SW3191204_SW Report_20200106

BOHLER
E N G I N E E R I N G
STORMWATER MANAGEMENT REPORT
PREPARED FOR:
ARKA HEIGHTS, LLC
1151 COASTAL LANE
UNIT III
MYRTLE BEACH, SC 29577
BEPC #NCC 182110
December 12, 2019
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
[phone]
NORTH CAROLINA LICENSE #047366
STEVE FARMARTINO, P.E.
PROFESSIONAL CERTIFICATION: I 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
CIVIL & CONSULTING ENGINEERS • SURVEYORS -TRAFFIC CONSULTANTS
www.bolilereng.com
BOHLER ENGINEERING 1927 S TRYON ST. ♦ SUITE 310 ♦ CHARLOTTE, NC 28203 ♦ 980.272.3400

Table of Contents
General Project Description...
....... 3
Stormwater Management Analysis and BMP Calculations................................................................ 4
Appendix............................................................................................................................................ 5
HydroCADOutput.............................................................................................................................
StormsewerOutput...........................................................................................................................

General Project Description/Stormwater Management
GENERAL PROJECT OVERVIEW AND EXISTING CONDITIONS
The subject site is situated at the north-western corner of Old Statesville Highway and Brick
Yard Road, in Union County. The project site currently contains an abandoned farmstead and
consists of approximately 10.40 acres. The proposed project will include approximately 210
multifamily residential units spread throughout 6 buildings, as well as a clubhouse, community
pool, and all associated infrastructure.
The Site drains to two Point of Interests (POIs), the first and larger of which (POI-1) drains to
the north and into the heart of the Yadkin Pee Dee watershed, and the second POI (POI-2) is
the sum of waters being conveyed across Old Charlotte Highway via two existing culverts.
The site is majority pasture with woods along the northern and south-eastern property line,
with Type B and Type D soils across the site with average existing slopes of 1% to 3%. There is
currently no stormwater measure provided on the site. There is no off -site area examined in
this analysis.
STORMWATER REQUIREMENTS AND DESIGN OVERVIEW
This project is located in the Yadkin Pee Dee watershed per the NCDENR Watershed Interactive
Mapper and is upstream of Stewart Creek. This project is classified as a high -density project
because the largest drainage area has greater than 12% built upon area.
Stormwater quality treatment systems shall treat the runoff generated from the first inch of
rainfall.
All structural stormwater treatment systems used to meet these requirements shall be designed
to have a minimum of 85% average annual removal for total suspended solids and 70%
average annual removal for total phosphorus.
General engineering design criteria shall be accordance with 15 A NCAC 2H. 1008(c) in the
design manual.
The peak discharge is attenuated for both the 2-year, 24-hr storm and the 25-year, 24-hr storm
events. The 100-year, 24-hr storm event has been analyzed to provide 1' of freeboard to the
top of berm.
To meet the above requirements, two wet ponds located at the Northwest and Northeast
corners of the subject property will be used. These ponds are linked hydraulically through an
equilibrium pipe. The pipe has 0% slope, has an invert equal to the permanent pool elevation,
and will be water tight.

STORMSEWER DESIGN
Stormwater run-off from the site will be directed to the existing outfall locations via a system of
storm sewer pipes. The storm sewer was modeled in Hydraflow Storm Sewers Extension for
Autodesk AutoCAD Civil 3D. The storm sewer pipes were modeled to ensure their adequate
capacity with a minimum slope of 0.5% to promote flushing of the pipes.
Stormwater Management and BMP Calculations
PRE VS. POST ANALYSIS PEAK ATTENUATION
See table below for final flow calculations for the pre and post conditions. It should be noted
that time of concentration is accounted for in the summation of the combined peak discharge
values.
Two POI's we're analyzed as part of the Stormwater Design for this project. POI-1 is a
combination of drainage areas (DA-1 & DA-2) discharging to the north of the site through the
wet pond system, and POI-2 is a combination of the drainage areas (DA-3 & DA-4) discharging
across Old Charlotte Highway via the two existing culverts. See below for a summary of both
POI's pre- versus post- drainage values.
DRAINAGE AREA
2-YR 24
HR(cfs)
25-YR 24
HR(cfs)
POI-1
Existing Conditions
11.85
30.23
Developed Conditions
8.95
25.80
POI-2
Existing Conditions
4.74
11.83
Developed Conditions
4.58
10.61
All associated calculations have been provided within the Appendix section of this report.
WATER QUALITY
Water quality treatment of the 1" water quality volume, is also provided within the proposed
above -ground wet detention pond and is to be detained between 2-5 days (See appendix for
calculations).

Appendix

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d IJJ
T T
SECTION - NN
4"
\I
t�_
Ji-
IN;
n O Q
CO
_
=
0 =
i rr
1Z1 Q U
H
01
Q U
c\ N
0= W U Q
~
z Q
SECTION - JJ
ft O
5�/8"
SW _
J fn
C7
3rr R
z
LL
LL
v
1/2
SECTION - RR
SHEET 1 OF 2
840.03
1L MANHOLE
E
D F
<- ,- ` D
¢�H AID
CZ,ma
).54 Ci
FOR MANHOLE COVER & FRAME
P LANOPTIONAL SPACED 6"
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
COVER TO SURFACE
ELEVATION MAX. 1'
OUTLET PIPE
E OR F 1%2"
T A 1
INLET PIPE SECTION
C-C OR D-D
SECTION X-X
�c
6"
1j" X 6"
EXP. JOINT
9"
6" a i
- 3
B.
6 SEE NOTE 3 DOWEL
SECTION Y-Y
Y
PLAN
WITH GRATE & FRAME REMOVED
SECTION X-X
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1"
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
T #4 BAR
NIT
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
N0.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL/
FT, OF HT.
LBS.
REIN'F
CU. YDS.
MIN. "H"
C.S.
R. C.
12"
2'-0"
2'-0"
2'-3"
12
2'-9"
T-0"
T-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
1.5
2'-3"
2'-3"
2'-6"
12
3' 0"
3'-3"
3'-3"
0.196
0.196
0.204
24
0.902
0.023
0.036
18"
2'-6"
2'-6"
2'-9"
14
3'-3"
3'-6"
3'-6"
0.227
0.227
0.222
1 30
1.065
1 0.033
0.049
24"
3'-0"
3'-0"
3'-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
0.375
0.296
51
1.860
0.092
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-9"
5'-0"
5'-0"
0.463
0.463
0.333
64
2.341
0.132
0.178
42"
4'-6"
4'-6"
4'-9"
22
5'-3"
5'-6"
5'-6"
0.560
0.560
0.370
77
2.878
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
6'-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54"
5'-10"
5'-10"
5'-9"
28
W-7"
6'-10"
6'-10"
0.865
0.B65
0.444
126
4.283
0.297
0.401
60"
6'-6"
6'-6"
6'-3"
30
7'-3"
7'-6"
7'-6"
1.042
1.042
0.481
145
5.090
0.367
0.495
66"
7'-1"
7'-1"
6'-9"
32
7'-10"
8'-1"
8'-1"
1.210
1.210
O'5111
169
5.917
0.444
0.589
WEEP HOLES GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
X 12" CENTERS AS DIRECTED BY THE ENGINEER.
- USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
.Vr 1IVU I IIAU1U[IN 1HL)
)P ELEVATION
840.16 FRAME -
RATE
(SEE NOTE)
MAX. PIPE THIS SIDE
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
cONGRiE
-MINIMUM
HEIGHT, H
C.M.
R. C.
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"
2'-3"
0.648
0.023
0.036
181,
2'-6"
0.703
0.033
0.049
24"
3'-0"
0.814
0.059
0.085
30"
3'-0"
2'-0"
3'-6"
0.222
0.222
0.925
0.092
0.127
#4 BAR
N
s"
DOWEL
z
00
<Q
Q
Fz-1
LL
J0H
O O x Z
W QZLLx
Q 0 = O H
H-
U) LL 0 _j
o ocf)a
Z jr, H
1
W
0
o X
LL O -
0 CO LLI
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Q I..I < d
o Q _
Q J (0
= z Q (o
z
o O CC
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LLJ
r
jy H
p z
Q O
V
cr
840.31
Z
00
�Q
Q
FZ-I CC 0 .
ILL
J
0 _L
o Cn x
LL1Q Z ULx
QU�01�-
H-
(/)HLLOJ
oo�Q
Z FH
1 �~
Win
O
LL W
(D J
H Z W
EL
H
o_
a
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(n W _
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� z T
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840.14
GENERAL NOTES 2'-0D W T As z
o� �� �>
< � USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE. INTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL F- <
1 Z CONCENTRIC Q
Q
F-
Cn O FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTS DIAMETER WALL TOP/BOTTOM AREA OF STEEL Q
D H O CONE SECTION
I- U) ACCORDANCE WITH AASHTO M199. (FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. FZ-I CC C-)
H Z = D ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12" (IN.) (IN.) (SO. IN.) 00 LL 0 = Z
= O m n m FROM THE TOP TO THE BOTTOM OF THE MANHOLE. W Q Z LL ^
m O WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT 4 4 6 0.12 Q U O N
Z x -0 O m THE TOP OF THE MANHOLE FLUSH WITH THE GROUND AND A MINIMUM 5 5 8 0.15 H = Z W
0 0 �r-I OF 9" ABOVE THE GROUND AT OTHER LOCATIONS. 6 6 8 0.18 Cn ~ U O J
[[ H
n = � Z LIMIT DEPTH OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF 0 O CD CC
D BOTTOM SLAB. D Z
Cn H r THE IN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE r IL 0
Z THINNEST PORTION OF THE TOP/BOTTOM SLAB. ALTERNATE CONE SECTION 2�- ` W
N GRADE RING �� T 0
* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS MIN. AREA OF STEEL
A DISTINGUISHABLE TOP AND BOTTOM. ° IS 0.07 in.2
ECCENTRIC CONE
m'D'+2'W' W
C7 ADDITIONAL 6" MAX. SPACING L u
1" MIN. OF CIRCUM. R/F
D CLR. #4 REBAR LOCATE WALL REINFORCEMENT
CO IN MIDDLE THIRD OF WALL o
m .•.;,. n .• ;;.: e: 2 Q
Z 1" MIN. O
Be O CLR. USE MIN. AREA OF STEEL IN TOP n• LL
r SLAB OF #4'S @ B" CTS. STEP STD.
_ Z 0 EACHWAY/EACH FACE *. NO. 840.66 Z
N 0 x FLAT TOP SLAB As (CIRCUMFERENTIAL I-' G O-
r Z
cn FRAME AND GRATES BTD. NO. REINFORCEMENT) Q H
m TRAFFIC BEARING 840.37 a
= Z ADDITIONAL #4 EACH LONGITUDINAL
-Phv SIDE OF OPENING (1" NONTRAFFIC BEARING: 840.22 ADDITIONAL #4 EACH REINFORCEMENT O LL) co
C D CLEAR OF BOTTOM FACE 140.24 SIDE OF OPENING (1" RISER
*' PLACE BARS DIAGONAL 640. 00 CLEAR OF BOTTOM FACE) "_
OD O TO CORNERS (TYP. ) 640.29
Z
v 840.33 =
DD - - - rWr 'DI 'W' J ~
FRAME & GRATE i ` O
m _ SEE STD. 840.54 = = r
Z 7 _ _ _ _ _ X r i �X FOR MANHOLE BASE
RING AND COVER z J
O I- - JL =-II I l 1 � . r c J
_IL _ ;I I ; t k]e)�j �� REINFORCED CONC. W
\ �--JL--11 r 1 1 �(� - e, e, ...e,. -FIG. (SEE STD.
`-y r 7 .:io• ..•y':s'w :•: ;s':rr :•.•r;:io'':.•c 1525.01 IF N
m X \ , _ - r I USE MIN. AREA OF STEEL REQUIRED) Q
I
\ ♦ 7 - I IN BASE SLAB OF Lu
m
Lu
� `` ir' ``� ie' I ------FOOT EACH12 in PER LINEAR - - - - - -
,
_ d
TYPICAL MANHOLE SECTION
SHEET 1 of 1 GRATED INLET OPTION MANHOLE OPTION SHEET 1 of 1
840.52 840.52
..
1" MIN.
CLR.(TYP)
;
•'
•v
4x4 W4xW4
:q
WWF (LAP
WWF 6" ON-
TO FABRIC)
o• v
GENERAL NOTES: Z
O
THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING STANDARDS: H
�f �r"•4�
=6-
�f ��
840.04, 840.05, 840.14, 840.15, 840.31, 840.32, 840.34,
840.35, 840.36 AND 840.41.
QQ
Z <
1" MIN.
{•�=a
V
* INSTALL AND PAY FOR PRECAST DRAINAGE STRUCTURES IN ACCORDANCE
H 0 C3
CLR.
TYP
( )
SECTION
VIEWS
WITH NCDOT STANDARD SPECIFICATION SECTION 840.
1L _J a = z
* USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE.
2 Z
OPTIONAL JOINT
DETAILS
* USE ASTM A615 GRADE 60 REINFORCING STEEL. USE ASTM A185
U
WELDED WIRE FABRIC (WWF).
O
Q
#5 REBARS
@ 12"
* LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-0".
F- F_W
CENTERS (HORIZ.
& VERT.)
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD
1926.704.
cr LLC,1--1 Q
O Coo) cr
(USE WITH
* ORIENT STRUCTURES SO THAT CORNERS WILL NOT BE CUT OR MODIFIED
Z • j
4' X 4' &
LARGER
UNLESS ALLOWED BY DETAIL IN PLANS.
N
(L H
DRAINAGE
STRUCTURES
* PRECAST ALL ELEMENTS TO MEET ASTM C913.
T
W 0
TYPICAL)
- 'L' BARS WITH
* FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
1'-6" LEGS OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
PLAN VIEW OF BASE UNIT * PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
STEPS 12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
6" L' OR 'W' fi" * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR IF
MIN.
MIN.
THE SAME MIN. AREA OF STEEL IS PROVIDED.
* SEAL JOINTS WITH AN APPROVED SEALANT (SEE SECTION 840 OF NGDOT
i
co* STANDARD SPECIFICATIONS.
#4 REBARS @
LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS
#4 REBARS @
6" CENTERS
m
TO 6'-0" X 6'-0".
:i)
EACHWAYITE
'°: EACH WAY
* THE OUTSIDE PIPE DIAMETER PLUS 2" IS THE MINIMUM STRUCTURE
LL a W
IN
SIZE OR THE OPENING REQUIRED FOR GRATE AND FRAME WHICHEVER
0
'o
CENTEROTHIRD
TYPICAL PRECAST
IS GREATER.
W
OF WALL
ROUND MANHOLE MAY BE USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
,Zy
RISER SECTION
#5'S ARE PLACED ON EVERY SIDE NOT ADJACENT TO A WALL. SEE STD.
3 d
DWG. 840.34 FOR MANHOLE INSTALLATION.
c
0
m > y PRECAST RISER PLANcc N
y m v 2 #5 BARS EACH SIDE O Q
z OF OPENING FULL SPAN _ .Z4 6" L' 6" Z W W
Cv 1" MIN. CLEAR 'O MIN. MIN. H m Q
O m cn
I L' OR 'W' + 2 WALLS " S N a
z o, 1 MIN. CLR. O
C m I 64 CENTERS W_ �,,, .�. H LL O STEPS
m m I¢ REBAR
ro 4x4 W4xW4 J o v' .o' „ c7 a 0
a O I 3 o WWF ( LAP WWF CO D' O' D' Z
6" ONTO FABRIC) C H CID
D ' .. •.Q. Q: 0 ' W
I- R - - - - - - - - - OPENING1 "@ #5 REBARS 12"
CLEAR (SEE NOTES) CENTERS
LOCATE OPENING Z TYPICAL SECTION •' :_°' �/°'
AS REQUIRED m
(SEE NOTES) TOP SLAB Z
of 1 6" 'L' 6" TYPICAL SECTION
.46 MI"' PLAN TOP SLAB MIN. OF BASE UNIT
v
m
H Z
D H o
DETAIL SHOWING TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
2` 113/" 2 rr
1 1/22 "�
z
0 Cn
>`
Q Q
Z < U
mZT1=�
B
CD
�JIL
OOmC-)
= m z m0
n rr n r rr
TYPE G TYPE E TYPE F
A A 1 rr� I 9/8"
O O O S
WQZW ^
F_ U m o H
Z o m
\v
cT
��LL0 J
v z
D y D
�- WATER FLOW -� �-
SAG WATER FLOW -•-
T
T I9
Z IEEEH
H
2E
1
B �2 1 4 rr
CL
' 0
- - - - - - - - - - - - - - - - - - - - - - -
H ih rrrr
���"� SECTION B-B
O-n
----------------------------•------
1 rr 21/4" I
m
z
WATER FLOW SAG �- WATER FLOW �-
1�-
G~
O O Q
LL
cn r
SECTION A -A
= m
mmc~npu
z =
TYPE "F11 TYPE "E,, TYPE "G"
TYPE - E
z =
Z
cn
A Z
Q
Q Q
9 RAISED FLOW ARROW
D
z y
Q.
RAISED FLOW ARROW 2
3"
1s HIGH 2�'1 Imo-
Q
N a
N vv
%s" HIGH -�
QD
Q W 0
0 � z
v� O
Q O
1 rr
Q =cn
�
> Z
1 rr _m
\ I
z
O v Z
= 0
D TO
1 it
O
'//]
a ♦✓ T 1 ig rr CRC
13/" Y
cl) W W
C��S
O
Q' 1Y2 rr
1�rr
1�2rrR
f01
z
11/2n 1n l
2'-113/4r
11/2rr 11/2''1f /grr
T
2'-113/41r �grr
1�2n
W 0
LL
SECTION A -A
=LL81%2"13/4
SECTION A A
SHEET 2 OF 2
SHEET 2 OF 2
840.03
840.03
v
v m
H �
1 1' Z
70000
r O TIRO
1_4 --Am:D
=0Zym
=Cn00
O
m
�DDD
In 0
o
Z �
m
0 Z
O 0
z H
j OCD
=
N
m
=mZ
c C) D
� -1v
D
F•-I cL
_v W H
m N z
O
H m
z p
BACK OF CURB -
r-m► X
PLAN
X
SECTION Y-Y
RISER HT.
VARIES
A _ -
0 6"
0
'o
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES - - - -
PA
0
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
Y
SECTION X-X
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0' TO 16'-0" IN HEIGHT USE B" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
6„
6"
D vb
EC
"
T
SECTIONv J-J
WHERE 30" TO 36" PIPE IS USED
SEE NOTE
L
PLAN
WHERE 42" TO 54" PIPE IS USED
J
A
A
a,
of o
PLAN
Z
00
Q Q
H2=C.)
LL J a 1 Z
o0Ux
ccLu Z
H-0cc0
H
►-1
c)HLLOJ
0OCDQ
Z 1 ,1­4
9� �0
Q
o Z
LL m
0 CA
Z
CC M
c = 0-
0 z
cr o LO
Qcc
W =
H-H�
In UJ
N
U) r
H z
J O
0 V
Z
W
0
[�
f o0
Q OLT
44
O
44
�o
cQ
- `w
Pf) o
44 g � m
44 oz
u" a w
pp w
P4
U -
PH �oC
--
�LL
o
o
REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: NCC182110
DRAWN BY: SOM
CHECKED BY: SRF
DATE: 12/11 /2019
SCALE: 1 "=60'
CAD 1. D.: NCC182110GPO
PROJECT:
AKA
HEIGHTS
FOR
ARKA HEIGHTS
LLC
LOCATION OF SITE
4610 OLD CHARLOTTE HIGHWAY
MONROE, NC 28110
UNION COUNTY
0 00 L �TE I
11INGIIN EEKING NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
rSHEET TITLE:
S7["ORMWA7["E1I�
DETAILS
SHEET NUMBER:
C-402
C:\USERS\MMOOREAPPDATA\LOCAL\TEMP\ACPUBLISH-7388W CC182110GPO.DVVG PRINTED BY: MMOORE 12.16.19 @ 5:28 PM LAST SAVED BY: MMOORE

TRENCH WIDTH
_
I I
TRENCH
III
WIDTH
_
-III
-I GRADE
111� _
I
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I I
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II
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I -I I
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III
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a
12" -III
I 1 I
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O-RING a .
.
6"
24°.
" RCP I ' e
=III
I II
-I ° I 116
-III
ANTI -SEEP
-I I
III
n
I II
° a
° °
II I I
COLLAR
I
D_'
I I
d: 'a ..
I I
d
da
d
°
12"
-III
I I ANTI -SEEP COLLAR.
I= CLASS B CONCRETE OR
III-
I i COMPACTED CLAY WITH
I-
INFILTRATION RATE OF 0.01
INCHES PER HOUR OR LESS. SECTION A -A
ANTI -SEEP COLLAR
NTS
SCREW TYPE PLUG
6"
4" PVC PIPE AND TEE
'PERMANENT POOL
61
BOHLER ENGINEERING DETAIL
PVC CAP WITH 2.0" 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.
DRAWDOWN ASSEMBLY
NOT TO SCALE
BOHLER ENGINEERING DETAIL
TEMPORARY SEDIMENT CLEANOUT ELEV. = 659.00'
INFLOW
�i BOTTOM OF TEMPORARY SKIMMER BASIN = 658.00'
(SEE EROSION CONTROL PLANS)
3:1 SIDE SLOPES
SEDIMENT CLEANOUT ELEV. 657.00'--/
BOTTOM OF POND ELEV. 656
- L 100-YEAR STORM EVENT @ ELEVATION 662.79'
V 25-YEAR STORM EVENT @ ELEVATION 662.34'
L 2-YEAR STORM EVENT @ ELEVATION 661.11'
TEMPORARY POOL (1" WQV) @ ELEVATION 659.47'
L PERMANENT POOL @ ELEVATION 659.00'
CLASS 1, 15" THICK RIP -RAP BERM
CREST ELEV. = 658.50'
PUMP TO DRAIN IF
NECESSARY FOR POND
MAINTENANCE
MENT CLEANOUT ELEV. 657.00'
BOTTOM OF POND ELEV. 656.00'
GENERAL NOTES: WHET POND I (WEST) CIROSS
1. SEE WET POND PLANTING PLAN FOR
LANDSCAPING REQUIREMENTS SECTION
2. POND TO BE LINED WITH COMPACTED CLAY
WITH INFILTRATION RATE OF 0.01 INCHES PER
HOUR OR LESS
NTS (10:1 VERTICAL EXAGGERATION)
FABRICATED ALUMINUM BAR C
GRATE TRASH RACK WITH TOP OF POND ELEV. 664.00'
5"X5"OPENINGS - - - - - - - - - - TOP OF RISER ELEV.661.50'
24"X12" RECTANGULAR WEIR
ELEV. 659.75' 24"X12" RECTANGULAR WEIR
ELEV. 659.75
4' X 4' BOX STRUCTURE
(INTERNAL DIMS)
24" OUTLET CULVERT
ELEV. 659.00' PERMANENT POOL ELEV. 659.00'
2" ORIFICE CONNECTED TO ----NOTES:
o
1 � 1
l� 1
' 1 1
g 1, 1
DRAWDOWN ASSEMBLY
SEE NCDOT STANDARDS FOR 24" OUTLET CULVERT
ELEV.659.00'
OUTLET STRUCTURE BOX, GRATE, ELEV. 659.00'
REINFORCING, ETC.
2"ORIFICE CONNECTED TO
5'X5'X1.5' CONCRETE BALLAST PAID -,""""
AD
ALL CONCRETE TO BE 3,600 PSI DRAWDOWN ASSEMBLY
'
(INCLUDING PRECAST BOX WALLS
COMPRESSIVE STRENGTH. ELEV. 659.00'
' X
AND BOTTOM SLAB, FILL BOTTOM
i O
OF STRUCTURE TO 1.5' BELOW
OUTLET CULVERT WITH CONCRETE
AND PROVIDE SMOOTH FINISH AT
INVERT OF STRUCTURE)
/
1
WHET POND I RISER STRUCTURE
NTS
Tnn nr I-1nAIr% rl r\ / P-PT A nnI
WET POND I
SPILLWAY DETAIL
NTS
TOP OF POND ELEV. 664.00'
40' WIDE CIPOLETTI SPILLWAY ELEV.
LINED WITH 18" THICK CLASS 1 R
MAX 3:1 SLOPES FOR TEMPO
DRAWDOWN PIPE
3:1 SLOPES UNDER PERMANENT POOL
A-EP G 664.30
0
X
` TC 665.88
BC 665.38
L ���--
co
co
I il
TC 666.09
664.97
TC 666.47
BC 665.97
70
o�
OUTFLOW
/ `t-ANTI-SEEP COLLARS
�6' WIDE, 6:1 VEGETATED SHELF
AFTER STABILIZATION BUT PRIOR TO PAVING, POND
TO BE DREDGED AND CONVERTED FROM SKIMMER
SEDIMENT BASIN TO PERMANENT WET POND.
CONTRACTOR TO PUMP/DREDGE BASIN ONLY IF
TOP OF SEDIMENT STORAGE ELEVATION IS ABOVE
660.00'.
---------- T -T
L -L -L -L -L
i
LP 664.87
101
REVISIONS
REV DATE T COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
A-1.1
111.70'- 2 4" RCP @ 0.60% NOT APPROVED FOR
P HCONSTRUCTION
EQUILIBRIUM PIPE CONNECTION POND 1 AND POND 2
PROJECT No.: NCC182110
I I
348.14' DRAWN BY: SOM
/�?n-7 I-18" RCP @ 0.00% CHECKED BY: SRF
lim
DATE: 12/11 /2019
SCALE: 1..=60'
CAD I.D.: NCC18211OGPO
D TC 666.53 D D TC 666.2
` BC 666.03 1 BC 665.7
TC 665.90 e
BC 665.40
D ° TC 666.
� BC 666.
e
D
F F D G 666.50
1M
eD
LL 5.
T -1D
- D O� LTEH
TC 665.ENGINEERING NC, P LILC
e BC 665.24 4 NCBELS P-1132
TC 665.74�J��OP�
BC 665.24
66A'
° G 666.01
gg5
G 665.14 ; a; G 665.57
I oo�
I o°I
G 665.36 � Ga � G 666.28
z
r ±'F 666.50
®R
(2)
30 15
7.5
0
30
1..=
30'
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SHEET TITLE:
BOND DETAILS
SHEET NUMBER:
C-403
C:\USERS\MMOORE'APPDATA\LOCAL\TEMPWCPUBLISH_7388\NCC182110GPO.DWG PRINTED BY: MMOORE 12.16.19 @ 5:28 PM LAST SAVED BY: MMOORE

C:\USERS\MMOORE64PPDATA\LOCAL\TEMPWCPUBLISH_7388\NCC182110GPO.DWG PRINTED BY: MMOORE 12.16.19 @ 5:29 PM LAST SAVED BY: MMOORE

DESIGN:
GIVEN:
WET POND #1 ARKA HEIGHT (MONROE, NC)
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Apartments
ESTIMATED PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 3 FEET
PERCENT IMPERVIOUS = 80%
SA/DA = 2.92 % = 0.0292
SA REQUIRED = 5.25 Ac. X 0.0292
= 0.15 Ac.
= 6,678 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 = 5.25 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 80%
Rv = 0.77 in./in.
V, = 0.337 acre-feet = 14,674 fts
3) Pond Drawdown Time
Pond Height above Orifice =� feet
Orifice Invert Elevation = feet
Orifice Diameter (D) _-
inches = 0.17 feet
Orifice Area (a) = 0.0218
square feet
Gravitational Constant (g) = 32.2
ft/sec2
Head (H) = 0.39
feet
Driving Head (Ho) = 0.129
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.038
cfs
Time (t) = 389,105
seconds = 4.50 days
Note:
The calculation is based on the orifice equation where:
]above
Y - CD 2gH.
12/16/2019 3:35 PM Page 1 of 1

Wet Pond #1 Design
Wet Pond D Treatment Volume
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
659.00
8,329
0
0
660.00
9,595
8,962
8,962
661.00
10,918
10,257
19,219
662.00
12,297
11,608
30,826
663.00
13,733
13,015
43,841
664.00
15,225
14,479
58,320
Wet Pond D Permanent Pool Volume - Main Pool
Elev
Area (sf)
Inc Storage (cf) Total
Storage (cf)
656.00
2,160
0
0
657.00
2,860
2,510
2,510
658.00
3,628
3,244
5,754
659.00
5,256
4,442
10,196
Wet Pond D Permanent Pool - Forebav
Elev Area (sf) Inc Storage (cf) Total
Storage (cf)
656.00 738 0
0
657.00 1,560 1,149
1,149
658.00 2,042 1,801
2,950
659.00 3,083 2,563
5,513
Wet Pond 5 - Treatment Summary Requirements
Total Treatment Volume Req. (cf) =
14,674
Total Treatment Volume Prov. (cf) =
30,826
Total Treatment Surface Area Req. (sf) =
6,678
Total Treatment Surface Area Prov. (sf) =
8,329
Wet Pond 5 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (sf) =
8,329
Permanent Pool Average Depth Req. (ft) =
6.5
Permanent Pool Average Depth Prov.(ft) =
3.0
Wet Pond 5 - Forebav Summary Requirements
Forebay#1 Volume Req. (20%) =
1,151
Forebay#1 Provided (cf) =
5,513
Forebay#1 Percentage Provided -
54.07%
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(1)
1 = Percent Impervious= -
Rv=-in./in.
V,= acre-feet= Vreq= 2934.855
Permanent Pool Average Depth Calculation
Surface area at bottom of shelf, including forebay (sq. ft) =
5,967
Surface area at permanent pool level, including forebay (sq. ft) =
8,329
Surface area at the bottom of pond (sq. ft) =
2,899
Depth, distance btwn bottom of shelf and pond bottom (ft) =
3.50
Permanent pool average depth =
12/11/2019 9:15 PM Page 1 of 1

WET POND #2 ARKA HEIGHT (MONROE, NC)
DESIGN: WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 3.54 Ac.
LAND USE = Apartments
ESTIMATED PERCENT IMPERVIOUS = 80%
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 3 FEET
PERCENT IMPERVIOUS = 80%
SA/DA = 2.92 % = 0.0292
SA REQUIRED = 3.54 Ac. X 0.0292
= 0.10 Ac.
= 4,503 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 Rai nfall)(Rv)(Drainage Area)
Design Rainfall = 1 Inch
Drainage Area = 3.54 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 80%
Rv = 0.77 in./in.
0.227 acre-feet = 9,895 ft'j
12/11/2019 9:15 PM Page 1 of 1

Wet Pond #2 Design
Wet Pond D Treatment Volume
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
659.00
9,604
0
0
660.00
1 1, 638
10,621
10,621
661.00
13,738
12,688
23,309
662.00
15,894
14,816
38,125
663.00
18,107
17,001
55,126
664.00
20,376
19,242
74,367
Wet Pond D Permanent Pool Volume - Main Pool
Area (sf)
Inc Storage (cf) Total
Storage (cf)
655
4600
0
0
656
5515
5,058
5,058
657
6450
5,983
11,040
658
7517
6,984
18,024
659
9641
8,579
26,603
Wet Pond D Permanent Pool - Forebav
Elev
Area (sf)
Inc Storage (cf) Total Storage (cf)
657.00
584
0 0
658.00
950
767 767
659.00
1,500
1,225 1,992
Wet Pond 5 - Treatment Summary Requirements
Total Treatment Volume Req. (cf) =
9,895
Total Treatment Volume Prov. (cf) =
74,367
Total Treatment Surface Area Req. (sf) =
4,503
Total Treatment Surface Area Prov. (sf) =
9,604
Wet Pond 5 - Permanent Pool Summary Requirements
Total Permanent Pool Surface Area (sf) =
11,279
Permanent Pool Average Depth Req. (ft) =
4.0
Permanent Pool Average Depth Prov.(ft) =
3.5
Wet Pond 5 - Forebav Summary Requirements
Forebay#1 Volume Req. (20%) =
1,979
Forebay#1 Provided (cf) =
1,992
Forebay#1 Percentage Provided -
20.13%
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(1)
1 = Percent Impervious= _
Rv= 0.64 in./in.
V, = 0.227 acre-feet = Vreq= 1978.931
Permanent Pool Average Depth Calculation
Surface area at bottom of shelf, including forebay (sq. ft) =
8,651
Surface area at permanent pool level, including forebay (sq. ft; =
11,279
Surface area at the bottom of pond (sq. ft) =
4,600
Depth, distance btwn bottom of shelf and pond bottom (ft) =
4.00
Permanent pool average depth =
12/16/2019 5:25 PM Page 1 of 1

23 (i�
(i�
s
EX DA 1
EX DA 2 Prop pA-1 Prop A-2
4L I
EX DA (Combined) 6P 8P
Wet Pond 1 Wet Pond 2
11S 3S gS
i
EX DA-3 12L EX DA-4Prop DA-3
a
Ex POI-2 10L 11 L
Prop POI-1 Prop POI-2 12S
Prop DA-4
Subcat Reach on Link

NCC182110 - Acra Heights
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
0.719
69
50-75% Grass cover, Fair, HSG B (11 S)
2.553
61
>75% Grass cover, Good, HSG B (5S, 7S, 9S, 12S)
0.874
80
>75% Grass cover, Good, HSG D (5S, 7S)
4.582
69
Pasture/grassland/range, Fair, HSG B (1 S, 3S)
3.106
84
Pasture/grassland/range, Fair, HSG D (1 S, 2S)
0.586
98
Paved parking, HSG B (3S, 9S)
7.067
98
Paved parking, HSG D (5S, 7S, 11 S, 12S)
0.182
60
Woods, Fair, HSG B (1S)
1.137
79
Woods, Fair, HSG D (1 S, 2S, 3S)
20.806
82
TOTAL AREA

NCC182110 - Acra Heights
Prepared by Bohler Engineering Printed 12/16/2019
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
8.622
HSG B 1 S, 3S, 5S, 7S, 9S, 11 S, 12S
0.000
HSG C
12.184
HSG D 1 S, 2S, 3S, 5S, 7S, 11 S, 12S
0.000
Other
20.806
TOTAL AREA

NCC182110 - Acra Heights
Prepared by Bohler Engineering Printed 12/16/2019
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
0.719
0.000
0.000
0.000
0.719
50-75% Grass cover, Fair
11 S
0.000
2.553
0.000
0.874
0.000
3.427
>75% Grass cover, Good
5S,
7S,
9S,
12S
0.000
4.582
0.000
3.106
0.000
7.688
Pasture/grassland/range, Fair
is,
2S,
3S
0.000
0.586
0.000
7.067
0.000
7.653
Paved parking
3S,
5S,
7S,
9S,
11 S,
12S
0.000
0.182
0.000
1.137
0.000
1.319
Woods, Fair
is,
2S,
3S
0.000 8.622 0.000 12.184 0.000 20.806 TOTAL AREA

NCC182110 - Acra Heights
Prepared by Bohler Engineering Printed 12/16/2019
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 6P 659.00 658.90 20.0 0.0050 0.011 24.0 0.0 0.0
2 8P 659.00 659.00 660.0 0.0000 0.011 24.0 0.0 0.0

