40
35
i l
--I-- J--1--1--L--J--I--J--J--J--L--I---I---I--J--L--L--I---I---I--J--J--
T-
- r-
-r-
I
-r--I
--T--T-
-T-
-r -
I I
-� --I---I--T--r--r--r--I---I--T--T--
30
- -I- - J--1--1--L--
i r--
r-
-r-
-r-
--1--J--1--1--L--1---I---I--
I
-r--I-
-r-
-r-
-T--r-
-- --r-----I---I--1--1--
I I
-i -- I -- I - - r--r- -r- -i -- I -- I--r--T--
20
15
--I-- -I--
-----I--
--r--------I--
--I---I---I--�--�--r--I---I---I--�--�--
-----I--
10
--I-- J--
--
--r--
--I--
-- --
--L--------I--
----r--------I-- -- --
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 12.04 cfs @ 11.96 hrs, Volume= 0.559 af, Depth= 3.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=7.36"
Area (ac) CN Description
0.397 98 Paved parking, HSG B
1.363 61 >75% Grass cover, Good, HSG B
1.760 69 Weighted Average
1.363 77.44% Pervious Area
0.397 22.56% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Time of Concentration
Subcatchment 6S: Prop DA-3
Hydrograph
13 Runoff
-- 12.04 cfs-------------------------------�_—_�--_�--------�--
12 TT��// Q lay
--r----+--+--+--r--r--r----+--+--+--+--r--r--r--iJ_Ji�P,r-li+�-her' -
11 I -' 1OOr- -1 Rainf�il�7.36'1'--
10 1 1
-- --- -- r -- I---1-- -- -- TRun ff Arett=1.-760 ac-
9
-- - - -- I ---I-- -- -- pnpff'I_VQ1pme=O.$v0-#-
$ I I � I I I I
w ----------?-----------------li--il-- --I ---- i ir-
RunOff Depth=T181
Tcy5.'0 tnih
a 6 1 1 I T
5
-- - -- -- -- -- -- -- --+-- -- -- --- N7=
6 --
3
--r- -i--r--r--r--r--r--r--i--r--r--r--T--r--r--r--i---i--r--T--r--r--
2
--I-- ---r--r--T--r----------T--r--r--T--r--r----------r--T--r--r--
1 it � it it it it it it it it it it it it it it it it it it
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 48
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 5.94" for 100-yr event
Inflow = 30.82 cfs @ 11.95 hrs, Volume= 1.550 of
Outflow = 9.34 cfs @ 12.09 hrs, Volume= 1.545 af, Atten= 70%, Lag= 8.2 min
Primary = 9.34 cfs @ 12.09 hrs, Volume= 1.545 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 790.56' @ 12.09 hrs Surf.Area= 11,964 sf Storage= 30,282 cf
Plug -Flow detention time= 360.5 min calculated for 1.544 of (100% of inflow)
Center -of -Mass det. time= 360.5 min ( 1,141.0 - 780.5 )
Volume Invert Avail.Storage Storage Description
#1 787.50' 48,936 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
787.50 7,516 0 0
788.00 8,588 4,026 4,026
789.00 9,858 9,223 13,249
790.00 11,185 10,522 23,771
791.00 12,569 11,877 35,648
792.00 14,008 13,289 48,936
Device Routing Invert Outlet Devices
#1 Primary 787.50' 18.0" Round Culvert
L= 387.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 787.50' / 784.15' S= 0.0087'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 787.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 788.50' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 790.50' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.00' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=9.22 cfs @ 12.09 hrs HW=790.56' (Free Discharge)
L1=Culvert (Passes 9.22 cfs of 10.73 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.33 fps)
3=Orifice/Grate (Orifice Controls 8.41 cfs @ 6.31 fps)
4=Sharp-Crested Vee/Trap Weir(Weir Controls 0.71 cfs @ 0.78 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=787.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 49
Pond 4P: Wet Pond 1
Hyd rog raph
--1--L—J--L--1--1--'--L--'--L--'--L--L—L--L----1----L----L--'--L--
MInflow
30.82 cfs
L--
—_'_—
—_'_—
—_'_— —_'_—
--L—LL1'_^/�^��_}}�.__
NOutflow
OSe
--'-
--
----+--'--
--'-- --'--
-ahtlo�u�At-ea-�3,'a0'a� -
Secondary
--'-
L--
--'--
--'--
--'-- --'--
--L—LPaIk rv=9r-
---
-----+--''--
--
----+----
----+--''--
-----------
4 — — I'—
4----4----�——I----
StoiragO=30'�2S2I_cf_
— -4 -- —-- — —' —— —
jcfs-�
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 50
Summary for Pond 5P: Wet Pond 2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 4.36" for 100-yr event
Inflow = 117.08 cfs @ 11.96 hrs, Volume= 5.494 of
Outflow = 31.59 cfs @ 12.10 hrs, Volume= 5.494 af, Atten= 73%, Lag= 8.7 min
Primary = 31.59 cfs @ 12.10 hrs, Volume= 5.494 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 781.86' @ 12.10 hrs Surf.Area= 21,688 sf Storage= 87,184 cf
Plug -Flow detention time= 90.9 min calculated for 5.491 of (100% of inflow)
Center -of -Mass det. time= 92.6 min ( 908.4 - 815.8 )
Volume
Invert Avail.Storage
Storage
Description
#1
776.50' 113,231 cf
Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
776.50
9,604
0
0
777.00
11,638
5,311
5,311
778.00
13,738
12,688
17,999
779.00
15,894
14,816
32,815
780.00
18,107
17,001
49,815
781.00
20,376
19,242
69,057
782.00
21,898
21,137
90,194
783.00
24,177
23,038
113,231
Device Routina Invert Outlet Devices
#1
Primary
776.50'
24.0" Round Culvert L= 77.6' Ke= 0.500
Inlet / Outlet Invert= 776.50' / 775.72' S= 0.0101 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2
Device 1
776.50'
3.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
777.25'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
778.50'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5
Device 1
781.00'
16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=31.59 cfs @ 12.10 hrs HW=781.86' (Free Discharge)
L1=Culvert (Inlet Controls 31.59 cfs @ 10.05 fps)
2=Orifice/Grate (Passes < 0.54 cfs potential flow)
3=Orifi ce/G rate (Passes < 19.51 cfs potential flow)
4=Orifi ce/G rate (Passes < 16.27 cfs potential flow)
=Sharp -Crested Vee/Trap Weir(Passes < 41.84 cfs potential flow)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 51
Pond 5P: Wet Pond 2
Hyd rog raph
130
+�r-- �--—I ---— —
17.08 c
120 —r—7—r--I---I--7--rr----r----�--f+—[O—rI w--i-1—T—e— V+--1V—i—.a——0—r
'I �--�ri-
-
yu 110
-- +II --- P1I -G-1IiI a-- RE-+I'I r-e- VII -.-1iI 7--8II 1--.+1-I -V-1IiI
-
'_
100 ---- - --I---- -- --,---- --,---------�tQr�ge�8�18�c�If
-,--, ---- --,--i---------- '__,,__90
80
70 ----7-y--- r--- -7-
—
LL0 60 -- — —I --I --I --I --I --I --I --I --I —T—I --I --I —T—I --I --I —T—I --I —T�—
1fs
50
I F 7 T I I I I I F I I F I I I
40 --- -'i --'i------'i --'i------'i-----'i-- --'i-----'i'i--'i --'i------'i --'i -
31.59 cfs I I I I I I I I I I I I I I I I I I I I I
30 -- -1--L--1--1--L--1---1--1--L--1--J--1--L--1--J--1--L--1--1--L--1--
20 -- -- ---- ------------ -------------- -- -- ---- -----I--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Inflow
❑ Primary

