20160715 Ver 1_Inspection_20181019

Project Num: 20160715
Project Name: Peace Haven Village
County: Forsyth
Location: Peace Haven Village
Latitude: +36° 02'
SW Plan Location
Site Owner Name Morgan Property Group
Inspection Date: 10/19/2018
Reason for Inspection Routine
Inspection Type: Site Inspection (non -DOT)
Wetland Inspection Report
Version: 1 Status: Issued
Project Type: Other
Region: Winston-Salem
Longitude: -80° 23'21 "
Inspection Contact Person: Title: Phone:
On -Site Representative(s):
Primary Inspector: Sue L Homewood
Secondary Inspector(s):
Facility Compliance Status: 0 Compliant
Program Areas: 401 (includes isolated/non-404)
Question Areas:
0 Permit (401 WQC)
Inspection Summary:
❑ Not Compliant
Phone: [phone]
page: 1

Site Number: 20160715 Owner: Morgan, T
Inspection Date: 10/19/2018 Inspection Type: Site Inspection (non -DOT) Reason for Visit: Routine
Permit (401 WQC)
Yes
No NA NE
Does the impact(s) match what was approved in the 401 WQC or non 404 permit?
❑
❑
❑
Are the culverts and/or filled areas installed properly?
❑
❑
❑
Is the site compliant with additional conditions of the 401 WQC or non 404 permit?
❑
❑
❑
Comment: Engineer forwarded as -built stormwater plans to document compliance with 401/downstream water quality
concerns.
page: 2

E
N
0
r
z
0
z
0
a_
LO
U
9
0
N
I
0
o_
i
V)
JESSIE LANEI _ _ \
817- \ \
CLASS 'A' RIPRAP 8 15- I\
OUTLET PROTECTION /
-"� L=15' 14_\
W=3• X813- \
A DEPTH=9" $112-
1-
5 REN Ao 1 A6
"QM: to
_ _ 80 \ - _ \
30' PRIVATE SINV 798.95
TORM
DRAINAGE EASEMENT / / 806.3 6 0 p I \
80
806.4
s1,
810.95 I • ' � 04 \ �
' D / / / 804.7 \ \
I � • • 805.1 � 80
O� __--- � \ � •'. � \ \
080 \ > \`• \
\.. <,> OO��
YI 303
RIM: 813.83 I � 79 _ 1 j �- I<<>
�
OOO\OO'OO`
Q
/ o
797.1THROAT: 812.56 �*/OOUT: 808.53 OO
797.1 OOO
OO
O© OO797.1© 14.0L`
00 6" DIP® O
I O/�-O
0 ®
6811.3 �OO8.2 6 \<
805 O
�O
OO
O-C
�
O/
I\ /
\ \ � 805.0 I � / O O � \
0 0
805.1 04 M I 'O/ O O �� - O
804.9 I " �O O O�. \\ •.O O O O `\
�98 xx x x x
g \
TEMPORARY \ ! 797 Q \ f 1 x
CONSTRUCTION I
30
EASEMENT 796.7 © I 796.8 I I
6 I STREAM \\�
\ I \ w I 6 ` CLASS B RIPRAP I I x\ BUFFER I \\\
' 5.2 SECTION THROUGH I I 6 804.8
806.2
6 BERM I ' \ C/O.
\ � I 805.0 6 \ I I - 806.5
I Z I I J O PROVIDE 45• BEND, WYE, 90• BEND ,AND RISER FOR C/0. TOP
I I �
IHWT B I I I OF C/O SHALL EXTEND MINIMUM 18 ABOVE GRADE. PROVIDE
\ i GREATER THAN I I 4 BOLLARD FILLED WITH CONCRETE AND PAINTED YELLOW ^ N I / / ADJACENT TO CLEANOUT.
I I 799.0 4•. O ORIFICE
\ •- o
INV 805.47
0000 o 00
® o
0 © o ^/ 0o 000 0 0/ 0 -f � f o 00 00 I / 100, C/o.
I °4
/
\ I ' STREAM PROVIDE WYE AND RISER FOR C/O.
NORMAL POOL 5 4 OUTLET 16 810.9 BUFFER
�so5.47 STRUCTURE TOP OF C/O SHALL EXTEND MINIMUM 18" ABOVE GRADE.
I � STR„
STORM DRAINAGE BYPASS / © / 811.0 / PROVIDE 4 BOLLARD FILLED WITH CONCRETE AND PAINTED
SYSTEM. SEE C-3.12. I I / 0/ RISER / YELLOW ADJACENT TO CLEANOUT.
i / �\
LAT: N 36.0390' - SEE NOTE 4
LON : W 80.3899' THIS SHEET
810.9
6 796.9
I � � 0_.. 811.1
CLA2' HIGH
SS C°
I I 6 806.2 805.0 6 / / SS B RIPRAP / / ' / PROVIDE 45• BEND, WYE, 90` BEND AND RISER FOR C/0. TOP
/
I STONE BERM / OF C/O SHALL EXTEND MINIMUM 18" ABOVE GRADE. PROVIDE
4" BOLLARD FILLED WITH CONCRETE AND PAINTED YELLOW
I2PRECAST RISER
SEE C-5.3,
ADJACENT TO CLEANOUT.
I 5.2 796.8
�
/ 797 804.6 6 810.6 / / / 00
798
SHADED AREAPER RESENTS THE / \� 30 806 2 /
EXTENTS OF THE CORE TRENCH. 80 / Z
STA. 0+3 -STA. 6+45 / 02
80 804.8 6 810.8
/ I 80 0
`-•• .,PLANTED SHS...-..._....
80
/ 0, 80 806.5 $� � � � � � ��� � 7
/ EMERGENCY SPILLWAY 810'8 80 6 811.2 �p� / I 94
5.2 ELEV. 809.2t' �� 811.1 89
809.3 6 8;
/ / - 1kip. 7
RIM: 809.73
/ / e i 110 LF 0. _
Yl 302 81"1
� / / ( 810.1 � I ,
THROAT: 808.45 / 5QWIN 4'SOLI809.2 / ' / / 81 1.1 " 24" DIP ®4% A
WALLED 40 PVC
�. �- 9� \
2C INV. IN: 803.63 I 1 \, \
INV. OUT: 80\ \ D 810.7 O
0 $� P PES DISCHA GE TO EADWALL. �9
O \
\ \ \ \ \ NCDO STD 838. 1 7 -
\ CONCRETE HEADWALL 5.2
\ \ \ 24" DIP IN 795.78Al I
A6'18" HDPE INV: 795.31 I
\ SDMH 301 I I
\ \ \ TEMPORARYRIM: 805.43 I 6 URS BY
AS BUILT CONTO/ r
\ CONSTRUCTION \ INV. IN: 800.68 A6 ALLIED DESIGN, INC.
\ \ \ \ EASEMENT © INV. OUT: 797.33 I / I I
I I I
o/ ^ I
\ \\ I I I1 7,✓� I I I
Io
W X 2'D RIP RAP CHANNEL ,n /
WITH 3:1 SIDE SLOPES. SEE ^
DETAIL THIS SHEET. I
\ \ \ \ o %
EX. POND00
I
PROPERTY LINE
x\ 1 I I I I I TEMPORARY
\ 1 I 1 1 I I I I I I CONSTRUCTION
x 1 I I I I EASEMENT 4
X\ \ \ 1 \ I 1 1 I I I I I I I 1 0
I I\ �
792 Z
\ \
CONNECT TO -_
EXISTING RIP RAP
VICINITY MAP
North
NOT TO SCALE
I, KENNETH BRENT GATLIN. PE., state, based upon As -Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed.
Signature of licensed design professional: Date:
as] 11311011,2111106 z JIM
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM NC 27103
NOTES
1. SEE C-5.5 FOR NOTES AND SPECTIFICATIONS FOR WET DETENTION PONDS.
2. SEASONAL HIGH WATER TABLE ELEVATION BASED ON A STUDY BY ECS CAROLINAS, LLC
DATED 4/7/2016.
Q3. PLANTED SHELF SHALL BE INSTALLED AT THE END OF THE PROJECT AFTER ENTIRE
DRAINAGE AREA IS STABILIZED WITH APPROVAL OF THE VILLAGE OF CLEMMONS. SEE SHEET
L-1.2 PLANTING PLAN AND REQUIREMENTS.