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 6
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.910 ac 0.00% Impervious Runoff Depth>1.28"
Flow Length=605' Tc=20.0 min CN=74 Runoff=8.14 cfs 0.631 of
Subcatchment2S: EX DA 2 Runoff Area=1.879 ac 0.00% Impervious Runoff Depth>1.91"
Flow Length=515' Tc=22.5 min CN=83 Runoff=3.73 cfs 0.299 of
Subcatchment3S: EX DA-4 Runoff Area=1.400 ac 13.00% Impervious Runoff Depth>1.28"
Flow Length=215' Tc=10.6 min CN=74 Runoff=2.64 cfs 0.150 of
Subcatchment5S: Prop DA-1 Runoff Area=5.250 ac 70.00% Impervious Runoff Depth>2.42"
Tc=6.0 min CN=89 Runoff=21.22 cfs 1.059 of
Subcatchment7S: Prop DA-2 Runoff Area=3.537 ac 70.51% Impervious Runoff Depth>2.42"
Tc=6.0 min CN=89 Runoff=14.30 cfs 0.713 of
Subcatchment9S: Prop DA-3 Runoff Area=1.010 ac 40.00% Impervious Runoff Depth>1.41"
Tc=6.0 min CN=76 Runoff=2.49 cfs 0.119 of
Subcatchment 11 S: EX DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth>1.76"
Flow Length=375' Tc=19.2 min CN=81 Runoff=2.43 cfs 0.179 of
Subcatchment 12S: Prop DA-4 Runoff Area=0.600 ac 66.17% Impervious Runoff Depth>2.08"
Tc=6.0 min CN=85 Runoff=2.12 cfs 0.104 of
Pond 6P: Wet Pond 1 Peak Elev=661.11' Storage=20,442 cf Inflow=22.58 cfs 1.663 of
Primary=8.95 cfs 1.485 of Secondary=0.00 cfs 0.000 of Outflow=8.95 cfs 1.485 of
Pond 8P: Wet Pond 2 Peak Elev=660.28' Storage=15,455 cf Inflow=14.30 cfs 0.713 of
Primary=2.51 cfs 0.605 of Secondary=0.00 cfs 0.000 of Outflow=2.51 cfs 0.605 of
Link 4L: EX DA (Combined) Inflow=11.85 cfs 0.929 of
Primary=11.85 cfs 0.929 of
Link 10L: Prop POI-1
Link 11L: Prop POI-2
Link 12L: Ex POI-2
Inflow=8.95 cfs 1.485 of
Primary=8.95 cfs 1.485 of
Inflow=4.58 cfs 0.223 of
Primary=4.58 cfs 0.223 of
Inflow=4.74 cfs 0.328 of
Primary=4.74 cfs 0.328 of
Total Runoff Area = 20.806 ac Runoff Volume = 3.252 of Average Runoff Depth = 1.88"
63.22% Pervious = 13.153 ac 36.78% Impervious = 7.653 ac

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: EX DA 1
Runoff = 8.14 cfs @ 12.14 hrs, Volume= 0.631 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
84
Pasture/grassland/range, Fair, HSG D
3.571
69
Pasture/grassland/range, Fair, HSG B
5.910
74
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
20.0 605 Total
Subcatchment 1S: EX DA 1
Hydrograph
9
8.14
Type ,11 24,hr
-2--Year RaInfaH=3:5 '" - -
7
-R"o f Area=568a-0-ac� _'1
6 Flu o f o'I u m 631 of
----------------------------
5 Runoff Depth>�1.28"
4 �lo�nr Length^505'
f-c=2(�.Q min, --'--- -- --rt
3 -'' =74-�-- ------------�--�
2
-------------------------------
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
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
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.00
0.00
8.75
0.50
0.00
0.00
9.00
0.52
0.00
0.00
9.25
0.55
0.00
0.00
9.50
0.58
0.00
0.00
9.75
0.61
0.00
0.00
10.00
0.65
0.00
0.00
10.25
0.68
0.00
0.00
10.50
0.73
0.00
0.00
10.75
0.78
0.00
0.01
11.00
0.84
0.01
0.05
11.25
0.91
0.01
0.10
11.50
1.01
0.02
0.20
11.75
1.38
0.11
0.63
12.00
2.37
0.53
4.94
12.25
2.52
0.62
6.34
12.50
2.62
0.68
2.51
12.75
2.70
0.72
1.39
13.00
2.76
0.76
1.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
0.79
0.83
13.50
2.85
0.82
0.72
13.75
2.89
0.84
0.64
14.00
2.93
0.86
0.57
14.25
2.96
0.88
0.51
14.50
2.99
0.90
0.48
14.75
3.02
0.92
0.46
15.00
3.05
0.94
0.44
15.25
3.07
0.95
0.41
15.50
3.10
0.97
0.39
15.75
3.12
0.99
0.37
16.00
3.14
1.00
0.35
16.25
3.16
1.01
0.33
16.50
3.18
1.03
0.31
16.75
3.20
1.04
0.31
17.00
3.22
1.05
0.30
17.25
3.24
1.06
0.29
17.50
3.25
1.07
0.28
17.75
3.27
1.08
0.27
18.00
3.29
1.10
0.27
18.25
3.30
1.11
0.26
18.50
3.32
1.12
0.25
18.75
3.33
1.13
0.24
19.00
3.35
1.14
0.23
19.25
3.36
1.15
0.22
19.50
3.37
1.15
0.22
19.75
3.39
1.16
0.21
20.00
3.40
1.17
0.20
20.25
3.41
1.18
0.19
20.50
3.42
1.19
0.19
20.75
3.43
1.19
0.19
21.00
3.44
1.20
0.18
21.25
3.46
1.21
0.18
21.50
3.47
1.22
0.18
21.75
3.48
1.22
0.18
22.00
3.49
1.23
0.18
22.25
3.50
1.24
0.18
22.50
3.51
1.25
0.17
22.75
3.52
1.25
0.17
23.00
3.53
1.26
0.17
23.25
3.54
1.27
0.17
23.50
3.55
1.27
0.17
23.75
3.56
1.28
0.17
24.00
3.57
1.29
0.17

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: EX DA 2
Runoff = 3.73 cfs @ 12.16 hrs, Volume= 0.299 af, Depth> 1.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.284
84
Pasture/grassland/range, Fair, HSG D
1.230
84
Pasture/grassland/range, Fair, HSG D
1.879
83
Weighted Average
1.879
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
9.7
440
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
22.5 515 Total
Subcatchment 2S: EX DA 2
Hydrograph
■ Runoff
a 3.73 cfs
Type ',11 24,hr
2-Year Rainfall=3.57"
3 Ruhoff Arch=16879 ac'
Runoff Vo''Iurmq=0.209'', af
Runaf# DeiptK>1-91"---,-- -+--'--'---'---'--+-- ----'---'---'--
2 ploW Length,^515'
LL
Tc=2�.5 min
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
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
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.00
0.00
8.75
0.50
0.00
0.01
9.00
0.52
0.01
0.01
9.25
0.55
0.01
0.02
9.50
0.58
0.01
0.03
9.75
0.61
0.02
0.03
10.00
0.65
0.02
0.04
10.25
0.68
0.03
0.05
10.50
0.73
0.04
0.06
10.75
0.78
0.06
0.08
11.00
0.84
0.07
0.11
11.25
0.91
0.10
0.14
11.50
1.01
0.14
0.21
11.75
1.38
0.31
0.43
12.00
2.37
0.96
2.26
12.25
2.52
1.07
3.21
12.50
2.62
1.15
1.30
12.75
2.70
1.21
0.67
13.00
2.76
1.25
0.45
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
1.29
0.35
13.50
2.85
1.33
0.30
13.75
2.89
1.36
0.27
14.00
2.93
1.39
0.24
14.25
2.96
1.41
0.21
14.50
2.99
1.44
0.20
14.75
3.02
1.46
0.19
15.00
3.05
1.48
0.18
15.25
3.07
1.51
0.17
15.50
3.10
1.53
0.16
15.75
3.12
1.54
0.15
16.00
3.14
1.56
0.14
16.25
3.16
1.58
0.13
16.50
3.18
1.59
0.13
16.75
3.20
1.61
0.12
17.00
3.22
1.62
0.12
17.25
3.24
1.64
0.12
17.50
3.25
1.65
0.11
17.75
3.27
1.67
0.11
18.00
3.29
1.68
0.11
18.25
3.30
1.69
0.10
18.50
3.32
1.71
0.10
18.75
3.33
1.72
0.10
19.00
3.35
1.73
0.09
19.25
3.36
1.74
0.09
19.50
3.37
1.75
0.09
19.75
3.39
1.76
0.08
20.00
3.40
1.77
0.08
20.25
3.41
1.78
0.07
20.50
3.42
1.79
0.07
20.75
3.43
1.80
0.07
21.00
3.44
1.81
0.07
21.25
3.46
1.82
0.07
21.50
3.47
1.83
0.07
21.75
3.48
1.84
0.07
22.00
3.49
1.85
0.07
22.25
3.50
1.86
0.07
22.50
3.51
1.87
0.07
22.75
3.52
1.87
0.07
23.00
3.53
1.88
0.07
23.25
3.54
1.89
0.07
23.50
3.55
1.90
0.07
23.75
3.56
1.91
0.06
24.00
3.57
1.92
0.06

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 3S: EX DA-4
Runoff = 2.64 cfs @ 12.03 hrs, Volume= 0.150 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
1.011
69
Pasture/grassland/range, Fair, HSG B
0.207
79
Woods, Fair, HSG D
0.182
98
Paved parking, HSG B
1.400
74
Weighted Average
1.218
87.00% Pervious Area
0.182
13.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
1.9
140
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
10.6 215 Total
Subcatchment 3S: EX DA-4
Hydrograph
2.
Type ',11 24,hr
2-Year Rainfall'=31'.5p"
u1h - Ro�fi Arch='f,400-at'i - -1
Runoff Vo'lurmq=0.1'$6 of
Runoff Depth>'�1.28'1
FloW Length^215'
-�c 4(F 6, min', - - --
4N=7�4
I I ❑Runoff
64 cfs
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 3S: EX DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.00
0.00
8.75
0.50
0.00
0.00
9.00
0.52
0.00
0.00
9.25
0.55
0.00
0.00
9.50
0.58
0.00
0.00
9.75
0.61
0.00
0.00
10.00
0.65
0.00
0.00
10.25
0.68
0.00
0.00
10.50
0.73
0.00
0.00
10.75
0.78
0.00
0.01
11.00
0.84
0.01
0.02
11.25
0.91
0.01
0.04
11.50
1.01
0.02
0.07
11.75
1.38
0.11
0.36
12.00
2.37
0.53
2.52
12.25
2.52
0.62
0.71
12.50
2.62
0.68
0.36
12.75
2.70
0.72
0.25
13.00
2.76
0.76
0.21
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
0.79
0.18
13.50
2.85
0.82
0.16
13.75
2.89
0.84
0.14
14.00
2.93
0.86
0.13
14.25
2.96
0.88
0.12
14.50
2.99
0.90
0.11
14.75
3.02
0.92
0.11
15.00
3.05
0.94
0.10
15.25
3.07
0.95
0.10
15.50
3.10
0.97
0.09
15.75
3.12
0.99
0.08
16.00
3.14
1.00
0.08
16.25
3.16
1.01
0.08
16.50
3.18
1.03
0.07
16.75
3.20
1.04
0.07
17.00
3.22
1.05
0.07
17.25
3.24
1.06
0.07
17.50
3.25
1.07
0.07
17.75
3.27
1.08
0.06
18.00
3.29
1.10
0.06
18.25
3.30
1.11
0.06
18.50
3.32
1.12
0.06
18.75
3.33
1.13
0.06
19.00
3.35
1.14
0.05
19.25
3.36
1.15
0.05
19.50
3.37
1.15
0.05
19.75
3.39
1.16
0.05
20.00
3.40
1.17
0.05
20.25
3.41
1.18
0.04
20.50
3.42
1.19
0.04
20.75
3.43
1.19
0.04
21.00
3.44
1.20
0.04
21.25
3.46
1.21
0.04
21.50
3.47
1.22
0.04
21.75
3.48
1.22
0.04
22.00
3.49
1.23
0.04
22.25
3.50
1.24
0.04
22.50
3.51
1.25
0.04
22.75
3.52
1.25
0.04
23.00
3.53
1.26
0.04
23.25
3.54
1.27
0.04
23.50
3.55
1.27
0.04
23.75
3.56
1.28
0.04
24.00
3.57
1.29
0.04

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 5S: Prop DA-1
Runoff = 21.22 cfs @ 11.97 hrs, Volume= 1.059 af, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
3.675 98 Paved parking, HSG D
1.068 61 >75% Grass cover, Good, HSG B
0.507 80 >75% Grass cover, Good, HSG D
5.250 89 Weighted Average
1.575 30.00% Pervious Area
3.675 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-1
Hydrograph
23
22
-----�---- --
- - ----1--L-------�- 21.22 cfs
----
--i-------------------L-{-,�--
■Runoff
21
r-------r--r--r--r--------I--r
11
--r--t--r--r-----I� Hr3-hr -
20
19
----- - - - I -- -_ --- -----I---
------------1--L--L-----I---I-- I
i
-- -- -- _�'I�- 'I ------
--1---2TYearRait�fall= �M 1"-
17
---------- -- -- --18 -----------
I I I I I I I I I I I
-- -- rrb-AweA=5.250-ad -
I I Iff
16
15
---------- -- -- ------------
------------- --r-- ---------
-- --+-- --------- -- --+-- -- --
-- RpnpffrVplr�me=1.���-
^
w 13
�
I I I
------------+--+------------
I I I I I I I
+--Rumgfl~IDepth>Z.42'�_
12
0 11
LL
10
i
--'---------------------------'---
--r-------y--rt--r--r--r-----I--y
--
------------------IiriTV.i lillfll--
I
--rt--+--r--r--I-----y----+--r�-pr--
---1--L------------
-1--1--L----1---1--J--1-- L-- --
7
6
-
-I---I---I-- r-- r-- r-- r-- r--r--I--r
--'--------------------------'---'
I I I I I I I I I I I
--r--r--r--r--I---
I--r--r--r--r--r--
---'--'---'---'---'---'---'---'---'--'---'---
I I I I I I I I I I I
5
---------- -- -- ------------
- --+-- --------- -- --+-- -- --
4
3
--------7--r--r--r--------T--r--r----------T--r--+--
----------!--! --! --!--------'--
I I I I I I I I I I
-! --! --!-----------'--! --! --! --'---
I I I I I I I I I I I
2
----------+--+--+--+--------�-- -
-+--+--+-------+--+--+--+--+--
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 5S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.01
6.00
0.29
0.00
0.02
6.25
0.30
0.00
0.03
6.50
0.32
0.00
0.03
6.75
0.34
0.01
0.04
7.00
0.35
0.01
0.05
7.25
0.37
0.01
0.06
7.50
0.39
0.01
0.07
7.75
0.41
0.02
0.08
8.00
0.43
0.02
0.10
8.25
0.45
0.03
0.11
8.50
0.47
0.03
0.14
8.75
0.50
0.04
0.16
9.00
0.52
0.05
0.19
9.25
0.55
0.06
0.21
9.50
0.58
0.07
0.23
9.75
0.61
0.08
0.26
10.00
0.65
0.10
0.31
10.25
0.68
0.11
0.37
10.50
0.73
0.13
0.44
10.75
0.78
0.16
0.55
11.00
0.84
0.19
0.69
11.25
0.91
0.23
0.93
11.50
1.01
0.29
1.27
11.75
1.38
0.54
6.36
12.00
2.37
1.34
19.97
12.25
2.52
1.47
2.78
12.50
2.62
1.56
1.80
12.75
2.70
1.63
1.32
13.00
2.76
1.68
1.11
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
1.73
0.96
13.50
2.85
1.77
0.84
13.75
2.89
1.80
0.74
14.00
2.93
1.83
0.66
14.25
2.96
1.86
0.61
14.50
2.99
1.89
0.58
14.75
3.02
1.92
0.55
15.00
3.05
1.94
0.52
15.25
3.07
1.97
0.50
15.50
3.10
1.99
0.47
15.75
3.12
2.01
0.44
16.00
3.14
2.03
0.41
16.25
3.16
2.05
0.39
16.50
3.18
2.06
0.38
16.75
3.20
2.08
0.37
17.00
3.22
2.10
0.36
17.25
3.24
2.12
0.35
17.50
3.25
2.13
0.34
17.75
3.27
2.15
0.33
18.00
3.29
2.16
0.32
18.25
3.30
2.18
0.31
18.50
3.32
2.19
0.29
18.75
3.33
2.20
0.28
19.00
3.35
2.22
0.27
19.25
3.36
2.23
0.26
19.50
3.37
2.24
0.25
19.75
3.39
2.25
0.24
20.00
3.40
2.26
0.23
20.25
3.41
2.27
0.22
20.50
3.42
2.28
0.22
20.75
3.43
2.30
0.22
21.00
3.44
2.31
0.22
21.25
3.46
2.32
0.22
21.50
3.47
2.33
0.21
21.75
3.48
2.34
0.21
22.00
3.49
2.35
0.21
22.25
3.50
2.36
0.21
22.50
3.51
2.37
0.21
22.75
3.52
2.38
0.20
23.00
3.53
2.38
0.20
23.25
3.54
2.39
0.20
23.50
3.55
2.40
0.20
23.75
3.56
2.41
0.20
24.00
3.57
2.42
0.19

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 7S: Prop DA-2
Runoff = 14.30 cfs @ 11.97 hrs, Volume= 0.713 af, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
2.494 98 Paved parking, HSG D
0.367 80 >75% Grass cover, Good, HSG D
0.676 61 >75% Grass cover, Good, HSG B
3.537 89 Weighted Average
1.043 29.49% Pervious Area
2.494 70.51 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
N
3
0
LL
Subcatchment 7S: Prop DA-2
Hydrograph
16
15 14.
14.:'----------+--+--+--+--------I--+
13 --�
12
11 �I I I I I I I I I I
-------------------------------
. 1 1 1 1 1 1 1 1 1 1 1
10 --I
7--7--r--r--i --I- -
9 I
8
7 I I I I I I
--------I-- -
-+- -
+
----------I--
6
5
4
-------------------------------
3
7-- 7-- T-- 7 7
2 I
1 I I I I I I I I
-
-L--L--L-------L----L--L--L-- ■Runoff
30 cfs
-------------------------------
-4--+-- --' -- TYPQ-1(24-h'+r -
- - +Y-ea-r Freitnfell= �1 71"- -
-- RwnOff-Awe&a.v37 arc--
--! --!--L--'---'---'---'--! --!--L--'---
--,Ptjrtpff7Vp1L;m'e=0.7f$ Elf -
-- --Runoff1IDeptFr>2�k21L
--7---------------
cT .i lilli ll
- - + - - + - - + - - + - - - - - - - + - - + - - + - - + - -- yI - -
- - - - - - - ---------I---l�=i/V--
- 7 - - T - - 7 - - L 7 - - 7 - - T - - T - - 7 - -
1 - - L - - L - - L - -I- - -I- - L - - L - - L - - L - - L - -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment 7S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.01
6.00
0.29
0.00
0.01
6.25
0.30
0.00
0.02
6.50
0.32
0.00
0.02
6.75
0.34
0.01
0.03
7.00
0.35
0.01
0.04
7.25
0.37
0.01
0.04
7.50
0.39
0.01
0.05
7.75
0.41
0.02
0.06
8.00
0.43
0.02
0.06
8.25
0.45
0.03
0.08
8.50
0.47
0.03
0.09
8.75
0.50
0.04
0.11
9.00
0.52
0.05
0.13
9.25
0.55
0.06
0.14
9.50
0.58
0.07
0.15
9.75
0.61
0.08
0.17
10.00
0.65
0.10
0.21
10.25
0.68
0.11
0.25
10.50
0.73
0.13
0.30
10.75
0.78
0.16
0.37
11.00
0.84
0.19
0.46
11.25
0.91
0.23
0.63
11.50
1.01
0.29
0.85
11.75
1.38
0.54
4.28
12.00
2.37
1.34
13.46
12.25
2.52
1.47
1.87
12.50
2.62
1.56
1.21
12.75
2.70
1.63
0.89
13.00
2.76
1.68
0.75
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
1.73
0.64
13.50
2.85
1.77
0.57
13.75
2.89
1.80
0.50
14.00
2.93
1.83
0.45
14.25
2.96
1.86
0.41
14.50
2.99
1.89
0.39
14.75
3.02
1.92
0.37
15.00
3.05
1.94
0.35
15.25
3.07
1.97
0.33
15.50
3.10
1.99
0.31
15.75
3.12
2.01
0.29
16.00
3.14
2.03
0.27
16.25
3.16
2.05
0.26
16.50
3.18
2.06
0.26
16.75
3.20
2.08
0.25
17.00
3.22
2.10
0.24
17.25
3.24
2.12
0.23
17.50
3.25
2.13
0.23
17.75
3.27
2.15
0.22
18.00
3.29
2.16
0.21
18.25
3.30
2.18
0.21
18.50
3.32
2.19
0.20
18.75
3.33
2.20
0.19
19.00
3.35
2.22
0.18
19.25
3.36
2.23
0.18
19.50
3.37
2.24
0.17
19.75
3.39
2.25
0.16
20.00
3.40
2.26
0.16
20.25
3.41
2.27
0.15
20.50
3.42
2.28
0.15
20.75
3.43
2.30
0.15
21.00
3.44
2.31
0.15
21.25
3.46
2.32
0.15
21.50
3.47
2.33
0.14
21.75
3.48
2.34
0.14
22.00
3.49
2.35
0.14
22.25
3.50
2.36
0.14
22.50
3.51
2.37
0.14
22.75
3.52
2.38
0.14
23.00
3.53
2.38
0.14
23.25
3.54
2.39
0.13
23.50
3.55
2.40
0.13
23.75
3.56
2.41
0.13
24.00
3.57
2.42
0.13

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 9S: Prop DA-3
Runoff = 2.49 cfs @ 11.98 hrs, Volume= 0.119 af, Depth> 1.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
0.404
98 Paved parking, HSG B
0.606
61 >75% Grass cover, Good, HSG B
1.010
76 Weighted Average
0.606
60.00% Pervious Area
0.404
40.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL
Subcatchment 9S: Prop DA-3
Hydrograph
I I ❑Runoff
9 cfs
Type 11124-hr
2-TYear Rainfe11T3.577"
T--F T - -T - -r I
Runbff'I Awea=1.010 at
ROnpff'IIVQIL;me=0.1 clf
Runoff I'IDepth>1.411"
TcT6.0 Mid
- - - - -
I,T I,
Fig
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 9S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.00
0.00
8.75
0.50
0.00
0.00
9.00
0.52
0.00
0.00
9.25
0.55
0.00
0.00
9.50
0.58
0.00
0.00
9.75
0.61
0.00
0.00
10.00
0.65
0.00
0.00
10.25
0.68
0.00
0.00
10.50
0.73
0.00
0.01
10.75
0.78
0.01
0.02
11.00
0.84
0.01
0.03
11.25
0.91
0.02
0.05
11.50
1.01
0.04
0.07
11.75
1.38
0.14
0.51
12.00
2.37
0.62
2.40
12.25
2.52
0.71
0.37
12.50
2.62
0.77
0.24
12.75
2.70
0.82
0.18
13.00
2.76
0.85
0.15
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
0.89
0.13
13.50
2.85
0.92
0.12
13.75
2.89
0.94
0.11
14.00
2.93
0.97
0.09
14.25
2.96
0.99
0.09
14.50
2.99
1.01
0.08
14.75
3.02
1.03
0.08
15.00
3.05
1.05
0.08
15.25
3.07
1.06
0.07
15.50
3.10
1.08
0.07
15.75
3.12
1.10
0.06
16.00
3.14
1.11
0.06
16.25
3.16
1.13
0.06
16.50
3.18
1.14
0.06
16.75
3.20
1.15
0.05
17.00
3.22
1.17
0.05
17.25
3.24
1.18
0.05
17.50
3.25
1.19
0.05
17.75
3.27
1.20
0.05
18.00
3.29
1.21
0.05
18.25
3.30
1.22
0.05
18.50
3.32
1.24
0.04
18.75
3.33
1.25
0.04
19.00
3.35
1.26
0.04
19.25
3.36
1.27
0.04
19.50
3.37
1.27
0.04
19.75
3.39
1.28
0.04
20.00
3.40
1.29
0.03
20.25
3.41
1.30
0.03
20.50
3.42
1.31
0.03
20.75
3.43
1.32
0.03
21.00
3.44
1.32
0.03
21.25
3.46
1.33
0.03
21.50
3.47
1.34
0.03
21.75
3.48
1.35
0.03
22.00
3.49
1.36
0.03
22.25
3.50
1.36
0.03
22.50
3.51
1.37
0.03
22.75
3.52
1.38
0.03
23.00
3.53
1.39
0.03
23.25
3.54
1.39
0.03
23.50
3.55
1.40
0.03
23.75
3.56
1.41
0.03
24.00
3.57
1.42
0.03

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 11S: EX DA-3
Runoff = 2.43 cfs @ 12.12 hrs, Volume= 0.179 af, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
0.501
98 Paved parking, HSG D
0.719
69 50-75% Grass cover, Fair, HSG B
1.220
81 Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
19.2 375 Total
N
3
0
LL
Subcatchment 11S: EX DA-3
Hydrograph
Type ',11 24,hr
-2--Year-Ra1n#All'_=_3.57" � - -
2 Runoff Arch=16220 66
Flupoff Vo'Iurmq=0.119', of
Runoff Depth>1.76"
FloW Length^375'
Tc=19.21 rein
4N=8'I
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment 11S: EX DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.00
0.00
8.75
0.50
0.00
0.00
9.00
0.52
0.00
0.00
9.25
0.55
0.00
0.01
9.50
0.58
0.01
0.01
9.75
0.61
0.01
0.01
10.00
0.65
0.01
0.02
10.25
0.68
0.02
0.02
10.50
0.73
0.03
0.03
10.75
0.78
0.04
0.04
11.00
0.84
0.05
0.06
11.25
0.91
0.07
0.08
11.50
1.01
0.10
0.12
11.75
1.38
0.26
0.29
12.00
2.37
0.85
1.67
12.25
2.52
0.96
1.73
12.50
2.62
1.03
0.65
12.75
2.70
1.08
0.35
13.00
2.76
1.13
0.25
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
1.17
0.21
13.50
2.85
1.20
0.18
13.75
2.89
1.23
0.16
14.00
2.93
1.26
0.14
14.25
2.96
1.28
0.13
14.50
2.99
1.31
0.12
14.75
3.02
1.33
0.11
15.00
3.05
1.35
0.11
15.25
3.07
1.37
0.10
15.50
3.10
1.39
0.10
15.75
3.12
1.41
0.09
16.00
3.14
1.42
0.09
16.25
3.16
1.44
0.08
16.50
3.18
1.45
0.08
16.75
3.20
1.47
0.08
17.00
3.22
1.48
0.07
17.25
3.24
1.50
0.07
17.50
3.25
1.51
0.07
17.75
3.27
1.53
0.07
18.00
3.29
1.54
0.07
18.25
3.30
1.55
0.06
18.50
3.32
1.56
0.06
18.75
3.33
1.57
0.06
19.00
3.35
1.59
0.06
19.25
3.36
1.60
0.05
19.50
3.37
1.61
0.05
19.75
3.39
1.62
0.05
20.00
3.40
1.63
0.05
20.25
3.41
1.64
0.05
20.50
3.42
1.65
0.05
20.75
3.43
1.65
0.05
21.00
3.44
1.66
0.04
21.25
3.46
1.67
0.04
21.50
3.47
1.68
0.04
21.75
3.48
1.69
0.04
22.00
3.49
1.70
0.04
22.25
3.50
1.71
0.04
22.50
3.51
1.72
0.04
22.75
3.52
1.72
0.04
23.00
3.53
1.73
0.04
23.25
3.54
1.74
0.04
23.50
3.55
1.75
0.04
23.75
3.56
1.76
0.04
24.00
3.57
1.77
0.04

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 12S: Prop DA-4
Runoff = 2.12 cfs @ 11.97 hrs, Volume= 0.104 af, Depth> 2.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
0.397
98 Paved parking, HSG D
0.203
61 >75% Grass cover, Good, HSG B
0.600
85 Weighted Average
0.203
33.83% Pervious Area
0.397
66.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL 1
Subcatchment 12S: Prop DA-4
Hydrograph
I I ❑Runoff
2 cfs
- r-- ,Typed',,-2 -fir-
2-Year RainfellT3.577
Runbff Awea=0.600 at
RL;npff',VQ1L;me=,0.�,104 Of
Ru��noff'Depth>2.08"
PN=85
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 22
Hydrograph for Subcatchment 12S: Prop DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.01
0.00
0.00
0.50
0.02
0.00
0.00
0.75
0.03
0.00
0.00
1.00
0.04
0.00
0.00
1.25
0.05
0.00
0.00
1.50
0.06
0.00
0.00
1.75
0.07
0.00
0.00
2.00
0.08
0.00
0.00
2.25
0.09
0.00
0.00
2.50
0.10
0.00
0.00
2.75
0.11
0.00
0.00
3.00
0.12
0.00
0.00
3.25
0.13
0.00
0.00
3.50
0.15
0.00
0.00
3.75
0.16
0.00
0.00
4.00
0.17
0.00
0.00
4.25
0.18
0.00
0.00
4.50
0.20
0.00
0.00
4.75
0.21
0.00
0.00
5.00
0.22
0.00
0.00
5.25
0.24
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.27
0.00
0.00
6.00
0.29
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.32
0.00
0.00
6.75
0.34
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.37
0.00
0.00
7.50
0.39
0.00
0.00
7.75
0.41
0.00
0.00
8.00
0.43
0.00
0.00
8.25
0.45
0.00
0.00
8.50
0.47
0.01
0.01
8.75
0.50
0.01
0.01
9.00
0.52
0.02
0.01
9.25
0.55
0.02
0.01
9.50
0.58
0.03
0.01
9.75
0.61
0.03
0.02
10.00
0.65
0.04
0.02
10.25
0.68
0.05
0.03
10.50
0.73
0.07
0.03
10.75
0.78
0.08
0.04
11.00
0.84
0.10
0.05
11.25
0.91
0.14
0.08
11.50
1.01
0.18
0.11
11.75
1.38
0.38
0.58
12.00
2.37
1.07
2.02
12.25
2.52
1.20
0.29
12.50
2.62
1.28
0.19
12.75
2.70
1.34
0.14
13.00
2.76
1.39
0.12
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
2.81
1.43
0.10
13.50
2.85
1.47
0.09
13.75
2.89
1.50
0.08
14.00
2.93
1.53
0.07
14.25
2.96
1.55
0.06
14.50
2.99
1.58
0.06
14.75
3.02
1.60
0.06
15.00
3.05
1.63
0.06
15.25
3.07
1.65
0.05
15.50
3.10
1.67
0.05
15.75
3.12
1.69
0.05
16.00
3.14
1.71
0.04
16.25
3.16
1.73
0.04
16.50
3.18
1.74
0.04
16.75
3.20
1.76
0.04
17.00
3.22
1.77
0.04
17.25
3.24
1.79
0.04
17.50
3.25
1.80
0.04
17.75
3.27
1.82
0.03
18.00
3.29
1.83
0.03
18.25
3.30
1.85
0.03
18.50
3.32
1.86
0.03
18.75
3.33
1.87
0.03
19.00
3.35
1.88
0.03
19.25
3.36
1.90
0.03
19.50
3.37
1.91
0.03
19.75
3.39
1.92
0.03
20.00
3.40
1.93
0.02
20.25
3.41
1.94
0.02
20.50
3.42
1.95
0.02
20.75
3.43
1.96
0.02
21.00
3.44
1.97
0.02
21.25
3.46
1.98
0.02
21.50
3.47
1.99
0.02
21.75
3.48
2.00
0.02
22.00
3.49
2.01
0.02
22.25
3.50
2.02
0.02
22.50
3.51
2.02
0.02
22.75
3.52
2.03
0.02
23.00
3.53
2.04
0.02
23.25
3.54
2.05
0.02
23.50
3.55
2.06
0.02
23.75
3.56
2.07
0.02
24.00
3.57
2.08
0.02

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 23
Summary for Pond 6P: Wet Pond 1
[81] Warning: Exceeded Pond 8P by 0.85' @ 12.05 hrs
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 2.27" for 2-Year event
Inflow =
22.58 cfs @
11.97 hrs,
Volume=
1.663 of
Outflow =
8.95 cfs @
12.11 hrs,
Volume=
1.485 af, Atten= 60%, Lag= 8.3 min
Primary =
8.95 cfs @
12.11 hrs,
Volume=
1.485 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 661.11' @ 12.11 hrs Surf.Area= 11,073 sf Storage= 20,442 cf
Plug -Flow detention time= 97.0 min calculated for 1.482 of (89% of inflow)
Center -of -Mass det. time= 44.9 min ( 886.1 - 841.2 )
Volume
Invert Avail.Storage Storage
Description
#1
659.00'
58,293 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
659.00
8,330
0
0
660.00
9,595
8,963
8,963
661.00
10,920
10,258
19,220
662.00
12,300
11,610
30,830
663.00
13,700
13,000
43,830
664.00
15,225
14,463
58,293
Device Ro
Invert Outlet Devices
#1
Primary
659.00'
24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2
Device 1
659.00'
2.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
659.75'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
661.50'
20.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5
Secondary
662.50'
40.0' 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=8.92 cfs @ 12.11 hrs HW=661.11' (Free Discharge)
L1=RCP_Round 24" (Passes 8.92 cfs of 14.61 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.85 fps)
3=Orifice/Grate (Orifice Controls 8.77 cfs @ 4.39 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 24
Inflow• •
Peak- lE Y •
• • ' J J
i •
i •
RIN
/01,
/////
• • •'//////////////////////////////////////////.
//////////////////////////////
664
663
660
659
0
Pond 6P: Wet Pond 1
Stage -Discharge
20 40 60 80 100 120 140 160 180 200 220
Discharge (cfs)
■ Inflow
❑ Outflow
■ Primary
■ Secondary
■ Total
■ Primary
■ Secondary

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 25
Pond 6P: Wet Pond 1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
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 14,000 15,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 26
Hydrograph for Pond 6P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.00
0
659.00
0.00
0.00
0.00
3.50
0.00
0
659.00
0.00
0.00
0.00
4.00
0.00
0
659.00
0.00
0.00
0.00
4.50
0.00
0
659.00
0.00
0.00
0.00
5.00
0.00
0
659.00
0.00
0.00
0.00
5.50
0.00
0
659.00
0.00
0.00
0.00
6.00
0.02
16
659.00
0.00
0.00
0.00
6.50
0.03
62
659.01
0.00
0.00
0.00
7.00
0.05
140
659.02
0.00
0.00
0.00
7.50
0.07
251
659.03
0.00
0.00
0.00
8.00
0.10
398
659.05
0.00
0.00
0.00
8.50
0.14
593
659.07
0.01
0.01
0.00
9.00
0.19
865
659.10
0.02
0.02
0.00
9.50
0.23
1,209
659.14
0.03
0.03
0.00
10.00
0.31
1,629
659.19
0.03
0.03
0.00
10.50
0.45
2,237
659.26
0.04
0.04
0.00
11.00
0.71
3,177
659.37
0.06
0.06
0.00
11.50
1.34
4,837
659.56
0.07
0.07
0.00
12.00
21.71
18,071
660.89
7.65
7.65
0.00
12.50
4.03
16,617
660.76
6.62
6.62
0.00
13.00
2.79
13,457
660.45
3.92
3.92
0.00
13.50
2.12
11,935
660.30
2.76
2.76
0.00
14.00
1.67
10,993
660.21
2.11
2.11
0.00
14.50
1.40
10,348
660.14
1.69
1.69
0.00
15.00
1.21
9,906
660.10
1.42
1.42
0.00
15.50
1.06
9,565
660.06
1.23
1.23
0.00
16.00
0.92
9,278
660.03
1.07
1.07
0.00
16.50
0.83
9,040
660.01
0.94
0.94
0.00
17.00
0.76
8,859
659.99
0.85
0.85
0.00
17.50
0.70
8,710
659.97
0.78
0.78
0.00
18.00
0.65
8,581
659.96
0.72
0.72
0.00
18.50
0.60
8,467
659.95
0.66
0.66
0.00
19.00
0.56
8,360
659.94
0.62
0.62
0.00
19.50
0.52
8,256
659.93
0.57
0.57
0.00
20.00
0.48
8,157
659.92
0.53
0.53
0.00
20.50
0.45
8,071
659.91
0.49
0.49
0.00
21.00
0.44
8,007
659.90
0.47
0.47
0.00
21.50
0.42
7,953
659.89
0.45
0.45
0.00
22.00
0.41
7,906
659.89
0.43
0.43
0.00
22.50
0.39
7,865
659.88
0.41
0.41
0.00
23.00
0.38
7,827
659.88
0.40
0.40
0.00
23.50
0.37
7,793
659.88
0.39
0.39
0.00
24.00
0.36
7,761
659.87
0.38
0.38
0.00

