SW3191101_SW Report_20191119

B011LER
E N G I N E E R I N G
STORMWATER MANAGEMENT REPORT
PREPARED FOR:
CAMBRIDGE COMMONS MF, LLC
CAMBRIDGE VILLAGE MULTI -FAMILY
307 PILOT KNOB ROAD
DENVER, NC 28037
LINCOLN COUNTY
OCTOBER 18, 2019
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
` eoeeo eo i
� e �
o° e o
e Q 7< °
_ o SEAL o
047366 =
°, Go Go
,� F��4
�jIl1111111\ V/9
NORTH CAROLINA LICENSE 9047366
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.bolilereng.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 and Design Overview.................................................................... 3
SCMSystems Overview..................................................................................3
Stormwater Management Analysis and BMP Calculations............................................................ 3
VolumeControl......... V................................................................................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

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 is almost entirely mostly wooded, 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.
CITY OF CHARLOTTE STORMWATER REQUIREMENTS OVERVIEW
This site is located within the Western Catawba Watershed District, and a portion of the site discharges to
class WS-IV waters. Because of these classifications, the following criteria will be used for this
development:
- 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 Volume:
The minimum required water quality volume to treat the first 1" of rainfall from the development has
been calculated for Wet Pond #1 and #2 as 8,033 cubic feet and 18,585 cubic feet respectively. This
volume is controlled in Wet Pond #1 and #2 using a water quality orifices of 1.00" and 1.50" 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 20% of the total
permanent pool storage volumes.
A water quality orifices 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
9.90 cfs
3.75 cfs
10- ear
19.99 cfs
10.84 cfs
25- ear
26.73 cfs
14.43 cfs
POI-2
Pre -Development
Post- Development
Total DA
Total DA
2-year
10.10 cfs
5.02 cfs
10- ear
21.14 cfs
12.42 cfs
25- ear
28.52 cfs
25.60 cfs

USDA SOIL SURVEY

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

DRAINAGE AREA MAPS

�- z 0 7
v� ' 0 o x o
u ed P4 H - J H
/ / / `\ ` 1, \ \\ \\ \` II I ' I `\ `\ I ` `\ `\ `\ / /' / / / ' ------- \ \ \
/ / / , \ ' / /''" / �� / / % / `\ `♦ `\
\ \` `\ I 1\ \ `\ \ \\ I \
\`\ \ `\ \\
I�
cl�
� � O Q LL (/)
<
Q , j Q
\\�/ % \ , /''''
/ ',/ ,------ '
/ \ , \ \ \ / / I./ \ \ \
.` \ / i / ` 1,
\
\
, ]
= 0e Q -
J
`\ I\\ I\\ \\ `\ \\ I`I \ III \\ \\ \\ \\r--806--___ /' / \ ,
°
z
/ ` `N `\ \\ /'' ,
t I
`\ \I I I \\ / \ \ \I \I `\ \\ `\ II 11 \ ,I \ \\ \\ ) /""�,______- -----8 `J / II I ZO "I. ' ♦`\ I \`\ \`\
``\ \, I I I 111 cJ \\ \ \\ I` I\ \\` \\ \\` \I I` I \\` I ' / ----- --\ _"--'-- D'3 •---'---- -- / ' 1 ; ' �' ; ; ` . \ \`\
"--
�a �' W Z W
P I � < > ( Z � o
``` i / ` CJ / \I \ 11 `\ \ \ `\ \\ \I 11 \\ / / - _-802--------____-_ ` �I i i ` I ' i j % j `I lr ] \
4
�i O W W S z o ti
Q
`, -__ ,, ,, - - __ o,----_____�___-
� 1 I , / ' ' ` ` \ \ \ \ \ \ \ , , "- �� \ _______ ____ -boo— �� ``\ ` ' ' ' • ' I ; l ; I / `\ \
/X I I ' I 5 I \ `\ `, I \\ `\ \\ I I \ / / - "� "-- ''\ _--_ ___ --= = 79 ` ---_ \ ``� `` `\ `\ %, ` ' ; i i ' __---- _ \ `` \
_ _
�� ,N (A ' I ------ \ ~ / \ \ \ I \ \ \ \ , \ / /�/'" ----�----_---_-_- , _- _'-- --- _�\ ` \ ` ` I ' / \ ' / / ; , �111, / / I 4 - -\ J
II \\ I 1 `
''' � \\
`""I
Z W
, , Q O O W Q Q
m nzc���
2 4 � , z
o�� c ♦ ....
/-',/',,' /",-\ . ` `
`\` I , , ` , \\ \ I \ I / / \\ i ' : : I
`` (� 1 I I . ' , -�- \ '' \ I ` `\ ` I ` \\ II `\ % _____�,",,- -` `------_ _'---- - , \ \ \I \ \ I , / / , ; ----- ''--I ' `\
` J r `- . I I \ \ / / ''" ' ,'' _____________ __ - - -____ \ i / / / / � 'llftft / 1 / '9i�.
�'\` I \ 1 ♦ \ \ `. \ I \ \ \ \ / ' //'','''''/''' \------ _------ 3 _----. ---_� \ \ \ \ \ ` \ / / / / Zo ' I / / i ' / _
' 92 / d` / / 7 1
I -----------' -- ` \ I ` ` \ `. ` -`. \ `\ ♦\ ` `-'' /' ,/' ' I -- ---- '-------_ -, \ \ \ \ \ \ \\ \ �' ,' i i i ,'' i �� ,/ , 6j ---- - 9 -- ---__-
\ ,' \\\ \\\\ \ , / / / / /N / , / ' ,0
11,
M�
(w W w z
Q W '.'
� 4 t Q a a S
® Z Q W ,,., m
, � j Q w OO
ww�SwO o0
1 `. `\ \`1`\` `` ,,i ,, so / ' i i i �- I i I
` ' -------------- \,
\' \` \` \` I` I` I`
O0 a L Ou) D, a o
1 \ \ \ \\ \ ''�\ , /
----' 789'--------------- ' '
I �\ , .\ \\ '
1=
\\ ; --_- `\\ \ • . `\\ \\ `.\ ``\ ,' I) `, `, `\ I` '\ '\ �'\ \\ I\ :------- %%'' O� i / /' ; I l : ' I : c� %8g "-
-Lu
W
4 a
C� 4 r
"",-''" __,-
; ; `. ,
\ - - ---
%
%
` .\ `
`\I ``\ J / Q
II
_ Y
♦ \ ` ♦\ ♦\� I \ h
•\ \ `\ , '� ICJ I I , 1 1 I I 1 1 1 1 / / /
\
\ ` I `` \ ♦ \ `\ \ I 1 \ \ I , , I 1 1 1 \ , /\ / / , / I , , I / /
' -- ' . -_ --'--------- \ \ , I I I 1 1 I
'��
`` \`\ \` I ,,''''"" _ I`\ \\ `` `\ `\ \\\ ```\ \ \\ `` ` _-' __�---787'----------, ; \ \ \ t I I I I 1 ; ' / 1 1 % I i / i ' -''
:\ \ ` \` ,,- 1 `\ ` \ �" i /--- I I 1 \ \ \ \ \ I I I I 11 I / / ` ---' i , , I , , I ; , , ''
`\ \ \ `\ `\ / \ \ i /
\
\
H
W Y
W z Q Z .j L
pp z Q � 1' 1' z -
� a w O > r
,'' � ,___'------- 86 ------ \ I \ \ \ \ \ \
\ \ `\ ,*\ \\\\ 1 / , , /
I \ _ i - `\\.. `\\ / ,' ``\ \\ \ I 1 ' \ ' i i i , ' i '
,'' , / ; I / / 1 ; /� /
;
-_
�
awOwwO o
S z m z z z
I 1 I .. ` `QS' . ` - _�_ —785— `. ` ` ` \ \\ \ \ „1 \ / , ��/ i i O
\ I / /
:
\ ",/
__ \ \ I 11 I
\\ A vi:!:�,\\\ \ \
\ I \ \ ___ 84 ------ \,\ \ \\ '\I I \\\\\\\ _�'__ I /
\, I ,_\
I \\ -__ , \ `\ , `�,--
- ,--_,,--- ,,, 78J`\ ` ; , , / , ; / ,\ \ \ �t--"""_ !_ / I / � , 1 I / , , ' ; /
- EYk_ EX HADWA L l %� ! I I ( A 6.01 AC. '`, �0% ' ; ' I j 1
I` \` �-
I I ------_ 6� o --_ / /E. 782.22f �'' �' I\ -w-''" '`\ X TREELINEI------ \� I / I
c 0.71
REV
DATE
COMMENT
BY
_ ______ �__:_ - I 1, - ___/ 10 I 3 , I ,\,, 'I, - 11 = ), /
`
l
-\ `-\, ., ''\ \- - ,_(_/ / i / / `' i I - I /% 1fp) / / j '
I i i ' "'-' ' \\ ' ♦`\ � - \ DELL,<` V �V ------ ��� i '% ` \
%
` ' / \ I `\ ' -__-__ ��\. \.� ''— O %�j ' - ` \ / yip• , \ \ ��` , , I "\. , , /
-`
PIN /�
,
\ I
1>
/ r- ♦ /
/I - " *�� I I \ \ \ ` \ \ , 1 ,' , ", ,, .\EX 24 RCP TO BE CUT BACK -- ` ' \`i'i i//i/i ' i 1i ,r
, All, ) /' _
,:...
\ ` • / �'- , \ \ i
_�
_,. "
`; . ` / : ; 1 , h , l , , , ,, TO PROP DOGHOUSE MH II _ ,,
-11
11\11
`\`\\\\\ ♦ _ \\ ;; '/I,17, , , �; ;' 'E MITERED END SECTION. --- _ -` \ a, <� \
/
\ 'i/ /11 1 I //Xiiiiiil/' ; / ' ' \I ' i
` \ I �, r „1/l I / l.E. 780.99 (TBR) / `. / , \ l , / /
/::::::
I ,
/ ` \\`\ , . ♦ � / I IW' 7/'11' ll,l/ �; 'EX � I�'; '', � i I I _ `, \ `, 1 ;, / i � \ ; ,� %;� � � ; � ' '�
\ / / ; '-� 1 ♦ r ;, p /, llr Ill ' , , FIR i'Tfi, TI ,4 I \ A� /
' / I, / /
, ''� 1 I ' 1 / /
/ / I I I I I \ \\
(:�� , , /♦ , , I '� `I I' 1,' ,ll, ll , , I I , , I I 1 ' I I 1 ' , , , ; , / / / / /
, , I, , , I I I , I I , I / \\ , > / , , �\ , /, , , 1 ,
,
1
� I / , I I I I I \ , , , ,
I 1 I 1 , 1 I , , 11 ,
``V , / , `, \ 1 I , l I 1 1 I I , \ -- , /, \ . \-_-"J.: , , I / / ,
_ %
j'�, , 1 � I / , / , / I1 1 1 I ; / \, "��-\'`'`'`"\ I � '� � � 1
IL�/ I ' ' ' o \ ' if '/ / /, / / 1 , , 1 , I ' ,"- '' /' j,.-' % \ _ ,\-:" ;' l ; , ,
I / 1_— 1 / 1 , , , , , , I , , , \ ,, ` EX. 20 \ WATER - \ > '� ,.,.:.:., ;: 1 , , I ,
I �\
KNOW WHAT'S BELOW
ALWAYS CALL 811
EXISTING PUBLIX / , I I , , , , \ , ,
' I \ _ '-- ''j-'''-'' EASEMENT
, , , / / I %, ' , ,- ' \ l , ' ", /v
' 1 /� I / GROCERY &OTHER \ II \ \ , , o /
/ \\ \\ `\ P6l'OP SAWCUT (TYP/Y i i ' I , "�
/ / / / / // / i i I ' ; i i \ - , ,
I / / ' � I ``` - \ \\
BEFORE YOU DIG
/ / !, / , ,'' ," , , . , \ 1
' / / ` \♦ SMALL COMMERCIAL
b. , 3 , , , , , , , , , , , , , ; , , , ,, `\ `\ \\ \\ I r , \ ; I , , / ,
I j. , / , // / / / , I ' , , / ,/' / \� _-_ __- I PROP OPEN CUT
�� \\ ♦ USES ♦ ' / I , , , / / / / / / , , , ' I ' ' ' , I , , `\ ---_ '' '' '/'' \ \ �\ � I I \ FOR UTILITIES \ �' `b, � FF-SITE
Y. / `I ` OWNER.- CAMBRIDGE i " i i ; i i ;' �' i1 i ' , �,\ _ -"--- ,''/-',//-''� \\ \\\ \\\ \`\ I �g; ' ' EX CONTROL '*i'� � i ' /
• '` / I , \ ' l / EMENTS TO BE
l , ; `.::.: ♦ DENVER LLC � ,/, / / / / / / // / , , , I I -_-__ � \ I � � � IMPROV
,, ♦ '. / / / / / / / / , , ' ' ; ' ' `\ ___ ',/' `\ `\ \\ I III \\ STRUCTURE,\ �, ( ,
-SIGNED
It's fast. It's free. It's the law.
N R
/ +1 ,,-,_,
BY
� ' NED OTHERS
/ \ ' / "` PIN.' 4602631955 i ` o/ ' / Ili / / I ' l l ' , l ( ---_____- `_ -" j �'--` \ \ \ \ I I J -, ` \ / I / ]
/ ` ZONING.' ELDO R-T ' , ' • / / / , , , , , I , , \ \ \
'
CO N ST R U CT I O N
,
PROP OPEN CUT FOR UTILITIES \
,\ \((� ' , , , , . / / \ 1 \` -- - � 9k'' _ 'l�'.' ' i ' I EX. 24' R P
>�
O \ EX MONUl1aENI_- __,-''/; ' ' "1 /NV OUT. 0
' ° , ' ' '/: ' ' '/ \ ` , , , --- �`� \ ` \ \ EX 12' HOPE CULVERT (TBR) ' ` 1 \`
I ,, , , ' `\ ` \ / 1 i \
PROJECT No.: FLB190107
, \ ♦ , , , , , \ \ _--- __
\ -
/ I / i / ♦ ` / ; : r j ; ':: j /' \I \` `\ i (I'll - - \ \\ ` I\ `\ ` I ` F `\ _ SIGN - 1 ; /
V / / / , ' / / I \ I I < \ \ \ \ , ' 1 , 1
/ , , ♦ ® / .v / ' / / / 1 \ 11 \ `` ` \ \ \ `\ ` \ �/ -` , -.7g 6 \ F \ i 1 i \ �s s
a` 1
\ I � �
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
/ , , 1 \ , _ X9 POI-1 �
/ , .f.. '�,, , , / I \ \\ \ \ \ \ \ lam' ,- \
/ , : / .' ' ♦ '' /' , '/ / \ ` \ \\ \ - \ \\ ` EX STRUCTURE TBR ; 1 // \ '' \ \ `• �
/ I 6'.: , ; , ,/, , , ,/ , ,\ I \ `\ `\ `\ � 1=7, 03 IN/HR `, \ \ ,�i I_ 1 J �/ , 1% I --
CAD I D.: AS NOTED
0
_ \ ��\
/ , ,�',,- -,' /, , , �, I \ __, -77", S79'1158 {•Y � � � o, PROPOSED 6_
Ill �' , / , /', \ \ \ `. \ \ \ ` \ \ \ \ ' \ 223.2T / �� ,�� ��^ ap '� MOVEMENT ORNEWAY'--__,-''""
ISTjN�,' / ,- / , / , / \ `\ ` _ -- `\ \ \ I N10'4 141V `, �.- / 1 '� ELEV f789.00
� -/ , / ` \ ` \ ` \ \ \ \ � , \ �i 9 i
/ J"J/ " r y \ \ ,",
t•
'.•.. p ,: , //, , �`i / " \ \ ` ` \ \ ` \ \ I 1 I r— \ / / / \ `
\\\\
PROJECT:
CAMBRIDGE
,,/. ,Ca'�.r \ _,
' ' ..9•' V ,,'i .: J 't` �' \
I. ' , '"� ' ','' ',',- '�i,♦ cA�J `` \` `♦ \` \ /
\` \\\ \ \\ \` `\ \\ I'. I 1 I ' \ / /' \` — 7— ' 1 /-__� -
I I / ' '/ I ' ::: ' � : � / `\ ` ` I I \ \ FX GRAVEI ORNF (TRR) �+ I , , `� \ I ,
�/,V//,\"
/}��\ 111���tr
VILLAGE
�lJJ' E
1 , , �j�� , , \ I O - ,' , , , i i , ; ♦ , , `I'll I`, I , , \ \ , 1 I \ , I , \ ` \ \- 78 \ /
.+ ).. ; , / �J ' 'f . /' / ''' ' ' / , ' �� ` , , 1 1 \ 1 \ \ II \I , I I ; �. I / 1 `\ ` / ,''
; I I i Y -/ / l , "V . 9 ,- ,' ; ; /, , , ,� , ` , I 1 1 \ , \ \ `I \ \ \ 1 1 1 I � , , 1 / 1 \ `\ . ; '
I / / I \ . , / , / I / / I \ 1 /
-' ' / ; , ; , , 1 1 I ` \ '' / '
EX OH(TB-�l�
JL' ®JLO
FOR
NORTH PILOT KNOB
�f �j/ EX STRUCTURE (TBR) I ��' i 1
\ ' `\�♦ \ \ / ,� , /' • , ; - , I /// ,' , ` I / / I I / / I '\ '` '` \ 1 I ` \ ♦` , -- ,'11­1------- / I 1 ' \\ ,, : ; ' ;
I \ i \`` ,. 'r ®� /� ' __�` `.``\ ` \\` \\\ '',' I /; ;';'/ ;' ; ;' ;' ,� i ' ` ;' I I I I \\ \\ `\ ', , \I ___ :_ ., / \; �.�.,::..._.,. 11 \ \ / ,� ,' ' '
ROAD,
JLOOd Jl� LL�
+
` \ \\\\ `\ ,1 / i i I I 1 �, i ,, 1 1 1 r_ h i,-'' ``
' \
7 ,-' i
4\ `IIIIIIIIIIIIIII\\ :"..4: :.J "/ , - --`
Ill,
®JL' ����
/ 1 __ ��
•�: \+ .: '. \ / / ,'i 4 ' \ \\ ` \ `\`\ `♦ ` `\ ' ,'/ ' /' ,' i i ' / / ' / , / `` __ :� ` ; 1 �' ^ , \ i i , /,
-.: `
POI-2 s r ` , / //I ' '�'' ---��. \ \ \ \ \ ♦. ] `; \ `.� / /- ��' Jam' / / 1 , ' ♦ ' / I ' 1 I __ __ EXI9JWER POoJ`1 TO , / , ; '
..... \ .\ \ . • ... : ,' ' ' /': ,'i- '` \ \ `♦ \ \ `\ .00. `\ / /1'' 1� I D I p 1 ' ' --------1 �r `:. , / BE RELOG�iTED)� �( � ,. ,
\\ \ / / ,\\\;,`. I / ; t ♦ 1 I 1 , 1 , /
JL�®�Sll��®AO'
CAMBRIDGE VILLAGE
, ' // ' , ,"_� �\ _ �\ / /
\ , / , , ♦ \ \ �` 1 ,
i,, ,/, / , / \\ ♦ ♦ ♦ s ♦ I // / / / I / i
I w
307 PILOT KNOB RD
_ _
ll
--- / ,
\\ '
DENVER NC 28037
III I/,
JJ Ill
i / / I ,
o II / I ° ., /
__ / ,� - -- - _ I / EX TREELINE (TBR) /
It ,
�`;,`\
LINCOLN COUNTY
\ \ , ,;\ ;� / , , / EX TREELINE (TBR) I p ;
\ \ \ \ / / , `ice\\\ `` _ , / / ' ' \ / ' ' , , 1 6^., / .Il, , \ ' \ i / : a �- / �J / ' / ' , /
%
. f'' a� `� \
''` \I , I I I � ,' '� � c
_ , , / ` � � � ,, .i ` / /
i / ' I.
-------------'Z6 ` \ , II` \\ \
-r ''� 1`\ I`\ 1` I`.\ �
\ \- - - ' \ ; � � � ', 71 1
` I" l � -- _---- __ __�' -_: / I ' \
___ ,, `
1 1 --- _- --- --
1 I \ \ \ \``\ , ,, ` `\ ` `\ `\ ` ----
.. ` \ . `. `___-------------------- -------:Z: _-- -- _- ,
�`
--- > y_, \----------------- _,--------- -' , --- --- - '-- I
,' i =--
�.� ,\ -_ --- __ - - - ------ `, `\ `, -- : ' / i i i ' `\ -- `\ - ' / , ' i
775
`\ `` -- �--"------- ------ � `� - --- ------------- — I ' ' ---- % ' �,q'^ , , I EX POWER POLE TO-_,� \`r' % ; I I , ' i
.
-J ' I � � CATED) 7 \`\ � �
__-------- - , ,' ,- ` ` '-_ ------- - ;; -"-------- - ' --' -------------------------------- - --- ------ - - - - ,---' ,- BE RELO
_- `
ENGINEERING N LLC
LINE C, P
NCBELSP-1132
`. _
__,-
-----__ — — , ,, ", , , . . . _- \ --' — - ___-'� -'— ________________ __________�_ -- — --' -_----_____ _�------I / 1 , / , - I I I I
1927 S. TRYON STREET,SUITE 310
---- ------------- _ -- --------------- - - - -- __---- _ -- - -- - - �
-- ` --` --
-'-----'-\ ''-- '----_------ -- \\
`.�- ____
" ' '"
TE, NC 2820
CHARLOTTE, 3
-___ ____ __ ___ ____ ______'� --------- _-----__=_ — _— ——_—_—_— _— — —_—_— --- __ --_ _ ,, _--- .-- AV -- :}
--- ,- i
1= / , _`,; " " ,,--' ; I (' ; ' \ ; � � 1 S ;
': — — - -- - -_ -� __ -_ - _-- — ----- -� ------ -- ---- — - i
` ______ _-_ �'' ,I I, , ; I ' '\
/ -------- -_ ---_ -- -- --- ---' - - -
-------' - < 5 - - ------------------------------- -_ --
_-------------' ---- ----- -- -- - _- -----_ -�- -' _- / /I
Phone: [phone]
Fax' [phone]
— 65 -- -- ----- -_ - -_ --- --- — — ------------- _ ,-- ,
---I
_ — - -- �- - _- -- -- �- ---- --- --------------------------------------- - , - -- _ ,
-_-- - - ----- ` y ----
_ ,- --
-� —}- ; --' ;_````` �790-__,,;==='- --- -/- , ------ __ /, I, I, �; ' \\ \\` EX OH WIRE (TBR)I \\ \/ , 1 \, \ \\ \\ ' \ \`
I 'I-
\ _- - \
- �` .
♦ --- 794 -----------------
, , / '
- --- ------ ----' '
,- 1 , -- -------------------
--- — -' ---
�'
-' __, ,
-' 1 - _
11
'' ' / `
-'----------- —-------- _-_ - ----- __ _
,- / "" ' ' \ 9 �\
\\ \
'�(---__,0v
_ _
SEAL
,/ -'' / L — — — i ---' _ \ ------ - j8g -' / ''' / \ /� \ \ - _
,, �— — --- - - _
- -----� ♦♦ -- - ----' _
_ 047366 =
,
"- I
- ,, ,,,
°
' - - ,, /
°
'/ / -- - - 1-1 I`♦ ♦ \\\ \\`\ �' 0______�,\ , '/ `\\ � — — / / \ ` \\ `\ I / ___-----____________�___,
' / "11 -
,- OH -- -
' "-
SHEET TITLE:
___ _
/-'''"----' I -------_ `\\ ,_ — — , _ 0H�0H `\ I , , ,,-------
'" I ` \` ' `` - OHS \` ' ' '
PRE
`-------------OH- --- \ '' Ill,
fil
'
, ,
/ / ; ------ ; ,- / / / \ `\\ \\\\ \\\ — . \ — — — _ - ,, � ;' ; / /' ,' ,' ; ' /
I / .
DRAINAGE MAP
/ -----------
'' 1 / I--- \\ \ `\` `� : / : / 5ki ' 25 '12.5/ ,-''"�� 50
/ ,
MBER:
SHEET NUMBER:
/ I _____________ I ,,
I I '`. 7 ,
, // ', ' ,
- i / ' ' '
-- ' /
_ ,' __ _-'' \\ �' ,� I i ; i i ,' ----'C-601
' I I -------- - - \ Ill ,
\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - HPO.DWG PRINTED BY: MMOORE 10.25.19 @ 9:39 AM LAST SAVED BY: MMOORE

�- z 0 7
�� Lu0 ox o
\ I ♦
.-----' --_- Icl�
/ / /
I I _ \ \ \ I I 1
/ / ,/' • " /I''"' - - "-"-
'll /
= 4 Z - S
�.� -.
\ ♦
♦ \ \ \ \ \ \ \ \ \ \ \ \ I
\ \ 1
/ \
\
/ \
/ / I
, \I I
\ \ \ \ \ I I 1 /
\ 1 1 1 /
\ 1 \ l
, I , I
/
/ /
'''
\ / , / II ,'
\ / /
I / /
a
a-_
.... .
\ \ , \ \ \ \
-��� \ \ \ \ \ l
_
, , \ \
I 1
'"
\
, i
```-_
1 1 r , ,
'-'' ' '
1­1'41ci
(7 Z z
\ \ `, ` , , 1 \ 1 \ \ \ \\ `\ `\ `, \ . ,
'--- _ "' '``\ \ \ , `, 1 ' I I \\ \, `, `, \ \ \ - `♦
\ .
-; - -=
"" �•, I \ \\
, , ; , ; \
> -, , \ , \ \`-
; ; /J \\ \ \\ ♦\ \\ \\ \ , / / , , 1 ' /
It
-^I , I , \ . \ , i / , , \ 1 /
`, \ `, `, I 1 \\
, ,
' ;
;
\
I I 1 I ' / ; ,' ; I ,--/
,
I I I. 1 ' ' ; ' ; , ; , ; , -'" '' ,''
' -''
\\ I / /
j�
4
W W
W I Z > Z a o
� �
, - -- , \ 1 , , , , , 1 \%\ • .
\ , , , \ \ \
- �- �- --_- \ \ \ I 1 1 1 1 1 \ \ \ I \
I I \ ``\
\ \ \ I 1 \ \ I
`
, , , , \ \
, , , , \
, , \
1 , ,, / , \ , , ; ; ; ; ; ,
I , , \ I , 1 1 ' / , , , , \ , /
I / \ 1 1 1
I / / 1 `
, ' / , , '
, , / , ,--'
__ \ , '
, •- - __ \ \ \ ' ' 1 I / , ,/'
/
I , 1 , , / ,
_
' , I ; , , , ,
V
� 17 W I- Q = Z o -
S S (7 -
1 I 1 \ ,
'%"' _"� /- \\ `\ '\ `\ I I 1 1 I ' 1 1 1 I I I I \ \ \ \ ``0
a. • `\/
I I I \
\
I \\ `\
\ %♦
1 \
, I , I \
/ '
/ ; \ 1 i 1 \/ / / / I '
II - '
/ / / I
/ \ \\
/ '
.`\
,
\ \ \ ,` \t \ 11 �` ' II / /
/ //
\ \ \ 1 , I / / , / /
1 \ I / /
�
� �e C- m (!) Z O
Q O O W D, Q nco
\ I ` \ /_�
- \ \ I , , I I , I \ ,
-�----_-_-_----___
1 1 , , l , I I I 1 I , , !
I
- -- "- , , , 1 1 I I I
_ I / , , / I / I 1 I
1 , / , I I t I I I \ ` \ I
=: \ , I 1
' ' I I
'\ 1 '
\ 1
\` \ !\ ♦. \ ;
\
\
\ .,
I \ 1
, \ ♦ \ ♦ \ I
\♦ `\
I , / / , ,/ , / /
I' I, / / 1 / I '
I ; 1 I ; / / ; ; , ; \ ; ' / / l ' I - '
, , ,
I , ,
, I , / , , , / / / , ,
% 1 I , / , , , _-, / / , / i '
1 , ' / , / / / ' / / / I
\ ' ,
1 / / , , I
\ /
/,----_--
/ , , f' '
,- \
--__ \ \ / , - ♦
/ I \ \ \ , / i
/ 1
\ I I / �/ ``♦\
\ 1/ /' ,/ , /� 1, ,; ,
\ \ , '\ '\ 1 '\ , 1 1 I 1 , , '' / I /
\ \ 1 1 I I , , ,
\ \ \ \ \ I I 1 / / / , ,
/
I ,
1 ' 't t\ i i i ,
1 1 \ 1
♦ \ ` , \ I I
1 1 It 1 It ,\ I I
\\ 1 \ 1 1 1 I /
\ 1 ' /
W
W
, r m a z
� � W
o w <�
W
Q a w
Q d a =
� a O J
/ /t
♦� \ I / / , I \ \
� /' / � 1 ; i I i
--_-♦ \ , / / / / / , I I I I \ I
/ / / , I t \ \ /�,
♦ ♦ 1 / , / , , , I , \ ♦ \
1 \ \
-`I \ , / / , / 1 I 1 1 \
/ 1 I 1
\ .
\ 1 \\ -`
\
\ 1 \ ♦
\ \
\ \ \ \ ♦ \
\
\ \
\ \ \
/ \,
\ , / /
1 / / / / i / / /
\ \ \ / / , / / , ,\\\ ,
_ 1 Z / / / ,
\ \ I , / , / / / / O , , / ,
1 / /
\ /
\ / --
/ / 1\ / \, / / / / /
\ 1 1 / /
\7
_, \ I I
I
, I I
I ,
, \ I , 1 I \
-- I I
` 1 \ I \\
1 1 \ I I 1
1 I I ;
\ I
1 1 1 1 \ \ I I 1 /
1 1 /
\ 1 , , , /
1 1 1 \ 1 , / /
I 1 1 \ 1 \ I I /
1 I \ 1 1
1 1 1 \ \ \ \ I I ,
`
I I \ \ I / ,
' /
1 \ I
Q
� Z
4 W � W
Q w W m
® Z J m
S
J ,,,
� Z d (7 (!) S
1 1 , , / / I /
\ 1 / / / / , 1 I 1 l \ I \\ \ \\ \ ` _-__-__
\ I I 1 1 / f 1 / I 1 1 1v \
1 \ \ \ \ � I \ ` \ \ \
I I , / , , I , 1 1 I I / , , , , I I \ ,\ ` I ` \ .. \ ♦ \ \ ♦ \ .--
I ; /, I 1 1 1 I ' I , , , , I , I I I , \ \ , , , , , 1
/ , , I ' I I I 1 ' 1 , , , , , 1 I \ < I \ ` ` `-- '
I , I \ , ) _ _
\ \ I
I/ / ; / I I ; I I ` , I ----- /I 1
/ , 1 \ y , 1 \'' 1 / /
/ / / 1 1 1 / 1 , I \ \ 1 \ ,.XYY 1
IL ppp / Y /
/ / l I 1 / l 1 I 1 ; I ' I I ' 'I ` `\ ` \ ' I / � l \`\ \ �' / \ \ / /
, , \ / I Y I '
1 I I 1 1 1 I : `, ,
\ / / / I I
\, ` \ 1 / / , / / _��� ---♦
-_ -_
I \ l 1 1 , / , \ / / /7•\ / / / / / / \ ` I ' 1 1
\ ` \ \ I I 1 \ , / / -_--- ' , / / / I l \ \ ' I 1 I /
I I \ \ ` \ \ 1 , , I , , \ I
I ' ` \ \ \ ' I , / / , , .� , , ,,' r \ 1 I I
, , / I 1
I \ \ \ ( , , I 1
1 \ \ \ I , ' o ' \ 1 1 1
V \ \ \ I Ill/ , / / I 1
-
1 \ \ I / , , 1 1
\ \ \ I I / \ 1
\ I / , , ' , , 1 /
I \ \ `\ \ I \ \ I I / /
`, `\ \ `, \ ` \ 1 I 1 ; ' ' / / ; - ' 1 ' l 1
1 I I I I 1 \ \ \ I I 1 1 I
1 / / /
I I I 1 1 1 1 I \ ' \ 1 ` \ ' 1 I , I 1 / /
I 1 1 I I , 1 1 ` I \ ` \ ' I I , , I , /0
I 1 I \ I \
I I 1 1 1 1 , \ \ \ \ l I , I I / ,
1 I 1 \
I I I 1 I \ \ \ I I I 1 I
1 \ \ 1
1 I I 1 I 1 \\ \\ `\ ` '\ \ `\ I 1 '
1 1 \ \ \ \
1 1 I \ I
I I 1 1 I \ \ \ \ \ \ ' 1 ,
, I I 1 ; 1 I I I \ \ `, \ \\ \\ \\ \\\ `, `, \\ \ \ 1 I
M-'�
� '`]
V
Z
w
Q g
J H -
- W W S I W O
�e S W m S m D �
H Q (!) (7 H O
� S O H S S
d d J o
......
� w
/ , I l , 1 I I 1 \ \ \
1 I I I , I . I \ /V , , \
/ , , I ' , 1 I I 1 1 1 I I , I I \ \ I `/ `
\ ;
\ ,
\
\''... 1
1 \ \ ,, ;
\ \ \ , 1 , 1 , '- , _ _
\ \ \ \ I I - - /' - / - -
_____---___ _ 1
_ _ -` 1 ' 1 ` I
-_- --' ` \ 1 \ /
,
I I 1 1 1 I \ \ , \ \ \ 1 I
1 I I I I \ \ \ \ \ \ \ \ , I�e
_ -
Y u,
Lu
\ \ \ , I / / \ \ \ \ `` ` `, ` / `` ♦ ,/ , /
I , I I , I / I I ' / \ ♦ \ ♦ \ t• / / / , / , \
/ / /
/
\ .,
`\ \ < I I \ \
\\ I \ \
\ \ \ / I / -
, \ 1 \ \\ \ \ ` `\ `\ \ + II ' /,-I"
' , / Sp ! ,' ,
\ \ , / ,
\ I\ \\
`` `\
, , / \ \ \ �`. _
/ / / \ `\ \ `\ `�
i ``\ ♦
`\ `\
\ \ \
/ / I I \ I I \ \ \ ♦ ♦
II % ' ' / / / I I \I \ \ II \ \
, / , \ \
I \ `\ `\ \
W Z Q Z Lu z LL
7 Z J Z Y Y I "
Z
♦
\ \ , I 1 , , / ' / \ \ ♦ ` I - / ' ` \ \ 1 , �/ ` `
\ , I , / , I \ \ t ♦ 1 t , ' , , r / / ' ` \ , . \ \
\ \ \ 1 I I ' / , (I ♦ \ , , /, / / l \ \,' \ / , / \ \
I I I I I 1 \ ♦ `` \ `\ /' '- \ ,
1 11
, I 1 I I r ; ; \\ t\ I , / / \ \ \
\ ` I -____ 8� _ �, / / ' / , , , ,
` \ ' ` \ `
\ \ I 7-_-_ / , r , /
\
` \ \ I \ I \ \ \ \ \ --- --- / / / , ` I , /
\ \ \ \ I \ \ !!! \ --8i/� ` / , , \
`\ \ `\ \ \ \ \ \I `\ � -, I \ I ,,
\
/ / ♦ \ , \``�
/ / / \ --
`\ �_, ` `____''_
/ , / ` ` ♦
/ ♦` ♦ \
/ , / ` \ \\ \\ \
/ 1 , , \ \` \\ \\ \\
, / / / / , , /
/ / / / I 1 I \
' /i i / / I I \ ` ♦ ♦
" / , / / , , , / 1 I I ' \
, / / / / , / I , , I , 1 \ \ \
H Z O O = o
a w O Y Y
I- H
a w O w w ae
O o
" � S z m z Z z
, , , , /
\\/
,,,, ,
`\ \ ♦ . \\ \ /
\ , 1 \ \ \
\ -_-•---8 --
tiUL '
`\ `\
1 `
/
;
11
l
_
Pdi
/ ' I I ' \ I `\ `\/ , ;;; , ,
��`�
1 I `
; , ; \ \
I `
I '
�___ _� ``�v ; , 8��
` ` \ ` i -_ �' �j._ ___
;
` ` , , , , \ , ' I
; -__
`�
a�• O
' ; ; ; ; ; ; , ; ; I
, / , / , / ,
/
.\
I I \ \ ` X ` ` y , / • /, I - '
\ `, \ I , / ,
1 1 I ` \ ` ` \ \ `\ . -, ♦ I I ,/ / / ,, \ \` . , '
% %
I \ \ \ \ // \ I
\ \ ��"^== _==__ _-�.9 _---__ \ `\ 799
\ \ \ \ \ _
I ---
I I \ •': I ` \ ` \ •r /- .' __-- ` \ I11 '"' '
" . \ `.` `\` \ I \\ \ ,^\__ iy��___ `� \ � III `I / ' /
/ , ___ ♦ \ _ __
'----------- - \ _---
' ' �-%9 \ \
, , , , , , ,
/ I l / / , I., , / /
,/
' / i i i ,
REVISIONS
`
\ \ ��-�`
5,11",
�` ` , /'�-;;:'�' s \ 'll
\ ``� \ \
/, '�//'''
'
REV
DATE
COMMENT
BY
I
` ` `\ `\ 'c `` ♦ . II 1 , , , , \ \ \ 1
\ `\ \I . ♦ 1 �1 / //// \ \ I 1
\ \ �� `� :'. I
0 - \ `
♦ `\ \ ` `. '' - '�''' -'788'------- ' 1' I \ \ \ 1 \/ ' /
- - ,'� / ' 1 ' ' ' `I\ / BUILDING 9 A
` `` `�`. `� -'
'
I ' -_----_---------
9- -_ -- -, _
'- ' , / / /i , / ,' / I , /
/ /
I / ♦ \ I --' . \ ` \ :.. I
\,\ ♦ ` ♦ \ ♦ \I\ / I . \ \ f
\ \
\\ - Z
\ 0 \ I \ 1 ' 1 1 1 1 \ / TYPE 500 /��J , ,
\ `\\`�`. `=-' -'� __, -787------, \ 1 ` II II FFE=800.17 \ ,
` l I l I` ` \ I 1 13,600 SF /
'II', I \ I I \1 30 UNITS g
--786 ----^
_ -
/ , ,\ _ _ ' / . I
C-907) '1 ' -'� _' ----'-__--�------- ------ ''� / // ,'/ // /
1 / i " / . / /
/ / ,
11 /
` ` ` `, ` 1� \' ', \ \ \ \ _.' -_
♦ \ �`. ` `\ `\ . 1 \,I , \ \ \ ,
\\
I \ \
I _---`� `
` `_ �i -_- I
` ``, ` _-_ - '-: __----' ``\ ♦\`\`\ I`,1I\I `\ `III \\j ,',;., i / /'
\
--_
1 / / /
�`
/
.
"--------- -''- ''/I''''%/' /
-"''%.- /
\ \ \ , / \ \ . I I \ �� ' , - 1
\ ♦ ♦ \ Y`` , I I I ` '�j I j `
♦ �, a
III \ , �f 1 `'
\ \--
\ I ---- - _ , , d
\ - �� . , __--- , \• \l \\ \ I I I, ' ;
1 \`: \ -1 . 785 — ` \` \ \\ v 1 '
♦, ,\ \
♦ \ ♦ -- __-'-'' . \ \ `\, \
--_-- _--- , , ,
__-- \\\ _
;?:!F
, ' ' ' ' -_-_--
, / 1 / 1 / ']�\\
\ --------------
STM I
, I
------------ --, i ' /
'
- ,
_ _______- / ,
\ \ I 1 \ `�/ , (,11\ \ \ •\ _-` `\
\
/11�91, `\\\\`�\\ \` \I \ I �I, \
\\\ \ ,%
t `\
`f I \\ `,
I
` _, <--- -__- , , / , / ', ' / / ,� \ s A = 3.13 AC.
`\ -- , i i / i / l / - 19 \
\ , / , , 1 I I ' C=0.88
"'
,1 , ; 0, / , / / ,_- ,- j ,
I STM /i i c /' / i ' i ,'- ,II
1 , I , , , . ,
,
"/
I \� I 1 _ / / ' / \ \\ \ \\ \ 1 1 ,
, =:-.: \\ \\,\,� . - >11
_%
1, / I ��`
fz
_ _------_-- -`� -- `�/ , p n \ 4� 97 i ,
---- -___ _ /r ' \ 7 1=7.03 INIHR
'� 1 , 1 , , I / / , / , ' ' /
1 / ; ; / , /
'
' ' /Ill'
1 1,
/`� . / \
, ;, \
<-" / / ' I -/ / -- I I `, `I I
,.