®4. PIPE AND FITTING SHALL BE THICKNESS CLASS 50 DIP. PIPE SHALL BE WATER TIGHT
WITH PUSH ON JOINTS. FITTINGS SHALL HAVE MECHANICAL JOINTS.
19'
S 2-24" THICK
Bu I I UM MUM h UVLH NGDU I TYPE 2
GEOTEXTILE FABRIC
RIP RAP C HANNEL
1
SCALE: NTS
20 0 20 40 60
SCALE: 1" = 20'
sti"mmel
LANDSCAPE ARCHITECTURE
CAVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P: 336.723.1067 F: 336.723.1069
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
�w&
041137
�•• fir:
,
BREN'x GPS,•
PROJECT:
w
J
J
i
z
w
U
Z
w f6
0z
CLIENT: Q �
Ww
a U
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN: WEC
DATE: 05/20/2016
REVISIONS:
Q 7/20/16 AGENCY REVIEW COMMENTS
2 8/18/16 AGENCY REVIEW & DESIGN COORD.
3 9/9/16 VoC COMMENTS
4 11/10/16 NCDEQ COMMENTS
A512/15/16 CLARIFIED EMERGENCY SPILLWAY
6 11/13/17 RECORD DRAWING
JOB. NO: 14-210CD
SHEET TITLE:
WET
DETENTION
POND PLAN
SCALE: 1111 = 20'
SHEET NO.:
C=5ml
© STIMMEL ASSOCIATES, P.A.

E
0
rn
N
0
M
w
J
0
Of
IL0
z
0
CL
N
LO
I
U
o,
3
0
z
0
CLz
0
z
z
W
0
i
U
m
Q
0
v
0
N
i
0
0
a
m
i
0
0
i
0
U
0
N
U
L
o_
V)
V)
820
815
810
805
800
795
790
-0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
DAM CENTERLINE PROFILE
0 0
830
825
820
815
810
805
800
795
790
785
780
830
825
820
815
810
805
800
795
790
785
780
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
4" SOLID WALLED SCH. 40 PVC.
PONDCROSS
SECTION
1 SCALE: H0RIZ. 1 "=20' VERT. 1 "=10'
NOTE:
CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE
TESTING FIRM WHEN CORE TRENCH EXCAVATION IS
COMPLETE PRIOR TO PLACING CORE TRENCH FILL
FOR INSPECTION OF EXISTING SOILS. FAILURE TO DO
SO WILL RESULT IN CORE TRENCH BEING RE -EXCAVATED
AT CONTRACTOR'S EXPENSE.
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM 7NC 27103
I, KENNETH BRENT GATLIN, PE-, state, based upon As -Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management controls) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed.
Signature of licensed design professional: Date: /1-/3-0
PILLWAY
ELEV. 809.2
SEE DET. 4 THIS SHEET
4' X 4'
I.D. CONCRETE RISER
DOWNSTREAM SLOPE J
M
WOVEN GEOTEXTILE FABRIC
_ I.
NORMAL POOL
ELEV 47
805.
I I
10-I
W/ MONOLITHINC
BASE AND
O 0
/
TRASH RACK
DAM FILL 6" DIP 0
-
`RIP�RAP �� �.
1 1=1
1-
HOMOGENOUS DAM FILL - SEE SHEET
--111=111=
1_111-111
:..' CLEAN NATURAL
0
Il -111-1 -
0
I I I
100 YK: 80TJ727-
#57 WASHED STONE
WOVEN GEOTEXTILE FABRIC
C-5.5 FOR MATERIAL AND
SPECIFICATIONS
Q
PROFILE MIRAFI 70OX OR EQUAL
50 YR: 809.02
RENO MATTRESS
(PLACEMENT
10'
25 YR: 808.7
0
3Q
SEEPAGE DIAPHRAGM.
24" DIP
INTO RESIDUAL SOIL. ENOUGH TO ACCOMMODATE
SEE DETAILS THIS SHEET.
Q3zi TRA
ITOP
H RACK
10 YR: 808.54
EXISTING
GRADATION (SEE
10'± PLANTED SHELF
N
DAM ELEV. 811.0±
0 0
2 YR:
GRADE
CONCRETE IPE CRADLE
N{/�
:
808.31
y
8.16
SEE DETAIL THIS SHEET --
--------3 MERGENCY SPILLWAY ELEV. 8
9.2
TOP RISER ELEV. 8
1 11 LF 24' D.I.P. THICKNESS_ATOP
OF-TW�OOL-
ELEV.- 807_58Q- - - -
3
7--.
' CLEAN NATURAL :
SAND MEETING
�...
•
- - - - _ - -
-oNORMAL POOL- ELEV. 805.47 0 _
3 NCDOT STD. 838.21BACKFILL `
CONCRETE HEADWALL.
1 3
7.5° PWQ
1Q
4' MIN.......,.
FOREBAY S1
�
SEE DET. THIS SHEET. EA WALL ="Y
TOP OF 1' PERMANENT
�?
_FES
o INV.: 803.95 0
1 1.65'
5' MIN. -�""�
SEDIMENT STORAGE: 798.0
EXISTING
3
3
GRADEN'�,,
- LaMIMAN ---------
------------------- -----
-
----- -- --- -
-------- o
RENO MATTRESS
._---SEE
DETAIL THIS
SHEET
Lai INVERT: 795.78Q '
5,
1' PSS
10'± PLANTE SHE
76�BOTTOM
2' HIGH CLASS B RIP -RAP
CLASS 2 RIP RAP
DRAIN BERM AROUND RISER WITH V THICK
SEE CHANNEL
CONCRETE PIPE RADLE MONOLITHIC BASE LAYER OF NCDOT #57 STONE ON
DETAIL ON C-5.1,
SEE DETAIL THIS SHEET UPSTREAM SIDE. 12' THICK CLAY POND LINER.
INSTALL PER GEOTECHNICAL
N DOT TYPE 2 10'
IN. 12" THICK CLAY POND LINER. ENGINEERS RECOMMENDATIONS. SEE
GEOTEXTILE FABRIC
CUT MINIMUM 5'D X 10'W CORE TRENCH INSTALL PER GEOTECHNICAL SPECIFICAIONS ON C-5.5,
[INTO
UNDERLINER
RESIDUAL GROUND AS SHOWN ON ENGINEERS RECOMMENDATIONS. SEE
.. ..
AIL 2 THIS H SPECIFICAIONS ON C-5.5.
830
825
820
815
810
805
800
795
790
785
780
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
4" SOLID WALLED SCH. 40 PVC.
PONDCROSS
SECTION
1 SCALE: H0RIZ. 1 "=20' VERT. 1 "=10'
NOTE:
CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE
TESTING FIRM WHEN CORE TRENCH EXCAVATION IS
COMPLETE PRIOR TO PLACING CORE TRENCH FILL
FOR INSPECTION OF EXISTING SOILS. FAILURE TO DO
SO WILL RESULT IN CORE TRENCH BEING RE -EXCAVATED
AT CONTRACTOR'S EXPENSE.
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM 7NC 27103
I, KENNETH BRENT GATLIN, PE-, state, based upon As -Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management controls) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed.
Signature of licensed design professional: Date: /1-/3-0
NOT TO SCALE
4
4 : 4 Q
4 a . °..
a
d d 4 Q
Q'
d'.
24" DI OUTLET 4 ° 4
a BARREL 4" SEEPAGE 4'
° d a DIAPHRAGM
a ° DRAIN PIPE
Q Q d d
° d d
a
° " d
4
4.
a
4 a
a -4- a
RODENT GUARD �.
a
a 4°
d a
a
ELEVATION
CONCRETE HEADWALL
N.T.S.
24" NCDOT
CLASS 2
RIP RAP
TOP OF
RIPRAP
NCDOT TYPE -2 GEC1 ". ,1L
SECTION
4+00
SCALE: HORIZ. 1"=20' VERT. 1"=10'
VEGETATED EMERGENCY SPILLWAY.
33 ELEV: 809.2
SEE SHT. C-5.5 FOR SEEDING
SPECIFICATIONS.