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 27
Stage -Discharge for Pond 6P: Wet Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.01
0.01
0.00
659.15
0.03
0.03
0.00
659.20
0.04
0.04
0.00
659.25
0.04
0.04
0.00
659.30
0.05
0.05
0.00
659.35
0.05
0.05
0.00
659.40
0.06
0.06
0.00
659.45
0.06
0.06
0.00
659.50
0.07
0.07
0.00
659.55
0.07
0.07
0.00
659.60
0.08
0.08
0.00
659.65
0.08
0.08
0.00
659.70
0.08
0.08
0.00
659.75
0.09
0.09
0.00
659.80
0.16
0.16
0.00
659.85
0.29
0.29
0.00
659.90
0.47
0.47
0.00
659.95
0.67
0.67
0.00
660.00
0.90
0.90
0.00
660.05
1.16
1.16
0.00
660.10
1.44
1.44
0.00
660.15
1.73
1.73
0.00
660.20
2.05
2.05
0.00
660.25
2.38
2.38
0.00
660.30
2.73
2.73
0.00
660.35
3.10
3.10
0.00
660.40
3.48
3.48
0.00
660.45
3.88
3.88
0.00
660.50
4.29
4.29
0.00
660.55
4.72
4.72
0.00
660.60
5.16
5.16
0.00
660.65
5.61
5.61
0.00
660.70
6.08
6.08
0.00
660.75
6.56
6.56
0.00
660.80
6.97
6.97
0.00
660.85
7.34
7.34
0.00
660.90
7.69
7.69
0.00
660.95
8.01
8.01
0.00
661.00
8.32
8.32
0.00
661.05
8.61
8.61
0.00
661.10
8.89
8.89
0.00
661.15
9.16
9.16
0.00
661.20
9.42
9.42
0.00
661.25
9.68
9.68
0.00
661.30
9.93
9.93
0.00
661.35
10.17
10.17
0.00
661.40
10.40
10.40
0.00
661.45
10.63
10.63
0.00
661.50
10.86
10.86
0.00
661.55
11.81
11.81
0.00
661.60
13.36
13.36
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
15.30
15.30
0.00
661.70
17.55
17.55
0.00
661.75
19.80
19.80
0.00
661.80
20.37
20.37
0.00
661.85
20.93
20.93
0.00
661.90
21.47
21.47
0.00
661.95
22.00
22.00
0.00
662.00
22.52
22.52
0.00
662.05
23.03
23.03
0.00
662.10
23.52
23.52
0.00
662.15
24.01
24.01
0.00
662.20
24.48
24.48
0.00
662.25
24.95
24.95
0.00
662.30
25.41
25.41
0.00
662.35
25.86
25.86
0.00
662.40
26.30
26.30
0.00
662.45
26.73
26.73
0.00
662.50
27.16
27.16
0.00
662.55
28.70
27.58
1.11
662.60
31.15
28.00
3.15
662.65
34.19
28.41
5.79
662.70
37.72
28.81
8.91
662.75
41.74
29.21
12.54
662.80
46.19
29.60
16.60
662.85
51.04
29.99
21.06
662.90
56.27
30.37
25.91
662.95
62.08
30.74
31.33
663.00
68.31
31.12
37.19
663.05
74.97
31.49
43.48
663.10
82.04
31.85
50.19
663.15
88.75
32.21
56.54
663.20
95.70
32.57
63.13
663.25
102.87
32.92
69.95
663.30
110.26
33.27
76.99
663.35
117.85
33.61
84.24
663.40
125.65
33.95
91.70
663.45
133.64
34.29
99.35
663.50
141.82
34.62
107.20
663.55
150.40
34.96
115.45
663.60
159.19
35.28
123.91
663.65
168.18
35.61
132.57
663.70
177.38
35.93
141.44
663.75
186.35
36.25
150.10
663.80
195.46
36.57
158.89
663.85
204.72
36.88
167.84
663.90
214.11
37.19
176.91
663.95
223.45
37.50
185.95
664.00
232.91
37.81
195.10

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 28
Stage -Area -Storage for Pond 6P: Wet Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
8,330
0
659.05
8,393
418
659.10
8,457
839
659.15
8,520
1,264
659.20
8,583
1,691
659.25
8,646
2,122
659.30
8,709
2,556
659.35
8,773
2,993
659.40
8,836
3,433
659.45
8,899
3,877
659.50
8,963
4,323
659.55
9,026
4,773
659.60
9,089
5,226
659.65
9,152
5,682
659.70
9,216
6,141
659.75
9,279
6,603
659.80
9,342
7,069
659.85
9,405
7,537
659.90
9,468
8,009
659.95
9,532
8,484
660.00
9,595
8,963
660.05
9,661
9,444
660.10
9,728
9,929
660.15
9,794
10,417
660.20
9,860
10,908
660.25
9,926
11,403
660.30
9,992
11,901
660.35
10,059
12,402
660.40
10,125
12,906
660.45
10,191
13,414
660.50
10,258
13,926
660.55
10,324
14,440
660.60
10,390
14,958
660.65
10,456
15,479
660.70
10,523
16,004
660.75
10,589
16,531
660.80
10,655
17,062
660.85
10,721
17,597
660.90
10,787
18,135
660.95
10,854
18,676
661.00
10,920
19,220
661.05
10,989
19,768
661.10
11,058
20,319
661.15
11,127
20,874
661.20
11,196
21,432
661.25
11,265
21,993
661.30
11,334
22,558
661.35
11,403
23,127
661.40
11,472
23,698
661.45
11,541
24,274
661.50
11,610
24,853
661.55
11,679
25,435
661.60
11,748
26,020
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
11,817
26,610
661.70
11,886
27,202
661.75
11,955
27,798
661.80
12,024
28,398
661.85
12,093
29,001
661.90
12,162
29,607
661.95
12,231
30,217
662.00
12,300
30,830
662.05
12,370
31,447
662.10
12,440
32,067
662.15
12,510
32,691
662.20
12,580
33,318
662.25
12,650
33,949
662.30
12,720
34,583
662.35
12,790
35,221
662.40
12,860
35,862
662.45
12,930
36,507
662.50
13,000
37,155
662.55
13,070
37,807
662.60
13,140
38,462
662.65
13,210
39,121
662.70
13,280
39,783
662.75
13,350
40,449
662.80
13,420
41,118
662.85
13,490
41,791
662.90
13,560
42,467
662.95
13,630
43,147
663.00
13,700
43,830
663.05
13,776
44,517
663.10
13,853
45,208
663.15
13,929
45,902
663.20
14,005
46,601
663.25
14,081
47,303
663.30
14,157
48,009
663.35
14,234
48,718
663.40
14,310
49,432
663.45
14,386
50,149
663.50
14,463
50,871
663.55
14,539
51,596
663.60
14,615
52,325
663.65
14,691
53,057
663.70
14,768
53,794
663.75
14,844
54,534
663.80
14,920
55,278
663.85
14,996
56,026
663.90
15,072
56,778
663.95
15,149
57,533
664.00
15,225
58,293

NM 82110 - Acra Heights Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 29
Summary for Pond 8P: Wet Pond 2
Inflow Area = 3.537 ac, 70.51 % Impervious, Inflow Depth > 2.42" for 2-Year event
Inflow = 14.30 cfs @ 11.97 hrs, Volume= 0.713 of
Outflow = 2.51 cfs @ 12.17 hrs, Volume= 0.605 af, Atten= 82%, Lag= 12.2 min
Primary = 2.51 cfs @ 12.17 hrs, Volume= 0.605 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 660.28' @ 12.17 hrs Surf.Area= 12,886 sf Storage= 15,455 cf
Plug -Flow detention time= 172.6 min calculated for 0.604 of (85% of inflow)
Center -of -Mass det. time= 105.0 min ( 908.0 - 803.0 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 72,948 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
659.00 11,241 0 0
660.00 12,512 11,877 11,877
661.00 13,839 13,176 25,052
662.00 15,232 14,536 39,588
663.00 16,664 15,948 55,536
664.00 18,161 17,413 72,948
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 660.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 663.50' 30.0' 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=2.50 cfs @ 12.17 hrs HW=660.28' (Free Discharge)
L1=RCP_Round 24" (Barrel Controls 2.50 cfs @ 1.68 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' (Free Discharge)
L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 30
16
15
14
13
12
11
10
H 9
U
3 8
LL 7
6
5
4
3
i
2
0.00 CfS
Pond 8P: Wet Pond 2
Hydrograph
-+--r-+--+----+----+--I
-+--+-+--r----+----+----+--
14.30 cfs
■Inflow
OW-.'" rea=:J.�7a7�-�aC
❑ outflow
M Primary
- --
- -- ----
----
---- -- -Iftf
■Se Secondary
----'i
--'--'i --'--
�--r-�--r--I--T--I--7--r-�--I
-7--Y-7--Y--I--t--I--rt--I--L--I
- t--r-t--t-
T
- T-
�-�--r-�--r--I--r--I--T--I--7--
--r-L--r-7--Y--I--Y--I--t--I--rt--
T-t- -li--t--li --Ir- --r-t--r--li--t--li--t----t--
-J--L-J--L--1--1--1--1--1--L--'
--II--II---II--
-T--7--1
II---II-
1--I--T--I--T
L__I__1__I__LI
-II--II-
--L- L -- L-L--L- L-- L--'--L--'--1--
L_LL_JLILIL__I__1__
- -- ----------------------I--II--
2.51 cfs - -- --- T----t----T-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 8P: Wet Pond 2
Stage -Discharge
■ Total
■ Primary
■ Secondary
0 5 10 15 20 25 30 35 40
Discharge (cfs)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 31
Pond 8P: Wet Pond 2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000
Storage (cubic -feet)
18,000 Surface
❑ Storage

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 32
Hydrograph for Pond 8P: Wet Pond 2
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.00
0
659.00
0.00
0.00
0.00
3.50
0.00
0
659.00
0.00
0.00
0.00
4.00
0.00
0
659.00
0.00
0.00
0.00
4.50
0.00
0
659.00
0.00
0.00
0.00
5.00
0.00
0
659.00
0.00
0.00
0.00
5.50
0.00
0
659.00
0.00
0.00
0.00
6.00
0.01
11
659.00
0.00
0.00
0.00
6.50
0.02
42
659.00
0.00
0.00
0.00
7.00
0.04
95
659.01
0.00
0.00
0.00
7.50
0.05
173
659.02
0.00
0.00
0.00
8.00
0.06
275
659.02
0.00
0.00
0.00
8.50
0.09
412
659.04
0.00
0.00
0.00
9.00
0.13
607
659.05
0.00
0.00
0.00
9.50
0.15
859
659.08
0.00
0.00
0.00
10.00
0.21
1,168
659.10
0.00
0.00
0.00
10.50
0.30
1,603
659.14
0.01
0.01
0.00
11.00
0.46
2,245
659.20
0.03
0.03
0.00
11.50
0.85
3,310
659.29
0.07
0.07
0.00
12.00
13.46
12,910
660.08
1.73
1.73
0.00
12.50
1.21
14,584
660.21
2.23
2.23
0.00
13.00
0.75
12,725
660.07
1.68
1.68
0.00
13.50
0.57
11,245
659.95
1.28
1.28
0.00
14.00
0.45
10,099
659.86
1.01
1.01
0.00
14.50
0.39
9,207
659.78
0.82
0.82
0.00
15.00
0.35
8,528
659.73
0.69
0.69
0.00
15.50
0.31
7,983
659.68
0.59
0.59
0.00
16.00
0.27
7,522
659.65
0.51
0.51
0.00
16.50
0.26
7,129
659.61
0.45
0.45
0.00
17.00
0.24
6,806
659.59
0.41
0.41
0.00
17.50
0.23
6,533
659.56
0.37
0.37
0.00
18.00
0.21
6,297
659.54
0.34
0.34
0.00
18.50
0.20
6,086
659.53
0.31
0.31
0.00
19.00
0.18
5,893
659.51
0.29
0.29
0.00
19.50
0.17
5,715
659.49
0.27
0.27
0.00
20.00
0.16
5,545
659.48
0.25
0.25
0.00
20.50
0.15
5,388
659.47
0.23
0.23
0.00
21.00
0.15
5,254
659.46
0.22
0.22
0.00
21.50
0.14
5,138
659.45
0.20
0.20
0.00
22.00
0.14
5,035
659.44
0.20
0.20
0.00
22.50
0.14
4,943
659.43
0.19
0.19
0.00
23.00
0.14
4,861
659.42
0.18
0.18
0.00
23.50
0.13
4,786
659.42
0.17
0.17
0.00
24.00
0.13
4,718
659.41
0.17
0.17
0.00

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 33
Stage -Discharge for Pond 8P: Wet Pond 2
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.00
0.00
0.00
659.15
0.01
0.01
0.00
659.20
0.03
0.03
0.00
659.25
0.05
0.05
0.00
659.30
0.07
0.07
0.00
659.35
0.11
0.11
0.00
659.40
0.16
0.16
0.00
659.45
0.21
0.21
0.00
659.50
0.27
0.27
0.00
659.55
0.35
0.35
0.00
659.60
0.43
0.43
0.00
659.65
0.52
0.52
0.00
659.70
0.62
0.62
0.00
659.75
0.74
0.74
0.00
659.80
0.86
0.86
0.00
659.85
0.99
0.99
0.00
659.90
1.13
1.13
0.00
659.95
1.28
1.28
0.00
660.00
1.45
1.45
0.00
660.05
1.62
1.62
0.00
660.10
1.79
1.79
0.00
660.15
1.98
1.98
0.00
660.20
2.18
2.18
0.00
660.25
2.38
2.38
0.00
660.30
2.59
2.59
0.00
660.35
2.81
2.81
0.00
660.40
3.03
3.03
0.00
660.45
3.26
3.26
0.00
660.50
3.49
3.49
0.00
660.55
3.73
3.73
0.00
660.60
3.97
3.97
0.00
660.65
4.22
4.22
0.00
660.70
4.47
4.47
0.00
660.75
4.72
4.72
0.00
660.80
4.97
4.97
0.00
660.85
5.22
5.22
0.00
660.90
5.47
5.47
0.00
660.95
5.72
5.72
0.00
661.00
5.96
5.96
0.00
661.05
6.20
6.20
0.00
661.10
6.44
6.44
0.00
661.15
6.67
6.67
0.00
661.20
6.89
6.89
0.00
661.25
7.10
7.10
0.00
661.30
7.30
7.30
0.00
661.35
7.48
7.48
0.00
661.40
7.65
7.65
0.00
661.45
7.79
7.79
0.00
661.50
7.91
7.91
0.00
661.55
7.99
7.99
0.00
661.60
8.01
8.01
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
7.92
7.92
0.00
661.70
7.92
7.92
0.00
661.75
8.20
8.20
0.00
661.80
8.47
8.47
0.00
661.85
8.73
8.73
0.00
661.90
8.98
8.98
0.00
661.95
9.23
9.23
0.00
662.00
9.47
9.47
0.00
662.05
9.70
9.70
0.00
662.10
9.93
9.93
0.00
662.15
10.15
10.15
0.00
662.20
10.37
10.37
0.00
662.25
10.59
10.59
0.00
662.30
10.80
10.80
0.00
662.35
11.00
11.00
0.00
662.40
11.20
11.20
0.00
662.45
11.40
11.40
0.00
662.50
11.60
11.60
0.00
662.55
11.79
11.79
0.00
662.60
11.98
11.98
0.00
662.65
12.16
12.16
0.00
662.70
12.35
12.35
0.00
662.75
12.53
12.53
0.00
662.80
12.70
12.70
0.00
662.85
12.88
12.88
0.00
662.90
13.05
13.05
0.00
662.95
13.22
13.22
0.00
663.00
13.39
13.39
0.00
663.05
13.56
13.56
0.00
663.10
13.72
13.72
0.00
663.15
13.88
13.88
0.00
663.20
14.04
14.04
0.00
663.25
14.20
14.20
0.00
663.30
14.36
14.36
0.00
663.35
14.52
14.52
0.00
663.40
14.67
14.67
0.00
663.45
14.82
14.82
0.00
663.50
14.97
14.97
0.00
663.55
15.96
15.12
0.84
663.60
17.63
15.27
2.36
663.65
19.75
15.41
4.34
663.70
22.24
15.56
6.68
663.75
25.11
15.70
9.40
663.80
28.29
15.84
12.45
663.85
31.78
15.99
15.79
663.90
35.55
16.12
19.43
663.95
39.76
16.26
23.50
664.00
44.30
16.40
27.90

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 34
Stage -Area -Storage for Pond 8P: Wet Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
11,241
0
659.05
11,305
564
659.10
11,368
1,130
659.15
11,432
1,700
659.20
11,495
2,274
659.25
11,559
2,850
659.30
11,622
3,429
659.35
11,686
4,012
659.40
11,749
4,598
659.45
11,813
5,187
659.50
11,877
5,779
659.55
11,940
6,375
659.60
12,004
6,973
659.65
12,067
7,575
659.70
12,131
8,180
659.75
12,194
8,788
659.80
12,258
9,400
659.85
12,321
10,014
659.90
12,385
10,632
659.95
12,448
11,252
660.00
12,512
11,877
660.05
12,578
12,504
660.10
12,645
13,134
660.15
12,711
13,768
660.20
12,777
14,405
660.25
12,844
15,046
660.30
12,910
15,690
660.35
12,976
16,337
660.40
13,043
16,987
660.45
13,109
17,641
660.50
13,176
18,298
660.55
13,242
18,959
660.60
13,308
19,623
660.65
13,375
20,290
660.70
13,441
20,960
660.75
13,507
21,634
660.80
13,574
22,311
660.85
13,640
22,991
660.90
13,706
23,675
660.95
13,773
24,362
661.00
13,839
25,052
661.05
13,909
25,746
661.10
13,978
26,443
661.15
14,048
27,144
661.20
14,118
27,848
661.25
14,187
28,555
661.30
14,257
29,266
661.35
14,327
29,981
661.40
14,396
30,699
661.45
14,466
31,421
661.50
14,536
32,146
661.55
14,605
32,874
661.60
14,675
33,606
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
14,744
34,342
661.70
14,814
35,081
661.75
14,884
35,823
661.80
14,953
36,569
661.85
15,023
37,318
661.90
15,093
38,071
661.95
15,162
38,828
662.00
15,232
39,588
662.05
15,304
40,351
662.10
15,375
41,118
662.15
15,447
41,888
662.20
15,518
42,663
662.25
15,590
43,440
662.30
15,662
44,222
662.35
15,733
45,006
662.40
15,805
45,795
662.45
15,876
46,587
662.50
15,948
47,383
662.55
16,020
48,182
662.60
16,091
48,984
662.65
16,163
49,791
662.70
16,234
50,601
662.75
16,306
51,414
662.80
16,378
52,231
662.85
16,449
53,052
662.90
16,521
53,876
662.95
16,592
54,704
663.00
16,664
55,536
663.05
16,739
56,371
663.10
16,814
57,209
663.15
16,889
58,052
663.20
16,963
58,898
663.25
17,038
59,748
663.30
17,113
60,602
663.35
17,188
61,460
663.40
17,263
62,321
663.45
17,338
63,186
663.50
17,413
64,055
663.55
17,487
64,927
663.60
17,562
65,803
663.65
17,637
66,683
663.70
17,712
67,567
663.75
17,787
68,455
663.80
17,862
69,346
663.85
17,936
70,241
663.90
18,011
71,139
663.95
18,086
72,042
664.00
18,161
72,948

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 35
Summary for Link 4L: EX DA (Combined)
Inflow Area = 7.789 ac, 0.00% Impervious, Inflow Depth > 1.43" for 2-Year event
Inflow = 11.85 cfs @ 12.14 hrs, Volume= 0.929 of
Primary = 11.85 cfs @ 12.14 hrs, Volume= 0.929 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 4L: EX DA (Combined)
Hydrograph
■ Inflow
13
�I
- J--L--L-------L-- L --'--
-1---1--1--L--1-----L--L--L--'--
■ Primary
12
L J
- JIII��� I����=7.I�
11.85 cfs
-L-------+--L-----'--
--L--L--'--
10
--I-- ----r-----I-- --+--
I
--I- --------+--r-----I--
--r -- --I--
9
-
8
y
'
----L--L--L-------L--L-----'--
I I I I I I I I
-L----J--1--L-------L--L--L--'--
I I I I I
I
I I
I I I I I
.V.. 7
i l
----J--J--L-------J--J-----'-
I I I I I I I
-L-------+--L-------J--L--L--'--
I I I I I
I
I I
I I I I I
LL
5
--I-- ----r-----I- +
--I- ------+--r-----I--
--r-- --I--
Q
i
it
I I I I I I I I
I I I I I
I
I I
I I I I I
i I
I I I I I I I I
I I I I
I
I I
I I I I I
2
1
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13 14 15 16
17
18 19
20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 36
Hydrograph for Link 4L: EX DA (Combined)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.00
0.00
0.00
6.25
0.00
0.00
0.00
6.50
0.00
0.00
0.00
6.75
0.00
0.00
0.00
7.00
0.00
0.00
0.00
7.25
0.00
0.00
0.00
7.50
0.00
0.00
0.00
7.75
0.00
0.00
0.00
8.00
0.00
0.00
0.00
8.25
0.00
0.00
0.00
8.50
0.00
0.00
0.00
8.75
0.01
0.00
0.01
9.00
0.01
0.00
0.01
9.25
0.02
0.00
0.02
9.50
0.03
0.00
0.03
9.75
0.03
0.00
0.03
10.00
0.04
0.00
0.04
10.25
0.05
0.00
0.05
10.50
0.06
0.00
0.06
10.75
0.10
0.00
0.10
11.00
0.16
0.00
0.16
11.25
0.25
0.00
0.25
11.50
0.41
0.00
0.41
11.75
1.06
0.00
1.06
12.00
7.19
0.00
7.19
12.25
9.55
0.00
9.55
12.50
3.81
0.00
3.81
12.75
2.06
0.00
2.06
13.00
1.45
0.00
1.45
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
1.18
0.00
1.18
13.50
1.03
0.00
1.03
13.75
0.91
0.00
0.91
14.00
0.81
0.00
0.81
14.25
0.72
0.00
0.72
14.50
0.68
0.00
0.68
14.75
0.64
0.00
0.64
15.00
0.61
0.00
0.61
15.25
0.58
0.00
0.58
15.50
0.55
0.00
0.55
15.75
0.52
0.00
0.52
16.00
0.49
0.00
0.49
16.25
0.46
0.00
0.46
16.50
0.44
0.00
0.44
16.75
0.43
0.00
0.43
17.00
0.42
0.00
0.42
17.25
0.41
0.00
0.41
17.50
0.39
0.00
0.39
17.75
0.38
0.00
0.38
18.00
0.37
0.00
0.37
18.25
0.36
0.00
0.36
18.50
0.35
0.00
0.35
18.75
0.34
0.00
0.34
19.00
0.32
0.00
0.32
19.25
0.31
0.00
0.31
19.50
0.30
0.00
0.30
19.75
0.29
0.00
0.29
20.00
0.28
0.00
0.28
20.25
0.27
0.00
0.27
20.50
0.26
0.00
0.26
20.75
0.26
0.00
0.26
21.00
0.26
0.00
0.26
21.25
0.25
0.00
0.25
21.50
0.25
0.00
0.25
21.75
0.25
0.00
0.25
22.00
0.25
0.00
0.25
22.25
0.24
0.00
0.24
22.50
0.24
0.00
0.24
22.75
0.24
0.00
0.24
23.00
0.24
0.00
0.24
23.25
0.24
0.00
0.24
23.50
0.23
0.00
0.23
23.75
0.23
0.00
0.23
24.00
0.23
0.00
0.23

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 37
Summary for Link 10L: Prop P0I-1
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 2.03" for 2-Year event
Inflow = 8.95 cfs @ 12.11 hrs, Volume= 1.485 of
Primary = 8.95 cfs @ 12.11 hrs, Volume= 1.485 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 10L: Prop P0I-1
Hydrograph
--I--r--r--r--r--I--r--r--r--I--r--t--r--r--I--r--r--I---I--r--r--r--I--
10 ■Inflow
8.95 C.fS--1---1-- i --i--1---1-- i -- i --i --1-- ■Primary
9 _ Illlnloivv!Airea=8.!7 --1-- -11L--III---III--i--! --III---II1--1--L--IIL--III--
,IIIIIIIIIII IIIIIIIIIII
8 1--II--�--�--�--II---II--�--+--II---11--1L--II---II--+--�--II---II--�--�--I --11--
7
- -1 - -I T -T F
6
y I I I I I I I I I I I I I I I I I I I I
U 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
p
LL I I I I I I I I I I I I I I I I I I I
Q----r--r--Y-------r--r-----I- ------Y--r-------r--Y--r--I--
3
---I-- - ---- - -- --- - ---- - ----
I I I I I I I I I I I I I I I I I I I
2--1--J--1--L--1---1--L--L--1-- L-- -L--1---1--L--L--L--1--
1 I I I I I I I I I I I
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 38
Hydrograph for Link 10L: Prop P0I-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.00
0.00
0.00
6.25
0.00
0.00
0.00
6.50
0.00
0.00
0.00
6.75
0.00
0.00
0.00
7.00
0.00
0.00
0.00
7.25
0.00
0.00
0.00
7.50
0.00
0.00
0.00
7.75
0.00
0.00
0.00
8.00
0.00
0.00
0.00
8.25
0.01
0.00
0.01
8.50
0.01
0.00
0.01
8.75
0.01
0.00
0.01
9.00
0.02
0.00
0.02
9.25
0.02
0.00
0.02
9.50
0.03
0.00
0.03
9.75
0.03
0.00
0.03
10.00
0.03
0.00
0.03
10.25
0.04
0.00
0.04
10.50
0.04
0.00
0.04
10.75
0.05
0.00
0.05
11.00
0.06
0.00
0.06
11.25
0.06
0.00
0.06
11.50
0.07
0.00
0.07
11.75
0.31
0.00
0.31
12.00
7.65
0.00
7.65
12.25
8.30
0.00
8.30
12.50
6.62
0.00
6.62
12.75
4.93
0.00
4.93
13.00
3.92
0.00
3.92
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
3.24
0.00
3.24
13.50
2.76
0.00
2.76
13.75
2.39
0.00
2.39
14.00
2.11
0.00
2.11
14.25
1.87
0.00
1.87
14.50
1.69
0.00
1.69
14.75
1.55
0.00
1.55
15.00
1.42
0.00
1.42
15.25
1.32
0.00
1.32
15.50
1.23
0.00
1.23
15.75
1.14
0.00
1.14
16.00
1.07
0.00
1.07
16.25
1.00
0.00
1.00
16.50
0.94
0.00
0.94
16.75
0.89
0.00
0.89
17.00
0.85
0.00
0.85
17.25
0.82
0.00
0.82
17.50
0.78
0.00
0.78
17.75
0.75
0.00
0.75
18.00
0.72
0.00
0.72
18.25
0.69
0.00
0.69
18.50
0.66
0.00
0.66
18.75
0.64
0.00
0.64
19.00
0.62
0.00
0.62
19.25
0.60
0.00
0.60
19.50
0.57
0.00
0.57
19.75
0.55
0.00
0.55
20.00
0.53
0.00
0.53
20.25
0.51
0.00
0.51
20.50
0.49
0.00
0.49
20.75
0.48
0.00
0.48
21.00
0.47
0.00
0.47
21.25
0.46
0.00
0.46
21.50
0.45
0.00
0.45
21.75
0.44
0.00
0.44
22.00
0.43
0.00
0.43
22.25
0.42
0.00
0.42
22.50
0.41
0.00
0.41
22.75
0.41
0.00
0.41
23.00
0.40
0.00
0.40
23.25
0.39
0.00
0.39
23.50
0.39
0.00
0.39
23.75
0.38
0.00
0.38
24.00
0.38
0.00
0.38

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 39
Summary for Link 11 L: Prop P0I-2
Inflow Area = 1.610 ac, 49.75% Impervious, Inflow Depth > 1.66" for 2-Year event
Inflow = 4.58 cfs @ 11.97 hrs, Volume= 0.223 of
Primary = 4.58 cfs @ 11.97 hrs, Volume= 0.223 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 11 L: Prop P0I-2
Hydrograph
-
---T -- T-----I-- T-- T--T- ---T -- T--T - -I-- T-- T--T- ---T -- T--T - -I-- T-- T --
■ Inflow
5 ❑ Primary
4.58 cfs Inflow 'IArea=1.'161�10 'lar
q
- -'- - J - - L - -'- - -'- - J - - L - - L - -'- - J - - -'- - J - - 1 - - L - -'- - J - - L - - L - -'- - J - - 1 - -
w 3
-
LL
2
----T--T--I----T--T--T--I--T- ----T--T--T----T--T--T----T-
-T--
I I I I I I I I I I I I I I I I I I I I I

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 40
Hydrograph for Link 11 L: Prop P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.00
0.00
0.00
6.25
0.00
0.00
0.00
6.50
0.00
0.00
0.00
6.75
0.00
0.00
0.00
7.00
0.00
0.00
0.00
7.25
0.00
0.00
0.00
7.50
0.00
0.00
0.00
7.75
0.00
0.00
0.00
8.00
0.00
0.00
0.00
8.25
0.00
0.00
0.00
8.50
0.01
0.00
0.01
8.75
0.01
0.00
0.01
9.00
0.01
0.00
0.01
9.25
0.01
0.00
0.01
9.50
0.01
0.00
0.01
9.75
0.02
0.00
0.02
10.00
0.02
0.00
0.02
10.25
0.03
0.00
0.03
10.50
0.04
0.00
0.04
10.75
0.06
0.00
0.06
11.00
0.08
0.00
0.08
11.25
0.12
0.00
0.12
11.50
0.18
0.00
0.18
11.75
1.09
0.00
1.09
12.00
4.42
0.00
4.42
12.25
0.66
0.00
0.66
12.50
0.43
0.00
0.43
12.75
0.32
0.00
0.32
13.00
0.27
0.00
0.27
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
0.23
0.00
0.23
13.50
0.21
0.00
0.21
13.75
0.18
0.00
0.18
14.00
0.16
0.00
0.16
14.25
0.15
0.00
0.15
14.50
0.15
0.00
0.15
14.75
0.14
0.00
0.14
15.00
0.13
0.00
0.13
15.25
0.12
0.00
0.12
15.50
0.12
0.00
0.12
15.75
0.11
0.00
0.11
16.00
0.10
0.00
0.10
16.25
0.10
0.00
0.10
16.50
0.10
0.00
0.10
16.75
0.09
0.00
0.09
17.00
0.09
0.00
0.09
17.25
0.09
0.00
0.09
17.50
0.09
0.00
0.09
17.75
0.08
0.00
0.08
18.00
0.08
0.00
0.08
18.25
0.08
0.00
0.08
18.50
0.08
0.00
0.08
18.75
0.07
0.00
0.07
19.00
0.07
0.00
0.07
19.25
0.07
0.00
0.07
19.50
0.06
0.00
0.06
19.75
0.06
0.00
0.06
20.00
0.06
0.00
0.06
20.25
0.06
0.00
0.06
20.50
0.06
0.00
0.06
20.75
0.06
0.00
0.06
21.00
0.06
0.00
0.06
21.25
0.06
0.00
0.06
21.50
0.06
0.00
0.06
21.75
0.05
0.00
0.05
22.00
0.05
0.00
0.05
22.25
0.05
0.00
0.05
22.50
0.05
0.00
0.05
22.75
0.05
0.00
0.05
23.00
0.05
0.00
0.05
23.25
0.05
0.00
0.05
23.50
0.05
0.00
0.05
23.75
0.05
0.00
0.05
24.00
0.05
0.00
0.05

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 41
Summary for Link 12L: Ex P0I-2
Inflow Area = 2.620 ac, 26.07% Impervious, Inflow Depth > 1.50" for 2-Year event
Inflow = 4.74 cfs @ 12.06 hrs, Volume= 0.328 of
Primary = 4.74 cfs @ 12.06 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 12L: Ex P0I-2
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 42
Hydrograph for Link 12L: Ex P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.00
0.00
0.00
6.25
0.00
0.00
0.00
6.50
0.00
0.00
0.00
6.75
0.00
0.00
0.00
7.00
0.00
0.00
0.00
7.25
0.00
0.00
0.00
7.50
0.00
0.00
0.00
7.75
0.00
0.00
0.00
8.00
0.00
0.00
0.00
8.25
0.00
0.00
0.00
8.50
0.00
0.00
0.00
8.75
0.00
0.00
0.00
9.00
0.00
0.00
0.00
9.25
0.01
0.00
0.01
9.50
0.01
0.00
0.01
9.75
0.01
0.00
0.01
10.00
0.02
0.00
0.02
10.25
0.02
0.00
0.02
10.50
0.03
0.00
0.03
10.75
0.05
0.00
0.05
11.00
0.07
0.00
0.07
11.25
0.11
0.00
0.11
11.50
0.18
0.00
0.18
11.75
0.65
0.00
0.65
12.00
4.19
0.00
4.19
12.25
2.44
0.00
2.44
12.50
1.01
0.00
1.01
12.75
0.60
0.00
0.60
13.00
0.46
0.00
0.46
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
0.39
0.00
0.39
13.50
0.34
0.00
0.34
13.75
0.30
0.00
0.30
14.00
0.27
0.00
0.27
14.25
0.24
0.00
0.24
14.50
0.23
0.00
0.23
14.75
0.22
0.00
0.22
15.00
0.21
0.00
0.21
15.25
0.20
0.00
0.20
15.50
0.19
0.00
0.19
15.75
0.18
0.00
0.18
16.00
0.16
0.00
0.16
16.25
0.16
0.00
0.16
16.50
0.15
0.00
0.15
16.75
0.15
0.00
0.15
17.00
0.14
0.00
0.14
17.25
0.14
0.00
0.14
17.50
0.14
0.00
0.14
17.75
0.13
0.00
0.13
18.00
0.13
0.00
0.13
18.25
0.12
0.00
0.12
18.50
0.12
0.00
0.12
18.75
0.11
0.00
0.11
19.00
0.11
0.00
0.11
19.25
0.11
0.00
0.11
19.50
0.10
0.00
0.10
19.75
0.10
0.00
0.10
20.00
0.09
0.00
0.09
20.25
0.09
0.00
0.09
20.50
0.09
0.00
0.09
20.75
0.09
0.00
0.09
21.00
0.09
0.00
0.09
21.25
0.09
0.00
0.09
21.50
0.09
0.00
0.09
21.75
0.09
0.00
0.09
22.00
0.08
0.00
0.08
22.25
0.08
0.00
0.08
22.50
0.08
0.00
0.08
22.75
0.08
0.00
0.08
23.00
0.08
0.00
0.08
23.25
0.08
0.00
0.08
23.50
0.08
0.00
0.08
23.75
0.08
0.00
0.08
24.00
0.08
0.00
0.08