/ I II , �I \ 1 `, / \\
/ , . � � \ /
✓ I' , v t
\ 1 ,
11 `\ `\ i \ I
IA. I \ - \ '
1 / \
`\\ ` \ `_ STM
�\ �+ 1 \
`�` �` ' �+—�,>:i 1 ' 9 ' \\\ �`\ 'r ' `\ `\ B-50
`\ ` , STM N \ I ..b :'•• BUILDING 1 \�/,
TYPE100 \ �
_ \ \` \\ \� C-100 I� \ % FFE-798.67
1 '\ / 1 , h , , / / /
\ qi
/ ' i/,'� ' I �' / '\� / / , /'
I 'l , , / / / / , /
/ ,, , , / /
�
, ,, , '\ f, , ,
'
1 , ,
I
i 1 1 1 // i
/ , 1 I
1 , 1
1
./ . • ,=' -' � - , -•` I , , �
,, , :. o _ ��_ \ /
�. . ♦
,' \•`\`::` \�;... I
, ' \ I /''"
, 1 /
11
. , ♦ / .,;>;:
, /-- ,
`` `\ ` ` w� STM �`� ssoo sF rn
-- :'� \ \ \ \ ♦ (30 UNITS) 1
C 90
• ' ` � \ \ \ \ i III , l cD \\
� � \ ♦ \ \ \ \ 1 11 STM `\ +- i
\
�, , ,/ , , , , / , ;
1 ,, , , , , , ,
,/ ;' / , , �' / /, �
/ M , / , , /
/
/ 1 I --_-------
/ , I \ —
` -"-"
/' f ' � ; '''' / ''-
- ------
1
•
_ fI \`: -' . \ : / \ ' 'i'::'
" �_ ----- '� / /'
`\ ` \ \ 1 1 , / , 1 C-80 ` / yam. , tN.:''
\ ,' \\ \ �\ .. in \ TM
, ,, , , / ,\ , , / ,
�; ; ' / / / ' / / ' i
/
I I
/ I ' _----- _--
/
I
1
��_;_� - -' --�♦` \\
,!-- ♦----_�------,; /' ; 1 _ \♦` /
l , /
, /' \ A ;
\\ r I ' ! 1 `\ `♦ I
\ 1 I `' I ♦ /
/ l if' 1 / , I / I 1
/ l'll ' / ' I\ro , I \
`\ ♦ —\ i -----------" --' / - -
``\ -_'' ------------ -/ -'
-" ; - — —
--- - /�� �� ��-% _ ,� /� ' : \ ` �r �i ;
. `;
- - - - ,
,,
; ` i /''
\` �� I ,, , 1 , \\ , \\ �C` ; /, : /•• BUILDING 8
t
'`Z` j/I �' I , I A -1.76 AG, i 1 ``�`♦
-
--
----------_- - /�--_------- ---'' '',
- /
1
KNOW WHAT'S BELOW
- -- --; , ,, , _
�ii %
_ �.(
1 � ,. �j - /, /, 1 I \ _
`\-----___---- -- --'- - 7/, ,/,; \_ 1 ` '\` „' /
\` 1 r'=-- ----------- �� I--�_'��' //i /'/i i' `! I .�1 I
1 �;\\\ .------ ';,-=;= --- -, „" ' /,.�/ \ `.,__�`., , ; -_ I ',
\\ — �_�_= ';=-' - ,'/ ' ,1 1
®
1 . , /
♦
I 1
� I
\ \
1 1 I 11 / TYPE 40o
, , 6 yr< FFE=795.17
.. ,'
STM -_> s,10oSF
STM 1 9 r..f
/ /// ,1, i � I�� ,, ``' C-70 6"` .}. (24 UNITS)
\ A �� t :.:`Y c-5o
•II
BTYPE242 �i
/ ,I , 1 - , 1 ` \
I
, 1 �,'` 0.69
I IIII I , - ; \
1 1 , ,
I , � / / \
I
'" ' N =.03 IN R ----
t ,,11 , , l , z �`---
-__ - --- ------------ ,-
- --- --
------ ---- ' / - -_ ___ "
� __"�------- --------------- /
"---- - —
— � _-- � — —
------ -------- - - — — __
'-'
ALWAYS CALL 811
BEFORE YOU DIG
// / /i �` I '
I -'' , ///,/ / ZI i ' \ , , C_ ` : 1 ,
--- T `. : ,/ / ,� / I I \ ._ / ,
\ \\ \\ \ I,.` \ , / /, . �. , ' \ 1 i \ ---` -- / ; , /
/ \ , , , \ ; - , /
I \`� �\\\ \\\\ `\I,'-, `\; \ /' /" Imo- 9
�(\l\
`'e'r
I .r.;�..
, 1 ` ♦
, ..: �
,11 ♦ z
/ ,,, %8 , ,
, , , S^• STM -
' f ' I / '' \' ` g�a ,/ FFE=800.92 •� 5
`
FFE=790.25 ,79 \ .. \\
9,250 SF
`\
\ i ' / '; 'I `.\
�!,' / , '
\ f\ �.\ 1 _----
/ I
I b.p/ ,, ,\ --
_/
, �� - -'
�%
--------------
/
_It's
--------------------/ __,:�
-- _ - ------------------------------------
---'
fast It's free It's the law.
NOT APPROVED FOR
/ /',/%� , 1' _ _ _ --------- --_' --------------------
' / �\,\`/ / / '// I i / __/ "' , ' / __ '��' ;„' _ (28UNITS) Ty J�\,\ ' I c i - ''- __� _------'' ,-_'------------ --
� 93 - --19 �� POI 1 /
1,,1 ```` -
,1 \,,, \ . ,I,\\ , , „ _ 1 1 , , 1 / / , 0 ,
/ 11 \ , t ; , /�/, , 1 1 I , , I , R/ '
\, /� , \\\\ , \\� �/ / / ; I I I , /
Y \ \\ r,\+Y�'/ / 1 1 \ , /
, .:::�':� . ,,, , \ \ , \\ _ ___--_
I % STM ,/, / \\ '�t.. \ \
•` p
:> ' . ,r `, STM \ _ -7
(
, .. ,><' B-31 '" BUILDING _ - DA-2 \ \ 9� _ 93\ �`
c
''-' II _ -- -------- ---------------
L-- � , I -
, I \ i <$� - - _ —
�/ ; -
— /
-�
CONSTRUCTION
%
/ \: \ ' / /i/i/ \ , / / / I 1 l \ / '
'(,\\� , \ \ � , / \ \ \ � , / / ,
1 1 \ \\\\ \ / „ / I / I \ `\ I I / `
\
` /if / ' I ' FFE = V . B-03.1 STM \\ \\ \
, -' '",- s,2so A 11.55 AC. 1 '9/ \\\ 9ti
/i� „' �/ = `\ I ♦ \ _ '1 G��
\
—
-/ \ o \
� -
1 `\ 1.___- -/
- _ ------ __ _
/ - __ ------------- —_ --_
PROJECT No.: FLB190107
\
G7 / ,/ ,\ \I `��_�/,, 1\` ;II/ Ik I, I, I \\\N,NX\S,'
\1 / ...4
I I'"
.
�STjN
;. /. 1 `` - \
.. 'I' ' ': `: -- \`\ 1=7.03 INIHR \\ / ` �- '
_ -
` II
_ -
I� r�- ,� _ --,-- '
'� '/I'I",'""-'-"-
- - _ _ _
------------------- �_''--� ______-------
DRAWN BY: TGH
CHECKED BY: APL
1 \ '' % / , /' %, ' / v, / `\ \ ♦ : ':`/'.�'
/ >L ♦ i , / ' -\ /,i / / , `, / \ `..,\ I ` / 9"
.�
/ . '
,
' :: / I I \ \t .:.
I ,a .
"�
.S 1:''
,,
: 1
..: ! ,
' /
0
- ft/* \ - \ \ \ 1 CLUB HOUSE
- - \ \
\ \ \ \ I�, T I I FFE =793.00 •
'�' 4
/' ,:' , / �n � �' � N ") fx Ip Ibetb is rn rn rn / ,
1 oo
/ / ' � , % '\� ,\ � � � U` �\ STM } I I
, '\ STM , I I 788 790
1 B-91 ,
\ '
I ! /_-__
,'" '" /
I \ � , i -
78%� ' ''
- - -
_
---------- _
\``��
__----- ----------- \' _
� \ �`_
--- -------- - -- `\ `
--- ----- --�--
DATE: 08/27/19
SCALE' NOTED
CAD I.D.: HP0 0
PROJECT:
' I I , / / / / X . , ' , STM I ; , STM I \ I I I ♦ I /' I I I ,/
\ \ ♦ 1 6 ., / , 1 1 78� , - ----__ ��\ `♦ `♦
/ \ ,,,, .1 a ' / --- ./ STM , STM B-42 \ 1 1 \ 788 / 1 '/ ,/ / , I ,,-' -------- ` ` `
\ , , , / / X� l,\' ra / \ \ 0 --- \ ) o , , TM I 1 , \ .'1 / I 1 \ / / / ' / ,I ---- \ ` ♦ `♦
\ I ,' , I d \ , � c-a, / c-a2 1 , \ ' 7 7 , I / / , I �'' - -- _ \
/ ;♦ , I ,
4. 41 , ,- —
I` • ` \ � ' ,' ' '�t , .:: I \ ,...:..:
It \ 4, .:;:
, I . `\\ .
/ / / / .µ 786 / .
I
�� STM /
\ / . . / / / /
'
� \ \
I I
I, \t ♦t \ \I \ ; / \ \ ,,;w.l;.;
�
:,
/ // , /_ �`\\♦ \ `�
, / 1vV, , C-00 ' / ..! l \` I r_, ,
'�\ p
I
III'
I _ /I / ,' /
/
\`\ `---
VILLAGE
I , \ / , .:/ ` '. yJ ,.
- \ , \ ,., POI-2
I \ I ' 1 , /'/ /
y Is , / I I I \ \
' �` ' I '
, // , , \\\`
,, , , �'' ♦ \ \
\ \ \�\ `
,; ,�/ `\ s;:\`�\
fir` \ \ —_ —STM
�� p� C A¢r ':1: I\, / , / , I I r -- -
/ � ,�.t, 1
1 _ `�.,. 1 �,
1 V� , , , / 1 785 1 1°'
L B , 8Q , , I I STM`1 f '
/ ' -_ \ STM , ,/ � ,, 3 STM STM , , 1 STM - 4- ' i 1 i / / STM \
STM g 20 1 / ,, --- g�o STM gsp 1 78 B-so g-,2o
i 1 / /
i : : /' I / / '
/ '
'' /: ' '/ /' /'' ' / '
, , /
\
/ � ' ♦♦ `\
, ` ``II
/ 1 \\
JlGE
MULTIFAMILY
FAMILY
l C�l' --�
,, , / \\ '/ / / 11,..t' ` I/,-----\`\
,
, / \\\`
---
B-10 :: / I B-130 \
11
/ / / / i , /
t
I,I
/ .:. ... . • - STM ... � .- Y
I' /�,/ `\♦\ \\ ♦ `\� ��:�.': ' ..: ...: .... ;.... ' . � .,.;,.s::".•':.
/ / / , \ ` / / , `Al"',ORI
I/ /I / I, I i\ �/ , , I ``: ' / \ \�\ 1 /. _\\.. .. , ... 1 STM .•. ..; .. ..}. .:w.
I, / I ' � I i , / /' i'I i !� \` \ "' \ '/,-Ii, _� I \\ 111 _ B-30 /B811 1 i ---_-- _ \
I , i ' / f , ''\ \\\\ \ -< ,```�` /. '-----_:76 \\ `t 1 ' ' \ TYPE 234 \
BUILDING I \
I\ \` \ ``.`.` ----- - - -- 5 OLILDING6 1 �b� I ♦
/ ' FFE=785.17
t 1O� , / ' / % , I ,
/ / / /'
` \ \ I/ OI''/,'I' /
X / ' , / / , / /
1 °s 111 / / / 1 1 / /
\ I
`\ `\
J i 11�'®�
1 1'
,
NORTH ®JL1TH PILOT KNOB
`�' / I ,� ///' !I \` \\ ,'
\ \\ \ ,-_^
'
--//V -
``
-`� _ TYPE334 1 1 `\
- - TKPE 334 I
FFE 793.00 1 1 FFE 795.8
5 9,250 SF
FFE 782.33 FFE 794.00 1 O \t _
/ 1 I
/ / , 1 `
/ 1 1 1
1 ' ' ' ' ' I I
, , ,
,
/ i
'II /
/ ,
_ % ;%- �� ' ,
/ ' ,I ; %�: \ I ,:' %'%'---_____=' --
/
�"
-- - ----
`
(28 UN TS) F1Q30 3F3 i � \ 1 (28 UNITS) TB9 �88 `♦
STM (28 UN S) 8 ; T
188 92
\
i � / // /' % i ( I ^ i 1\\ \
1 , , Io t \ \
I
,'ll '�
/
_ _ — - __-
ROAD, LLC
,-
y', , , , , -_ , ,� , /<_-- =_ __=--� --------- _- �' -� i -
//� / / / I / / / �`♦ /<'I=- __ _-_�_ __-_-----�-_
------ ------ -
/ I -' __ - - _
_
- _
785
_ _
--= 785 ---- __ _-- __- --- _ _ --
_ 790 6 787 -
,_ t / , 1 n
cl�,
_ __
'I\ I\\I\ \\``,
I� ''
'
----- __-_--
-,- _ _ - '
LOCATION OF ��7ClE
/ , / / \ / // -
< I ---''-' —'
/ ',\\\, 'I ,------ -------
_ _ ,_ ------
----792 - -=-- -
----- I 1
'
_
- \
-- _-
-- -------------------
CAMBRIDGE VILLAGE
l / \ l \;�
�
I/
/ ----- `� 181
/;1
``� '`. ';'��----
1 ` --�----------'-'"
—
— — — —
307 PILOT KNOB RD
�� /� / / /� \ � > 1 ,f i ,/ %� / ; '' ,''' ,'
,-
' I l ' / ' I I ' ' I h '" ; II ; , ; " •-'' ,•''''
1 , 1 , , , , I , , , \
---''"
/
— — ,% -; _ - ----,-'' y' ;' `, !�\`,
-. _ - -
-----" .\�` 788 �� / I / I `\
``
,,-------' --__ `` \\ 7Qni' ------ -- ;/ ♦`\ \\
\ -- 1 I
1
I 1 "g \_
I`\ � ,, l ` _ ` ` -------'-'"'
' _----------
— — _,-----
------------
_-----" -___�`-------------- __---- ---
-- - -- ___
DENVER, NC 28037
LINCOLN COUNTY
I , I , , , / / / , /, ,'
if , / \�'\
I I , / I I I / / / T. , / ' , ' ' ' ' / ' ' - /
,I , ' , I / / / ,\ / . `, ' / "-' , / / / / : / / : % II /
— ---- - - 'I
-------
-_-"_
-- _
-- `•♦ ♦\ ,r' " ----_ 93 /- \ `\
- "-" \ ` -:1 � — 7g4 `` -- ♦
/ \\
-'' \ \ --� \
/ l -------------------'
_ _
1 \ \ \----------------
_ _
------- - __,-----___
_ -__ _'- -
— � — \ --'' / — � �
\�\ �
I'
-- _
_-
r
I
`�` ``
\ J I-- ♦♦``
' ` - ` `` �:
`
U �`9�T i /I ' '
-
\
`` \` /
B Oh L E R
1 1 / / / / /
1 , , ' , , / / , / , / ,, , / / ,,,
-'
-
- � 7g5'
__` �OH,�OH
- — — 1 ``. I SOH �
-- -- ,Oy
""
- -------
/ , / /-------
! / / _ - --------------------------------
_ \ —__- - '
/ ,- ____
ENGINEERING NC, PLLC
',,__,-,-'
`
_
`\` `\ -
NCBELS P 132
/ / / / / 1 , , \ I 1 I 1 I I'
_-11- / `` `\\ `\\ — — '__ _
\\ Ill/// // / ; ' ,/ / _
,--
``
EET, SUITE 310
CHARLOTTE,
T980)NC 2820003
I , I ' ' ' , I I /
I; ' I I I 1 1 1 1 `\ I \ ` ,
I I `I\I I' I
I
I I `_ �j
/ _ \` ''^�` ---- , `� — — —
I \ 1 -
-----_ ``
I I '�-,,,-- ----- ____ '---
/ I I,- --- ___-"----
/ /, -
', "
\
_ '�'` _, �'�_ '''- —
---------' --- ---
`��'�� \_�___ �_ /-------------------
Phone:
Fax: [phone]
111I : I, 111 1 1 It - ( '\ \\\ 1, I I
; 1 �:�,A
' --, ,,` _�_---" I �_\ ,---
',%- , / ��'���__
,� �/ , ----------
��'� — -�
/''
N
NC@)3ohlerEng.com
I_�
1 I I I I I ' 1 I I ' ' I I I` \ \ 1\ \ \ ` \
I , ' I I 1 ' 1 \ I I 41 , \ \ \\ 1 \ ♦ . \ \ I
I \
1 I I'1 1 1 1 \ ; 1 \ I ,'11 \ \ 1\ \`.'\ \ \ \ \ \ ,
I 1 I \\\ A I A A `I- �`♦ ``v • `\ \`.
I
/
//
- \ _,_'_'
-'- \ \ \ `_�\\ / I \ ``\
--- , / \ !
1 \ \ -_-_-` ,- �\ \ ,
I —_
vv
``````'`_
,' -----
'L 1 '' / / ' / / / / / i ,-------____�_
I , , -
, / / / / — —
1 / / / / / / / / / / / /
_____ _''- ____
_ _
_
---______``-- ''_____-- ---
� �-- -----_
I 1 r'''/i
t , , A
1 1 ►I I I I `\ I ; `I ` 1 . I CA \ \ . \ \ \ . ``
I I y ' I 1 \ I \ \ 1 \ , \ \ \\ ` \ ♦ \\ \ \ \ ♦
`I `\ -� \\\ \`\
.-' _- -_ A
/ , \ \ ` - _ -___'-
. I __- \ ____1 `\ _ `\ _..__- \
/ ---
`\``
I I 1 / , / _
1 1 I 1 ' I I I / / / ' `-- --
I � /
\I
_-___---- __----
__ --- `'~------"_
"
---__`_`_-___`-_____-- ,-"
��``'
�� ''^- /,
,\ \\ \`
t % I 1 1 I` \ I \`\ ` \ \` \```
1 I I A A \Ill , \ \ A A ♦ \ A ` V ` \
1 1 1 I t \ \ \ \ \ \11 \ \ \ \ ` ♦ \ ` \ `
t I \ \ ` I I 1C `_ \ \ �\ \ \ .```
I I I I I ', I \I `\ I\ \\ \' '1 I� \ I `, \ \ `\ ` \ `\ \ .`
I ` \ \ 1 \ \\ \\ \\ \\ \\\11
\ I
/
+ /
i
I I
I I , /
I %
``, // ---
__
I _' '� �'_, ___ ``
__ ---- ---_
__ _ ____ --- O `♦ `V
\ _ `` _ �` \ \
\
---_-_` _'---- \p \♦
```` \ V/�`, ``♦ /' `\ -- '- I
\ ``. `
`''-------
1 i i ' i i i 1 r / / /""
A , I I I I ' I 1 I 1 I / ----
\ 1 1 I 1 I I 1 I 1 1 1 / /
II ' i I 11 I I i I i tI\ 'I %/ _i ""
I I / / ^ --
`
--------� _ _-__ ___-_____
�- ��'` - - /
_� --- _\ -
_ _ `` _ _ `__"
-
---' - \
-
-� 0 0
� �oo
- o -_
1 1 I '' \ ` \ \ ` \ \I \ \♦ \ \ \ \ __-_
I , t \ \ 1 \ \ \ \ `\
I I , I I \ \\ ♦ \ \\\/// ``` \ 1! ` `\ `\ \\ \\ \ \ \
I \
\
I
' I 1
1 , 1
�
\`
`-------'
I __ ---- _� - `\
/ _ I
`
`
, __- -----___ \ `\ ` ; --- 1 ` 1`
I 1 I 1 \ \ 1 l \ I \ I \ \ \ +
1 1 1 `\ \\ ` `\ \\ ` `\ i `-\\ 1
I I I \ ` I \ \ ` ` \ I ` \ / \ ♦
\
__`` / ,/'
-- —
,'' _ ''''
- SEAL -
- 047366 -
o
\ \ \ \ \ \ . \ \ \ \ \
II \ \ '\ \ \\ `\ \\ \\ ,^I \ �t \\ ♦ \ \ `\ `\ \\\\ ♦\ \ \ `♦ \
1 1 I I \ \ ` I ` ` \ \ \ \ ` `
\\
\ ,
`♦ `\ \ '\ /
\
_ O .
``♦ \ \` I i "" `\ '--------'- `\ 1 ` `I
, / '-- `
\ , \ \ \ \ I \ \
11 , I I 1 \\ ` `\ \\ ` ` ` ` ` \''--" \I
1 \ - I
` \ \
i ' `�'-----
'
1
=
o,
9�/-
\\ \ . .
, `I
I I I \ \ ♦ ` . \
\ . \ . \� ♦� \ \ \ \ \ `
I V \ vv vv `, \ `, `v Iv , , \ v , v `, ` `v ♦ -----
\ %r, . . , . \ I \ , , \ ♦\ \ .\ .�\ , •\ `\
\ \
♦ \
♦ ` ,
v ` V \ A ----------
• \ \ \ \\ 1
\
. \
, ----------------_--__ ` . \ __- -
I , I--- _.� �`.� `v A_ ,' ---' `
, \ \ \ , \\ I
`` `
1 \ \ \ \ \ \ \
\ \
'V 1 ` ' 1 V A 1 V A AV A \ \ I A A _ : -\ '
1 , I I I I I \ ` \ \ `I \ \ '
`. /
I � \` --__ -_
' ; V __ -
-
I ' ------' - ''/
o (-' I N`-
,ryyw o 0 0 0 0 �'��
'�,
�"
I \ . `\ `, \ \ . . --I, . \ . , ` \ . ` .
1 \ \ . \ \ \ ♦ ,�. , \ . . , . \ . , \ \ `'`
\11.
\ . I \ \
` ' ' \ I
%
. -___- '` ` \ ' // 1� I % '
/ ,-' _ ` . . v ,
` ` ' 1 ` ` ` \ ` \ ` \ ' '
1 I 1 , I I I \ I I I \ \ ` ' / /
I
' / _--- \ '-
1 __ \ --- __'-'' /
,�
Tip
, JL' L'�
\ 1 \ . \ \ \ //'` I ` `. . \ . \ `, \ `\ . `, _
``♦ \ \ ♦ \ \ \ ♦
\ `\ `♦ ♦\ `\ `\ `\ `♦ \ \ t �� \ ` `♦ \ \\ ♦ `\ ♦ \\ ` ```\
----
I I I 1 \ 1 ` I
1 ' I 1 \ I I ;
1 , ,
/ / . ``. ` \ 00 /, , I
/ / �r _ -` ��` \\ \\ \ \ / +/ , ; ,
I I `, `I `, \ `I 1 \ \ \ \ \ \ \ , , '
, ; I I 1 1 I , I \ \%\ \, \ ```, \ I\ 1 ,
' %, _ -` --'
, 1
\
\ [' 1 \ \ \ \ ♦ \ •
\ \ \ \ \ \ \ ♦ ♦ /, \ 1 \ \ \ • \` \\\ �\\\ \\♦ \ ♦ ♦ \ ``` -_` '
\ \ \ \ I \
I / I 1 r
' I I , , / I I , '
' I ' ' \yI
- _
` \ 1 ' /
, ```-` \ `` ` \ \\ // / ----1, /1 ;
' , ` '
I '
%
I ' I 1 1 1 I / I ` \ \I \ \ \ \ \ \
I 1 I I , I \ II `, I\ \ I\ `\ `\
' ' ` \ \ \ \
I \ i
I I
SHEET TITLE:
\ \ ♦ \ I
I \ \ \ ♦
\ \ \ \ \ \ \ I / , , \ \\ \ \ '11\ `'` _
` `♦ \` ` \ \ , / ;`. ♦ , ``♦ ` `♦ ` \ \ ` ` \ ` \ `\ ``I I '
`♦\ `
I 1 I
I , I 1 1 I \ 1 , '
`_-------
, - \ ♦ ♦ ,
/ ```
``♦ ♦1 I" ; 11 ,
' / '
' t , I \
I I I I
, ) ' 1 1 1 1 I ' , I ' 1% ` . \ \
I
I
` 1 \ I
POST
\ \ \ `\ \� `\ ,' I ,^ \ ;P� \ `\ \\ \ `\ \ \ \ \ ', \ , ,
�\ , `
,,, ,,, '\ \\ \ \ \ " \ \
IA —7/1?", \ \ \
, 1 I I 1 I 1 \ \\\ ,\
, 1 1 I I \
%
\
I \ I \
---------------
, -` \ ♦ `,I ; , , I I
I , \
` �` '
' ' /
1 , ,ll,
I 1 I
, , , 1 I 1 1 1 ! `♦ \ \ \ `
' 1 1 1 I 1 ' `\ I `\
/ / 1 I ` `\
\ \
I
\ I 1
\ \
\ `
Jl1/E \1 EL®�A\7 J1Eb �l�
DRAINAGE MAP
\\
\
I \ \, •\ \ ` ♦1 \ , \ , I 1 \ \ I ` Gam\ ♦ ` \ \ `
\
I I 1 I ' \ ` `\ \ \ I
\`` I
, / ,
I 1 , / ,- -__ \`` 1 / / / ' I
`
`` `` ` `` '
I 1 I \ \ , \
I / ' , 1 1 1 \ \ \ \ `\ \ \ \
`
I
I `
I \ \ \ `\
\
�1�
�,
\ , \ `� ,�;:` \ , , \ \ \ I 1 \ \ ` \ \ `\ `\ \\ ♦\
` \ I ` //'I ` \ \' ,/ \ 1 \ I \ I \ ` \ \\ \ \ \ \
q ' '^ \ / / \ , , 1 \ \I \
1♦ I 1 1 / ;L- \ \ \I ,// ` � 1 1 I 1 � 1 1 \ \ I ` \� \
\
-i \ \
I \ 1 ' \ `, \ \ \
I I I \ ' \ ♦ \ \ \ \
`\ , \ ` `
I I I \ \ , \ I I
\
_---------_
\ , 1 I / _ _ ` - I / I / , 1 I I \ ` ♦ \ \ I
\ , 1 1 I , --' - ``-` ` \ ```` ------ -- / / , , , I I ' I , I 1 1 , \ \ \ \ \ \ \
i /% / / ` \ `\ -\ / ' / /1 1 / ; ; i i i It `\ \\ \\ ` `
1 , 1 , I , , `` \ \ ` , , I I. ' , 1 I 1 1 I ``\ \ \ \ I \ \
f--
` ` '`♦ \ `♦ 1 I ' I I 1 t \ `
I \
\ \ \ \ \ 80 40 20 0 80
II ` \\ \
I \ \ I
` ` I
SHEET NUMBER:
\ / I 1 I \ \
' I \ ` - % , ' /,� _ ` `\ , , I , 1 , I 1 \ ` o \
-- -_, , -`. / \ I 1 I I \
\ \ , I I ' 1 I , 1
```.
, \ 1 \ ♦ \ \
, I \ 1 \ ♦\ \\ \ \\ \ I
t 1 \ \ \ \
1 \ ` \ 1 1
, I ♦ / ,
\ , I 1 1 I _ `` `\ \` / \ --- \ I / , i
1 , 1 , %1 / V----_`` C9% `, \ \ \ 1 _---_ , , / /
1 1 1 , O - ``\ \ \ ` \ - I /
♦ \ \ \
/ / , 1 1 I ``---- \\ `\ \ \ \
, , / / 1 1 \ \ I \ 1
1 \ \ \ \
\`
\
\ `\ ` \\ \ \ 1 .. 80'
I `\ I `I I
\ \ \
C-602
` I
I I / / `, \ \ , ' I ' I ' 1 1 I I
I 1 1
/ I I
``.
I 1 \
I \ \ \ \ 1 1
' I ' ` \ \
\
-- _ -
, 1 1 , , , .\ \ \ `\ O \ ` ', , / / /
1 1 , ,'' `\ �\ \ \
1 1 \
/ / I / , I \ 1
/ / 1 \ 1
l \,
\
\
\ ` \ ` \
`, `,
' , ` ' , I , , \ \ I I I I
\ \ ' I ' I ' I I I I ' ' 1
\ \ 1 1
' I ' ' . \ \ \ , ,
, , /
\ 1 , , , , •\ `\ `\ `\ \ 1 I \ ' , / '
/ / I / `♦ \\ \ , 1 , ,
\ \ \
\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - HPO.DWG PRINTED BY: MMOORE 10.25.19 @ 9:39 AM LAST SAVED BY: MMOORE

�— z 0 7
�� Lu0 ox o
....
� --1 - N \ \\ , \ \ \\ \ 1\ \ \ ,\ (I \ , I I / - \ 1, " , : I I I , , , "", , " , , , ,
cl�
�� 4 < < � D ,
'''
` \ \ \ \ \ \ ` \ / \ 1 \ \ / I I I 1 / / \ , I , / / /
/ \ \ I \ I
a
00
.....
\ \ \ \ \ \ \ _ �q\
, I \, I \ \ . \ \ / 1 1 1 I ; / 1 1 1 I ' / ' 10''
' ' -_--^ \ ` \ \ , 1 \ \ `. ''
\\ \\ \ \\ \\ '`\--_ ' ' '
` `1 `\ `\ `\ `, \\ , / ` / ' ; ; ; ;
� . ,y L (7 Z z
��----' \ . \ , , ; \ ; , , , ,' ,'-/
\ \ ` , , 1 \ I \ \ , / /J , / 1 , / 1 1 I 1 I /'
�
t \ \ \ \ \ \ , , I , , \ \ \ \ , ; ; I 1 1 ; ; , \ I I , , , , , , ,
-- ,
-------- ==%"= ,-_ `\ \\ `, ` , \\ \ \\ \ \ \ \ \ \\ , . _ \ , , , \ \ ` ,'-, , / \ \ , t \ \ \ \ / 1 1 / \ � ' ` \ I I 1 1 1 I I ' I / , r , / '"' "' , ,
\),,�'�//
\ \ , 1 , ; I I , , I \ , \ . . \ \ \ `, \ ` �° / \ `` , /' ` ` \ \ \ \ ` I \ / ; ' , / ( \ ` I I / I I , , I , , , / / - ,-- - ,
'--- = '- '`\\ ` ` , I, I I I \\ `, `\ `, \ \ \ - `\ , , \ , \ ` '^1 , , , \ \ ` I , ; ; ; ; I I I ' ; ; ; ; " /'
/" 1 I 1 \ \ \ o / ,
/ / / \ / / \ \ \ 1
'\ 1 I I \ a r I \ \ 1 /
'" ``♦ \ '
-,- - I \ \ \ \ C` 5'- `�� I \ r / / 1 / / r \ \ 1 I / / ' ",
- �' \
\
IlIiIIIIiMM4
0
p
Z
> p O o
� .� 6J Z Z > Z - o
'� g O w w Q
�� �- I \ \ ,'
--_-.- . \ 1 1 I \ , 1 , , / , , , \ 1 ,
\ \ \ , o``' ` S / \ / lI ''___-- /
\ 1 \ I 1 \ \ \ o'er , / I 1 , , \% 1 "
' I
/ I /
I '
\ \ o \ , I , I , , \ \ 1 I , / / , , ,
" I I 1 ` /- \\ \ ' \ \ %1 I
\ `\\
V
r� � � S S � (D -
S Z (!)
\ \ I I , 1 \ ' I / / I ' / 1 I ' / / / I , / \ / / ,
"-' ' �- \\ \ , \ I I 1 I , I I 1 , 1 \ 1 `` `\ `\ ; / \ ,\ \I \ ,1 j 11 ,/ // / , /
:'-= 111I / I 1 I ` i - / i /
= \ ` ` 1 1 I 1 I 1 I I I I+. \, 1 \ \ , I \ , l , I 1 I / , , , / I , \ \ I 1 , I , , , , , , / ,
`
1 I 1 I \ 1 \ �' \ � 1 \ / , 1 , I 1 , , \ , 1 I , , , , , ,
`, I1 I I ``\ ``� ` \ /_^ ` ' `" \ , \ I / / /
Z
H
J J
We Q O O w Q Q
m l!) Z O < o
m
II I/
` 1 , I \ 1 \ I � / l 1 j / j I I / / / / I --_-_-^ / ,
'♦ / 1 / 1 1 I 1 ' \ ��' \\ \ J
11
/ \ l 1 , , , , / / / / / , , , I , i > / I
I , 1 , l 1 1 ' ' ` \ ✓I `i \ 1` ' 1 I '`\ ` \ `1 1 \ \ 1 \\ I I I ; I / / j i / i
/ I 1 , ! \`, . \ % I I 1 I , / / / / , , , , , , , , 1 , / ,. \ , , ,' \ ` \ 1 ` 1 1 , , I I I I I , , , , / ,
I I , , , \ I
- , , ,
, I I I I i 1 . . `r I .� \ ,` \ . \ \ I ', 1 , / , , , , , , , / / / ^^^_ \ , , - \ \ \ 1 1 \ 1 1 I 1 I , ; , , , -- 1 / / / I I , I I I \ ` \ I , \ \ ♦ \ \ 1 1 ' / , / / , - % , , , I I 1 \ ,1 I ; ,1 I i i 1 / , / /
/ \ \ 1 i
-\ / , / / / , 1 I I I 1 / , , / I 1 1 1 , 1 I I 1 ,
/ I / ` 1 ' /
;
' \ ' '
/ I 1 `\ ` ' I I
�
=1 W
w
<�
_�e �-a y � a w
W :,,
,-
I � 1.11S j, - w
'� Q d
a Q O
- / , , / 1 I I 1 I , - ,(1 ` \ \ 1 , , , / / / / / / I , \ 1 I I I I I 1 \ \ 1 I I ' /
-_-\ `\ \ 1, , , , ' ' , / / / I I 1 I I 1 ,�e
1 \ ` \ I \ 1 \ \\ ♦ - 1 \ , / , / , / , , 1 I I I 1 1 1 I 1 1 \ \ \ I I /
I i / l I , , \ \ /, \ 1 ♦ \ \ \ 1 1 / , , r / I , I , \ I , \ I I / 1 /
\ \ \ 1 1 , , / , , , / I , , \ , \ \ . , . \ / \ , 1t 1 , , , , , , / O , / , r , \ 1 I I I I 1 1 1 , , ,
I I 1 1 \ 1 \ I I ,
1 \ \ \ \ , 1 1 1 \\ , I I I 1 \ 1 I ' '
/ , , , 1 , I I I \ , ♦ \ \ \ \ \� \ \ 1 / , , / I / / , / / / , \ 1 I I 1 \ 1 I , ,
`�\ \ \ I I , , / / / , , , / , I I 1 1 1 \ \ \ \ \ I / / -- _- I I 1 1 1 \ \ \ \ I I ,
/ , 1\ / \, / `
I \ \ \ / \ I I 1 \ \ I , /
I 1 `�� / / / ` \ \\ ' /
I \ I
0®
W = r W
Q w w m
Z J 0]
S H "
J - ,�„
Z d O` to S
1 I / , / , I , 1 \ \ 1 , / I , I I 1 I I I I , , , \ 1 I I 1 1
\ 1 / / / / , I I I , ` I \\ \ \\ ` ___- \7 ,, `
` I I 1 1 / f 1 / I 1 1 1v \ \ 1 / / / / / ^_^^ _-�\ 1 / , ,
1 \ l\ \ \ t 1 1 , \ , \ I 1 1 1 \ I
--
\ I \ \ \ / / , , , , \ I I , I I I I 1 \ \ 1 \ I I 1
__
/ / 1 I , / 1 I \ \ I I , ,
I /, l 1 / 1 1 , 1 I \ I ♦ \ \ \ 1 I 1 / �C,
I', , l I 1 1 1 I 1 I l , 1, , 1 I , i \ \ \ `'-- I 1 \ \ \ \ 1 -- ' 7.\ 7"" / I I %1 \ 1 \ 1 I I
I \ I , I I 1 1 1 \ \ \
\ I I
I ' I I l , l , I I \ I ` \ \ \ \\__ I , , `\ \ \ \ , I , , /' / , / / \ 1 I I I 1 \\ 11 1\ 1 I , /
I \ � A / 1 1 1 I
`/
�H'`]
V
Q w�
J H -
> Q
� w w S w 0
4e _ 1 0] S m
H Q l!) (7 H p ��
1 l 1 1 I , \ \ , \` \ . _
I , I /
P` , ` , 1 I \ ` \ \ ( 1 , , , ,Y ' , / ,
1 \ \ \ \ / I / , l I l 1 1 1 ' I , / , , I I \ \ I 1 \ \ ` \ \ I I \ \ \ 1 , / \ 1 I I
/ ,, / / 1 I , 1 , , I 1 / `\ ` \ \ � ` \ `\ I ' d / \ 1 I 1 I I I \ \ \ 1 I 1 1
; I
1 1 1 1 \ I / , I I \ \ \
\\ / \ \ \ 1 I I � / I 1 1 \ \ 1 1
/, / 1 I I / 1 I 1 1 1 1 1 1 I 1 \ \ \ \ 1
1 1 1 I l 1 / I \ I \ ) 1 \ \ I , , / \ , 1 I , \ \ \ \
/, , , , I 1 , , 1 1 1 I , , s , I 1 I `\ \ \ X I I ✓ , I \ \ •. , 1 \ , , ; I `\ \ \ \ l I ; ' 1 1
I I I 1 I \ I I / \ \ ` \ I 1 , , , , ,' 1 1 1 1 , I I 1 I I , , \ \ \ \ \ I I 1
/ I I * I \ �\ /1 \ \ :. \ \ \ \ \ \ I I , , / / ' /--_------ ` ' 1 , 1 I 1 I , , 1 1 I I , \ , \ ` \ \ ` \ \ \ ` \ \ 1 , /
\ ) \ \ 1 \ \ / t \ \ \ 1 I , I , ,' , \` I \ 1 1 I I 1 ' I I I \ \ ` ` \ `\ \ `\ `\ \ \ \ I 1
1 I I 1 1
,,
� S O H S S �
S
® O S W O w
to d d J to o
�' - =
�' ......
\ \ , 1 \ I \ \ \
I / 1 I 1 I I I \ ` \ \ / / \ - \ \
I \ / , \ \ 1 . \ \ I \ , 1 I I \ \ \ 1
j I I 1 I I I I 1 1 I , \ \ \ \ \ \\ \\ ' � \\ �'1. \I `\ ` \ \ ,' - � -^` \ \ , I 1 \ \ \
I I I I I , \ \ - - \ \ 1 / / / \ I \ \ s \ \ \\ \ \ \ \ ,' ' -_ / /' , -- -_� - .. \ `\ \ \ `/ / 1 / l l 1 \ \ \\ \ \
\ \ ` \ /['/ \ />'. , ,-, , , / r \ \ I \ , \ \ \ \ \ \ 1 \ \ , ''\11
I \ \ � 1 I I I I 1 1 \ \ \ \ , \ \ \\ \ \ \ \ \ \ \
\ ` `
``` ````\ ` `\ ` I I I I `I \\ ` ` \\ \\ ` \\ \ \ `\ \\
I \/
\",\,
I 1 I , 1 ; I'\ \ `` , i `\ \ •. , \ '.� \\ 1 1 \\ `\ ` \\ i "" ' ' /
LLI o
� (!)