TOP DAM: 811.0±
3
3
1.8'
1 1
L-
4 4
3
' 0
15±
4 EMERGENCY SPILLWAY SECTION
NTS
CLASS B
STONE SECTION THROUGH FOREBAY
NTS
d CONCRETE
HEADWALL.° d
8. a
Q
d 4
0 0
4"DIAPHRAGM
DRAIN PIPE
4'44 d
1 " #0.0515
Q EXPANDED
a ALUMINUM
GRATE
� 4
O 4TEEL'STAINLESS
EXPANSION
S
4 ANCHOR WITH 1 "
4 . STAINLESS STEEL
° 4 d WASHERS
RODENT GUARD
4+50
5+00
5+50
3'
VEGETATIVE
SHELF
6+00
5.5' 3'-j
10 12" THICK RENO MATTRESS
I WITH d50 = 6" ROCK FILL
I
WOVEN GEOTEXTILE FABRIC / 6" THICK #57 WASHED STONE
FLARED MIRAFI 700X OR EQUAL
SECTION
END
SECTION
12" THICK RENO MATTRESS
WITH d50 = 6" ROCK FILL
1=1 I INSIDE EDGE OF
-I I -I O O o0 00 l_ IVn _ _ VEGETATIVE SHELF
100ve
820
815
810
805
800
795
790
7+00
N
6 THICK# 57
PILLWAY
ELEV. 809.2
SEE DET. 4 THIS SHEET
1 TOP OF DAM
3 ELEV. 811.0±
EXISTING GRADE
DOWNSTREAM SLOPE J
M
WOVEN GEOTEXTILE FABRIC
_ I.
NORMAL POOL
ELEV 47
805.
I I
10-I
POND
BOTTOM
O 0
/
�-
DAM FILL 6" DIP 0
-
`RIP�RAP �� �.
1 1=1
1-
--111=111=
1_111-111
:..' CLEAN NATURAL
0
Il -111-1 -
RIP RAP
I I I
FILL INTO EXISTING SLOPE
#57 WASHED STONE
WOVEN GEOTEXTILE FABRIC
5' MINIMUM CORE DEPTH A MINIMUM OF 5' (TYP).
PROFILE MIRAFI 70OX OR EQUAL
RENO MATTRESS
AND A MINIMUM OF 2' CORE TRENCH SHALL BE WIDE
ASTM C33
24" DIP
INTO RESIDUAL SOIL. ENOUGH TO ACCOMMODATE
INV.: 798.98 0
GEOTECHNICAL ENGINEER COMPACTION EQUIPMENT OR
A MINIMUM OF 10 FEET WIDE.
GRADATION (SEE
. '
7\
TO FIELD VERIFY.
NOT TO SCALE
4
4 : 4 Q
4 a . °..
a
d d 4 Q
Q'
d'.
24" DI OUTLET 4 ° 4
a BARREL 4" SEEPAGE 4'
° d a DIAPHRAGM
a ° DRAIN PIPE
Q Q d d
° d d
a
° " d
4
4.
a
4 a
a -4- a
RODENT GUARD �.
a
a 4°
d a
a
ELEVATION
CONCRETE HEADWALL
N.T.S.
24" NCDOT
CLASS 2
RIP RAP
TOP OF
RIPRAP
NCDOT TYPE -2 GEC1 ". ,1L
SECTION
4+00
SCALE: HORIZ. 1"=20' VERT. 1"=10'
VEGETATED EMERGENCY SPILLWAY.
33 ELEV: 809.2
SEE SHT. C-5.5 FOR SEEDING
SPECIFICATIONS.
TOP DAM: 811.0±
3
3
1.8'
1 1
L-
4 4
3
' 0
15±
4 EMERGENCY SPILLWAY SECTION
NTS
CLASS B
STONE SECTION THROUGH FOREBAY
NTS
d CONCRETE
HEADWALL.° d
8. a
Q
d 4
0 0
4"DIAPHRAGM
DRAIN PIPE
4'44 d
1 " #0.0515
Q EXPANDED
a ALUMINUM
GRATE
� 4
O 4TEEL'STAINLESS
EXPANSION
S
4 ANCHOR WITH 1 "
4 . STAINLESS STEEL
° 4 d WASHERS
RODENT GUARD
4+50
5+00
5+50
3'
VEGETATIVE
SHELF
6+00
5.5' 3'-j
10 12" THICK RENO MATTRESS
I WITH d50 = 6" ROCK FILL
I
WOVEN GEOTEXTILE FABRIC / 6" THICK #57 WASHED STONE
FLARED MIRAFI 700X OR EQUAL
SECTION
END
SECTION
12" THICK RENO MATTRESS
WITH d50 = 6" ROCK FILL
1=1 I INSIDE EDGE OF
-I I -I O O o0 00 l_ IVn _ _ VEGETATIVE SHELF
100ve
820
815
810
805
800
795
790
7+00
N
6 THICK# 57
U UU
0
15.15'
WASHED STONE
DOWNSTREAM SLOPE J
M
WOVEN GEOTEXTILE FABRIC
MIRAFI 70OX OR EQUAL
10-I
POND
BOTTOM
O 0
/
1-T-111-
`RIP�RAP �� �.
1 1=1
1-
--111=111=
1_111-111
:..' CLEAN NATURAL
24 THICK CLASS I
"
Il -111-1 -
RIP RAP
6" THICK
#57 WASHED STONE
WOVEN GEOTEXTILE FABRIC
SAND MEETING
PROFILE MIRAFI 70OX OR EQUAL
RENO MATTRESS
ASTM C33
GRADATION (SEE
. '
7\
:
NOTE 2
........:....
'..
' CLEAN NATURAL :
SAND MEETING
�...
•
TRENCH
�
WIDTH'
..'.: :'• °....
ASTM
GRADATION(S
4' MIN.:......; ... •..,.....,...
4' MIN.......,.
NOTE 2
1 1.65'
:..:.
. I.
FLOW
.. ...:........
.:
PIP E
.. ..
24" D .I. PIPE
1.5' -'ri .
', • � `0.5' MIN'
1.5'.
:,0.5' MIN
77
7
DRAINAGE PIPE TO
SECTION A -A
BE
AENDS. PPED ON
4" SOLID WALLED SCH. 40 PVC
4" SLOTTED SCH. 40 PVC
WELL
BOTH PIPE TO HEADWALL.
SIDE VIEW
SCREEN PIPE IN DIAPHRAGM
AREA:
• SLOT WIDTH =
0.01"
0
NOTE:
• O.D. SLOT LENGTH =
1.75"
4" SLOTTED SCH. 40 PVC WELL
1. CONCRETE CRADLE NOT SHOWN ON THIS DETAIL FOR CLARITY. SEE SCREEN PIPE IN DIAPHRAGM AREA:
• SLOT SPACING =
0.25"
CONCRETE CRADLE DETAIL
FOR INSTALLATION OF CRADLE. 0 SLOT WIDTH = 0.01"
• ROWS OF SLOTS
= 4
2. SAND USED FOR SEEPAGE
DIAPHRAGM SHALL MEET ASTM C-33 . O.D. SLOT LENGTH = 1.75"
GRADATION AND SHALL BE
"CLEAN NATURAL SAND." MANUFACTURED • SLOT SPACING = 0.25"
SAND MATERIALS AND ROCK SCREENINGS NOT ALLOWED. 0ROWS OF SLOTS = 4
��� SEEPAGE DIAPHRAGM
NOT TO SCALE
4
4 : 4 Q
4 a . °..
a
d d 4 Q
Q'
d'.
24" DI OUTLET 4 ° 4
a BARREL 4" SEEPAGE 4'
° d a DIAPHRAGM
a ° DRAIN PIPE
Q Q d d
° d d
a
° " d
4
4.
a
4 a
a -4- a
RODENT GUARD �.
a
a 4°
d a
a
ELEVATION
CONCRETE HEADWALL
N.T.S.
24" NCDOT
CLASS 2
RIP RAP
TOP OF
RIPRAP
NCDOT TYPE -2 GEC1 ". ,1L
SECTION
4+00
SCALE: HORIZ. 1"=20' VERT. 1"=10'
VEGETATED EMERGENCY SPILLWAY.
33 ELEV: 809.2
SEE SHT. C-5.5 FOR SEEDING
SPECIFICATIONS.