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 52
Summary for Link 7L: P0I-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 5.16" for 100-yr event
Inflow = 19.44 cfs @ 11.97 hrs, Volume= 2.104 of
Primary = 19.44 cfs @ 11.97 hrs, Volume= 2.104 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: P0I-1
Hyd rog raph
C Inflow
21
-�--r--I---I--�--r--r--I--�--r--r--I--r--r--r--I---I--r--r--r--I--
19.44 cfs I _
_ I _ _
_ 1
1 _
_ I_ _ _I _ _ 1
1
_ _
1 _ _Q_II- - -
_ _ _[III _
❑Puma
Primary
20
19_44 cfs-L--L-------
--L-------L--L-�i11,I10
„_
�///11
1/" real j4.89
S�,I{� /4�4_ II_�_
Ac _
19
--I -+--r-------+--r-------+--+--+----+--+--+-------+--r--+--I--
18
-
----
------
r-
----- - -I--,
-
- - - - -- - I --,-- - - - I
-- --, --, --I--
17
- -
- -
-
- -
-
- - -
- - -
16
--' -+--+--'---'--+--+--'---'--+--+--+--'--+--+--+--'---'--+--+--+--'--
15
-- ---T-------
--T-------T--T--T----T--T--T-------T--T--T----
14
- -
- -
-
- -
-
- - -
- - -
13
--L--L--'---'--L--L--1---1--J--1--L--1--J--1--L--1-----L--L--
--'--
12
_
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--
---;
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----
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--------I--
0 10
LL
8
----T-------
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-- T--T-------
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7
-
- -
-
- -
-
- - -
- - -
6
-- L--L--'---'--L--L--1---1--J--1--L--1--J--1--L--1-----L--L--
--'--
5
--
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--T--T----T--T--T--Ir-T--+--T--li---li--T--T--T--li--
4
31"]
---
--------- ---------
-- --
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Steve Edit Cambridge Village - HydroCAD Type 1124-hr 100-yr Rainfall=7.36"
Prepared by {enter your company name here} Printed 12/23/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 53
Summary for Link 8L: P0I-2
Inflow Area = 15.130 ac, 34.63% Impervious, Inflow Depth = 4.36" for 100-yr event
Inflow = 31.59 cfs @ 12.10 hrs, Volume= 5.494 of
Primary = 31.59 cfs @ 12.10 hrs, Volume= 5.494 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: P0I-2
Hyd rog raph
,'1
1 -J--1--L--1---1--1--L--1---1--J--1--L--1--J--1--L--1---1--1--L--L--1--
C Inflow
34
'
- 1--L--1---1--1--L--1---1--J--1--L--1--J--1--L--1---1--1--L--
31.59 cfs I
I I
I I
I
I I I I
I I I I
--1--
I 11 I I 1
Primary
31.59 cfs----------------------------•nlvwl
FF [[�� yp�II�aaI
rea=JZ
30Iac -
32
--
--1---I--
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-_- -1---1------1---1-----_---1--
•
30
28
----T--1r--1i--T--T--T--1i--
--1---1---1--,
--1---1---1--,
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6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