O W zo J
O o
\ , \ ` ` \ / \ ` .' / �( i \ \ \ '' ,' ,' __, , / , 1 1
1 \ \ \ , I 1 I / / I I \ \ \ \ ` l ly 1 / , / , \ ` `\ ' ` ` ` \ \ \ \ \ \ \ \ \ , / / , , \ \ \ \\
\ / , , I I , / / / I I \ \ \ \ \ \ ` \ ` ` `
,/'\
` `\ 1 1 I I / l I I `\ `\ \ \ ' , / , / \ \ G''i \ \ 1 ` \ \ \ \ \ \ /' i ," / I ' / / i `\ \ \ `` / i % / / / I , '1 1\ \ \ \ \
` \\ ```�`____''"' ' \\
I \ \\ \\ \
r
Y z m
44
g 7 w (D Z � � w
O O
'`\� 1 \ ` \ \ \ ` I - ____ 80 - / I to,
\ 1 I t 1 / C"O I - / / i \\ \ , �i' \ \ \ - / / / / / \\
, ,/' / / / / /'-` \ �_
\ \\\ �-,
' 1
\ , I, l l I \ \ ) ^� \ 1 \ , ' , , r / / / ` \ , . \ \ \ \ \ 1 7-_^_ , r r / / , \ \ \ r , / I I I , \
\ \ \ 1 I I l l (I \ \ \r' , , / , /, , / \ \,•' \ / " / \ \ \ ` \ ' 1 \ 1 \ \ \ \ --- -- / ' / , ` / , / , , \ \ \ . , /i i , , 1 1 \ ` \ \
1 I 1 , I 11 , \ \ \ \ / \ \ \ \ \ \ \ -BUD - , , , \ I / / , \ ` \ `\ `�`�__ , , / , , 1 I 1 \ \
` 7 / , /, I , 1 1 \
,/ , , , \\ \ ; , , ,
1 / \ \ / \ ``\ \ , / , I \ \ \
I \\ ` `, ` \ , ; ; ; `\ \ \ ` ` \ \\ ` \ \ \ \ ` `\ , I ; \ ` , '
I ' 1 1 ` ``. \ \ 8 / , ; 1 I 1 1
H Z
S
� 4 a w O Y Y -
H H � ,
- w O w w z =
4 � S Z 0] Z Z Z
I / , 1 \ / I \ \ , l , \ \
I 1 1 , , , \ \ 1 , ,
1 I i I \ ` I ,� : , / ` ` \ ` ` \ \ \ \ ` , \__ ¢-_-`� _^` f I Z / , \ \ \ \ , , , I , I I
I I I I I , \ \\ I ) I \ \ \ \ \ \ \ \ \ \ , •/ "'•---- __--U(il - ' 1 ' , , _\ ♦ \ ______ _/ / ' , / / ; ; / , , I , 1
�\ \ ..., , , , , ,
.`.` , , l / 1 \ ' l , / , , / 1 / / l
`\ `\ / /,
-
I � ......
r� Pdi
1 l \ \` Y / r, , / \ \ \ 1 \ ` , -_ _ _'tiUl' �--- � , , , I \ I � , , , , , I
/ ' I I , , \ \ /I , / , / / \ ` \ \ � - - / 8o0 , / I I l / / / /
11 'II \ \ \ \ \ 1 1 . / ,, / 1 I \ \ \ / / K\ , / / / / / / / , ,
I , ` \ ` % ` ` ` '/ / / / / n� , I ' I ' \ \ \ \ ` ` \ \ I / '% ��"^� ____ ___-_79 , \\ r / / 799 / 1 / , / \ \ `\ , / / , / / r / , / , /
\ '7 9-_------ `` \ / / '
r-' / -__
\ / I 1 l , l , tt<-- / , / l
1 %\ \ \ \ , \ , J .. , 1 x y / \ \ , ,� ��- _ / r , , /
\ ` / -�-----__ / '---- :\\\\ , ��` ``_-_ __ / / / / , / , / r
I , 1 \ \ \ \ \\ \ \ \ '�___ \ \ 1 1 ,, / ,,' \ x QJ _ ` 1 1 \ `REVISIONS
\ _ \ \ , t ' ' d �a I i , `�\\ \ \ 1 % ,s \ I , , / 8 OFFSITE BYPASS / \ \ " / , / / , / / , , , / " , ,
' \ \ \ \ \ - %/, / / /, ♦ �`, />j 1 \ \ \ \ \ \ , % ' __ _ _ \ `� \ I / , A= 1.58 AC. ,� -`, i 9 - \ ,_ ' ` / , / ,
_ _ _
I , 1\ \ ` ' \ 1/\ / , , /, / , `, ` 'c 1 \ \ , \ \ \ \ \ l "- -; ,',,',,"\ = -/,9 "\ I ' ti 1 , `�-__ \ -- I I , , , ; /; "/''"
\ "
\ \ \\ \\ \ \ \ ` \ \ / , " ,/ \ \ \ 1 \+ I \ ``\ I \ \ \` ` \ , " - -- -___ /y �.____- -_ ```\ \ \ \ \I`I\ / , ' / 1=7.031N HR ' + -%9 - - ^` \ / / i , , , , , / ,i
\ --_ - --- - '-- - - / / ', % /r /' %"� /""' ''%.
/t
\ - �_ \ ,, 1 I 5 / ---------�\\ cs---- 791 \
%
"
REV
DATE
COMMENT
BY
\
'� , i i i ,' i , Z ,' / , "
� d Y t 1 BUILDINGS / ,''" -' -- -- '_� , , , , , , , / ,"
_ �� - '. I \ \ \ `. `� ''� ''" ; �r"-" ER 788'______- 1 \ l \ 1 ' DA-23 / ^^\
\ \ \`. \ \ `! �`` ; I , 1 , , \\ \ \ \ I `
--- `` \1 \ \ \\ \ ' .. 1\ \ 0 \ \ -'�� 1 \ l 1 1 1 I `, 1, 11 \ `1 i TYPE 500' • r 4 / , / �j' . 188 •'" , _ / ,', . , , ; ' , �,
\ \ \ \ ` ` " `id \
/ `\ `\ `\ `\ I \ \ ` YJ� I , I \' ' I I 1 1 , C=0.87 / / , 1 , 1 / '---_--^--`` ^`^^`-`-^` ___--_------'_ ' /,, , / , , , ,
\ / �D \ /i
\ \ `\` � `
`\ i
\
\` __
/ \ - -
\ \ \ \ / \ I . \ \ f ` \\\`\`
I '' -' - - r _--' 787------, \ 1 ` 1 1 1 I FFE=800.17 , I , ," --� , / ,/ ,
--^-``_``--`'-------_---- ''� ,
\\\ \ `
\ \ I•\ `\ \\ , ♦ \ , ,'i \ ` `\ ♦ ✓ �! , ` \ \ /- 1 1 i ` \ , , , 1 1 ; \ I 13,600 SF . ' 1=7.031NIHR / , I , 1 / / _ _ , " " / / ,/ , ,
"'
\ v .�`` \\ \\ ♦\` `T- `11 % t: 1 ; ; , , \\ \\ \\\ \ -- -- i 11 `\ ',.:. `\`, , \ __� / , _-' --- ---- \\` \ \' `\ \l \\,\,\ 30 UNITS - --��-- ---- -- / ♦ -, ___-- \ t , \ ` �\ ( ) .: '" .:a' ," 1 70.34 yqF ' i / , r /r / -- �__--------' - r '' % // /"
�` ' -
_
-' - "'' - Z'" ' ' /.
III\
` `YI ' I `\ ` '>j��� \ ` ; `\ '"- � ` —785- \`\ ``�\`l \"`\ ,\i1; f,'.. : ; I , 1 1� i l r - --- - '
=-�
1
-` ___--''_ _�
\ \ \ I, 1 -- --' :
-- -, r
/ \ `: \\" 1\\ ' `Fl:.,:: / 6 , 1 �1 I \
`\ `♦ `\ `\ \ \\ 111/ I \ a 1 \ !--_'___,-- \` `, ' 11�� STM L , / /
`_ 1 \ \ ---" /-- _ "
/` \ \`\ 1 _ f 1111 \ ` V \,\ 1xv1
il
I�, , \ \\ ♦ \ \ \ \ \ � ` , / 1 / , I , 9$ 1 ( / \� I / k, , '"/
I \ `\\` \ ` \ I ---------- - '�- _�- - -� - --_ , / / / , / ' r I C=0.88 B-20 I , , , /\ , "
I , / \ ` \\ � \ `-^--- -- _ _ -`_--_ -_ , , 1 I I I=7.031NIHR I / I j I / '""' ---- -
rt-;/ 1 , - J %'� / \♦ \\ 1t 1 \ 'Q ` ` i , `� :-'------ -'- -_ _ / I I II -. , OFFSITE BYPAS ^ I l 1 , , I / / ' , , l I l ,11:--/ ,
I ---__Jr___ ___ _ ___-- / / I , / , / , 1
1 1 \` i , " `\ \`�\`\` - ` -`\iJ ` / , / / 1 --- ^^ , \ c=o25 , , I I / , , I , , I 1 , l'' / ,.
h;
11 1 / 1I
� % �� - "' , \\ , - -- ,' / / , \ t DA-21 �b'� I i / , , I , 1 , 1 1 /
1el�l - ' % -,�- - -\\ '\ /
' h
",il—�
; , . \ , \ , 1 , 10 , , / / / 1 / ,
`` _ \ `, STM A = 0.30 AC. I
//,'\ I ; ,\ I / % t 1 i j 1
; , " / — - , `1 I 11 `I ` `\ i \ / \`� `\ �` �
//" '� ' ,% ' \ ��\ 'r � `\ Zb\
I \ 1 �1 , I / I 1 \ \ //�q� \ "` =a- ' �i $TM N ," SF b.:' • BUILDING 1 ` co=7031NIHR / 1 i I , / / , / I I I
/II ` /// ':: •. _ \ \ �� TYPE 100rn :•F.Y , �, I 1 I / I I / I 1 _
\ /�/ \ 7 \% FFE=798.67 ` M / l �, l l '\ I\ , , I i I i
\ :''Do -
�,1, , / I 1 / \\ , \/( r•.�: _ - `\\`.\ \ \� L C-100 ^ <D \ u-, a, , , , I
: \ '�
_
`
„ �4' - •� , I I I lei' /'" _ \ \ ` \ ` \ �`� 800 ' l I l l , , I , I \ -
/' \�` `` - 1 , / / \ , / \ \ \ , _=- W STM \ 9, f� OJT/ , I , / , I / / / I ; I \ -"" I
0 C
:. �' � `� / , 1 , , \ \ \ - \ w� 30 UNI oA-zo " 3271.06 SF 1 , / 11 1 , i I i I i I I 1
\
��, \ - ^\`��\ `. ♦ ♦ -" , I I ... \ ``\ ♦ \ r ""0.98 AC �••• 'J•::. I l / / ' I ' I , ' , / I ` --�--------
r, \` ♦\ ;%, ,� , i;: \ \ ` t{ 1 R / / / C-80 -`\ \ - 1=7.031NIHR I l/I / l I , �\ , , / , , I 1 I , / -
J
It\\\
•
1jv \\`\\ I ,/' / , \ \` \I li ' �l 1 11 , / / , / , \ \\ \\ \ - /
-- i / / t 1 I _
�(/////
'.! 1 / --
r
' - / - 83 , —
' o, 1
�/ii'/,' �� � , \ ` � ' I DA-17 �•• 1=7.031NIHR t, / l I ' I ' / ' 1 ' ` /
/� - % ,,, , :� �� �i l 1 ` I � A= 0.70AC. '�:::�:�`.'• •:;�.' \ I BUILDING8 .Z, II 1 1 / / , 1 �- _ '- __-_ - --
` \` `
::.
I ";;;;,� , 0 - ,, �.; 1 . l :�• _ '.•s' I TYPE400 , I , 1 1 I \ __--------- � i _---�---------- , -
\ `
KNOW WHAT'S BELOW
/ , ,r ♦ A = 0.18 AC. < FFE = 795.17 /' I l I / , ___ --- / ---- - ----
/ , _ _
I , - 1 I _ _
/ �- 1 /. , o c o.2s .$gy�pp , / 1 / /
\ __ - _ - 1 $TM > @SF 11 I 1 \ _ /
lj�
\ I-------- --------- �� ' -��'' i,' ,' i - i �\� ` -�' I F I-7.031NIHR $TM 9 � %.' •' (�[4i1NITS I �
1 I \ I • .F _ \ cr 6-� 9855.7 I 1, 11 , l t] / , \ — — - _�-- — — —
\ I \� \ \ I �_'
___ ::
.f
\ I ,,\1 ——_—_-_'' "�""'- --" ,i,' /'/ ,/ \ \ r' �`. `�� .. - 1 ' `\ �` " C-60 , \ t l II ' l I Z I ^---_ -- ----------- - --_-
I " .r \ ` ` ,,- I .; \ , ,/, :� , • .. .:..:::.... 1 UILDING2 •� �11, I 1 I � _
Fi ''/-
ALWAYS CALL 811
BEFORE YOU DIG
*,;y..
- " `� I' ,1 06
`---_-__---; / I / // \ I , \ � ,
E234 ' ' ' i ' ' _ - -
I / , •.:•..�.. ` :!' •: .. . I I , \ .' FFE=800.92 '\ � / , ^----------- ------------------
zz , bb, / --
- / , ' % i' i 1 / I ' ' \ STM F 69�FSr '1g5 - '�;. , , � /
_-- '' - ----------------------
`\ \ \\ - ,' ,,/. \ I , I ` `- - ' 1 , , .•... I ,' 2� -- -----_:�-
\\\ \ ` \\ ` ,^\ ♦ ,,,' , ,,,,, , \ , \\ ---, _ , , I ® 1 ♦ , , , / `\ B-aa '� •tom � fi I / ` _/ '- ,- — � _ - -
28 U NITS
It's fast. It's free. It's the law.
NOT APPROVED FOR
-
, - _ - _ /
, ,
1 -
\ , I - _ _
/ i l \ r _ 1 4 ♦ 1 -
\ 1 k' _ - -
' \ / 93 -19 �� _ ,.� - -- --� % -- _- � - -_
-
I , \\`\\ , ;- , ` ' ,',,, 1 1 I , 'I ' ; , ; • ::�1,. , _ ... : s.' ;' - •• < - ' , ` f<. ♦\ __-- -^ 1 - -- / '---
' �
` � --- ----------- _------
.•'"•• '
/ �7 � '/
`�
STM \�`` \ c=o.85 I i ------ / -- --_-_ _
\♦ \\I ,, ; ,/ , I I ' i I / ' ? / — — — "-------
, 9 \ DA-18 1
\ \\\\\ \ \ � ,' ` ; ' 1 1 , , i �• . ' B-31 � STM \\
\, I , , , , , 1 / BULDING4 - _ I-7.031 2 - 79 \ -%, I \ t9s - ,-" — — —
/ , I 1 1 1 / / / „ 200 \ \ \ :'.p' •� A =1.25 AC. 1 i S! / —
•' r. " . , B-03.1 `STM \ \ \ �\ \ _/ \ -� \ - --------------------- _ —
\\ , ;\\`\ ` /,i' \ , , `\ 1 l \ i �' ':�K" ,if FFE= E' B-03 ` `\ \• •••, \ 7� \ ��` '/
� --------- -
I \ 1 \ / / .�..• � "3•. .::.� .X•::.'. 9,250 ♦ \ \ ` /
CONSTRUCTION
, / \ \ 1=7.031NIHR \ -------
--- _-- -- --- - _,,
s \\ , ,, ,, / / , \ / / / / .f!: : \ , _ '1 1 _--- ---,�--::::-----
\ I \\\\\� : ' \ I / /' /' \ \ ` , , I / ; .:::o- : ' �j :` '• % p, . : : , ... :. ; \ \ DA-3 ` \ 6., - --- /- - -- ,_--, ---------_- -�-, - ---
all
G . \ , \" - .: ' 1 ' ♦ / /' ; ` \® �' I / DA.15 :.- ` \ \ 9 \ _ ,,.. _ �• � -- -- ;; '�_- ---- ------ ``` '�- `` '`--
, 7 9 - -
- DA -
40 A
, , - 0. 1 03 INI
/ �' // I �
I
FLB1901 H
DRAWN BY: TGH
DRAWN BY:
CHECKED BY: APL
, / -7
/ \ \ , \ \ -- /
- \
u 27
c _
1 „ \ _ -
, I o , 1 1
/ 3.00 _ ♦ , / FFE _
x \ - - .85
/ � HR - _ , - INI , I
r 79 _
2 "�
,. _
, r _ / R -
v ,' INIH , _
, ` , - 03
, 7 _
/ '\� W
1 t�
I\ TM
S
DATE: 08/27/19
SCALE: AS NOTED
CAD LD.: HPO 0
/ -
_ , I I _
, 8 -
, ,' '\ 88 9 TM - -
\ S % _
1 8 _
/ i B-91 � -
, I I
1 c-5o \ 9
" N S F \ , 7 , \
, 1 15 \
, x STM / -
\ , G --
, 1 -
TM 8 -
/ / - S , 7 _
/ ,
- TM -
a , o
C-42 ; \
l
PROJECT:
, \
\ I `Zl r
I I / , `. -41 v
-14 \ / , A \ , \ D / /
I /
- 78 / 3 \ \
, -2 \ / 26 , / ,
/ A
- 7 , 86 ♦ \
�6 1 `\
A�1V1IJ���� E
1 I / 1 ,
\ - TM S I
\ , \ �: \
\ F AC. /
•:r:
C i `♦ tt \
A-13
C=0.62 , 1 , i ' /�, , , / , / / \ \\ \♦
, , \ , , , � ,..t :: � ,/ /"' \♦\ ` , 1 _ '`•/'71 AC � 1=7.031NIHR � DA-8 'tJ �.• - $$"'" ' ' / `----
I , \ , , .: / \ • ' ; i.'..� , ,/ , ,' \♦♦ �,. c n¢r :., = , , A- 0.27Ac. `" r A=0.42AC. �' :... ` ,- / , , / , , / "" / , \ \
-
" ' ' `\\ ` , \ .., \ ` // , , \\\ / 1� /� C-0.74 , , 785 , C - 0.76 1=7.031NIHR ' / �% , , / ' / ' ' /' " \/ `
"c / / / /
i -
+\x'
I
VILLAGE
/ I ,' , ,, j C=0.85 /
, 1 ji`� 1=7.031NIHR
/ , I , \\ 1 \ ` , , , / , ,� _=7.031NIHR B , , , ,
y I ` I I i •' " \ ` ,; , �, `\ ;.:�\ _ L STM 3 STM STMI 4 1 i\ 1 / / / , ,% / i `\ \ -- ` \ - _ i _--- ---=7.031NIHR STM
" , II ; / , / . � __ `\ \ \ " / j ` \ \ - STM I , , STM I , I 78 B-90 I B-120 / / . . , / , / / / 1 \
" / \\ / , / - \ - ., \\\`\`\ STM iii Ii'.- ' / B80 / ,' / TM , / , ' ,' ' ' / ' ` 4 S� / 181.2 / � / /
- , \ - B-50 I I \
r \ , \ C 30 I ,
1
•i1E
MULTIFAMILY
\ / , \
\\ „ \\\�\ :,:. / ,
�, \\ \ \ c ��� STM � � DA 1 ; / ; , I / � r , / I \ `,
,' , : " - , ,, \` ,' `\" * STM ~ \ iRI I 0 , , , , \
,' ((�'r `\\ "1 ; '�;\\ B-3o STM / / of , I ,
•B
FOR
�, , ,
\ - ` I DA-11 B-70 , 1 45. I NG 7 \ , , / , i / J
\\ ;\----__//V -_=_- - YIPE3345 AC0�86C. DA10 6 TYP 234 (
FFE = 85.17=7.031NIHR 1 , , , \ I
A=0.29AC. DA-5:•:_ `Os - / 1�\ �' , /, ' , \ / / ,®J11��
/ / / %" ' ' , , (\ , ' ,',i' / I', ! _ `\\ ` __=0.83 FFE= 95.84 , I I I ---__�
\ \ � / ^ 17.031NIHR .00 •;.;.• T 1 ' l ' 1 1 I
C=0.71 I
^ `` `�` �-
'}
jj�j���((���y�y}�
��L®� JL)11�®�
1=7.031NIHR , , I I � �
, , � / , / / / / /,� \__---- � E=782.33 33
' -- _ _ _ 17.031NIHR (28 ITS J : 1 1 I , I , , I, , 1 � /
, ' ' / / Oi ' ( \ 1 i ' , /, --- __--' _---- �%' -_ 8 UN TS) STM ' (28 UN S) '`�D•: .`:'� ::.��c•• 1 1 j I � I ( co ^ 1 \\ �� /
/ -y -- _ _ _
••off••
'Ilk / / , y/, / I / , -, `\ 1 /� , ,_ __ - _--�-� -' __----__= - ;�,i _ _ C-43 . ,� . -_ `, � / i 1 i i I ^ ' `\ \`\ -_-_
ROAD, LLC
,, - ___'_
I i / / / I , \ \ 1 /I!_ = - _--- -_---- -. ` _ _ __--- -- _-- _ _ - a0 - 6, a h R c9 , I , 1 `%\ \ \__--__--' - '
-----�
_- _ ____ _ � m °o m 6, / I � I \
785 790 ,� � � 1aa �a� � � , � �` \`.
c -;
792 � I \
' a� \ ' \ `; �_--; ---^ - _ \ -- - - �__�;;;;, 790 _ :— __ % \ , i ____ - ;� \I I' �� \\\ \` N '` \\ ----- __---
{, ------
__ 792 -- 1.11 -'�� ��`\ �-------'"
\, \ 1 `
CAMBRIDGE VILLAGE
>� \� \1•� I .. ; I/ , --,--------- —
♦ ------
/ " , ^ `\` ` -
l
307 PILOT KNOB RD
DENVER NC 28037
- "' 9 ' �
/ / — — -- �" 7 Y � ; ' / I ` \ \ ` \ o
1 , / / / -- , / , , ,/ , "'' "''' — — — ------------' -- OFFSITE BYPASS _ 7 , ` \ `
1 , , , / , , I , , / / / / I A=7.60AC. -- �• _ - / \ \ '" / - �' ��------------_ _,, '---- __-
--
I I l I , I I I ' / / / ; i �/ / , / , /--------- C = 0.20 ` `` - -_ _-- 792 ' -I - , \ � `\ `\ ` , I ,. - - -_ --_ _ --'' - _------'
, / '"'' "'""'
�� ```�
/ , / I / \ l --- ----
I l l / ,� 'I " -_ \ -
"
LINCOLN COUNTY
, , _ - - ---- - ----'- ------ - _-----____
, , , / OFFSITEYPASS 793 -
� � \ \`
/ _ 7.031NIHR
I 1 / l , v, ¢' / i ' ' / / ' ' ' ' ' ''" /------- A= 3.6Y -- `\` `\ t ....___� QA \ \ 1 , � \ -_�_ -'-- ---__-_--' -'''
` -------- -
X.
`
/ _,- ___I
i I / 1 I I I / , Ib� i I / , j / '---- I, i I , / / / / /-�''-"''=7,031NIHR - - �' ''' - \ \ \E Imo' ♦\ \ — 1 \ \�` i i `���-____--__-------�� \ ��--^-- __'-' / /
'' �►/ ` ` \g5 1 " ` ``. OH�OH ` 09- - /1 - 41). , i ----------
I
�M
Y� L E R
W
1 , I , , I , , -`<'o , i ' I / i / ," -- -'\� I -------- ----- . /
1 , , , , ; / , , , , , I , , I ---'- -"- ,-,-, -____- ' \, \ `\,, \\\ \, , OH ------------ ---- �__ _ --B
,' -' - \ ---; I I ; ; ,"'- ,
- - `` 0�1�
i i 1' i / i / ' i i c*= I c, 1 / l/ / ' / ' / / / '- -' - \ J�d�t I --------- / '------------------ --- `-- ` - ''' __--'---------- -_
\J�' ]f/ ',,\ate 1 , , r / , / , � \ �`
-74
, III , , , I l I I I ,�`� G , /, , / / / , / / �' '' ' \ ` - `\ �'A6, 6 r'!ji ..�j -- ``` ---------------- -'-� \ '
J
1 / I , , l , , / 1 f�\ I ,, \ /'/ / , r 1 / , , / •' / "--''-- `\ \\\ \`\ �\,�` P' � 96"� `_ \ \\\♦ � i // ; /// //----------------- '"- '--------------
, / , , , I m1 I ' I , 1 I , 1 1 / , ,' --�- ` �----' 1 � l / i -" — — -^---^ `_ ___' '__' __
1 I `\ `\ `♦ �' \ — — — --------- ----
/,;
ENGINEERING , LLC
EERING NC P
NCBELS P' 132
1
1927 R 310
/ ,' ;I I I ! ! 1 < I 1 1 1 , I I I I 1 I / ,--- 1"- / — _ _-,-
I , , 1 I , / I I 1 I I ` / I r-'- / \ \\ \\ .10S( i'y `` _� \ ` , I , , , , / ; I / / -- -�
1 I --- _ _ ``---------' �-�-
1 I ' I I I 1 , 1 1 1 1 \ 1 \ \ ,-------- ` r R7 �a . , , ___ ___
1 I 1 1 1 1 1 \ f `\ / // / ,
` ,,"`. - '� - - -
1 1 , , 1 1 I , I 1 ; I 1\, I ♦ ,` , \ \ \ \ 1 - `��_, . `. . -� ---- - - �\ \ \ . / / , , , / -' -------__ --__ ^`--- / —
I I I `.,,`` `
/_
CHARLOTTE, 980 N72�$ 003
( )
Fax: [phone]
( )
%
,,, - �_♦ ,-_, --" - i ,' , % , , ',% /, , " , ------------ --- ��'-`��_ `��'-� ��'� \_�— — --
1 1 �, ( 1 1, ��`;` '` \`, \' 1 1 , -- ,\ --------------------
; ; �11'1,
1 I 1 1 I I ' 1 I I I ' 1 \ \` \ \ `♦\ \ , 1 / ''- -\ \ - ``` `___ - -- \ \\\ , �___-' I \ \`\\ I 1 I/ / / / I /I / ' / ,, / ' / ', ' -------------- - --__/-� ---- ____'
�, 1 1 ', 1 { I\ `, i;..1`\ \\\ `, `, `\ `\ 1 ''" 1 % ♦`\ `, / �/ / ''" '- ------,--'
NC@)30hierEng.com
@�ohlerEng.com
111111
A A' , , I ,,
I I i � ,\; I o I ; , , I / /' / — — — — — `-- -____ __--------
- -
1 , I't , I , \ , 1 \ t 111 \ \ \ , \ `, `\ `\ \ . // - I \ \ --_--- �` . 0 . 1 , , , , / , / , / / \ - `\ - ----_- _------ �-
, , I , , A , A ,� `v ` ` • `\ \`. :_ --
v`v 1 I ; I I ; I ; : / / V -------- ''-^-
1, I
, I "-' _— - . --''' __----�
,I ', 'i �, 1, `1 II ,\ 1 `I '/'i 1I - .� `\ \ \ \ \ \ \ \ \ \ \ \ \ `- / , I \`, `�`` - '\\ ` ,, - \, i ' ' i ,� i i i l i i , / / ---^------- - ----- ----_ ��, ____-
'ttl
I , \ \ \ \�ll , \ \ \ ` \ \ ` \ ` , ; -�-' __-^ - ^__^ ___�- `\ �V�>\ij� `, , \ I I I I I I I I I I , , ' __-- `` - /
` ``
, I I I , ` ` \ ` ` ` \ ` `, \ 1 `^_ -_-__ ``. , 1 I 1 I 1 1 / / \
��
�
o
�\1
, , I 1 \ \ \ \ \ , ,--' _ - \ S`' 7 p� \ I 1 I 1 , , ,
\ /
\
I I I I I I \ I, \ , \ I \ \/ , \ I� \ \ \ \ ` \ , \ \ I / - ___-_^ '-- 8/�`�,` ` , `\ p `�) ` ; 1 , I ; 1 I , 1 I I I , , %- -� --_ ^---
` -
`
1 I I ' I , \ \ \ ` I I \ \ ` \ \ \ \ I , / ' `\ I �'7q� rr\\(� I , , 1 , , , , 1 1 _� _�
'' `\ . `\ \ `\ ``, ' \ \\` ' `-.e(j'_--''"'' `\ ', I , 1\ , \ ,I ,\ \ /
\ ` `` `\ \ I //
°
-
-
` \\, \ \ \ \` \ , 1 \ \ , , ,,'
1 1 I ` \ ` \ \ _I , ��``
' ---- '`-____--
II , \ \ \ \ \ I ( \ r \ \ I \ %- --- \
\\ \
, , 1 1 `\ \ `,'1 \ `\\ \ , 1 , _ ---- \\ - \\ \`_ ,
` `\ "
-\ �d ��� 1 `\ 1 , ` `, 1 , , , \\ \ \ \ \ , \ \ `\ `\ `♦ '-11
\ SEAL \
_ 047366 _
1 - --
'" '""
I 1 \ . I . . . \ \ ` \ , \ , \ I I ,, ,''
1 ` \ . . ` \ \ \ — — ` ♦ \ \ 1 ``\ . . .--------- ' \ \ , 1 , \ \ \ \ \ \ . ---- I -----
�` /' AQ7 ij - 1 `` \ 1 , , \ `` , ` \ \ . , , \ \ I f ,
1 I I ` ' \ I . . \ . .\ \ \ . . \ \ \ I\ \ . /`` ------____ \
` \\ \ `\
1,
o
o
`�D
o
\ . . _
---_---
` -
1 I ; \ . . . \\ . \ \ \ \ \ \ \ \ \ `\ `\ . \ \♦ ___ \ � ` , , 1 `, `, I I , `\ \ `\ \ `\ `\ I 1 \ ^^ --_
`'`.\ `` \ ♦ I- \ ---' ` 1, 1 \ , \ 1 \ \ \ \ \ \ \ \ \ \ - , \ I ' ; I//
I \ \ \\ \\ `\ \ `\ `\ /\ \ \ \ \ \ \ `♦ ` `---- \ -_ \ ` \ \ \ '----_---- I , "-�� `. `` ` ---- -
` ` I ` ` ` ` \ I I , r \ \ \ \ \ \
�yy `' , ['
� I N
<ry, -- °*�
. \ . . . \ ,
\11
\\ \ `\ cD . `, - I I I 1 , 1 ` I / / . ``\ ` \ 00 /, , I 1 I `, `, `, \ `1 , \ \ \ , \ \ \ f I ' '% I - -� ---
\ , \ . ♦ . \ `11%—
, //r` ' I I ` \\ . \ \ \X
_ -`�` `\ \\ \ \ /V , ; ,1 ; ; I I , I I ; \ \\ \, \ `\`, \ I,1, , I�`\,
\ `\ `\ \♦ `♦ `\ `\ `\ \ \t 1� \ \ ` \ \\ \\ `\ \ \\ \ \ \``\ I ' 1 1 \ ; I ; / , , , I I 1 1
1 `\ I
\ \ \ ` \ \ \ \ \y' \ \ \ \ \ \ \ \ \ \ ` ` , , 1 --�r \ , I , \ t \
\ ♦ \ \ I I I i / ` \ 1 I' , ' I ' ' i i i , 1 \\ \ \ \ 1 \ \ \ \ i
\ \ ♦ , \ \ ♦ \ \ /�,` \ 1 \ \ \ ` \\ \♦\\\\ ♦\\ \ \ \ \ ``` �_` I ' I I , , , I I I ' , ````` `_------- `\ \\ \ \ \\ // / ----.` II ; I I I , i \ I\ `\ I\ \ I\ `\ `\
\
``\ `., `'\\\ I
SHEET TITLE:
` `\ ` ` \ \ , / ;/` ♦ / ` `\ ` ` \ \ \
, , I I 1 1 I I/ I \ ' 1 , , , I 1 I I I I / , \ \ , \ I
I \` ` \ \\ I , I
\\ \ \ \ \\ , d . \ \ \ `\ ` `\ \ \
\ \ ` , \ \ `\ / ;/ / \ - ,'/� \` \, 1,
\ \ I , , 1 1 I I \ \ \ 1 ' , /--------------- \ \` , ; ' 1 , ) I ,
`` ` \ \ ` \ ` \ '`` `'` \ \ \ 1 I I , I I I \ \ 1 1 , - \ '` , I ; / ; , ; I I I I I , , t , \\ `\ \ ` ` ' , I
\ ` \ ,.. \ \ \ \ \ \ \ \ \ `\ ` , , , I 1 l ` \ I , \ 1 1 1 1 , , \ \ , ,
` ` `. ♦ I , {, \ \ „ \ \ \ \ \ ` \ \ ``\ \ ` \ \ I ' 1 , , \ ` ` \ 1 , , \ `\` ' I I I ' / I I I I I I I \ \ \ , , I
\ \ \ \ . \ / ``\ \ I , \ \ , I
\ \ I A I \ \ \ `\ \ \ \ ``\\\\ I% I , \ \ 1 I \ , / , , I I I I , \ \\ \ , , , ` II
,\ \` \` \\ \` `` \ ' „/ ` _., , \ \ `\ `, \ ` \ `\ \ `\ ` \\ ` ` \ \ 1 I I I `\ `, \ \ \ \\ , , /'----------- - - ------- \-------- ``' I I I ' I 1 1 1 1 1 1 1 ` `, ` `♦ `, \ `, I\ \ ,
"
\ \ ` \I \ , \ , , \ \ \ t;,\ \ \ \ \ ` \ , I ' \ ` ` \ , I , / /------- -- g\ 1 , / , I , l 1 1 I \ ♦ \ \ \ ` \ 1 \ \ \
\ , \ \ / \\ / , I I 1 ,
\ I \ ` / "- - / I l 1 I I I \ ` \ \ \ \ `\ `\ , \\ \ \
\ `� pl/�i \ 7 \ ` \ ` `\ `\ `\ I ' \ `\ 1 /
\ ``�` ` `` I
SUJ1J/ DRAINAGE
P
AREA �1 MAP
I , I , \ \ \ 1 , \ \ I , \ \ \ , 1 / ---- ,` i -- , / 1 I , \
\ \ / \ , \ \ \ \ 1 \ \ / -- p - / \ \
\ \ I \,ii ' ` i/ `\ I i ` ` 1 ` c� \ \ \ \ \ \ \ \ , , 1 \ \ \ \\ \ \ \ , I , / - \ ----- t\� I , , , , I , , l 1 1 \ \ \\ \ \ \ \\ \ \\ \ 80 40 20 0 80
``` \ \ \ \ \ \
\ ' ' % " ` -_%: ' \ 1 %1 I I \ \ \ \ , \ , \ \ \ ♦ \ \ , , , , \ \ �� , , I / ' l I I I ,% I
SHEET NUMBER:
_
1 , �- \ _%, / <--\ \ / I I , 4, \I , I \ o ` 1 ` \ , , \ , ` ` , I ' Q\ �� -- `\ �` `\ -\ l ' / , / , , , I I , , \ \ \ 1 \ , \ , \ \ 1 ��= 80'
` / I 1 1 1 I ' I I , I 1 ` \ � ' ` I \ \ \ , I , / V -- C9 I ; I , , I I \ \
\ / I 1 I I I I , I ' ' I ' 1 ` ` \ ` ` ` \ , , 1 , I \ \ ` ' --_-- ' I ' I / / , I , 1 , \
``\` \\ , I, 1 , ,
`'� ```.\ \\ \`
I 1 , 1 \\ `\ \\ \` 11 _ '1 \\
`\ `\ I \
C-603
/ , I I i/ I % `. : I , , I 1 , , \ I , , , , , I i - �� ` I /I i % / i ' i \ \
I 1 1 I \\ I
% `\ o
% /
1\1
I / \
I \ % \1
%
\
k% i
\\BOHLERENG.NET\SHARES\FL-PROJECTS\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159 - HPO.DWG PRINTED BY: MMOORE 10.25.19 @ 9:39 AM LAST SAVED BY: MMOORE

POND SIZING CALCULATIONS

DESIGN:
GIVEN:
WET POND #1 CAMBRIDGE VILLAGE (DENVER, NC)
DRAINAGE AREA TO FACILITY = —Ac.
LAND USE = Shopping Center
ESTIMATED PERCENT IMPERVIOUS = 73M
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 4 FEET
PERCENT IMPERVIOUS = 73%
SA/DA = 2.21 % = 0.0221
SA REQUIRED = 3.13 Ac. X 0.0221
= 0.07 Ac.
= 3,013 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVID E TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCA A PERMANENT POOL
THE VOL= FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = 1 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 fts
3) Pond Drawdown Time
Pond Height above Orifice =- feet
Orifice Invert Elevation = feet
Orifice Diameter (D) _—
inches = 0.08 feet
Orifice Area (a) = 0.0055
square feet
Gravitational Constant (g) = 32.2
ft/sec2
Head (H) = 3.71
feet
Driving Head (Ho) = 1.236
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.029
cfs
Time (t) = 275,119
seconds = 3.18 days
Note:
The calculation is based on the orifice equation where:
]above
Y — CD 2gH.
10/28/2019 1:45 PM Page 1 of 1

Wet Pond #1 Design
Wet Pond D Treatment Volume
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
788.25
8,900
0
0
789.00
9,858
7,034
7,034
790.00
11,185
10,522
17,556
791.00
12,569
11,877
29,433
792.00
14,008
13,289
42,721
Wet Pond D Permanent Pool Volume - Main Pool
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
782.00
1,189
0
0
783.00
1,650
1,420
1,420
784.00
2,179
1,915
3,334
785.00
2,777
2,478
5,812
786.00
3,444
3,111
8,923
787.00
4,176
3,810
12,733
788.00
4,176
4,176
16,909
788.25
4,176
1,044
17,953
Wet Pond D Permanent Pool - Forebav
Elev Area (sf) Inc Storage (cf) Total
Storage (cf)
785.00 360 0
0
786.00 983 672
672
787.00 1,618 1,301
1,972
788.00 1,618 1,618
3,590
788.25 1,618 405
3,995
Wet Pond 5 - Treatment Summary Requirements
Total Treatment Volume Req. (cf) =
8,033
Total Treatment Volume Prov. (cf) =
29,433
Total Treatment Surface Area Req. (sf) =
3,013
Total Treatment Surface Area Prov. (sf) =
8,900
Wet Pond 5 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (sf) =
8,900
Permanent Pool Average Depth Req. (ft) =
6.5
Permanent Pool Average Depth Prov.(ft) -
4.0
Wet Pond 5 - Forebay Summary Requirements
Forebay#1 Volume Req. (20%) =
2,547
Forebay#1 Provided (cf) =
0
Forebay#1 Percentage Provided -
0.00%
Forebay Treatment Volumes
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
Forebay #1
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(I)
I = Percent Impervious = -
Rv=-in./in.
Vi= acre-feet = ft' Vreq= 1606.57
Permanent Pool Average Depth Calculation
Surface area at bottom of shelf, including forebay (sq. ft) = 6,217
Surface area at permanent pool level, including Forebay (sq. ft) = 8,900
Surface area at the bottom of pond (sq. ft) = 1,189
Depth, distance btwn bottom of shelf and pond bottom (ft) = 6.00
Permanent pool average depth =
10/17/2019 3:39 PM Page 1 of 1

WET POND #2 CAMBRIDGE VILLAGE (DENVER, NC)
DESIGN: WATER QUALITY TO MEET�§EMOVAL -
GIVEN:
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Residential
ESTIMATED PERCENT IMPERVIOUS = -
1) SA/DA RATI O:
AVERAGE POOL DEPTH = 4 FEET
PERCENT IMPERVIOUS = 66%
SA/DA = 1.90 % = 0.0190
SA REQUIRED = 7.95 Ac. X 0.0190
= 0.15 Ac.
= 6,580 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 = 7.95 Acres
Rv=0.05+0.9(1)
1 = Percent Impervious = 66%
Rv = 0.64 in./in.
Vi = 0.427 acre-feet = 18,585 ft'
3) Pond Drawdown Time
Pond Height above Orifice=W3.00,feet
Orifice Invert Elevation = 6.50 feet
Orifice Diameter (D) _- inches = 0.13 feet
Orifice Area (a) = 0.0123
square feet
Gravitational Constant (g) = 32.2
ft1sec2
Head (H) = 6.44
feet
Driving Head (Ho) = 2.146
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.087
cfs
Time (t) = 214,713
seconds = 2.49 days
Note:
Theabovecalculation is based on the orifice equation where:
Y = Cn ZSHo
10/17/2019 3:40 PM Page 1 of 1

Wet Pond #2 Design
Wet Pond D Treatment Volume
Elev
Area (so
Inc Storage (cf)
Total Storage (co
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
22,702
21,539
90,596
Wet Pond D Permanent Pool Volume - Main Pool
Area (sf) Inc Storage (co Total Storage (co
771 1893
776 6102 19,988 19,988
776.5 7231 3,333 23,321
Wet Pond D Permanent Pool - Forebav
Elev Area (so I nc Storage (co Total Storage (co
774.00 725
776.00 1,670 2,395 2,395
776.50 2,277 987 3,382
Wet Pond 5 - Treatment Summary Requirements
Total Treatment Volume Req. (co =
Total Treatment Volume Prov. (co =
Total Treatment Surface Area Req. (so =
Total Treatment Surface Area Prov.(so =
18,585
69,057
6,580
9,604
Wet Pond 5 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (so =
Permanent Pool Average Depth Req. (ft) =
Permanent Pool Average Depth Prov.(ft) =
9,604
4.0
4.1
Wet Pond 5 - Forebay Summary Requirements
Forebay#1 Volume Req. (10%) =
Forebay#1 Provided (co =
Forebay#1 Percentage Provided -
1,858
3,382
18.20%
Forebay Treatment Volumes
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
Forebay #1
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(I)
I = Percent Impervious =
moffhoiEn
Rv = in./in.