TOP DAM: 811.0±
3
3
1.8'
1 1
L-
4 4
3
' 0
15±
4 EMERGENCY SPILLWAY SECTION
NTS
CLASS B
STONE SECTION THROUGH FOREBAY
NTS
d CONCRETE
HEADWALL.° d
8. a
Q
d 4
0 0
4"DIAPHRAGM
DRAIN PIPE
4'44 d
1 " #0.0515
Q EXPANDED
a ALUMINUM
GRATE
� 4
O 4TEEL'STAINLESS
EXPANSION
S
4 ANCHOR WITH 1 "
4 . STAINLESS STEEL
° 4 d WASHERS
RODENT GUARD
4+50
5+00
5+50
3'
VEGETATIVE
SHELF
6+00
5.5' 3'-j
10 12" THICK RENO MATTRESS
I WITH d50 = 6" ROCK FILL
I
WOVEN GEOTEXTILE FABRIC / 6" THICK #57 WASHED STONE
FLARED MIRAFI 700X OR EQUAL
SECTION
END
SECTION
12" THICK RENO MATTRESS
WITH d50 = 6" ROCK FILL
1=1 I INSIDE EDGE OF
-I I -I O O o0 00 l_ IVn _ _ VEGETATIVE SHELF
100ve
820
815
810
805
800
795
790
7+00
N
6 THICK# 57
U UU
0
WASHED STONE
WOVEN GEOTEXTILE FABRIC
MIRAFI 70OX OR EQUAL
10-I
POND
BOTTOM
O 0
/
1-T-111-
`RIP�RAP �� �.
1 1=1
1-
--111=111=
1_111-111
24 THICK CLASS I
"
Il -111-1 -
RIP RAP
6" THICK
#57 WASHED STONE
WOVEN GEOTEXTILE FABRIC
PROFILE MIRAFI 70OX OR EQUAL
RENO MATTRESS
N.T.S.
A" cr-roAr r rNIAMUDArn►A
PLAN
= I = x�i��i��i��i \ \�i��i��i� =1 COMPACTED BACKFILL
I -
�I
= RISER OUTLET- CONCRETE CRADLE
PIPE I1=
=I (SEE PLANS) = I-
d
G,4 -I I I;
III II I I II II -II I I INITIAL POUR
-
-i
1' MIN 1' MIN
6" MINIMUM. PROVIDE SOLID CONCRETE
BLOCKING UNDER PIPE
NOTES:
1 . CONCRETE CRADLE MATERIAL SHALL BE 1,000 PSI PUMP MIX.
2. DO NOT FORM THE SIDES OF THE CRADLE - POUR FULL WIDTH OF TRENCH
3. PLACE CRADLE IN TWO POURS TO PREVENT PIPE FLOATATION. INITIAL POUR
TO EXTEND 3" - 4" ABOVE UNDER SIDE OF PIPE. FINAL POUR TO EXTEND
3/4 PIPE DIAMETER.
4. VIBRATE CONCRETE TO INSURE NO VOIDS.
5. FORM ENDS OF CONC. CRADLE AT SEEPAGE DIAPHRAGM
CONCRETE PIPE CRADLE
N.T.S.
I stimmel
LANDSCAPE ARCHITECTURE
CAVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SMITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F: 336.723.1069
www.stimmelpaxom
SEALS:
NCBEES CERT. NO.: C-1347
• • SEAL'v�
041137
PROJECT:
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN: WEC
DATE: 05/20/2016
REVISIONS:
A107/20/16 AGENCY REVIEW COMMENTS
2 11/10/16 NCDEQ COMMENTS
3 11/13/17 RECORD DRAWING
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND PROFILES
& DETAILS
SCALE:
SHEET NO.:
C=5m2
© STIMMEL ASSOCIATES, P.A.

A NORMAL POOL
y ELEV. 805.47
54" BASE
SECTION
HEIGHT
12" 12
3000 PSI PRECAST
CONCRETE STRUCTURE WALL
COLLAR
12" 8" COAT SURFACE OF PRECAST
RISER WITH A BONDING
\I-- AGENT. SIKADUR 31, HI—MOD
a° GEL OR EQUAL
s °. a
4" #5 REBAR DOWEL ® 10' O.C.
a e ° EMBED INTO PRECAST 4" MIN.
USING SIKADUR ANCHORFIX-2.
22 1/4" e a a EXTEND 8" INTO COLLAR AND
TERMINATE WITH A 4" 90' HOOK.
TYP OF 9.
e a e. .•e
LINK SEAL
y , e
8„
24" DUCTILE
IRON OUTLET PIPE
FILL INVERT OF STRUCTURE UP
TO INVERT OF BARREL WITH
l 3,000 PSI028 DAYS CONC.
MONOLITHINC BASE
\LINK SEAL
CONCRETE COLLAR SECTION
NTS
OUTSIDE
FACE OF
STRUCTURE
52" COLLAR HEIGHT /
7'-4"
-dir�lm
6" WASHED #57 =NE
LEVELING COURSE
12" SURGE STONE
STABILIZATION
NOTE:
1. MIN. SERVICE WEIGHT OF CONC 145
16 J" MIN
LBS/CY
2. MIN WEIGHT OF STIR PRIOR TO BLOCKOUTS
SHALL BE 21,765 LBS. SUBMIT CALCULATIONS
SUPPORTING THE INDICATED WEIGHT.
0
RISER WITH A BONDING
NOTE: FOR TRASH RACK A
ELEV. 808.16
PROVIDE STEPS IN ACCORDANCE
ALUMINUM—ANTI VORTEX
24 D.I.
W/ ASTM -478 CO—POLYMER
PLATES SEE SHEET C-5.
EMBED INTO PRECAST 4" MIN.
POLYPROPLYENE STEEL
FOR DETAILS
1EXTEND
co
8" INTO COLLAR AND
TERMINATE WITH A 4" 90' HOOK.
REINFORCED STEPS 16" O.C. ALIGN
TYP OF 9.
WITH TRACK RACK DOOR.
4'-0"
I
BLOCKOUT BY PRECASTER. IF BLOCKOUT BY
g"
PRECAST DIFFERS THAN WHAT IS SHOWN THE
SOLID PRECAST CONCRETE BOX.
1
+
WAFFLE STYLE BOX NOT ACCEPTABLE.
THEDIMENSIONS SHOWN AT NO COST TO THE
I
JOINT DESIGN SHALL CONFORM TO
OWNER
8'
MIN. WALL ASTM C-478. JOINT SHALL BE
/
PROVIDE A SOLID
THICKNESS SEALED USING BUTYL RUBBER
CONCRETE BLOCK
SEALANT CONFORMING TO
TO SUPPORT PIPE
ASTM -990. PARGE JOINTS
DURING LINK SEAL
INSIDE AND OUT WITH NON—
SHRINK GROUT.
POURING OF FLOOR.
BLOCKOUT BY PRECASTER. IF BLOCKOUT BY
PRECAST DIFFERS THAN WHAT IS SHOWN THE
COLLAR MAY NEED TO BE ADJUSTED TO MAINTAIN
THE DIMENSIONS SHOWN AT NO COST TO THE
OWNER
24" D.I. OUTLET PIPE
INV. 796.21A3
/ \
FILL INVERT OF STRUCTURE UP
/
TO INVERT OF BARREL WITH
3,000 PS1028 DAYS CONC.
�
ELEV 797.00±
12" THICK MONOLITHIC
0
IR
N===:IIIIII
11112
CONCRETE BASE
7'-4"
-dir�lm
6" WASHED #57 =NE
LEVELING COURSE
12" SURGE STONE
STABILIZATION
CONCRETE COLLAR ELEVATION
NTS
OUTLET STRUCTURE SECTION A -A 50 SECTION B-BNTS
>.aUTLET.STRU.CTU.RE
VALVE
OPERATING
STEM
REMOVEABLE VALVE
WRENCH WITH HAND
WHEEL ON TOP. PROVIDE
CHAIN AND LOCK FOR
SECURING WRENCH TO
TRASH RACK.
PRECAST
rRUCTURE
SECURE STEM GUIDE
BRACKET TO WALL USING
EXPANSION ANCHORS
SECTION A-A���
EXTENSION STEM WITH 2"
OPERATING NUT ON TOP as
SECURE STEM GUIDE
BRACKET TO WALL USING
EXPANSION ANCHORS
ATTACH STEM TO
OPERATING NUT TO Vz
PREVENT REMOVAL
6" DUCTILE
IRON PIPE
6" RESILIENT WEDGE FL—FL
GATE VALVE — F.L. ENDS 12" 6" FLANGE W/ YOMAX.