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 43
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.910 ac 0.00% Impervious Runoff Depth>3.35"
Flow Length=605' Tc=20.0 min CN=74 Runoff=22.02 cfs 1.652 of
Subcatchment2S: EX DA 2 Runoff Area=1.879 ac 0.00% Impervious Runoff Depth>4.28"
Flow Length=515' Tc=22.5 min CN=83 Runoff=8.27 cfs 0.669 of
Subcatchment3S: EX DA-4 Runoff Area=1.400 ac 13.00% Impervious Runoff Depth>3.36"
Flow Length=215' Tc=10.6 min CN=74 Runoff=6.98 cfs 0.392 of
Subcatchment5S: Prop DA-1 Runoff Area=5.250 ac 70.00% Impervious Runoff Depth>4.94"
Tc=6.0 min CN=89 Runoff=41.58 cfs 2.163 of
Subcatchment7S: Prop DA-2 Runoff Area=3.537 ac 70.51% Impervious Runoff Depth>4.94"
Tc=6.0 min CN=89 Runoff=28.02 cfs 1.457 of
Subcatchment9S: Prop DA-3 Runoff Area=1.010 ac 40.00% Impervious Runoff Depth>3.57"
Tc=6.0 min CN=76 Runoff=6.16 cfs 0.300 of
Subcatchment 11 S: EX DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth>4.07"
Flow Length=375' Tc=19.2 min CN=81 Runoff=5.61 cfs 0.414 of
Subcatchment12S: Prop DA-4 Runoff Area=0.600 ac 66.17% Impervious Runoff Depth>4.51"
Tc=6.0 min CN=85 Runoff=4.45 cfs 0.225 of
Pond 6P: Wet Pond 1 Peak Elev=662.34' Storage=35,127 cf Inflow=46.81 cfs 3.487 of
Primary=25.80 cfs 3.293 of Secondary=0.00 cfs 0.000 of Outflow=25.80 cfs 3.293 of
Pond 8P: Wet Pond 2 Peak Elev=661.30' Storage=29,224 cf Inflow=28.02 cfs 1.457 of
Primary=7.29 cfs 1.324 of Secondary=0.00 cfs 0.000 of Outflow=7.29 cfs 1.324 of
Link 4L: EX DA (Combined) Inflow=30.23 cfs 2.321 of
Primary=30.23 cfs 2.321 of
Link 10L: Prop POI-1
Link 11L: Prop POI-2
Link 12L: Ex POI-2
Inflow=25.80 cfs 3.293 of
Primary=25.80 cfs 3.293 of
Inflow=10.61 cfs 0.525 of
Primary=10.61 cfs 0.525 of
Inflow=11.83 cfs 0.806 of
Primary=11.83 cfs 0.806 of
Total Runoff Area = 20.806 ac Runoff Volume = 7.273 of Average Runoff Depth = 4.19"
63.22% Pervious = 13.153 ac 36.78% Impervious = 7.653 ac

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 1S: EX DA 1
Runoff = 22.02 cfs @ 12.13 hrs, Volume= 1.652 af, Depth> 3.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
84
Pasture/grassland/range, Fair, HSG D
3.571
69
Pasture/grassland/range, Fair, HSG B
5.910
74
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
20.0 605 Total
Subcatchment 1S: EX DA 1
Hydrograph
24
I- 22102 cfs --+--r--+--+----
--'---'---'---'---'
-----T--r--+--
---'
--'---'---
■Runoff
22
-!17II �-�hr--------------,- -- --
--------------,--
--
-----,---
21
20
19
- X - +--+ +--+--+-+--+- -+--+--+--+--+-+--+--+--+--+--+--
-2-�5(�IarRinfa�C=III2'r-J--1--1--L--IL-------J--
--1--L--IL--
18
affAC6a�91Q-At-�I
I I I I I I I I I I I I�I�I�I
--�--------1
I I I
III1_Ru
I
�17 I
15
- Q ff �l1 MQ7- - p� II�4'I ----
---
---
--------
---
------------
y 14
13
-- - - - I - - I -* �I - \- I - -q - C- -I- - -I- - � - -1 - -
-Run Depth>3,357----- ---T--r--
+ - -
I - -
- - -I-
-------
- -I- - � - -
--
4 - -
--T--r--I1--
+ - -
L - -
I - -
3 12
a 11
- ----- ----L----------'---1--1--L--L--1---1--J--1--1--L--
-F]oW-LenOW'-5,--+--I-- - --
--;
--+--+--I--+--
--
--;
--+--
--
10
9
-----------
-----I-----I---------
- c=2( V.Q M111+--r--+-----i--- ---+--r--+--+-+--
--
--+--r--+--
8
7
---w-----Iw-- -- --, --,--------,--- - --
/-014=7`- -- -- ------------ --+--
--,
--,
--
--------,--
-------
--
--
--+--
--,
--,
--
--
--
6
5
--I---I---I--1--+--1--1--I-----I--� 7--+--
----------------------------I---I -----------------------------I---
I I I I I I I I I I I I
I
1--1
I
-------1--
I
I I I
1--+--
I
I
1--1--
I
I
4
----------+--+--+--+--------I--+ +--+--r--+--I---I--+--+--+--+--+--
2
1
--I--- I --- --+--+--+--+-----+--I--+ -+-
--+--+-+--+--+--+--+--+--
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Time (hours)
15
16
17
18 19 20
21
22
23
24

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 45
Hydrograph for Subcatchment 1S: EX DA 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.00
5.75
0.47
0.00
0.00
6.00
0.50
0.00
0.00
6.25
0.53
0.00
0.00
6.50
0.56
0.00
0.00
6.75
0.59
0.00
0.00
7.00
0.62
0.00
0.00
7.25
0.65
0.00
0.00
7.50
0.68
0.00
0.00
7.75
0.71
0.00
0.00
8.00
0.75
0.00
0.00
8.25
0.78
0.00
0.02
8.50
0.82
0.00
0.04
8.75
0.87
0.01
0.06
9.00
0.91
0.01
0.09
9.25
0.96
0.02
0.12
9.50
1.01
0.03
0.15
9.75
1.07
0.03
0.18
10.00
1.13
0.05
0.23
10.25
1.19
0.06
0.29
10.50
1.27
0.08
0.37
10.75
1.36
0.10
0.48
11.00
1.46
0.13
0.63
11.25
1.59
0.18
0.84
11.50
1.76
0.24
1.21
11.75
2.41
0.56
2.76
12.00
4.12
1.69
14.91
12.25
4.39
1.89
16.47
12.50
4.57
2.03
6.15
12.75
4.70
2.12
3.28
13.00
4.80
2.21
2.31
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
2.28
1.89
13.50
4.97
2.34
1.64
13.75
5.04
2.40
1.44
14.00
5.10
2.44
1.28
14.25
5.16
2.49
1.15
14.50
5.21
2.53
1.07
14.75
5.26
2.57
1.02
15.00
5.31
2.61
0.97
15.25
5.35
2.65
0.92
15.50
5.40
2.68
0.87
15.75
5.44
2.72
0.81
16.00
5.47
2.75
0.76
16.25
5.51
2.78
0.72
16.50
5.54
2.80
0.69
16.75
5.58
2.83
0.67
17.00
5.61
2.86
0.65
17.25
5.64
2.88
0.63
17.50
5.67
2.91
0.61
17.75
5.70
2.93
0.60
18.00
5.73
2.96
0.58
18.25
5.76
2.98
0.56
18.50
5.78
3.00
0.54
18.75
5.81
3.02
0.52
19.00
5.83
3.04
0.50
19.25
5.86
3.06
0.48
19.50
5.88
3.08
0.47
19.75
5.90
3.10
0.45
20.00
5.92
3.12
0.43
20.25
5.94
3.14
0.41
20.50
5.96
3.15
0.40
20.75
5.98
3.17
0.40
21.00
6.00
3.19
0.39
21.25
6.02
3.20
0.39
21.50
6.04
3.22
0.39
21.75
6.06
3.23
0.38
22.00
6.08
3.25
0.38
22.25
6.10
3.27
0.38
22.50
6.11
3.28
0.37
22.75
6.13
3.30
0.37
23.00
6.15
3.31
0.37
23.25
6.17
3.33
0.36
23.50
6.19
3.34
0.36
23.75
6.20
3.36
0.35
24.00
6.22
3.37
0.35

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 2S: EX DA 2
Runoff = 8.27 cfs @ 12.15 hrs, Volume= 0.669 af, Depth> 4.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.284
84
Pasture/grassland/range, Fair, HSG D
1.230
84
Pasture/grassland/range, Fair, HSG D
1.879
83
Weighted Average
1.879
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
9.7
440
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
22.5 515 Total
Subcatchment 2S: EX DA 2
Hydrograph
--r--I---I-- --r--r--r--I---I--r--r--t--r--r--r--I---I--r--r--r--r--I---I-
g ! ■Runoff
8.27 cfs
8 � �I hype 'III 24,hr�;----,�--�,---�,---�,-- i -- i --i --�,I--�,---�,--
26=N-e'aT Raittfa'I1-6.212'I' - - --IL-- - - -- --; --; -- - - --
7 I I I I I I I I I I
-Ruhaf# Ar6a='1i-8711-6c'-- - - - - - -- - - - - --
RunoffVo'IIurmq=0.669'I af
-------------------------I--, -
r----I---I---I----r------I
---I--
V 5
Runoff Delpth>4.28''
3 -FloW-tern-
- th�^5'C5
a 4 �+I I I I I I I I I I I
3
-T-c�2�.Sipfn,-- -- -- - ------------+-- ------------
z 'I
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment 2S: EX DA 2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.00
5.75
0.47
0.00
0.00
6.00
0.50
0.00
0.01
6.25
0.53
0.01
0.01
6.50
0.56
0.01
0.02
6.75
0.59
0.01
0.03
7.00
0.62
0.02
0.03
7.25
0.65
0.02
0.04
7.50
0.68
0.03
0.05
7.75
0.71
0.04
0.05
8.00
0.75
0.05
0.06
8.25
0.78
0.06
0.07
8.50
0.82
0.07
0.08
8.75
0.87
0.08
0.09
9.00
0.91
0.10
0.11
9.25
0.96
0.12
0.13
9.50
1.01
0.14
0.14
9.75
1.07
0.16
0.15
10.00
1.13
0.19
0.17
10.25
1.19
0.22
0.20
10.50
1.27
0.25
0.24
10.75
1.36
0.30
0.29
11.00
1.46
0.36
0.36
11.25
1.59
0.43
0.45
11.50
1.76
0.54
0.61
11.75
2.41
0.99
1.18
12.00
4.12
2.39
5.35
12.25
4.39
2.63
6.99
12.50
4.57
2.79
2.73
12.75
4.70
2.90
1.38
13.00
4.80
3.00
0.91
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
3.08
0.71
13.50
4.97
3.15
0.61
13.75
5.04
3.21
0.53
14.00
5.10
3.27
0.47
14.25
5.16
3.32
0.42
14.50
5.21
3.36
0.39
14.75
5.26
3.41
0.37
15.00
5.31
3.45
0.35
15.25
5.35
3.50
0.33
15.50
5.40
3.54
0.31
15.75
5.44
3.57
0.29
16.00
5.47
3.61
0.27
16.25
5.51
3.64
0.26
16.50
5.54
3.67
0.25
16.75
5.58
3.70
0.24
17.00
5.61
3.73
0.23
17.25
5.64
3.76
0.22
17.50
5.67
3.79
0.22
17.75
5.70
3.81
0.21
18.00
5.73
3.84
0.20
18.25
5.76
3.87
0.20
18.50
5.78
3.89
0.19
18.75
5.81
3.91
0.18
19.00
5.83
3.94
0.18
19.25
5.86
3.96
0.17
19.50
5.88
3.98
0.16
19.75
5.90
4.00
0.16
20.00
5.92
4.02
0.15
20.25
5.94
4.04
0.15
20.50
5.96
4.06
0.14
20.75
5.98
4.07
0.14
21.00
6.00
4.09
0.14
21.25
6.02
4.11
0.14
21.50
6.04
4.13
0.14
21.75
6.06
4.15
0.13
22.00
6.08
4.16
0.13
22.25
6.10
4.18
0.13
22.50
6.11
4.20
0.13
22.75
6.13
4.21
0.13
23.00
6.15
4.23
0.13
23.25
6.17
4.25
0.13
23.50
6.19
4.26
0.13
23.75
6.20
4.28
0.12
24.00
6.22
4.30
0.12

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 3S: EX DA-4
Runoff = 6.98 cfs @ 12.02 hrs, Volume= 0.392 af, Depth> 3.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
1.011
69
Pasture/grassland/range, Fair, HSG B
0.207
79
Woods, Fair, HSG D
0.182
98
Paved parking, HSG B
1.400
74
Weighted Average
1.218
87.00% Pervious Area
0.182
13.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
1.9
140
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
10.6 215 Total
Subcatchment 3S: EX DA-4
Hydrograph
------I--,--t--------I-- 6.
Type ',I1 24,hrl
-2v=Ye�Iar Rainfa11t-6.221IF-
Ruhoff Arch=16400 ac'�
--I- - - I - --
-- -- ------ - - ---- --
Runoff Vo'IIurmq=0.301 of
-Runoff DeI'Ipth>1.36';�- --
_MoW-Len�th^215'
Tc=%6'I rein
- 14=7,4- T T --I- - ---T
---- - - - - ---------- - - -- - -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 49
Hydrograph for Subcatchment 3S: EX DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.00
5.75
0.47
0.00
0.00
6.00
0.50
0.00
0.00
6.25
0.53
0.00
0.00
6.50
0.56
0.00
0.00
6.75
0.59
0.00
0.00
7.00
0.62
0.00
0.00
7.25
0.65
0.00
0.00
7.50
0.68
0.00
0.00
7.75
0.71
0.00
0.00
8.00
0.75
0.00
0.00
8.25
0.78
0.00
0.01
8.50
0.82
0.00
0.01
8.75
0.87
0.01
0.02
9.00
0.91
0.01
0.03
9.25
0.96
0.02
0.03
9.50
1.01
0.03
0.04
9.75
1.07
0.03
0.05
10.00
1.13
0.05
0.06
10.25
1.19
0.06
0.08
10.50
1.27
0.08
0.10
10.75
1.36
0.10
0.13
11.00
1.46
0.13
0.17
11.25
1.59
0.18
0.24
11.50
1.76
0.24
0.35
11.75
2.41
0.56
1.39
12.00
4.12
1.69
6.82
12.25
4.39
1.89
1.73
12.50
4.57
2.03
0.85
12.75
4.70
2.12
0.57
13.00
4.80
2.21
0.48
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
2.28
0.41
13.50
4.97
2.34
0.36
13.75
5.04
2.40
0.32
14.00
5.10
2.44
0.28
14.25
5.16
2.49
0.26
14.50
5.21
2.53
0.25
14.75
5.26
2.57
0.23
15.00
5.31
2.61
0.22
15.25
5.35
2.65
0.21
15.50
5.40
2.68
0.20
15.75
5.44
2.72
0.19
16.00
5.47
2.75
0.17
16.25
5.51
2.78
0.16
16.50
5.54
2.80
0.16
16.75
5.58
2.83
0.16
17.00
5.61
2.86
0.15
17.25
5.64
2.88
0.15
17.50
5.67
2.91
0.14
17.75
5.70
2.93
0.14
18.00
5.73
2.96
0.13
18.25
5.76
2.98
0.13
18.50
5.78
3.00
0.13
18.75
5.81
3.02
0.12
19.00
5.83
3.04
0.12
19.25
5.86
3.06
0.11
19.50
5.88
3.08
0.11
19.75
5.90
3.10
0.10
20.00
5.92
3.12
0.10
20.25
5.94
3.14
0.10
20.50
5.96
3.15
0.09
20.75
5.98
3.17
0.09
21.00
6.00
3.19
0.09
21.25
6.02
3.20
0.09
21.50
6.04
3.22
0.09
21.75
6.06
3.23
0.09
22.00
6.08
3.25
0.09
22.25
6.10
3.27
0.09
22.50
6.11
3.28
0.09
22.75
6.13
3.30
0.09
23.00
6.15
3.31
0.09
23.25
6.17
3.33
0.09
23.50
6.19
3.34
0.08
23.75
6.20
3.36
0.08
24.00
6.22
3.37
0.08

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 5S: Prop DA-1
Runoff = 41.58 cfs @ 11.96 hrs, Volume= 2.163 af, Depth> 4.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
3.675 98 Paved parking, HSG D
1.068 61 >75% Grass cover, Good, HSG B
0.507 80 >75% Grass cover, Good, HSG D
5.250 89 Weighted Average
1.575 30.00% Pervious Area
3.675 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment 5S: Prop DA-1
Hydrograph
--I---I---I--�--1--L--�--1---1---1--J--1--1--1--L--�--1---1--J--1--1--L--�--
46
--r--I---I--+--+--r--r--r--I-----
-- ---
--+--r--r--r--I--+--+--+--r--r--
■Runoff
44
'
---------- --
-
-
-----I-
41.58 cfs
----------- - - ---- ----I--11I--
42
40
--------I----1---
--r-------+--+--r--r--r-----I--+
L-
----------
--
--+--+--r--r--r--I
p �j p
--1--L-------I�\�`4-+��ul�--
38
36
--------------Ir--I
--------I----1--L--
- -I
--------I--
--11---11---11 --
--1--25ZYear
Rajftfa[Cz6 �'�--
34
----------+--+--+--+--------I--+
--+--+�nVf�e�5�--
KK
��- RtJrt6ff-AteA7-5-25Qad
32
--
30
30
------------1--L--L--1------I--�
--+�
�/ t
n +V me�2. -6 Lf
28
_1
N 26
24
- - --L--L--
L--L
---
---- -'I --L--L--L_-noffllDe�#�i11r-
0 22
11LIIL11 --
--+--
--11---11---II--
--
--+----'+--11---11
a 20
--------I--
-----I---
-- ----- ----
18
--------I----1--L--L--------I--
--1--1--L--L--1---1--J--1-=
16
--r--I---I--r--r--r--r--r--I---I--r
--r--t--r--r--r--I--r--r---r--
- r�
14
--1,---1,---1,------1,---1,---1,---1,---1,---1,
------1,---1,---1,---1,---1,------1,---1,---
12
--------I----1--L--L--------I--
--1--1--L--
--1---1--J--1--1--L-- --
10
I I I I
--r-------+--+--r--r--r-----I--+
I
I
I I
I I I
--+--+--r--r--r----+--+--+--r--r--
I I I I I I I I I I I
8
-----1,---1,-- --
--
--
--I,
--1,---1,-- -
I-----1--1--6
--L-t
--I---I---I--!--1--!
--L--I---I----1--4
--r-------+--+--r--r--r-----I--
-
--r--r----+--+--+--r--r--
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 51
Hydrograph for Subcatchment 5S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.02
4.00
0.30
0.00
0.03
4.25
0.32
0.00
0.05
4.50
0.34
0.01
0.06
4.75
0.37
0.01
0.08
5.00
0.39
0.02
0.10
5.25
0.42
0.02
0.12
5.50
0.44
0.03
0.14
5.75
0.47
0.03
0.16
6.00
0.50
0.04
0.18
6.25
0.53
0.05
0.20
6.50
0.56
0.06
0.22
6.75
0.59
0.07
0.24
7.00
0.62
0.08
0.26
7.25
0.65
0.10
0.28
7.50
0.68
0.11
0.30
7.75
0.71
0.13
0.33
8.00
0.75
0.14
0.35
8.25
0.78
0.16
0.39
8.50
0.82
0.18
0.45
8.75
0.87
0.21
0.52
9.00
0.91
0.23
0.58
9.25
0.96
0.26
0.62
9.50
1.01
0.29
0.64
9.75
1.07
0.33
0.72
10.00
1.13
0.37
0.83
10.25
1.19
0.41
0.97
10.50
1.27
0.46
1.13
10.75
1.36
0.53
1.37
11.00
1.46
0.60
1.66
11.25
1.59
0.70
2.18
11.50
1.76
0.83
2.88
11.75
2.41
1.37
13.63
12.00
4.12
2.94
38.72
12.25
4.39
3.19
5.25
12.50
4.57
3.36
3.38
12.75
4.70
3.48
2.47
13.00
4.80
3.58
2.07
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
3.67
1.78
13.50
4.97
3.74
1.56
13.75
5.04
3.81
1.38
14.00
5.10
3.87
1.23
14.25
5.16
3.92
1.13
14.50
5.21
3.97
1.08
14.75
5.26
4.02
1.02
15.00
5.31
4.07
0.97
15.25
5.35
4.11
0.92
15.50
5.40
4.15
0.86
15.75
5.44
4.19
0.81
16.00
5.47
4.23
0.75
16.25
5.51
4.26
0.72
16.50
5.54
4.29
0.70
16.75
5.58
4.33
0.68
17.00
5.61
4.36
0.66
17.25
5.64
4.39
0.64
17.50
5.67
4.42
0.62
17.75
5.70
4.45
0.60
18.00
5.73
4.47
0.58
18.25
5.76
4.50
0.56
18.50
5.78
4.53
0.54
18.75
5.81
4.55
0.52
19.00
5.83
4.57
0.50
19.25
5.86
4.60
0.48
19.50
5.88
4.62
0.46
19.75
5.90
4.64
0.44
20.00
5.92
4.66
0.42
20.25
5.94
4.68
0.41
20.50
5.96
4.70
0.41
20.75
5.98
4.72
0.40
21.00
6.00
4.74
0.40
21.25
6.02
4.75
0.40
21.50
6.04
4.77
0.39
21.75
6.06
4.79
0.39
22.00
6.08
4.81
0.38
22.25
6.10
4.83
0.38
22.50
6.11
4.85
0.38
22.75
6.13
4.86
0.37
23.00
6.15
4.88
0.37
23.25
6.17
4.90
0.36
23.50
6.19
4.92
0.36
23.75
6.20
4.93
0.36
24.00
6.22
4.95
0.35

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 7S: Prop DA-2
Runoff = 28.02 cfs @ 11.96 hrs, Volume= 1.457 af, Depth> 4.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
2.494
98
Paved parking, HSG D
0.367
80
>75% Grass cover, Good, HSG D
0.676
61
>75% Grass cover, Good, HSG B
3.537
89
Weighted Average
1.043
29.49% Pervious Area
2.494
70.51 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
H 1
1
3
0 1
LL
Subcatchment 7S: Prop DA-2
Hydrograph
__�--I---I---I-- �__ �__� __� __ ■Runoff
02 CfS--+--r--r--1---1-- ----+--r--r--
-I�-N''12 -h''I� -
-- 2v-Y-ear Rlaifafh6.22"--
IlRwnbffl Awed=3.537 ai:
r �Runbff AeO=3.537ai:
--iR-qnq f;LV-plgme=1:457-Elf -
-- ----Runaff��1De-Pth>4.9414-
1�c,6.0tnih
T--7--T--T--T--1---I--T--T--T-_'T�_}/_�(yrM�_
J __1__1__L__L__1___1__J__1_ PINS VV
I I
7 7 - - T - - T - - 7 - -I- - -I- 7 - - 7 - - T - - T - - r - -
J - - J - - 1 - - L - - L - _1_ - _I_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 53
Hydrograph for Subcatchment 7S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.01
4.00
0.30
0.00
0.02
4.25
0.32
0.00
0.03
4.50
0.34
0.01
0.04
4.75
0.37
0.01
0.05
5.00
0.39
0.02
0.07
5.25
0.42
0.02
0.08
5.50
0.44
0.03
0.09
5.75
0.47
0.03
0.10
6.00
0.50
0.04
0.12
6.25
0.53
0.05
0.13
6.50
0.56
0.06
0.15
6.75
0.59
0.07
0.16
7.00
0.62
0.08
0.17
7.25
0.65
0.10
0.19
7.50
0.68
0.11
0.20
7.75
0.71
0.13
0.22
8.00
0.75
0.14
0.23
8.25
0.78
0.16
0.26
8.50
0.82
0.18
0.30
8.75
0.87
0.21
0.35
9.00
0.91
0.23
0.39
9.25
0.96
0.26
0.42
9.50
1.01
0.29
0.43
9.75
1.07
0.33
0.48
10.00
1.13
0.37
0.56
10.25
1.19
0.41
0.65
10.50
1.27
0.46
0.76
10.75
1.36
0.53
0.92
11.00
1.46
0.60
1.12
11.25
1.59
0.70
1.47
11.50
1.76
0.83
1.94
11.75
2.41
1.37
9.18
12.00
4.12
2.94
26.09
12.25
4.39
3.19
3.54
12.50
4.57
3.36
2.28
12.75
4.70
3.48
1.67
13.00
4.80
3.58
1.39
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
3.67
1.20
13.50
4.97
3.74
1.05
13.75
5.04
3.81
0.93
14.00
5.10
3.87
0.83
14.25
5.16
3.92
0.76
14.50
5.21
3.97
0.73
14.75
5.26
4.02
0.69
15.00
5.31
4.07
0.65
15.25
5.35
4.11
0.62
15.50
5.40
4.15
0.58
15.75
5.44
4.19
0.54
16.00
5.47
4.23
0.51
16.25
5.51
4.26
0.48
16.50
5.54
4.29
0.47
16.75
5.58
4.33
0.46
17.00
5.61
4.36
0.44
17.25
5.64
4.39
0.43
17.50
5.67
4.42
0.42
17.75
5.70
4.45
0.40
18.00
5.73
4.47
0.39
18.25
5.76
4.50
0.38
18.50
5.78
4.53
0.36
18.75
5.81
4.55
0.35
19.00
5.83
4.57
0.34
19.25
5.86
4.60
0.32
19.50
5.88
4.62
0.31
19.75
5.90
4.64
0.30
20.00
5.92
4.66
0.28
20.25
5.94
4.68
0.28
20.50
5.96
4.70
0.27
20.75
5.98
4.72
0.27
21.00
6.00
4.74
0.27
21.25
6.02
4.75
0.27
21.50
6.04
4.77
0.26
21.75
6.06
4.79
0.26
22.00
6.08
4.81
0.26
22.25
6.10
4.83
0.26
22.50
6.11
4.85
0.25
22.75
6.13
4.86
0.25
23.00
6.15
4.88
0.25
23.25
6.17
4.90
0.25
23.50
6.19
4.92
0.24
23.75
6.20
4.93
0.24
24.00
6.22
4.95
0.24

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 9S: Prop DA-3
Runoff = 6.16 cfs @ 11.97 hrs, Volume= 0.300 af, Depth> 3.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
0.404
98 Paved parking, HSG B
0.606
61 >75% Grass cover, Good, HSG B
1.010
76 Weighted Average
0.606
60.00% Pervious Area
0.404
40.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL
Subcatchment 9S: Prop DA-3
Hydrograph
6.1
I I ■Runoff
6 cfs
--�--�---�---�-- ITyjp� 11�,2�-h�r-
25-T�Yoar R'ainfaill�6.221'
--------I---I----- I -- I---,---------,
--
Runbff Awea=1.010 at
- - �,Rgnpff'VQl q me=0.-$00 -clf-
Runoff 'Depth>3.'57"
CAN=76
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 55
Hydrograph for Subcatchment 9S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.00
5.75
0.47
0.00
0.00
6.00
0.50
0.00
0.00
6.25
0.53
0.00
0.00
6.50
0.56
0.00
0.00
6.75
0.59
0.00
0.00
7.00
0.62
0.00
0.00
7.25
0.65
0.00
0.00
7.50
0.68
0.00
0.00
7.75
0.71
0.00
0.01
8.00
0.75
0.00
0.01
8.25
0.78
0.01
0.01
8.50
0.82
0.01
0.02
8.75
0.87
0.02
0.02
9.00
0.91
0.02
0.03
9.25
0.96
0.03
0.04
9.50
1.01
0.04
0.04
9.75
1.07
0.05
0.05
10.00
1.13
0.07
0.06
10.25
1.19
0.08
0.07
10.50
1.27
0.11
0.09
10.75
1.36
0.14
0.12
11.00
1.46
0.17
0.16
11.25
1.59
0.22
0.22
11.50
1.76
0.30
0.31
11.75
2.41
0.64
1.67
12.00
4.12
1.83
5.86
12.25
4.39
2.04
0.84
12.50
4.57
2.19
0.55
12.75
4.70
2.29
0.40
13.00
4.80
2.37
0.34
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
2.45
0.29
13.50
4.97
2.51
0.26
13.75
5.04
2.57
0.23
14.00
5.10
2.62
0.20
14.25
5.16
2.67
0.19
14.50
5.21
2.71
0.18
14.75
5.26
2.75
0.17
15.00
5.31
2.79
0.16
15.25
5.35
2.83
0.15
15.50
5.40
2.87
0.14
15.75
5.44
2.90
0.14
16.00
5.47
2.93
0.13
16.25
5.51
2.96
0.12
16.50
5.54
2.99
0.12
16.75
5.58
3.02
0.11
17.00
5.61
3.05
0.11
17.25
5.64
3.07
0.11
17.50
5.67
3.10
0.11
17.75
5.70
3.12
0.10
18.00
5.73
3.15
0.10
18.25
5.76
3.17
0.10
18.50
5.78
3.19
0.09
18.75
5.81
3.22
0.09
19.00
5.83
3.24
0.09
19.25
5.86
3.26
0.08
19.50
5.88
3.28
0.08
19.75
5.90
3.29
0.08
20.00
5.92
3.31
0.07
20.25
5.94
3.33
0.07
20.50
5.96
3.35
0.07
20.75
5.98
3.36
0.07
21.00
6.00
3.38
0.07
21.25
6.02
3.40
0.07
21.50
6.04
3.41
0.07
21.75
6.06
3.43
0.07
22.00
6.08
3.45
0.07
22.25
6.10
3.46
0.07
22.50
6.11
3.48
0.06
22.75
6.13
3.49
0.06
23.00
6.15
3.51
0.06
23.25
6.17
3.53
0.06
23.50
6.19
3.54
0.06
23.75
6.20
3.56
0.06
24.00
6.22
3.57
0.06

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 11S: EX DA-3
Runoff = 5.61 cfs @ 12.11 hrs, Volume= 0.414 af, Depth> 4.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
0.501
98 Paved parking, HSG D
0.719
69 50-75% Grass cover, Fair, HSG B
1.220
81 Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
19.2 375 Total
Subcatchment 11S: EX DA-3
Hydrograph
5.61
Type ''III �4�hrl
- - 7 - - T I -
25-Velar Rainfalll=;6.22"
Ruhoff Arpsa=1 �220 ac'
--r-------r--r--r--r--Iac- --r
Flu po f f Vo''II u rmq=0.4''114''I of
_Runaf# DeiptK>4 07','--.--4�
ploW Length,^375'
4N=81'I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 57
Hydrograph for Subcatchment 11S: EX DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.00
5.75
0.47
0.00
0.00
6.00
0.50
0.00
0.00
6.25
0.53
0.00
0.00
6.50
0.56
0.00
0.01
6.75
0.59
0.01
0.01
7.00
0.62
0.01
0.01
7.25
0.65
0.01
0.02
7.50
0.68
0.02
0.02
7.75
0.71
0.02
0.02
8.00
0.75
0.03
0.03
8.25
0.78
0.04
0.03
8.50
0.82
0.05
0.04
8.75
0.87
0.06
0.05
9.00
0.91
0.07
0.06
9.25
0.96
0.09
0.07
9.50
1.01
0.10
0.08
9.75
1.07
0.12
0.08
10.00
1.13
0.14
0.10
10.25
1.19
0.17
0.12
10.50
1.27
0.20
0.14
10.75
1.36
0.24
0.17
11.00
1.46
0.30
0.22
11.25
1.59
0.36
0.28
11.50
1.76
0.46
0.38
11.75
2.41
0.88
0.84
12.00
4.12
2.23
4.08
12.25
4.39
2.46
3.86
12.50
4.57
2.61
1.39
12.75
4.70
2.72
0.74
13.00
4.80
2.81
0.52
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
2.89
0.43
13.50
4.97
2.96
0.37
13.75
5.04
3.02
0.33
14.00
5.10
3.07
0.29
14.25
5.16
3.12
0.26
14.50
5.21
3.17
0.24
14.75
5.26
3.22
0.23
15.00
5.31
3.26
0.22
15.25
5.35
3.30
0.21
15.50
5.40
3.34
0.20
15.75
5.44
3.37
0.18
16.00
5.47
3.41
0.17
16.25
5.51
3.44
0.16
16.50
5.54
3.47
0.16
16.75
5.58
3.50
0.15
17.00
5.61
3.53
0.15
17.25
5.64
3.56
0.14
17.50
5.67
3.58
0.14
17.75
5.70
3.61
0.13
18.00
5.73
3.64
0.13
18.25
5.76
3.66
0.13
18.50
5.78
3.69
0.12
18.75
5.81
3.71
0.12
19.00
5.83
3.73
0.11
19.25
5.86
3.75
0.11
19.50
5.88
3.77
0.10
19.75
5.90
3.79
0.10
20.00
5.92
3.81
0.10
20.25
5.94
3.83
0.09
20.50
5.96
3.85
0.09
20.75
5.98
3.87
0.09
21.00
6.00
3.88
0.09
21.25
6.02
3.90
0.09
21.50
6.04
3.92
0.09
21.75
6.06
3.94
0.09
22.00
6.08
3.95
0.08
22.25
6.10
3.97
0.08
22.50
6.11
3.99
0.08
22.75
6.13
4.00
0.08
23.00
6.15
4.02
0.08
23.25
6.17
4.04
0.08
23.50
6.19
4.05
0.08
23.75
6.20
4.07
0.08
24.00
6.22
4.08
0.08

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 12S: Prop DA-4
Runoff = 4.45 cfs @ 11.97 hrs, Volume= 0.225 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.22"
Area (ac) CN Description
0.397
98 Paved parking, HSG D
0.203
61 >75% Grass cover, Good, HSG B
0.600
85 Weighted Average
0.203
33.83% Pervious Area
0.397
66.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL
Subcatchment 12S: Prop DA-4
Hydrograph
I I ❑Runoff
5 cfs
-- I'Type I(24-hr-
257Ynar R'ainfaill:;6.221'
Runbff Awea=0.600 at
Ln9ff'1�-9 me C1
RuOff'Dept' h>4.'51"
PN=85
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 59
Hydrograph for Subcatchment 12S: Prop DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.03
0.00
0.00
0.75
0.05
0.00
0.00
1.00
0.07
0.00
0.00
1.25
0.08
0.00
0.00
1.50
0.10
0.00
0.00
1.75
0.12
0.00
0.00
2.00
0.14
0.00
0.00
2.25
0.16
0.00
0.00
2.50
0.17
0.00
0.00
2.75
0.19
0.00
0.00
3.00
0.21
0.00
0.00
3.25
0.23
0.00
0.00
3.50
0.26
0.00
0.00
3.75
0.28
0.00
0.00
4.00
0.30
0.00
0.00
4.25
0.32
0.00
0.00
4.50
0.34
0.00
0.00
4.75
0.37
0.00
0.00
5.00
0.39
0.00
0.00
5.25
0.42
0.00
0.00
5.50
0.44
0.00
0.01
5.75
0.47
0.01
0.01
6.00
0.50
0.01
0.01
6.25
0.53
0.02
0.01
6.50
0.56
0.02
0.01
6.75
0.59
0.03
0.02
7.00
0.62
0.03
0.02
7.25
0.65
0.04
0.02
7.50
0.68
0.05
0.02
7.75
0.71
0.06
0.02
8.00
0.75
0.07
0.03
8.25
0.78
0.08
0.03
8.50
0.82
0.10
0.04
8.75
0.87
0.12
0.04
9.00
0.91
0.14
0.05
9.25
0.96
0.16
0.05
9.50
1.01
0.18
0.06
9.75
1.07
0.21
0.06
10.00
1.13
0.24
0.07
10.25
1.19
0.27
0.09
10.50
1.27
0.31
0.10
10.75
1.36
0.36
0.13
11.00
1.46
0.43
0.16
11.25
1.59
0.51
0.21
11.50
1.76
0.62
0.28
11.75
2.41
1.10
1.39
12.00
4.12
2.57
4.17
12.25
4.39
2.81
0.57
12.50
4.57
2.97
0.37
12.75
4.70
3.09
0.27
13.00
4.80
3.19
0.23
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
4.89
3.27
0.20
13.50
4.97
3.34
0.17
13.75
5.04
3.40
0.15
14.00
5.10
3.46
0.14
14.25
5.16
3.51
0.13
14.50
5.21
3.56
0.12
14.75
5.26
3.61
0.11
15.00
5.31
3.65
0.11
15.25
5.35
3.70
0.10
15.50
5.40
3.74
0.10
15.75
5.44
3.77
0.09
16.00
5.47
3.81
0.08
16.25
5.51
3.84
0.08
16.50
5.54
3.87
0.08
16.75
5.58
3.90
0.08
17.00
5.61
3.93
0.07
17.25
5.64
3.96
0.07
17.50
5.67
3.99
0.07
17.75
5.70
4.02
0.07
18.00
5.73
4.05
0.06
18.25
5.76
4.07
0.06
18.50
5.78
4.10
0.06
18.75
5.81
4.12
0.06
19.00
5.83
4.15
0.06
19.25
5.86
4.17
0.05
19.50
5.88
4.19
0.05
19.75
5.90
4.21
0.05
20.00
5.92
4.23
0.05
20.25
5.94
4.25
0.05
20.50
5.96
4.27
0.05
20.75
5.98
4.28
0.04
21.00
6.00
4.30
0.04
21.25
6.02
4.32
0.04
21.50
6.04
4.34
0.04
21.75
6.06
4.36
0.04
22.00
6.08
4.38
0.04
22.25
6.10
4.39
0.04
22.50
6.11
4.41
0.04
22.75
6.13
4.43
0.04
23.00
6.15
4.44
0.04
23.25
6.17
4.46
0.04
23.50
6.19
4.48
0.04
23.75
6.20
4.49
0.04
24.00
6.22
4.51
0.04