Vi= 0.427 acre-feet= 18,585 ft' Vreq= 3716.97
Permanent Pool Average Depth Calculation
Surface area at bottom of shelf, including forebay (sq. fo =
8,772
Surface area at permanent pool level, including forebay (sq. ft; =
9,604
Surface area at the bottom of pond (sq. ft) =
1,893
Depth, distance btwn bottom of shelf and pond bottom (fo =
6.00
Permanent pool average depth =
10/18/2019 10:35 AM Page 1 of 1

WET POND DETAILS

PLAN VIEW
6"
BMP Inset Table
Wet Pond
Project Name:
Moores Chapel Subdivision
SequencelD:
1
Surface Area (sq. ft.):
35,615
Drainage Area (acres):
19.6
Land Use/Development Type: Yp
Residential
Percent Built -Upon Area:
52%
Permanent Pool Depth (ft.):
8.0
Forebay Permanent Pool Depth (ft.):
6.0
Flow Diverter Present (YIN):
N
Regulated By:
PCO
Treatment Effectiveness:
Optimal
NC State Plane X (easting):
1,408,500
NC State Plane Y (northing):
558,035
TRENCH
WIDTH
GRADE
=11
W
a
w%
ITIi
= ILI
O-RING
RCP
(DIAMETER
-
i
VARIES)
a.
;....�..
11
.
i
°
� II
12.
I I=1I I=III
I
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
FRONT VIEW
FRASH RACK TO OUTLET
ROL STRUCTURE WITH
AT TOP OF RISER STRUCTURE
33 PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
BOTTOM OF FOI
SEDIMENT DEPTH MARKER
ER
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
12"
PVC CAP WITH HOLE DRILLED PER WATER QUALITY
ORIFICE SIZE LISTED FOR WET POND
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED. j?
DRA WDOWN A SS EMB LAY
NOT TO SCALE NOT TO SCALE
TOP OF POND = 792.0'
FABRICATED ALUMINUM BAR GRATE DRAINAGE STRUCTURE STEPS (NCDOT FABRICATED ALUMINUM BAR
TRASH RACK WITH 5UM OPENINGS STD 840.66) INSIDE AND OUTSIDE OF _ _ _ _ GRATE TRASH RACK WITH
STRUCTURE SPACED V VERTICALLY (TYP) 5"X5" OPENINGS
24N8" SECONDARY ORIFICE
ELEV = 789.2' TOP OF RISER = 791.0'
24" 0-RING OUTLET CULVERT
ELEV = 788.3'�
1
4'X4' (INT. DIMS) OUTLET
CONTROLSTRUCTURE�
6" PVC DRAWDOWN ASSEMBLY
R -
WITH 1.0" WATER QUALITY ORIFICE
ELEV. = 788.3'
I/
I I■■■f
■
TRASH RACK
SECONDARY ORIFICE
-----
PERMANENT POOL = 788.3'
SECONDARY CONTROL ORIFICE
PERMANENT WATER QUALITY
ORIFICE
0-RING OUTLET CULVERT
WITH ANTI -SEEP COLLARS.
5'X5'X2' 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" 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
CNCR TO BE MIN.4,000 PSI COMPRESSIVE
SALL
TRENOGTH.ETE
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.
1 1 ;
I I ,
1 1 ,
I , I
� , 1
� , 1
I I�
I
I
� I I
I
� 1
' 1
� � 1
BTM OF FOREBAY: 785.0
BTM OF SEDIMENT STORAGE: 784.5
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS)
I
I
I
I
I
I /I ,
I ,
I ,
I ' /I ,
I ,
I
I
I I
I
I
I I
I I
I
I 0000,
I
II
\ I
\ I
\ I
\ I
\ � I
1 i
\ � I
1 ,
1 ,
1 ,
I 11
0000,
I
\ I 1
1
1
1
1
1
1
1 SLOPES ABOVE VEGETATED SHELF
SEDIMENT DEPTH
MARKER
PE INVEfj)T = 776.50' (A1)
\
1
\
\
1
\
1
\
\
1
1
\
\
1
CT `.
BTM OF POND: 781.0
BTM OF SEDIMENT STORAGE: 780.5
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS)
0001,
0000
787.00 \`
I I
1
1
1 I
1
I
1
1
1
1
1
1
1
1
1
1
\
1
1
1
1
1
1
1
- IUU-TMJ I UKIVI CLCV=[yU.06
= 25-YR STORM ELEV = 789.62'
L 10-YR STORM ELEV = 789.55' -
TOP OF FOREBAY BERM = 787.0'
2-YR STORM ELEV = 789.42'
TEMPORARY POOL (WQV) = 789.2'
L PERMANENT POOL = 788.3' -
= TOTAL VOLUME = 0.504 AC -FT
a
10' EMERGENCY SPILLWAY
G 791.50
I 787.501
zz
- w
Of w 3:1 SLOPES ABOVE PERMANENT POOL
o "
m 0
LU w TOP OF RISER STRUCTURE = 791.0'�
0 �
u_ r
� o
0
6' WIDE, 6:1 VEGETATED SHELF CLASS B RIP -RAP LINED FOREBAY
BERM/ OVERFLOW SPILLWAY
FO Y
OFF TH)H)
3:1 SLOPES UNDER
PERMANENT POOL PUMP TO DRAIN IF
NECESSARY FOR POND
MAINTENANCE
rTOM FOREBAY = 785.0' 1
SEDIMENT STORAGE = 784.5'
6' WIDE, 6:1 VEGETATED
BOTTOM POND = 781.0' —
BOTTOM SEDIMENT STORAGE = 780.5'
I / ;
I I
I i I I I I
� I I
I I I \
I
� I
I \
I `
z 1 \ \ \
\
1
BTM OF FOREBAY: 785.0 \\\
BTM OF SEDIMENT STORAGE: 784.5
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS) `\\
REVISIONS
REV DATE COMMENT BY
\
t> ' \`I i\
\
>�P�
1
STM
B-10
_\
STM
B-20
MHO NOT APPROVED FOR
\` \` CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
&0 DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: - SWO
Q� I
` QJ Q-I\ I STM > \ `\
/ d)``\\ I
= I
iv
—EMERGENCY SPILLWAY ELEV = 791.5'
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)
3:1 SLOPES UNDER
PERMANENT POOL
r�
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
PROJECT: }�
CAT BRIDG E
VILLAGE
MULTIFAMILY
I ® LO
NORTH PILOT KNOB
ROAD LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
DD OO Z �TEH
]ENGINEERING NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
\\\1111111p111///,/
° SEAL -
047366
°FG
I,IFI
rSHEET TITLE:
WET POND
DETAIL
SHEET NUMBER:
C-415
C:\USERS\MMOOREAPPDATA\LOCAL\TEMP\ACPUBLISH_15128\NCC172159- SWO.DWG PRINTED BY: MMOORE 10.25.19 @ 11:07 AM LAST SAVED BY: MMOORE
WET
POND q CROSS SECTION AFTER STABILIZATION BUT PRIOR TO PAVING, POND
Y V !1 SJ SECTION TO BE DREDGED AND CONVERTED FROM SKIMMER
NTS (10:1 VLRTICA]L EYAGGERAT1ON) SEDIMENT BASIN TO PERMANENT WET POND.
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
PROJECT: }�
CAT BRIDG E
VILLAGE
MULTIFAMILY
I ® LO
NORTH PILOT KNOB
ROAD LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
DD OO Z �TEH
]ENGINEERING NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
\\\1111111p111///,/
° SEAL -
047366
°FG
I,IFI
rSHEET TITLE:
WET POND
DETAIL
SHEET NUMBER:
C-415
C:\USERS\MMOOREAPPDATA\LOCAL\TEMP\ACPUBLISH_15128\NCC172159- SWO.DWG PRINTED BY: MMOORE 10.25.19 @ 11:07 AM LAST SAVED BY: MMOORE
WET
POND q CROSS SECTION AFTER STABILIZATION BUT PRIOR TO PAVING, POND
Y V !1 SJ SECTION TO BE DREDGED AND CONVERTED FROM SKIMMER
NTS (10:1 VLRTICA]L EYAGGERAT1ON) SEDIMENT BASIN TO PERMANENT WET POND.

PLAN VIEW
6"
BMP Inset Table
Wet Pond
Project Name:
Moores Chapel Subdivision
SequencelD:
1
Surface Area (sq. ft.):
35,615
Drainage Area (acres):
19.6
Land Use/Development Type:
Residential
Percent Built -Upon Area:
52%
Permanent Pool Depth (ft.):
8.0
Forebay Permanent Pool Depth (ft.):
6.0
Flow Diverter Present (YIN):
N
Regulated By:
PCO
Treatment Effectiveness:
Optimal
NC State Plane X (easting):
1,408,500
NC State Plane Y (northing):
558,035
TRENCH
WIDTH
I-
=1
$
a
T
II
e+4
=
j�
O-RING
RCP
(DIAMETER
i
VARIES)
4.
•
e,z•
a..
'.....ill=lll.�lllll
` .
4
1
III
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
NTS
FRASH RACK TO OUTLET
ROL STRUCTURE WITH
SO CAGE CAN BE LIFTED
AINTENANCE
3"X3" OPENINGS
AT TOP OF RISER STRUCTURE
PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
BOTTOM OF FOI
SEDIMENT DEPTH MARKER
ER
NOT TO SCALE
SCREW TYPE PLUG
6"
6" PVC PIPE AND TEE
--PERMANENT POOL
12"
PVC CAP WITH HOLE DRILLED PER WATER QUALITY
ORIFICE SIZE LISTED FOR WET POND
/ / a
-R
, Sr
PATIO
1 \ i
/ OF
J /
PROP-Q0"f E WI
PARKING SPACES
8 STORAGE SPAC
, 1
,TOP UTILITY: 15" HDPE STORM\
BOT. UTILITY: 8" PVC SAN,50 ' '
15" HDPE STORM. EL= 777.291
8" PVC SAN TOP EL= 776.18 /
ST ' "
c a1 TOP UTILITY: 8" PVC SAN
I BOT. UTILITY: 24" HDPE STORM
1 8" PVC SAN BOT. EL= 783.00
24"HDPE STORM TOP EL= 783.52
i ` -b KUF 7/TI:�,U�dp ANU
GI al�H
STM
-------- -- / S 2M
STM B 30
,
,
�:1 SAFETY SHELF
FRONT VIEW /
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED.
SECONDARY ORIFICE TRASH RACK DRAWDOWN ASSEMBLY
NOT TO SCALE NOT TO SCALE
TOP OF POND = 783.0'
FABRICATED ALUMINUM BAR GRATE DRAINAGE STRUCTURE STEPS (NCDOT FABRICATED ALUMINUM BAR
TRASH RACK WITH 5"X5"OPENINGS STD 840.66) INSIDE AND OUTSIDE OF __ , GRATE TRASH RACK WITH
STRUCTURE SPACED V VERTICALLY (TYP) i 5"X5" OPENINGS
/ � I
/ TOP OF RISER = 780.75'
24"x8" SECONDARY ORIFICE
ELEV = 7782
4'X4' (INT. DIMS) OUTLET
CONTROL STRUCTURE
6" PVC DRAWDOWN ASSEMBLY
WITH 1.5" WATER QUALITY ORIFICE
ELEV. = 776.5'
5'X5'X14' CONCRETE BALLAST PAD
(INCLUDING PRECAST BOX WALLS
AND BOTTOM SLAB, FILL BOTTOM
OF STRUCTURE WITH CONCRETE
SECONDARY CONTROL ORIFICE
PERMANENT WATER QUALITY
ORIFICE
0-RING OUTLET CULVERT
WITH ANTI -SEEP COLLARS.
24" 0-RING OUTLET CULVERT COMPACT FILL UNDER PIPE
ELEV = 766.7' 6" PVC DRAWDOWN ASSEMBLY PER GEOTECH REPORT.
WITH 1.5" ORIFICE DRILLED IN NOTES:
CAP AT BOTTOM SEE NCDOT SPECIFICATION SECTION 840 FOR OUTLET
STRUCTURE BOX, GRATE, REINFORCING, ETC.
AND PROVIDE SMOOTH FINISH AT INVERT OF STRUCTURE)
CONCRETEALL TO BE MIN. 4,000 PSI COMPRESSIVE�ETPmoND2JUTLa CONTROL
L STRUCTURE ��TAILSTRENGTH.
NTSCONVERT 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.
---------------
24N4" SECONDARY ORIFICE
ELEV =
—SECONDARY
ORIFICE
TRASH RACK - - -
PERMANENT POOL = 776.5'
10Z.01)
Ile
-------- 77 -
10,300 SF
>>6 _ ------ l` - --- 777-------------- _ - - - -
------------------------------- _
------------------------------ --- - - - -
778 ------------ - - - - - QQ UNITS)
------------------------------- - - 779 -- - --- r2U U S
— 782
784 _ -- -----------
785 ---- ----------- -- -- - --- --- -- ----- -
— — _-------- 786 ---- 2------- ___
-
_ 7 88
---� ✓ �'------------ - ` ``------------' \ ``` ``,9------ _-------w___, -- ---
-= - _
-------------------- t�------- _ _ _ ------ _
�--�; ;= BTM OF POND: 774.0 ,93 1 \ - - /�
;,--------------- -- T73 - - N R
\ - BTM OF SEDIMENT STORAGE' 5 NOT APPROVED ROVE D FO
` ------------
REFLECTED SEDIMENT STORAGE NO
`\\ BTM OF POND: 771.0 _ - - '
` - REFLECTED IN PROP CONTOURS) �' ; CONSTRUCTION
BTM OF SEDIMENT STORAGE: 770.5 /
- (BTM SEDIMENT STORAGE NOT
\ REFLECTED IN PROP CONTOURS) % % ____ \--------------r, `` `\ � � � � PROJECT No.: FLB190107
--'- DRAWN BY: TGH
---- ---- -----''� ---- CHECKED BY: APL
- ---------
DATE: 08/27/19
----'' I < SCALEAS NOTED
------------------------------ --------------- ----------------------------------
CAD
- SWO
— -
- _ 796-- --- `
4,
' \
co/vcfiff SUPPLY CO"A",
797 \�421, PG 588
P%RCEZI 0052
\
gyp-)
44
z Q
W (7 O X
J H
y
44�T4
H
O Q L
�za�Q
= Q O Q
w
e� ®
O Q Q In W
o 0
a
�
W
Z
Q
>�z
o
®
pD o
ae
z z > z
��'
(D
OwwQ=z
o
�=
Lr z W =
J Z 0 J<
m°O0D-5
�N=
z�
......
W
In o
m�z
w
�W
Q o o
waa>LIU w
=m
m
p
C�
�m
zo (0Q <F-
j W O
t 0
m = - m
M,
��
�j
4ppr��7Lyiy,�
za
O S~ W O W
In a a J In rr
a r
� � �
�o
W
�T4
o Ow
o=
�.
�(�
4
�� >ww
W Q Q Z Z
�-
Z
0 0
w
o
4
Q 0 I.
I.
azmzz02
EVISIONS
REV DATE COMMENT BY
1 SLOPES ABOVE VEGETATED SHELF
SEDIMENT DEPTH
MARKER
= 100-YR STORM ELEV
= 781.64'
- 25-YR STORM ELEV
= 781.18'
— V 10-YR STORM ELEV =
780.57' —
TOP OF FOREBAY BERM = 776.0'
PIPE INVE T = 776.50' (A1)
2-YR STORM ELEV =
779.09'
_
-
V TEMPORARY POOL (WQV) = 778.0'
V PERMANENT POOL
= 776.5'
—
= TOTAL VOLUME = 1.59 AC -FT
zLU
-w
W LU 3:1 SLOPES ABOVE PERMANENT POOL
o "
co 0
LLI w TOP OF RISER STRUCTURE = 780.8'
=W
L, A}
d
0
6' WIDE, 6:1 VEGETATED SHELF—,
6' WIDE, 6:1 VEGETATED SHELF CLASS BRIP-RAP LINED FOREBAY
BERM/ OVERFLOW SPILLWAY
\_FOREBOFFTH) TH)
3:1 SLOPES UNDER
PERMANENT POOL PUMP TO DRAIN IF
NECESSARY FOR POND
MAINTENANCE
BOTTOM FOREBAY = 774.0'
BOTTOM SEDIMENT STORAGE = 773BOTTOM POND = 771.0'
.5'
SEDIMENT STORAGE = 770.5'
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)
3:1 SLOPES UNDER
PERMANENT POOL
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.
PROJECT:
CAMBRIDG E
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
\\\1111111p111//
° SEAL -
o 047366 %
°FG �
A
rSHEET TITLE:
WET POND
DETAIL
SHEET NUMBER:
C-415
C:\USERS\MMOOREAPPDATA\LOCAL\TEMPACPUBLISH_15128\NCC172159- SWO.DWG PRINTED BY: MMOORE 10.25.19 @ 11:07 AM LAST SAVED BY: MMOORE
WET POND 2 CROSS SECTION
NTS (10:1 VERTICAL ENAGGERATION)
AFTER STABILIZATION BUT PRIOR TO PAVING, POND
TO BE DREDGED AND CONVERTED FROM SKIMMER
SEDIMENT BASIN TO PERMANENT WET POND.

HYDROCAD ANALYSIS

Ex DA-1 Ex Drainage Areas Ex DA-2 6S
Prop DA-3
7L
Prop DA-1 Wet Pond 1 P0I-1 9L
Combined
Prop DA-2 Wet Pond 2 P0I-2
Subcat Reach on Link Routing Diagram for Cambridge Village - HydroCAD with ODA
Prepared by Bohler Engineering, Printed 10/18/2019
HydroCADO 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC

Cambridge Village - HydroCAD with ODA
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
12.305 69 50-75% Grass cover, Fair, HSG B (1S, 2S)
8.513 61 >75% Grass cover, Good, HSG B (4S, 5S, 6S)
8.472 98 Paved parking, HSG B (1S, 2S, 4S, 5S, 6S)
29.290 75 TOTAL AREA

Cambridge Village - HydroCAD with ODA
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
29.290
HSG B 1 S, 2S, 4S, 5S, 6S
0.000
HSG C
0.000
HSG D
0.000
Other
29.290
TOTAL AREA

Cambridge Village - HydroCAD with ODA
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD@ 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
12.305
0.000
0.000
0.000
8.513
0.000
0.000
0.000
8.472
0.000
0.000
0.000 12.305 50-75% Grass cover, Fair 1S, 2S
0.000 8.513 >75% Grass cover, Good 4S, 5S,
6S
0.000 8.472 Paved parking 1S, 2S,
4S, 5S,
6S
0.000 29.290 0.000 0.000 0.000 29.290 TOTAL AREA

Cambridge Village - HydroCAD with ODA
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 4P 788.25 787.00 250.0 0.0050 0.013 24.0 0.0 0.0
2 5P 766.70 766.29 50.0 0.0082 0.013 30.0 0.0 0.0

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 6
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
Subcatchment 1 S: 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=9.90 cfs 0.492 of
Subcatchment2S: Ex DA-2 Runoff Area=6.840 ac 3.00% Impervious Runoff Depth=0.93"
Flow Length=790' Tc=13.1 min CN=70 Runoff=10.10 cfs 0.529 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=2.15"
Tc=5.0 min CN=88 Runoff=14.95 cfs 0.561 of
Subcatchment5S: Prop DA-2 Runoff Area=11.550 ac 45.37% Impervious Runoff Depth=1.40"
Tc=5.0 min CN=78 Runoff=36.37 cfs 1.347 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Impervious Runoff Depth=0.88"
Tc=5.0 min CN=69 Runoff=3.30 cfs 0.129 of
Pond 4P: Wet Pond 1 Peak Elev=789.75' Storage=14,787 cf Inflow=14.95 cfs 0.561 of
Primary=2.64 cfs 0.517 of Secondary=0.00 cfs 0.000 of Outflow=2.64 cfs 0.517 of
Pond 5P: Wet Pond 2 Peak Elev=779.09' Storage=34,216 cf Inflow=36.37 cfs 1.347 of
Outflow=5.02 cfs 1.314 of
Link 3L: Ex Drainage Areas Inflow=19.83 cfs 1.021 of
Primary=19.83 cfs 1.021 of
Link 7L: P0I-1 Inflow=3.75 cfs 0.646 of
Primary=3.75 cfs 0.646 of
Link 8L: P0I-2 Inflow=5.02 cfs 1.314 of
Primary=5.02 cfs 1.314 of
Link 9L: Combined Inflow=8.31 cfs 1.960 of
Primary=8.31 cfs 1.960 of
Total Runoff Area = 29.290 ac Runoff Volume = 3.058 of Average Runoff Depth = 1.25"
71.08% Pervious = 20.818 ac 28.92% Impervious = 8.472 ac

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Ex DA-1
Runoff = 9.90 cfs @ 3.27 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
Charlotte 6-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
in) (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
12.0 699 Total
Subcatchment 1S: Ex DA-1
Hydrograph
11--�i---�i--�i--i--i--i�--i�--�i---�i---�i--�i--i--i--i--i�--i�--�i---�i--�i--i--i--i`--ice-- Runoff
9.90 cfs----I-- -- - - - ---I-- -- -- - - - ---I-- -- - - - --
ha-rl-Qtt1 fir -y�r -
RainfalIT3.37�..
Runbff Ai-e6=6.010 aid-
7-
R� n pff Vp 14 m6=0.49� of
6
Runoff D�pthT0.98"
5 FIbw'Ldncoth=699'
4 Tp=12.0 mirl
3N=7,1--
- - T - - T - - T T - - T - - T - - T - - T - - - - - - T - - T - - T - -
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 1S: Ex DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.58
0.00
0.00
5.00
3.22
0.89
0.70
7.50
3.37
0.98
0.00
10.00
3.37
0.98
0.00
12.50
3.37
0.98
0.00
15.00
3.37
0.98
0.00
17.50
3.37
0.98
0.00
20.00
3.37
0.98
0.00
22.50
3.37
0.98
0.00
25.00
3.37
0.98
0.00
27.50
3.37
0.98
0.00
30.00
3.37
0.98
0.00
32.50
3.37
0.98
0.00
35.00
3.37
0.98
0.00
37.50
3.37
0.98
0.00
40.00
3.37
0.98
0.00
42.50
3.37
0.98
0.00
45.00
3.37
0.98
0.00
47.50
3.37
0.98
0.00
50.00
3.37
0.98
0.00
52.50
3.37
0.98
0.00
55.00
3.37
0.98
0.00
57.50
3.37
0.98
0.00
60.00
3.37
0.98
0.00
62.50
3.37
0.98
0.00
65.00
3.37
0.98
0.00
67.50
3.37
0.98
0.00
70.00
3.37
0.98
0.00
72.50
3.37
0.98
0.00
75.00
3.37
0.98
0.00
77.50
3.37
0.98
0.00
80.00
3.37
0.98
0.00
82.50
3.37
0.98
0.00
85.00
3.37
0.98
0.00
87.50
3.37
0.98
0.00
90.00
3.37
0.98
0.00
92.50
3.37
0.98
0.00
95.00
3.37
0.98
0.00
97.50
3.37
0.98
0.00
100.00
3.37
0.98
0.00
102.50
3.37
0.98
0.00
105.00
3.37
0.98
0.00
107.50
3.37
0.98
0.00
110.00
3.37
0.98
0.00
112.50
3.37
0.98
0.00
115.00
3.37
0.98
0.00
117.50
3.37
0.98
0.00
120.00
3.37
0.98
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Ex DA-2
Runoff = 10.10 cfs @ 3.29 hrs, Volume= 0.529 af, Depth= 0.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
6.635 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
6.840 70 Weighted Average
6.635 97.00% Pervious Area
0.205 3.00% Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
7.8 75 0.0300 0.16 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.8 400 0.0400 1.40 Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.5 315 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 & winding
13.1 790 Total
Subcatchment 2S: Ex DA-2
Hydrograph
--I---I---I--, -- T -- r -- r----- ---I-- r -- 7 -- 7 -- T -- r --r--I-----,-- -- T -- r -- r --
' I I I I I I I I I I I I I I I I I I I I I I ■Runoff
10.10 cfs---II-- --i-- ------------J--1--1--1--L--I -------J--1--1--L--L-
,o 0harlpttiD fir 2-y�Ir
Rainfall=*.37"
Runbffl Ai-e6=6.840 ad
7 RL;npfflll Vplgm'e=0.$20 c1f
---------- ----------------------+--r--r--r-----+--r--r--
Runoff IlDepthT0.93"
u- 5 Flow Ldncoth=790'
-
-------r--r--r--r--r-------r--r--r--t--r--r--r--I lr- 3 �1 -�'r--
4 �� M In
3 N =70
---I---I--r--r--r--r--r--r--I--r--r--r--T--r--r--I---I--r--r--T--r--r--
2
--I---I--�--1--L--�--1---1---1--J--1--1--L--L--L--I---I--J--�--1--L--r--
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 2S: Ex DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.58
0.00
0.00
5.00
3.22
0.84
0.78
7.50
3.37
0.93
0.00
10.00
3.37
0.93
0.00
12.50
3.37
0.93
0.00
15.00
3.37
0.93
0.00
17.50
3.37
0.93
0.00
20.00
3.37
0.93
0.00
22.50
3.37
0.93
0.00
25.00
3.37
0.93
0.00
27.50
3.37
0.93
0.00
30.00
3.37
0.93
0.00
32.50
3.37
0.93
0.00
35.00
3.37
0.93
0.00
37.50
3.37
0.93
0.00
40.00
3.37
0.93
0.00
42.50
3.37
0.93
0.00
45.00
3.37
0.93
0.00
47.50
3.37
0.93
0.00
50.00
3.37
0.93
0.00
52.50
3.37
0.93
0.00
55.00
3.37
0.93
0.00
57.50
3.37
0.93
0.00
60.00
3.37
0.93
0.00
62.50
3.37
0.93
0.00
65.00
3.37
0.93
0.00
67.50
3.37
0.93
0.00
70.00
3.37
0.93
0.00
72.50
3.37
0.93
0.00
75.00
3.37
0.93
0.00
77.50
3.37
0.93
0.00
80.00
3.37
0.93
0.00
82.50
3.37
0.93
0.00
85.00
3.37
0.93
0.00
87.50
3.37
0.93
0.00
90.00
3.37
0.93
0.00
92.50
3.37
0.93
0.00
95.00
3.37
0.93
0.00
97.50
3.37
0.93
0.00
100.00
3.37
0.93
0.00
102.50
3.37
0.93
0.00
105.00
3.37
0.93
0.00
107.50
3.37
0.93
0.00
110.00
3.37
0.93
0.00
112.50
3.37
0.93
0.00
115.00
3.37
0.93
0.00
117.50
3.37
0.93
0.00
120.00
3.37
0.93
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 14.95 cfs @ 3.15 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
Charlotte 6-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
--'---'�---'�---'�---'� --'� --'� --'�--'�---'�---'�---'� ---'� --'-� --'� --'�--'�---'�---'�---'� ---'� --'� --'� -- ■Runoff
14.95 cfs ---I-- --T- - -----I-- ----T--T--T--'F--I---I-- ----T--T--' --
- -- -- -- -- -- -- --+0-1 -
- -Ch0, o-0-hrs-y1r-
14 _
13 Rai nfal1#3.37'r _
-- -- ------------ -- -- -- -- --------- -- -- -- -- --
12--------- --+-- ------------ -- -- -- rbff-Atee 1,30ad
10 4npf Vplon' =0: 6�1-cl -
u 9 1 _Runoff Depth�215.. -
o $
LL-------TCTS. %Ylfh--
7
6 -- -- -- --' -- -- --+-- --' -- -- -- N=8 --
5
4
3
+----+--+--+--+--+----------+--+--+--+--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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 4S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.58
0.06
0.48
5.00
3.22
2.01
0.51
7.50
3.37
2.15
0.00
10.00
3.37
2.15
0.00
12.50
3.37
2.15
0.00
15.00
3.37
2.15
0.00
17.50
3.37
2.15
0.00
20.00
3.37
2.15
0.00
22.50
3.37
2.15
0.00
25.00
3.37
2.15
0.00
27.50
3.37
2.15
0.00
30.00
3.37
2.15
0.00
32.50
3.37
2.15
0.00
35.00
3.37
2.15
0.00
37.50
3.37
2.15
0.00
40.00
3.37
2.15
0.00
42.50
3.37
2.15
0.00
45.00
3.37
2.15
0.00
47.50
3.37
2.15
0.00
50.00
3.37
2.15
0.00
52.50
3.37
2.15
0.00
55.00
3.37
2.15
0.00
57.50
3.37
2.15
0.00
60.00
3.37
2.15
0.00
62.50
3.37
2.15
0.00
65.00
3.37
2.15
0.00
67.50
3.37
2.15
0.00
70.00
3.37
2.15
0.00
72.50
3.37
2.15
0.00
75.00
3.37
2.15
0.00
77.50
3.37
2.15
0.00
80.00
3.37
2.15
0.00
82.50
3.37
2.15
0.00
85.00
3.37
2.15
0.00
87.50
3.37
2.15
0.00
90.00
3.37
2.15
0.00
92.50
3.37
2.15
0.00
95.00
3.37
2.15
0.00
97.50
3.37
2.15
0.00
100.00
3.37
2.15
0.00
102.50
3.37
2.15
0.00
105.00
3.37
2.15
0.00
107.50
3.37
2.15
0.00
110.00
3.37
2.15
0.00
112.50
3.37
2.15
0.00
115.00
3.37
2.15
0.00
117.50
3.37
2.15
0.00
120.00
3.37
2.15
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 36.37 cfs @ 3.16 hrs, Volume= 1.347 af, Depth= 1.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 2-yr Rainfall=3.37"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
6.310 61 >75% Grass cover, Good, HSG B
11.550 78 Weighted Average
6.310 54.63% Pervious Area
5.240 45.37% 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
■ Runoff
36.37 cfs ---'----1--L-- --1---1---1--J--1--1--1--L--L--1---1--J--1--1--L--L--
36--------+--+--+--+----------+--+--+--+--+ - Q `e- -
r - yr
34-------i-- -- -- ----------i-- -- -- --+-- ---------+-- --+-q- II'q-- --
32------+--+--+--+--+--+-------+--+--+--+--+--+---R����J.3�'n
30------'-- -- --', --', --',-----'-- -- ---Ruhoff-Artk&l 1.550 arc -
28 ---I--
26 -T------T--T--T--T--��--�r----T--T--• _� Y =
24----------------------------------- li-- -- -- -----eA i 1 • --
20
18 - - -TdV-
WJ�LI--
-- -- ----------- --- -- -- --
16------'----1--L----1---1---1--J--1--1--1--L--L--1---1--J--1- Ir=�
14---
---'----1--L----1---1---1--J--1--1--L--L--L-------J-- --
12 --------+--+--+--+----------+--+--+--+--+--+-------+--+--+--+--+--
10 ----- 1--+--+--+--+--+-------+--+--+--+--+--+-------+--+--+--+--+--
8-----ti--y--rt--r--r--�r---------rt--rt--T--r--�r------------+--r--�r--
6--
i
4----------T--T--T--T---------T--T--T--T--�+---------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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 5S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.58
0.00
0.00
5.00
3.22
1.29
1.54
7.50
3.37
1.40
0.00
10.00
3.37
1.40
0.00
12.50
3.37
1.40
0.00
15.00
3.37
1.40
0.00
17.50
3.37
1.40
0.00
20.00
3.37
1.40
0.00
22.50
3.37
1.40
0.00
25.00
3.37
1.40
0.00
27.50
3.37
1.40
0.00
30.00
3.37
1.40
0.00
32.50
3.37
1.40
0.00
35.00
3.37
1.40
0.00
37.50
3.37
1.40
0.00
40.00
3.37
1.40
0.00
42.50
3.37
1.40
0.00
45.00
3.37
1.40
0.00
47.50
3.37
1.40
0.00
50.00
3.37
1.40
0.00
52.50
3.37
1.40
0.00
55.00
3.37
1.40
0.00
57.50
3.37
1.40
0.00
60.00
3.37
1.40
0.00
62.50
3.37
1.40
0.00
65.00
3.37
1.40
0.00
67.50
3.37
1.40
0.00
70.00
3.37
1.40
0.00
72.50
3.37
1.40
0.00
75.00
3.37
1.40
0.00
77.50
3.37
1.40
0.00
80.00
3.37
1.40
0.00
82.50
3.37
1.40
0.00
85.00
3.37
1.40
0.00
87.50
3.37
1.40
0.00
90.00
3.37
1.40
0.00
92.50
3.37
1.40
0.00
95.00
3.37
1.40
0.00
97.50
3.37
1.40
0.00
100.00
3.37
1.40
0.00
102.50
3.37
1.40
0.00
105.00
3.37
1.40
0.00
107.50
3.37
1.40
0.00
110.00
3.37
1.40
0.00
112.50
3.37
1.40
0.00
115.00
3.37
1.40
0.00
117.50
3.37
1.40
0.00
120.00
3.37
1.40
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.30 cfs @ 3.17 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
Charlotte 6-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
� � � � � � � � � � � � � � � � � � � � � � � ❑Runoff
3.30 cfs
Chrltte 0-1lr-Xr_
3 RainfallT3.37..
RUn6ffAeea=1.760 at
��nOff',VQl�m,e=0.12$ �f
2 I I I I I I I I I I I I I I I I � I
Runoff DelpthT0.88"
TcT5.'0 tnih
CAN=69
------'-- -- ----------'-- -- --+-- --'----------+-- ------------
� 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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment 6S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.58
0.00
0.00
5.00
3.22
0.79
0.18
7.50
3.37
0.88
0.00
10.00
3.37
0.88
0.00
12.50
3.37
0.88
0.00
15.00
3.37
0.88
0.00
17.50
3.37
0.88
0.00
20.00
3.37
0.88
0.00
22.50
3.37
0.88
0.00
25.00
3.37
0.88
0.00
27.50
3.37
0.88
0.00
30.00
3.37
0.88
0.00
32.50
3.37
0.88
0.00
35.00
3.37
0.88
0.00
37.50
3.37
0.88
0.00
40.00
3.37
0.88
0.00
42.50
3.37
0.88
0.00
45.00
3.37
0.88
0.00
47.50
3.37
0.88
0.00
50.00
3.37
0.88
0.00
52.50
3.37
0.88
0.00
55.00
3.37
0.88
0.00
57.50
3.37
0.88
0.00
60.00
3.37
0.88
0.00
62.50
3.37
0.88
0.00
65.00
3.37
0.88
0.00
67.50
3.37
0.88
0.00
70.00
3.37
0.88
0.00
72.50
3.37
0.88
0.00
75.00
3.37
0.88
0.00
77.50
3.37
0.88
0.00
80.00
3.37
0.88
0.00
82.50
3.37
0.88
0.00
85.00
3.37
0.88
0.00
87.50
3.37
0.88
0.00
90.00
3.37
0.88
0.00
92.50
3.37
0.88
0.00
95.00
3.37
0.88
0.00
97.50
3.37
0.88
0.00
100.00
3.37
0.88
0.00
102.50
3.37
0.88
0.00
105.00
3.37
0.88
0.00
107.50
3.37
0.88
0.00
110.00
3.37
0.88
0.00
112.50
3.37
0.88
0.00
115.00
3.37
0.88
0.00
117.50
3.37
0.88
0.00
120.00
3.37
0.88
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 17
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 2.15" for 2-yr event
Inflow = 14.95 cfs @ 3.15 hrs, Volume= 0.561 of
Outflow = 2.64 cfs @ 3.50 hrs, Volume= 0.517 af, Atten= 82%, Lag= 21.0 min
Primary = 2.64 cfs @ 3.50 hrs, Volume= 0.517 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= 789.75' @ 3.50 hrs Surf.Area= 10,852 sf Storage= 14,787 cf
Plug -Flow detention time= 1,087.5 min calculated for 0.517 of (92% of inflow)
Center -of -Mass det. time= 1,080.0 min ( 1,289.7 - 209.6 )
Volume Invert Avail.Storage Storage Description
#1 788.25' 42,548 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
788.25 8,900 0 0
789.00 9,858 7,034 7,034
790.00 11,185 10,522 17,556
791.00 12,500 11,843 29,398
792.00 13,800 13,150 42,548
Device Routing Invert Outlet Devices
#1 Primary 788.25' 24.0" Round Culvert
L= 250.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 788.25' / 787.00' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 788.25' 1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 789.20' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 791.00' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.50' 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=2.64 cfs @ 3.50 hrs HW=789.75' (Free Discharge)
L1=Culvert (Passes 2.64 cfs of 8.93 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.81 fps)
3=Orifice/Grate (Orifice Controls 2.61 cfs @ 2.38 fps)
4=S ha rp-C rested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=788.25' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 18
'1.71 0 [! AYM '1 1i off
.....
• •
I
00,
,..,,.
----------------
... .
.. .---------------
Sill..:.
.. .... .