SHALL MEET AWWA C509� EXTENSION TO TEMP
SKIMMER PIPE. ATTACH W/
FILL INV OF STRUCTURE 6" FERNCO COUPLING.
UP TO INVERT OF REMOVE AFTER SITE IS
BARREL (6"±) i STABILIZED AND BASIN CAN
BE REMOVED.
MONOLITHINC " I ( MINIMUM DEPTH
CONCRETE BASE REWD TO INSTALL
SECTION ASSEMBLY
a '
LINK—SEAL
46(LS-410—C-10)
a 4 IN 10—INCH CAST OR
CORED HOLE. CONFIRM
a Q HOLE DIA PRIOR TO
CASTING
BED VALVE IN
NON—SHRINK GROUNT
FOR SUPPORT
('_� B OTTO M D RAINVALVE
NTS
OUTSIDE
r�nr nr
NOTE:
TRASH RACK NOT
A �� SHOWN FOR CLARITY
OUTLET STRUCTURE PLAN VIEW
NTS
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
336) 0765 237 NC 27103
I, KENNETH BRENT GATLIN, PE., state, based upon As—Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should func�tioon, as designed.
Signature of licensed design professional: Date:
6" BOTTOM
DRAIN PIPE
7'-4"
M
sti"mmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P,336.723.1067 F:336.723.1069
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
11
t�2.
_ SEAL
041137
f' -At c
.,tv
PROJECT:
w
Q
J
J
Z
W
Q
= z
W Ui
Uo
Q�
Ww
U
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN:
WEC
DATE: 05/20/2016
REVISIONS:
1 07/20/16 AGENCY REVIEW COMMENTS
2 11/10/16 NCDEQ COMMENTS
3 11/13/17 RECORD DRAWINGS
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND OUTLET
STRUCTURE
DETAILS
SCALE:
SHEET NO.:
C=5m3
© STIMMEL ASSOCIATES, P.A.
64" COL R WIDTH
16 J" MIN
COAT SURFACE OF PRECAST
RISER WITH A BONDING
AGENT. SIKADUR 31, HI—MOD
GEL OR EQUAL
24 D.I.
25.8" O.D.
#5 REBAR DOWEL ® 10" O.C.
EMBED INTO PRECAST 4" MIN.
USING SIKADUR ANCHORFIX-2.
1EXTEND
co
8" INTO COLLAR AND
TERMINATE WITH A 4" 90' HOOK.
TYP OF 9.
I
BLOCKOUT BY PRECASTER. IF BLOCKOUT BY
g"
PRECAST DIFFERS THAN WHAT IS SHOWN THE
COLLAR MAY NEED TO BE ADJUSTED TO MAINTAIN
1
+
THEDIMENSIONS SHOWN AT NO COST TO THE
I
OWNER
24" DUCTILE
IRON OUTLET PIPE
12.2" MIN
/
PROVIDE A SOLID
CONCRETE BLOCK
6
TO SUPPORT PIPE
DURING LINK SEAL
INSTALLATION AND
POURING OF FLOOR.
CONCRETE COLLAR ELEVATION
NTS
OUTLET STRUCTURE SECTION A -A 50 SECTION B-BNTS
>.aUTLET.STRU.CTU.RE
VALVE
OPERATING
STEM
REMOVEABLE VALVE
WRENCH WITH HAND
WHEEL ON TOP. PROVIDE
CHAIN AND LOCK FOR
SECURING WRENCH TO
TRASH RACK.
PRECAST
rRUCTURE
SECURE STEM GUIDE
BRACKET TO WALL USING
EXPANSION ANCHORS
SECTION A-A���
EXTENSION STEM WITH 2"
OPERATING NUT ON TOP as
SECURE STEM GUIDE
BRACKET TO WALL USING
EXPANSION ANCHORS
ATTACH STEM TO
OPERATING NUT TO Vz
PREVENT REMOVAL
6" DUCTILE
IRON PIPE
6" RESILIENT WEDGE FL—FL
GATE VALVE — F.L. ENDS 12" 6" FLANGE W/ YOMAX.
SHALL MEET AWWA C509� EXTENSION TO TEMP
SKIMMER PIPE. ATTACH W/
FILL INV OF STRUCTURE 6" FERNCO COUPLING.
UP TO INVERT OF REMOVE AFTER SITE IS
BARREL (6"±) i STABILIZED AND BASIN CAN
BE REMOVED.
MONOLITHINC " I ( MINIMUM DEPTH
CONCRETE BASE REWD TO INSTALL
SECTION ASSEMBLY
a '
LINK—SEAL
46(LS-410—C-10)
a 4 IN 10—INCH CAST OR
CORED HOLE. CONFIRM
a Q HOLE DIA PRIOR TO
CASTING
BED VALVE IN
NON—SHRINK GROUNT
FOR SUPPORT
('_� B OTTO M D RAINVALVE
NTS
OUTSIDE
r�nr nr
NOTE:
TRASH RACK NOT
A �� SHOWN FOR CLARITY
OUTLET STRUCTURE PLAN VIEW
NTS
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
336) 0765 237 NC 27103
I, KENNETH BRENT GATLIN, PE., state, based upon As—Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should func�tioon, as designed.
Signature of licensed design professional: Date:
6" BOTTOM
DRAIN PIPE
7'-4"
M
sti"mmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P,336.723.1067 F:336.723.1069
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
11
t�2.
_ SEAL
041137
f' -At c
.,tv
PROJECT:
w
Q
J
J
Z
W
Q
= z
W Ui
Uo
Q�
Ww
U
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN:
WEC
DATE: 05/20/2016
REVISIONS:
1 07/20/16 AGENCY REVIEW COMMENTS
2 11/10/16 NCDEQ COMMENTS
3 11/13/17 RECORD DRAWINGS
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND OUTLET
STRUCTURE
DETAILS
SCALE:
SHEET NO.:
C=5m3
© STIMMEL ASSOCIATES, P.A.

A
3"x1/4"
JM. ANGLE
1 /2" M ALUM. BARS
6" OCEW, VERTICAL BARS
OVER HORIZONTAL BARS
(TYP)
NOTE:
WELD BARS AT ALL
INTERSECTIONS
FIELD MEASURE
PRECAST CONCRETE RISER PRIOR
TO FABRICATING THE TRASH RACK
AND ANTI—VORTEX FRAME.
TRASH RACK PLAN VIEW
NTS
3
3"x3"x 1 /4
ALUM. ANGLE
2
3"x 1 /4" ALUM.
TRASH RACK ELEVATI
NTS
NOTE
AA THE TRASH RACK SHALL BE LOCKABLE AND HINGED.
4'-1 1 /2"
2"x1/4" ALUM.
FLAT BAR STIFFENER
":. (WELD FULL LENGTH)
V-10 5/13"II
I
II
2"x1 /4" ALUM. 1/4" ALUM.
FLAT BAR STIFFENER PLATE
(WELD FULL LENGTH)
ANTI -VORTEX FRAME SECTION A -A
NTS
E DETAIL 4
IS SHEET FOR 3"x4"x1/4"
TI–VORTEX
SEMBLY ALUM. ANC' c
(T
'-3 1/2"L X 1/2" DIA. ALUM. ROD
'/ THREADED ENDS
ROVIDE 1/2" DIA.
ASHERS AND NUTS
T EACH END
SECURE TRASH RACK TO
RISER STRUCTURE USING
STAINLESS STEEL ANCHORS
12" OC.
c3"x 1 /4"
JM. ANGLE
OUTSIDE FACE
OF RISER
STRUCTURE
2 "x2 "x 1 /4"
ALUM. ANGLE
3„ WELD TO HINGED
K -7
E OF
RACK
LENGTH)
2"x2"x 1 /4"
ALUM. ANGLE
1/4" ALUM.