12/20/2019
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Denver, North Carolina, USA*
Latitude: 35.4489°, Longitude:-80.991'
Elevation: 795.63 ft**
source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. ParzyboK M.Yeka, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
e interval
Duration
1
2
5
10
25
50
100
200 500 1000
��
5-min
0.389
0.459
.536
0.592
0.657
0.702
0.744
0.781
0.824
0.855
(0.358-0.422)
(0.423-0.500)
r(O43-0.583)
(0.543-0.643)
(0.599-0.712)
(0.637-0.761)
(0.671-0.807)
(0.700-0.850)
(0.730-0.900)
(0.750-0.937)0.621
0.734
.858
0.947
1.05
1.12
1.18
1.24
1.30
1.35
(0.572-0.674)
(0.677-0.799)
9-0.934)
(0.868-1.03)
(0.955-1.14)
(1.01-1.21)
(1.07-1.28) 1
(1.11-1.35)
1 (1.16-1.42)
(1.18-1.48)
15-min
0.776
0.923
1.09
1.20
1.33
1.42
1.49
1.56
1.64
1.69
(0.715-0.842)
(0.850-1.00)
(0.999-1.18)
1 (1.10-1.30)
1 (1.21-1.44)
(1.28-1.54)
(1.35-1.62)
(1.40-1.70)
(1.45-1.79)
(1.48-1.85)
30-min
1.06
1.27
1.54
1.74
1.97
2.13
2.29
2.43
2.61
2.74
(0.981-1.16)
(1.18-1.39)
(1.42-1.68)
(1.59-1.89)
(1.79-2.13)
(1.93-2.31)
(2.06-2.48)
(2.18-2.65)
1 (2.31-2.85)
11 (2.40-3.00)
60-min
1.33
1.60
1.98
2.26
[;M]
2.89
3.15
3.41
3.75
4.00
(1.22-1.44)
(1.47-1.74)
(1.82-2.15)
(2.07-2.45)
(2.62-3.13)
(2.84-3.42)
(3.06-3.71)
(3.32-4.09)
(3.50-4.38)
2-hr
1.54
1.86
2.32
2.66
3.12
3.47
3.82
4.17
4.63
4.99
(1.41-1.68)
(1.71-2.04)
(2.12-2.53)
(2.43-2.90)
(2.84-3.40)
(3.13-3.78)
(3.43-4.17)
(3.71-4.56)
(4.07-5.08)
(4.34-5.48)
3-hr
1.64
1.98
2.48
2.87
3.39
3.81
4.23
4.67
5.26
5.73
(1.51-1.80)
(1.82-2.17)
(2.28-2.72)
(2.62-3.14)
(3.08-3.71)
(3.44-4.16)
(3.79-4.62)
(4.14-5.11)
(4.60-5.79)
(4.95-6.33)
6-hr
2.01
2.42
3.03
3.51
4.16
4.68
5.21
5.76
6.53
7.13
(1.85-2.19)
(2.24-2.65)
(2.79-3.31)
(3.22-3.82)
(3.79-4.52)
(4.24-5.09)
(4.68-5.67)
(5.12-6.28)
(5.71-7.12)
(6.16-7.80)
12-hr
FF
2.40
2.90
3.64
4.22
5.03
5.69
6.36
7.06
8.04
8.82
(2.22-2.62)
(2.68-3.17)
(3.35-3.96)
(3.88-4.59)
(4.59-5.46)
(5.14-6.15)
(5.70-6.88)
(6.25-7.63)
(7.01-8.69)
(7.59-9.56)
24-hr
2.79
3.37
4.24
4.93
5.86 1
6.60
7.36
8.14
9.20
10.0
(2.59-3.00)
(3.14-3.63)
(3.94-4.57)
(4.57-5.30)
(5.42-6.30)
(6.09-7.10)
(6.77-7.91)
(7.46-8.76)
(8.40-9.92)
10.4
(9.13-10.8)
11.3
2-day
3.28
3.95
4.93
5.69
6.74
7.56
8.40
9.25
(3.05-3.52)
(3.68-4.25)
(4.59-5.30)
(5.29-6.12)
(6.24-7.23)
(6.99-8.12)
(7.74-9.02)
(8.51-9.94)
(9.55-11.2)
(10.3-12.2)
3.48
4.19
5.20
5.99
7.07
7.93
8.80
9.69
10.9
11.9
3-day
(3.24-3.73)
1 (3.90-4.50) 11
(4.84-5.58)
11 (5.57-6.42)
(6.55-7.58)
1 (7.33-8.50)
11 (8.11-9.43)
1 (8.91-10.4)
1 (9.99-11.7)
11 (10.8-12.7)
3.69
4.43
5.47
6.29
7.41
8.29
9.20
10.1
11.4
12.4
4-day
(3.44-3.95)
1 (4.13-4.74) 11
(5.10-5.85)
11 (5.85-6.73)
(6.87-7.93)
1 (7.67-8.88)
11 (8.48-9.85)
1 (9.31-10.8)
1 (10.4-12.2)
11 (11.3-13.3)
4.26
5.08
-IF
6.19
7.06
8.25
9.20
10.2
11.1
12.5
13.5
7-day
(4.00-4.54)
1 (4.77-5.41) 11
(5.80-6.59)
11 (6.61-7.52)
1 (7.70-8.78)
1 (8.56-9.79)
11 (9.43-10.8)
1 (10.3-11.9)
1 (11.5-13.3)
11 (12.4-14.5)
4.87
5.80
6.97
7.88
9.10
10.1
11.0
12.0
13.3
14.3
10-day
(4.59-5.19)
(5.46-6.17) 11
(6.55-7.41)
11 (7.40-8.38)
(8.52-9.68)
1 (9.39-10.7)
11 (10.3-11.7)
1 (11.1-12.8)
1 (12.3-14.2)
11 (13.2-15.3)
6.54
7.72
9.12
10.2
11.7F
12.8
14.0
15.1
16.7
17.9
20-day
(6.20-6.90)
(7.32-8.15)
(8.63-9.62)
(9.66-10.8)
(11.0-12.3)
(12.1-13.5)
11 (13.1-14.7)
1 (14.2-16.0)
(15.6-17.7)
11 (16.7-19.0)
8.06
9.49
11.0
12.2
13.7
14.9
16.0
17.2
18.7
19.8
3D-day
(7.68-8.47)
(9.04-9.96) 11
(10.5-11.5)
(11.6-12.8)
(13.0-14.4)
(14.1-15.6)
11 (15.1-16.8)
1 (16.2-18.1)
(17.5-19.7)
11 (18.6-20.9)
10.1
11.9
13.5
14.8
16.4
17.6
18.8
20.0
21.5
22.6
45-day
(9.71-10.6)
(11.3-12.4) 11
(12.9-14.1)
11 (14.1-15.4)
(15.6-17.2)
(16.8-18.4)
11 (17.9-19.7)
1 (19.0-20.9)
1 (20.3-22.5)
11 (21.4-23.8)
12.1
14.1
15.9
17.2
19.0
20.3
21.6
22.8
24.4
25.6
6D-day
(11.6-12.6)
(13.5-14.7)
(15.2-16.5)
(16.5-17.9)
(18.2-19.8)
(19.4-21.2)
(20.6-22.5)
(21.8-23.9)
(23.2-25.5)
(24.3-26.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 % . Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
11
PF graphical
https://hdsc.nm.noaa.g ov/hdsc/pfds/pfds_pri ntpag e.html?lat=35.4489&Ion=-80.991 O&data=depth&units=eng I ish&series= pds 1 /4