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 60
Summary for Pond 6P: Wet Pond 1
[81] Warning: Exceeded Pond 8P by 1.09' @ 12.05 hrs
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 4.76" for 25-Year event
Inflow =
46.81 cfs @
11.97 hrs,
Volume=
3.487 of
Outflow =
25.80 cfs @
12.07 hrs,
Volume=
3.293 af, Atten= 45%, Lag= 6.2 min
Primary =
25.80 cfs @
12.07 hrs,
Volume=
3.293 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 662.34' @ 12.07 hrs Surf.Area= 12,780 sf Storage= 35,127 cf
Plug -Flow detention time= 66.0 min calculated for 3.293 of (94% of inflow)
Center -of -Mass det. time= 35.4 min ( 849.4 - 814.0 )
Volume
Invert Avail.Storage Storage
Description
#1
659.00'
58,293 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
659.00
8,330
0
0
660.00
9,595
8,963
8,963
661.00
10,920
10,258
19,220
662.00
12,300
11,610
30,830
663.00
13,700
13,000
43,830
664.00
15,225
14,463
58,293
Device Ro
Invert Outlet Devices
#1
Primary
659.00'
24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2
Device 1
659.00'
2.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
659.75'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
661.50'
20.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5
Secondary
662.50'
40.0' 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=25.57 cfs @ 12.07 hrs HW=662.32' (Free Discharge)
L1=RCP_Round 24" (Barrel Controls 25.57 cfs @ 8.14 fps)
12=Orifice/Grate (Passes < 0.19 cfs potential flow)
3=Orifice/Grate (Passes < 13.82 cfs potential flow)
4=Sharp-Crested Rectangular Weir (Passes < 48.23 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 61
46.81
• 81BTaq
•
Y •
• •
i•
�I
///////////////////////////////////////////////////////%
664
663
660
659
0
Pond 6P: Wet Pond 1
Stage -Discharge
20 40 60 80 100 120 140 160 180 200 220
Discharge (cfs)
Lry
■ Total
■ Primary
■ Secondary

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 62
Pond 6P: Wet Pond 1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
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 14,000 15,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 63
Hydrograph for Pond 6P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.00
0
659.00
0.00
0.00
0.00
3.50
0.00
0
659.00
0.00
0.00
0.00
4.00
0.03
28
659.00
0.00
0.00
0.00
4.50
0.06
110
659.01
0.00
0.00
0.00
5.00
0.10
251
659.03
0.00
0.00
0.00
5.50
0.14
455
659.05
0.01
0.01
0.00
6.00
0.18
720
659.09
0.01
0.01
0.00
6.50
0.22
1,046
659.12
0.02
0.02
0.00
7.00
0.26
1,433
659.17
0.03
0.03
0.00
7.50
0.31
1,886
659.22
0.04
0.04
0.00
8.00
0.36
2,413
659.28
0.05
0.05
0.00
8.50
0.48
3,065
659.36
0.06
0.06
0.00
9.00
0.63
3,945
659.46
0.06
0.06
0.00
9.50
0.72
5,042
659.58
0.07
0.07
0.00
10.00
0.94
6,368
659.72
0.08
0.08
0.00
10.50
1.33
7,992
659.90
0.46
0.46
0.00
11.00
1.98
9,478
660.05
1.18
1.18
0.00
11.50
3.49
11,251
660.23
2.28
2.28
0.00
12.00
44.88
32,446
662.13
23.82
23.82
0.00
12.50
9.25
25,198
661.53
11.42
11.42
0.00
13.00
5.90
20,276
661.10
8.87
8.87
0.00
13.50
4.16
15,820
660.68
5.92
5.92
0.00
14.00
3.11
13,576
660.47
4.01
4.01
0.00
14.50
2.52
12,322
660.34
3.04
3.04
0.00
15.00
2.14
11,553
660.27
2.49
2.49
0.00
15.50
1.84
10,999
660.21
2.11
2.11
0.00
16.00
1.59
10,551
660.16
1.82
1.82
0.00
16.50
1.43
10,194
660.13
1.60
1.60
0.00
17.00
1.31
9,934
660.10
1.44
1.44
0.00
17.50
1.21
9,724
660.08
1.32
1.32
0.00
18.00
1.12
9,545
660.06
1.22
1.22
0.00
18.50
1.04
9,385
660.04
1.13
1.13
0.00
19.00
0.97
9,235
660.03
1.05
1.05
0.00
19.50
0.89
9,090
660.01
0.97
0.97
0.00
20.00
0.82
8,952
660.00
0.90
0.90
0.00
20.50
0.78
8,830
659.99
0.84
0.84
0.00
21.00
0.75
8,740
659.98
0.80
0.80
0.00
21.50
0.73
8,669
659.97
0.76
0.76
0.00
22.00
0.70
8,612
659.96
0.73
0.73
0.00
22.50
0.68
8,562
659.96
0.71
0.71
0.00
23.00
0.66
8,518
659.95
0.69
0.69
0.00
23.50
0.65
8,477
659.95
0.67
0.67
0.00
24.00
0.63
8,438
659.95
0.65
0.65
0.00

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 64
Stage -Discharge for Pond 6P: Wet Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.01
0.01
0.00
659.15
0.03
0.03
0.00
659.20
0.04
0.04
0.00
659.25
0.04
0.04
0.00
659.30
0.05
0.05
0.00
659.35
0.05
0.05
0.00
659.40
0.06
0.06
0.00
659.45
0.06
0.06
0.00
659.50
0.07
0.07
0.00
659.55
0.07
0.07
0.00
659.60
0.08
0.08
0.00
659.65
0.08
0.08
0.00
659.70
0.08
0.08
0.00
659.75
0.09
0.09
0.00
659.80
0.16
0.16
0.00
659.85
0.29
0.29
0.00
659.90
0.47
0.47
0.00
659.95
0.67
0.67
0.00
660.00
0.90
0.90
0.00
660.05
1.16
1.16
0.00
660.10
1.44
1.44
0.00
660.15
1.73
1.73
0.00
660.20
2.05
2.05
0.00
660.25
2.38
2.38
0.00
660.30
2.73
2.73
0.00
660.35
3.10
3.10
0.00
660.40
3.48
3.48
0.00
660.45
3.88
3.88
0.00
660.50
4.29
4.29
0.00
660.55
4.72
4.72
0.00
660.60
5.16
5.16
0.00
660.65
5.61
5.61
0.00
660.70
6.08
6.08
0.00
660.75
6.56
6.56
0.00
660.80
6.97
6.97
0.00
660.85
7.34
7.34
0.00
660.90
7.69
7.69
0.00
660.95
8.01
8.01
0.00
661.00
8.32
8.32
0.00
661.05
8.61
8.61
0.00
661.10
8.89
8.89
0.00
661.15
9.16
9.16
0.00
661.20
9.42
9.42
0.00
661.25
9.68
9.68
0.00
661.30
9.93
9.93
0.00
661.35
10.17
10.17
0.00
661.40
10.40
10.40
0.00
661.45
10.63
10.63
0.00
661.50
10.86
10.86
0.00
661.55
11.81
11.81
0.00
661.60
13.36
13.36
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
15.30
15.30
0.00
661.70
17.55
17.55
0.00
661.75
19.80
19.80
0.00
661.80
20.37
20.37
0.00
661.85
20.93
20.93
0.00
661.90
21.47
21.47
0.00
661.95
22.00
22.00
0.00
662.00
22.52
22.52
0.00
662.05
23.03
23.03
0.00
662.10
23.52
23.52
0.00
662.15
24.01
24.01
0.00
662.20
24.48
24.48
0.00
662.25
24.95
24.95
0.00
662.30
25.41
25.41
0.00
662.35
25.86
25.86
0.00
662.40
26.30
26.30
0.00
662.45
26.73
26.73
0.00
662.50
27.16
27.16
0.00
662.55
28.70
27.58
1.11
662.60
31.15
28.00
3.15
662.65
34.19
28.41
5.79
662.70
37.72
28.81
8.91
662.75
41.74
29.21
12.54
662.80
46.19
29.60
16.60
662.85
51.04
29.99
21.06
662.90
56.27
30.37
25.91
662.95
62.08
30.74
31.33
663.00
68.31
31.12
37.19
663.05
74.97
31.49
43.48
663.10
82.04
31.85
50.19
663.15
88.75
32.21
56.54
663.20
95.70
32.57
63.13
663.25
102.87
32.92
69.95
663.30
110.26
33.27
76.99
663.35
117.85
33.61
84.24
663.40
125.65
33.95
91.70
663.45
133.64
34.29
99.35
663.50
141.82
34.62
107.20
663.55
150.40
34.96
115.45
663.60
159.19
35.28
123.91
663.65
168.18
35.61
132.57
663.70
177.38
35.93
141.44
663.75
186.35
36.25
150.10
663.80
195.46
36.57
158.89
663.85
204.72
36.88
167.84
663.90
214.11
37.19
176.91
663.95
223.45
37.50
185.95
664.00
232.91
37.81
195.10

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 65
Stage -Area -Storage for Pond 6P: Wet Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
8,330
0
659.05
8,393
418
659.10
8,457
839
659.15
8,520
1,264
659.20
8,583
1,691
659.25
8,646
2,122
659.30
8,709
2,556
659.35
8,773
2,993
659.40
8,836
3,433
659.45
8,899
3,877
659.50
8,963
4,323
659.55
9,026
4,773
659.60
9,089
5,226
659.65
9,152
5,682
659.70
9,216
6,141
659.75
9,279
6,603
659.80
9,342
7,069
659.85
9,405
7,537
659.90
9,468
8,009
659.95
9,532
8,484
660.00
9,595
8,963
660.05
9,661
9,444
660.10
9,728
9,929
660.15
9,794
10,417
660.20
9,860
10,908
660.25
9,926
11,403
660.30
9,992
11,901
660.35
10,059
12,402
660.40
10,125
12,906
660.45
10,191
13,414
660.50
10,258
13,926
660.55
10,324
14,440
660.60
10,390
14,958
660.65
10,456
15,479
660.70
10,523
16,004
660.75
10,589
16,531
660.80
10,655
17,062
660.85
10,721
17,597
660.90
10,787
18,135
660.95
10,854
18,676
661.00
10,920
19,220
661.05
10,989
19,768
661.10
11,058
20,319
661.15
11,127
20,874
661.20
11,196
21,432
661.25
11,265
21,993
661.30
11,334
22,558
661.35
11,403
23,127
661.40
11,472
23,698
661.45
11,541
24,274
661.50
11,610
24,853
661.55
11,679
25,435
661.60
11,748
26,020
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
11,817
26,610
661.70
11,886
27,202
661.75
11,955
27,798
661.80
12,024
28,398
661.85
12,093
29,001
661.90
12,162
29,607
661.95
12,231
30,217
662.00
12,300
30,830
662.05
12,370
31,447
662.10
12,440
32,067
662.15
12,510
32,691
662.20
12,580
33,318
662.25
12,650
33,949
662.30
12,720
34,583
662.35
12,790
35,221
662.40
12,860
35,862
662.45
12,930
36,507
662.50
13,000
37,155
662.55
13,070
37,807
662.60
13,140
38,462
662.65
13,210
39,121
662.70
13,280
39,783
662.75
13,350
40,449
662.80
13,420
41,118
662.85
13,490
41,791
662.90
13,560
42,467
662.95
13,630
43,147
663.00
13,700
43,830
663.05
13,776
44,517
663.10
13,853
45,208
663.15
13,929
45,902
663.20
14,005
46,601
663.25
14,081
47,303
663.30
14,157
48,009
663.35
14,234
48,718
663.40
14,310
49,432
663.45
14,386
50,149
663.50
14,463
50,871
663.55
14,539
51,596
663.60
14,615
52,325
663.65
14,691
53,057
663.70
14,768
53,794
663.75
14,844
54,534
663.80
14,920
55,278
663.85
14,996
56,026
663.90
15,072
56,778
663.95
15,149
57,533
664.00
15,225
58,293

NM 82110 - Acra Heights Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 66
Summary for Pond 8P: Wet Pond 2
Inflow Area = 3.537 ac, 70.51 % Impervious, Inflow Depth > 4.94" for 25-Year event
Inflow = 28.02 cfs @ 11.96 hrs, Volume= 1.457 of
Outflow = 7.29 cfs @ 12.12 hrs, Volume= 1.324 af, Atten= 74%, Lag= 9.4 min
Primary = 7.29 cfs @ 12.12 hrs, Volume= 1.324 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 661.30' @ 12.12 hrs Surf.Area= 14,253 sf Storage= 29,224 cf
Plug -Flow detention time= 128.4 min calculated for 1.321 of (91 % of inflow)
Center -of -Mass det. time= 81.3 min ( 864.5 - 783.1 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 72,948 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
659.00 11,241 0 0
660.00 12,512 11,877 11,877
661.00 13,839 13,176 25,052
662.00 15,232 14,536 39,588
663.00 16,664 15,948 55,536
664.00 18,161 17,413 72,948
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 660.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 663.50' 30.0' 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=7.25 cfs @ 12.12 hrs HW=661.29' (Free Discharge)
L1=RCP_Round 24" (Barrel Controls 7.25 cfs @ 2.53 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' (Free Discharge)
L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 67
30
28
26
24
22
20
H 18
'U 16
° 14
LL
12
10
8
6
4
0.00 Cfs
Pond 8P: Wet Pond 2
Hydrograph
-J--L-J--L--1--1--1--1--'--
--'-- --L- --L_1--L--1--L----1----1--
28 02 CfS
■ Inflow
Ouff low
----------------------,--
-�En
11 ftfiOW, -IKrGAT3:�7-1ia--
■Primary
■ Secondary
- --T-
-y--r-y--t----T----t----�--II
--T----T----
---- -- ---TPO_A-r-le-=061--30rt'--
--Ir - I t2%
-J--L-J--L--1--1--1--1--1--
- 7 -
- Y
- 7 - - Y - -
- - t - -
ee}}A /+
--' --L- -- -1--
- - I - - - - I - -I - - r - I - - r - 7 - - Y - - - - Y - - - - t - - - - I
-J--1-J--L--1--1--1--1--1--1--'
--I, --
- T-
I
- T
I _ T --I,--
- T-- T----T
--I,
----_T
--L-1--L-1--L--1--L--1--1--1--1--
7.29 Cfs
-- --,-- --,-
F -T --T---T----T----T----T--
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 8P: Wet Pond 2
Stage -Discharge
■ Total
■ Primary
■ Secondary
0 5 10 15 20 25 30 35 40
Discharge (cfs)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 68
Pond 8P: Wet Pond 2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000
Storage (cubic -feet)
18,000 Surface
❑ Storage

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 69
Hydrograph for Pond 8P: Wet Pond 2
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.00
0
659.00
0.00
0.00
0.00
3.50
0.00
0
659.00
0.00
0.00
0.00
4.00
0.02
19
659.00
0.00
0.00
0.00
4.50
0.04
75
659.01
0.00
0.00
0.00
5.00
0.07
172
659.02
0.00
0.00
0.00
5.50
0.09
312
659.03
0.00
0.00
0.00
6.00
0.12
500
659.04
0.00
0.00
0.00
6.50
0.15
736
659.07
0.00
0.00
0.00
7.00
0.17
1,020
659.09
0.00
0.00
0.00
7.50
0.20
1,352
659.12
0.01
0.01
0.00
8.00
0.23
1,729
659.15
0.01
0.01
0.00
8.50
0.30
2,175
659.19
0.02
0.02
0.00
9.00
0.39
2,743
659.24
0.04
0.04
0.00
9.50
0.43
3,393
659.30
0.07
0.07
0.00
10.00
0.56
4,100
659.36
0.12
0.12
0.00
10.50
0.76
5,005
659.43
0.19
0.19
0.00
11.00
1.12
6,221
659.54
0.33
0.33
0.00
11.50
1.94
8,092
659.69
0.61
0.61
0.00
12.00
26.09
25,597
661.04
6.15
6.15
0.00
12.50
2.28
24,800
660.98
5.87
5.87
0.00
13.00
1.39
19,251
660.57
3.84
3.84
0.00
13.50
1.05
15,727
660.30
2.60
2.60
0.00
14.00
0.83
13,427
660.12
1.88
1.88
0.00
14.50
0.73
11,852
660.00
1.44
1.44
0.00
15.00
0.65
10,767
659.91
1.17
1.17
0.00
15.50
0.58
9,955
659.85
0.98
0.98
0.00
16.00
0.51
9,301
659.79
0.84
0.84
0.00
16.50
0.47
8,764
659.75
0.73
0.73
0.00
17.00
0.44
8,342
659.71
0.65
0.65
0.00
17.50
0.42
7,998
659.68
0.59
0.59
0.00
18.00
0.39
7,705
659.66
0.54
0.54
0.00
18.50
0.36
7,446
659.64
0.50
0.50
0.00
19.00
0.34
7,209
659.62
0.46
0.46
0.00
19.50
0.31
6,987
659.60
0.43
0.43
0.00
20.00
0.28
6,775
659.58
0.40
0.40
0.00
20.50
0.27
6,579
659.57
0.37
0.37
0.00
21.00
0.27
6,417
659.55
0.35
0.35
0.00
21.50
0.26
6,282
659.54
0.33
0.33
0.00
22.00
0.26
6,164
659.53
0.32
0.32
0.00
22.50
0.25
6,062
659.52
0.31
0.31
0.00
23.00
0.25
5,971
659.52
0.30
0.30
0.00
23.50
0.24
5,890
659.51
0.29
0.29
0.00
24.00
0.24
5,816
659.50
0.28
0.28
0.00

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 70
Stage -Discharge for Pond 8P: Wet Pond 2
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.00
0.00
0.00
659.15
0.01
0.01
0.00
659.20
0.03
0.03
0.00
659.25
0.05
0.05
0.00
659.30
0.07
0.07
0.00
659.35
0.11
0.11
0.00
659.40
0.16
0.16
0.00
659.45
0.21
0.21
0.00
659.50
0.27
0.27
0.00
659.55
0.35
0.35
0.00
659.60
0.43
0.43
0.00
659.65
0.52
0.52
0.00
659.70
0.62
0.62
0.00
659.75
0.74
0.74
0.00
659.80
0.86
0.86
0.00
659.85
0.99
0.99
0.00
659.90
1.13
1.13
0.00
659.95
1.28
1.28
0.00
660.00
1.45
1.45
0.00
660.05
1.62
1.62
0.00
660.10
1.79
1.79
0.00
660.15
1.98
1.98
0.00
660.20
2.18
2.18
0.00
660.25
2.38
2.38
0.00
660.30
2.59
2.59
0.00
660.35
2.81
2.81
0.00
660.40
3.03
3.03
0.00
660.45
3.26
3.26
0.00
660.50
3.49
3.49
0.00
660.55
3.73
3.73
0.00
660.60
3.97
3.97
0.00
660.65
4.22
4.22
0.00
660.70
4.47
4.47
0.00
660.75
4.72
4.72
0.00
660.80
4.97
4.97
0.00
660.85
5.22
5.22
0.00
660.90
5.47
5.47
0.00
660.95
5.72
5.72
0.00
661.00
5.96
5.96
0.00
661.05
6.20
6.20
0.00
661.10
6.44
6.44
0.00
661.15
6.67
6.67
0.00
661.20
6.89
6.89
0.00
661.25
7.10
7.10
0.00
661.30
7.30
7.30
0.00
661.35
7.48
7.48
0.00
661.40
7.65
7.65
0.00
661.45
7.79
7.79
0.00
661.50
7.91
7.91
0.00
661.55
7.99
7.99
0.00
661.60
8.01
8.01
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
7.92
7.92
0.00
661.70
7.92
7.92
0.00
661.75
8.20
8.20
0.00
661.80
8.47
8.47
0.00
661.85
8.73
8.73
0.00
661.90
8.98
8.98
0.00
661.95
9.23
9.23
0.00
662.00
9.47
9.47
0.00
662.05
9.70
9.70
0.00
662.10
9.93
9.93
0.00
662.15
10.15
10.15
0.00
662.20
10.37
10.37
0.00
662.25
10.59
10.59
0.00
662.30
10.80
10.80
0.00
662.35
11.00
11.00
0.00
662.40
11.20
11.20
0.00
662.45
11.40
11.40
0.00
662.50
11.60
11.60
0.00
662.55
11.79
11.79
0.00
662.60
11.98
11.98
0.00
662.65
12.16
12.16
0.00
662.70
12.35
12.35
0.00
662.75
12.53
12.53
0.00
662.80
12.70
12.70
0.00
662.85
12.88
12.88
0.00
662.90
13.05
13.05
0.00
662.95
13.22
13.22
0.00
663.00
13.39
13.39
0.00
663.05
13.56
13.56
0.00
663.10
13.72
13.72
0.00
663.15
13.88
13.88
0.00
663.20
14.04
14.04
0.00
663.25
14.20
14.20
0.00
663.30
14.36
14.36
0.00
663.35
14.52
14.52
0.00
663.40
14.67
14.67
0.00
663.45
14.82
14.82
0.00
663.50
14.97
14.97
0.00
663.55
15.96
15.12
0.84
663.60
17.63
15.27
2.36
663.65
19.75
15.41
4.34
663.70
22.24
15.56
6.68
663.75
25.11
15.70
9.40
663.80
28.29
15.84
12.45
663.85
31.78
15.99
15.79
663.90
35.55
16.12
19.43
663.95
39.76
16.26
23.50
664.00
44.30
16.40
27.90

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 71
Stage -Area -Storage for Pond 8P: Wet Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
11,241
0
659.05
11,305
564
659.10
11,368
1,130
659.15
11,432
1,700
659.20
11,495
2,274
659.25
11,559
2,850
659.30
11,622
3,429
659.35
11,686
4,012
659.40
11,749
4,598
659.45
11,813
5,187
659.50
11,877
5,779
659.55
11,940
6,375
659.60
12,004
6,973
659.65
12,067
7,575
659.70
12,131
8,180
659.75
12,194
8,788
659.80
12,258
9,400
659.85
12,321
10,014
659.90
12,385
10,632
659.95
12,448
11,252
660.00
12,512
11,877
660.05
12,578
12,504
660.10
12,645
13,134
660.15
12,711
13,768
660.20
12,777
14,405
660.25
12,844
15,046
660.30
12,910
15,690
660.35
12,976
16,337
660.40
13,043
16,987
660.45
13,109
17,641
660.50
13,176
18,298
660.55
13,242
18,959
660.60
13,308
19,623
660.65
13,375
20,290
660.70
13,441
20,960
660.75
13,507
21,634
660.80
13,574
22,311
660.85
13,640
22,991
660.90
13,706
23,675
660.95
13,773
24,362
661.00
13,839
25,052
661.05
13,909
25,746
661.10
13,978
26,443
661.15
14,048
27,144
661.20
14,118
27,848
661.25
14,187
28,555
661.30
14,257
29,266
661.35
14,327
29,981
661.40
14,396
30,699
661.45
14,466
31,421
661.50
14,536
32,146
661.55
14,605
32,874
661.60
14,675
33,606
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
14,744
34,342
661.70
14,814
35,081
661.75
14,884
35,823
661.80
14,953
36,569
661.85
15,023
37,318
661.90
15,093
38,071
661.95
15,162
38,828
662.00
15,232
39,588
662.05
15,304
40,351
662.10
15,375
41,118
662.15
15,447
41,888
662.20
15,518
42,663
662.25
15,590
43,440
662.30
15,662
44,222
662.35
15,733
45,006
662.40
15,805
45,795
662.45
15,876
46,587
662.50
15,948
47,383
662.55
16,020
48,182
662.60
16,091
48,984
662.65
16,163
49,791
662.70
16,234
50,601
662.75
16,306
51,414
662.80
16,378
52,231
662.85
16,449
53,052
662.90
16,521
53,876
662.95
16,592
54,704
663.00
16,664
55,536
663.05
16,739
56,371
663.10
16,814
57,209
663.15
16,889
58,052
663.20
16,963
58,898
663.25
17,038
59,748
663.30
17,113
60,602
663.35
17,188
61,460
663.40
17,263
62,321
663.45
17,338
63,186
663.50
17,413
64,055
663.55
17,487
64,927
663.60
17,562
65,803
663.65
17,637
66,683
663.70
17,712
67,567
663.75
17,787
68,455
663.80
17,862
69,346
663.85
17,936
70,241
663.90
18,011
71,139
663.95
18,086
72,042
664.00
18,161
72,948

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 72
Summary for Link 4L: EX DA (Combined)
Inflow Area = 7.789 ac, 0.00% Impervious, Inflow Depth > 3.58" for 25-Year event
Inflow = 30.23 cfs @ 12.13 hrs, Volume= 2.321 of
Primary = 30.23 cfs @ 12.13 hrs, Volume= 2.321 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 4L: EX DA (Combined)
Hydrograph
--Ir- ----r--li---li----r--Ir--I----
--I--li---li--7--r--Ir--li--
--r--Ir--li--
■Inflow
32
- -+--+--+--+-+--+--+--
�I�'1}��O'V1f /4����.�
L +
an --+-+--+--+----+--+--+--+--I--
30.23 cfs �
-L--1---1--1--
--1---1--1--L--L--'--
L
■Primary
30
28
26
-----I-------I--
--I------I--
-----I--
--I--
----7--rt--Y--I_-------+--I_--I--
-r--_----Y--r-------rt--Y--r--I--
22
--I--+--+--+--1-------+-----I--
--------+---------------I--
20
� I
--1--J--1--L--1---'--1--L--1---1-
-L--1---1--1--L--1---1--1--L--�--'--
V18
-I- -- -i
16
- - - - - - - - - - - - - -I_-
.2
14
7 T - +
12
'
10
- -J--1--L--1---'--1--L--1---1-
-L--1---1--1--L--1---1--1--L--+--'--
6
---- - - - - -;
4
-
2
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13 14 15 16
17
18 19
20 21
22
23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 73
Hydrograph for Link 4L: EX DA (Combined)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.01
0.00
0.01
6.25
0.01
0.00
0.01
6.50
0.02
0.00
0.02
6.75
0.03
0.00
0.03
7.00
0.03
0.00
0.03
7.25
0.04
0.00
0.04
7.50
0.05
0.00
0.05
7.75
0.05
0.00
0.05
8.00
0.06
0.00
0.06
8.25
0.08
0.00
0.08
8.50
0.11
0.00
0.11
8.75
0.15
0.00
0.15
9.00
0.20
0.00
0.20
9.25
0.25
0.00
0.25
9.50
0.29
0.00
0.29
9.75
0.33
0.00
0.33
10.00
0.40
0.00
0.40
10.25
0.49
0.00
0.49
10.50
0.61
0.00
0.61
10.75
0.77
0.00
0.77
11.00
0.99
0.00
0.99
11.25
1.29
0.00
1.29
11.50
1.82
0.00
1.82
11.75
3.94
0.00
3.94
12.00
20.25
0.00
20.25
12.25
23.46
0.00
23.46
12.50
8.88
0.00
8.88
12.75
4.66
0.00
4.66
13.00
3.22
0.00
3.22
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
2.60
0.00
2.60
13.50
2.25
0.00
2.25
13.75
1.97
0.00
1.97
14.00
1.75
0.00
1.75
14.25
1.57
0.00
1.57
14.50
1.46
0.00
1.46
14.75
1.38
0.00
1.38
15.00
1.31
0.00
1.31
15.25
1.25
0.00
1.25
15.50
1.18
0.00
1.18
15.75
1.11
0.00
1.11
16.00
1.04
0.00
1.04
16.25
0.97
0.00
0.97
16.50
0.93
0.00
0.93
16.75
0.91
0.00
0.91
17.00
0.88
0.00
0.88
17.25
0.86
0.00
0.86
17.50
0.83
0.00
0.83
17.75
0.81
0.00
0.81
18.00
0.78
0.00
0.78
18.25
0.76
0.00
0.76
18.50
0.73
0.00
0.73
18.75
0.71
0.00
0.71
19.00
0.68
0.00
0.68
19.25
0.66
0.00
0.66
19.50
0.63
0.00
0.63
19.75
0.60
0.00
0.60
20.00
0.58
0.00
0.58
20.25
0.56
0.00
0.56
20.50
0.54
0.00
0.54
20.75
0.54
0.00
0.54
21.00
0.53
0.00
0.53
21.25
0.53
0.00
0.53
21.50
0.52
0.00
0.52
21.75
0.52
0.00
0.52
22.00
0.51
0.00
0.51
22.25
0.51
0.00
0.51
22.50
0.50
0.00
0.50
22.75
0.50
0.00
0.50
23.00
0.49
0.00
0.49
23.25
0.49
0.00
0.49
23.50
0.48
0.00
0.48
23.75
0.48
0.00
0.48
24.00
0.47
0.00
0.47

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 74
Summary for Link 10L: Prop P0I-1
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 4.50" for 25-Year event
Inflow = 25.80 cfs @ 12.07 hrs, Volume= 3.293 of
Primary = 25.80 cfs @ 12.07 hrs, Volume= 3.293 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 10L: Prop P0I-1
Hydrograph
■ Inflow
28
---------------,-- ------
-----,--
--------,--
--------,--
❑ Primary
������ p p
rea
25.80 cfs
26
24
--------,--,---------, ------
--r---------r
---------r
--r --,--
22
-J--1--L-------1--L--1---1-
-L--1---1--1--L--1---1--1--L--L--'--
20
----r--r--r---------r------
-r--r--I-
-r
- ------
--r
--r--r----
18
w 16
----+--+--+--+-+--+--+--+-+-
-+--+-+--+--+----+--+--+--+-+--
0 14
a 12
--'-- -- -------'-- -- -----'
-------+--
-----'-
-- --'--
10
,i
q
2
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13 14 15 16
17
18 19
20 21 22
23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 75
Hydrograph for Link 10L: Prop P0I-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.01
0.00
0.01
5.75
0.01
0.00
0.01
6.00
0.01
0.00
0.01
6.25
0.02
0.00
0.02
6.50
0.02
0.00
0.02
6.75
0.03
0.00
0.03
7.00
0.03
0.00
0.03
7.25
0.04
0.00
0.04
7.50
0.04
0.00
0.04
7.75
0.04
0.00
0.04
8.00
0.05
0.00
0.05
8.25
0.05
0.00
0.05
8.50
0.06
0.00
0.06
8.75
0.06
0.00
0.06
9.00
0.06
0.00
0.06
9.25
0.07
0.00
0.07
9.50
0.07
0.00
0.07
9.75
0.08
0.00
0.08
10.00
0.08
0.00
0.08
10.25
0.19
0.00
0.19
10.50
0.46
0.00
0.46
10.75
0.80
0.00
0.80
11.00
1.18
0.00
1.18
11.25
1.64
0.00
1.64
11.50
2.28
0.00
2.28
11.75
5.28
0.00
5.28
12.00
23.82
0.00
23.82
12.25
21.67
0.00
21.67
12.50
11.42
0.00
11.42
12.75
10.09
0.00
10.09
13.00
8.87
0.00
8.87
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
7.45
0.00
7.45
13.50
5.92
0.00
5.92
13.75
4.78
0.00
4.78
14.00
4.01
0.00
4.01
14.25
3.45
0.00
3.45
14.50
3.04
0.00
3.04
14.75
2.73
0.00
2.73
15.00
2.49
0.00
2.49
15.25
2.29
0.00
2.29
15.50
2.11
0.00
2.11
15.75
1.96
0.00
1.96
16.00
1.82
0.00
1.82
16.25
1.70
0.00
1.70
16.50
1.60
0.00
1.60
16.75
1.51
0.00
1.51
17.00
1.44
0.00
1.44
17.25
1.38
0.00
1.38
17.50
1.32
0.00
1.32
17.75
1.27
0.00
1.27
18.00
1.22
0.00
1.22
18.25
1.17
0.00
1.17
18.50
1.13
0.00
1.13
18.75
1.09
0.00
1.09
19.00
1.05
0.00
1.05
19.25
1.01
0.00
1.01
19.50
0.97
0.00
0.97
19.75
0.93
0.00
0.93
20.00
0.90
0.00
0.90
20.25
0.87
0.00
0.87
20.50
0.84
0.00
0.84
20.75
0.82
0.00
0.82
21.00
0.80
0.00
0.80
21.25
0.78
0.00
0.78
21.50
0.76
0.00
0.76
21.75
0.75
0.00
0.75
22.00
0.73
0.00
0.73
22.25
0.72
0.00
0.72
22.50
0.71
0.00
0.71
22.75
0.70
0.00
0.70
23.00
0.69
0.00
0.69
23.25
0.68
0.00
0.68
23.50
0.67
0.00
0.67
23.75
0.66
0.00
0.66
24.00
0.65
0.00
0.65

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 76
Summary for Link 11 L: Prop P0I-2
Inflow Area = 1.610 ac, 49.75% Impervious, Inflow Depth > 3.92" for 25-Year event
Inflow = 10.61 cfs @ 11.97 hrs, Volume= 0.525 of
Primary = 10.61 cfs @ 11.97 hrs, Volume= 0.525 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 11 L: Prop P0I-2
Hydrograph
11 10.61 cfs
10 --I-- ----r--r--I----r-----I-
8--1--1--4--L--1---1----+--1---1-
I I I I I I I I I I
7--1--J--L--L--1---1----L--1---1-
y I I I I I I I I I I
U
0 6--11-
LL 5
4
i
� I -rI I I I I I I I I I
3 ----r--r--r----r--r--r--I-
I
2 i --I--7--I--Y----------r--r--I-
1 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 77
Hydrograph for Link 11 L: Prop P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.01
0.00
0.01
5.75
0.01
0.00
0.01
6.00
0.01
0.00
0.01
6.25
0.01
0.00
0.01
6.50
0.01
0.00
0.01
6.75
0.02
0.00
0.02
7.00
0.02
0.00
0.02
7.25
0.02
0.00
0.02
7.50
0.02
0.00
0.02
7.75
0.03
0.00
0.03
8.00
0.04
0.00
0.04
8.25
0.04
0.00
0.04
8.50
0.05
0.00
0.05
8.75
0.06
0.00
0.06
9.00
0.08
0.00
0.08
9.25
0.09
0.00
0.09
9.50
0.10
0.00
0.10
9.75
0.11
0.00
0.11
10.00
0.13
0.00
0.13
10.25
0.16
0.00
0.16
10.50
0.20
0.00
0.20
10.75
0.25
0.00
0.25
11.00
0.31
0.00
0.31
11.25
0.43
0.00
0.43
11.50
0.59
0.00
0.59
11.75
3.05
0.00
3.05
12.00
10.03
0.00
10.03
12.25
1.41
0.00
1.41
12.50
0.92
0.00
0.92
12.75
0.67
0.00
0.67
13.00
0.57
0.00
0.57
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
0.49
0.00
0.49
13.50
0.43
0.00
0.43
13.75
0.38
0.00
0.38
14.00
0.34
0.00
0.34
14.25
0.31
0.00
0.31
14.50
0.30
0.00
0.30
14.75
0.28
0.00
0.28
15.00
0.27
0.00
0.27
15.25
0.25
0.00
0.25
15.50
0.24
0.00
0.24
15.75
0.22
0.00
0.22
16.00
0.21
0.00
0.21
16.25
0.20
0.00
0.20
16.50
0.20
0.00
0.20
16.75
0.19
0.00
0.19
17.00
0.18
0.00
0.18
17.25
0.18
0.00
0.18
17.50
0.17
0.00
0.17
17.75
0.17
0.00
0.17
18.00
0.16
0.00
0.16
18.25
0.16
0.00
0.16
18.50
0.15
0.00
0.15
18.75
0.15
0.00
0.15
19.00
0.14
0.00
0.14
19.25
0.14
0.00
0.14
19.50
0.13
0.00
0.13
19.75
0.12
0.00
0.12
20.00
0.12
0.00
0.12
20.25
0.12
0.00
0.12
20.50
0.12
0.00
0.12
20.75
0.11
0.00
0.11
21.00
0.11
0.00
0.11
21.25
0.11
0.00
0.11
21.50
0.11
0.00
0.11
21.75
0.11
0.00
0.11
22.00
0.11
0.00
0.11
22.25
0.11
0.00
0.11
22.50
0.11
0.00
0.11
22.75
0.11
0.00
0.11
23.00
0.10
0.00
0.10
23.25
0.10
0.00
0.10
23.50
0.10
0.00
0.10
23.75
0.10
0.00
0.10
24.00
0.10
0.00
0.10