PLATE
1'-10 5/8»
3"
ANTI -VORTEX FRAME SECTION B -B
NTS
TOP OF DAM
A ELEV. 811.0±
03 ELEV. 807.19 3.•1
NORMAL POOL
QA ELEV. 805.47 V
Q ELEV. 802.72 a
3;1 PRECAST
3 TURN—DOWN ORIFICE CONCRETE 3.5'x3.5'xO.5' CONCRETE
POND BOTTOM ELEV. 797.0± BOX ANTI—SEEP COLLAR
6" DIP
SEE POND PLAN SHEET C-5.1
FOR SLOPES AND INVERTS
DAM SECTION
SCALE: H:1"=10'; V:1"=10'
PROPOSED
GRADE
3•,1
ELEV. 805.00±
A
INV 802.72
�--18"
BACKFILL & BED WITH CLAY POND LINER MATERIAL
PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS.
SEE SPECIFICATIONS ON C-5.5
CLAY
LINER
PROPOSED
GRADE
±10' LITTORAL SHELF
HINGE ASSEMBLY
3/4" DIA. HOLE (TYP OF 2)
FOR ROD 2"x1/4" ALUM.
(TYP. EACH END) 135• FLAT BAR
O
�4"�
ALIGN DOOR
A /— WITH STEPS
3'-3 1
3
TRASH RACK SECTION A-
DNTS
n
SEE DETAIL 4
— THIS SHEET FOR
ANTI—VORTEX
ASSEMBLY
OUTSIDE FACE
OF RISER
STRUCTURE
UU 1511
0
STF
ANTI—VORTEX PANEL
NOT WELDED TO HINGED FRAME
•0
It LLV LV I V I IIIVV LV
PLAN VIEW FRAME OF TRASH RACK
4
ANTI -VORTEX FRAME
NTS
1/2"M ALUM. BARS
4" OC EACH FACE
WELD AT ALL
CONNECTIONS
�6
1/2" DIA. x 3"
RISER STRUCTURE AND
VIEW
ANGLE TO I STAINLESS STEEL
PLAN V I E V V`n, I EXTENDED BASE USING EXPANSION ANCHOR (TYP)
STAINLESS STEEL
EXPANSION ANCHORS
3'-6'
EXTENDED BASE
OF RISER STRUCTURE
"x1/4" ALUM.
_E SIDE
DP FRAME
AST PAD
SECTIONRISER A -A
1CTURE
ELEV. 806.1 ±
ELEVATION_
BOTTOM DRAIN TRASH GUARD
NTS
A TOP GRATE ELEV. 807.19
3" LIP
6" SCH. 40 PVC /
TURNED DOWN TO MIN. 6" /
BELOW NORMAL POOL /
ELEVATION (12" MAX.)/ /
0 NORMAL POOL
ELEV. 805.47
6" MIN.
12" MAX.
1j" X A" BEARING BARS
SPACED 1fj" ON CENTER
FOR GALVANIZED STEEL BAR GRATE.
BAR GRATE SHALL OVERHANG
OF PRECAST CONCRETE STRUC'
BY MIN. 21" ON ALL SIDES
PROPOSED
GRADE
611 3'•1
FIELD CORE FOR 6" SCH 40 PVC DRA
PRECASTER TO BLOCKOUT REINFORCING
FILL VOID WITH A NON—SHRINK
FERNCO
COUPLING
6" DIP
0 SEE SHEET C-5.1
FOR PIPE SLOPES AND INVERTS
6"
4'-7 112"
SCH. 4
PVC
4'-0"
3"x 1 /4" ALUM.
FLAT BAR
3
TRASH RACK SECTION A-
DNTS
n
SEE DETAIL 4
— THIS SHEET FOR
ANTI—VORTEX
ASSEMBLY
OUTSIDE FACE
OF RISER
STRUCTURE
UU 1511
0
STF
ANTI—VORTEX PANEL
NOT WELDED TO HINGED FRAME
•0
It LLV LV I V I IIIVV LV
PLAN VIEW FRAME OF TRASH RACK
4
ANTI -VORTEX FRAME
NTS
1/2"M ALUM. BARS
4" OC EACH FACE
WELD AT ALL
CONNECTIONS
�6
1/2" DIA. x 3"
RISER STRUCTURE AND
VIEW
ANGLE TO I STAINLESS STEEL
PLAN V I E V V`n, I EXTENDED BASE USING EXPANSION ANCHOR (TYP)
STAINLESS STEEL
EXPANSION ANCHORS
3'-6'
EXTENDED BASE
OF RISER STRUCTURE
"x1/4" ALUM.
_E SIDE
DP FRAME
AST PAD
SECTIONRISER A -A
1CTURE
ELEV. 806.1 ±
ELEVATION_
BOTTOM DRAIN TRASH GUARD
NTS
A TOP GRATE ELEV. 807.19
3" LIP
6" SCH. 40 PVC /
TURNED DOWN TO MIN. 6" /
BELOW NORMAL POOL /
ELEVATION (12" MAX.)/ /
0 NORMAL POOL
ELEV. 805.47
6" MIN.
12" MAX.
1j" X A" BEARING BARS
SPACED 1fj" ON CENTER
FOR GALVANIZED STEEL BAR GRATE.
BAR GRATE SHALL OVERHANG
OF PRECAST CONCRETE STRUC'
BY MIN. 21" ON ALL SIDES
PROPOSED
GRADE
611 3'•1
FIELD CORE FOR 6" SCH 40 PVC DRA
PRECASTER TO BLOCKOUT REINFORCING
FILL VOID WITH A NON—SHRINK
FERNCO
COUPLING
6" DIP
0 SEE SHEET C-5.1
FOR PIPE SLOPES AND INVERTS
3Q BOTTOM ELEV. 802.88
4' _ I
SECTION A -A
SCALE: H:1 "=1 '; V:1 "=1 '
o� ORIFICE �OUTLETSTRUCTURI
\ CJ
6"X4" REDUCER
BUSHING (FLUSH STYLE)
FOR 4" ORIFICE
SOLID PRECAST CONCRETE E
WAFFLE STYLE BOX NOT ACCEP
NOTES:
1. CONTRACTOR TO PROVIDE SHOP DRj
CONCRETE BOX, SIGNED AND SEALE
STRUCTURAL ENGINEER, FOR REVIEA
PURCHASE AND CONSTRUCTION.
2. ALL JOINTS TO BE WATER TIGHT.
3. JOINT DESIGN FOR PRECAST CONCRETE STRUCTURE
SHALL CONFORM TO ASTM C-478. JOINTS SHALL
BE SEALED USING BUTYL RUBBER SEALANT
CONFORMING TO ASTM -990. PARGE JOINTS INSIDE
AND OUT WITH NON—SHRINK GROUT.
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
336) 0765 A237� NC 27103
I, KENNETH BRENT GATLIN, PE., state, based upon As—Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed. /
Signature of licensed design professional: Date:
FRONT VIEW
SCALE: H:1 "=1 '; V:1 "=1
A
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SMITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F: 336.723.1063
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
AL _
041137
•01 I .. •• ''G�'.�'
BR1811111111
EW(
PROJECT:
W
C�
Q
Z
W
i
Q
=z
w�
Uo
Q�
Ww
�J
U
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN: WEC
DATE: 05/20/2016
REVISIONS:
1Q 07/20/16 AGENCY REVIEW COMMENTS
Q2 11/10/16 NCDEQ COMMENTS
z 11/13/17 RECORD DRAWING
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND TRASH
RACK DETAILS
SCALE:
SHEET NO.:
C=5m4
© STIMMEL ASSOCIATES, P.A.
6"
SCH. 4
PVC
3Q BOTTOM ELEV. 802.88
4' _ I
SECTION A -A
SCALE: H:1 "=1 '; V:1 "=1 '
o� ORIFICE �OUTLETSTRUCTURI
\ CJ
6"X4" REDUCER
BUSHING (FLUSH STYLE)
FOR 4" ORIFICE
SOLID PRECAST CONCRETE E
WAFFLE STYLE BOX NOT ACCEP
NOTES:
1. CONTRACTOR TO PROVIDE SHOP DRj
CONCRETE BOX, SIGNED AND SEALE
STRUCTURAL ENGINEER, FOR REVIEA
PURCHASE AND CONSTRUCTION.