12/20/2019 Precipitation Frequency Data Server
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35-4489", Longitude--84-9910"
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1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtla,3 14, Volume 2, Version 3 Created {GMTY Fri Dec 2022:04:54 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
f years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Durahan
— 5-mn —
?,fay
— 10-mn —
3-day
15-Mn —
"ay
— 30-min —
7-day
— 60ann —
106day
— 2#1r —
20-clay
— 3#1r —
30-Uy
— "r —
45-day
— 12-hr —
60-day
— 24fir
https://hdsc.m %s.noaa.g oVhdsc(pfds/pfds_printpag e.html?lat=35.44898don=-80.99l0&data=depth&units=eng I ish&series=pds
214

12/20(2019 Precipitation Frequency Data Server
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https://hdsc.m %s.noaa.g oVhdsc/pfds/pfds_printpag e.html?lat=35.44898lon=-80.9910&data=depth&units=eng I ish&series=pds 3/4

12/20/2019
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.m%s.noaa.g oVhdsc(pfds/pfds_printpag e.html?lat=35.44898don=-80.99l0&data=depth&units=eng I ish&series=pds 4/4

Hydraflow Storm Sewers Extension for Autodesk@ AutoCAD@ Civil 3D@ Plan
Outfall
2
3 4
21 20
19
18
17
22
16 24
13 23
15 12
26 11 25
14 10
9
7
6 8
5
Outfall
29
Outfall 28
27
Project File: Cambridge Village MF.stm Number of lines: 29 Date: 12/18/2019
Storm Sewers v2018.30

