SW8140503_Historical File_20140514

AA
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvarla, III
Governor Secretary
May 14, 2014
United States Air Force
Dennis G. Goodson, Deputy Base Civil Engineer
1095 Peterson Avenue
Seymour Johnson, NC 27531
Subject: Stormwater Management Permit No. SW8140603
Ft. Fisher AF Recreational Area — Phase 1 N40085-13-C-5230
High Density Infiltration Basin and Excluded Redevelopment Project
New Hanover County
Dear Mr. Goodson:
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Ft. Fisher AF Recreational Area — Phase 1 N40085-13-C-5230 on May 9, 2014.
Staff review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8 140503 dated May 14, 2014, for the construction,
operation and maintenance of the BMP's and built -upon area associated with the subject project.
This permit shall be effective from the date of issuance until May 14: 2022, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the conditions
listed in this permit regarding the Operation and Maintenance of the BMP(s), recordation of deed
restrictions, certification of the BMP's, procedures for changing ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and maintenance
of the stormwater management system, to record deed restrictions, to certify the BMP's, to transfer
the permit, or to renew the permit, will result in future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of Administrative
Hearings (OAH). The written petition must conform to Chapter 150B of the North Carolina General
Statutes, and must be filed with the OAH within thirty (30) days of receipt of this permit. You should
contact the OAH with all questions regarding the filing fee (if a filing fee is required) and/or the
details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone
at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information conceming this matter, please contact
Linda Lewis in the Wilmington Regional Office at [phone].
Sinc rely,
racy vis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/arl: G:1WQ1Shared\StormwateAPermits & Projects120141140503 HD12014 05 permit 140503
cc: Elizabeth Nelson, P.E., Cape Fear Engineering
Town of Kure Beach
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

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ARCHITECTURE PLANNING INTERIORS
6280 S. Valley View Blvd., Suite 116, Las Vegas, NV 89118-3814
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GENERAL NOTES
1. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH DEPARTMENT OF DEFENSE
(DOD) INSTALLATION STANDARDS AND NC BUILDING CODE FOR COASTAL AREAS.
2. THE EXISTENCE AND LOCATION OF ANY OVERHEAD OR UNDERGROUND UTILITY LINES, PIPES, OR
STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A RESEARCH OF THE AVAILABLE RECORDS.
EXISTING UTILITIES AS SHOWN ON PLANS ARE APPROXIMATE AND FOR RECORD PURPOSES. EXISTING
UTILITIES ARE LOCATED ON PLANS ONLY FOR THE CONVENIENCE OF THE CONTRACTOR. EXISTING
UTILITY SERVICE LATERALS MAY NOT BE SHOWN ON THE PLANS. THE CONTRACTOR SHALL, AT HIS
OWN EXPENSE, LOCATE ALL UNDERGROUND AND OVERHEAD INTERFERENCE'S WHICH MAY AFFECT HIS
OPERATION DURING CONSTRUCTION AND SHALL TAKE ALL NECESSARY PRECAUTIONS TO AVOID
DAMAGE TO SAME. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR
OVERHEAD UTILITIES SO AS TO SAFELY PROTECT ALL PERSONNEL AND EQUIPMENT, AND SHALL BE
RESPONSIBLE FOR ALL COST AND LIABILITY IN CONNECTION THEREWITH.
3. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT EXISTING
UTILITY LINES, STRUCTURES AND STREET IMPROVEMENTS WHICH ARE TO REMAIN IN PLACE, FROM
DAMAGE, AND ALL SUCH IMPROVEMENTS OR STRUCTURES DAMAGE BY THE CONTRACTOR'S
OPERATIONS SHALL BE REPAIRED OR REPLACED SATISFACTORY TO THE U.S. ARMY CORPS OF
ENGINEERS AT THE EXPENSE OF THE CONTRACTOR.
4. ALL CONSTRUCTION SHALL BE AS SHOWN ON THESE PLANS, ANY REVISIONS SHALL HAVE THE
PRIOR WRITTEN APPROVAL OF THE U.S. ARMY CORPS OF ENGINEERS.
5. EXPANSION JOINTS REQUIRED, MAXIMUM EVERY 40' IN EXTRUDED —TYPE —CURB.
6. AC PAVEMENT TO BE FLUSH WITH THE LIP OF ALL GUTTERS AFTER COMPACTION.
7. CONTRACTOR SHALL PROVIDE ALL NECESSARY HORIZONTAL AND VERTICAL TRANSITIONS BETWEEN
NEW CONSTRUCTION AND EXISTING SURFACES TO PROVIDE FOR PROPER DRAINAGE AND FOR INGRESS
AND EGRESS TO NEW CONSTRUCTION.
8. ALL GRADING WORK SHALL CONFORM TO THE SOILS REPORT AS PREPARED BY THE SOILS
ENGINEER AS SHOWN ON THESE PLANS.