2. ALL JOINTS TO BE WATER TIGHT.
3. JOINT DESIGN FOR PRECAST CONCRETE STRUCTURE
SHALL CONFORM TO ASTM C-478. JOINTS SHALL
BE SEALED USING BUTYL RUBBER SEALANT
CONFORMING TO ASTM -990. PARGE JOINTS INSIDE
AND OUT WITH NON—SHRINK GROUT.
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
336) 0765 A237� NC 27103
I, KENNETH BRENT GATLIN, PE., state, based upon As—Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed. /
Signature of licensed design professional: Date:
FRONT VIEW
SCALE: H:1 "=1 '; V:1 "=1
A
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SMITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F: 336.723.1063
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
AL _
041137
•01 I .. •• ''G�'.�'
BR1811111111
EW(
PROJECT:
W
C�
Q
Z
W
i
Q
=z
w�
Uo
Q�
Ww
�J
U
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN: WEC
DATE: 05/20/2016
REVISIONS:
1Q 07/20/16 AGENCY REVIEW COMMENTS
Q2 11/10/16 NCDEQ COMMENTS
z 11/13/17 RECORD DRAWING
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND TRASH
RACK DETAILS
SCALE:
SHEET NO.:
C=5m4
© STIMMEL ASSOCIATES, P.A.

OPERATION & MAINTENANCE PROVISIONS FROM NCDENR STORMWATER BMP MANUAL
Important maintenance procedures: _
- Immediately after the wet detention basin is established, the plants on the Q
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/ debris is present.
Remove the trash/ debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
Designed by: BMH, WEC
otherwise damaged.
ground cover and water until it is
Average end area method
Erosion is occurring in the
established. Provide lime and a
Checked by:
swale.
one-time fertilizer application.
Stage (ft) Elevation (ft)
Vegetation is too short or too
Maintain vegetation at a height of
Total storage (cult)
long.
approximately six inches.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
on the embankment.
sediment off-site.
[A]
The pipe is cracked or
Replace the pipe.
Designed by: BMH, WEC
otherwise damaged.
consult a professional to remove
Average end area method
Erosion is occurring in the
Regrade the swale if necessary to
Checked by:
swale.
smooth it over and provide erosion
Stage (ft) Elevation (ft)
the embankment.
control devices such as reinforced
Total storage (cult)
An annual inspection by an
turf matting or riprap to avoid
0
appropriate professional
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
1.79 798.00
a depth greater than the
sediment and remedy the problem if
The outlet device
original design depth for
possible. Remove the sediment and
12,360
sediment storage.
dispose of it in a location where it
15,092
The outlet device is damaged
will not cause impacts to streams or
The receiving water
Erosion or other signs of
the BMP.
CURVE NO
(CN)
Erosion has occurred.
Provide additional erosion.
Impervious
outlet.
protection such as reinforced turf
11.85%
98
matting or riprap if needed to
7.79 804.00
Open Space - Good
prevent future erosion problems.
6.85
Weeds are present.
Remove the weeds, preferably by
418
142,522
hand. If pesticide is used, wipe it on
C
0.74
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
172,327
show that pruning is needed
practices
0.00%
to maintain optimal plant
0
37,456
health.
B
4.08
Plants are dead, diseased or
Determine the source of the
224
dying.
problem: soils, hydrology, disease,
C
4.84
etc. Remedy the problem and
70
339
replace plants. Provide a one-time
D
fertilizer application to establish the
25.26%
77
ground cover if a soil test indicates
TW Elev. (ft)
TOTALS
it is necessary.
1851
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
AREA
(%)
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
63.99%
storage depth.
dispose of it in a location where it
PrfRsr Wr A
Impervious -Future Parcel 1-70%
will .not cause impacts to streams or
0.76
6.63%
the BMP.
74
Algal growth covers over
Consult a professional to remove
B,C,D0.74
50% of the area.
and control the algal growth.
98
Cattails, phragmites or other
Remove the plants by wiping them
Impervious -Future Parcel 3
invasive plants cover 50% of
with pesticide (do not spray).
10.55%
the basin surface.
119
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
Project No.: 14-210CD
on the embankment.
POND
ELEVATION
[A]
Evidence of muskrat or
Use traps to remove muskrats and
Designed by: BMH, WEC
beaver activity is present.
consult a professional to remove
Average end area method
used for volume calculation. Begining Elevation = 796.21 ft
beavers.
Checked by:
A tree has started to grow on
Consult a dam safety specialist to
Stage (ft) Elevation (ft)
the embankment.
remove the tree.
Total storage (cult)
An annual inspection by an
Make all needed repairs.
0
appropriate professional
0.79 797.00
SCS RUNOFF
shows that the embankment
3,679
1.79 798.00
needs repair. if applicable)
Assumes Jesse Lane south of Peace Haven Village entrance does not contribue to pond drainage area. Assumes all
Parcels are 70% impervious.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
12,360
PRE DEVELOPMENT
of the sediment off-site.
15,092
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
CURVE NO
(CN)
damage have occurred at the
Water Quality Regional Office, or
Impervious
outlet.
the 401 Oversight Unit at 919-733-
11.85%
98
1786.
E
0
0
\
M
U
J
a
U
I
0
co
ori
I
U
0
a
0
z
0
a_
Z
0
Z
w
0
0
LO
I
U
I
m
Q
I
0
U
O
N
I
0
/
3
II
Project :
POND
BYPASS
Weir Structures
Sheet :
1
Project No.: 14-210CD
VILLAGE POND
POND
ELEVATION
[A]
Date :
7/11/2016
Designed by: BMH, WEC
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 796.21 ft
Stage / Storage Table
Checked by:
= 24.00
4.00 0.00
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 796.21
00
0
0
0.79 797.00
SCS RUNOFF
CURVE NUMBERS
3,679
1.79 798.00
11,474
Assumes Jesse Lane south of Peace Haven Village entrance does not contribue to pond drainage area. Assumes all
Parcels are 70% impervious.
PRE -DEVELOPED CONDITIONS
2.79 799.00
13,247
12,360
PRE DEVELOPMENT
3.79 800.00
15,092
14,170
BASIN LAND USE
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
19,094
Impervious
B,C,D
3.11
11.85%
98
305
7.79 804.00
Open Space - Good
B
6.85
26.10%
61
418
142,522
9.26 805.47
C
0.74
2.82%
74
55
16,489
172,327
D
0.00
0.00%
80
0
37,456
Woods - Good
B
4.08
15.54%
55
224
13.79 810.00
41,935
C
4.84
18.44%
70
339
365,034
D
6.63
25.26%
77
511
TW Elev. (ft)
TOTALS
26.25 100.0%
1851
POST -DEVELOPED CONDITIONS
Peace Haven Village
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
Stage / Storage / Discharge
BASIN LAND USE
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Impervious -Roof, Sidewalk, Paving B,C.D
7.34
63.99%
98
719
PrfRsr Wr A
Impervious -Future Parcel 1-70%
B,C,D
0.76
6.63%
98
74
cuft ft
Impervious -Future Parcel 2-70%
B,C,D0.74
cfs cfs
6.45%
98
73
cfs cfs
Impervious -Future Parcel 3
B,C,D
1.21
10.55%
98
119
0.00
Open Space - Good
B
0.59
5.14%
61
36
0.00
0.00 ---
C
0.63
5.49%
74
47
0.000
1.79
D
0.20
1.74%
80
16
---
TOTALS
11.47 100.0%
WIsl1DIN3............::
1084
Peace Haven Village Parcel A & B
26,433 799.00
0.00
0.00 ---
BASIN LAND USE
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
3.79
Impervious -Road, Sidewalk
B,C,D
0.71
20.50%
98
70
---
Impervious -Future Parcl A-70%
B,C,D
0.74
21.37%
98
73
--- 0.00
Impervious -Future Parcel B-70%
B,C,D
1.00
28.88%
98
98
74,739 802.00
Open Space - Good
B
0.69
19.93%
61
42
--- ---
0.000
C
0.06
1.73%
74
4
0.00
---
D
0.26
7.59%
80
21
0.00
TOTALS
3.46 100.0%
308
---
YMCA Expansion
--- ---
0.000
8.79
BASIN LAND USE
0.00
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
--- ---
Impervious -Pavia . Roof
9.26
B,C,D
3.24
55.69%
98
318
---
Open Space - Good
--- ---
B
2.58
44.31%
61
157
--- 0.00
TOTALS
5.82 100.0%
EIGITa i, DIELOPD,
475
,
Peace Haven Road & Lewisville
Clemmons
Road
206,201 807.00
0.52 is
BASIN LAND USE
--- 0.00
SOIL
NAME
HYDROL.
GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
242,574 808.00
Impervious -Paving. Roof
0.65 is ---
--- 0.00
B,C,D
2.02
48.91%
98
198
12.79
Open Space - Good
41.79 oc
0.77 is ---
B
2.11
51.09%
61
129
41.79
TOTALS
4.13 100.0%
1d'/IWITf=D DEELOPIWI
327
7g
0.14 is ---
Pond Area
35.74
---
---
--- ---
BASIN LAND USE
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
120.63
Open Space - Good
B
0.21
15.33%
61
13
C
0.06
4.38%
74
4
D
1.10
80.29%
80
88
TOTALS
1.37 100.0% 105
tEIG1-ITEb
TOTAL POST DEVELOPMENT AREA
BASIN LAND USE
SOIL HYDROL.
NAME GROUP
AREA
(AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Impervious -Paving, Roof
B,C,D
17.76
67.65%
98
1741
Open Space - Good
B
6.18
23.54%
61
377
C
1 0.75
1 2.86%
1 74
1 56
D
1 1.56
1 5.95%
1 80
1 125
0 Pond Report
POND
BYPASS
Weir Structures
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Wednesday, 10 / 11 / 2017
Pond No. 1 - PEACE HAVEN
VILLAGE POND
POND
ELEVATION
[A]
Pond Data
[PrfRsr]
0.548 cfs
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 796.21 ft
Stage / Storage Table
Rise (in)
= 24.00
4.00 0.00
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 796.21
00
0
0
0.79 797.00
9,313
3,679
3,679
1.79 798.00
11,474
10,393
14,072
2.79 799.00
13,247
12,360
26,433
3.79 800.00
15,092
14,170
40,602
4.79 801.00
17,044
16,068
56,670
5.79 802.00
19,094
18,069
74,739
6.79 803.00
21,257
20,176
94,915
7.79 804.00
23,523
22,390
117,305
8.79 805.00
26,912
25,217
142,522
9.26 805.47
29,759
13,316
155,838
9.79 806.00
32,458
16,489
172,327
10.79 807.00
35,290
33,874
206,201
11.79 808.00
37,456
36,373
242,574
12.79 809.00
39,667
38,561
281,136
13.79 810.00
41,935
40,801
321,937
14.79 811.00
44,259
43,097
365,034
Culvert / Orifice Structures
POND
BYPASS
Weir Structures
POND
ROUTED
BYPASS
TOTAL
POND
ELEVATION
[A]
[B] [C]
[PrfRsr]
0.548 cfs
[A]
[B]
[C]
[D]
5.637 cfs
Rise (in)
= 24.00
4.00 0.00
0.00
Crest Len (ft)
= 16.00
15.00
0.00
0.00
4.60 cfs
Span (in)
= 24.00
4.00 0.00
0.00
Crest EI. (ft)
= 808.16
809.20
0.00
0.00
14.334 cfs
No. Barrels
= 1
1 0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
28.553 cfs
Invert EL (ft) = 796.21
805.47 0.00
0.00
Weir Type
= Rect
Ciplti
---
---
1.931 cfs
Length (ft)
= 110.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.40
0.00 0.00
n/a
N -Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Civ A
Civ B Civ C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft
cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 796.21
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
0.79
3,679 797.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
1.79
14,072 798.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
2.79
26,433 799.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
3.79
40,602 800.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
4.79
56,670 801.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
5.79
74,739 802.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
6.79
94,915 803.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
7.79
117,305 804.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
8.79
142,522 805.00
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
9.26
155,838 805.47
0.00
0.00 ---
--- 0.00
0.00
---
---
--- ---
0.000
9.79
172,327 806.00
0.27 is
0.25 is ---
--- 0.00
0.00
---
---
--- ---
0.253
10.79
206,201 807.00
0.52 is
0.49 is ---
--- 0.00
0.00
---
---
--- ---
0.491
11.79
242,574 808.00
0.65 is
0.65 is ---
--- 0.00
0.00
---
---
--- ---
0.646
12.79
281,136 809.00
41.79 oc
0.77 is ---
--- 41.02
0.00
---
---
--- ---
41.79
13.79
321,937 810.00
51.94 oc
0.14 is ---
--- 51.80s
35.74
---
---
--- ---
87.67
14.79
365,034 811.00
54.19 oc
0.08 is ---
--- 54.08s
120.63
---
---
--- ---
174.78
0 PRE / POST RELEASE RATES AND POND ELEVATION TABLE
Flows Represented in this Comparison are based on SCS 1 -yr, 24 -hr design storm and SCS 2, 10, 25 & 100 -yr, 6 -hr design storms.
Impervious area increases at Lewisville-Clemmons Rd. and a portion of Jessie Lane bypass the pond.
PRE -DEVELOPED I POST -DEVELOPED
FREQUENCY &
DURATION
POND
BYPASS
TOTAL
POND
ROUTED
BYPASS
TOTAL
POND
ELEVATION
*FIRST 1 in. VOL.
RELEASE RATE
1 YR, 24 HR
26.63 cfs
0.548 cfs
27.178 cfs
65.16 cfs
3.485 cfs
2.152 cfs
5.637 cfs
808.30
0.338 cfs
2 YR, 6 HR
7.389 cfs
0.130 cfs
7.519 cfs
28.67 cfs
3.714 cfs
0.886 cfs
4.60 cfs
808.31
N/A
10 YR, 6 HR
20.76 cfs
0.379 cfs
21.139 cfs
50.72 cfs
13.03 cfs
1.304 cfs
14.334 cfs
808.54
N/A
25 YR, 6 HR
30.20 cfs
0.565 cfs
30.765 cfs
63.79 cfs
27.01 cfs
1.543 cfs
28.553 cfs
808.78
N/A
100 YR, 6 HR
47.15 cfs
0.898 cfs
48.048 cfs
85.25 cfs
50.56 cfs
1.931 cfs
52.491 cfs
809.27
NIA
*Drawdown time is 2.15 days. See Stormwater Management and Conveyance System Report for drawdown calculations.
PRE / POST 25 -YEAR, 6 -HOUR DESIGN STORM VOLUME COMPARISONS
Pre/Post volumes below came from the hydrograph volumes. Volume provided and elevation came from the routed hydrograph.
PRE -DEVELOPED POST -DEVELOPED
25 -YR POND
VOLUME
POND
BYPASS
TOTAL POND
BYPASS
TOTAL
DIFFERENCE
ELEVATION
PROVIDED
129,524 cf
2,339 cf
131,863 cfs 264,673 cf
6,808 cf
271,481 cf
139,618 cf
808.78
243,365 cf
'Drawdown time is 2.80 days -see drawdown calculations in calculation section.
POND RECORD INFORMATION PROVIDED BY:
ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
336 765 237 NC 27103
I, KENNETH BRENT GATLIN, PE., state, based upon As -Built Survey and information provided by
others, that to the best of my knowledge, information, and belief, that the permanent stormwater
management control(s) labeled as PEACE HAVEN VILLAGE WET DETENTION POND on this plan has
been completed in general conformance with the approved design plans and specifications, has its
full design volume available, and should function as designed.
Signature of licensed design professional:_)/~� t' - Date: ��`��-�%
I st'i'mmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N. TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P:336.723.11367 F.336.723.1069
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
fsSRo��,��
f• •:� X�121'•. "
SEAL -
041137
PROJECT:
CLIENT:
LEWISVILLE CLEMMONS
ROAD REALTY, LLC.
13024 BALLANTYNE
CORPORATE PLACE,
SUITE 500
CHARLOTTE, NC 28277
DRAWN: WEC
DATE: 05/20/2016
REVISIONS:
1 7/20/16 AGENCY REVIEW COMMENTS
A29/9/16 VoC COMMENTS
Z& 11/13/17 RECORD DRAWINGS
JOB. NO: 14-21 OCD
SHEET TITLE:
WET DETENTION
POND O&M AND
CALCULATIONS
SCALE:
SHEET NO.:
C=5m6
© STIMMEL ASSOCIATES, P.A.