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Te
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
I
End
36.116
0.33
2.06
0.88
0.29
1.72
5.0
6.2
6.7
11.51
21.88
5.74
24
0.55
785.37
785.57
786.59
786.79
791.83
796.63
SD - (6)
2
1
128.780
0.98
1.73
0.85
0.83
1.43
5.0
5.8
6.8
9.72
21.83
5.13
24
0.55
785.57
786.28
786.79
787.39
796.63
798.64
SD - (5)
3
2
55.927
0.45
0.75
0.83
0.37
0.59
5.0
5.5
6.9
4.09
21.53
3.19
24
0.54
786.28
786.58
787.39
787.29
798.64
796.63
SD - (35)
4
3
84A81
0.30
0.30
0.73
0.22
0.22
5.0
5.0
7.0
1.54
8.47
3.02
15
1.02
786.68
787.54
787.29
788.03
796.63
790.93
SD - (36)
5
End
53.986
0.71
5.96
0.74
0.53
4.52
5.0
7A
6.4
34.36
61.32
6.82
36
0.50
774.61
774.88
776.75
776.78
778.32
782.44
SD - (42)
6
5
93.000
0.00
5.25
0.00
0.00
3.99
0.0
7.2
6.5
31.21
60.98
7.04
36
0.49
774.99
775A5
776.78
777.26
782.44
782.39
SD - (9)
7
6
70.625
0.26
5.07
0.83
0.22
3.94
5.0
7.0
6.5
31.03
61.90
7.22
36
0.51
775.55
775.91
777.26
777.71
782.39
783.22
SD - (9) (1)
8
7
9.607
0.18
2.53
0.76
0.14
1.89
5.0
7.0
6.5
12.28
18.97
5.10
24
0.42
776.01
776.05
777.71
777.31
783.22
782.60
SD - (10)
9
8
58.280
0.29
2.35
0.83
0.24
1.75
5.0
6.8
6.5
11.47
20.74
5.91
24
0.50
776.15
776.44
777.31
777.65
782.60
783.51
SD - (11)
10
9
99.000
0.27
2.06
0.85
0.23
1.51
5.0
6.5
6.6
MOO
20.90
5.51
24
0.51
776.54
777.04
777.65
778.17
783.51
783.52
SD - (12)
11
10
82.517
0.00
1.79
0.00
0.00
1.28
0.0
6.3
6.7
8.57
20.79
5.21
24
0.50
777.14
777.55
778.17
778.59
783.52
783.93
SD - (13)
12
11
54.235
0.42
1.52
0.76
0.32
1.09
5.0
6.1
6.7
7.34
20.74
4.97
24
0.50
777.65
777.92
778.59
778.88
783.93
783.52
SD - (14)
13
12
80.297
0.31
0.31
0.84
0.26
0.26
5.0
5.0
7.0
1.83
4.56
3.51
15
0.50
782.60
783.00
783.15
783.55
783.52
788.20
SD - (25)
14
7
69.511
0.40
2.28
0.82
0.33
1.84
5.0
5.7
6.8
18.01
20.86
7.23
24
0.50
778.14
778.49
779.57
780.02
783.22
784.52
SD - (19)
15
14
56307
0.27
1.88
0.85
0.23
1.51
5.0
5.5
6.9
15.82
20.74
636
24
0.50
778.49
778.77
780.02
780.20
784.52
785.01
SD - (20)
16
15
94.190
0.40
1.61
0.82
0.33
1.28
5.0
5.2
7.0
1433
20.77
6.12
24
0.50
778.77
779.24
780.20
780.60
785.01
786.00
SD - (21)
17
16
65.733
0.51
0.51
0.85
0.43
0.43
5.0
5.0
7.0
8.48
20.83
4.44
24
0.50
779.24
779.57
780.60
780.61
786.00
787.08
SD - (22)
18
17
48363
0.00
0.00
0.00
0.00
0.00
0.0
1.1
0.0
5.43
20.79
3.89
24
0.50
779.57
779.82
780.61
780.64
787.08
787.43
SD - (44)
19
18
109.272
0.00
0.00
0.00
0.00
0.00
0.0
0.7
0.0
5.43
20.79
4.46
24
0.50
779.81
780.36
780.64
781.18
787.43
795.13
SD - (45)
20
19
63.556
0.00
0.00
0.00
0.00
0.00
0.0
0.4
0.0
5.43
20.79
4.47
24
0.50
780.36
780.68
781.18
781.50
795.13
794.75
SD - (46)
21
20
114.201
0.00
0.00
0.00
0.00
0.00
0.0
0.0
0.0
5.43
20.77
4.47
24
0.50
780.68
781.25
781.50
782.07
794.75
791.67
SD - (47)
22
16
51.038
0.70
1
0.70
0.74
0.52
0.52
5.0
5.0
7.0
3.64
5.88
4.34
15
0.49
779.75
780.00
780.60
780.77
786.00
784.70
SD - (23)
Project File: Cambridge Village MF.stm
Number of lines: 29
Run Date: 12/18/2019
NOTES:Intensity = 84.35 / (Inlet time + 15.10) 1 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2018.30