792
791
789
Pond 4P: Wet Pond 1
Stage -Discharge
0 5 10 15 20 25 30 35
Discharge (cfs)
Total
❑ Primary
Secondary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 19
792
791
v
v
c
0
790
v
w
789
Pond 4P: Wet Pond 1
Stage -Area -Storage
Surface/HorizontaiMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Storage (cubic -feet)
S Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond 4P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
788.25
0.00
0.00
0.00
2.50
0.48
510
788.31
0.00
0.00
0.00
5.00
0.51
11,654
789.45
0.85
0.85
0.00
7.50
0.00
9,594
789.26
0.11
0.11
0.00
10.00
0.00
9,086
789.21
0.03
0.03
0.00
12.50
0.00
8,857
789.18
0.02
0.02
0.00
15.00
0.00
8,635
789.16
0.02
0.02
0.00
17.50
0.00
8,416
789.14
0.02
0.02
0.00
20.00
0.00
8,200
789.12
0.02
0.02
0.00
22.50
0.00
7,987
789.10
0.02
0.02
0.00
25.00
0.00
7,776
789.07
0.02
0.02
0.00
27.50
0.00
7,568
789.05
0.02
0.02
0.00
30.00
0.00
7,363
789.03
0.02
0.02
0.00
32.50
0.00
7,161
789.01
0.02
0.02
0.00
35.00
0.00
6,962
788.99
0.02
0.02
0.00
37.50
0.00
6,766
788.97
0.02
0.02
0.00
40.00
0.00
6,572
788.95
0.02
0.02
0.00
42.50
0.00
6,381
788.93
0.02
0.02
0.00
45.00
0.00
6,193
788.91
0.02
0.02
0.00
47.50
0.00
6,008
788.90
0.02
0.02
0.00
50.00
0.00
5,826
788.88
0.02
0.02
0.00
52.50
0.00
5,647
788.86
0.02
0.02
0.00
55.00
0.00
5,470
788.84
0.02
0.02
0.00
57.50
0.00
5,297
788.82
0.02
0.02
0.00
60.00
0.00
5,126
788.80
0.02
0.02
0.00
62.50
0.00
4,959
788.79
0.02
0.02
0.00
65.00
0.00
4,794
788.77
0.02
0.02
0.00
67.50
0.00
4,632
788.75
0.02
0.02
0.00
70.00
0.00
4,473
788.74
0.02
0.02
0.00
72.50
0.00
4,317
788.72
0.02
0.02
0.00
75.00
0.00
4,164
788.70
0.02
0.02
0.00
77.50
0.00
4,014
788.69
0.02
0.02
0.00
80.00
0.00
3,867
788.67
0.02
0.02
0.00
82.50
0.00
3,723
788.66
0.02
0.02
0.00
85.00
0.00
3,581
788.64
0.02
0.02
0.00
87.50
0.00
3,443
788.63
0.02
0.02
0.00
90.00
0.00
3,308
788.61
0.01
0.01
0.00
92.50
0.00
3,176
788.60
0.01
0.01
0.00
95.00
0.00
3,046
788.58
0.01
0.01
0.00
97.50
0.00
2,920
788.57
0.01
0.01
0.00
100.00
0.00
2,797
788.56
0.01
0.01
0.00
102.50
0.00
2,676
788.54
0.01
0.01
0.00
105.00
0.00
2,559
788.53
0.01
0.01
0.00
107.50
0.00
2,445
788.52
0.01
0.01
0.00
110.00
0.00
2,334
788.51
0.01
0.01
0.00
112.50
0.00
2,225
788.50
0.01
0.01
0.00
115.00
0.00
2,120
788.48
0.01
0.01
0.00
117.50
0.00
2,018
788.47
0.01
0.01
0.00
120.00
0.00
1,919
788.46
0.01
0.01
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 21
Summary for Pond 5P: Wet Pond 2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth = 1.40" for 2-yr event
Inflow = 36.37 cfs @ 3.16 hrs, Volume= 1.347 of
Outflow = 5.02 cfs @ 3.66 hrs, Volume= 1.314 af, Atten= 86%, Lag= 30.0 min
Primary = 5.02 cfs @ 3.66 hrs, Volume= 1.314 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 779.09' @ 3.66 hrs Surf.Area= 16,091 sf Storage= 34,216 cf
Plug -Flow detention time= 1,036.3 min calculated for 1.314 of (98% of inflow)
Center -of -Mass det. time= 1,033.0 min ( 1,250.9 - 218.0 )
Volume Invert Avail.Storage Storage Description
#1 776.50' 90,572 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
776.50 9,508 0 0
777.00 11,638 5,287 5,287
778.00 13,738 12,688 17,975
779.00 15,894 14,816 32,791
780.00 18,107 17,001 49,791
781.00 20,376 19,242 69,033
782.00 22,702 21,539 90,572
Device Routing Invert Outlet Devices
#1 Primary 766.70' 30.0" Round Culvert L= 50.0' Ke= 0.500
Inlet / Outlet Invert= 766.70' / 766.29' S= 0.0082 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 776.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 778.15' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 779.50' 24.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 780.75' 12.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=5.02 cfs @ 3.66 hrs HW=779.09' (Free Discharge)
L1=Culvert (Passes 5.02 cfs of 78.88 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.65 fps)
3=Orifice/Grate (Orifice Controls 4.93 cfs @ 3.70 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 22
Pond 5P: Wet Pond 2
Hydrograph
36.37
cfS
J--L--L--'---'--L--L--1---1--J--1--L--1-----+--
-- --
-------
--
-------
--------------
-------L--L-- L - -'--
-- -----------------I--
■ Inflow
■ Primary
38
---T--T--T--Ir--li--
--T--T--1--T--+
I� flw-Are�� _ Art r --
O a�
36
---
--T--T-------
--T--II
-----1
T--7--I---I--T--FC--II----I--7r�--7(--�-//F�-��--yI--
1 r
34
------
--
-------
--
----------
------�pi Glev-77a.V.%,
32
30
-----------------------------I_
r�34,2n-}Q=
28
26
rt--r--r--1-----r--r--1--
+
r--1---1--7--r--1---1--rt--r--r--1--
24
---
----r-------
--r--
---- --T--
-------T--r------- --r-- ----
22
-
- -
-
- -
-
- - - - - -
3 20
LL 18
- -J--L--L--'---'--L--L--1---1--J--1--L--1-----+--L-------L--L--L--'--
16
-
----L-------
--+-------
--+--
-------+--L------- --L-- ----
14
---T--T--T--Ir--li--
--T--T----T--T--T--Ir--li--+--T--li---li--T--T--T--li--
12
10
+
�i-----�I--�I---�I---�I--�I--�I---�I---�I-----�I--�I---�I---�I--�I--�I---�I---�I--�I--�I---�I---�I--
5.02cfs
---'1--'1-I---I--'1-I-I---'1--T'1-I---I--T-I---I--'1-'1---I--
w
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)
Pond 5P: Wet Pond 2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
❑ Primary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 23
Pond 5P: Wet Pond 2
Stage -Area -Storage
Surface/HorizontaiMefted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
■ Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 24
Hydrograph for Pond 5P: Wet Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
776.50
0.00
2.50
0.00
0
776.50
0.00
5.00
1.54
27,850
778.68
2.58
7.50
0.00
21,671
778.26
0.32
10.00
0.00
20,190
778.16
0.09
12.50
0.00
19,512
778.11
0.07
15.00
0.00
18,856
778.06
0.07
17.50
0.00
18,209
778.02
0.07
20.00
0.00
17,573
777.97
0.07
22.50
0.00
16,947
777.92
0.07
25.00
0.00
16,332
777.88
0.07
27.50
0.00
15,727
777.83
0.07
30.00
0.00
15,132
777.79
0.07
32.50
0.00
14,549
777.75
0.06
35.00
0.00
13,975
777.70
0.06
37.50
0.00
13,413
777.66
0.06
40.00
0.00
12,862
777.62
0.06
42.50
0.00
12,321
777.57
0.06
45.00
0.00
11,792
777.53
0.06
47.50
0.00
11,273
777.49
0.06
50.00
0.00
10,766
777.45
0.06
52.50
0.00
10,270
777.41
0.05
55.00
0.00
9,786
777.37
0.05
57.50
0.00
9,312
777.34
0.05
60.00
0.00
8,850
777.30
0.05
62.50
0.00
8,400
777.26
0.05
65.00
0.00
7,961
777.23
0.05
67.50
0.00
7,534
777.19
0.05
70.00
0.00
7,119
777.16
0.05
72.50
0.00
6,716
777.12
0.04
75.00
0.00
6,324
777.09
0.04
77.50
0.00
5,945
777.06
0.04
80.00
0.00
5,577
777.02
0.04
82.50
0.00
5,222
776.99
0.04
85.00
0.00
4,878
776.96
0.04
87.50
0.00
4,547
776.94
0.04
90.00
0.00
4,229
776.91
0.03
92.50
0.00
3,923
776.88
0.03
95.00
0.00
3,630
776.85
0.03
97.50
0.00
3,350
776.83
0.03
100.00
0.00
3,082
776.80
0.03
102.50
0.00
2,828
776.78
0.03
105.00
0.00
2,587
776.76
0.03
107.50
0.00
2,360
776.74
0.02
110.00
0.00
2,146
776.72
0.02
112.50
0.00
1,945
776.70
0.02
115.00
0.00
1,759
776.68
0.02
117.50
0.00
1,586
776.66
0.02
120.00
0.00
1,427
776.65
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 25
Summary for Link 3L: Ex Drainage Areas
Inflow Area = 12.850 ac, 4.24% Impervious, Inflow Depth = 0.95" for 2-yr event
Inflow = 19.83 cfs @ 3.28 hrs, Volume= 1.021 of
Primary = 19.83 cfs @ 3.28 hrs, Volume= 1.021 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Ex Drainage Areas
Hydrograph
----T--T--T--li--
-li--T--T--T----T--T--T--li---li--T--T--Ir--li--T--T--T--li
■Inflow
cfs
---;--
'--
----------
-- ------'I--
--T-------;--T-------;--T-
-- --------
-------
-'I--
---------+-C�tf�Q�N-r
--------------------
- -- ------',--
4=2'A-
■ Primary
19.83
zo
19
---------------------
--------------------'--'
-------'--'-----'--
18
---
--
---------
--
------- --+--
-------+--
---------- -- ----
17
-i--r--r--r--r--i--r--r--r--i--r--+--r--r--i--r--r--i---i--r--r--r--i--
16
----'--
--'-----'--
--'
--------'--'
--------'--'
--'-----'-- --'-----'--
15
-J--1--L--1---'--1--L--1---1--J--1--L--1-----+--
-------1--L--+--'--
14
--r--r--r--r----r--r--r----r--+--r--r----r--r-------r--r--r--i--
- 13---
-',--
--',--------
--',-
------- -',--
--',--------
--',-------- --',---',---',--
N
U 12
--J--1--L--1---'--1--L--1---1--J--1--L--1-----+--
-------1--L--+--'--
3 11
i--r--r--r--r--i--r--r--r--i--r--+--r--r--i--+--r--i---i--r--r--r--i--
0 10
-------
' --',-----'-- --',-- ---'--
LL
9
--J--1--L--1---'--1--L--1---1--J--1--L--1-----+--
-------1--L--+--'--
8--+--+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+--�--
6
---'--!
--!-----'--!
--!
--------'-- +
--------'--
+ --!-----'--!----------
5
-
- +
- - +
- -I - - +
- + - - +
- - +
- - + - + - - + - - +
- - + - - + - + - -
+ - - + - -I- - + - - + - -I --
4
----
T-
-T --�
----T-
- T
--�------T--�
--�---T-
-� --��--
-
- T-------T- -T
3
--'--!
--!-----'--!
--!
--------'-- +
--------'--
+ --!-----'--!
2
1
0
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 26
Hydrograph for Link 3L: Ex Drainage Areas
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
1.48
0.00
1.48
7.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
12.50
0.00
0.00
0.00
15.00
0.00
0.00
0.00
17.50
0.00
0.00
0.00
20.00
0.00
0.00
0.00
22.50
0.00
0.00
0.00
25.00
0.00
0.00
0.00
27.50
0.00
0.00
0.00
30.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
35.00
0.00
0.00
0.00
37.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
42.50
0.00
0.00
0.00
45.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
50.00
0.00
0.00
0.00
52.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
57.50
0.00
0.00
0.00
60.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
65.00
0.00
0.00
0.00
67.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
72.50
0.00
0.00
0.00
75.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
80.00
0.00
0.00
0.00
82.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
87.50
0.00
0.00
0.00
90.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
95.00
0.00
0.00
0.00
97.50
0.00
0.00
0.00
100.00
0.00
0.00
0.00
102.50
0.00
0.00
0.00
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 27
Summary for Link 7L: POI-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 1.58" for 2-yr event
Inflow = 3.75 cfs @ 3.28 hrs, Volume= 0.646 of
Primary = 3.75 cfs @ 3.28 hrs, Volume= 0.646 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: POI-1
Hydrograph
---------------'--=1
❑Inflow
3.75 cfs ❑ Primary
Inflow ''IAlrea=4.890 ''lar.
3
L _ _ I_ _ _I_ _ L _ _ L _ _ L _ _I_ _ L _ _ L _ _ L _ _I_ _ L _ _ L _ _ L _ _I_ _ L _ _ L _ _ L _ _I_ _ L _ _ L _
V I I I I I I I I I I I I I I I I I I I I I I
O 2
LL
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 28
Hydrograph for Link 7L: POI-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
1.03
0.00
1.03
7.50
0.11
0.00
0.11
10.00
0.03
0.00
0.03
12.50
0.02
0.00
0.02
15.00
0.02
0.00
0.02
17.50
0.02
0.00
0.02
20.00
0.02
0.00
0.02
22.50
0.02
0.00
0.02
25.00
0.02
0.00
0.02
27.50
0.02
0.00
0.02
30.00
0.02
0.00
0.02
32.50
0.02
0.00
0.02
35.00
0.02
0.00
0.02
37.50
0.02
0.00
0.02
40.00
0.02
0.00
0.02
42.50
0.02
0.00
0.02
45.00
0.02
0.00
0.02
47.50
0.02
0.00
0.02
50.00
0.02
0.00
0.02
52.50
0.02
0.00
0.02
55.00
0.02
0.00
0.02
57.50
0.02
0.00
0.02
60.00
0.02
0.00
0.02
62.50
0.02
0.00
0.02
65.00
0.02
0.00
0.02
67.50
0.02
0.00
0.02
70.00
0.02
0.00
0.02
72.50
0.02
0.00
0.02
75.00
0.02
0.00
0.02
77.50
0.02
0.00
0.02
80.00
0.02
0.00
0.02
82.50
0.02
0.00
0.02
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.01
0.00
0.01
107.50
0.01
0.00
0.01
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 29
Summary for Link 8L: POI-2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth > 1.37" for 2-yr event
Inflow = 5.02 cfs @ 3.66 hrs, Volume= 1.314 of
Primary = 5.02 cfs @ 3.66 hrs, Volume= 1.314 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: POI-2
Hydrograph
❑ Inflow
502 cfs--fi--r----t--r----fi--r----7--r----fi--r-- --7-- ❑ Primary
.5 Infl'low Are4=11 S$0 c,
4
N I I I I I I I I I I I I I I I I I I I I I I
U 3
3 I I I I I I I I I I I I I I I I I I I I I I
O
LL -
r--r--r--r-r--r--r----r--r--r--r-r--r--r----r--r--r--r-r--r
-
-
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
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 30
Hydrograph for Link 8L: POI-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
2.58
0.00
2.58
7.50
0.32
0.00
0.32
10.00
0.09
0.00
0.09
12.50
0.07
0.00
0.07
15.00
0.07
0.00
0.07
17.50
0.07
0.00
0.07
20.00
0.07
0.00
0.07
22.50
0.07
0.00
0.07
25.00
0.07
0.00
0.07
27.50
0.07
0.00
0.07
30.00
0.07
0.00
0.07
32.50
0.06
0.00
0.06
35.00
0.06
0.00
0.06
37.50
0.06
0.00
0.06
40.00
0.06
0.00
0.06
42.50
0.06
0.00
0.06
45.00
0.06
0.00
0.06
47.50
0.06
0.00
0.06
50.00
0.06
0.00
0.06
52.50
0.05
0.00
0.05
55.00
0.05
0.00
0.05
57.50
0.05
0.00
0.05
60.00
0.05
0.00
0.05
62.50
0.05
0.00
0.05
65.00
0.05
0.00
0.05
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.04
0.00
0.04
80.00
0.04
0.00
0.04
82.50
0.04
0.00
0.04
85.00
0.04
0.00
0.04
87.50
0.04
0.00
0.04
90.00
0.03
0.00
0.03
92.50
0.03
0.00
0.03
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.03
0.00
0.03
102.50
0.03
0.00
0.03
105.00
0.03
0.00
0.03
107.50
0.02
0.00
0.02
110.00
0.02
0.00
0.02
112.50
0.02
0.00
0.02
115.00
0.02
0.00
0.02
117.50
0.02
0.00
0.02
120.00
0.02
0.00
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 31
Summary for Link 9L: Combined
Inflow Area = 16.440 ac, 48.22% Impervious, Inflow Depth > 1.43" for 2-yr event
Inflow = 8.31 cfs @ 3.54 hrs, Volume= 1.960 of
Primary = 8.31 cfs @ 3.54 hrs, Volume= 1.960 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9L: Combined
Hydrograph
❑ Inflow
8.31
cfs - - ci= 4
+--+--+--+-+--+--+----+--+--; Tnfi�loyv-J4rlefiT�O�Ia -
❑ Primary
8
7
6
N
U 5
I I I I I I I I I I I I I I I I I I I I I I
3
0
I I I I I I I I I I I I I I I I I I I I I I
M 4
3
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 2-yr Rainfall=3.37"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 32
Hydrograph for Link 9L: Combined
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
3.62
0.00
3.62
7.50
0.44
0.00
0.44
10.00
0.12
0.00
0.12
12.50
0.10
0.00
0.10
15.00
0.10
0.00
0.10
17.50
0.10
0.00
0.10
20.00
0.09
0.00
0.09
22.50
0.09
0.00
0.09
25.00
0.09
0.00
0.09
27.50
0.09
0.00
0.09
30.00
0.09
0.00
0.09
32.50
0.09
0.00
0.09
35.00
0.09
0.00
0.09
37.50
0.08
0.00
0.08
40.00
0.08
0.00
0.08
42.50
0.08
0.00
0.08
45.00
0.08
0.00
0.08
47.50
0.08
0.00
0.08
50.00
0.08
0.00
0.08
52.50
0.07
0.00
0.07
55.00
0.07
0.00
0.07
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.07
0.00
0.07
65.00
0.07
0.00
0.07
67.50
0.06
0.00
0.06
70.00
0.06
0.00
0.06
72.50
0.06
0.00
0.06
75.00
0.06
0.00
0.06
77.50
0.06
0.00
0.06
80.00
0.06
0.00
0.06
82.50
0.05
0.00
0.05
85.00
0.05
0.00
0.05
87.50
0.05
0.00
0.05
90.00
0.05
0.00
0.05
92.50
0.05
0.00
0.05
95.00
0.05
0.00
0.05
97.50
0.04
0.00
0.04
100.00
0.04
0.00
0.04
102.50
0.04
0.00
0.04
105.00
0.04
0.00
0.04
107.50
0.04
0.00
0.04
110.00
0.04
0.00
0.04
112.50
0.03
0.00
0.03
115.00
0.03
0.00
0.03
117.50
0.03
0.00
0.03
120.00
0.03
0.00
0.03

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD@ 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 33
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
Subcatchment 1 S: 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=19.99 cfs 1.034 of
Subcatchment2S: Ex DA-2 Runoff Area=6.840 ac 3.00% Impervious Runoff Depth=1.98"
Flow Length=790' Tc=13.1 min CN=70 Runoff=21.14 cfs 1.131 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=3.60"
Tc=5.0 min CN=88 Runoff=21.80 cfs 0.940 of
Subcatchment5S: Prop DA-2 Runoff Area=11.550 ac 45.37% Impervious Runoff Depth=2.65"
Tc=5.0 min CN=78 Runoff=61.48 cfs 2.553 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Impervious Runoff Depth=1.91"
Tc=5.0 min CN=69 Runoff=6.71 cfs 0.280 of
Pond 4P: Wet Pond 1 Peak EIev=790.41' Storage=22,245 cf Inflow=21.80 cfs 0.940 of
Primary=6.01 cfs 0.895 of Secondary=0.00 cfs 0.000 of Outflow=6.01 cfs 0.895 of
Pond 5P: Wet Pond 2 Peak EIev=780.57' Storage=60,429 cf Inflow=61.48 cfs 2.553 of
Outflow=12.42 cfs 2.520 of
Link 3L: Ex Drainage Areas Inflow=41.06 cfs 2.165 of
Primary=41.06 cfs 2.165 of
Link 7L: P0I-1 Inflow=10.84 cfs 1.175 of
Primary=10.84 cfs 1.175 of
Link 8L: P0I-2 Inflow=12.42 cfs 2.520 of
Primary=12.42 cfs 2.520 of
Link 9L: Combined Inflow=20.60 cfs 3.695 of
Primary=20.60 cfs 3.695 of
Total Runoff Area = 29.290 ac Runoff Volume = 5.937 of Average Runoff Depth = 2.43"
71.08% Pervious = 20.818 ac 28.92% Impervious = 8.472 ac

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 1S: Ex DA-1
Runoff = 19.99 cfs @ 3.26 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
Charlotte 6-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
12.0 699 Total
Subcatchment 1S: Ex DA-1
Hydrograph
-----�---�--�--�--�--�--�---�---�--�--�--�--�--�--�--�---�--�--�--�--�--�-- ■Runoff
19.99 cfs ---I----rt--r--r--------I----rt--rt--T--r--Ir--I---I-- ----T--r--Ir--
20----------- --r -- --------- -- ----T--Cljado�tq,=63hr 1-04r-
18--------------------------'--'---------Ra1e1.93�L
17 r--------T--r--r--r--r------- -T - -T- r�--yr--r/--iy--7----/�7--r--yr�--
16 --------- -- ,------------------- -- -- ftrtt) 1�-Aivct-6.V10al.
15-------- -- -- --------------- -- -- --------------- -- -- -----
14-------- --+-- ------------ -- -- RpnpfflNpIpl mIe=1-W34 of -
N 13--------,--7--r--T----------T--T--T--T--r--r--I---I--T--7-•T--r--r--
12 - ------I-- -- - ----------I----1-- 1--Wma#'IDepth�2.p6"-
... I I I I I I I I I I I I I I
3 11 II---II---II---II---II--I�--I� --I�--II---II---II---II---II--I-I--I� - -I---I --- --
10 ' ------I-- -- -- -- --------I-- -- -- --+---Floanr'ILdnlr�th�=699'--
9------I-- T -- T -- r -- T --II -- - - -II- - T -- T -- T -- T -- T --Ir-------=-- ---- ------II-- LI-- LI--r--I, --I------II-- LI-- LI-- LI --I, --I, --II---III �r0-pay
7-----I----L--L------------J--L--L--L--L----1---1--J--L- L
6-----II-- -- -- ----'II------II-- -- -- --+-----'------II-- ---dN=�--
5
4------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
3I------------L------------------L-----------------L--�--
2-------1--+--+--r----------------+--r--r-----------+--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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 1S: Ex DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.85
0.00
0.00
5.00
4.72
1.91
1.20
7.50
4.93
2.06
0.00
10.00
4.93
2.06
0.00
12.50
4.93
2.06
0.00
15.00
4.93
2.06
0.00
17.50
4.93
2.06
0.00
20.00
4.93
2.06
0.00
22.50
4.93
2.06
0.00
25.00
4.93
2.06
0.00
27.50
4.93
2.06
0.00
30.00
4.93
2.06
0.00
32.50
4.93
2.06
0.00
35.00
4.93
2.06
0.00
37.50
4.93
2.06
0.00
40.00
4.93
2.06
0.00
42.50
4.93
2.06
0.00
45.00
4.93
2.06
0.00
47.50
4.93
2.06
0.00
50.00
4.93
2.06
0.00
52.50
4.93
2.06
0.00
55.00
4.93
2.06
0.00
57.50
4.93
2.06
0.00
60.00
4.93
2.06
0.00
62.50
4.93
2.06
0.00
65.00
4.93
2.06
0.00
67.50
4.93
2.06
0.00
70.00
4.93
2.06
0.00
72.50
4.93
2.06
0.00
75.00
4.93
2.06
0.00
77.50
4.93
2.06
0.00
80.00
4.93
2.06
0.00
82.50
4.93
2.06
0.00
85.00
4.93
2.06
0.00
87.50
4.93
2.06
0.00
90.00
4.93
2.06
0.00
92.50
4.93
2.06
0.00
95.00
4.93
2.06
0.00
97.50
4.93
2.06
0.00
100.00
4.93
2.06
0.00
102.50
4.93
2.06
0.00
105.00
4.93
2.06
0.00
107.50
4.93
2.06
0.00
110.00
4.93
2.06
0.00
112.50
4.93
2.06
0.00
115.00
4.93
2.06
0.00
117.50
4.93
2.06
0.00
120.00
4.93
2.06
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 2S: Ex DA-2
Runoff = 21.14 cfs @ 3.27 hrs, Volume= 1.131 af, Depth= 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
6.635
69 50-75% Grass cover, Fair, HSG B
0.205
98 Paved parking, HSG B
6.840
70 Weighted Average
6.635
97.00% Pervious Area
0.205
3.00% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.8 75
0.0300 0.16
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.8 400
0.0400 1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.5 315
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 & winding
13.1 790 Total
Subcatchment 2S: Ex DA-2
Hydrograph
I___I-- I-- I --I __I __I___I___I__-I-- I-- I--I--I __I___I___I___I-- I-- I --I _-I--- ■Runoff
21.14 cfs---II-- --i-- -- ----------J--1--1--1--L--L-----
--J--1--1--L--L--
21-------- ,-- r-- r-- r------------- ----T-- CIa-rllote,fhr 9=fir=
20 i I I i i i i 111111111 i I I i i i i i i I I �II,�� ,,IqqI
19------------+--------------'--'--+-------R�IIII��IT.L��7�7"L
18 - -- ---- T-- r - -r--I --I� - ---- T-- T-- T-- r- - + --I�--I---1 7--+--r--+--
17
---------- --------------------------ift rrbif-A�-e�=6.40ad--
16 --------+--+--+--+----------+--+--+--+--+--+-------+--+--+--+--+--
15 '-------------------------------
14 IrrQIII-tfQlt�mle=1:�1�'h--
------------------------------------------------------------------
^ I I I I I I I I I I I I I I Iprl I I I I I I I
u13 r-------1--rt--+--r--I--------y--rt--rt--+--.���`-
12 I Runo#�IDppthTl
Oil
LL ------I----1--L----1---1---1--J--1--1--+--L-fOV�LF�n%=�90`-
10------I----7--+--r-------------------+--r--r-------7-- -} #
9---------II--?--II---II---II---II---II---II--?--?--I-I--II---II---II---II��-���_171��1--
8------I-- -- --+-- --------I-- -- -- --+-- -------I--
7---li---li----r--r--r--Ir--Ir--li-- -- -- --T--r--Ir--li---li--r--r- Nq
T/
I I I I I I I I I I I I I I I I I I I I I I I
s --------+--+--+--+----------+--+--+--+--+--+-------+--+--+--+--+--
4
3--------!--! -- + --! -----------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
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 2S: Ex DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.85
0.00
0.00
5.00
4.72
1.83
1.35
7.50
4.93
1.98
0.00
10.00
4.93
1.98
0.00
12.50
4.93
1.98
0.00
15.00
4.93
1.98
0.00
17.50
4.93
1.98
0.00
20.00
4.93
1.98
0.00
22.50
4.93
1.98
0.00
25.00
4.93
1.98
0.00
27.50
4.93
1.98
0.00
30.00
4.93
1.98
0.00
32.50
4.93
1.98
0.00
35.00
4.93
1.98
0.00
37.50
4.93
1.98
0.00
40.00
4.93
1.98
0.00
42.50
4.93
1.98
0.00
45.00
4.93
1.98
0.00
47.50
4.93
1.98
0.00
50.00
4.93
1.98
0.00
52.50
4.93
1.98
0.00
55.00
4.93
1.98
0.00
57.50
4.93
1.98
0.00
60.00
4.93
1.98
0.00
62.50
4.93
1.98
0.00
65.00
4.93
1.98
0.00
67.50
4.93
1.98
0.00
70.00
4.93
1.98
0.00
72.50
4.93
1.98
0.00
75.00
4.93
1.98
0.00
77.50
4.93
1.98
0.00
80.00
4.93
1.98
0.00
82.50
4.93
1.98
0.00
85.00
4.93
1.98
0.00
87.50
4.93
1.98
0.00
90.00
4.93
1.98
0.00
92.50
4.93
1.98
0.00
95.00
4.93
1.98
0.00
97.50
4.93
1.98
0.00
100.00
4.93
1.98
0.00
102.50
4.93
1.98
0.00
105.00
4.93
1.98
0.00
107.50
4.93
1.98
0.00
110.00
4.93
1.98
0.00
112.50
4.93
1.98
0.00
115.00
4.93
1.98
0.00
117.50
4.93
1.98
0.00
120.00
4.93
1.98
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 21.80 cfs @ 3.15 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
Charlotte 6-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
----------+--+--+--+--+--+--I--+--+--+--+--+--+--I--+--+--+--+--+--+-- ■Runoff
21.80 cfs ---;-------------;-- ------;---;---;-- 11 -
-------1--L-----1---1--J--1--1--+--4arloe'hrY=yi`-
21 -i---i---i--r--r--r--r--r--r--i--r--r--r
-
-+--
I
19-+----+--+--+--+--+--+--+----+--+--+--+--+--+--+
18-------;-- -- --'i --'i --'i--------;-- -----
-----y-� A--,A------/y---y-t--
16-------'-- --i L----------J--i -pnofLVol rye=9.04� -
15
w 14 -r-------r--r--r--r--r-------r--r--r--+--rpp--r--r--I--r--**ft--=rq--r--r--
unoff
3 12 ---------+--+--+--+----------+--+--+--+--+--+-------+T-r-+--+--.+,,--y+,--
�° 11------------,--, --,--------------------,--, --,-------ly�'J.i-fllffl--
10----------1--L----1---1---1--J--1--1--+--L--L-------J----+-w-'L-o-L--
9 r-------r--r--r--r--r-------r--r--r--+--r--r--r----r--r- 8-- -
IY�v -
------- -- --i --i --i------- -- -- -- --i --i --i------- -i
7 - - -I- - -I- - + - - + - - + - - + - - + - -I- - -I- - + - - + - - + - - +-
6 '---;---;-- it-- it --'i --'i - -'i--;---;----
5------'----1--L----1---1---1--J--1--1--+--L--L-------J----+--L--L--
4------'i----7--r--r--------'i-- -- -- --rt--r--'r-------7-----7--r--'r--
3------'---- --'i --'i-----------'i-- -- -- --'i-----------'-- -- --'i --'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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 39
Hydrograph for Subcatchment 4S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.85
0.17
1.18
5.00
4.72
3.40
0.77
7.50
4.93
3.60
0.00
10.00
4.93
3.60
0.00
12.50
4.93
3.60
0.00
15.00
4.93
3.60
0.00
17.50
4.93
3.60
0.00
20.00
4.93
3.60
0.00
22.50
4.93
3.60
0.00
25.00
4.93
3.60
0.00
27.50
4.93
3.60
0.00
30.00
4.93
3.60
0.00
32.50
4.93
3.60
0.00
35.00
4.93
3.60
0.00
37.50
4.93
3.60
0.00
40.00
4.93
3.60
0.00
42.50
4.93
3.60
0.00
45.00
4.93
3.60
0.00
47.50
4.93
3.60
0.00
50.00
4.93
3.60
0.00
52.50
4.93
3.60
0.00
55.00
4.93
3.60
0.00
57.50
4.93
3.60
0.00
60.00
4.93
3.60
0.00
62.50
4.93
3.60
0.00
65.00
4.93
3.60
0.00
67.50
4.93
3.60
0.00
70.00
4.93
3.60
0.00
72.50
4.93
3.60
0.00
75.00
4.93
3.60
0.00
77.50
4.93
3.60
0.00
80.00
4.93
3.60
0.00
82.50
4.93
3.60
0.00
85.00
4.93
3.60
0.00
87.50
4.93
3.60
0.00
90.00
4.93
3.60
0.00
92.50
4.93
3.60
0.00
95.00
4.93
3.60
0.00
97.50
4.93
3.60
0.00
100.00
4.93
3.60
0.00
102.50
4.93
3.60
0.00
105.00
4.93
3.60
0.00
107.50
4.93
3.60
0.00
110.00
4.93
3.60
0.00
112.50
4.93
3.60
0.00
115.00
4.93
3.60
0.00
117.50
4.93
3.60
0.00
120.00
4.93
3.60
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 61.48 cfs @ 3.16 hrs, Volume= 2.553 af, Depth= 2.65"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 10-yr Rainfall=4.93"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
6.310 61 >75% Grass cover, Good, HSG B
11.550 78 Weighted Average
6.310 54.63% Pervious Area
5.240 45.37% 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---'i--y--rt--r--r--'r--'i---'i--y--rt--rt--+--r--'r--'r--'i--y--�--+--r--'r-- ❑Runoff
61.48 cfs
--+--r--r -- r-- r--r--T--C- -tilaroue 6�h Tjo-
yr
-- -F 60 1 1 1
----'-- -- - ---------'-- -- -- - --------------------- -------
55-------- -- --'+ --'------------- -- --' --'----- -Rai-nfaIIT4.93
so
45---------+--+--+--+--+--+-+--+--+-- ,RR--p"Yffi~V-p1�T"'le=2.$ $ c1
40 1 1
w-----------rt--+--r------------------ t--RLmaifiD pthT.65A`-
35
M 30 �\iT5.liV lillill
----------------------------
25 CN=78
20
�---�---�--�--1--L--�--1---1---1--J--1--1--1--L--L--1---1--J--1--1--L--�--
15
10
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 41
Hydrograph for Subcatchment 5S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.85
0.03
1.32
5.00
4.72
2.48
2.50
7.50
4.93
2.65
0.00
10.00
4.93
2.65
0.00
12.50
4.93
2.65
0.00
15.00
4.93
2.65
0.00
17.50
4.93
2.65
0.00
20.00
4.93
2.65
0.00
22.50
4.93
2.65
0.00
25.00
4.93
2.65
0.00
27.50
4.93
2.65
0.00
30.00
4.93
2.65
0.00
32.50
4.93
2.65
0.00
35.00
4.93
2.65
0.00
37.50
4.93
2.65
0.00
40.00
4.93
2.65
0.00
42.50
4.93
2.65
0.00
45.00
4.93
2.65
0.00
47.50
4.93
2.65
0.00
50.00
4.93
2.65
0.00
52.50
4.93
2.65
0.00
55.00
4.93
2.65
0.00
57.50
4.93
2.65
0.00
60.00
4.93
2.65
0.00
62.50
4.93
2.65
0.00
65.00
4.93
2.65
0.00
67.50
4.93
2.65
0.00
70.00
4.93
2.65
0.00
72.50
4.93
2.65
0.00
75.00
4.93
2.65
0.00
77.50
4.93
2.65
0.00
80.00
4.93
2.65
0.00
82.50
4.93
2.65
0.00
85.00
4.93
2.65
0.00
87.50
4.93
2.65
0.00
90.00
4.93
2.65
0.00
92.50
4.93
2.65
0.00
95.00
4.93
2.65
0.00
97.50
4.93
2.65
0.00
100.00
4.93
2.65
0.00
102.50
4.93
2.65
0.00
105.00
4.93
2.65
0.00
107.50
4.93
2.65
0.00
110.00
4.93
2.65
0.00
112.50
4.93
2.65
0.00
115.00
4.93
2.65
0.00
117.50
4.93
2.65
0.00
120.00
4.93
2.65
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.71 cfs @ 3.16 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
Charlotte 6-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
� �-'---'-- I'�-- I'� --'�--'---'---'---'-- I'� -- �� -- �I � � � � � � � � � � ❑Runoff
6.71 cfs
Cf�ar,lott6 6-hr,10-y'r
- - -I - - - - - - - - I- - - - - - - - - - - - - - - - - - - - - - - - - -
RainfalIT4.93..