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 78
Summary for Link 12L: Ex P0I-2
Inflow Area = 2.620 ac, 26.07% Impervious, Inflow Depth > 3.69" for 25-Year event
Inflow = 11.83 cfs @ 12.05 hrs, Volume= 0.806 of
Primary = 11.83 cfs @ 12.05 hrs, Volume= 0.806 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 12L: Ex P0I-2
Hydrograph
I I I I I I I I
I I I I I
I
I I
I I
I
I I
■Inflow
IPrimary
13
--1--J--1--L--1-----1--+--'-
--1---1--1--L--1-----1--L--+--'--
■
12
- -
����1'�1V�111��K��i'�
11.83 cfs
-+--+-+--+--+----+--+--+--+-+--
�T.�V
I I
I
I I
I I
I
I I
11
--I----rt--r--I---li-----r--Ir--li-
--Ir--Ir--li--7--r--li---li--rt--r--Ir--li--
10
I I I I I I I
--I-- ----r-----I-- --+--
I I I I I
--I- ---------T--r-----I--
I
I I
I I
I
--r--
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
g
y
-----'---' --'-----'---' --' --'
I I I I I I I I
--'- --'-----'---'
I I I I I
I
--'-----'---'
I I
I I
--'
I
--' --'--
I I
.V.. 7
i l
----J--J--L-------J--+-----'-
I I I I I I I
--L-------J--L-------J--L--L--'--
I I I I I
I
I I
I I
I
I I
LL
5
--I-- ----r-----I-- --+
--I- ------T--r-----I--
--r--
--I--
Q
i
+
I I I I I I I I
I I I I I
I
F
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
2
1
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13 14 15 16
17
18 19
20 21
22
23 24
Time (hours)

NCC182110 - Acra Heights Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 79
Hydrograph for Link 12L: Ex P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.00
0.00
0.00
5.75
0.00
0.00
0.00
6.00
0.00
0.00
0.00
6.25
0.00
0.00
0.00
6.50
0.01
0.00
0.01
6.75
0.01
0.00
0.01
7.00
0.01
0.00
0.01
7.25
0.02
0.00
0.02
7.50
0.02
0.00
0.02
7.75
0.02
0.00
0.02
8.00
0.03
0.00
0.03
8.25
0.04
0.00
0.04
8.50
0.05
0.00
0.05
8.75
0.07
0.00
0.07
9.00
0.08
0.00
0.08
9.25
0.10
0.00
0.10
9.50
0.12
0.00
0.12
9.75
0.13
0.00
0.13
10.00
0.16
0.00
0.16
10.25
0.20
0.00
0.20
10.50
0.24
0.00
0.24
10.75
0.30
0.00
0.30
11.00
0.39
0.00
0.39
11.25
0.52
0.00
0.52
11.50
0.73
0.00
0.73
11.75
2.23
0.00
2.23
12.00
10.90
0.00
10.90
12.25
5.59
0.00
5.59
12.50
2.23
0.00
2.23
12.75
1.31
0.00
1.31
13.00
1.00
0.00
1.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
0.84
0.00
0.84
13.50
0.73
0.00
0.73
13.75
0.65
0.00
0.65
14.00
0.57
0.00
0.57
14.25
0.52
0.00
0.52
14.50
0.49
0.00
0.49
14.75
0.46
0.00
0.46
15.00
0.44
0.00
0.44
15.25
0.42
0.00
0.42
15.50
0.39
0.00
0.39
15.75
0.37
0.00
0.37
16.00
0.35
0.00
0.35
16.25
0.33
0.00
0.33
16.50
0.32
0.00
0.32
16.75
0.31
0.00
0.31
17.00
0.30
0.00
0.30
17.25
0.29
0.00
0.29
17.50
0.28
0.00
0.28
17.75
0.27
0.00
0.27
18.00
0.26
0.00
0.26
18.25
0.26
0.00
0.26
18.50
0.25
0.00
0.25
18.75
0.24
0.00
0.24
19.00
0.23
0.00
0.23
19.25
0.22
0.00
0.22
19.50
0.21
0.00
0.21
19.75
0.20
0.00
0.20
20.00
0.19
0.00
0.19
20.25
0.19
0.00
0.19
20.50
0.18
0.00
0.18
20.75
0.18
0.00
0.18
21.00
0.18
0.00
0.18
21.25
0.18
0.00
0.18
21.50
0.18
0.00
0.18
21.75
0.18
0.00
0.18
22.00
0.17
0.00
0.17
22.25
0.17
0.00
0.17
22.50
0.17
0.00
0.17
22.75
0.17
0.00
0.17
23.00
0.17
0.00
0.17
23.25
0.17
0.00
0.17
23.50
0.16
0.00
0.16
23.75
0.16
0.00
0.16
24.00
0.16
0.00
0.16

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 80
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.910 ac 0.00% Impervious Runoff Depth>4.79"
Flow Length=605' Tc=20.0 min CN=74 Runoff=31.41 cfs 2.358 of
Subcatchment2S: EX DA 2 Runoff Area=1.879 ac 0.00% Impervious Runoff Depth>5.83"
Flow Length=515' Tc=22.5 min CN=83 Runoff=11.15 cfs 0.912 of
Subcatchment3S: EX DA-4 Runoff Area=1.400 ac 13.00% Impervious Runoff Depth>4.80"
Flow Length=215' Tc=10.6 min CN=74 Runoff=9.88 cfs 0.560 of
Subcatchment5S: Prop DA-1 Runoff Area=5.250 ac 70.00% Impervious Runoff Depth>6.55"
Tc=6.0 min CN=89 Runoff=54.12 cfs 2.867 of
Subcatchment7S: Prop DA-2 Runoff Area=3.537 ac 70.51% Impervious Runoff Depth>6.55"
Tc=6.0 min CN=89 Runoff=36.46 cfs 1.932 of
Subcatchment9S: Prop DA-3 Runoff Area=1.010 ac 40.00% Impervious Runoff Depth>5.03"
Tc=6.0 min CN=76 Runoff=8.58 cfs 0.424 of
Subcatchment 11 S: EX DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth>5.60"
Flow Length=375' Tc=19.2 min CN=81 Runoff=7.64 cfs 0.569 of
Subcatchment 12S: Prop DA-4 Runoff Area=0.600 ac 66.17% Impervious Runoff Depth>6.08"
Tc=6.0 min CN=85 Runoff=5.90 cfs 0.304 of
Pond 6P: Wet Pond 1 Peak Elev=662.79' Storage=41,028 cf Inflow=61.37 cfs 4.653 of
Primary=29.55 cfs 4.317 of Secondary=16.04 cfs 0.134 of Outflow=45.59 cfs 4.451 of
Pond 8P: Wet Pond 2 Peak Elev=661.87' Storage=37,628 cf Inflow=36.46 cfs 1.932 of
Primary=8.84 cfs 1.785 of Secondary=0.00 cfs 0.000 of Outflow=8.84 cfs 1.785 of
Link 4L: EX DA (Combined) Inflow=42.42 cfs 3.270 of
Primary=42.42 cfs 3.270 of
Link 10L: Prop POI-1
Link 11L: Prop POI-2
Link 12L: Ex POI-2
Inflow=45.59 cfs 4.451 of
Primary=45.59 cfs 4.451 of
Inflow=14.48 cfs 0.728 of
Primary=14.48 cfs 0.728 of
Inflow=16.48 cfs 1.129 of
Primary=16.48 cfs 1.129 of
Total Runoff Area = 20.806 ac Runoff Volume = 9.926 of Average Runoff Depth = 5.72"
63.22% Pervious = 13.153 ac 36.78% Impervious = 7.653 ac

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment 1S: EX DA 1
Runoff = 31.41 cfs @ 12.12 hrs, Volume= 2.358 af, Depth> 4.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
84
Pasture/grassland/range, Fair, HSG D
3.571
69
Pasture/grassland/range, Fair, HSG B
5.910
74
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
20.0 605 Total
Subcatchment 1S: EX DA 1
Hydrograph
34 i i i i i i i i i i i i i i i i i i i � Runoff
---------- 1--L-- -- -- 31141 cfs --1--L--L-------J--1--1--L--L--
32 -'--J ----- + -- r
30 Y s�
28 -l'DOQ YeaK-Rainfall;=7�.87",--rt--t--r--'r-----'-- ----t--r--'r--
26 24- - + -+--+--+--+--+-+--+--+--+--+--+--
-RunoffArch :5,11-0-At--+-
22-FlQfkNe7_$(1'�F'i - --' --'-----------'-- --' --' --' --
i
w 20 1 1 1 1 1 1 1 1
}I --i--r r- +- r- r- r
18 r-
Rane#f Depth>4.79 1 i
-+--+--+--+--+--I---i--+ -+--+--r--+--+--i--+--+--+--+--+--
-605 LL
12 1' �i.V' Min'
------------ --- --- --- -- --- --- --- ------------------------------I
10 -(*=74-r--r--r--r--r-----�--r r--+--r--�r-------r--r--+--r--�r--
8
6--'---------1--L-------------+---------------+--+--�--
4
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 82
Hydrograph for Subcatchment 1S: EX DA 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.00
4.75
0.46
0.00
0.00
5.00
0.50
0.00
0.00
5.25
0.53
0.00
0.00
5.50
0.56
0.00
0.00
5.75
0.59
0.00
0.00
6.00
0.63
0.00
0.00
6.25
0.67
0.00
0.00
6.50
0.70
0.00
0.00
6.75
0.74
0.00
0.00
7.00
0.78
0.00
0.02
7.25
0.82
0.00
0.03
7.50
0.86
0.01
0.06
7.75
0.90
0.01
0.08
8.00
0.94
0.02
0.10
8.25
0.99
0.02
0.12
8.50
1.04
0.03
0.16
8.75
1.10
0.04
0.20
9.00
1.16
0.05
0.25
9.25
1.22
0.07
0.31
9.50
1.28
0.08
0.35
9.75
1.35
0.10
0.39
10.00
1.42
0.12
0.47
10.25
1.51
0.15
0.57
10.50
1.61
0.18
0.70
10.75
1.72
0.23
0.87
11.00
1.85
0.28
1.10
11.25
2.01
0.36
1.42
11.50
2.23
0.46
1.98
11.75
3.05
0.94
4.35
12.00
5.22
2.54
21.81
12.25
5.56
2.82
23.18
12.50
5.78
3.00
8.52
12.75
5.94
3.14
4.49
13.00
6.08
3.25
3.15
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
3.34
2.57
13.50
6.29
3.43
2.22
13.75
6.38
3.50
1.95
14.00
6.45
3.57
1.73
14.25
6.52
3.63
1.55
14.50
6.59
3.69
1.44
14.75
6.66
3.74
1.37
15.00
6.72
3.80
1.30
15.25
6.77
3.85
1.23
15.50
6.83
3.89
1.16
15.75
6.88
3.94
1.09
16.00
6.93
3.98
1.02
16.25
6.97
4.02
0.96
16.50
7.01
4.05
0.92
16.75
7.06
4.09
0.90
17.00
7.10
4.13
0.87
17.25
7.14
4.16
0.85
17.50
7.17
4.19
0.82
17.75
7.21
4.23
0.80
18.00
7.25
4.26
0.77
18.25
7.28
4.29
0.75
18.50
7.32
4.32
0.72
18.75
7.35
4.35
0.70
19.00
7.38
4.38
0.67
19.25
7.41
4.40
0.65
19.50
7.44
4.43
0.62
19.75
7.47
4.45
0.60
20.00
7.49
4.47
0.57
20.25
7.52
4.50
0.55
20.50
7.54
4.52
0.54
20.75
7.57
4.54
0.53
21.00
7.59
4.56
0.53
21.25
7.62
4.58
0.52
21.50
7.64
4.61
0.52
21.75
7.67
4.63
0.51
22.00
7.69
4.65
0.51
22.25
7.71
4.67
0.50
22.50
7.74
4.69
0.50
22.75
7.76
4.71
0.49
23.00
7.78
4.73
0.49
23.25
7.80
4.75
0.48
23.50
7.83
4.77
0.48
23.75
7.85
4.79
0.47
24.00
7.87
4.81
0.47

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 83
Summary for Subcatchment 2S: EX DA 2
Runoff = 11.15 cfs @ 12.15 hrs, Volume= 0.912 af, Depth> 5.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.284
84
Pasture/grassland/range, Fair, HSG D
1.230
84
Pasture/grassland/range, Fair, HSG D
1.879
83
Weighted Average
1.879
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
9.7
440
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
22.5 515 Total
Subcatchment 2S: EX DA 2
Hydrograph
--�---�---�--J--1--L--L--1---1---1--J--1--i--1--L--IL--�---�--J--J--J--L--L-
■ Runoff
12 11.15 cfs
11 _type-1-1�4-,hr, --'- --'-
10 1'100-Year Rainfa11;=7.87"
9 Ruhoff Arch=1 ,879 da&
RUMOff _ 1 1 1 1 1 1
-r--r--r--r--1---1--r--r--r--r--r--
v 7 Runoff
* QQ�1
— -Runoff Depth>5-.8-3-1---1--y-rt--t--r--r--r--1--y----t--r--r--
1 1 1 1 1 1 1 1 1 1 1 1 1 1
6 Mo�v-�L-enoth-545, -- -- -;--;- -- ----;--;- -- --
LL
5 - -c=-2�.Si MFn L L J 1 1 L L J 1 1 L L
4-
3
2-
0-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 84
Hydrograph for Subcatchment 2S: EX DA 2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.00
4.75
0.46
0.00
0.00
5.00
0.50
0.00
0.01
5.25
0.53
0.01
0.02
5.50
0.56
0.01
0.02
5.75
0.59
0.02
0.03
6.00
0.63
0.02
0.04
6.25
0.67
0.03
0.05
6.50
0.70
0.04
0.05
6.75
0.74
0.05
0.06
7.00
0.78
0.06
0.07
7.25
0.82
0.07
0.08
7.50
0.86
0.08
0.09
7.75
0.90
0.10
0.10
8.00
0.94
0.11
0.11
8.25
0.99
0.13
0.12
8.50
1.04
0.15
0.14
8.75
1.10
0.17
0.16
9.00
1.16
0.20
0.18
9.25
1.22
0.23
0.21
9.50
1.28
0.26
0.23
9.75
1.35
0.30
0.24
10.00
1.42
0.34
0.27
10.25
1.51
0.38
0.31
10.50
1.61
0.44
0.37
10.75
1.72
0.51
0.44
11.00
1.85
0.59
0.54
11.25
2.01
0.71
0.67
11.50
2.23
0.85
0.89
11.75
3.05
1.48
1.68
12.00
5.22
3.37
7.33
12.25
5.56
3.68
9.37
12.50
5.78
3.89
3.63
12.75
5.94
4.04
1.82
13.00
6.08
4.16
1.20
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
4.27
0.93
13.50
6.29
4.36
0.80
13.75
6.38
4.44
0.69
14.00
6.45
4.51
0.61
14.25
6.52
4.58
0.55
14.50
6.59
4.64
0.51
14.75
6.66
4.70
0.48
15.00
6.72
4.76
0.45
15.25
6.77
4.82
0.43
15.50
6.83
4.87
0.41
15.75
6.88
4.91
0.38
16.00
6.93
4.96
0.36
16.25
6.97
5.00
0.33
16.50
7.01
5.04
0.32
16.75
7.06
5.08
0.31
17.00
7.10
5.12
0.30
17.25
7.14
5.16
0.29
17.50
7.17
5.19
0.28
17.75
7.21
5.23
0.27
18.00
7.25
5.26
0.27
18.25
7.28
5.30
0.26
18.50
7.32
5.33
0.25
18.75
7.35
5.36
0.24
19.00
7.38
5.39
0.23
19.25
7.41
5.42
0.22
19.50
7.44
5.44
0.21
19.75
7.47
5.47
0.21
20.00
7.49
5.49
0.20
20.25
7.52
5.52
0.19
20.50
7.54
5.54
0.18
20.75
7.57
5.57
0.18
21.00
7.59
5.59
0.18
21.25
7.62
5.61
0.18
21.50
7.64
5.64
0.18
21.75
7.67
5.66
0.17
22.00
7.69
5.68
0.17
22.25
7.71
5.70
0.17
22.50
7.74
5.73
0.17
22.75
7.76
5.75
0.17
23.00
7.78
5.77
0.17
23.25
7.80
5.79
0.16
23.50
7.83
5.81
0.16
23.75
7.85
5.83
0.16
24.00
7.87
5.85
0.16

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 85
Summary for Subcatchment 3S: EX DA-4
Runoff = 9.88 cfs @ 12.02 hrs, Volume= 0.560 af, Depth> 4.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac)
CN
Description
1.011
69
Pasture/grassland/range, Fair, HSG B
0.207
79
Woods, Fair, HSG D
0.182
98
Paved parking, HSG B
1.400
74
Weighted Average
1.218
87.00% Pervious Area
0.182
13.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
1.9
140
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
10.6 215 Total
IL
N
3
0
E
Subcatchment 3S: EX DA-4
--I --- -- -- -- -- --I
-tXp-e-II-4�h-r --1 -- --
1,00-Year Rainfa11;:7.87"
Runoff Arch=1 i400 Ac'i
Flunoff Vo''Iuimq=O.%0''of
Runoff Depth>4.80"
FloW Ldnoth^2'15,'
Tc=1.6'', rein'--- - --
- - -N=74
---------- --;-- ----------
Hydrograph
- 9.88 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 86
Hydrograph for Subcatchment 3S: EX DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.00
4.75
0.46
0.00
0.00
5.00
0.50
0.00
0.00
5.25
0.53
0.00
0.00
5.50
0.56
0.00
0.00
5.75
0.59
0.00
0.00
6.00
0.63
0.00
0.00
6.25
0.67
0.00
0.00
6.50
0.70
0.00
0.00
6.75
0.74
0.00
0.00
7.00
0.78
0.00
0.01
7.25
0.82
0.00
0.01
7.50
0.86
0.01
0.02
7.75
0.90
0.01
0.02
8.00
0.94
0.02
0.03
8.25
0.99
0.02
0.03
8.50
1.04
0.03
0.04
8.75
1.10
0.04
0.05
9.00
1.16
0.05
0.07
9.25
1.22
0.07
0.08
9.50
1.28
0.08
0.09
9.75
1.35
0.10
0.10
10.00
1.42
0.12
0.12
10.25
1.51
0.15
0.15
10.50
1.61
0.18
0.19
10.75
1.72
0.23
0.23
11.00
1.85
0.28
0.30
11.25
2.01
0.36
0.40
11.50
2.23
0.46
0.56
11.75
3.05
0.94
2.14
12.00
5.22
2.54
9.71
12.25
5.56
2.82
2.39
12.50
5.78
3.00
1.15
12.75
5.94
3.14
0.78
13.00
6.08
3.25
0.65
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
3.34
0.55
13.50
6.29
3.43
0.49
13.75
6.38
3.50
0.43
14.00
6.45
3.57
0.38
14.25
6.52
3.63
0.35
14.50
6.59
3.69
0.33
14.75
6.66
3.74
0.31
15.00
6.72
3.80
0.30
15.25
6.77
3.85
0.28
15.50
6.83
3.89
0.27
15.75
6.88
3.94
0.25
16.00
6.93
3.98
0.23
16.25
6.97
4.02
0.22
16.50
7.01
4.05
0.21
16.75
7.06
4.09
0.21
17.00
7.10
4.13
0.20
17.25
7.14
4.16
0.20
17.50
7.17
4.19
0.19
17.75
7.21
4.23
0.19
18.00
7.25
4.26
0.18
18.25
7.28
4.29
0.17
18.50
7.32
4.32
0.17
18.75
7.35
4.35
0.16
19.00
7.38
4.38
0.16
19.25
7.41
4.40
0.15
19.50
7.44
4.43
0.14
19.75
7.47
4.45
0.14
20.00
7.49
4.47
0.13
20.25
7.52
4.50
0.13
20.50
7.54
4.52
0.13
20.75
7.57
4.54
0.12
21.00
7.59
4.56
0.12
21.25
7.62
4.58
0.12
21.50
7.64
4.61
0.12
21.75
7.67
4.63
0.12
22.00
7.69
4.65
0.12
22.25
7.71
4.67
0.12
22.50
7.74
4.69
0.12
22.75
7.76
4.71
0.12
23.00
7.78
4.73
0.11
23.25
7.80
4.75
0.11
23.50
7.83
4.77
0.11
23.75
7.85
4.79
0.11
24.00
7.87
4.81
0.11

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 87
Summary for Subcatchment 5S: Prop DA-1
Runoff = 54.12 cfs @ 11.96 hrs, Volume= 2.867 af, Depth> 6.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
3.675
98
Paved parking, HSG D
1.068
61
>75% Grass cover, Good, HSG B
0.507
80
>75% Grass cover, Good, HSG D
5.250
89
Weighted Average
1.575
30.00% Pervious Area
3.675
70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
N
0
LL
Subcatchment 5S: Prop DA-1
Hydrograph
-- -- -- --i-- ---- -- -- - -- Runoff
12 cfs -- ---I -- - -
-IType-u 2 -h'Ix -
---400-Year R'ainfall=�7.877 -
-- --R-urt f i Ae1 ea=r.2a0-at--
-- R-prtq fl-Volgme=2.$67-clf -
Runoff Depth>&.65��"--
T-C*6. -Miff--
T--T--T--T--T--I--- I--T--T-PW89-
- - - - + - - I - - - -I- - -I- - - - I - - T- - L - - I - -
1 _ _ L _ _ L _ _I_ _ _I_ _ J _ _ L _ _ 1 _ _ L _ _ L _
I I I I I I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 88
Hydrograph for Subcatchment 5S: Prop DA-1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.01
3.25
0.30
0.00
0.03
3.50
0.32
0.00
0.06
3.75
0.35
0.01
0.08
4.00
0.38
0.01
0.10
4.25
0.41
0.02
0.12
4.50
0.43
0.02
0.14
4.75
0.46
0.03
0.17
5.00
0.50
0.04
0.19
5.25
0.53
0.05
0.22
5.50
0.56
0.06
0.25
5.75
0.59
0.08
0.27
6.00
0.63
0.09
0.30
6.25
0.67
0.11
0.33
6.50
0.70
0.12
0.36
6.75
0.74
0.14
0.39
7.00
0.78
0.16
0.42
7.25
0.82
0.18
0.44
7.50
0.86
0.20
0.47
7.75
0.90
0.23
0.50
8.00
0.94
0.25
0.53
8.25
0.99
0.28
0.59
8.50
1.04
0.31
0.68
8.75
1.10
0.35
0.76
9.00
1.16
0.39
0.86
9.25
1.22
0.43
0.91
9.50
1.28
0.47
0.93
9.75
1.35
0.52
1.03
10.00
1.42
0.57
1.17
10.25
1.51
0.64
1.37
10.50
1.61
0.71
1.59
10.75
1.72
0.80
1.91
11.00
1.85
0.90
2.29
11.25
2.01
1.04
2.99
11.50
2.23
1.22
3.91
11.75
3.05
1.94
18.17
12.00
5.22
3.98
50.25
12.25
5.56
4.31
6.77
12.50
5.78
4.53
4.35
12.75
5.94
4.68
3.18
13.00
6.08
4.81
2.66
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
4.92
2.29
13.50
6.29
5.01
2.01
13.75
6.38
5.10
1.78
14.00
6.45
5.18
1.57
14.25
6.52
5.24
1.45
14.50
6.59
5.31
1.38
14.75
6.66
5.37
1.31
15.00
6.72
5.43
1.24
15.25
6.77
5.49
1.17
15.50
6.83
5.54
1.10
15.75
6.88
5.59
1.03
16.00
6.93
5.64
0.96
16.25
6.97
5.68
0.92
16.50
7.01
5.72
0.89
16.75
7.06
5.76
0.87
17.00
7.10
5.80
0.84
17.25
7.14
5.84
0.82
17.50
7.17
5.88
0.79
17.75
7.21
5.92
0.77
18.00
7.25
5.95
0.74
18.25
7.28
5.98
0.72
18.50
7.32
6.02
0.69
18.75
7.35
6.05
0.67
19.00
7.38
6.08
0.64
19.25
7.41
6.11
0.62
19.50
7.44
6.14
0.59
19.75
7.47
6.16
0.56
20.00
7.49
6.19
0.54
20.25
7.52
6.21
0.53
20.50
7.54
6.24
0.52
20.75
7.57
6.26
0.52
21.00
7.59
6.29
0.51
21.25
7.62
6.31
0.51
21.50
7.64
6.34
0.50
21.75
7.67
6.36
0.50
22.00
7.69
6.38
0.49
22.25
7.71
6.40
0.49
22.50
7.74
6.43
0.48
22.75
7.76
6.45
0.48
23.00
7.78
6.47
0.47
23.25
7.80
6.49
0.47
23.50
7.83
6.52
0.46
23.75
7.85
6.54
0.46
24.00
7.87
6.56
0.45

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 89
Summary for Subcatchment 7S: Prop DA-2
Runoff = 36.46 cfs @ 11.96 hrs, Volume= 1.932 af, Depth> 6.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
2.494 98 Paved parking, HSG D
0.367 80 >75% Grass cover, Good, HSG D
0.676 61 >75% Grass cover, Good, HSG B
3.537 89 Weighted Average
1.043 29.49% Pervious Area
2.494 70.51 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct Entry
Subcatchment 7S: Prop DA-2
Hydrograph
_I-- -- - - --I ---- -i-- --
40 - - --I _I-- -- - -I--- ■Runoff
38--------'----1--L-------'- 36.46 cfs--1--L--L--1----'--1T--J--1--1--L-- --
36--------'----L-- L--L--------'--L--1--1--L--L-- ylpel N124-hT -
34------------------------'--�---------------------�--
4OII-Year Rainfar<11;;7 87'1'--
30------'-- --------',-----'-- -- -- wn6ff-Awe&a.537arc--
28--r-------r--r--r--r--r-----i--r --r--t--r--r--r----r--rr--r--r--r--
26--li---li---li----7--r--r--Ir--Ir--li-- -- ngffirVg1urne= J1.;3 -cf -
24---------------------------,-------------
22 -- -- --Runoff
===l_ _==D_e�psthII>'6-.W5J15
18I
ilii li _�Tcc_ a 16----------L--1--L--L--------'--L--1--1--L--L--1---1--J--L_N=S-
14---------- L-- L--L-- L------ --'--L--1--1--L--L--1---1--J--L---L--L--
12--------i----+--+----------i----+--+-- ---------+-- --+-- -- --
10-----------+--+---------i--�--+--+-----------+----+----�--
8-------ti--y--rt--r--r--�r-----�i--�-rt--+--r--�r-----------+--r--�r--
6--__------r--r--r__r__I___I___I__ _r--t--r--r --I---I--r--r--Y--r--r--
i
4-------_I----------------- - -----------------------I--
7 I I I I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 90
Hydrograph for Subcatchment 7S: Prop DA-2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.01
3.25
0.30
0.00
0.02
3.50
0.32
0.00
0.04
3.75
0.35
0.01
0.05
4.00
0.38
0.01
0.07
4.25
0.41
0.02
0.08
4.50
0.43
0.02
0.10
4.75
0.46
0.03
0.11
5.00
0.50
0.04
0.13
5.25
0.53
0.05
0.15
5.50
0.56
0.06
0.17
5.75
0.59
0.08
0.19
6.00
0.63
0.09
0.20
6.25
0.67
0.11
0.22
6.50
0.70
0.12
0.24
6.75
0.74
0.14
0.26
7.00
0.78
0.16
0.28
7.25
0.82
0.18
0.30
7.50
0.86
0.20
0.32
7.75
0.90
0.23
0.34
8.00
0.94
0.25
0.36
8.25
0.99
0.28
0.40
8.50
1.04
0.31
0.46
8.75
1.10
0.35
0.51
9.00
1.16
0.39
0.58
9.25
1.22
0.43
0.61
9.50
1.28
0.47
0.63
9.75
1.35
0.52
0.69
10.00
1.42
0.57
0.79
10.25
1.51
0.64
0.92
10.50
1.61
0.71
1.07
10.75
1.72
0.80
1.28
11.00
1.85
0.90
1.54
11.25
2.01
1.04
2.01
11.50
2.23
1.22
2.63
11.75
3.05
1.94
12.24
12.00
5.22
3.98
33.86
12.25
5.56
4.31
4.56
12.50
5.78
4.53
2.93
12.75
5.94
4.68
2.14
13.00
6.08
4.81
1.79
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
4.92
1.54
13.50
6.29
5.01
1.35
13.75
6.38
5.10
1.20
14.00
6.45
5.18
1.06
14.25
6.52
5.24
0.98
14.50
6.59
5.31
0.93
14.75
6.66
5.37
0.89
15.00
6.72
5.43
0.84
15.25
6.77
5.49
0.79
15.50
6.83
5.54
0.74
15.75
6.88
5.59
0.70
16.00
6.93
5.64
0.65
16.25
6.97
5.68
0.62
16.50
7.01
5.72
0.60
16.75
7.06
5.76
0.59
17.00
7.10
5.80
0.57
17.25
7.14
5.84
0.55
17.50
7.17
5.88
0.53
17.75
7.21
5.92
0.52
18.00
7.25
5.95
0.50
18.25
7.28
5.98
0.48
18.50
7.32
6.02
0.47
18.75
7.35
6.05
0.45
19.00
7.38
6.08
0.43
19.25
7.41
6.11
0.41
19.50
7.44
6.14
0.40
19.75
7.47
6.16
0.38
20.00
7.49
6.19
0.36
20.25
7.52
6.21
0.36
20.50
7.54
6.24
0.35
20.75
7.57
6.26
0.35
21.00
7.59
6.29
0.34
21.25
7.62
6.31
0.34
21.50
7.64
6.34
0.34
21.75
7.67
6.36
0.33
22.00
7.69
6.38
0.33
22.25
7.71
6.40
0.33
22.50
7.74
6.43
0.32
22.75
7.76
6.45
0.32
23.00
7.78
6.47
0.32
23.25
7.80
6.49
0.31
23.50
7.83
6.52
0.31
23.75
7.85
6.54
0.31
24.00
7.87
6.56
0.30

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 91
Summary for Subcatchment 9S: Prop DA-3
Runoff = 8.58 cfs @ 11.97 hrs, Volume= 0.424 af, Depth> 5.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
0.404
98 Paved parking, HSG B
0.606
61 >75% Grass cover, Good, HSG B
1.010
76 Weighted Average
0.606
60.00% Pervious Area
0.404
40.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL
Subcatchment 9S: Prop DA-3
Hydrograph
L--L--1---1---1--L--L----------'-- ■Runoff
8 cfs
-'1L- - - -- Typ�aI'I-2�--h'I�-
1©O-TYear R�ainfaillT7.87"
-------;--
Runbff AweA=1.010 arc
ROnOff'IVQI�m'1e='10.424f
- - I - - I
II - - - -
RunoffllDe 5-037-
--'I---'I---'I---'I---'- I--'1 - T&-v.0 tr
I I I I I I I I I I I
I I I I I I I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 92
Hydrograph for Subcatchment 9S: Prop DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.00
4.75
0.46
0.00
0.00
5.00
0.50
0.00
0.00
5.25
0.53
0.00
0.00
5.50
0.56
0.00
0.00
5.75
0.59
0.00
0.00
6.00
0.63
0.00
0.00
6.25
0.67
0.00
0.00
6.50
0.70
0.00
0.01
6.75
0.74
0.00
0.01
7.00
0.78
0.01
0.01
7.25
0.82
0.01
0.02
7.50
0.86
0.02
0.02
7.75
0.90
0.02
0.02
8.00
0.94
0.03
0.03
8.25
0.99
0.04
0.04
8.50
1.04
0.05
0.04
8.75
1.10
0.06
0.05
9.00
1.16
0.07
0.06
9.25
1.22
0.09
0.07
9.50
1.28
0.11
0.08
9.75
1.35
0.13
0.09
10.00
1.42
0.16
0.11
10.25
1.51
0.19
0.13
10.50
1.61
0.23
0.16
10.75
1.72
0.28
0.20
11.00
1.85
0.34
0.26
11.25
2.01
0.42
0.35
11.50
2.23
0.54
0.48
11.75
3.05
1.05
2.48
12.00
5.22
2.72
8.10
12.25
5.56
3.00
1.14
12.50
5.78
3.19
0.74
12.75
5.94
3.33
0.54
13.00
6.08
3.45
0.46
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
3.54
0.39
13.50
6.29
3.63
0.35
13.75
6.38
3.71
0.31
14.00
6.45
3.77
0.27
14.25
6.52
3.84
0.25
14.50
6.59
3.90
0.24
14.75
6.66
3.95
0.23
15.00
6.72
4.01
0.22
15.25
6.77
4.06
0.20
15.50
6.83
4.10
0.19
15.75
6.88
4.15
0.18
16.00
6.93
4.19
0.17
16.25
6.97
4.23
0.16
16.50
7.01
4.27
0.16
16.75
7.06
4.31
0.15
17.00
7.10
4.34
0.15
17.25
7.14
4.38
0.14
17.50
7.17
4.41
0.14
17.75
7.21
4.45
0.14
18.00
7.25
4.48
0.13
18.25
7.28
4.51
0.13
18.50
7.32
4.54
0.12
18.75
7.35
4.57
0.12
19.00
7.38
4.60
0.11
19.25
7.41
4.62
0.11
19.50
7.44
4.65
0.10
19.75
7.47
4.67
0.10
20.00
7.49
4.70
0.10
20.25
7.52
4.72
0.09
20.50
7.54
4.74
0.09
20.75
7.57
4.77
0.09
21.00
7.59
4.79
0.09
21.25
7.62
4.81
0.09
21.50
7.64
4.83
0.09
21.75
7.67
4.85
0.09
22.00
7.69
4.88
0.09
22.25
7.71
4.90
0.09
22.50
7.74
4.92
0.09
22.75
7.76
4.94
0.08
23.00
7.78
4.96
0.08
23.25
7.80
4.98
0.08
23.50
7.83
5.00
0.08
23.75
7.85
5.02
0.08
24.00
7.87
5.04
0.08