Page 2
Station
Len
Drng Area
Rnoff
Area x C
Te
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
12
193.340
0.48
0.79
0.62
0.30
0.51
5.0
5.1
7.0
3.58
20.83
3.35
24
0.50
778.02
778.99
778.88
779.65
783.52
783.52
SD - (15)
24
23
21.333
0.31
0.31
0.69
0.21
0.21
5.0
5.0
7.0
1.50
9.80
2.88
18
0.52
779.09
779.20
779.65
779.66
783.52
783.78
SD - (16)
25
11
10.000
0.27
0.27
0.71
0.19
0.19
5.0
5.0
7.0
1.35
7.51
3.97
15
0.80
778.42
778.50
778.78
778.96
783.93
783.07
SD - (17)
26
6
174.793
0.18
0.18
0.29
0.05
0.05
5.0
5.0
7.0
0.37
9.63
2.42
18
0.50
777.13
778.00
777.33
778.22
782.39
783.94
SD - (34)
27
End
125.528
0.00
7.60
0.00
0.00
1.52
0.0
21.6
4.3
6.48
29.37
4.06
24
1.00
769.45
770.70
770.62
771.60
782.29
777.55
SD - (37)
28
27
235.914
0.00
7.60
0.00
0.00
1.52
0.0
20.8
4.3
6.61
29.40
4.78
24
1.00
770.70
773.06
771.60
773.97
777.55
790.93
SD - (40)
29
28
236.229
7.60
7.60
0.20
1.52
1.52
20.0
20.0
4A
673
29.39
4.80
24
1.00
773.06
775.42
773.97
776.34
790.93
784.00
SD - (40) (1)
Project File: Cambridge Village MF.stm
Number of lines: 29
Run Date: 12/18/2019
NOTES:Intensity = 84.35 / (Inlet time + 15.10) 1 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2018.30

Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
rapt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(fttft)
(ft)
(fttft)
(fttft)
(ft)
(ft)
(ft)
(ft)
(in)
1
B-20
1.16
0.00
1.16
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.22
8.20
0.22
8.20
0.0
Off
2
B-50
3.33
0.00
3.33
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.39
16.55
0.39
16.55
0.0
Off
3
B-40
1.49
0.00
1.49
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.25
9.69
0.25
9.69
0.0
Off
4
B-30
0.88
0.00
0.88
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.20
6.79
0.20
6.79
0.0
Off
5
B-20
2.10
0.00
2.10
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.30
12.17
0.30
12.17
0.0
Off
6
B-30
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
7
B-40
0.86
0.00
0.86
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.19
6.72
0.19
6.72
0.0
Off
8
B-50
0.55
0.00
0.55
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.16
4.96
0.16
4.96
0.0
Off
9
B-60
0.96
0.00
0.96
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.20
7.23
0.20
7.23
0.0
Off
10
B-70
0.92
0.00
0.92
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.20
7.01
0.20
7.01
0.0
Off
11
B-80
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
12
B-90
1.28
0.00
1.28
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.23
8.73
0.23
8.73
0.0
Off
13
B-91
1.04
0.00
1.04
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.21
7.62
0.21
7.62
0.0
Off
14
B-41
1.31
0.00
1.31
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
MO
0.050
0.020
0.013
0.24
8.89
0.24
8.89
0.0
Off
15
B-42
0.92
0.00
0.92
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.20
7.01
0.20
7.01
0.0
Off
16
B-43
1.31
0.00
1.31
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.24
8.89
0.24
8.89
0.0
Off
17
B-44
1.73
0.00
1.73
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.27
10.71
0.27
10.71
0.0
Off
18
B-45
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
19
B-46
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
20
B-47
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
21
B-48
5.43*
0.00
0.00
5.43
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
22
B-43.1
2.07
0.00
2.07
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.30
12.06
0.30
12.06
0.0
Off
23
B-120
1.19
0.00
1.19
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
MO
0.050
0.020
0.013
0.23
8.33
0.23
8.33
0.0
Off
Project File: Cambridge Village MF.stm TNumber
of lines: 29
Run Date: 12/18/2019
NOTES: Inlet N-Values = 0.016; Intensity = 4.041(Inlet time + 5.50) " 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2018.30

Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
rapt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(fttft)
(ft)
(fttft)
(fttft)
(ft)
(ft)
(ft)
(ft)
(in)
24
B-130
0.86
0.00
0.86
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.19
6.68
0.19
6.68
0.0
Off
25
B-81
0.77
0.00
0.77
0.00
Curb
4.0
4.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.18
6.21
0.18
6.21
0.0
Off
26
B-31
0.21
0.00
0.21
0.00
DrGrt
0.0
0.00
1.00
1.00
1.00
Sag
2.00
0.020
0.020
0.013
0.07
8.71
0.07
8.71
0.0
Off
27
C-42
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
28
C-43
0.00
0.00
0.00
0.00
MH
0.0
1.50
0.00
1.50
0.00
0.000
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
29
C-44
6.06
0.00
6.06
0.00
DrGrt
0.0
0.00
6.00
4.00
4.00
Sag
2.00
0.020
0.020
0.013
0.25
29.14
0.25
29.14
0.0
Off
Project File: Cambridge Village MF.stm TNumber
of lines: 29
Run Date: 12/18/2019
NOTES: Inlet N-Values = 0.016; Intensity = 4.041(Inlet time + 5.50) " 0.00; Return period = 3 Yrs. ; Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2018.30

Sediment Basin #1
Okay
14.01 Drainage Area (Acres; C=0.3)
7.06 Disturbed Area (Acres; C=0.6)
0.45 C (weighted)
7.1 i (10-Year)
44.88 Peak Flow from 10-year Storm (cfs)
12708
Required Volume W
19522
Required Surface Area ftL
98.8
Suggested Width ft
197.6
Suggested Length ft
Summgrv,
Primary Spillway:
Maxituiun Drainage 4rea:
Minimunn Sediment Storage Vole me;
Minimum Surface area:
Mininuin L/lV Rahn;
Mamimiun L.-'W Ratio;
Minimum Depth:
Dewatering Meehanism-
Niniruum Dewatering Time:
Raffles Required:
N/A Trial Top Width at Spillway Invert ft
N/A Trial Top Length at Spillway Invert ft
N/A Trial Side Slope Ratio Z:1
N/A Trial Depth ft (2 to 3.5 feet above grade)
Temporary Sediment Beshu
Riser -Barrel Pipe
100 acres
18W cubic feet per acre of distrabui arcs
43 i square Feet per cfs of Q w pcak inflow
2;1
6:1
2 feet
Sl-imnner(s) attached at bcduin of riser
pipe or flaahboani riser
48 hours
3 baffles*
i74*: Baamle" fm21)FWinWrqPimay we26daea.l
N/A Bottom Width ft
N/A Bottom Length ft
N/A Bottom Area ftz
49587 Actual Volume W Okay "-
19675 Actual Surface Area ftz Okay --`' COMPUTED MANUALLY BASED ON DESIGN
16 Trial Weir Length ft
1 Trial Depth of Flow ft
48.0 Spillway Capacity cfs Okay
6 Skimmer Size (inches)
0.417 Head on Skimmer (feet)
1.75 Orifice Size (1/4 inch increments)
2.78 Dewatering Time (days)
Suggest about 3 days
TOP OF PERMANENT RISER
STRUCTURE TO FUNCTION
AS EMERGENCY SPILLWAY

Skimmer Basin #2
Okay
1.19 Disturbed Area (Acres)
0.6 C
7.1 i (10-Year)
5.07 Peak Flow from 10-year Storm (cfs)
2142
Required Volume W
1648
Required Surface Area ftZ
28.7
Suggested Width ft
57.4
Suggested Length ft
Summa n:
Yrimary Spillway:
Skimmer Sedimint Basin
�flapero 2 h7il]way nh miprmicahlc
—brans
Maxi— Dh inag� Arcs:
] U acres
Minimwn Winne:
] 900, cubic feet N"cre of distarbod ma
Minimwn Surfacehtea:
325 square feeq per cfs of Qpeak inflow
Minimwn L-W Ratio:
2:l
Maximum L+W Ratio:
6:l
Minimwn Depflb:
2 feet
DmaceringMechanism-
Skimmer
Mini— Dcu t mo Yunc:
2 days
Baffles Required:
3 b.M.*
(•vox: B-im & K. 20 f— L, xoym =y. z n:M,,)
37 Trial Top Width at Spillway Invert ft
66 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
19
Bottom Width ft
48
Bottom Length ft
912
Bottom Area ftZ
4869
Actual Volume ft3 Okay
2442 jActual
Surface Area ftZ Okay
5 Trial Weir Length ft
0.5 Trial Depth of Flow ft
5.3 Spillway Capacity cfs Okay
1.5 Skimmer Size (inches)
Skimmer Size
0.125 Head on Skimmer (feet)
(Inches)
1 Orifice Size (1/4 inch increments)
1.5
2.62 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Skimmer Basin #3
Okay
4.06
Disturbed Area (Acres)
S—ar,:
0.6
C
Primary Spi1Lway:
7.1
i (10-Year)
Maximum Urainaga Am:
wlinim= Vol=
17.30
Peak Flow from 10-year Storm (cfs)
a,
Minimum L-W Ral o
Maximum L+W Ratio:
7308
Required Volume W
Minimum Depth:
DewaleringMechanism:
5621
1
Required Surface Area ft
Mini— Ilcwslaiag -r-
H.ffl sRequired:
53.0
Suggested Width ft
106.0
Suggested Length ft
N/A Trial Top Width at Spillway Invert ft
N/A Trial Top Length at Spillway Invert ft
N/A Trial Side Slope Ratio Z:1
N/A Trial Depth ft (2 to 3.5 feet above grade)
Skimmrr Srdimrm Sasio
Trap—idal spillway with impermca6Lc
mcmb—
lo acres
1800 cubic feet per acre of disuu6ed area
325 square feel per cfs of Q,. peak inflow
2:!
6:
2 feet
Skimmer
2 days
3 baffles'
im: t6m as f L, k,rn =r � z 6fflK)
N/A Bottom Width ft
N/A Bottom Length ft
N/A Bottom Area ftz
35429 Actual Volume W Okay .
12569 Actual Surface Area ftz Okay {---tcon�PuTEo MANUALLY BASED ON DESIGN
20 Trial Weir Length ft
1 Trial Depth of Flow ft
60.0 Spillway Capacity cfs Okay
3 Skimmer Size (inches) Skimmer Size
0.25 Head on Skimmer (feet) (Inches)
1.5 Orifice Size (1/4 inch increments)
2.81 Dewatering Time (days)
Suggest about 3 days