T--T------�--T--T--T--T--RLinbff�Atea=1'7-60-at-
CJ I I I I I 1
RL;npff'',VQ1L;me=0.280 elf
^-r--i---i--r--r--r--r--r--i--r--r--r--r--r--r--i--r--r r--r--i---i--
Runoff DepthT1.9t
-- -- -- -- --+-- -- -- --+- TGT1& -
3 PN 69
------'----1--1--'---'---'--J--1--L--L--L----------1--L----------'--
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD@ 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 43
Hydrograph for Subcatchment 6S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.85
0.00
0.00
5.00
4.72
1.76
0.32
7.50
4.93
1.91
0.00
10.00
4.93
1.91
0.00
12.50
4.93
1.91
0.00
15.00
4.93
1.91
0.00
17.50
4.93
1.91
0.00
20.00
4.93
1.91
0.00
22.50
4.93
1.91
0.00
25.00
4.93
1.91
0.00
27.50
4.93
1.91
0.00
30.00
4.93
1.91
0.00
32.50
4.93
1.91
0.00
35.00
4.93
1.91
0.00
37.50
4.93
1.91
0.00
40.00
4.93
1.91
0.00
42.50
4.93
1.91
0.00
45.00
4.93
1.91
0.00
47.50
4.93
1.91
0.00
50.00
4.93
1.91
0.00
52.50
4.93
1.91
0.00
55.00
4.93
1.91
0.00
57.50
4.93
1.91
0.00
60.00
4.93
1.91
0.00
62.50
4.93
1.91
0.00
65.00
4.93
1.91
0.00
67.50
4.93
1.91
0.00
70.00
4.93
1.91
0.00
72.50
4.93
1.91
0.00
75.00
4.93
1.91
0.00
77.50
4.93
1.91
0.00
80.00
4.93
1.91
0.00
82.50
4.93
1.91
0.00
85.00
4.93
1.91
0.00
87.50
4.93
1.91
0.00
90.00
4.93
1.91
0.00
92.50
4.93
1.91
0.00
95.00
4.93
1.91
0.00
97.50
4.93
1.91
0.00
100.00
4.93
1.91
0.00
102.50
4.93
1.91
0.00
105.00
4.93
1.91
0.00
107.50
4.93
1.91
0.00
110.00
4.93
1.91
0.00
112.50
4.93
1.91
0.00
115.00
4.93
1.91
0.00
117.50
4.93
1.91
0.00
120.00
4.93
1.91
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 44
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 3.60" for 10-yr event
Inflow = 21.80 cfs @ 3.15 hrs, Volume= 0.940 of
Outflow = 6.01 cfs @ 3.40 hrs, Volume= 0.895 af, Atten= 72%, Lag= 15.1 min
Primary = 6.01 cfs @ 3.40 hrs, Volume= 0.895 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= 790.41' @ 3.40 hrs Surf.Area= 11,723 sf Storage= 22,245 cf
Plug -Flow detention time= 645.1 min calculated for 0.895 of (95% of inflow)
Center -of -Mass det. time= 641.2 min ( 846.9 - 205.7 )
Volume Invert Avail.Storage Storage Description
#1 788.25' 42,548 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
788.25 8,900 0 0
789.00 9,858 7,034 7,034
790.00 11,185 10,522 17,556
791.00 12,500 11,843 29,398
792.00 13,800 13,150 42,548
Device Routing Invert Outlet Devices
#1 Primary 788.25' 24.0" Round Culvert
L= 250.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 788.25' / 787.00' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 788.25' 1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 789.20' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 791.00' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.50' 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=6.01 cfs @ 3.40 hrs HW=790.41' (Free Discharge)
L1=Culvert (Passes 6.01 cfs of 14.82 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.01 fps)
3=Orifice/Grate (Orifice Controls 5.97 cfs @ 4.48 fps)
4=S ha rp-C rested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=788.25' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 45
Pond 4P: Wet Pond 1
Hydrograph
■
Inflow ■Outflow
r---+-----I----�-
I I
1hf1oW re-a=3A30
N Primary
I I I I I I I I I I 1
■SecondSecondary ry24
;--;-;--;---
; ; -1--;--1-
=�--
--Peak- 49
---'
22
20-:,
---------------------,-
'
, oa=22y25c-
16
w 14
;--;-;--;----;----;----;----;--r-;--;-;--;----;----;----;--
0
--T---T----T----_F
-1 --i-T--T-T--T-T--T----T----T----T--
M 10
--,I ----,I --
-- ---- ---- --,I
- --,I - --,I ----,I ----,I ---- ---- --
6.01 Cfs--L-J--L--1--1--1--1----1--'--
--L-1--L-J--L----L----+----1--
6
0.00 CfS
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)
792
791
v
v
w
c
0
R 790
v
w
789
Pond 4P: Wet Pond 1
Stage -Discharge
0 5 10 15 20 25 30 35
Discharge (cfs)
Total
❑ Primary
Secondary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 46
792
791
v
v
c
0
790
v
w
789
Pond 4P: Wet Pond 1
Stage -Area -Storage
Surface/HorizontaiMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Storage (cubic -feet)
S Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 47
Hydrograph for Pond 4P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
788.25
0.00
0.00
0.00
2.50
1.18
1,616
788.43
0.01
0.01
0.00
5.00
0.77
12,665
789.55
1.36
1.36
0.00
7.50
0.00
9,700
789.27
0.13
0.13
0.00
10.00
0.00
9,114
789.21
0.03
0.03
0.00
12.50
0.00
8,878
789.18
0.02
0.02
0.00
15.00
0.00
8,657
789.16
0.02
0.02
0.00
17.50
0.00
8,437
789.14
0.02
0.02
0.00
20.00
0.00
8,221
789.12
0.02
0.02
0.00
22.50
0.00
8,007
789.10
0.02
0.02
0.00
25.00
0.00
7,796
789.08
0.02
0.02
0.00
27.50
0.00
7,588
789.06
0.02
0.02
0.00
30.00
0.00
7,383
789.04
0.02
0.02
0.00
32.50
0.00
7,181
789.01
0.02
0.02
0.00
35.00
0.00
6,981
788.99
0.02
0.02
0.00
37.50
0.00
6,784
788.97
0.02
0.02
0.00
40.00
0.00
6,591
788.95
0.02
0.02
0.00
42.50
0.00
6,400
788.94
0.02
0.02
0.00
45.00
0.00
6,211
788.92
0.02
0.02
0.00
47.50
0.00
6,026
788.90
0.02
0.02
0.00
50.00
0.00
5,844
788.88
0.02
0.02
0.00
52.50
0.00
5,664
788.86
0.02
0.02
0.00
55.00
0.00
5,487
788.84
0.02
0.02
0.00
57.50
0.00
5,314
788.82
0.02
0.02
0.00
60.00
0.00
5,143
788.81
0.02
0.02
0.00
62.50
0.00
4,975
788.79
0.02
0.02
0.00
65.00
0.00
4,810
788.77
0.02
0.02
0.00
67.50
0.00
4,648
788.75
0.02
0.02
0.00
70.00
0.00
4,488
788.74
0.02
0.02
0.00
72.50
0.00
4,332
788.72
0.02
0.02
0.00
75.00
0.00
4,179
788.70
0.02
0.02
0.00
77.50
0.00
4,028
788.69
0.02
0.02
0.00
80.00
0.00
3,881
788.67
0.02
0.02
0.00
82.50
0.00
3,736
788.66
0.02
0.02
0.00
85.00
0.00
3,595
788.64
0.02
0.02
0.00
87.50
0.00
3,456
788.63
0.02
0.02
0.00
90.00
0.00
3,321
788.61
0.01
0.01
0.00
92.50
0.00
3,188
788.60
0.01
0.01
0.00
95.00
0.00
3,059
788.59
0.01
0.01
0.00
97.50
0.00
2,932
788.57
0.01
0.01
0.00
100.00
0.00
2,808
788.56
0.01
0.01
0.00
102.50
0.00
2,688
788.55
0.01
0.01
0.00
105.00
0.00
2,570
788.53
0.01
0.01
0.00
107.50
0.00
2,456
788.52
0.01
0.01
0.00
110.00
0.00
2,344
788.51
0.01
0.01
0.00
112.50
0.00
2,236
788.50
0.01
0.01
0.00
115.00
0.00
2,130
788.49
0.01
0.01
0.00
117.50
0.00
2,028
788.47
0.01
0.01
0.00
120.00
0.00
1,928
788.46
0.01
0.01
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 48
Summary for Pond 5P: Wet Pond 2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth = 2.65" for 10-yr event
Inflow = 61.48 cfs @ 3.16 hrs, Volume= 2.553 of
Outflow = 12.42 cfs @ 3.56 hrs, Volume= 2.520 af, Atten= 80%, Lag= 24.2 min
Primary = 12.42 cfs @ 3.56 hrs, Volume= 2.520 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 780.57' @ 3.56 hrs Surf.Area= 19,394 sf Storage= 60,429 cf
Plug -Flow detention time= 568.0 min calculated for 2.519 of (99% of inflow)
Center -of -Mass det. time= 568.7 min ( 781.7 - 212.9 )
Volume Invert Avail.Storage Storage Description
#1 776.50' 90,572 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
776.50 9,508 0 0
777.00 11,638 5,287 5,287
778.00 13,738 12,688 17,975
779.00 15,894 14,816 32,791
780.00 18,107 17,001 49,791
781.00 20,376 19,242 69,033
782.00 22,702 21,539 90,572
Device Routing Invert Outlet Devices
#1 Primary 766.70' 30.0" Round Culvert L= 50.0' Ke= 0.500
Inlet / Outlet Invert= 766.70' / 766.29' S= 0.0082 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 776.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 778.15' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 779.50' 24.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 780.75' 12.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=12.41 cfs @ 3.56 hrs HW=780.57' (Free Discharge)
L1=Culvert (Passes 12.41 cfs of 83.95 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.12 cfs @ 9.63 fps)
3=Orifice/Grate (Orifice Controls 9.26 cfs @ 6.94 fps)
4=Orifice/Grate (Orifice Controls 3.04 cfs @ 4.56 fps)
5=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 49
Pond 5P: Wet Pond 2
Hydrograph
---- ----r--li---li----r-----li----rt--Ir--li---li--7--r--li---li----r--Ir--li-- ■ Inflow
61.48 CfS ■ Primary
60---J--1--L--'-----1--L--'---'--J--I-InfMow ArL6a=l-1s560-� La
55
--- -- --! -- --! -- --! --' -- Peak! Elea=7$0.€�-
50----i-- li--i-----i-- li--i --i--i---i - -
8tora 9 cf
=60742
45----II-- I'i--'i-----II-- I'i--li --'i-
--------'i---------'i---------'i --'i --'i--
N
40 --- --'--------- --------- - - - + ---------+------ - - - - --
-- ----
U
�- 35 ---r--r--r--r--I--r--r--r--I--r--t--r--r--I--r--r--I---I--r--r--r--I--
3
0
M 30
I I I I I I I I I I I I I I I I I I I I I I I
25---J--1--L--1---�--1--L--1---1--J--1--L--1---�--1--L--1---�--1--L--�--�--
I I I I I I I I I I I I I I I I I I I I I I
20 --+--+--r-------+--+-------+--+--+-------+--+-------+--r--+--I--
I I I I I I I I I I I I I I I I I I I I I I
12.42 JIS---r-----I-- --r- --'I-- --T--'-------T-------'I-- --r--' --'I--
10
w
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)
Pond 5P: Wet Pond 2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
❑ Primary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 50
Pond 5P: Wet Pond 2
Stage -Area -Storage
Surface/HorizontaiMefted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
■ Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 51
Hydrograph for Pond 5P: Wet Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
776.50
0.00
2.50
1.32
722
776.57
0.01
5.00
2.50
38,103
779.33
5.95
7.50
0.00
22,297
778.31
0.48
10.00
0.00
20,342
778.17
0.11
12.50
0.00
19,628
778.12
0.07
15.00
0.00
18,970
778.07
0.07
17.50
0.00
18,321
778.03
0.07
20.00
0.00
17,683
777.98
0.07
22.50
0.00
17,056
777.93
0.07
25.00
0.00
16,438
777.89
0.07
27.50
0.00
15,832
777.84
0.07
30.00
0.00
15,235
777.80
0.07
32.50
0.00
14,650
777.75
0.06
35.00
0.00
14,075
777.71
0.06
37.50
0.00
13,511
777.67
0.06
40.00
0.00
12,957
777.62
0.06
42.50
0.00
12,415
777.58
0.06
45.00
0.00
11,884
777.54
0.06
47.50
0.00
11,363
777.50
0.06
50.00
0.00
10,854
777.46
0.06
52.50
0.00
10,356
777.42
0.05
55.00
0.00
9,869
777.38
0.05
57.50
0.00
9,394
777.34
0.05
60.00
0.00
8,930
777.30
0.05
62.50
0.00
8,478
777.27
0.05
65.00
0.00
8,037
777.23
0.05
67.50
0.00
7,608
777.20
0.05
70.00
0.00
7,191
777.16
0.05
72.50
0.00
6,785
777.13
0.04
75.00
0.00
6,392
777.09
0.04
77.50
0.00
6,010
777.06
0.04
80.00
0.00
5,640
777.03
0.04
82.50
0.00
5,283
777.00
0.04
85.00
0.00
4,937
776.97
0.04
87.50
0.00
4,604
776.94
0.04
90.00
0.00
4,284
776.91
0.03
92.50
0.00
3,976
776.88
0.03
95.00
0.00
3,680
776.86
0.03
97.50
0.00
3,398
776.83
0.03
100.00
0.00
3,128
776.81
0.03
102.50
0.00
2,872
776.78
0.03
105.00
0.00
2,628
776.76
0.03
107.50
0.00
2,399
776.74
0.02
110.00
0.00
2,182
776.72
0.02
112.50
0.00
1,979
776.70
0.02
115.00
0.00
1,791
776.68
0.02
117.50
0.00
1,615
776.66
0.02
120.00
0.00
1,454
776.65
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 52
Summary for Link 3L: Ex Drainage Areas
Inflow Area = 12.850 ac, 4.24% Impervious, Inflow Depth = 2.02" for 10-yr event
Inflow = 41.06 cfs @ 3.26 hrs, Volume= 2.165 of
Primary = 41.06 cfs @ 3.26 hrs, Volume= 2.165 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Ex Drainage Areas
Hydrograph
■ Inflow
---------T--+------+--+------+--+--+-+--+--T---------T--+--i--
I Al ins
41.06 cfs ' ice
i ■ Primary
40
--r--r--r--i-
-r-
-r--r--i--r--+--r--
r--i--r--r--i---i-
-r--r--r--i--
Til
36
--+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
34
--- --
--T--�-----
--T--
---- --T--
-----�--T--T--�---�--T--T--F----
11
----------
30
--+--+--r--+----+--+--+----+--+--+--+-+--+--+-------+--r--+--i--
28
-----?--',
-----',--
--',
--------',--
--',-----',-- --',-------?--',
--', --',--
w26
--J--1--L--1---'--
--L-------J--+--L-------+--
-------1--L--L--'--
- 24
i--r--r--r--r--i--
r-
-r--
r
--i--r--+--r--r--i--r--r--i---i--r--r--r--i--
0 22
---'--
--
-----'--
--
--------'--
+
--------'-- + -------'--
-------'--
M 20
--+--+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
18
---',--
--',
-----',--
--',
--------',--
--',-----',-- --',-----',--
--', --', --',--
14
--+--+--r--+----+--+--+----+--+--+--+-+--+--+-------+--r--+--i--
12
-----
?--
------'--
--r
10
-- --
--
-------
--
-------
--+--
-------+---------
-- -- ----
8
--r--r--r--r----r--r--r----r--+--r--r----r--r-------r--r--r--i--
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 53
Hydrograph for Link 3L: Ex Drainage Areas
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
2.55
0.00
2.55
7.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
12.50
0.00
0.00
0.00
15.00
0.00
0.00
0.00
17.50
0.00
0.00
0.00
20.00
0.00
0.00
0.00
22.50
0.00
0.00
0.00
25.00
0.00
0.00
0.00
27.50
0.00
0.00
0.00
30.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
35.00
0.00
0.00
0.00
37.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
42.50
0.00
0.00
0.00
45.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
50.00
0.00
0.00
0.00
52.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
57.50
0.00
0.00
0.00
60.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
65.00
0.00
0.00
0.00
67.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
72.50
0.00
0.00
0.00
75.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
80.00
0.00
0.00
0.00
82.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
87.50
0.00
0.00
0.00
90.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
95.00
0.00
0.00
0.00
97.50
0.00
0.00
0.00
100.00
0.00
0.00
0.00
102.50
0.00
0.00
0.00
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 54
Summary for Link 7L: POI-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 2.88" for 10-yr event
Inflow = 10.84 cfs @ 3.20 hrs, Volume= 1.175 of
Primary = 10.84 cfs @ 3.20 hrs, Volume= 1.175 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: POI-1
Hydrograph
------- � -- L I--�---�-- � -- I--�I--�---I-- � --II--�---�-- � --I--�---�--- II --II --�-- ❑owInfl
- - - - IL - - - - - - - L - - I L - -1- - -1- - J - - 1 - - L - -1- - - - - 1 - - IL - - - - -I. L - - IL
❑ Primary
10.84 cfs---II--------II-------------II-- a'Inf[Gw I'1Are' 14.890 'lac -
10--------li---------li --li-----Ii-- --i
g-------li---------li --li-----Ii-- --li
8-------li---------li --li-----Ii-- --li
N
7-------I,---------I, --I,-----Ii-- --li
U
3 6
p I I I I I I I I I I I I I I I I I I I I I I
LL
5 -- ----r-----I-- --r-- --I-- --+--r-------+--r-------7--r--r--I--
4 --r--r--r-------r--r--r----r--r--r-------r--r-------r--r--r--
I--
3-
2
-+--+--r-------+--+-------+--+--+-------+--+-------+--r--+--I--
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 55
Hydrograph for Link 7L: POI-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.01
0.00
0.01
5.00
1.69
0.00
1.69
7.50
0.13
0.00
0.13
10.00
0.03
0.00
0.03
12.50
0.02
0.00
0.02
15.00
0.02
0.00
0.02
17.50
0.02
0.00
0.02
20.00
0.02
0.00
0.02
22.50
0.02
0.00
0.02
25.00
0.02
0.00
0.02
27.50
0.02
0.00
0.02
30.00
0.02
0.00
0.02
32.50
0.02
0.00
0.02
35.00
0.02
0.00
0.02
37.50
0.02
0.00
0.02
40.00
0.02
0.00
0.02
42.50
0.02
0.00
0.02
45.00
0.02
0.00
0.02
47.50
0.02
0.00
0.02
50.00
0.02
0.00
0.02
52.50
0.02
0.00
0.02
55.00
0.02
0.00
0.02
57.50
0.02
0.00
0.02
60.00
0.02
0.00
0.02
62.50
0.02
0.00
0.02
65.00
0.02
0.00
0.02
67.50
0.02
0.00
0.02
70.00
0.02
0.00
0.02
72.50
0.02
0.00
0.02
75.00
0.02
0.00
0.02
77.50
0.02
0.00
0.02
80.00
0.02
0.00
0.02
82.50
0.02
0.00
0.02
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.01
0.00
0.01
107.50
0.01
0.00
0.01
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 56
Summary for Link 8L: POI-2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth > 2.62" for 10-yr event
Inflow = 12.42 cfs @ 3.56 hrs, Volume= 2.520 of
Primary = 12.42 cfs @ 3.56 hrs, Volume= 2.520 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: POI-2
Hydrograph
XF
-- --------- --------- -- --------- --------- -- -- ---- ❑Inflow
12.42 cfs - � � � � � � � � � -� ❑Primary
12----i --i --i-- i--i -_i
10 ----rt--r--r------- +--r--i-- --+--r--r----7--r----------r--r--i--
9 i
--J--1--L--1---'-- --L--'---'--J--L--L-------1--L--1-----1--L--L--'--
w
U
0
----------
4 -+--+--r--+--i--+--+--+--i--+--+--+--+-+--+--+--i---i--+--r--+--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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 57
Hydrograph for Link 8L: POI-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.01
0.00
0.01
5.00
5.95
0.00
5.95
7.50
0.48
0.00
0.48
10.00
0.11
0.00
0.11
12.50
0.07
0.00
0.07
15.00
0.07
0.00
0.07
17.50
0.07
0.00
0.07
20.00
0.07
0.00
0.07
22.50
0.07
0.00
0.07
25.00
0.07
0.00
0.07
27.50
0.07
0.00
0.07
30.00
0.07
0.00
0.07
32.50
0.06
0.00
0.06
35.00
0.06
0.00
0.06
37.50
0.06
0.00
0.06
40.00
0.06
0.00
0.06
42.50
0.06
0.00
0.06
45.00
0.06
0.00
0.06
47.50
0.06
0.00
0.06
50.00
0.06
0.00
0.06
52.50
0.05
0.00
0.05
55.00
0.05
0.00
0.05
57.50
0.05
0.00
0.05
60.00
0.05
0.00
0.05
62.50
0.05
0.00
0.05
65.00
0.05
0.00
0.05
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.04
0.00
0.04
80.00
0.04
0.00
0.04
82.50
0.04
0.00
0.04
85.00
0.04
0.00
0.04
87.50
0.04
0.00
0.04
90.00
0.03
0.00
0.03
92.50
0.03
0.00
0.03
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.03
0.00
0.03
102.50
0.03
0.00
0.03
105.00
0.03
0.00
0.03
107.50
0.02
0.00
0.02
110.00
0.02
0.00
0.02
112.50
0.02
0.00
0.02
115.00
0.02
0.00
0.02
117.50
0.02
0.00
0.02
120.00
0.02
0.00
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 58
Summary for Link 9L: Combined
Inflow Area = 16.440 ac, 48.22% Impervious, Inflow Depth > 2.70" for 10-yr event
Inflow = 20.60 cfs @ 3.32 hrs, Volume= 3.695 of
Primary = 20.60 cfs @ 3.32 hrs, Volume= 3.695 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9L: Combined
Hydrograph
--i--r--r--r--r--i-r--r--r--i--r--+--r--r--i--r--r--i---i--r--r--r--i--
,� ----
--
--'� --'�
-T
--'�
--'� ---- --
--'� --'� --'�-- --'�------- --'� --'� --'�--
■Inflow
2rfs
rn---------------------+---------+---------------�--
cfs
-----
-
--
--r-------;--r-------
----------
-----------'�-
--T-�-
- - - +-- - I_ �� Q'�-I--
- w-� e ar T p-
■Primary
20.60
20
--+--+--r--+----+--+--+----+--+--+--+-+--+--+-------+--r--+--i--
19
--
-,--
--------,--
----------
-,--
--------,----------,----------,--
18
--
--
---------
--
------- --
--------- --------- -- -- ----
17
--
--
--r-------
--r--
---- --T--
-------T--r------- --r-- ----
16
------'--'
--------'--'
----------------------'--'
--------'--'-----'--
15
--
--
---------
--
------- --+--
-------+--------- -- -- ----
14
---,--
--,-----,--
--,
--------,--
--,-----,-- --,-----,-- --, --, --,--
w 13
--J--1--L--1---'--
--L--'---'--J--L--L-------1--L--1-----1--L--L--'--
— 12
i--r--r--r--r--i--r--r--r--i--r--+--r--r--i--r--r--i---i--r--r--r--i--
11
'---'---'--'---'---'--
1--'---'---'---'--'---'---'---'---'--'---'---'---'--'---'---'--
UZ: 10
--
--
---------
--
------- --
--------- --------- -- -- ----
9
--
--
--r-------
--r--
---- --T--
-------T--r------- --r-- ----
----------
7
-+--+--r--+----+--+--+----+--+--+--+-+--+--+-------+--r--+--i--
6
----?--------',--
-----------',--
--------',-- --',---',---',--?--',---',---',--
5
-
--
---------
--
------- --
--------- --------- -- -- ----
4
-r--r--r--r----r--r--r----r--+--r--r----r--r-------r--r--r--i--
3
--'---'--'---'---'---'--'---'---'---'--'---'----------------------------'--
2
1
0
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 10-yr Rainfall=4.93"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 59
Hydrograph for Link 9L: Combined
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.02
0.00
0.02
5.00
7.64
0.00
7.64
7.50
0.62
0.00
0.62
10.00
0.14
0.00
0.14
12.50
0.10
0.00
0.10
15.00
0.10
0.00
0.10
17.50
0.10
0.00
0.10
20.00
0.09
0.00
0.09
22.50
0.09
0.00
0.09
25.00
0.09
0.00
0.09
27.50
0.09
0.00
0.09
30.00
0.09
0.00
0.09
32.50
0.09
0.00
0.09
35.00
0.09
0.00
0.09
37.50
0.08
0.00
0.08
40.00
0.08
0.00
0.08
42.50
0.08
0.00
0.08
45.00
0.08
0.00
0.08
47.50
0.08
0.00
0.08
50.00
0.08
0.00
0.08
52.50
0.07
0.00
0.07
55.00
0.07
0.00
0.07
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.07
0.00
0.07
65.00
0.07
0.00
0.07
67.50
0.06
0.00
0.06
70.00
0.06
0.00
0.06
72.50
0.06
0.00
0.06
75.00
0.06
0.00
0.06
77.50
0.06
0.00
0.06
80.00
0.06
0.00
0.06
82.50
0.05
0.00
0.05
85.00
0.05
0.00
0.05
87.50
0.05
0.00
0.05
90.00
0.05
0.00
0.05
92.50
0.05
0.00
0.05
95.00
0.05
0.00
0.05
97.50
0.04
0.00
0.04
100.00
0.04
0.00
0.04
102.50
0.04
0.00
0.04
105.00
0.04
0.00
0.04
107.50
0.04
0.00
0.04
110.00
0.04
0.00
0.04
112.50
0.03
0.00
0.03
115.00
0.03
0.00
0.03
117.50
0.03
0.00
0.03
120.00
0.03
0.00
0.03

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD@ 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 60
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
Subcatchment 1 S: 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=26.73 cfs 1.396 of
Subcatchment2S: Ex DA-2 Runoff Area=6.840 ac 3.00% Impervious Runoff Depth=2.69"
Flow Length=790' Tc=13.1 min CN=70 Runoff=28.52 cfs 1.536 of
Subcatchment4S: Prop DA-1 Runoff Area=3.130 ac 73.16% Impervious Runoff Depth=4.49"
Tc=5.0 min CN=88 Runoff=26.38 cfs 1.171 of
Subcatchment5S: Prop DA-2 Runoff Area=11.550 ac 45.37% Impervious Runoff Depth=3.46"
Tc=5.0 min CN=78 Runoff=78.26 cfs 3.326 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Impervious Runoff Depth=2.60"
Tc=5.0 min CN=69 Runoff=9.05 cfs 0.382 of
Pond 4P: Wet Pond 1 Peak EIev=790.83' Storage=27,242 cf Inflow=26.38 cfs 1.171 of
Primary=7.32 cfs 1.127 of Secondary=0.00 cfs 0.000 of Outflow=7.32 cfs 1.127 of
Pond 5P: Wet Pond 2 Peak EIev=781.18' Storage=72,693 cf Inflow=78.26 cfs 3.326 of
Outflow=25.60 cfs 3.292 of
Link 3L: Ex Drainage Areas Inflow=55.16 cfs 2.931 of
Primary=55.16 cfs 2.931 of
Link 7L: P0I-1 Inflow=14.43 cfs 1.509 of
Primary=14.43 cfs 1.509 of
Link 8L: P0I-2 Inflow=25.60 cfs 3.292 of
Primary=25.60 cfs 3.292 of
Link 9L: Combined Inflow=36.40 cfs 4.801 of
Primary=36.40 cfs 4.801 of
Total Runoff Area = 29.290 ac Runoff Volume = 7.811 of Average Runoff Depth = 3.20"
71.08% Pervious = 20.818 ac 28.92% Impervious = 8.472 ac

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 1S: Ex DA-1
Runoff = 26.73 cfs @ 3.25 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
Charlotte 6-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
12.0 699 Total
Subcatchment 1S: Ex DA-1
Hydrograph
� �---'--�--1--L--�--1---1---1--J--1--1--+--L--+--'---'--J--1--+--+--�-- ■Runoff
26.73 cfs
26
--_-�-_-�--�--rt--+--r--�--�-=-�--�-_-�--�--�--rt--rt--+--Chrarlotte, 6�hr�,2�-y�;r _
�- -�- -�--- -- --� -- -- -- --- -- -- -- ---------
24
22
-- ,-- r T- - -- -- -- -- R-unb#f Allrea=6.010-ad
20-
----------1--L------------J--1-- C i�nQ�f;p LVl m;e=1: 9 -
18
16 ' Runoff DepthT2.79"
0 14 Flow Ldnhfh=699v
12-
-- - - - - -- -- - - ,I - - ,I --,I ---------- -- -- --,I --,I -----; q-- 2.-0 mfn--
10
---1--L----1---1---1--J--1--1--+--L--+-----'-- -- +
r-------y--rt--+--r--r-------y--rt--rt--+--r--r--r----y----+--r--r--
6
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 62
Hydrograph for Subcatchment 1S: Ex DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
1.04
0.01
0.16
5.00
5.60
2.58
1.60
7.50
5.86
2.79
0.00
10.00
5.86
2.79
0.00
12.50
5.86
2.79
0.00
15.00
5.86
2.79
0.00
17.50
5.86
2.79
0.00
20.00
5.86
2.79
0.00
22.50
5.86
2.79
0.00
25.00
5.86
2.79
0.00
27.50
5.86
2.79
0.00
30.00
5.86
2.79
0.00
32.50
5.86
2.79
0.00
35.00
5.86
2.79
0.00
37.50
5.86
2.79
0.00
40.00
5.86
2.79
0.00
42.50
5.86
2.79
0.00
45.00
5.86
2.79
0.00
47.50
5.86
2.79
0.00
50.00
5.86
2.79
0.00
52.50
5.86
2.79
0.00
55.00
5.86
2.79
0.00
57.50
5.86
2.79
0.00
60.00
5.86
2.79
0.00
62.50
5.86
2.79
0.00
65.00
5.86
2.79
0.00
67.50
5.86
2.79
0.00
70.00
5.86
2.79
0.00
72.50
5.86
2.79
0.00
75.00
5.86
2.79
0.00
77.50
5.86
2.79
0.00
80.00
5.86
2.79
0.00
82.50
5.86
2.79
0.00
85.00
5.86
2.79
0.00
87.50
5.86
2.79
0.00
90.00
5.86
2.79
0.00
92.50
5.86
2.79
0.00
95.00
5.86
2.79
0.00
97.50
5.86
2.79
0.00
100.00
5.86
2.79
0.00
102.50
5.86
2.79
0.00
105.00
5.86
2.79
0.00
107.50
5.86
2.79
0.00
110.00
5.86
2.79
0.00
112.50
5.86
2.79
0.00
115.00
5.86
2.79
0.00
117.50
5.86
2.79
0.00
120.00
5.86
2.79
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment 2S: Ex DA-2
Runoff = 28.52 cfs @ 3.27 hrs, Volume= 1.536 af, Depth= 2.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
6.635
69 50-75% Grass cover, Fair, HSG B
0.205
98 Paved parking, HSG B
6.840
70 Weighted Average
6.635
97.00% Pervious Area
0.205
3.00% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.8 75
0.0300 0.16
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.8 400
0.0400 1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.5 315
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 & winding
13.1 790 Total
Subcatchment 2S: Ex DA-2
Hydrograph
-----�---�--�--�--+--�--�---�---�--�--�--�--+--�--�--�---�--�--�--+--+--�-- ■Runoff
28.52 cfs
28----------+--+-----'--------------I--+--Qljarlo(te 6l r+2-$-fir
26
24
--rt--r--r----rt--rt--wnitf-Abed ad--
22---------L--L-----------------+----+-----------+--+--+--
20 - - npff7Vp1µme I $-O -
u 18-------- -- --+------------ -- -- --+- 1--
Rt� roof# IDepth=TZ.697
3 16 I I I I
LL 14
+-+--+--+--+--+--+--+--+-+--+--+--+--+--+--+--+---T-+----+--+--+--
12----------+-- --F -- --I --- I---------+-- -------'-F=�'�-�-
10 I I I I I I I I I I I I I I I I I I
+-------+--+--+--r----------+--+--+--+--r--+--+----+--+- w� 7�
8 I I I I I I I I I I I I I I I I I I I
1�
-------------------------------------
6
I---I---I--7--7--7--7--I ---------7--7--T--7--7-------7----T--T--F--
4
-----I-- -- L --+-- L-----I---I-- L -- L -- L --+-- L --L--I - - - I-- L----+--+-- L --
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 64
Hydrograph for Subcatchment 2S: Ex DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
1.04
0.01
0.08
5.00
5.60
2.49
1.80
7.50
5.86
2.69
0.00
10.00
5.86
2.69
0.00
12.50
5.86
2.69
0.00
15.00
5.86
2.69
0.00
17.50
5.86
2.69
0.00
20.00
5.86
2.69
0.00
22.50
5.86
2.69
0.00
25.00
5.86
2.69
0.00
27.50
5.86
2.69
0.00
30.00
5.86
2.69
0.00
32.50
5.86
2.69
0.00
35.00
5.86
2.69
0.00
37.50
5.86
2.69
0.00
40.00
5.86
2.69
0.00
42.50
5.86
2.69
0.00
45.00
5.86
2.69
0.00
47.50
5.86
2.69
0.00
50.00
5.86
2.69
0.00
52.50
5.86
2.69
0.00
55.00
5.86
2.69
0.00
57.50
5.86
2.69
0.00
60.00
5.86
2.69
0.00
62.50
5.86
2.69
0.00
65.00
5.86
2.69
0.00
67.50
5.86
2.69
0.00
70.00
5.86
2.69
0.00
72.50
5.86
2.69
0.00
75.00
5.86
2.69
0.00
77.50
5.86
2.69
0.00
80.00
5.86
2.69
0.00
82.50
5.86
2.69
0.00
85.00
5.86
2.69
0.00
87.50
5.86
2.69
0.00
90.00
5.86
2.69
0.00
92.50
5.86
2.69
0.00
95.00
5.86
2.69
0.00
97.50
5.86
2.69
0.00
100.00
5.86
2.69
0.00
102.50
5.86
2.69
0.00
105.00
5.86
2.69
0.00
107.50
5.86
2.69
0.00
110.00
5.86
2.69
0.00
112.50
5.86
2.69
0.00
115.00
5.86
2.69
0.00
117.50
5.86
2.69
0.00
120.00
5.86
2.69
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 4S: Prop DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 26.38 cfs @ 3.15 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
Charlotte 6-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
----------- ----T--r--------'-
---T-- T--T-- T-- 'r--- - -' -- ----T--T--T-
- ■Runoff
26.38 cfs
26 C11 1 otte' 6 ,hr 2 -y, - -I- - + - - + - I- + - + - + -
24 pp p ',nr
--------- l�cNl�`1f1
-r r -- -------------- -- --+-- ----r1�5.86-
22-
ThIlry6ff-Area-1130ad--
20 I I I I I I I I I 1
---+--t--r----rt--'R�nOffrVpl�me=1.171-af -
18
----'-- ---- - ---------'-- -- --------------------------------
--
u 16
--+-- -- -- -- -- --+--Runoff Depth;4.49"_
LL
14
12
"�-
10
8
6
4
2
111
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 66
Hydrograph for Subcatchment 4S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
1.04
0.27
1.66
5.00
5.60
4.24
0.97
7.50
5.86
4.49
0.00
10.00
5.86
4.49
0.00
12.50
5.86
4.49
0.00
15.00
5.86
4.49
0.00
17.50
5.86
4.49
0.00
20.00
5.86
4.49
0.00
22.50
5.86
4.49
0.00
25.00
5.86
4.49
0.00
27.50
5.86
4.49
0.00
30.00
5.86
4.49
0.00
32.50
5.86
4.49
0.00
35.00
5.86
4.49
0.00
37.50
5.86
4.49
0.00
40.00
5.86
4.49
0.00
42.50
5.86
4.49
0.00
45.00
5.86
4.49
0.00
47.50
5.86
4.49
0.00
50.00
5.86
4.49
0.00
52.50
5.86
4.49
0.00
55.00
5.86
4.49
0.00
57.50
5.86
4.49
0.00
60.00
5.86
4.49
0.00
62.50
5.86
4.49
0.00
65.00
5.86
4.49
0.00
67.50
5.86
4.49
0.00
70.00
5.86
4.49
0.00
72.50
5.86
4.49
0.00
75.00
5.86
4.49
0.00
77.50
5.86
4.49
0.00
80.00
5.86
4.49
0.00
82.50
5.86
4.49
0.00
85.00
5.86
4.49
0.00
87.50
5.86
4.49
0.00
90.00
5.86
4.49
0.00
92.50
5.86
4.49
0.00
95.00
5.86
4.49
0.00
97.50
5.86
4.49
0.00
100.00
5.86
4.49
0.00
102.50
5.86
4.49
0.00
105.00
5.86
4.49
0.00
107.50
5.86
4.49
0.00
110.00
5.86
4.49
0.00
112.50
5.86
4.49
0.00
115.00
5.86
4.49
0.00
117.50
5.86
4.49
0.00
120.00
5.86
4.49
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 78.26 cfs @ 3.15 hrs, Volume= 3.326 af, Depth= 3.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 25-yr Rainfall=5.86"
Area (ac) CN Description
5.240 98 Paved parking, HSG B
6.310 61 >75% Grass cover, Good, HSG B
11.550 78 Weighted Average
6.310 54.63% Pervious Area
5.240 45.37% 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
--r--1---1--r--r--r--r--r--1---1--r--r--r--t--r--r--r--1--r--r--r--r--r--
■ Runoff
78.26 cfs ---III-- -- --I --I--II---III---III---- -- -- --I --II --III---III---- -- --I --II -
-- -- -- --------------II-- -- -- --
_ _ _ --r--r--1---1--- ----TCh_arlo�felll6lirZ$=yr7s
70 --r- - '
-- -----------;----;---------------------+1----;---- -R-u-- io--ff--1-R--1a--inJ-f-a�l-l-=15--.L8-617
L"
6s
60Ard&11.550at--
-
55-I ---I ---I -- I -- I -- -I ---I --I ---I ---I ---I -- I --R1pn ff V-Ql"mle=120-cjf
50 1 1
w 1 1 1 1 1 1 1 -- -- ,-- , - - - -- -- -- -- --Runoff llD"thT146'F-
45
3 1---1---1--r--r--r--r--r--r--1--r--r--r--r--r--r--1---1--r--r--r--r--r--
40 �C�SA Min
LL 1---1---1--__1______1---1---1--------+------1---1--
� I I I I I I I I I I I I I I I I I I I I I I I
35---1---1----1--L--r--1---1---1--J--1--1--1--L--L--1---1--J--1- L
30 jPW_7& -
25
20
15---1--J----1--L------1---1--J--1--1--1--L--L--1---1--J----1--L--�--
10
5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment 5S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
1.04
0.07
2.54
5.00
5.60
3.23
3.25
7.50
5.86
3.46
0.00
10.00
5.86
3.46
0.00
12.50
5.86
3.46
0.00
15.00
5.86
3.46
0.00
17.50
5.86
3.46
0.00
20.00
5.86
3.46
0.00
22.50
5.86
3.46
0.00
25.00
5.86
3.46
0.00
27.50
5.86
3.46
0.00
30.00
5.86
3.46
0.00
32.50
5.86
3.46
0.00
35.00
5.86
3.46
0.00
37.50
5.86
3.46
0.00
40.00
5.86
3.46
0.00
42.50
5.86
3.46
0.00
45.00
5.86
3.46
0.00
47.50
5.86
3.46
0.00
50.00
5.86
3.46
0.00
52.50
5.86
3.46
0.00
55.00
5.86
3.46
0.00
57.50
5.86
3.46
0.00
60.00
5.86
3.46
0.00
62.50
5.86
3.46
0.00
65.00
5.86
3.46
0.00
67.50
5.86
3.46
0.00
70.00
5.86
3.46
0.00
72.50
5.86
3.46
0.00
75.00
5.86
3.46
0.00
77.50
5.86
3.46
0.00
80.00
5.86
3.46
0.00
82.50
5.86
3.46
0.00
85.00
5.86
3.46
0.00
87.50
5.86
3.46
0.00
90.00
5.86
3.46
0.00
92.50
5.86
3.46
0.00
95.00
5.86
3.46
0.00
97.50
5.86
3.46
0.00
100.00
5.86
3.46
0.00
102.50
5.86
3.46
0.00
105.00
5.86
3.46
0.00
107.50
5.86
3.46
0.00
110.00
5.86
3.46
0.00
112.50
5.86
3.46
0.00
115.00
5.86
3.46
0.00
117.50
5.86
3.46
0.00
120.00
5.86
3.46
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 6S: Prop DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.05 cfs @ 3.16 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
Charlotte 6-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
--�---�---�-- �-- �--�I --�I --�I--�---�---�-- �-- �--�--�I --�I--�---�---�-- �-- �__�I --�I ❑Runoff
9.05 cfs ------ -- -- ------------ -- -- -- -- --------- -- -- -- -- --
9 Cfilarllot66-hr12-yr
RainfaIIT5.86••