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment 11S: EX DA-3
Runoff = 7.64 cfs @ 12.11 hrs, Volume= 0.569 af, Depth> 5.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
0.501
98 Paved parking, HSG D
0.719
69 50-75% Grass cover, Fair, HSG B
1.220
81 Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.8
75
0.0050
0.10
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
19.2 375 Total
N
0
LL
Subcatchment 11S: EX DA-3
Hydrograph
7
Type-lWZ4,,hTT - - - - - r
1I�100-Year Rainfal[=71.87"
--'--- ' --- 11111111 ---'---'---'-- I
Runoff Arda�1 6220 ac''
-Runoff Depth>15.60"-- --
FloW Length,^375'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 94
Hydrograph for Subcatchment 11S: EX DA-3
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.00
4.75
0.46
0.00
0.00
5.00
0.50
0.00
0.00
5.25
0.53
0.00
0.00
5.50
0.56
0.00
0.01
5.75
0.59
0.01
0.01
6.00
0.63
0.01
0.02
6.25
0.67
0.02
0.02
6.50
0.70
0.02
0.03
6.75
0.74
0.03
0.03
7.00
0.78
0.04
0.04
7.25
0.82
0.05
0.04
7.50
0.86
0.06
0.05
7.75
0.90
0.07
0.05
8.00
0.94
0.08
0.06
8.25
0.99
0.09
0.07
8.50
1.04
0.11
0.08
8.75
1.10
0.13
0.09
9.00
1.16
0.16
0.11
9.25
1.22
0.18
0.12
9.50
1.28
0.21
0.13
9.75
1.35
0.24
0.14
10.00
1.42
0.28
0.16
10.25
1.51
0.32
0.19
10.50
1.61
0.37
0.22
10.75
1.72
0.43
0.27
11.00
1.85
0.51
0.33
11.25
2.01
0.61
0.42
11.50
2.23
0.75
0.56
11.75
3.05
1.35
1.22
12.00
5.22
3.18
5.64
12.25
5.56
3.48
5.21
12.50
5.78
3.69
1.85
12.75
5.94
3.83
0.98
13.00
6.08
3.95
0.69
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
4.06
0.57
13.50
6.29
4.15
0.49
13.75
6.38
4.23
0.43
14.00
6.45
4.30
0.38
14.25
6.52
4.36
0.34
14.50
6.59
4.43
0.32
14.75
6.66
4.49
0.30
15.00
6.72
4.54
0.29
15.25
6.77
4.60
0.27
15.50
6.83
4.65
0.26
15.75
6.88
4.69
0.24
16.00
6.93
4.74
0.23
16.25
6.97
4.78
0.21
16.50
7.01
4.82
0.20
16.75
7.06
4.86
0.20
17.00
7.10
4.90
0.19
17.25
7.14
4.93
0.19
17.50
7.17
4.97
0.18
17.75
7.21
5.00
0.17
18.00
7.25
5.04
0.17
18.25
7.28
5.07
0.16
18.50
7.32
5.10
0.16
18.75
7.35
5.13
0.15
19.00
7.38
5.16
0.15
19.25
7.41
5.19
0.14
19.50
7.44
5.21
0.14
19.75
7.47
5.24
0.13
20.00
7.49
5.26
0.12
20.25
7.52
5.29
0.12
20.50
7.54
5.31
0.12
20.75
7.57
5.34
0.12
21.00
7.59
5.36
0.11
21.25
7.62
5.38
0.11
21.50
7.64
5.40
0.11
21.75
7.67
5.43
0.11
22.00
7.69
5.45
0.11
22.25
7.71
5.47
0.11
22.50
7.74
5.49
0.11
22.75
7.76
5.51
0.11
23.00
7.78
5.54
0.11
23.25
7.80
5.56
0.10
23.50
7.83
5.58
0.10
23.75
7.85
5.60
0.10
24.00
7.87
5.62
0.10

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 95
Summary for Subcatchment 12S: Prop DA-4
Runoff = 5.90 cfs @ 11.96 hrs, Volume= 0.304 af, Depth> 6.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.87"
Area (ac) CN Description
0.397
98 Paved parking, HSG D
0.203
61 >75% Grass cover, Good, HSG B
0.600
85 Weighted Average
0.203
33.83% Pervious Area
0.397
66.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
N
3
0
LL
Subcatchment 12S: Prop DA-4
Hydrograph
' ' ' ' ' ' ' ' ' ' ' ' ❑Runoff
O cfs
L -- L--------�-- L L L--------�--
Type 11, 24-hr
-- lDO--rYear-Rainfa fl= 7.87"—
Runbff Awea=0.600 at
-- R-nOff'V-91AOm;e=0.$04--1f-
RunoffDepth>6.0811"
TcT6.0 Mid
-r- T--r-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 96
Hydrograph for Subcatchment 12S: Prop DA-4
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.02
0.00
0.00
0.50
0.04
0.00
0.00
0.75
0.06
0.00
0.00
1.00
0.08
0.00
0.00
1.25
0.10
0.00
0.00
1.50
0.13
0.00
0.00
1.75
0.15
0.00
0.00
2.00
0.17
0.00
0.00
2.25
0.20
0.00
0.00
2.50
0.22
0.00
0.00
2.75
0.25
0.00
0.00
3.00
0.27
0.00
0.00
3.25
0.30
0.00
0.00
3.50
0.32
0.00
0.00
3.75
0.35
0.00
0.00
4.00
0.38
0.00
0.00
4.25
0.41
0.00
0.00
4.50
0.43
0.00
0.01
4.75
0.46
0.01
0.01
5.00
0.50
0.01
0.01
5.25
0.53
0.02
0.01
5.50
0.56
0.02
0.02
5.75
0.59
0.03
0.02
6.00
0.63
0.04
0.02
6.25
0.67
0.05
0.02
6.50
0.70
0.06
0.03
6.75
0.74
0.07
0.03
7.00
0.78
0.08
0.03
7.25
0.82
0.10
0.04
7.50
0.86
0.11
0.04
7.75
0.90
0.13
0.04
8.00
0.94
0.15
0.04
8.25
0.99
0.17
0.05
8.50
1.04
0.19
0.06
8.75
1.10
0.22
0.07
9.00
1.16
0.25
0.08
9.25
1.22
0.29
0.08
9.50
1.28
0.32
0.09
9.75
1.35
0.36
0.10
10.00
1.42
0.40
0.11
10.25
1.51
0.46
0.13
10.50
1.61
0.52
0.15
10.75
1.72
0.60
0.19
11.00
1.85
0.69
0.23
11.25
2.01
0.81
0.30
11.50
2.23
0.97
0.40
11.75
3.05
1.63
1.90
12.00
5.22
3.57
5.51
12.25
5.56
3.89
0.75
12.50
5.78
4.10
0.48
12.75
5.94
4.25
0.35
13.00
6.08
4.37
0.30
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
13.25
6.19
4.48
0.25
13.50
6.29
4.57
0.22
13.75
6.38
4.66
0.20
14.00
6.45
4.73
0.18
14.25
6.52
4.80
0.16
14.50
6.59
4.86
0.15
14.75
6.66
4.92
0.15
15.00
6.72
4.98
0.14
15.25
6.77
5.04
0.13
15.50
6.83
5.09
0.12
15.75
6.88
5.14
0.12
16.00
6.93
5.18
0.11
16.25
6.97
5.22
0.10
16.50
7.01
5.27
0.10
16.75
7.06
5.31
0.10
17.00
7.10
5.35
0.09
17.25
7.14
5.38
0.09
17.50
7.17
5.42
0.09
17.75
7.21
5.46
0.09
18.00
7.25
5.49
0.08
18.25
7.28
5.52
0.08
18.50
7.32
5.56
0.08
18.75
7.35
5.59
0.07
19.00
7.38
5.62
0.07
19.25
7.41
5.65
0.07
19.50
7.44
5.67
0.07
19.75
7.47
5.70
0.06
20.00
7.49
5.72
0.06
20.25
7.52
5.75
0.06
20.50
7.54
5.77
0.06
20.75
7.57
5.80
0.06
21.00
7.59
5.82
0.06
21.25
7.62
5.84
0.06
21.50
7.64
5.87
0.06
21.75
7.67
5.89
0.06
22.00
7.69
5.91
0.06
22.25
7.71
5.94
0.05
22.50
7.74
5.96
0.05
22.75
7.76
5.98
0.05
23.00
7.78
6.00
0.05
23.25
7.80
6.02
0.05
23.50
7.83
6.05
0.05
23.75
7.85
6.07
0.05
24.00
7.87
6.09
0.05

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 97
Summary for Pond 6P: Wet Pond 1
[81] Warning: Exceeded Pond 8P by 1.15' @ 12.00 hrs
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 6.35" for 100-Year event
Inflow =
61.37 cfs @
11.97 hrs,
Volume=
4.653 of
Outflow =
45.59 cfs @
12.05 hrs,
Volume=
4.451 af, Atten= 26%, Lag= 4.9 min
Primary =
29.55 cfs @
12.05 hrs,
Volume=
4.317 of
Secondary =
16.04 cfs @
12.05 hrs,
Volume=
0.134 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 662.79' @ 12.05 hrs Surf.Area= 13,411 sf Storage= 41,028 cf
Plug -Flow detention time= 57.0 min calculated for 4.442 of (95% of inflow)
Center -of -Mass det. time= 32.5 min ( 837.6 - 805.1 )
Volume
Invert Avail.Storage Storage
Description
#1
659.00'
58,293 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
659.00
8,330
0
0
660.00
9,595
8,963
8,963
661.00
10,920
10,258
19,220
662.00
12,300
11,610
30,830
663.00
13,700
13,000
43,830
664.00
15,225
14,463
58,293
Device Ro
Invert Outlet Devices
#1
Primary
659.00'
24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2
Device 1
659.00'
2.0" Vert. Orifice/Grate C= 0.600
#3
Device 1
659.75'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
661.50'
20.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5
Secondary
662.50'
40.0' 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=29.52 cfs @ 12.05 hrs HW=662.79' (Free Discharge)
L1=RCP_Round 24" (Barrel Controls 29.52 cfs @ 9.40 fps)
12=Orifice/Grate (Passes < 0.20 cfs potential flow)
3=Orifice/Grate (Passes < 15.32 cfs potential flow)
4=Sharp-Crested Rectangular Weir (Passes < 95.14 cfs potential flow)
Secondary OutFlow Max=15.76 cfs @ 12.05 hrs HW=662.79' (Free Discharge)
L5= Broad -Crested Rectangular Weir (Weir Controls 15.76 cfs @ 1.36 fps)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 98
'=1 q [.^] AYM1'1 1 q f
Hydrograph
61.37 Cfs
II�p+,aInflow
- -- - -- ----+--I-- --I - -- - --
Area_#8.�/
Iaq-,r
Ll
Q7
r-,i -,-i i-i-- r -r _ - ------
65
Pe-
60 ,
55
45.59 cfs Sf0ta 6_1- 026 C
50
45
-+--r-+--+----+----+--r-+- --r-+--r-+--r----+----+----+--
w 40
V
35
?---- 29.55 Cfs ---- -----------------?----?--
a 30
--'--'I----I-------'---' --'-- -'I--'--'I--'--'I--'--'I-------'---' --
,'
25
20
-r--r-r--r----r--i-- ---- r-r--r-r--r-r--r--i--r--i--r--
I I 1 16.04 cfs
15
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
664
663
660
659
0
Pond 6P: Wet Pond 1
Stage -Discharge
20 40 60 80 100 120 140 160 180 200 220
Discharge (cfs)
■ Total
■ Primary
■ Secondary

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 99
Pond 6P: Wet Pond 1
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
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 14,000 15,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 100
Hydrograph for Pond 6P: Wet Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.01
4
659.00
0.00
0.00
0.00
3.50
0.06
65
659.01
0.00
0.00
0.00
4.00
0.10
201
659.02
0.00
0.00
0.00
4.50
0.15
414
659.05
0.00
0.00
0.00
5.00
0.20
707
659.08
0.01
0.01
0.00
5.50
0.25
1,078
659.13
0.02
0.02
0.00
6.00
0.31
1,528
659.18
0.03
0.03
0.00
6.50
0.37
2,066
659.24
0.04
0.04
0.00
7.00
0.43
2,702
659.32
0.05
0.05
0.00
7.50
0.50
3,445
659.40
0.06
0.06
0.00
8.00
0.58
4,308
659.50
0.07
0.07
0.00
8.50
0.76
5,368
659.62
0.08
0.08
0.00
9.00
0.99
6,782
659.77
0.11
0.11
0.00
9.50
1.13
8,156
659.92
0.53
0.53
0.00
10.00
1.46
9,099
660.01
0.98
0.98
0.00
10.50
2.01
10,004
660.11
1.48
1.48
0.00
11.00
2.93
11,133
660.22
2.20
2.20
0.00
11.50
5.00
13,039
660.41
3.59
3.59
0.00
12.00
58.22
39,662
662.69
37.07
28.74
8.34
12.50
12.29
26,842
661.67
16.18
16.18
0.00
13.00
8.25
23,687
661.40
10.40
10.40
0.00
13.50
5.63
19,056
660.98
8.22
8.22
0.00
14.00
4.07
15,345
660.64
5.50
5.50
0.00
14.50
3.23
13,504
660.46
3.95
3.95
0.00
15.00
2.71
12,483
660.36
3.16
3.16
0.00
15.50
2.32
11,788
660.29
2.65
2.65
0.00
16.00
2.00
11,242
660.23
2.27
2.27
0.00
16.50
1.79
10,815
660.19
1.99
1.99
0.00
17.00
1.65
10,510
660.16
1.79
1.79
0.00
17.50
1.52
10,269
660.13
1.64
1.64
0.00
18.00
1.41
10,063
660.11
1.52
1.52
0.00
18.50
1.31
9,878
660.09
1.41
1.41
0.00
19.00
1.21
9,704
660.08
1.31
1.31
0.00
19.50
1.12
9,537
660.06
1.21
1.21
0.00
20.00
1.03
9,375
660.04
1.12
1.12
0.00
20.50
0.98
9,234
660.03
1.05
1.05
0.00
21.00
0.94
9,133
660.02
0.99
0.99
0.00
21.50
0.91
9,055
660.01
0.95
0.95
0.00
22.00
0.89
8,992
660.00
0.92
0.92
0.00
22.50
0.86
8,938
660.00
0.89
0.89
0.00
23.00
0.84
8,886
659.99
0.87
0.87
0.00
23.50
0.82
8,838
659.99
0.84
0.84
0.00
24.00
0.80
8,792
659.98
0.82
0.82
0.00

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 101
Stage -Discharge for Pond 6P: Wet Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.01
0.01
0.00
659.15
0.03
0.03
0.00
659.20
0.04
0.04
0.00
659.25
0.04
0.04
0.00
659.30
0.05
0.05
0.00
659.35
0.05
0.05
0.00
659.40
0.06
0.06
0.00
659.45
0.06
0.06
0.00
659.50
0.07
0.07
0.00
659.55
0.07
0.07
0.00
659.60
0.08
0.08
0.00
659.65
0.08
0.08
0.00
659.70
0.08
0.08
0.00
659.75
0.09
0.09
0.00
659.80
0.16
0.16
0.00
659.85
0.29
0.29
0.00
659.90
0.47
0.47
0.00
659.95
0.67
0.67
0.00
660.00
0.90
0.90
0.00
660.05
1.16
1.16
0.00
660.10
1.44
1.44
0.00
660.15
1.73
1.73
0.00
660.20
2.05
2.05
0.00
660.25
2.38
2.38
0.00
660.30
2.73
2.73
0.00
660.35
3.10
3.10
0.00
660.40
3.48
3.48
0.00
660.45
3.88
3.88
0.00
660.50
4.29
4.29
0.00
660.55
4.72
4.72
0.00
660.60
5.16
5.16
0.00
660.65
5.61
5.61
0.00
660.70
6.08
6.08
0.00
660.75
6.56
6.56
0.00
660.80
6.97
6.97
0.00
660.85
7.34
7.34
0.00
660.90
7.69
7.69
0.00
660.95
8.01
8.01
0.00
661.00
8.32
8.32
0.00
661.05
8.61
8.61
0.00
661.10
8.89
8.89
0.00
661.15
9.16
9.16
0.00
661.20
9.42
9.42
0.00
661.25
9.68
9.68
0.00
661.30
9.93
9.93
0.00
661.35
10.17
10.17
0.00
661.40
10.40
10.40
0.00
661.45
10.63
10.63
0.00
661.50
10.86
10.86
0.00
661.55
11.81
11.81
0.00
661.60
13.36
13.36
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
15.30
15.30
0.00
661.70
17.55
17.55
0.00
661.75
19.80
19.80
0.00
661.80
20.37
20.37
0.00
661.85
20.93
20.93
0.00
661.90
21.47
21.47
0.00
661.95
22.00
22.00
0.00
662.00
22.52
22.52
0.00
662.05
23.03
23.03
0.00
662.10
23.52
23.52
0.00
662.15
24.01
24.01
0.00
662.20
24.48
24.48
0.00
662.25
24.95
24.95
0.00
662.30
25.41
25.41
0.00
662.35
25.86
25.86
0.00
662.40
26.30
26.30
0.00
662.45
26.73
26.73
0.00
662.50
27.16
27.16
0.00
662.55
28.70
27.58
1.11
662.60
31.15
28.00
3.15
662.65
34.19
28.41
5.79
662.70
37.72
28.81
8.91
662.75
41.74
29.21
12.54
662.80
46.19
29.60
16.60
662.85
51.04
29.99
21.06
662.90
56.27
30.37
25.91
662.95
62.08
30.74
31.33
663.00
68.31
31.12
37.19
663.05
74.97
31.49
43.48
663.10
82.04
31.85
50.19
663.15
88.75
32.21
56.54
663.20
95.70
32.57
63.13
663.25
102.87
32.92
69.95
663.30
110.26
33.27
76.99
663.35
117.85
33.61
84.24
663.40
125.65
33.95
91.70
663.45
133.64
34.29
99.35
663.50
141.82
34.62
107.20
663.55
150.40
34.96
115.45
663.60
159.19
35.28
123.91
663.65
168.18
35.61
132.57
663.70
177.38
35.93
141.44
663.75
186.35
36.25
150.10
663.80
195.46
36.57
158.89
663.85
204.72
36.88
167.84
663.90
214.11
37.19
176.91
663.95
223.45
37.50
185.95
664.00
232.91
37.81
195.10

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 102
Stage -Area -Storage for Pond 6P: Wet Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
8,330
0
659.05
8,393
418
659.10
8,457
839
659.15
8,520
1,264
659.20
8,583
1,691
659.25
8,646
2,122
659.30
8,709
2,556
659.35
8,773
2,993
659.40
8,836
3,433
659.45
8,899
3,877
659.50
8,963
4,323
659.55
9,026
4,773
659.60
9,089
5,226
659.65
9,152
5,682
659.70
9,216
6,141
659.75
9,279
6,603
659.80
9,342
7,069
659.85
9,405
7,537
659.90
9,468
8,009
659.95
9,532
8,484
660.00
9,595
8,963
660.05
9,661
9,444
660.10
9,728
9,929
660.15
9,794
10,417
660.20
9,860
10,908
660.25
9,926
11,403
660.30
9,992
11,901
660.35
10,059
12,402
660.40
10,125
12,906
660.45
10,191
13,414
660.50
10,258
13,926
660.55
10,324
14,440
660.60
10,390
14,958
660.65
10,456
15,479
660.70
10,523
16,004
660.75
10,589
16,531
660.80
10,655
17,062
660.85
10,721
17,597
660.90
10,787
18,135
660.95
10,854
18,676
661.00
10,920
19,220
661.05
10,989
19,768
661.10
11,058
20,319
661.15
11,127
20,874
661.20
11,196
21,432
661.25
11,265
21,993
661.30
11,334
22,558
661.35
11,403
23,127
661.40
11,472
23,698
661.45
11,541
24,274
661.50
11,610
24,853
661.55
11,679
25,435
661.60
11,748
26,020
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
11,817
26,610
661.70
11,886
27,202
661.75
11,955
27,798
661.80
12,024
28,398
661.85
12,093
29,001
661.90
12,162
29,607
661.95
12,231
30,217
662.00
12,300
30,830
662.05
12,370
31,447
662.10
12,440
32,067
662.15
12,510
32,691
662.20
12,580
33,318
662.25
12,650
33,949
662.30
12,720
34,583
662.35
12,790
35,221
662.40
12,860
35,862
662.45
12,930
36,507
662.50
13,000
37,155
662.55
13,070
37,807
662.60
13,140
38,462
662.65
13,210
39,121
662.70
13,280
39,783
662.75
13,350
40,449
662.80
13,420
41,118
662.85
13,490
41,791
662.90
13,560
42,467
662.95
13,630
43,147
663.00
13,700
43,830
663.05
13,776
44,517
663.10
13,853
45,208
663.15
13,929
45,902
663.20
14,005
46,601
663.25
14,081
47,303
663.30
14,157
48,009
663.35
14,234
48,718
663.40
14,310
49,432
663.45
14,386
50,149
663.50
14,463
50,871
663.55
14,539
51,596
663.60
14,615
52,325
663.65
14,691
53,057
663.70
14,768
53,794
663.75
14,844
54,534
663.80
14,920
55,278
663.85
14,996
56,026
663.90
15,072
56,778
663.95
15,149
57,533
664.00
15,225
58,293

NM 82110 - Acra Heights Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 103
Summary for Pond 8P: Wet Pond 2
Inflow Area = 3.537 ac, 70.51 % Impervious, Inflow Depth > 6.55" for 100-Year event
Inflow = 36.46 cfs @ 11.96 hrs, Volume= 1.932 of
Outflow = 8.84 cfs @ 12.12 hrs, Volume= 1.785 af, Atten= 76%, Lag= 9.6 min
Primary = 8.84 cfs @ 12.12 hrs, Volume= 1.785 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 661.87' @ 12.12 hrs Surf.Area= 15,052 sf Storage= 37,628 cf
Plug -Flow detention time= 117.6 min calculated for 1.782 of (92% of inflow)
Center -of -Mass det. time= 76.9 min ( 852.5 - 775.6 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 72,948 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
659.00 11,241 0 0
660.00 12,512 11,877 11,877
661.00 13,839 13,176 25,052
662.00 15,232 14,536 39,588
663.00 16,664 15,948 55,536
664.00 18,161 17,413 72,948
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 660.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 663.50' 30.0' 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=8.78 cfs @ 12.12 hrs HW=661.86' (Free Discharge)
L1=RCP_Round 24" (Barrel Controls 8.78 cfs @ 2.79 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' (Free Discharge)
L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 104
'1 1 MA AYM1'1 1 HK
Hydrograph
- --
- --
----
----
--
36.46
-
cfS
-- - -- ---- ---- ---- --
■ Inflow
❑ outflow
--'--'---'--'---'--'---'---'--'---'--'
-Iftflo
Area=J.�7J7_�
■Primary
40
-1--L-
--L----1----1----1--I'
-L-1--
---L--'----1--1--'--1- -
■Secondary
38
- --r-
--r----T----
-------
--r-
-
36
�����i�i'���
'34
S-tot-aq6-3t,1_6� Ci
32
30
-
-
-
-
- - -
28
-J--L-J--L--1--1----1----1--'
-L-1--
---L--'----1--1--'--1-
26
---r-7--r--li--rt--li--7--Ir-
--li
--Ir-
--r- --r--li--r--li--rt----7--
w 24
---------------------------
--------------
----------------
u22
- --
- --
----+----
----
--
-- -
-- - -- --------+---- --
3 20
-;--r-
--r----rt----7----;--
--r-,--r-;--r----r----rt----7--
a18
---------------------------
------------------------------
16
- - -
- -
- --
----+----
--
- -
-- - -- --------+---- --
14
---r-7--r--li--rt--li--7
8.84. S
-Ir-
--r- --r--li--r--li--rt----7--
12
10
-----------------------------------�--
8
6
0.00
Cfs
0
0 1 2 3 4
5
6
7
8 9
10 11
12 13 14
15 16
17 18 19 20 21 22 23 24
Time
(hours)
Pond 8P: Wet Pond 2
Stage -Discharge
■ Total
■ Primary
■ Secondary
0 5 10 15 20 25 30 35 40
Discharge (cfs)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 105
Pond 8P: Wet Pond 2
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000
Storage (cubic -feet)
18,000 Surface
❑ Storage

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 106
Hydrograph for Pond 8P: Wet Pond 2
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
659.00
0.00
0.00
0.00
0.50
0.00
0
659.00
0.00
0.00
0.00
1.00
0.00
0
659.00
0.00
0.00
0.00
1.50
0.00
0
659.00
0.00
0.00
0.00
2.00
0.00
0
659.00
0.00
0.00
0.00
2.50
0.00
0
659.00
0.00
0.00
0.00
3.00
0.01
3
659.00
0.00
0.00
0.00
3.50
0.04
44
659.00
0.00
0.00
0.00
4.00
0.07
137
659.01
0.00
0.00
0.00
4.50
0.10
284
659.03
0.00
0.00
0.00
5.00
0.13
488
659.04
0.00
0.00
0.00
5.50
0.17
755
659.07
0.00
0.00
0.00
6.00
0.20
1,083
659.10
0.00
0.00
0.00
6.50
0.24
1,472
659.13
0.01
0.01
0.00
7.00
0.28
1,918
659.17
0.02
0.02
0.00
7.50
0.32
2,414
659.21
0.03
0.03
0.00
8.00
0.36
2,950
659.26
0.05
0.05
0.00
8.50
0.46
3,553
659.31
0.08
0.08
0.00
9.00
0.58
4,290
659.37
0.13
0.13
0.00
9.50
0.63
5,089
659.44
0.20
0.20
0.00
10.00
0.79
5,908
659.51
0.29
0.29
0.00
10.50
1.07
6,937
659.60
0.42
0.42
0.00
11.00
1.54
8,313
659.71
0.65
0.65
0.00
11.50
2.63
10,458
659.89
1.09
1.09
0.00
12.00
33.86
32,688
661.54
7.96
7.96
0.00
12.50
2.93
32,406
661.52
7.93
7.93
0.00
13.00
1.79
24,015
660.92
5.59
5.59
0.00
13.50
1.35
18,661
660.53
3.62
3.62
0.00
14.00
1.06
15,405
660.28
2.50
2.50
0.00
14.50
0.93
13,320
660.11
1.85
1.85
0.00
15.00
0.84
11,955
660.01
1.47
1.47
0.00
15.50
0.74
10,976
659.93
1.22
1.22
0.00
16.00
0.65
10,208
659.87
1.04
1.04
0.00
16.50
0.60
9,590
659.82
0.90
0.90
0.00
17.00
0.57
9,117
659.78
0.80
0.80
0.00
17.50
0.53
8,736
659.75
0.73
0.73
0.00
18.00
0.50
8,414
659.72
0.67
0.67
0.00
18.50
0.47
8,132
659.70
0.62
0.62
0.00
19.00
0.43
7,872
659.67
0.57
0.57
0.00
19.50
0.40
7,628
659.65
0.53
0.53
0.00
20.00
0.36
7,394
659.63
0.49
0.49
0.00
20.50
0.35
7,177
659.62
0.46
0.46
0.00
21.00
0.34
7,002
659.60
0.43
0.43
0.00
21.50
0.34
6,857
659.59
0.41
0.41
0.00
22.00
0.33
6,733
659.58
0.40
0.40
0.00
22.50
0.32
6,626
659.57
0.38
0.38
0.00
23.00
0.32
6,532
659.56
0.37
0.37
0.00
23.50
0.31
6,447
659.56
0.36
0.36
0.00
24.00
0.30
6,370
659.55
0.34
0.34
0.00

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 107
Stage -Discharge for Pond 8P: Wet Pond 2
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
659.00
0.00
0.00
0.00
659.05
0.00
0.00
0.00
659.10
0.00
0.00
0.00
659.15
0.01
0.01
0.00
659.20
0.03
0.03
0.00
659.25
0.05
0.05
0.00
659.30
0.07
0.07
0.00
659.35
0.11
0.11
0.00
659.40
0.16
0.16
0.00
659.45
0.21
0.21
0.00
659.50
0.27
0.27
0.00
659.55
0.35
0.35
0.00
659.60
0.43
0.43
0.00
659.65
0.52
0.52
0.00
659.70
0.62
0.62
0.00
659.75
0.74
0.74
0.00
659.80
0.86
0.86
0.00
659.85
0.99
0.99
0.00
659.90
1.13
1.13
0.00
659.95
1.28
1.28
0.00
660.00
1.45
1.45
0.00
660.05
1.62
1.62
0.00
660.10
1.79
1.79
0.00
660.15
1.98
1.98
0.00
660.20
2.18
2.18
0.00
660.25
2.38
2.38
0.00
660.30
2.59
2.59
0.00
660.35
2.81
2.81
0.00
660.40
3.03
3.03
0.00
660.45
3.26
3.26
0.00
660.50
3.49
3.49
0.00
660.55
3.73
3.73
0.00
660.60
3.97
3.97
0.00
660.65
4.22
4.22
0.00
660.70
4.47
4.47
0.00
660.75
4.72
4.72
0.00
660.80
4.97
4.97
0.00
660.85
5.22
5.22
0.00
660.90
5.47
5.47
0.00
660.95
5.72
5.72
0.00
661.00
5.96
5.96
0.00
661.05
6.20
6.20
0.00
661.10
6.44
6.44
0.00
661.15
6.67
6.67
0.00
661.20
6.89
6.89
0.00
661.25
7.10
7.10
0.00
661.30
7.30
7.30
0.00
661.35
7.48
7.48
0.00
661.40
7.65
7.65
0.00
661.45
7.79
7.79
0.00
661.50
7.91
7.91
0.00
661.55
7.99
7.99
0.00
661.60
8.01
8.01
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
661.65
7.92
7.92
0.00
661.70
7.92
7.92
0.00
661.75
8.20
8.20
0.00
661.80
8.47
8.47
0.00
661.85
8.73
8.73
0.00
661.90
8.98
8.98
0.00
661.95
9.23
9.23
0.00
662.00
9.47
9.47
0.00
662.05
9.70
9.70
0.00
662.10
9.93
9.93
0.00
662.15
10.15
10.15
0.00
662.20
10.37
10.37
0.00
662.25
10.59
10.59
0.00
662.30
10.80
10.80
0.00
662.35
11.00
11.00
0.00
662.40
11.20
11.20
0.00
662.45
11.40
11.40
0.00
662.50
11.60
11.60
0.00
662.55
11.79
11.79
0.00
662.60
11.98
11.98
0.00
662.65
12.16
12.16
0.00
662.70
12.35
12.35
0.00
662.75
12.53
12.53
0.00
662.80
12.70
12.70
0.00
662.85
12.88
12.88
0.00
662.90
13.05
13.05
0.00
662.95
13.22
13.22
0.00
663.00
13.39
13.39
0.00
663.05
13.56
13.56
0.00
663.10
13.72
13.72
0.00
663.15
13.88
13.88
0.00
663.20
14.04
14.04
0.00
663.25
14.20
14.20
0.00
663.30
14.36
14.36
0.00
663.35
14.52
14.52
0.00
663.40
14.67
14.67
0.00
663.45
14.82
14.82
0.00
663.50
14.97
14.97
0.00
663.55
15.96
15.12
0.84
663.60
17.63
15.27
2.36
663.65
19.75
15.41
4.34
663.70
22.24
15.56
6.68
663.75
25.11
15.70
9.40
663.80
28.29
15.84
12.45
663.85
31.78
15.99
15.79
663.90
35.55
16.12
19.43
663.95
39.76
16.26
23.50
664.00
44.30
16.40
27.90

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 108
Stage -Area -Storage for Pond 8P: Wet Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
659.00
11,241
0
659.05
11,305
564
659.10
11,368
1,130
659.15
11,432
1,700
659.20
11,495
2,274
659.25
11,559
2,850
659.30
11,622
3,429
659.35
11,686
4,012
659.40
11,749
4,598
659.45
11,813
5,187
659.50
11,877
5,779
659.55
11,940
6,375
659.60
12,004
6,973
659.65
12,067
7,575
659.70
12,131
8,180
659.75
12,194
8,788
659.80
12,258
9,400
659.85
12,321
10,014
659.90
12,385
10,632
659.95
12,448
11,252
660.00
12,512
11,877
660.05
12,578
12,504
660.10
12,645
13,134
660.15
12,711
13,768
660.20
12,777
14,405
660.25
12,844
15,046
660.30
12,910
15,690
660.35
12,976
16,337
660.40
13,043
16,987
660.45
13,109
17,641
660.50
13,176
18,298
660.55
13,242
18,959
660.60
13,308
19,623
660.65
13,375
20,290
660.70
13,441
20,960
660.75
13,507
21,634
660.80
13,574
22,311
660.85
13,640
22,991
660.90
13,706
23,675
660.95
13,773
24,362
661.00
13,839
25,052
661.05
13,909
25,746
661.10
13,978
26,443
661.15
14,048
27,144
661.20
14,118
27,848
661.25
14,187
28,555
661.30
14,257
29,266
661.35
14,327
29,981
661.40
14,396
30,699
661.45
14,466
31,421
661.50
14,536
32,146
661.55
14,605
32,874
661.60
14,675
33,606
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
661.65
14,744
34,342
661.70
14,814
35,081
661.75
14,884
35,823
661.80
14,953
36,569
661.85
15,023
37,318
661.90
15,093
38,071
661.95
15,162
38,828
662.00
15,232
39,588
662.05
15,304
40,351
662.10
15,375
41,118
662.15
15,447
41,888
662.20
15,518
42,663
662.25
15,590
43,440
662.30
15,662
44,222
662.35
15,733
45,006
662.40
15,805
45,795
662.45
15,876
46,587
662.50
15,948
47,383
662.55
16,020
48,182
662.60
16,091
48,984
662.65
16,163
49,791
662.70
16,234
50,601
662.75
16,306
51,414
662.80
16,378
52,231
662.85
16,449
53,052
662.90
16,521
53,876
662.95
16,592
54,704
663.00
16,664
55,536
663.05
16,739
56,371
663.10
16,814
57,209
663.15
16,889
58,052
663.20
16,963
58,898
663.25
17,038
59,748
663.30
17,113
60,602
663.35
17,188
61,460
663.40
17,263
62,321
663.45
17,338
63,186
663.50
17,413
64,055
663.55
17,487
64,927
663.60
17,562
65,803
663.65
17,637
66,683
663.70
17,712
67,567
663.75
17,787
68,455
663.80
17,862
69,346
663.85
17,936
70,241
663.90
18,011
71,139
663.95
18,086
72,042
664.00
18,161
72,948