Project Name: Cambridge Village MF Pond #1
Ballast Pad Design
BE#NCC172159.1
Box Width:
60.00 in
Box Length
60.00 in
Barrel Size:
24.00 in
Top of Basin:
792.00 ft.
Inv. Out of Pipe
788.25 ft.
Spillway Height:
1.00 ft.
Top of Riser Elev.
790.50 ft.
Weight of Structure
4992.00 788.25 ft.
Ibs
Uplift @ Peak Elevation:
Peak Elevation =792 ft.
Peak Elevation = 3.75 ft
Uplift Force= (62.4)(2.75)(5'5)
Uplift Force= 5,850.00 Ibs
1 ft. Spillway Height
791 ft. Spillway Elev.
2.25
Volume of Concrete Required to Stabilize Riser:
943.8 Ibs X 1/150 Ibs/ft^3= 6.292 cubic feet
Ballast Pad Dimensions:
Try Volume of: 5 ft. X 5 ft. X 0.5 ft.
12.5 cubic feet
12.5 c.f. > or equal to 6.292 c.f.
60 in.BOX
Pad
5ft
5 ft.
Ok
True
792 ft. Top of Basin
24 in. RCP
2.75 t
60 in.BOX
Pad
Ballast Pad Dimensions: 5 ft. X 5 ft. X 0.6 ft.

Project Name: Cambridge Village MF Pond #2
Ballast Pad Design
BE#NCC172159.1
Box Width:
60.00 in
Box Length
60.00 in
Barrel Size:
24.00 in
Top of Basin:
783.00 ft.
Inv. Out of Pipe
776.50 ft.
Spillway Height:
1.00 ft.
Top of Riser Elev.
780.75 ft.
Weight of Structure
5400.00 776.5 ft.
Uplift @ Peak Elevation:
Peak Elevation =783 ft.
Peak Elevation = 6.50 ft
Uplift Force= (62.4)(5.5)(5'5)
Uplift Force= 10,140.00 Ibs
1 ft. Spillway Height
782 ft. Spillway Elev.
4.25
Volume of Concrete Required to Stabilize Riser:
5214 Ibs X 1 /150 Ibs/ft^3= 34.76 cubic feet
Ballast Pad Dimensions:
Try Volume of: 5 ft. X 5 ft. X 1.5 ft.
37.5 cubic feet
37.5 c.f. > or equal to 34.76 c.f.
60 in.BOX
Pad
5ft
5 ft.
Ok
True
783 ft. Top of Basin
24 in. RCP
5.50 t
60 in.BOX
Pad
Ballast Pad Dimensions: 5 ft. X 5 ft. X 1.6 ft.

35° 26'46"N
Hydrologic Soil Group —Lincoln County, North Carolina
(Cambridge Village - Soil Survey)
500550 500610 500670 500730 500790
r.
(. lip
JJ
a
500550 500610 500670 500730 500790
Map Scale: 1:2,630 if printed on A portrait (8.5" x 11") sheet.
Meters
$ N 0 35 70 140 210
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
500850 500910
500910
10/11 /2019
Pagel of 4
35° 273" N
35° 26' 46" N

Hydrologic Soil Group —Lincoln County, North Carolina
(Cambridge Village - Soil Survey)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
r
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lincoln County, North Carolina
Survey Area Data: Version 23, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2014—Nov
28, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/11/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Lincoln County, North Carolina
Cambridge Village - Soil Survey
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
LdB2
Lloyd sandy clay loam, 2
to 8 percent slopes,
moderately eroded
B
12.0
87.7%
LdC2
Lloyd sandy clay loam, 8
to 15 percent slopes,
moderately eroded
B
1.7
12.3%
Totals for Area of Interest
13.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 10/11/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Lincoln County, North Carolina
Cambridge Village - Soil Survey
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 10/11/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4