--------- -- -- --; --I, -------,-- ----Rwnbff-AeeA=l-.76G ae--
7
-- -- - ----1ROffI-t�plme=0.-
6 Runoff Depth=;2.601
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 5
1--L-- 1--1--1--L-- -- TcT*.,O-said--
LL I I I I I I I I I I I I I I I I I I I I I I
4
3
2
------'i---
-T-- T--T--T-----'i----T-- T-- T-- T--T-----'i----T-- T - -
T

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 70
Hydrograph for Subcatchment 6S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
1.04
0.00
0.05
5.00
5.60
2.40
0.43
7.50
5.86
2.60
0.00
10.00
5.86
2.60
0.00
12.50
5.86
2.60
0.00
15.00
5.86
2.60
0.00
17.50
5.86
2.60
0.00
20.00
5.86
2.60
0.00
22.50
5.86
2.60
0.00
25.00
5.86
2.60
0.00
27.50
5.86
2.60
0.00
30.00
5.86
2.60
0.00
32.50
5.86
2.60
0.00
35.00
5.86
2.60
0.00
37.50
5.86
2.60
0.00
40.00
5.86
2.60
0.00
42.50
5.86
2.60
0.00
45.00
5.86
2.60
0.00
47.50
5.86
2.60
0.00
50.00
5.86
2.60
0.00
52.50
5.86
2.60
0.00
55.00
5.86
2.60
0.00
57.50
5.86
2.60
0.00
60.00
5.86
2.60
0.00
62.50
5.86
2.60
0.00
65.00
5.86
2.60
0.00
67.50
5.86
2.60
0.00
70.00
5.86
2.60
0.00
72.50
5.86
2.60
0.00
75.00
5.86
2.60
0.00
77.50
5.86
2.60
0.00
80.00
5.86
2.60
0.00
82.50
5.86
2.60
0.00
85.00
5.86
2.60
0.00
87.50
5.86
2.60
0.00
90.00
5.86
2.60
0.00
92.50
5.86
2.60
0.00
95.00
5.86
2.60
0.00
97.50
5.86
2.60
0.00
100.00
5.86
2.60
0.00
102.50
5.86
2.60
0.00
105.00
5.86
2.60
0.00
107.50
5.86
2.60
0.00
110.00
5.86
2.60
0.00
112.50
5.86
2.60
0.00
115.00
5.86
2.60
0.00
117.50
5.86
2.60
0.00
120.00
5.86
2.60
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 71
Summary for Pond 4P: Wet Pond 1
Inflow Area = 3.130 ac, 73.16% Impervious, Inflow Depth = 4.49" for 25-yr event
Inflow = 26.38 cfs @ 3.15 hrs, Volume= 1.171 of
Outflow = 7.32 cfs @ 3.40 hrs, Volume= 1.127 af, Atten= 72%, Lag= 15.1 min
Primary = 7.32 cfs @ 3.40 hrs, Volume= 1.127 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= 790.83' @ 3.40 hrs Surf.Area= 12,271 sf Storage= 27,242 cf
Plug -Flow detention time= 522.8 min calculated for 1.127 of (96% of inflow)
Center -of -Mass det. time= 520.0 min ( 724.5 - 204.5 )
Volume Invert Avail.Storage Storage Description
#1 788.25' 42,548 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
788.25 8,900 0 0
789.00 9,858 7,034 7,034
790.00 11,185 10,522 17,556
791.00 12,500 11,843 29,398
792.00 13,800 13,150 42,548
Device Routing Invert Outlet Devices
#1 Primary 788.25' 24.0" Round Culvert
L= 250.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 788.25' / 787.00' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 788.25' 1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 789.20' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 791.00' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.50' 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=7.32 cfs @ 3.40 hrs HW=790.83' (Free Discharge)
L1=Culvert (Passes 7.32 cfs of 16.81 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.66 fps)
3=Orifice/Grate (Orifice Controls 7.28 cfs @ 5.46 fps)
4=S ha rp-C rested Vee/Trap Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=788.25' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 72
Pond 4P: Wet Pond 1
Hydrograph
26.38 CfS ■ In
r-r--r----t----r----r--r-r--r-r--r-r--ram-rig-�r�}----�}t----rt-- ■Outflow
�acN Primary
28 �� � �--�-�--�--�--�--�--�--�--�--�--�- � IfQ � �! ■Secondary
26 --- ---- ---- ---- ---- -- - -- - Il'Pe4R �Ie 1—, v vl --
r--r-r--r----?----Y--I--r--I--r--r-r--�r�-7--r--I--/r�--I--?y�-�--II--I
24+--+-+--+----+----+----+----+--+-+�kh/��L�.4FL-kit--
22
20
18 -- -+--+----+----+--,--+--,--+--1-+--+-+--+----+----+----+16-
-
w
3 14
o ---i ,r ,T,,--j --1 F- --j __,,r ,T,
LL 12
--r-r--1--I--t--I--r--I--r--r-r--r-r--r-r--r--I--r--I--t--I--r--
1 7.32 cfs--L-J--L--1--1--1--1--1--1------L-1-- -J--L----L--1--1----i--
8
6 I I I I I I I I I I I I I I I I I I I I I I
0.00 CfS
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)
792
791
v
v
w
c
0
R 790
v
w
789
Pond 4P: Wet Pond 1
Stage -Discharge
0 5 10 15 20 25 30 35
Discharge (cfs)
Total
❑ Primary
Secondary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 73
792
791
v
v
c
0
790
v
w
789
Pond 4P: Wet Pond 1
Stage -Area -Storage
Surface/HorizontaiMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Storage (cubic -feet)
S Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 74
Hydrograph for Pond 4P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
788.25
0.00
0.00
0.00
2.50
1.66
2,606
788.54
0.01
0.01
0.00
5.00
0.97
13,428
789.62
1.79
1.79
0.00
7.50
0.00
9,773
789.27
0.15
0.15
0.00
10.00
0.00
9,132
789.21
0.04
0.04
0.00
12.50
0.00
8,891
789.19
0.02
0.02
0.00
15.00
0.00
8,669
789.16
0.02
0.02
0.00
17.50
0.00
8,450
789.14
0.02
0.02
0.00
20.00
0.00
8,233
789.12
0.02
0.02
0.00
22.50
0.00
8,019
789.10
0.02
0.02
0.00
25.00
0.00
7,808
789.08
0.02
0.02
0.00
27.50
0.00
7,600
789.06
0.02
0.02
0.00
30.00
0.00
7,395
789.04
0.02
0.02
0.00
32.50
0.00
7,192
789.02
0.02
0.02
0.00
35.00
0.00
6,992
789.00
0.02
0.02
0.00
37.50
0.00
6,795
788.98
0.02
0.02
0.00
40.00
0.00
6,601
788.96
0.02
0.02
0.00
42.50
0.00
6,410
788.94
0.02
0.02
0.00
45.00
0.00
6,222
788.92
0.02
0.02
0.00
47.50
0.00
6,036
788.90
0.02
0.02
0.00
50.00
0.00
5,854
788.88
0.02
0.02
0.00
52.50
0.00
5,674
788.86
0.02
0.02
0.00
55.00
0.00
5,497
788.84
0.02
0.02
0.00
57.50
0.00
5,323
788.82
0.02
0.02
0.00
60.00
0.00
5,152
788.81
0.02
0.02
0.00
62.50
0.00
4,984
788.79
0.02
0.02
0.00
65.00
0.00
4,819
788.77
0.02
0.02
0.00
67.50
0.00
4,657
788.75
0.02
0.02
0.00
70.00
0.00
4,497
788.74
0.02
0.02
0.00
72.50
0.00
4,341
788.72
0.02
0.02
0.00
75.00
0.00
4,187
788.71
0.02
0.02
0.00
77.50
0.00
4,037
788.69
0.02
0.02
0.00
80.00
0.00
3,889
788.67
0.02
0.02
0.00
82.50
0.00
3,744
788.66
0.02
0.02
0.00
85.00
0.00
3,603
788.64
0.02
0.02
0.00
87.50
0.00
3,464
788.63
0.02
0.02
0.00
90.00
0.00
3,328
788.61
0.01
0.01
0.00
92.50
0.00
3,196
788.60
0.01
0.01
0.00
95.00
0.00
3,066
788.59
0.01
0.01
0.00
97.50
0.00
2,939
788.57
0.01
0.01
0.00
100.00
0.00
2,815
788.56
0.01
0.01
0.00
102.50
0.00
2,695
788.55
0.01
0.01
0.00
105.00
0.00
2,577
788.53
0.01
0.01
0.00
107.50
0.00
2,462
788.52
0.01
0.01
0.00
110.00
0.00
2,350
788.51
0.01
0.01
0.00
112.50
0.00
2,242
788.50
0.01
0.01
0.00
115.00
0.00
2,136
788.49
0.01
0.01
0.00
117.50
0.00
2,033
788.47
0.01
0.01
0.00
120.00
0.00
1,934
788.46
0.01
0.01
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 75
Summary for Pond 5P: Wet Pond 2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth = 3.46" for 25-yr event
Inflow = 78.26 cfs @ 3.15 hrs, Volume= 3.326 of
Outflow = 25.60 cfs @ 3.38 hrs, Volume= 3.292 af, Atten= 67%, Lag= 13.6 min
Primary = 25.60 cfs @ 3.38 hrs, Volume= 3.292 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 781.18' @ 3.38 hrs Surf.Area= 20,790 sf Storage= 72,693 cf
Plug -Flow detention time= 445.3 min calculated for 3.291 of (99% of inflow)
Center -of -Mass det. time= 446.4 min ( 657.9 - 211.5 )
Volume Invert Avail.Storage Storage Description
#1 776.50' 90,572 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
776.50 9,508 0 0
777.00 11,638 5,287 5,287
778.00 13,738 12,688 17,975
779.00 15,894 14,816 32,791
780.00 18,107 17,001 49,791
781.00 20,376 19,242 69,033
782.00 22,702 21,539 90,572
Device Routing Invert Outlet Devices
#1 Primary 766.70' 30.0" Round Culvert L= 50.0' Ke= 0.500
Inlet / Outlet Invert= 766.70' / 766.29' S= 0.0082 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 776.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 778.15' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 779.50' 24.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 780.75' 12.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=25.42 cfs @ 3.38 hrs HW=781.17' (Free Discharge)
L1=Culvert (Passes 25.42 cfs of 85.95 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 10.34 fps)
3=Orifice/Grate (Orifice Controls 10.52 cfs @ 7.89 fps)
4=Orifice/Grate (Orifice Controls 3.94 cfs @ 5.91 fps)
5=Sharp-Crested Vee/Trap Weir (Weir Controls 10.83 cfs @ 2.13 fps)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 76
Pond 5P: Wet Pond 2
Hydrograph
--I--r--r--r--r--I--r--r--r--I--r--t--r--r--I--t--r--I---I--r--r--r--I--
■ Inflow
78.26 CfS -- -- -- -- -- -- -- -- -- -- -- -- - -- ■ Primary
80-J--i--L-------1--L--' J--l-r O�N- ►r = �s 'Laq_
75 Peak'
70-
65--------il---------'i --il-----i-- T --il------}--r------- �J----`-Q-------
age
60
-
-- T-- T-- T---------T--I --I--T--T--T--I---I--T--T
-------T--T--T--'I--
55
---r--r--r--r--I--r--r--r--I--r--t--r--r--I--t--r--I---I--r--r--r--I--
w 50
45
- - -- - - + - - -- - - - - - - - + - - L - - - - - - - -- - - L - - -- - -I- -
0 40
LL _ _L__L__L__I___I____L______-L--L--LI__L__LII_-L--L--L__I__
35
25.60 Cfs
25
1' [
I I I I I I I I I I I I I I I I
a
20
15 -I-
-r--r--r--r--I--r--r--r--I--r--t--r--r--I--r--r--I---I--r--r--r--I--
10
w
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)
Pond 5P: Wet Pond 2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
❑ Primary

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 77
Pond 5P: Wet Pond 2
Stage -Area -Storage
Surface/HorizontaiMefted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
■ Surface
■ Storage

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 78
Hydrograph for Pond 5P: Wet Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
776.50
0.00
2.50
2.54
2,055
776.71
0.02
5.00
3.25
42,306
779.58
6.92
7.50
0.00
22,701
778.34
0.59
10.00
0.00
20,425
778.18
0.11
12.50
0.00
19,684
778.12
0.07
15.00
0.00
19,025
778.08
0.07
17.50
0.00
18,376
778.03
0.07
20.00
0.00
17,737
777.98
0.07
22.50
0.00
17,108
777.94
0.07
25.00
0.00
16,490
777.89
0.07
27.50
0.00
15,882
777.85
0.07
30.00
0.00
15,285
777.80
0.07
32.50
0.00
14,699
777.76
0.06
35.00
0.00
14,123
777.71
0.06
37.50
0.00
13,558
777.67
0.06
40.00
0.00
13,004
777.63
0.06
42.50
0.00
12,460
777.59
0.06
45.00
0.00
11,928
777.54
0.06
47.50
0.00
11,407
777.50
0.06
50.00
0.00
10,897
777.46
0.06
52.50
0.00
10,398
777.42
0.05
55.00
0.00
9,910
777.38
0.05
57.50
0.00
9,434
777.35
0.05
60.00
0.00
8,969
777.31
0.05
62.50
0.00
8,516
777.27
0.05
65.00
0.00
8,074
777.23
0.05
67.50
0.00
7,644
777.20
0.05
70.00
0.00
7,226
777.16
0.05
72.50
0.00
6,819
777.13
0.04
75.00
0.00
6,424
777.10
0.04
77.50
0.00
6,042
777.06
0.04
80.00
0.00
5,671
777.03
0.04
82.50
0.00
5,313
777.00
0.04
85.00
0.00
4,966
776.97
0.04
87.50
0.00
4,632
776.94
0.04
90.00
0.00
4,310
776.91
0.04
92.50
0.00
4,001
776.89
0.03
95.00
0.00
3,705
776.86
0.03
97.50
0.00
3,421
776.83
0.03
100.00
0.00
3,150
776.81
0.03
102.50
0.00
2,893
776.79
0.03
105.00
0.00
2,648
776.76
0.03
107.50
0.00
2,417
776.74
0.02
110.00
0.00
2,200
776.72
0.02
112.50
0.00
1,996
776.70
0.02
115.00
0.00
1,806
776.68
0.02
117.50
0.00
1,629
776.67
0.02
120.00
0.00
1,467
776.65
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 79
Summary for Link 3L: Ex Drainage Areas
Inflow Area = 12.850 ac, 4.24% Impervious, Inflow Depth = 2.74" for 25-yr event
Inflow = 55.16 cfs @ 3.26 hrs, Volume= 2.931 of
Primary = 55.16 cfs @ 3.26 hrs, Volume= 2.931 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Ex Drainage Areas
Hydrograph
---
- 7--7--7--I---
I-- 7--
T-----I--7--T--7--I---I--T--
7--I---I-- 7-- 7--7 --I--
I I
❑ Inflow
-
---
- r-------
--
- r--Ir----
--t--Ir-------7--r----------r--Ir--I�--
❑ Primary
55.16
cfs
---------r-------,--r-------
--rt-Irlflo
W re47 _2 �c -
55
50
-----rt--r---------r--Ir------+--Ir----ti--+--r-------rt--r--Ir--Ii--
45
-I--r--r--r--r--I-
-r-
-r--r--I--r--t--r--r--I--r--r--I---
I--r--r--r--I--
w35
u
--+--+--r--r----+--+--r----+--+--r--r----+--r-------+--r--r--I--
I
I
I I
I I
I I
I I
I
I I I I I I I I I I I
30
--+--+--+-------+--+-------+--+--+-------+--+-------+--+--+--I--
o
I
I
I I
I I
I I
I I
I
I I I I I I I I I I I
LL
25
--+--+--r-------+--+-------+--+--+-------+--+-------+--r--+--I--
20
--+--+--+-------+--+-------+--+--+--+-+--+--+----+--+--+--+--I--
15
--+--+--+-------+--+-------+--+--+--+-+--+--+----+--+--+--+--I--
10
--+--+--+--+-+--+--+-------+--+--+--+----+--+----+--+--+--+--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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 80
Hydrograph for Link 3L: Ex Drainage Areas
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.24
0.00
0.24
5.00
3.40
0.00
3.40
7.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
12.50
0.00
0.00
0.00
15.00
0.00
0.00
0.00
17.50
0.00
0.00
0.00
20.00
0.00
0.00
0.00
22.50
0.00
0.00
0.00
25.00
0.00
0.00
0.00
27.50
0.00
0.00
0.00
30.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
35.00
0.00
0.00
0.00
37.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
42.50
0.00
0.00
0.00
45.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
50.00
0.00
0.00
0.00
52.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
57.50
0.00
0.00
0.00
60.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
65.00
0.00
0.00
0.00
67.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
72.50
0.00
0.00
0.00
75.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
80.00
0.00
0.00
0.00
82.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
87.50
0.00
0.00
0.00
90.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
95.00
0.00
0.00
0.00
97.50
0.00
0.00
0.00
100.00
0.00
0.00
0.00
102.50
0.00
0.00
0.00
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 81
Summary for Link 7L: POI-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 3.70" for 25-yr event
Inflow = 14.43 cfs @ 3.18 hrs, Volume= 1.509 of
Primary = 14.43 cfs @ 3.18 hrs, Volume= 1.509 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: POI-1
Hydrograph
--
--'
-----'--
--'
---------'
--------'-- --'-----'-- — ----' --'--
❑ Inflow
cfs
---
--
--
-------
--
-------�--
-
- Inf;Iow Area=4-,890 ac--
❑Primary
14
1134
12
-------------------------------------------
--
L --
1 --
L-----'--
L --
L-----'--
L -- 1
--L-----'-- 1 -- L-----'-- 1 -- L --L --'--
w 9-
8
- -
- - - - -
- - -
- - - - - - - - - t
t - - - - - - - - - - - - - - - - - - -
O
1--J---L
L--1---1--
--L--'---'--L--L--L-------L--L-------L--L--L--'--
6
5
r-r--r--r--r--i--r--r--r--i--r--r--r--r--i--r--r--r--i--r--r--r--i--
4
3
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 82
Hydrograph for Link 7L: POI-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.06
0.00
0.06
5.00
2.23
0.00
2.23
7.50
0.15
0.00
0.15
10.00
0.04
0.00
0.04
12.50
0.02
0.00
0.02
15.00
0.02
0.00
0.02
17.50
0.02
0.00
0.02
20.00
0.02
0.00
0.02
22.50
0.02
0.00
0.02
25.00
0.02
0.00
0.02
27.50
0.02
0.00
0.02
30.00
0.02
0.00
0.02
32.50
0.02
0.00
0.02
35.00
0.02
0.00
0.02
37.50
0.02
0.00
0.02
40.00
0.02
0.00
0.02
42.50
0.02
0.00
0.02
45.00
0.02
0.00
0.02
47.50
0.02
0.00
0.02
50.00
0.02
0.00
0.02
52.50
0.02
0.00
0.02
55.00
0.02
0.00
0.02
57.50
0.02
0.00
0.02
60.00
0.02
0.00
0.02
62.50
0.02
0.00
0.02
65.00
0.02
0.00
0.02
67.50
0.02
0.00
0.02
70.00
0.02
0.00
0.02
72.50
0.02
0.00
0.02
75.00
0.02
0.00
0.02
77.50
0.02
0.00
0.02
80.00
0.02
0.00
0.02
82.50
0.02
0.00
0.02
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.01
0.00
0.01
107.50
0.01
0.00
0.01
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 83
Summary for Link 8L: POI-2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth > 3.42" for 25-yr event
Inflow = 25.60 cfs @ 3.38 hrs, Volume= 3.292 of
Primary = 25.60 cfs @ 3.38 hrs, Volume= 3.292 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: POI-2
Hydrograph
❑ Inflow
-------- '---'----L--1---1--J--1--L--1-----1--L--1---------�--'-
25.60 cf
s - ❑ Primary
T--T-------T--T-IT-flow-rVc=j-1T5$0,a 2422
11
20
18- --J--1--L--1-----1--L--1---1--J--1--L--1-----1--L--1-----1--L--+----
w 16
r- ----r--r--i----r-----i----T--r--r----T--r--r--i----r--r--i--
3 14
0
--+--+--+-------+--+-------+--+--+-------+--+-------+--+--+--i--
1 0 I I I
8-
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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 84
Hydrograph for Link 8L: POI-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.02
0.00
0.02
5.00
6.92
0.00
6.92
7.50
0.59
0.00
0.59
10.00
0.11
0.00
0.11
12.50
0.07
0.00
0.07
15.00
0.07
0.00
0.07
17.50
0.07
0.00
0.07
20.00
0.07
0.00
0.07
22.50
0.07
0.00
0.07
25.00
0.07
0.00
0.07
27.50
0.07
0.00
0.07
30.00
0.07
0.00
0.07
32.50
0.06
0.00
0.06
35.00
0.06
0.00
0.06
37.50
0.06
0.00
0.06
40.00
0.06
0.00
0.06
42.50
0.06
0.00
0.06
45.00
0.06
0.00
0.06
47.50
0.06
0.00
0.06
50.00
0.06
0.00
0.06
52.50
0.05
0.00
0.05
55.00
0.05
0.00
0.05
57.50
0.05
0.00
0.05
60.00
0.05
0.00
0.05
62.50
0.05
0.00
0.05
65.00
0.05
0.00
0.05
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.04
0.00
0.04
80.00
0.04
0.00
0.04
82.50
0.04
0.00
0.04
85.00
0.04
0.00
0.04
87.50
0.04
0.00
0.04
90.00
0.04
0.00
0.04
92.50
0.03
0.00
0.03
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.03
0.00
0.03
102.50
0.03
0.00
0.03
105.00
0.03
0.00
0.03
107.50
0.02
0.00
0.02
110.00
0.02
0.00
0.02
112.50
0.02
0.00
0.02
115.00
0.02
0.00
0.02
117.50
0.02
0.00
0.02
120.00
0.02
0.00
0.02

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 85
Summary for Link 9L: Combined
Inflow Area = 16.440 ac, 48.22% Impervious, Inflow Depth > 3.50" for 25-yr event
Inflow = 36.40 cfs @ 3.37 hrs, Volume= 4.801 of
Primary = 36.40 cfs @ 3.37 hrs, Volume= 4.801 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9L: Combined
Hydrograph
----L--'---'----L--L--1--J--L--L----J--L--L---------L--+--'--
❑Inflow
------'---'------'---'------��--------------------------�---
'--
❑ Primary
36.40
cfs
---T--T-------
--T-------T--t-Inflow
1 r',ec=j-6A40'-ac,-
36
34
32
30
28
26
--+--+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
24
--
--
--T-------
-
-T-------T-
-T
--T-------T--T-
---
------T--T--T-
u22
-----
--
-------
--
----------
---------- ---------
---------
3 20
---'----------'--'------------------------------------------'-
-
o
M 18
--J--L--L--'---'--L--L--'---'--J--L--L-------L--L-------L--L--L--'--
16
--L--L--L--'---'--L--L--'---'--L--+--L-------+--L-------L--L--L--'--
14
--T--T--T--Ir--li--
--T--T----T--T--T--Ir--li--+--T--li---li--T--T--T--li--
12
-L-
---
- r-------L--+--i
----L--T--L-------+--r
-------L--r
--L--i--
10
--I --
_
_-- - -
-I- - _
_ _ _�
- -I- - -I --
_ _-- - - -I- -
--I--
8
I
6
-J--L--L--'---'--L--L--'---'--L--L--L-------L--L-------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)

Cambridge Village - HydroCAD with ODA Charlotte 6-hr 25-yr Rainfall=5.86"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 86
Hydrograph for Link 9L: Combined
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.08
0.00
0.08
5.00
9.15
0.00
9.15
7.50
0.75
0.00
0.75
10.00
0.15
0.00
0.15
12.50
0.10
0.00
0.10
15.00
0.10
0.00
0.10
17.50
0.10
0.00
0.10
20.00
0.09
0.00
0.09
22.50
0.09
0.00
0.09
25.00
0.09
0.00
0.09
27.50
0.09
0.00
0.09
30.00
0.09
0.00
0.09
32.50
0.09
0.00
0.09
35.00
0.09
0.00
0.09
37.50
0.08
0.00
0.08
40.00
0.08
0.00
0.08
42.50
0.08
0.00
0.08
45.00
0.08
0.00
0.08
47.50
0.08
0.00
0.08
50.00
0.08
0.00
0.08
52.50
0.07
0.00
0.07
55.00
0.07
0.00
0.07
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.07
0.00
0.07
65.00
0.07
0.00
0.07
67.50
0.06
0.00
0.06
70.00
0.06
0.00
0.06
72.50
0.06
0.00
0.06
75.00
0.06
0.00
0.06
77.50
0.06
0.00
0.06
80.00
0.06
0.00
0.06
82.50
0.06
0.00
0.06
85.00
0.05
0.00
0.05
87.50
0.05
0.00
0.05
90.00
0.05
0.00
0.05
92.50
0.05
0.00
0.05
95.00
0.05
0.00
0.05
97.50
0.04
0.00
0.04
100.00
0.04
0.00
0.04
102.50
0.04
0.00
0.04
105.00
0.04
0.00
0.04
107.50
0.04
0.00
0.04
110.00
0.04
0.00
0.04
112.50
0.03
0.00
0.03
115.00
0.03
0.00
0.03
117.50
0.03
0.00
0.03
120.00
0.03
0.00
0.03

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall= 7.36 "
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD@ 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 87
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
Subcatchment 1 S: 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=6.840 ac 3.00% Impervious Runoff Depth=3.92"
Flow Length=790' Tc=13.1 min CN=70 Runoff=36.72 cfs 2.234 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=11.550 ac 45.37% Impervious Runoff Depth=4.80"
Tc=5.0 min CN=78 Runoff=97.19 cfs 4.623 of
Subcatchment6S: Prop DA-3 Runoff Area=1.760 ac 22.56% Impervious Runoff Depth=3.81"
Tc=5.0 min CN=69 Runoff=12.04 cfs 0.559 of
Pond 4P: Wet Pond 1 Peak Elev=791.14' Storage=31,143 cf Inflow=30.82 cfs 1.550 of
Primary=10.61 cfs 1.489 of Secondary=0.00 cfs 0.000 of Outflow=10.61 cfs 1.489 of
Pond 5P: Wet Pond 2 Peak Elev=781.64' Storage=82,474 cf Inflow=97.19 cfs 4.623 of
Outflow=48.84 cfs 4.557 of
Link 3L: Ex Drainage Areas Inflow=70.95 cfs 4.252 of
Primary=70.95 cfs 4.252 of
Link 7L: P0I-1 Inflow=19.10 cfs 2.048 of
Primary=19.10 cfs 2.048 of
Link 8L: P0I-2 Inflow=48.84 cfs 4.557 of
Primary=48.84 cfs 4.557 of
Link 9L: Combined Inflow=64.81 cfs 6.605 of
Primary=64.81 cfs 6.605 of
Total Runoff Area = 29.290 ac Runoff Volume = 10.984 of Average Runoff Depth = 4.50"
71.08% Pervious = 20.818 ac 28.92% Impervious = 8.472 ac

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 88
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
12.0 699 Total
Subcatchment 1S: Ex DA-1
Hydrograph
------------1--L----1---1---1--J--1--1--1--L-- --1---1--J--1--1--L--L--
38--1--L----1---1---1--J--1--1--1--L--L--1---1--J--1--1--L--L-- ■Runoff
36 34.33 cfs --i-- ----------1--J--1--1--1--L-- -------J-p--1--L--L--
34 --'-- --'----1--1-- --'-----'----1--1--1--L-------'1� -H-L -hLr -
32 --'-- --'---'---'--'--------------------------------------------------
30 - - - - -- - - - - -- I.1001 Rai nfallT73V
28 - - - - - - - - - - - - --- n6ff-Ares=6.916 -ad -
26 ---- --- -- -- --------------- -- ---nn-Q-{{-----'-'-m--- -- -A- -�-f--
24
]Zp
�+22 ---- --- -- -- --------------- -- -- -- ---_ 1
RunofUD"th=403'r-
20 --- --- -- -- --------------- -- -- -- - -- -
LL 16
14 --,-- --- -- --; --; --;---------- -- -- --; --; -----, q7-12 0-mip-
12 --�-- -�-- -- --
---- ----- -- i-
8
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 89
Hydrograph for Subcatchment 1S: Ex DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.21
0.00
0.00
5.00
0.46
0.00
0.00
7.50
0.80
0.00
0.00
10.00
1.33
0.06
0.32
12.50
5.41
2.43
4.61
15.00
6.28
3.13
1.14
17.50
6.71
3.48
0.73
20.00
7.01
3.73
0.51
22.50
7.23
3.92
0.45
25.00
7.36
4.03
0.00
27.50
7.36
4.03
0.00
30.00
7.36
4.03
0.00
32.50
7.36
4.03
0.00
35.00
7.36
4.03
0.00
37.50
7.36
4.03
0.00
40.00
7.36
4.03
0.00
42.50
7.36
4.03
0.00
45.00
7.36
4.03
0.00
47.50
7.36
4.03
0.00
50.00
7.36
4.03
0.00
52.50
7.36
4.03
0.00
55.00
7.36
4.03
0.00
57.50
7.36
4.03
0.00
60.00
7.36
4.03
0.00
62.50
7.36
4.03
0.00
65.00
7.36
4.03
0.00
67.50
7.36
4.03
0.00
70.00
7.36
4.03
0.00
72.50
7.36
4.03
0.00
75.00
7.36
4.03
0.00
77.50
7.36
4.03
0.00
80.00
7.36
4.03
0.00
82.50
7.36
4.03
0.00
85.00
7.36
4.03
0.00
87.50
7.36
4.03
0.00
90.00
7.36
4.03
0.00
92.50
7.36
4.03
0.00
95.00
7.36
4.03
0.00
97.50
7.36
4.03
0.00
100.00
7.36
4.03
0.00
102.50
7.36
4.03
0.00
105.00
7.36
4.03
0.00
107.50
7.36
4.03
0.00
110.00
7.36
4.03
0.00
112.50
7.36
4.03
0.00
115.00
7.36
4.03
0.00
117.50
7.36
4.03
0.00
120.00
7.36
4.03
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 90
Summary for Subcatchment 2S: Ex DA-2
Runoff = 36.72 cfs @ 12.05 hrs, Volume= 2.234 af, Depth= 3.92"
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
6.635 69 50-75% Grass cover, Fair, HSG B
0.205 98 Paved parking, HSG B
6.840 70 Weighted Average
6.635 97.00% Pervious Area
0.205 3.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.8
75
0.0300
0.16
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 2.28"
4.8
400
0.0400
1.40
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
0.5
315
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 & winding
13.1 790 Total
Subcatchment 2S: Ex DA-2
Hydrograph
40
�
� �
cfs38
�
�
--------I--
� �
T --
� � �
T --
�
----I
T -- T - -T --T-------,----
� � � � � � � � � � �
-T=-
----TI ----rI -----r---b--�-
■Runoff
-3-6I -.72
----I ------I
------I -----I ---=I
--------------T----=-_-2-----
u36
� pe -
34
32
T- 0Cy(RiWnfe[[iT-c1L--
11r -
-
30
28
---- -----L--L--L--1---1---1--J--1--1--TWnbfi-Aeect-6.840
--I---I----4--L----------I----4--4--+------I---------+--+w--�--
ad -
p1
24
22
--r----y--rt--t--r--r-------y--rt--rt-
----
----T-----------I----
`T Y V Y I
T--r--r--r--I--y----T--r--r--
II De- p-t-h= a.921.-
20
c
LL 18
--II------I--T-I----TI
I
I----T-I----TI----TI--A-I_uno#
--[b-�'L6n =790F
I
-I-=---------I--I
--I
-----------------I--I
--I-----IITr-��.'1 m��--
14
12
-- -----L--L--
--I-----L--L--L--L--1---1---1--J--1--L--L--L--L--1---1--J--L-j1Y=76
--1---1---1--J--1--L--L--L--L-----I-
-T-ww-''L-
10
--I-- -I-- --
--
--
--------I--
--
--
--+-- -- -----I-- -- --+-- -- --
$
------1--+--+--r--r-------------+--r--r-------
-----T--r--r--
6
--I-- -__7--rt--Y__r--________7--rt--rt--T--Y--r-------7----Y--Y--r--
4
i
--I�--- I--T-
-T-
-T-
-T--I
-------T-
-T-
-T--T--T--T-------T--T--T--T--T-

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 91
Hydrograph for Subcatchment 2S: Ex DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.21
0.00
0.00
5.00
0.46
0.00
0.00
7.50
0.80
0.00
0.00
10.00
1.33
0.05
0.32
12.50
5.41
2.34
5.45
15.00
6.28
3.03
1.28
17.50
6.71
3.38
0.82
20.00
7.01
3.62
0.57
22.50
7.23
3.81
0.50
25.00
7.36
3.92
0.00
27.50
7.36
3.92
0.00
30.00
7.36
3.92
0.00
32.50
7.36
3.92
0.00
35.00
7.36
3.92
0.00
37.50
7.36
3.92
0.00
40.00
7.36
3.92
0.00
42.50
7.36
3.92
0.00
45.00
7.36
3.92
0.00
47.50
7.36
3.92
0.00
50.00
7.36
3.92
0.00
52.50
7.36
3.92
0.00
55.00
7.36
3.92
0.00
57.50
7.36
3.92
0.00
60.00
7.36
3.92
0.00
62.50
7.36
3.92
0.00
65.00
7.36
3.92
0.00
67.50
7.36
3.92
0.00
70.00
7.36
3.92
0.00
72.50
7.36
3.92
0.00
75.00
7.36
3.92
0.00
77.50
7.36
3.92
0.00
80.00
7.36
3.92
0.00
82.50
7.36
3.92
0.00
85.00
7.36
3.92
0.00
87.50
7.36
3.92
0.00
90.00
7.36
3.92
0.00
92.50
7.36
3.92
0.00
95.00
7.36
3.92
0.00
97.50
7.36
3.92
0.00
100.00
7.36
3.92
0.00
102.50
7.36
3.92
0.00
105.00
7.36
3.92
0.00
107.50
7.36
3.92
0.00
110.00
7.36
3.92
0.00
112.50
7.36
3.92
0.00
115.00
7.36
3.92
0.00
117.50
7.36
3.92
0.00
120.00
7.36
3.92
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 92
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--------I-- -- -- --I--------'i-- -- -- -- -------------'i-- -- -- --'i -- Runoff
3z 30.82 cfs T T�/
--------r--r--r--r--r-------r--r--r--t--r--r-----i1ype' -II+� _�+�r
--
30 --�-- -----+--+-----------------+---------1-
28 1n
-- - -- -- -- - -- -- -- -- -- -- -----11}0�rRain al[T7.36'�
26 I I 1 I 1 1
24 Runbff AeeA=3.130 at
--r---i--r--r--r--r--r--i---i--r--r--r--t{-�-.fir--r--r-F-i--r--r--r--r-�rf--
22----+--+--+--+----------+--+-- R••Yi~��l�T"'ie31•Y��T•
w20 --'i-- --'i-- I'i-- I'i--'i --'i --i--------'i-- I'i-- -- ----- --- rt �r-
18 -- ---- -- -- ------------- -- -- -- --RunoffDeepthCCT15.94"--
LL
--r- ----r--r--r--r--r-------r--r--r--t--r--r--r--i-
14---+--+--+--+---------+--+--+--+--+--+-------+--+- +-
12 ---- r' N=8,8 -
---- ---- ----------------------------------------------------------
10
---- --------------------------------------------------------------
8
--r- -i--r--r--r--r--r--i---i--r--r--r--t--r--r--r--i--r--r--t--r--r--
6 ------+--+--+--+---------+--+--+--+--+--+-------+--+--+--+--+--
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 93
Hydrograph for Subcatchment 4S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.21
0.00
0.00
5.00
0.46
0.02
0.08
7.50
0.80
0.15
0.23
10.00
1.33
0.46
0.61
12.50
5.41
4.06
2.32
15.00
6.28
4.90
0.69
17.50
6.71
5.31
0.44
20.00
7.01
5.60
0.30
22.50
7.23
5.82
0.27
25.00
7.36
5.94
0.00
27.50
7.36
5.94
0.00
30.00
7.36
5.94
0.00
32.50
7.36
5.94
0.00
35.00
7.36
5.94
0.00
37.50
7.36
5.94
0.00
40.00
7.36
5.94
0.00
42.50
7.36
5.94
0.00
45.00
7.36
5.94
0.00
47.50
7.36
5.94
0.00
50.00
7.36
5.94
0.00
52.50
7.36
5.94
0.00
55.00
7.36
5.94
0.00
57.50
7.36
5.94
0.00
60.00
7.36
5.94
0.00
62.50
7.36
5.94
0.00
65.00
7.36
5.94
0.00
67.50
7.36
5.94
0.00
70.00
7.36
5.94
0.00
72.50
7.36
5.94
0.00
75.00
7.36
5.94
0.00
77.50
7.36
5.94
0.00
80.00
7.36
5.94
0.00
82.50
7.36
5.94
0.00
85.00
7.36
5.94
0.00
87.50
7.36
5.94
0.00
90.00
7.36
5.94
0.00
92.50
7.36
5.94
0.00
95.00
7.36
5.94
0.00
97.50
7.36
5.94
0.00
100.00
7.36
5.94
0.00
102.50
7.36
5.94
0.00
105.00
7.36
5.94
0.00
107.50
7.36
5.94
0.00
110.00
7.36
5.94
0.00
112.50
7.36
5.94
0.00
115.00
7.36
5.94
0.00
117.50
7.36
5.94
0.00
120.00
7.36
5.94
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 94
Summary for Subcatchment 5S: Prop DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 97.19 cfs @ 11.95 hrs, Volume= 4.623 af, Depth= 4.80"
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
6.310 61 >75% Grass cover, Good, HSG B
11.550 78 Weighted Average
6.310 54.63% Pervious Area
5.240 45.37% 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
------- -- -- -- -- ---- ---
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 95
Hydrograph for Subcatchment 5S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.21
0.00
0.00
5.00
0.46
0.00
0.00
7.50
0.80
0.02
0.26
10.00
1.33
0.16
1.24
12.50
5.41
3.06
7.73
15.00
6.28
3.83
2.33
17.50
6.71
4.21
1.50
20.00
7.01
4.48
1.03
22.50
7.23
4.69
0.92
25.00
7.36
4.80
0.00
27.50
7.36
4.80
0.00
30.00
7.36
4.80
0.00
32.50
7.36
4.80
0.00
35.00
7.36
4.80
0.00
37.50
7.36
4.80
0.00
40.00
7.36
4.80
0.00
42.50
7.36
4.80
0.00
45.00
7.36
4.80
0.00
47.50
7.36
4.80
0.00
50.00
7.36
4.80
0.00
52.50
7.36
4.80
0.00
55.00
7.36
4.80
0.00
57.50
7.36
4.80
0.00
60.00
7.36
4.80
0.00
62.50
7.36
4.80
0.00
65.00
7.36
4.80
0.00
67.50
7.36
4.80
0.00
70.00
7.36
4.80
0.00
72.50
7.36
4.80
0.00
75.00
7.36
4.80
0.00
77.50
7.36
4.80
0.00
80.00
7.36
4.80
0.00
82.50
7.36
4.80
0.00
85.00
7.36
4.80
0.00
87.50
7.36
4.80
0.00
90.00
7.36
4.80
0.00
92.50
7.36
4.80
0.00
95.00
7.36
4.80
0.00
97.50
7.36
4.80
0.00
100.00
7.36
4.80
0.00
102.50
7.36
4.80
0.00
105.00
7.36
4.80
0.00
107.50
7.36
4.80
0.00
110.00
7.36
4.80
0.00
112.50
7.36
4.80
0.00
115.00
7.36
4.80
0.00
117.50
7.36
4.80
0.00
120.00
7.36
4.80
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 96
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
❑ Runoff
13 12.04 cfs -- -- ------------ -- -- -- -- --------- -- -- -- - --
12
---III12
-I-- ----+--+--t--r--r-------+--+--+--+--r--r--Tylpe-ll+2-4-hr_-
11 1 - TI 100-y--Rainfall=�7.361.. -
10
-- - -- --T --- ---I-- -- - -'I-unbff-Atea-1.760-a
g
_ $
-- - -- -- - -- -- I RQff'I-t�plPM =0:�5�a�f-
-
w Runoff epth= 1181'r-
7
3 - -- ------L--L----1---1---1--J--1--L--L--L--L--1--- 1--- --L--L--L-- --
6 TcT5.0 tnih
--�----�--�--L--L--L--1---1---1--J--1--L--L--L--L--�---�--L--�--L--L--L--
5 N=6
4
3
-I--ILI
----------1--7--7--T--r--r-------r--7--T--r--2
r--r----------1-- 7-- 7-- T-- r--r-------1-- 7-- T-- r-- r
1 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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 97
Hydrograph for Subcatchment 6S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.21
0.00
0.00
5.00
0.46
0.00
0.00
7.50
0.80
0.00
0.00
10.00
1.33
0.04
0.08
12.50
5.41
2.26
1.02
15.00
6.28
2.93
0.32
17.50
6.71
3.28
0.21
20.00
7.01
3.52
0.14
22.50
7.23
3.71
0.13
25.00
7.36
3.81
0.00
27.50
7.36
3.81
0.00
30.00
7.36
3.81
0.00
32.50
7.36
3.81
0.00
35.00
7.36
3.81
0.00
37.50
7.36
3.81
0.00
40.00
7.36
3.81
0.00
42.50
7.36
3.81
0.00
45.00
7.36
3.81
0.00
47.50
7.36
3.81
0.00
50.00
7.36
3.81
0.00
52.50
7.36
3.81
0.00
55.00
7.36
3.81
0.00
57.50
7.36
3.81
0.00
60.00
7.36
3.81
0.00
62.50
7.36
3.81
0.00
65.00