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 109
Summary for Link 4L: EX DA (Combined)
Inflow Area = 7.789 ac, 0.00% Impervious, Inflow Depth > 5.04" for 100-Year event
Inflow = 42.42 cfs @ 12.13 hrs, Volume= 3.270 of
Primary = 42.42 cfs @ 12.13 hrs, Volume= 3.270 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 4L: EX DA (Combined)
Hydrograph
--I--y--rt--r--r--I--�--t--r--I--y--t--r--r--I--t--r--I---I--rt--r--r--I--
-----'-- --'-----'-- --' ----
-----'--'
--'-----'--
--'
-----'--
■ Inflow
46
as
-- -- --------- -- --
- 11fTF0�1IVrl��'�:�
42.42 cfs
-------+--
-r-------T--r-----I--
-------
--
--r--r--I--
-- ----
■Pnmary
42
- w r -----
---------
---------
--
-- ----
40
----1--r--r-------r--r-----II-
--r-------r--r-------r--r--Ir--II--
38
----------------------------
--------------------------------
36
--I-- ----r-----I----+-----I-
-r-------+--r-----I--
--r--r--I--
32
--i-- ----r--r--i----+-----i--
-r--r----+--r-----i--
--r--r--i--
30
�I
—
— — — I
r—I
—I
28
--1--J--1--L--1---'----L-----'-
-L-------1--L--1-----1--L--L--'--
y
u 26
I I I I I I I I
----r--r--r-------r--r--r--I-
I I
I I I
-r-------r--r-------r--r--r--I--
I
I I
I I
I
I I
24
0 22
----y--rt--r--r--I----r--r--I-
-r--r----+--r-------rt--r--r--I--
a 20
18
---- -- -------------------
--------+--
-------
--
-- ----
16
-;-- - - - I
--
--;-- -
- - I --
-_-
-_ - -- I --
14
--1--J--1--L--1-----1--L--1---1-
-L--1---1--1--
--1---1--1--L--L--'--
12
---- ----r---------r--r---
r-------r--r-------r--r--r----
10
------------------
----------
------------------------------
8
--I 7 rt r-- r-- r- -
- --I-
------Y--r-------r--r--r--I--
6
----------------------------
---
---------------------
4
2
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13
14 15 16
17
18 19
20 21
22
23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 110
Hydrograph for Link 4L: EX DA (Combined)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.01
0.00
0.01
5.25
0.02
0.00
0.02
5.50
0.02
0.00
0.02
5.75
0.03
0.00
0.03
6.00
0.04
0.00
0.04
6.25
0.05
0.00
0.05
6.50
0.05
0.00
0.05
6.75
0.07
0.00
0.07
7.00
0.09
0.00
0.09
7.25
0.12
0.00
0.12
7.50
0.15
0.00
0.15
7.75
0.18
0.00
0.18
8.00
0.21
0.00
0.21
8.25
0.24
0.00
0.24
8.50
0.30
0.00
0.30
8.75
0.36
0.00
0.36
9.00
0.44
0.00
0.44
9.25
0.52
0.00
0.52
9.50
0.58
0.00
0.58
9.75
0.63
0.00
0.63
10.00
0.74
0.00
0.74
10.25
0.88
0.00
0.88
10.50
1.07
0.00
1.07
10.75
1.31
0.00
1.31
11.00
1.64
0.00
1.64
11.25
2.09
0.00
2.09
11.50
2.87
0.00
2.87
11.75
6.03
0.00
6.03
12.00
29.14
0.00
29.14
12.25
32.55
0.00
32.55
12.50
12.15
0.00
12.15
12.75
6.31
0.00
6.31
13.00
4.34
0.00
4.34
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
3.50
0.00
3.50
13.50
3.02
0.00
3.02
13.75
2.64
0.00
2.64
14.00
2.35
0.00
2.35
14.25
2.09
0.00
2.09
14.50
1.95
0.00
1.95
14.75
1.85
0.00
1.85
15.00
1.75
0.00
1.75
15.25
1.66
0.00
1.66
15.50
1.57
0.00
1.57
15.75
1.48
0.00
1.48
16.00
1.38
0.00
1.38
16.25
1.29
0.00
1.29
16.50
1.24
0.00
1.24
16.75
1.21
0.00
1.21
17.00
1.17
0.00
1.17
17.25
1.14
0.00
1.14
17.50
1.11
0.00
1.11
17.75
1.07
0.00
1.07
18.00
1.04
0.00
1.04
18.25
1.00
0.00
1.00
18.50
0.97
0.00
0.97
18.75
0.94
0.00
0.94
19.00
0.90
0.00
0.90
19.25
0.87
0.00
0.87
19.50
0.84
0.00
0.84
19.75
0.80
0.00
0.80
20.00
0.77
0.00
0.77
20.25
0.74
0.00
0.74
20.50
0.72
0.00
0.72
20.75
0.71
0.00
0.71
21.00
0.70
0.00
0.70
21.25
0.70
0.00
0.70
21.50
0.69
0.00
0.69
21.75
0.69
0.00
0.69
22.00
0.68
0.00
0.68
22.25
0.67
0.00
0.67
22.50
0.67
0.00
0.67
22.75
0.66
0.00
0.66
23.00
0.65
0.00
0.65
23.25
0.65
0.00
0.65
23.50
0.64
0.00
0.64
23.75
0.63
0.00
0.63
24.00
0.63
0.00
0.63

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 111
Summary for Link 10L: Prop P0I-1
Inflow Area = 8.787 ac, 70.21 % Impervious, Inflow Depth > 6.08" for 100-Year event
Inflow = 45.59 cfs @ 12.05 hrs, Volume= 4.451 of
Primary = 45.59 cfs @ 12.05 hrs, Volume= 4.451 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 10L: Prop P0I-1
Hydrograph
■ Inflow
50--1--J--1--L--1-----1--r---------1--L--1-----1--L-- ---- ■ Primary
45.59 cfs
45
I'Inlo'uv'IAire 18.'17
--I--r--r--r--r--I--r--r--r--I-- --r--r--I--r--r--I---I--r--r--r--I--
40
35 ---- -- --------- -- ------ --------- --------- -- -- ----
w30 --I-- ----r---------r--r----r-------7--r---------r--r----
� I I I I I I I I I I I I I I I I I I I I I
0 25-----i-- li--i-----i-- li--i --i --i- -i-----i-- li--i-----i--- --i --i--
LL i
i
20 ---- --'--------- -- ------ --------+---------' -- ----
15
10
5
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 112
Hydrograph for Link 10L: Prop P0I-1
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.01
0.00
0.01
5.00
0.01
0.00
0.01
5.25
0.02
0.00
0.02
5.50
0.02
0.00
0.02
5.75
0.03
0.00
0.03
6.00
0.03
0.00
0.03
6.25
0.04
0.00
0.04
6.50
0.04
0.00
0.04
6.75
0.05
0.00
0.05
7.00
0.05
0.00
0.05
7.25
0.05
0.00
0.05
7.50
0.06
0.00
0.06
7.75
0.06
0.00
0.06
8.00
0.07
0.00
0.07
8.25
0.07
0.00
0.07
8.50
0.08
0.00
0.08
8.75
0.08
0.00
0.08
9.00
0.11
0.00
0.11
9.25
0.30
0.00
0.30
9.50
0.53
0.00
0.53
9.75
0.75
0.00
0.75
10.00
0.98
0.00
0.98
10.25
1.21
0.00
1.21
10.50
1.48
0.00
1.48
10.75
1.80
0.00
1.80
11.00
2.20
0.00
2.20
11.25
2.74
0.00
2.74
11.50
3.59
0.00
3.59
11.75
7.59
0.00
7.59
12.00
37.07
0.00
37.07
12.25
25.00
0.00
25.00
12.50
16.18
0.00
16.18
12.75
11.31
0.00
11.31
13.00
10.40
0.00
10.40
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
9.44
0.00
9.44
13.50
8.22
0.00
8.22
13.75
6.86
0.00
6.86
14.00
5.50
0.00
5.50
14.25
4.58
0.00
4.58
14.50
3.95
0.00
3.95
14.75
3.51
0.00
3.51
15.00
3.16
0.00
3.16
15.25
2.89
0.00
2.89
15.50
2.65
0.00
2.65
15.75
2.45
0.00
2.45
16.00
2.27
0.00
2.27
16.25
2.12
0.00
2.12
16.50
1.99
0.00
1.99
16.75
1.88
0.00
1.88
17.00
1.79
0.00
1.79
17.25
1.71
0.00
1.71
17.50
1.64
0.00
1.64
17.75
1.58
0.00
1.58
18.00
1.52
0.00
1.52
18.25
1.46
0.00
1.46
18.50
1.41
0.00
1.41
18.75
1.36
0.00
1.36
19.00
1.31
0.00
1.31
19.25
1.26
0.00
1.26
19.50
1.21
0.00
1.21
19.75
1.16
0.00
1.16
20.00
1.12
0.00
1.12
20.25
1.08
0.00
1.08
20.50
1.05
0.00
1.05
20.75
1.02
0.00
1.02
21.00
0.99
0.00
0.99
21.25
0.97
0.00
0.97
21.50
0.95
0.00
0.95
21.75
0.93
0.00
0.93
22.00
0.92
0.00
0.92
22.25
0.90
0.00
0.90
22.50
0.89
0.00
0.89
22.75
0.88
0.00
0.88
23.00
0.87
0.00
0.87
23.25
0.85
0.00
0.85
23.50
0.84
0.00
0.84
23.75
0.83
0.00
0.83
24.00
0.82
0.00
0.82

NCC182110 - Acra Heights Type 11 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 113
Summary for Link 11 L: Prop P0I-2
Inflow Area = 1.610 ac, 49.75% Impervious, Inflow Depth > 5.42" for 100-Year event
Inflow = 14.48 cfs @ 11.97 hrs, Volume= 0.728 of
Primary = 14.48 cfs @ 11.97 hrs, Volume= 0.728 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 11 L: Prop P0I-2
Hydrograph
-------
--
-------
--T
---
------- --------- -- ---11
■ Inflow
16
1s
----+--+--r-------
--+-
14.48
cfs r- ----+-r------ + - -r----
lJn�ow�AreaT-.6'o ae-
■ Primary
14
-'-- --
--
-----'--
--
-----'-
----+--+--r--
'
I - -
- I- - +-
-+--
- - - I-
---------+---------------I--
10
- -J--L--L--'---'--L--L--1---1-
--L--1---1--1--L--1---1--L--L--+--'--
w 9
U
T-
-T-
-r-------
--r-
- ---
--r-------T--r-------T--r--r----
--r--I---I--+--r--I---I--+--r--r--I--
3 8-
0
E 7
i
--J--L--L-------L--
L--
- - -
'-
--L--'---'--L--L--'---'--L--L--L--'--
6
-----I--
--I-
-----I-------I-- --I--
5
--r-r--r--r--r--i-
- r-
- r-
---i-
r
--r--r--i--r--r--r--i--r--r--r--i--
Q
-------------------
-
---
----�-
--------------------------
--- -�--
2
----r--r--r-----I--
--r-----I-
--------T--r-------r--r--r--I--
1
Z
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 114
Hydrograph for Link 11 L: Prop P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.01
0.00
0.01
4.75
0.01
0.00
0.01
5.00
0.01
0.00
0.01
5.25
0.01
0.00
0.01
5.50
0.02
0.00
0.02
5.75
0.02
0.00
0.02
6.00
0.02
0.00
0.02
6.25
0.03
0.00
0.03
6.50
0.03
0.00
0.03
6.75
0.04
0.00
0.04
7.00
0.04
0.00
0.04
7.25
0.05
0.00
0.05
7.50
0.06
0.00
0.06
7.75
0.07
0.00
0.07
8.00
0.07
0.00
0.07
8.25
0.09
0.00
0.09
8.50
0.10
0.00
0.10
8.75
0.12
0.00
0.12
9.00
0.14
0.00
0.14
9.25
0.15
0.00
0.15
9.50
0.16
0.00
0.16
9.75
0.19
0.00
0.19
10.00
0.22
0.00
0.22
10.25
0.26
0.00
0.26
10.50
0.32
0.00
0.32
10.75
0.39
0.00
0.39
11.00
0.48
0.00
0.48
11.25
0.65
0.00
0.65
11.50
0.88
0.00
0.88
11.75
4.39
0.00
4.39
12.00
13.61
0.00
13.61
12.25
1.89
0.00
1.89
12.50
1.22
0.00
1.22
12.75
0.90
0.00
0.90
13.00
0.75
0.00
0.75
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
0.65
0.00
0.65
13.50
0.57
0.00
0.57
13.75
0.50
0.00
0.50
14.00
0.45
0.00
0.45
14.25
0.41
0.00
0.41
14.50
0.40
0.00
0.40
14.75
0.38
0.00
0.38
15.00
0.36
0.00
0.36
15.25
0.34
0.00
0.34
15.50
0.32
0.00
0.32
15.75
0.30
0.00
0.30
16.00
0.28
0.00
0.28
16.25
0.26
0.00
0.26
16.50
0.26
0.00
0.26
16.75
0.25
0.00
0.25
17.00
0.24
0.00
0.24
17.25
0.24
0.00
0.24
17.50
0.23
0.00
0.23
17.75
0.22
0.00
0.22
18.00
0.21
0.00
0.21
18.25
0.21
0.00
0.21
18.50
0.20
0.00
0.20
18.75
0.19
0.00
0.19
19.00
0.19
0.00
0.19
19.25
0.18
0.00
0.18
19.50
0.17
0.00
0.17
19.75
0.16
0.00
0.16
20.00
0.16
0.00
0.16
20.25
0.15
0.00
0.15
20.50
0.15
0.00
0.15
20.75
0.15
0.00
0.15
21.00
0.15
0.00
0.15
21.25
0.15
0.00
0.15
21.50
0.15
0.00
0.15
21.75
0.14
0.00
0.14
22.00
0.14
0.00
0.14
22.25
0.14
0.00
0.14
22.50
0.14
0.00
0.14
22.75
0.14
0.00
0.14
23.00
0.14
0.00
0.14
23.25
0.14
0.00
0.14
23.50
0.13
0.00
0.13
23.75
0.13
0.00
0.13
24.00
0.13
0.00
0.13

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 115
Summary for Link 12L: Ex P0I-2
Inflow Area = 2.620 ac, 26.07% Impervious, Inflow Depth > 5.17" for 100-Year event
Inflow = 16.48 cfs @ 12.05 hrs, Volume= 1.129 of
Primary = 16.48 cfs @ 12.05 hrs, Volume= 1.129 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 12L: Ex P0I-2
Hydrograph
■ Inflow
18
1
- -
-T--T--r-----I--
I I I
--r--r
---------r-----I--
I
T
I I
--r--
--I--
■ Primary
17
- - --
I O-WFAra-,
-----T
eI 16.4cfs
- --r-----I--T--r--I---I--7--r--r--I--
T-r
I
-----I--
--r--
--I--
16
--I--�--�--t--Ir--Ii--�--t--I---Ii-
--Ir--Ir--Ii--t--t--Ir--Ii--�--t--Ir--Ii--
15
�I
--I--r--r--r--I---I--r--r--r--I-
--r--I---I--r--r--I---I--r--r--r--I--
14
--I--�--�--t--Ir--Ii--�--t--Ii
--Ii----Ir--Ir--Ii--t--t--Ii---Ii--�--t--IT--Ii--
13
�I
--r-r--r--r--r--I--r--r--r--I-
--r--r-�--r--r--r--I--4--r--r--I--
12
--I--r--r--r--r--I--r--r--r--I-
--r--r--I--r--r--I---I--r--r--r--I--
11
10
--I--r--r--r--I---I--r--
r--r--I---r--I--�--r--r--I---I--r--r--r--I--
p 9
t
t
LL 8
- ---t--t--t--Ir------t-
- - -Ii-
-t--Ir----
-
-t-------t--t--t-
---
----+--+--r-------+--+-----I-
-r-------
+-
-
r-------+--r--r--I--
7
'
----+--+--r--r----+--+--r--I-
-r--r----+-
-r-------+--r--r--I--
6
--I--+--+--r--I---I--+--+--I---I-
-r--I---I--+--r--I---I--+--r--r--I--
5
4
3
2
Time (hours)

NCC182110 - Acra Heights Type/1 24-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 12/16/2019
HydroCAD® 10.00-20 s/n 08311 © 2017 HydroCAD Software Solutions LLC Page 116
Hydrograph for Link 12L: Ex P0I-2
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
0.25
0.00
0.00
0.00
0.50
0.00
0.00
0.00
0.75
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.25
0.00
0.00
0.00
1.50
0.00
0.00
0.00
1.75
0.00
0.00
0.00
2.00
0.00
0.00
0.00
2.25
0.00
0.00
0.00
2.50
0.00
0.00
0.00
2.75
0.00
0.00
0.00
3.00
0.00
0.00
0.00
3.25
0.00
0.00
0.00
3.50
0.00
0.00
0.00
3.75
0.00
0.00
0.00
4.00
0.00
0.00
0.00
4.25
0.00
0.00
0.00
4.50
0.00
0.00
0.00
4.75
0.00
0.00
0.00
5.00
0.00
0.00
0.00
5.25
0.00
0.00
0.00
5.50
0.01
0.00
0.01
5.75
0.01
0.00
0.01
6.00
0.02
0.00
0.02
6.25
0.02
0.00
0.02
6.50
0.03
0.00
0.03
6.75
0.03
0.00
0.03
7.00
0.04
0.00
0.04
7.25
0.05
0.00
0.05
7.50
0.06
0.00
0.06
7.75
0.07
0.00
0.07
8.00
0.09
0.00
0.09
8.25
0.10
0.00
0.10
8.50
0.12
0.00
0.12
8.75
0.14
0.00
0.14
9.00
0.17
0.00
0.17
9.25
0.20
0.00
0.20
9.50
0.22
0.00
0.22
9.75
0.24
0.00
0.24
10.00
0.28
0.00
0.28
10.25
0.34
0.00
0.34
10.50
0.41
0.00
0.41
10.75
0.50
0.00
0.50
11.00
0.63
0.00
0.63
11.25
0.82
0.00
0.82
11.50
1.13
0.00
1.13
11.75
3.37
0.00
3.37
12.00
15.35
0.00
15.35
12.25
7.60
0.00
7.60
12.50
3.01
0.00
3.01
12.75
1.76
0.00
1.76
13.00
1.34
0.00
1.34
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
13.25
1.12
0.00
1.12
13.50
0.98
0.00
0.98
13.75
0.86
0.00
0.86
14.00
0.77
0.00
0.77
14.25
0.69
0.00
0.69
14.50
0.65
0.00
0.65
14.75
0.62
0.00
0.62
15.00
0.59
0.00
0.59
15.25
0.55
0.00
0.55
15.50
0.52
0.00
0.52
15.75
0.49
0.00
0.49
16.00
0.46
0.00
0.46
16.25
0.43
0.00
0.43
16.50
0.42
0.00
0.42
16.75
0.41
0.00
0.41
17.00
0.39
0.00
0.39
17.25
0.38
0.00
0.38
17.50
0.37
0.00
0.37
17.75
0.36
0.00
0.36
18.00
0.35
0.00
0.35
18.25
0.34
0.00
0.34
18.50
0.33
0.00
0.33
18.75
0.31
0.00
0.31
19.00
0.30
0.00
0.30
19.25
0.29
0.00
0.29
19.50
0.28
0.00
0.28
19.75
0.27
0.00
0.27
20.00
0.26
0.00
0.26
20.25
0.25
0.00
0.25
20.50
0.24
0.00
0.24
20.75
0.24
0.00
0.24
21.00
0.24
0.00
0.24
21.25
0.24
0.00
0.24
21.50
0.23
0.00
0.23
21.75
0.23
0.00
0.23
22.00
0.23
0.00
0.23
22.25
0.23
0.00
0.23
22.50
0.23
0.00
0.23
22.75
0.22
0.00
0.22
23.00
0.22
0.00
0.22
23.25
0.22
0.00
0.22
23.50
0.22
0.00
0.22
23.75
0.21
0.00
0.21
24.00
0.21
0.00
0.21

Hydraflow Storm Sewers Extension for Autodesk@ AutoCAD@ Civil 3D@ Plan
Outfall
12
13
Outfall
1
15
2
3
20
4
5 19
6
Outfall
Outfall
7
10
8
17 9
18
Project File: Arka Heights.stm Number of lines: 20 Date: 12/16/2019
Storm Sewers v2018.30

Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
rapt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(fttft)
(ft)
(fttft)
(fttft)
(ft)
(ft)
(ft)
(ft)
(in)
1
A-2.1
1.28
0.00
1.28
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.12
11.14
0.12
11.14
0.0
Off
2
A-2.2
1.96
0.00
1.96
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.16
13.80
0.16
13.80
0.0
Off
3
A-2.3
1.14
0.38
1.52
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.14
12.11
0.14
12.11
0.0
Off
4
A-2.4
0.89
0.00
0.51
0.38
DrGrt
0.0
0.00
0.00
2.00
3.00
0.030
1.00
0.015
0.015
0.013
0.07
10.47
0.07
10.47
0.0
5
A-2.5
0.71
0.00
0.42
0.29
DrGrt
0.0
0.00
0.00
2.00
3.00
0.030
1.00
0.015
0.015
0.013
0.07
10A7
0.07
10A7
0.0
6
A-2.6
1.65
0.29
1.94
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.16
13.73
0.16
13.73
0.0
Off
7
B-1.1
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.00
0.00
0.00
0.00
0.0
Off
8
B-1.3
0.55
0.00
0.55
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.020
0.020
0.013
0.07
9.93
0.07
9.93
0.0
Off
9
B-1.4
1.33
0.00
1.33
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.13
11.35
0.13
11.35
0.0
Off
10
B-1.5
0.82
0.00
0.82
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.020
0.020
0.013
0.09
12.09
0.09
12.09
0.0
Off
11
B-1.6
1.06
0.00
1.06
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.020
0.020
0.013
0.11
13.74
0.11
13.74
0.0
Off
12
A-1.1
0.55
0.00
0.55
0.00
DrGrt
0.0
0.00
16.00
4.00
4.00
Sag
2.00
0.020
0.020
0.013
0.05
9.07
0.05
9.07
0.0
Off
13
A-1.2
1.22
0.00
1.22
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
2.00
0.020
0.020
0.013
0.12
14.78
0.12
14.78
0.0
Off
14
A-1.3
1.22
0.00
1.22
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
2.00
0.020
0.020
0.013
0.12
14.78
0.12
14.78
0.0
Off
15
A-1.4
1.72
0.00
1.72
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
2.00
0.025
0.025
0.013
0.15
14.91
0.15
14.91
0.0
ff
16
B-1.5.1
1.80
0.00
1.80
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.15
13.22
0.15
13.22
0.0
Off
17
B-1.4.1
0.59
0.00
0.59
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.07
7.84
0.07
7.84
0.0
Off
18
13-1.3.1
0.86
0.00
0.86
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.030
0.030
0.013
0.09
9.25
0.09
9.25
0.0
Off
19
B-2.1
0.43
0.00
0.43
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.015
0.015
0.013
0.06
10.87
0.06
10.87
0.0
Off
20
B-2.2
1.65
0.00
1.65
0.00
DrGrt
0.0
0.00
6.00
2.00
3.00
Sag
1.00
0.025
0.025
0.013
0.14
14.54
0.14
14.54
0.0
Off
Project File: Arka Heights.stm
Number of lines: 20
Run Date: 12/11/2019
NOTES: Inlet N-Values = 0.016; Intensity = 4.041(Inlet time + 5.50) A 0.00; Return period = 1 Yrs. ; Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2018.30

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Te
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Incr
Total
otal
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
e
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
I
End
101.366
0.36
2.19
0.89
0.32
1.91
5.0
6.4
6.9
13.09
17.55
6.05
24
0.60
659M
659.61
660.30
660.91
661.25
664A1
SID - (2)
2
1
114.096
0.55
1.83
0.89
0.49
1.59
5.0
6.1
7.0
11.04
17.46
5.38
24
0.60
659.61
660.29
660.91
661.48
664.41
664.36
SID - (3)
3
2
78.071
0.32
1.28
0.89
0.28
1.10
5.0
5.8
7.0
7.71
8.15
5.19
18
0.60
660.29
660.76
661.48
661.92
664.36
664.23
SID - (4)
4
3
84�971
0.25
0.96
0.89
0.22
0.81
5.0
5.4
7.1
5.81
8.14
3.29
18
0.60
660.76
661 �27
662�56
662.77
664�23
665.96
SID - (5)
5
4
34.904
0.20
0.71
0.89
0.18
0.59
5.0
5.1
7.2
4.26
8.14
2.44
18
0.60
661.27
661.48
662.85
662.90
665.96
665.90
SID - (6)
6
5
22.373
0.51
0.51
0.81
0.41
0.41
5.0
5.0
7.2
Z99
8.00
2M
18
0.58
661.48
661.61
662.95
662.27
665.90
664.90
SID - (7)
7
End
3M61
0.00
1.79
0.00
0.00
1.75
0.0
6.8
6.8
11�85
17.59
5.83
24
0.61
659.00
659�24
66&23
660.47
661 �25
664.51
SID - (14)
8
7
110.890
0.14
1.79
0.98
0.14
1.75
5.0
6.5
6.8
11M
17.45
5.87
24
0.60
659.24
659M
660A7
661.14
664�51
665.53
SID - (15)
9
8
94�131
0.34
1.43
0.98
0.33
1.40
5.0
6.2
6.9
9.69
17.60
5.06
24
0.61
659.90
660A7
661 � 14
661.58
665M
664.69
SID - (16)
10
9
9&000
0.21
0.94
0.98
0.21
0.92
5.0
5.9
7.0
6A5
8.13
4.92
18
0.60
660.47
661 �01
661 �58
661.99
664�69
664.27
SID - (17)
11
10
60.912
0.27
0.27
0.98
0.26
0.26
5.0
5.0
7.2
1.92
8.07
1.14
18
0.59
661.01
661.37
662.63
662.64
664.27
664.87
SID - (27)
12
End
111.699
0.14
1.20
0.98
0.14
1.18
5.0
6.1
6.9
8.16
17.52
4.85
24
0.60
659.00
659.67
660.10
660.69
660.71
664.87
SID - (8)
13
12
87.823
0.31
1.06
0.98
0.30
1.04
5.0
5.8
7.0
7.29
8.16
5.22
18
0.60
659.67
660.20
660.78
661.31
664.87
664.70
SID - (9)
14
13
88.617
0.31
0.75
0.98
0.30
0.74
5.0
5.4
7.1
5.23
8.12
4.02
18
0.60
660.20
660.73
661.52
661.61
664.70
664.76
SID - (10)
15
14
92�558
0.44
0.44
0.98
0.43
0.43
5.0
5.0
7.2
3.13
8.10
3.49
18
0.59
660.73
661 �28
661 �61
661.95
66476
664.82
SID - (11)
16
10
11�177
0.46
0.46
0.98
0.45
0.45
5.0
5.0
7.2
3.27
8.31
1.85
18
0.63
661.01
661 M
662M
662.64
664�27
664.45
SID - (18)
17
9
83.047
0.15
0.15
0.98
0.15
0.15
5.0
5.0
7.2
1.07
8.15
1.87
18
0.60
660.47
660.97
661.58
661.36
664.69
664.52
SID - (23)
18
8
65.961
0.22
0.22
0.98
0.22
0.22
5.0
5.0
7.2
1.56
8.18
2�16
18
0.61
659.90
660M
661 � 14
660.77
665M
665.09
SID - (20)
19
End
7&509
0.11
0.53
0.98
0.11
0.52
5.0
5.3
7.2
3.72
8.12
4.30
18
0.60
659.00
659A4
65974
660.18
66071
664.03
SID - (21)
20
19
65.956
0.42
0.42
0.98
0.41
0.41
5.0
5.0
7.2
Z98
8.18
3.74
18
0.61
659.44
65M4
66&18
660.50
664M
664.05
SID - (21) (1)
Project File: Arka Heights.strn
Number of lines: 20
Run Date: 12/11/2019
NOTES:Intensity = 86.72 / (Inlet time + 15.30) 1 0.82; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2018.30

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Ex. Culvert 1 (West)
Subdrainage
areas D-2 and Ex. Culvert 2-
Q
= CiACf
Invert Elev Dn (ft) = 661.69
C
= 0.72
Calculations
Pipe Length (ft) = 65.00
i =
9.05
Qmin (cfs)
Slope (%) = 2.17
A
= 1.10 Acres
Qmax (cfs)
Invert Elev Up (ft) = 663.10
Cf
= 1.2 (50-yr)
Tailwater Elev (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n-Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
El- (ft)
668.00
66700
666.00
665.00
664.00
663.00
662.00
661.00
660.00
= 24.0
= Circular
= 24.0
= 1
= 0.012
= Circular Concrete
= Groove end projecting (C)
= 0.0045, 2, 0.0317, 0.69, 0.2
= 667.13
= 50.00
= 50.00
Ex. Culvert 1 (West)
Circular CUIvel1 HGL Embank
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday, Dec 16 2019
= 8.61
= 8.61
= (dc+D)/2
= 8.61
= 8.61
= 0.00
= 3.36
= 5.18
= 663.21
= 664.15
= 664.58
= 0.74
= Inlet Control
Hw Depth (ft)
4.90
3 90
2.90
1.90
0.90
-0.10
-1.10
-2.10
-3.10
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc. Monday, Dec 16 2019
Ex. Culvert 2 (East)
Subdrainage areas C-2 and Ex. Culvert 2:
Q = CiAC,
Invert Elev Dn (ft)
= 661.12 C = 0.74
Calculations
Pipe Length (ft)
= 54.00 i = 9.05
Qmin (cfs)
= 5.63
Slope (%) =
2.74 A = 0.70 Acres
Qmax (cfs)
= 5.63
Invert Elev Up (ft)
= 662.60 Cf = 1.2 (50-yr)
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 5.63
No. Barrels
= 1
Qpipe (cfs)
= 5.63
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.69
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 4.99
Coeff. K,M,c,Y,k =
0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 662.33
HGL Up (ft)
= 663.51
Embankment
Hw Elev (ft)
= 663.93
Top Elevation (ft)
= 665.93
Hw/D (ft)
= 0.88
Top Width (ft)
= 34.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
El- (ft)
666.00
665.00
664.00
663.00
66200
661 00
660.00
Ex. Culvert 2 (East)
Circular CUIvel1 HGL Embank
Hw Depth (ft)
3.40
2.40
1.40
0.40
-0 60
-1 60
-2.60
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc. Monday, Dec 16 2019
Culvert D-2
Q = CiACf
C = 0.69
Invert Elev Dn (ft)
= 664.54 i = 9.05
Calculations
Pipe Length (ft)
= 76.68 A = 0.42 Acres
Qmin (cfs)
= 3.15
Slope (%)
= 0.60 Cf = 1.2 (50-yr)
Qmax (cfs)
= 8.61
Invert Elev Up (ft)
= 665.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 3.15
No. Barrels
= 1
Qpipe (cfs)
= 3.15
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 2.30
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.06
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 665.63
HGL Up (ft)
= 665.68
Embankment
Hw Elev (ft)
= 665.96
Top Elevation (ft)
= 667.61
Hw/D (ft)
= 0.64
Top Width (ft)
= 39.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
El- (ft)
668.00
667.00
66600
66500
664.00
663.00
Culvert D2
Circular CUIvel1 HGL Embank
Hw Depth (ft)
3.00
2.00
1 00
000
-1 .00
-2.00
Reach (ft)

Inlet Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Monday, Dec 16 2019
C 2
Subdrainage areas C-2:
Drop Grate Inlet
Q
C
= CiACf
= 0.76
Calculations
Location
= Sag
i =
9.05
Compute by:
Known Q
Curb Length (ft)
= -0-
A
= 0.23 Acres
Q (cfs)
= 1.90
Throat Height (in)
= -0-
Cf
= 1.2 (50-yr)
Grate Area (sqft)
= 3.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.90
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.90
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.90
Slope, Sw (ft/ft)
= 0.330
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.330
Gutter Spread (ft)
= 3.96
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 3.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in feet

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc. Monday, Dec 16 2019
D-2 - Roadside Ditch - 10-yr Storm
Trapezoidal
Highlighted
Bottom Width (ft)
= 6.00
Depth (ft)
= 0.13
Side Slopes (z:1)
= 4.10, 3.10
Q (cfs)
= 2.200
Total Depth (ft)
= 2.00
Area (sqft)
= 0.84
Invert Elev (ft)
= 665.00
Velocity (ft/s)
= 2.62
Slope (%)
= 1.00
Wetted Perim (ft)
= 6.97
N-Value
= 0.013
Crit Depth, Yc (ft)
= 0.16
Top Width (ft)
= 6.94
Calculations
EGL (ft)
= 0.24
Compute by:
Known Q
Subdrainage areas D-2:
Known Q (cfs)
= 2.20
Q = CiA
C = 0.69
i = 7.60
A = 0.42 Acres
Elev (ft) Section Depth (ft)
668.00 3.00
667.50
2.50
667.00
666.50
2.00
1.50
666.00
665.50
665.00
AAA tin
1.00
0.50
0.00
0 50
0
5 10 15 20 25 30
Reach (ft)
35

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Monday, Dec 16 2019
Ex. Culvert 1 - Roadside Ditch - 10-yr Storm
Trapezoidal
Highlighted
Bottom Width (ft)
= 6.00
Depth (ft)
= 0.23
Side Slopes (z:1)
= 4.00, 3.00
Q (cfs)
= 6.020
Total Depth (ft)
= 3.00
Area (sqft)
= 1.57
Invert Elev (ft)
= 663.10
Velocity (ft/s)
= 3.85
Slope (%)
= 1.00
Wetted Perim (ft)
= 7.68
N-Value
= 0.013
Crit Depth, Yc (ft)
= 0.30
Top Width (ft)
= 7.61
Calculations
EGL (ft)
= 0.46
Compute by:
Known Q
Known Q (cfs)
= 6.02
Subdrainage areas D-2 and Ex. Culvert 1:
Q=CiA
C = 0.72
i = 7.60
A = 1.10 Acres
Elev (ft)
667.00
665.00
664.00
663.00
662.00
Section
Depth (ft)
3.90
2.90
1.90
gel •1
-0.10
_ 1 1 r)
0 5 10 15 20 25 30 35 40 v
Reach (ft)

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Skimmer Basin 1
Okay
7.13 Disturbed Area (Acres)
20.43 Peak Flow from 10-year Storm (cfs) i =
C=
12834.00 Required Volume ft3
8887.49 Required Surface Area ftZ
66.66 Suggested Width ft
133.32 Suggested Length ft
90.00 Trial Top Width at Spillway Invert ft
205.00 Trial Top Length at Spillway Invert ft
3.00 Trial Side Slope Ratio Z:1
3.00 Trial Depth ft (2 to 3.5 feet above grade)
72.00 Bottom Width ft
187.00 Bottom Length ft
13464.00 Bottom Area ftZ
47709.00 Actual Volume ft3 Okay
18450.00 Actual Surface Area ftZ Okay
7.50 Trial Weir Length ft
1.00 Trial Depth of Flow ft
22.50 Spillway Capacity cfs Okay
1.50 Skimmer Size (inches)
0.13 Head on Skimmer (feet)
2.25 Orifice Size (1/4 inch increments)
3.10 Dewatering Time (days)
Suggest about 3 days
5.21 in/hr
0.55

Skimmer Basin 2
Okay
2.30 Disturbed Area (Acres)
6.59 Peak Flow from 10-year Storm (cfs) i =
C=
4140.00 Required Volume ft3
2866.93 Required Surface Area ftZ
37.86 Suggested Width ft
75.72 Suggested Length ft
160.00 Trial Top Width at Spillway Invert ft
210.00 Trial Top Length at Spillway Invert ft
2.00 Trial Side Slope Ratio Z:1
3.00 Trial Depth ft (2 to 3.5 feet above grade)
148.00 Bottom Width ft
198.00 Bottom Length ft
29304.00 Bottom Area ftZ
94284.00 Actual Volume ft3 Okay
33600.00 Actual Surface Area ftZ Okay
10.00 Trial Weir Length ft
0.50 Trial Depth of Flow ft
10.61 Spillway Capacity cfs Okay
1.50 Skimmer Size (inches)
0.125 Head on Skimmer (feet)
1.25 Orifice Size (1/4 inch increments)
3.24 Dewatering Time (days)
Suggest about 3 days
5.21 in/hr
0.55

Hydrologic Soil Group —Union County, North Carolina
(Arca Heights - USDA Soil Survey)
533510 533560 533610 533660 533710 533760 533810 533860
lie
ft FA
ilk�
4r � �� � l`x.lUlL'J ' � •'' t •x
. +�. 1 A
�i
.. A"
Soil Map may not he valiel at this scale.•
#.
350 2' 15" N � I
533510 533560 533610 533660 533710 533760 533810 533860
- Map Scale: 1:2,380 if printed on A landscape (11" x 8.5") sheet.
Meters
$ N 0 35 70 140 210
Feet
0 100 200 400 E00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
aIiiiiiiiIIIIIIII Conservation Service National Cooperative Soil Survey
533910 533960 534010
• r I 35° 2' 26" N
i
k"
49
Ilk
it :.
1
350 2' 15" N
533910 533960 534010
11 /13/2019
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(Arca Heights - USDA 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: Union County, North Carolina
Survey Area Data: Version 19, 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: Jul 18, 2011—Nov
25, 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 11/13/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Arca Heights - USDA Soil Survey
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CmB
Cid channery silt loam, 1
to 5 percent slopes
D
2.3
21.9%
GsB
Goldston-Badin
complex, 2 to 8
percent slopes
D
7.4
69.4%
TaB
Tarrus gravelly silt loam,
2 to 8 percent slopes
B
0.9
8.6%
Totals for Area of Interest
10.6
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 11/13/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Arca Heights - USDA Soil Survey
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 11/13/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4