7.36
3.81
0.00
67.50
7.36
3.81
0.00
70.00
7.36
3.81
0.00
72.50
7.36
3.81
0.00
75.00
7.36
3.81
0.00
77.50
7.36
3.81
0.00
80.00
7.36
3.81
0.00
82.50
7.36
3.81
0.00
85.00
7.36
3.81
0.00
87.50
7.36
3.81
0.00
90.00
7.36
3.81
0.00
92.50
7.36
3.81
0.00
95.00
7.36
3.81
0.00
97.50
7.36
3.81
0.00
100.00
7.36
3.81
0.00
102.50
7.36
3.81
0.00
105.00
7.36
3.81
0.00
107.50
7.36
3.81
0.00
110.00
7.36
3.81
0.00
112.50
7.36
3.81
0.00
115.00
7.36
3.81
0.00
117.50
7.36
3.81
0.00
120.00
7.36
3.81
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 98
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 = 10.61 cfs @ 12.07 hrs, Volume= 1.489 af, Atten= 66%, Lag= 7.4 min
Primary = 10.61 cfs @ 12.07 hrs, Volume= 1.489 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= 791.14' @ 12.07 hrs Surf.Area= 12,680 sf Storage= 31,143 cf
Plug -Flow detention time= 426.6 min calculated for 1.489 of (96% of inflow)
Center -of -Mass det. time= 402.8 min ( 1,183.3 - 780.5 )
Volume Invert Avail.Storage Storage Description
#1 788.25' 42,548 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
788.25 8,900 0 0
789.00 9,858 7,034 7,034
790.00 11,185 10,522 17,556
791.00 12,500 11,843 29,398
792.00 13,800 13,150 42,548
Device Routing Invert Outlet Devices
#1 Primary 788.25' 24.0" Round Culvert
L= 250.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 788.25' / 787.00' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 788.25' 1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 789.20' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 791.00' 16.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#5 Secondary 791.50' 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=10.26 cfs @ 12.07 hrs HW=791.12' (Free Discharge)
L1=Culvert (Passes 10.26 cfs of 17.08 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.04 cfs @ 8.10 fps)
3=Orifice/Grate (Orifice Controls 8.07 cfs @ 6.05 fps)
4=S ha rp-C rested Vee/Trap Weir (Weir Controls 2.15 cfs @ 1.13 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=788.25' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 99
'1.71 0 [! Mvivr4a '1•71 0
Hydrograph
-J--L-J--L--1--1--1--1--1--1--1--�--L-1--L-J--L--1--L--1--1--1--1--
,I
I I I
30.82 cfs
I I
L
I I
1
I
1
I I I
--I
I I
--+-
I I I I I I I I I I
-- - --L L 1 _1--
■Inflow
L--1--1--1--1--1--1--1--
--L-1--+L--,J/--L�-r1�--L�}--1--�}1--1--1-
■outflow
■Primary
34
, I
- -
--
--1--
--1--
--1--
--1--
-���YY
�I�a7�-lac--
I I I I
■Secondary
32
-'-
J--L--1--1--1--1--1--1--1--�--L-1
I I
I
L-I - 1--L- -1 --
arc C v= 9I fib'
30
28
-+-
+--+--1--+--1--+--1--+--1--+--+-
-
&ora0F6=3fiy_1 cf -
26
I
-+-
I
+--+--1--+--1--+--1--+--1--+--+-+--+-+-
I
I I
I I
I
I I I
I I
1 -1--+--+--1--+--
I I I I I I I I
24
-1--
--I-
- +--
-+-- -+--+- ----1--+--1--�--
22
-+-
+--+--1--+--1--+--1--+--1--+--+-+--+-+--+--1--+--1--+--1--+--
w 20
- -
+--+--1--+--1--+--1--+--1--+--+-+--+-+--+--1--+--1--+--1--+--
18
-+-
+--+--1--+--1--+--1--+--1--+--+-+--+-+--+--1--+--1--+--1--+--
3
o 16
--+----+----+--I--
I I
I I
I
----1--+-
I I I
I I
--r- --r----+----+----+--
I I I I I I I I I I
LL 14
10.61 cfs
--
--1--+--1--
--1--
--1--
--
- -- - -- --1----1--+--1-- --
12
Y--Y----+----Y--I--
--r-Y--r-
--r-Y--r----Y----+----Y--
10
Y--r----t----Y--I--
r-
r-Y--r-Y--r----r----t----Y--
$
Y--Y--I--t--I--Y--I--Y--r-Y--r-Y--r-Y--r--I--Y--I--t--I--Y--
6
4
0.00 cfs
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)
792
791
v
v
w
c
0
R 790
v
w
789
Pond 4P: Wet Pond 1
Stage -Discharge
0 5 10 15 20 25 30 35
Discharge (cfs)
Total
❑ Primary
Secondary

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD® 10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 100
792
791
v
v
c
0
790
v
w
789
Pond 4P: Wet Pond 1
Stage -Area -Storage
Surface/HorizontaiMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Storage (cubic -feet)
S Surface
■ Storage

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 101
Hydrograph for Pond 4P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
788.25
0.00
0.00
0.00
2.50
0.00
0
788.25
0.00
0.00
0.00
5.00
0.08
241
788.28
0.00
0.00
0.00
7.50
0.23
1,579
788.43
0.01
0.01
0.00
10.00
0.61
4,918
788.78
0.02
0.02
0.00
12.50
2.32
24,892
790.63
6.74
6.74
0.00
15.00
0.69
11,656
789.45
0.86
0.86
0.00
17.50
0.44
10,793
789.37
0.49
0.49
0.00
20.00
0.30
10,398
789.33
0.34
0.34
0.00
22.50
0.27
10,202
789.31
0.28
0.28
0.00
25.00
0.00
9,583
789.25
0.11
0.11
0.00
27.50
0.00
9,083
789.21
0.03
0.03
0.00
30.00
0.00
8,854
789.18
0.02
0.02
0.00
32.50
0.00
8,633
789.16
0.02
0.02
0.00
35.00
0.00
8,414
789.14
0.02
0.02
0.00
37.50
0.00
8,198
789.12
0.02
0.02
0.00
40.00
0.00
7,984
789.10
0.02
0.02
0.00
42.50
0.00
7,774
789.07
0.02
0.02
0.00
45.00
0.00
7,566
789.05
0.02
0.02
0.00
47.50
0.00
7,361
789.03
0.02
0.02
0.00
50.00
0.00
7,159
789.01
0.02
0.02
0.00
52.50
0.00
6,960
788.99
0.02
0.02
0.00
55.00
0.00
6,763
788.97
0.02
0.02
0.00
57.50
0.00
6,570
788.95
0.02
0.02
0.00
60.00
0.00
6,379
788.93
0.02
0.02
0.00
62.50
0.00
6,191
788.91
0.02
0.02
0.00
65.00
0.00
6,006
788.89
0.02
0.02
0.00
67.50
0.00
5,824
788.88
0.02
0.02
0.00
70.00
0.00
5,645
788.86
0.02
0.02
0.00
72.50
0.00
5,468
788.84
0.02
0.02
0.00
75.00
0.00
5,295
788.82
0.02
0.02
0.00
77.50
0.00
5,124
788.80
0.02
0.02
0.00
80.00
0.00
4,957
788.79
0.02
0.02
0.00
82.50
0.00
4,792
788.77
0.02
0.02
0.00
85.00
0.00
4,630
788.75
0.02
0.02
0.00
87.50
0.00
4,471
788.74
0.02
0.02
0.00
90.00
0.00
4,315
788.72
0.02
0.02
0.00
92.50
0.00
4,162
788.70
0.02
0.02
0.00
95.00
0.00
4,012
788.69
0.02
0.02
0.00
97.50
0.00
3,865
788.67
0.02
0.02
0.00
100.00
0.00
3,721
788.66
0.02
0.02
0.00
102.50
0.00
3,580
788.64
0.02
0.02
0.00
105.00
0.00
3,442
788.63
0.02
0.02
0.00
107.50
0.00
3,306
788.61
0.01
0.01
0.00
110.00
0.00
3,174
788.60
0.01
0.01
0.00
112.50
0.00
3,045
788.58
0.01
0.01
0.00
115.00
0.00
2,919
788.57
0.01
0.01
0.00
117.50
0.00
2,795
788.56
0.01
0.01
0.00
120.00
0.00
2,675
788.54
0.01
0.01
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 102
Summary for Pond 5P: Wet Pond 2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth = 4.80" for 100-yr event
Inflow = 97.19 cfs @ 11.95 hrs, Volume= 4.623 of
Outflow = 48.84 cfs @ 12.06 hrs, Volume= 4.557 af, Atten= 50%, Lag= 6.1 min
Primary = 48.84 cfs @ 12.06 hrs, Volume= 4.557 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 781.64' @ 12.06 hrs Surf.Area= 21,857 sf Storage= 82,474 cf
Plug -Flow detention time= 348.7 min calculated for 4.556 of (99% of inflow)
Center -of -Mass det. time= 342.3 min ( 1,149.0 - 806.8 )
Volume Invert Avail.Storage Storage Description
#1 776.50' 90,572 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
776.50 9,508 0 0
777.00 11,638 5,287 5,287
778.00 13,738 12,688 17,975
779.00 15,894 14,816 32,791
780.00 18,107 17,001 49,791
781.00 20,376 19,242 69,033
782.00 22,702 21,539 90,572
Device Routing Invert Outlet Devices
#1 Primary 766.70' 30.0" Round Culvert L= 50.0' Ke= 0.500
Inlet / Outlet Invert= 766.70' / 766.29' S= 0.0082 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 776.50' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 778.15' 24.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 779.50' 24.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 780.75' 12.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=48.04 cfs @ 12.06 hrs HW=781.62' (Free Discharge)
L1=Culvert (Passes 48.04 cfs of 87.40 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 10.83 fps)
3=Orifice/Grate (Orifice Controls 11.37 cfs @ 8.53 fps)
4=Orifice/Grate (Orifice Controls 4.49 cfs @ 6.73 fps)
5=Sharp-Crested Vee/Trap Weir (Weir Controls 32.04 cfs @ 3.06 fps)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 103
Pond 5P: Wet Pond 2
Hydrograph
-r--i--r--r--r--i--r--r--r--i--r--r--r-r--r--r--i--r--r--r-
■ Inflow
105 C. S ■ Primary
100 --'-- ---'L--'----L--'-----1L-----Ic�an�'Ae'�'�':55ALa--
95 --,---+--+----+--+-------+--r-------+--+----+-CI+'--r--�--+��--+-�i---
90 --,-- -, --,-----,--,--------,--,-----,---�I-Ei���-.`ire--
85 - - - - - -
80 ---- ---- ---- --------------- -----+--$tPrAg6=827 7 v�i�--
75 --i-- -r--r----r--r--r----r--r--r----r--r--r-r--r--r----r--r--r--
70 - - - - -7 T- - - - - - - --
65 - -- L- -L
------L--1---1--1--L--1-----1--L--1--J--1--L--1----L-----
w 60
55 48.84 cfs - --I-- - --1 ---I- - ---- - --
0 50 -- -'---'---'---'--'---'---'---'--'---'---'---'--'---'---'--'---'---'---'--'---'---
LL
40 -- - r--r --I-- r -- r-----I-- r -- r-----I-- r -- r--I-- r -- r -- r--I-- r -- r--I---
35 - - - - - - - - - - - --
30 -- -1--L--1--1--L--1---1--1--L--1---'--1--L--1--J--1--L--1--1--L--,---
25 -- -+--r--i--+--+--r--i--+--r--r--i--+--r--i--+--+--r--i--+--+--r--
20 -----r--i--i 15 - --i-----,------r--i
- _ _ _ _ _ _ - - --
10
w
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)
Pond 5P: Wet Pond 2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
❑ Primary

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 104
Pond 5P: Wet Pond 2
Stage -Area -Storage
Surface/HorizontaiMefted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
■ Surface
■ Storage

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 105
Hydrograph for Pond 5P: Wet Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
776.50
0.00
2.50
0.00
0
776.50
0.00
5.00
0.00
0
776.50
0.00
7.50
0.26
705
776.57
0.01
10.00
1.24
6,302
777.09
0.04
12.50
7.73
64,694
780.78
13.51
15.00
2.33
30,213
778.84
3.71
17.50
1.50
25,754
778.54
1.67
20.00
1.03
24,459
778.46
1.17
22.50
0.92
23,858
778.41
0.96
25.00
0.00
21,786
778.27
0.35
27.50
0.00
20,220
778.16
0.09
30.00
0.00
19,537
778.11
0.07
32.50
0.00
18,880
778.07
0.07
35.00
0.00
18,233
778.02
0.07
37.50
0.00
17,597
777.97
0.07
40.00
0.00
16,970
777.93
0.07
42.50
0.00
16,355
777.88
0.07
45.00
0.00
15,749
777.84
0.07
47.50
0.00
15,154
777.79
0.07
50.00
0.00
14,570
777.75
0.06
52.50
0.00
13,997
777.70
0.06
55.00
0.00
13,434
777.66
0.06
57.50
0.00
12,882
777.62
0.06
60.00
0.00
12,341
777.58
0.06
62.50
0.00
11,812
777.53
0.06
65.00
0.00
11,293
777.49
0.06
67.50
0.00
10,785
777.45
0.06
70.00
0.00
10,289
777.41
0.05
72.50
0.00
9,804
777.38
0.05
75.00
0.00
9,330
777.34
0.05
77.50
0.00
8,868
777.30
0.05
80.00
0.00
8,417
777.26
0.05
82.50
0.00
7,978
777.23
0.05
85.00
0.00
7,550
777.19
0.05
87.50
0.00
7,135
777.16
0.05
90.00
0.00
6,731
777.12
0.04
92.50
0.00
6,339
777.09
0.04
95.00
0.00
5,959
777.06
0.04
97.50
0.00
5,591
777.03
0.04
100.00
0.00
5,235
777.00
0.04
102.50
0.00
4,891
776.97
0.04
105.00
0.00
4,560
776.94
0.04
107.50
0.00
4,241
776.91
0.03
110.00
0.00
3,934
776.88
0.03
112.50
0.00
3,641
776.85
0.03
115.00
0.00
3,360
776.83
0.03
117.50
0.00
3,092
776.80
0.03
120.00
0.00
2,838
776.78
0.03

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 106
Summary for Link 3L: Ex Drainage Areas
Inflow Area = 12.850 ac, 4.24% Impervious, Inflow Depth = 3.97" for 100-yr event
Inflow = 70.95 cfs @ 12.05 hrs, Volume= 4.252 of
Primary = 70.95 cfs @ 12.05 hrs, Volume= 4.252 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 3L: Ex Drainage Areas
Hydrograph
-- - --
--r--�r------r--�r------rt--�r------7--r--�r------r--�r--�i--
❑ Inflow
75
70.95
---'---'------'---'----+---------+---------------'--
----- - - - - --cT --------,---,-Irtflow-�re12�00-a 'Y_
❑ Primary
cfs
-
70
65
�
--
-r--r--r--i--r--r--r--i--r--t--r--r--i--r--r--i---i--r--r--r--i--
60
- 1 - - L - - - - -'- - L - - L - - - - -'- - L - - + - - L - - - - - - - + - - L - - - - -'- - 1 - - L - - L - -'- -
55
-
50
w 45
U
40:
- - -7 T- - - F- -T F- - - -
o
--
-+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
30
25
20
15
10
I- --, --, -- _1 -, r T r -,---,---,--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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 107
Hydrograph for Link 3L: Ex Drainage Areas
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.00
0.00
0.00
7.50
0.00
0.00
0.00
10.00
0.64
0.00
0.64
12.50
10.07
0.00
10.07
15.00
2.42
0.00
2.42
17.50
1.55
0.00
1.55
20.00
1.07
0.00
1.07
22.50
0.95
0.00
0.95
25.00
0.00
0.00
0.00
27.50
0.00
0.00
0.00
30.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
35.00
0.00
0.00
0.00
37.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
42.50
0.00
0.00
0.00
45.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
50.00
0.00
0.00
0.00
52.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
57.50
0.00
0.00
0.00
60.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
65.00
0.00
0.00
0.00
67.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
72.50
0.00
0.00
0.00
75.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
80.00
0.00
0.00
0.00
82.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
87.50
0.00
0.00
0.00
90.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
95.00
0.00
0.00
0.00
97.50
0.00
0.00
0.00
100.00
0.00
0.00
0.00
102.50
0.00
0.00
0.00
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 108
Summary for Link 7L: POI-1
Inflow Area = 4.890 ac, 54.95% Impervious, Inflow Depth > 5.03" for 100-yr event
Inflow = 19.10 cfs @ 11.97 hrs, Volume= 2.048 of
Primary = 19.10 cfs @ 11.97 hrs, Volume= 2.048 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 7L: POI-1
Hydrograph
------------------+--------+---------------�--
❑ Inflow
21
-+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
❑Primary
cfs
20
19.10
--T-----I-- --T--'----T--T-1,`11ffO111�T/�
-
19
rea' =�-���,d(,
- - - - - - - - - - - - - -
18
--
- --------- --------- --+---------+--------- -- -- ----
17
--
---r-----i----+-----i----+--+-------+--r-----i----r--+--i--
16
- - - - - - - - - - - -
15
14
-'
-1--L--1---'--1--L--1---1--J--1--L--1-----+---------1--L-- --'--
13
--
-rt--r--Ir--li-----r--Ir--li--y--T--Ir--Ir--li--+--r--li---li--rt--r--Ir--li--
12
---r
0
10
--
--------- --------- --+---------+--------- -- -- ----
LL 9
--
r--r--r--i--r--r--r--i--r--+--r--r--i--r--r--i---i--r--r--r--i--
$
- - - - - - - - - - - -
6
--
--------- --------- --+---------+--------- -- -- ----
5
--
-r---------r-------1--T--Ir-------T--r---------r--r----
4
- - - - - - - - - - - -
--
-- -- --------- -- --- --- --------- -----;--- -- ---
2
1
0
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 109
Hydrograph for Link 7L: POI-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.00
0.00
0.00
7.50
0.01
0.00
0.01
10.00
0.10
0.00
0.10
12.50
7.77
0.00
7.77
15.00
1.17
0.00
1.17
17.50
0.69
0.00
0.69
20.00
0.48
0.00
0.48
22.50
0.41
0.00
0.41
25.00
0.11
0.00
0.11
27.50
0.03
0.00
0.03
30.00
0.02
0.00
0.02
32.50
0.02
0.00
0.02
35.00
0.02
0.00
0.02
37.50
0.02
0.00
0.02
40.00
0.02
0.00
0.02
42.50
0.02
0.00
0.02
45.00
0.02
0.00
0.02
47.50
0.02
0.00
0.02
50.00
0.02
0.00
0.02
52.50
0.02
0.00
0.02
55.00
0.02
0.00
0.02
57.50
0.02
0.00
0.02
60.00
0.02
0.00
0.02
62.50
0.02
0.00
0.02
65.00
0.02
0.00
0.02
67.50
0.02
0.00
0.02
70.00
0.02
0.00
0.02
72.50
0.02
0.00
0.02
75.00
0.02
0.00
0.02
77.50
0.02
0.00
0.02
80.00
0.02
0.00
0.02
82.50
0.02
0.00
0.02
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.02
0.00
0.02
92.50
0.02
0.00
0.02
95.00
0.02
0.00
0.02
97.50
0.02
0.00
0.02
100.00
0.02
0.00
0.02
102.50
0.02
0.00
0.02
105.00
0.02
0.00
0.02
107.50
0.01
0.00
0.01
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 110
Summary for Link 8L: POI-2
Inflow Area = 11.550 ac, 45.37% Impervious, Inflow Depth > 4.74" for 100-yr event
Inflow = 48.84 cfs @ 12.06 hrs, Volume= 4.557 of
Primary = 48.84 cfs @ 12.06 hrs, Volume= 4.557 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 8L: POI-2
Hydrograph
❑ Inflow
-r--1---1--+--+--1---1--+--+--+--1---1--+--+--1---1--+ +--1-- ❑Primary
48.84 cfs irtflow Are -1-1 ! 554 �'1�� -
,1 1
45
1 �--r--r--1--�--r--1---1--�--T--r--r--1--r--r--1---1--1 r--1--
I
40 --'-1--L--1---'--1--L--1---1--J--1--L--1-----1--L--1---'--1 L-- --'--
35 ,�i --11 ---1r --�,--11---- --1r--11---- --1r --�, --11-- --�r-----11-- --1r --11--
N i I I I I I I I I I I I I I I I I I I I I I I I
w
3 I I I I I I I I I I I I I I I I I I I I I
0 25 -- - --------- ---------------------- ----------------
LL I I I I I I I I I I I I I I I I I I I I 1
1 I I I I I I I I I I I I I I I I I I I I I 1
20 1
--r--r--1----r--r--1----T--r--r--1--r--I - --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
15 --' 1--L--1---'--1--L--1---1--J--1--L--1-----1--L--1---'--1 L-- --'--
10 -- -r---------Ir--i-------il--i---------r---------Ir --li --I1--
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 111
Hydrograph for Link 8L: POI-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.00
0.00
0.00
7.50
0.01
0.00
0.01
10.00
0.04
0.00
0.04
12.50
13.51
0.00
13.51
15.00
3.71
0.00
3.71
17.50
1.67
0.00
1.67
20.00
1.17
0.00
1.17
22.50
0.96
0.00
0.96
25.00
0.35
0.00
0.35
27.50
0.09
0.00
0.09
30.00
0.07
0.00
0.07
32.50
0.07
0.00
0.07
35.00
0.07
0.00
0.07
37.50
0.07
0.00
0.07
40.00
0.07
0.00
0.07
42.50
0.07
0.00
0.07
45.00
0.07
0.00
0.07
47.50
0.07
0.00
0.07
50.00
0.06
0.00
0.06
52.50
0.06
0.00
0.06
55.00
0.06
0.00
0.06
57.50
0.06
0.00
0.06
60.00
0.06
0.00
0.06
62.50
0.06
0.00
0.06
65.00
0.06
0.00
0.06
67.50
0.06
0.00
0.06
70.00
0.05
0.00
0.05
72.50
0.05
0.00
0.05
75.00
0.05
0.00
0.05
77.50
0.05
0.00
0.05
80.00
0.05
0.00
0.05
82.50
0.05
0.00
0.05
85.00
0.05
0.00
0.05
87.50
0.05
0.00
0.05
90.00
0.04
0.00
0.04
92.50
0.04
0.00
0.04
95.00
0.04
0.00
0.04
97.50
0.04
0.00
0.04
100.00
0.04
0.00
0.04
102.50
0.04
0.00
0.04
105.00
0.04
0.00
0.04
107.50
0.03
0.00
0.03
110.00
0.03
0.00
0.03
112.50
0.03
0.00
0.03
115.00
0.03
0.00
0.03
117.50
0.03
0.00
0.03
120.00
0.03
0.00
0.03

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 112
Summary for Link 9L: Combined
Inflow Area = 16.440 ac, 48.22% Impervious, Inflow Depth > 4.82" for 100-yr event
Inflow = 64.81 cfs @ 12.05 hrs, Volume= 6.605 of
Primary = 64.81 cfs @ 12.05 hrs, Volume= 6.605 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9L: Combined
Hydrograph
❑ Inflow
70 -i�--,--- li- --- --i-----li -- - i - ❑ Primary
6- 1cfs L
-1--L--1--- --L-- - --L L
65
60 ---7--r--I--- 1-- 1-- r--I---I--1--T--r -------T--r-------1--r--r--I--
55
50-
45 -- - li--i-----,-- li--i --i-----,-- li --i-----,-- li --i-----,-- li--i --i --,--
w40
U
3 35 --, --, --,- --, --, -, --, --,
25 ----r--r---- --r--r----1--T--r--r----T--r-------1--r--r----
L--L-------L--L--L--1--J--1--L--1--J--1--L--1---1--L--L--L--�--
2015
�i
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)

Cambridge Village - HydroCAD with ODA Type/1 24-hr 100-yr Rainfall=7.36"
Prepared by Bohler Engineering Printed 10/18/2019
HydroCAD®10.00-20 s/n 08311 ©2017 HydroCAD Software Solutions LLC Page 113
Hydrograph for Link 9L: Combined
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.00
0.00
0.00
7.50
0.02
0.00
0.02
10.00
0.14
0.00
0.14
12.50
21.28
0.00
21.28
15.00
4.88
0.00
4.88
17.50
2.36
0.00
2.36
20.00
1.65
0.00
1.65
22.50
1.36
0.00
1.36
25.00
0.46
0.00
0.46
27.50
0.12
0.00
0.12
30.00
0.10
0.00
0.10
32.50
0.10
0.00
0.10
35.00
0.10
0.00
0.10
37.50
0.09
0.00
0.09
40.00
0.09
0.00
0.09
42.50
0.09
0.00
0.09
45.00
0.09
0.00
0.09
47.50
0.09
0.00
0.09
50.00
0.09
0.00
0.09
52.50
0.09
0.00
0.09
55.00
0.08
0.00
0.08
57.50
0.08
0.00
0.08
60.00
0.08
0.00
0.08
62.50
0.08
0.00
0.08
65.00
0.08
0.00
0.08
67.50
0.08
0.00
0.08
70.00
0.07
0.00
0.07
72.50
0.07
0.00
0.07
75.00
0.07
0.00
0.07
77.50
0.07
0.00
0.07
80.00
0.07
0.00
0.07
82.50
0.07
0.00
0.07
85.00
0.06
0.00
0.06
87.50
0.06
0.00
0.06
90.00
0.06
0.00
0.06
92.50
0.06
0.00
0.06
95.00
0.06
0.00
0.06
97.50
0.06
0.00
0.06
100.00
0.05
0.00
0.05
102.50
0.05
0.00
0.05
105.00
0.05
0.00
0.05
107.50
0.05
0.00
0.05
110.00
0.05
0.00
0.05
112.50
0.05
0.00
0.05
115.00
0.04
0.00
0.04
117.50
0.04
0.00
0.04
120.00
0.04
0.00
0.04

STORM SEWERS ANALYSIS

It
0
CL
0- 4)
>,.r- o
M -j Z
0 0 0 0
1
M
Q 0 0 C)
CY)
V) U-) CD
Cl? C)
co r- 00 r
C)
V, W
co
C) C) C)
M C)
CL y
co 1- 00 r
(a
U)
'4T OD
4)
C) C3 C) C)
co
(D 0 0 C)
CD 0 0 C)
O O O O
C) C) C) C)
(D 0 0 C)
x
cli C14 C14
C�
C) C) C) C)
(D
C) 0 0 C)
co
C! O O O
C) 0 0 C)
c
0
C) 0 0 C)
N C14 CN C14
ca
L)
0
0) 0) 0) 0)
IOU
(29
OM OM OM
C) 0 0 CD
Q
CD 0 0 C)
0
C! O O O
CL
0
(D 0 0 CD
CD
(D
cr
<
0 (0 (0 0
(D
OR
V- C*4 OD
Cl)
()� " tl-:
'E
(Y) ()0
<
Co
Q 0 0 C)
cj
'r Nr 'IT 'IT
CA
E
CD 0 0 CD
Q C� C� C�
a m
CD CD C)
(D
6
Co
LO
CD LO 0) fll-
0)
0 — CIJ
(D
00
CD 0 0 C)
C) C) C) C)
II Q
a
0 CIJ
(D
<
E
(D
2
co
>
(D
0)
C
Q 0 0 C)
N C?
LL
L)
LU
(D
o
S 0
r N m d
a_
z
—1 z

0
N
O
0
0
Z
04
T
(6
co
7
E
Q
E
J
N
LL
U
N
O
a`

r.
0
�p
m
m
F-
AL
Cl)
E
0
*-I
cn
>
0
CD
cli
0)
-
0)
LO
a)
(0
0)
r-
co
CD
0
co
00
(D
m
0)
C�
0)
a)
0)
0)
LO
co
(9
C?
OR
00
00
m
(11
>
00
00
00
0)
2
w
m
t-
V:
U0
00
C?
00
OD
00
00t-
00
00
0)
00f-
t-
r-
0)h
CD
0
ll�
ll�
C�CD
LO
(D
00
C\l
OD
00
00
0
O
LU
CD
u?
CR
to
co
>
to
00
to
co
(D
00
co
00
z
S
a)
cD
oo
io
0
Iq
U')
Iq
Nt
6
6
N
(6
00
N
04
(N
(N
—
O
QJ
Cl)
(Ij
ce)
>
x
0
ON
C)
0)
CL
m
0
oche)
C14
(0
(P
(7)
7
—
C�
OI-
R
7FD
0
0
CF)
00
fl-
'IT
P-:
OR
OR
II
co
LO
LO
co
O
0
7E
CL
E
cli
cl)
0
r-�
V
N
CR
F-
—
—
—
C)
x
ch
07
C\l
t-
ce)
Cl?
OR
0
C)
0
C)
00
Cl)
m
U')
0 (D
co
rl:
O�
OR
ri
a 0
0
C)
0
C)
0
(D
9
Cl)
t-:
Cl)
ll�
OD
()�
F-
N
C)
CI
(1) C?
C)
C?
()LO OD
7
<
Lo
o
0
CD
0
0E
Cl)
4
0
co
cli
a)
I-
-
00
(D
IT
70
0 C
LL7
N
M
LL
co
F- J
ULu
.2
4)
o
5
r-
il
z
U)
-1

co
CD
N
O
0
0
Cl)Z
co
LO
N
m
d
Z
LL
a�
'o
a`

0- 4)
>,.a o
M -j Z
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
M_
Q
0
0
C)
0
Q
0
C)
0
0
0
0
0
0
0
0
0
CY)
00
(D
m
00
0
cli
ce)
CD
0
ce)
RI
a)
0
0
0
Cl)
00
a)
C�
r-:
C�
C�
tl-:
(P
O�
C�
0
6
N
M
(P
CL
r
C)
w
'IT
I-
fl-
C)
co
I-
w
r-
C)
—
—
w
(D
w
u)
00
(D
0
M
0
0
0
M
M
M
co
"
9
"
N
N
"
9
"
C?
"
7
7
0
C)
C)
C)
C)
C)
C)
C)
C)
CD
C)
CD
CD
C)
C)
CD
CD
CD
m
00
co
0
N
0
M
CD
0
ce)
RI
a)
0
0
0 (D
m
00
a)
O P-: O O tl-: (P 00 O 0 RI M (P
CL
r
C)
(D
'IT
I-
fl-
C)
co
I-
co
pl,
C)
r
—
w
w
0
0
(n
0
CD
0
M
0
0
1-
0
M
M
M
2
"
"
9
"
N
N
"
9
"
C?
"
7
7
Q
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
CD
CD
C)
co
0
to
(D
0
0
C)
0
(D
0
C)
0
0
0
�2
0
0
0
0
0
CD
0
0
C)
0
CD
0
C)
0
0
0
0
0
0
0
0
C!
C)
O
C)
O
C)
O
C)
O
C)
C!
C)
O
CD
O
C)
O
C)
O
C)
O
C)
0,
C)
O
C)
O
C)
O
C)
O
C)
O
C)
r
=3
(D
0
0
C)
0
(D
0
C)
0
0
0
0
0
0
0
0
0
C\l
0
C14
C\j
C14
C\l
0
C\j
C14
cli
cli
cli
C14
C14
cli
cli
C\j
I?
O
O
O
O
O
O
(?
O
O
O
O
C?
C?
O
O
C?
CD
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
CD
CD
C)
(D
co
(D
L)
0
0
0
U-)
C)
U')
0
U-)
(D
LO
0
0
C)
U')
0
U-)
0
V)
0
V)
0
V)
0
U-)
0
U-)
0
V)
0
V)
0
U-)
a
l?
O
O
(?
C?
I?
O
(?
C?
O
O
O
(?
(?
O
O
(?
C)
0
0
C)
0
C)
0
C)
0
0
0
0
0
0
0
0
0
c
0
(D
0
0
C)
0
(D
0
C)
0
0
0
0
0
0
0
0
0
N
C)
C\j
N
N
cq
CD
N
N
N
N
N
C\j
C\j
N
N
C\j
(a
L)
0
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
0)
(29
co
Cl/0)
Cl/0)
Cl/0)
(,/U)
(1/0)
(110)
C'no
(IOU
(IOU
Cl/0)
(110)
Cl/0)
(,/U)
(110)
(110)
C'no
CD
0
0
C)
0
CD
0
C)
0
0
0
0
0
0
0
0
0
l?
C)
O
C)
(?
C)
(?
(D
(?
C)
l?
CD
O
C)
(?
(D
(?
CD
O
CD
O
CD
O
C)
(?
C)
(?
C)
O
C)
O
C)
(?
C)
II
Q
CD
0
0
C)
0
CD
0
C)
0
0
0
0
0
0
0
0
0
0
.s
l?
O
(?
(?
(?
l?
O
(?
(?
O
O
O
(?
O
O
O
O
0)
C)
0
0
C)
0
C)
0
C)
0
0
0
0
0
0
0
0
0
CL
2
E
CD
0
0
CD
0
CD
0
CD
0
0
0
0
0
0
0
0
0
(D
cr
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
CD
C)
C)
CD
CD
C)
(D
oq
CD
0
0
CD
0
CD
0
CD
0
0
0
0
0
0
0
0
0
Cl)
to
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O<
0
V
It
"q
1-
0
"q
"q
I-
1-
0
"q
"q
I-
I-
"q
Q
0
0
a
0
a
0
a
0
0
0
0
0
0
0
0
0
I
'r
C)
'IT
'IT
+
(D
m
m
E
CL
-2
.2
.2
-2
-2
.0
.0
.0
.2
.2
.2
.2
C)
C)
C)
U
0
C)
0
0
C)
C)
U
0
U
C)
O
CD
o
o
CD
o
CD
o
CD
CD
C!
C�
C�
C�
C�
C!
C�
C�
C�
C�
C�
C�
C�
C�
C�
C�
C�
do
C)
C)
C)
C)
C)
C)
C)
C)
CD
CD
CD
CD
CD
CD
C)
C)
C)
CD
LO
0
(0
LO
(0
cli
0
00
It
N
0
m
r-
(0
1-
0)
0)
Q.
9
CR
(?
O)
O
C?
C?
N
C?
09
tl-:
CA
m
C�
0
0
C)
0
CD
0
—
—
—
0
0
—
C\J
0
0
(D
00
V)
CD
0
0
CD
0
CD
0
CD
0
0
0
0
0
0
0
0
0
11
Q
C)
C)
C)
C)
C)
C)
C)
C)
C)
C)
CD
CD
CD
CD
CD
CD
C)
Q
0
CO
U')
CO
N
0
co
C)
ce)
r-
O
09
U?
C)
O
0)
O
00
a
N0
0
C)
0
C)
0
—
—
—
0
0
0
0
rO
(D
11
co
E
(D
2
co
0)
17
O
O
z
NC
�:Ooc)oc)oc)
-E
N
C?
'T
L9
T
'�
C9
z
m
mcomcomco
m
m
m
m
m
m
m
m
m
IL
L)
LU
A)
(D
ff
o
.r o
N
m
It
m
0
rl-
co
(3)
0-
z
—1 z
I I

co
CD
N
O
0
0
Cl)Z
co
LO
N
m
d
Z
LL
a�
'o
a`

r.
0
�p
m
m
F-
Cl)
E
0
*-I
cn
-
—
—
—
—
—
—
—
—
—
N—
L—
N—
L—
<—
co
co
U)
co
U)
co
co
co
co
co
co
co
co
co
co
co
U)
IX)
0
to
CD
N
to
a
00
CO
00
F�
>
Q
C9
U;
I
U?
G�
cl�
U?
U?
r-:
w
NN
"
m
co
co
Iq
co
It
U)
(0
fll-
U)
co
co
co
00
00
00
00
w
00
00
00
00
00
00
00
00
00
co
00
00
co
LO
(0
LO
C)
N
LO
a
LO
N
CD
M
to
V-
V-
m
(D
to
LO
m
(11
m
to
O
O
O
cli
V)
a)
N
00
N
co
N
00
N
00
N
00
co
co
6
00
C6
00
4
00
N
00
4
co
to
00
6
00
6
00
4
co
6
00
6
00
I-
o)
0
CIJ
CD
N
V
LO
(0
N.
LO
CD
1-
00
0
MU)
U?
Cl?
00
0)
a)
a
0
(D
Cl)
0
(D
0
N
0
r-
t-
co
co
co
lb
00
co
co
co
co
00
00
>
2
w
It
LO
Cl)
0
U-)
CD
(D
U)
(0
0)
t-
CD
U-)
LO
a)
C?
(P
V)
V:
(P
00
0)
r
7
V:
(P
O
MI)
co
co
0)
CD
0
Q
0
(0
0
a
0
N
0
t-
P-
co
co
co
co
tb
co
co
co
co
co
co
co
N
CD
C
CD
00
CD
(D
I,-
(D
Iq
(D
CD
t-
00
C)
uj
09
N
tl�
O
V:
C!
V
C)
O
(P
I?
(P
O
C?
I?
"
V)
a)
'IT
U)
LO
(D
(D
fl-
I-
r-
co
co
0)
0)
N
0
0)
0)
00
co
00
00
LU
00
LO
CIJ
0
M
a
M
CO
P-
fl-
LO
CD
P-
N
CO
O
u?
CR
U?
7
U?
<p
7
t-:
7
<p
t,-:
7
7
V:
V-
LO
Lo
(D
(D
r-
r-
(11
co
co
m
M
CO
M
M
z
a
LO
0
a
M
0
a
a
CD
0
a
M
CD
N
N
0
U')
cli
LO
U')
V
LO
Lo
U')
to
LO
Lo
V
to
LO
LO
a
O
O
O
o
U*)
V
V
V
U*)
ul
V
00
U')
IL
N
N
N
N
N
N
N
N
N
—
N
(N
04
r
r
(N
—
—
(D
Iq
I-
CD
00
0)
0)
Lf)
04
0
LO
00
CY)
CY)
CV)
Lr)
0
9
C'?
(P
U?
"
()0
',I:
—
U?
(?
00
t,�
U?
V:
00
Z
(0
to
(0
Cl)
Cl)
(Ij
N
N
CO
M
CO
V
V
V
r
0
>
x
Cl)
LO
M
M
(D
r-
OD
Ce)
P-
U')
0)
Ce)
0
CO
0
CL
C?
19
(9
1'-:
(3)
Lo
h
t-:
1'-:
0)
00
()R
00
0
II
m
0
a
0
(D
0
0
4
0
a
0
a
C14
C14
CN
N
C14
CN
CN
N
C14
N
tl
t-
m
rl-
Cl)
r-
N—
N
LO
q
C)
U)
7FD
00)
C0
00
r-:
CR
'7
(PO
r9
LnV)
c?
II
N
r
M
1-
(0
—
W
W
CO
M
CO
—
—
L
to
(9
cq
CR
(3)
N
9
1p
0)
9
9
9
0)
9
9
11
LO
Lo
LO
(,0
O
O
f-
(D
(D
t-
f-
r-
w
t-
t-
O
fl-
W
06
6
6
C9
M
09
Cl?
9
09
(9
N
9
9
V:
C?
C?
CY)
0)
00
00
Lo
LO
U')
LO
Lo
LO
LO
LO
L()
(D
0
(D
0
C)
0
(D
0
0
C)
0
(D
0
C)
0
(D
0
0
0
7E
ui
C5
L6
6
ui
to
ci
ui
6
ui
ui
C5
6
6
L6
vi
vi
E
LO
M
N
0
7
(9
O
OR
r-:
to
N
O
O
"14:
U?
to
N
Q
F-
ce)
ce)
—
—
—
—
—
C)
r
r
C3
(D
CD
CD
CD
CD
x
ce)
CD
N
V
V
Cl)
C)
N
(0
Cl)
CV)
0
Cl)
N
CD
a)
00
f
'=!
"
7
"
O
M
"
M
"
O
":
f
c?
7
0
C)
0
C)
0
C)
0
0
C)
0
C)
0
C)
0
C)
0
0
47-
V
CD
m
0
ce)
LO
C)
(0
lqr
04
LO
C)
LO
It
"
a)
0 4)
rl-:
C!
OO
tl-:
09
00
O
rl-:
CR
09
00
O
OR
rl�
(P
(P
0
0
C)
0
C)
0
C)
0
0
C)
0
C)
0
C)
0
C)
0
0
0
(D
U?
LO
CR
h
(9
co
L9
Lf)
C?
(D
9
a)
P-:
C%j
V)M
00
09
00
V:
C
0)
P-
41
F-
LO
V
V
(N
N
(N
—
—
C)
—
—
—
CD
CD
CD
CD
C3
CD
W
W
M
r-
0
N
0
r-
0
0
00
V:
Mco
o
0
CD
0
(D
0
CD
0
0
00
CD
0
(D
0
CD
0
0
0
CD
Z�
ce)
0
a
q
o
CD
00t-
0
co
(o
lq-
(D
ce)
Ejn
00
00
a7
00
(c!
00
C\l
00
C%�
Q
(0
0�
0
C�
C)
�2
Q
Cl?
!�2
ce)
r-:
"T
Lb
Cl?
m
Cl)
Ce)
32:1
11
(1)
(Ij
Ce)
LO
OD
9
0)
LO
9
CD
.
(o
(o
.
q
U-)
6
C')
L6
U')
0)
ce)
Cl)
LO
0)
r-
co
a)
U')
a)
0
U')
N
z
0 CW
r
N
co
'IT
LO
(0
1-
00
(Y)
r
r
r
10
r-
O
t
LU
A)
.2
ff
0
0-
z
U)
-j
m
It
U')
0
r-
w
m
I

r.
0
�p
m
m
F-
Cl)
E
0
*-I
cn
—r-
r-
co
0)
CD
N
CD
.
.
.
.
.
.
.
.
.
.
.
w
LO
I-
CD
M
M
a
M
CD
Or
w
It
I,-
co
00
00
00
co
00
0)
0)
co
co
co
0
to
O
t-
0
M
M
a
0
0
o
m
V-
r
(D
00
-
Iq
-
0
(D
C:
4
I,-
4
t-
N
00
N
00
C6
00
C6
co
6
00
h
00
to
0)
to
0)
C6
co
1-
00
0)
LO
I-
cli
Ma)
C%j
co
OR
wi
v:
a)
q
C?
F,
N
M
It
Iq
m
0
0
N
CL
00
00
co
co
>
2
w
ce)
CD
N
LO
(0
C)
N
CD
N
0
cq
('?
t'-:
a)
G)
V:
V:
f,-
0
C11
co
co
m
00
(F-0
P-
I-
I -'IT
tU)
-
P-
0
t70
00
It
0
co
(0
rn
"
'?
())
O(0R
C?
'?
to'7t,o"
'?
0
C\l
M
M
M
0
C)
M
I-
I-
I-
N.
h
00
00
LU
LO
00
00
1-
(D
V
(0
co
(D
co
CD
"14:
M
7
0)
19
7
(9
"
(9
9
m
(D
N
M
M
M
a
0
(D
(0
t-
h
h
h
t-
t-
I,-
co
co
t-
z
O
a
CD
V
a
a
a
0
a
a
a
a
0
to
to
LO
to
to
t-
LO
to
to
to
Iq
6
C5
6
6
6
N
6
6
6
6
N
IL
N
04
N
N
N
04
N
N
N
N
N
(N
0)
CD
ce)
M
a
q
-It
-It
-It
a
OR
=!
V:
V:
0�
Cl?
C?
(?
C?
F-:
Z
LO
to
LO
to
r
N
V
V
V
V
r,-
>
x
m
(D
C)
m
0
CL
Ohl
()�
(P
())
())
.
C�
II
m
le
Ic-e)
Icoe)
0
tl
LO
(P
ce)
OR
V
N
O7FD
-m
o
Nt
CO
(P
(P
(P
(P
00
(D
CD
f-
C)
C)
C)
C)
C)
C)
t-
0
O
W
O
h
C?
OR
(l?
(9
V
9
tl-:
"14:
9
9
(D
(D
LO
to
(N
r
-
C)
CD
C)
U')
(D
O
0
(D
0
C)
0
(D
0
0
C)
0
(D
0
7E
CL
E
04
C
(D
0
0
CD
0
0
Lq
to
toU?
9
9
9
9
9
9
to
Q
F-
-
-
-
-
C)
CD
CD
C)
C)
C)
x
ch
CD
O
CD
O
CD
O
O
CD
O
C!
C�
C�
C�
C!
C�
C�
C�
C�
to
0
CD
0
CD
0
CD
0
0
C)
0
47-
C
CD
C)
CD
C
CD
C)
C
CD
C
CD
0 4)
C?
I?
O
O
C?
I?
O
O
O
O
L6
a 0
0
C)
0
C)
0
C)
0
0
C)
0
C)
0
C
(9
C)
(9
0
(9
CD
(9
C
9
C)
C?
0
C?
C
9
CD
9
C
9
C)
(9
F-
h
h
t-
f-
C)
C)
C)
C)
C)
C)
P-
-E
C
C)
0
CD
C
C)
0
C
CD
C
C)
0
V
O
O
O
O
O
O
O
O
O
O
O
0
CD
0
(;
0
CD
0
0
C)
0
t-
Cl)
CO
m
It
cq
Nt
Lo
F
LO
(o
00
Lq
Lq
(q
CO
a)
C)
0
co
T
Lo
LO
a
C\j
r-
CD
r-
Cl)
00
I-
LO
L6
C�
a)
M00
a)
0
z
0 C
N
Cl)
'IT
LO
CD
Fl-
co
m
'cr
F- i
LU
A)
.2
ff
0
m
't
to
0
r-
co
0)
0-
z
(n
-j
-
I I

RIP RAP & DITCH CALCULATIONS

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
<Name>
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 785.00
Slope (%)
= 4.00
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.69
Elev (ft)
787.00
786.50
786.00
785.50
785.00
784.50
0 2 4 6
Section
8
Reach (ft)
Monday, Oct 28 2019
Highlighted
Depth (ft)
= 0.38
Q (cfs)
= 10.69
Area (sqft)
= 2.10
Velocity (ft/s)
= 5.09
Wetted Perim (ft)
= 7.13
Crit Depth, Yc (ft)
= 0.51
Top Width (ft)
= 7.04
EGL (ft)
= 0.78
10 12 14
Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
16

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
<Name>
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 785.00
Slope (%)
= 4.00
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.68
Elev (ft) Section
787.00
786.50
786.00
785.50
785.00
784.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 28 2019
= 0.55
= 13.68
= 2.31
= 5.92
= 6.54
= 0.73
= 6.40
= 1.10
Depth (ft)
2.00
1.50
1.00
0.50
■rzff.i
1 2 3 4 5 6 7 8 9 10 11 12 v
Reach (ft)

TEMPORARY SKIMMER BASIN
CALCULATIONS

Skimmer Basin #1
Okay
6.59 Disturbed Area (Acres)
15.81 Peak Flow from 10-year Storm (cfs)
11862
Required Volume W
5138
Required Surface Area ft2
50.7
Suggested Width ft
101.4
Suggested Length ft
82 Trial Top Width at Spillway Invert ft
125 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
58 Bottom Width ft
101 Bottom Length ft
5858.00 Bottom Area ft2
31832 Actual Volume W Okay
10250 Actual Surface Area ft2 Okay
14 Trial Weir Length ft
1 Trial Depth of Flow ft
42.0 Spillway Capacity cfs Okay
8 Skimmer Size (inches) Skimmer Size
0.5 Head on Skimmer (feet) (inches)
1.75 Orifice Size (1/4 inch increments)
2.37 Dewatering Time (days)
Suggest about 3 days

Skimmer Basin #2
Okay
1.12 Disturbed Area (Acres)
2.69 Peak Flow from 10-year Storm (cfs)
2016
Required Volume W
1170
Required Surface Area ft2
24.2
Suggested Width ft
48.4
Suggested Length ft
37 Trial Top Width at Spillway Invert ft
66 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
13
Bottom Width ft
42
Bottom Length ft
546
Bottom Area ft2
5592
Actual Volume ft3 Okay
2442 jActual
Surface Area ft2 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
2.47 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Skimmer Basin #3
Okay
4 Disturbed Area (Acres)
9.6 Peak Flow from 10-year Storm (cfs)
7200
Required Volume W
3120
Required Surface Area ft2
39.5
Suggested Width ft
79.0
Suggested Length ft
80 Trial Top Width at Spillway Invert ft
154 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)
62 Bottom Width ft
136 Bottom Length ft
8432 Bottom Area ft2
30966 Actual Volume W Okay
12320 Actual Surface Area ft2 Okay
12 Trial Weir Length ft
0.5 Trial Depth of Flow ft
12.7 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)
2.77 Dewatering Time (days)
Suggest about 3 days