9. CONTRACTOR SHALL ADJUST ALL NEW AND EXISTING INLETS, VALVE BOXES, MANHOLE RIMS, AND
SEWER CLEANOUTS, ETC. TO FINISH GRADE AS APPLICABLE WHETHER OR NOT THEY ARE SHOWN ON
THESE PLANS.
10. PRIOR TO THE INSTALLATION OF ANY SUBGRADE STREET IMPROVEMENTS, ALL REQUIRED
UNDERGROUND UTILITIES (I.E. -TELEPHONE, POWER, WATER, ETC.) SHALL BE EXTENDED A MINIMUM OF
TEN (10) FEET BEYOND THE PROJECT BOUNDARY, OR AS OTHERWISE REQUIRED BY THE U.S. ARMY
CORPS OF ENGINEERS.
11. WHERE MATCHING EXISTING IMPROVEMENTS THE SAWCUT LINES AND LIMITS OF A.C. REMOVAL
SHALL BE DETERMINED BY THE U.S. ARMY CORPS OF ENGINEERS.
12. CONTRACTOR RESPONSIBLE FOR PULLING PERMITS INCLUDING THE SUBMITTAL OF THE NOTICE OF
INTENT (N.0.1.) AND THE COASTAL AREA MANAGEMENT ACT (CAMA) PERMIT WITH THE DIVISION OF
COASTAL MANAGEMENT.
STORMWATER MANAGEMENT NOTES
1. IF NECESSARY, SLOPES, WHICH EXCEED EIGHT (8) VERTICAL FEET SHOULD BE STABILIZED WITH
SYNTHETIC OR VEGETATIVE MATS, IN ADDITION TO HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL
TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. TEMPORARY BERMS MAY BE NEEDED UNTIL THE
SLOPE IS BROUGHT TO GRADE.
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE
SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO
CASE MORE THAN FOURTEEN (14) DAYS AFTER WORK HAS CEASED, EXCEPT AS STATED BELOW.
WHERE STABILIZATION BY THE 14TH DAY IS PRECLUDED BY SNOW COVER OR FROZEN GROUND
CONDITIONS STABILIZATION MEASURES MUST BE INITIATED AS SOON AS PRACTICABLE.
• WHERE CONSTRUCTION ACTIVITY ON A PORTION OF THE SITE IS TEMPORARILY CEASED, AND
EARTH -DISTURBING ACTIVITIES WILL BE RESUMED WITHIN 14 DAYS, TEMPORARY STABILIZATION
MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE.
3. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN (7) DAYS. IF
SITE INSPECTIONS IDENTIFY BEST MANAGEMENT PRACTICES (BMPs) THAT ARE DAMAGED OR ARE NOT
OPERATING EFFECTIVELY, MAINTENANCE MUSE BE PERFORMED AS SOON AS PRACTICAL OR AS
REASONABLY POSSIBLE AND BEFORE THE NEXT STORM EVENT WHENEVER PRACTICABLE.
4. PROVIDE SILT FENCE AND/OR OTHER CONTROL DEVICES, AS MAY BE REQUIRED, TO CONTROL SOIL
EROSION DURING UTILITY CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED, AND
STABILIZED WITH GRASSING IMMEDIATELY AFTER THE UTILITY INSTALLATIONS. FILL, COVER, AND
TEMPORARY SEEDING AT THE END OF EACH DAY ARE RECOMMENDED. IF WATER IS ENCOUNTERED
WHILE TRENCHING, THE WATER SHOULD BE FILTERED TO REMOVE ANY SEDIMENTS BEFORE BEING
PUMPED BACK INTO ANY WATERS OF THE STATE.
5. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF
CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRICTION ACTIVITIES AND ALL DISTURBED AREAS
HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN
ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES
SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED.
6. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
PAVED ROADWAY(S) FROM CONSTRUCTION AREAS AND THE GENERATION OF DUST. THE CONTRACTOR
SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT, AS MAY BE REQUIRED.
7. TEMPORARY DIVERSION BERMS AND/OR DITCHES WILL BE PROVIDED AS NEEDED DURING
CONSTRUCTION TO PROTECT WORK AREAS FROM UPSLOPE RUNOFF AND/OR TO DIVERT SEDIMENT —
LADEN WATER TO APPROPRIATE TRAPS OR STABLE OUTLETS.
8. ALL WATERS OF THE STATE (WOS), INCLUDING WETLANDS, ARE TO BE FLAGGED OR OTHERWISE
CLEARLY MARKED IN THE FIELD. A DOUBLE ROW OF SILT FENCE IS TO BE INSTALLED IN ALL AREAS
WHERE A 50—FOOT BUFFER CAN'T BE MAINTAINED BETWEEN THE DISTURBED AREA AND ALL WOS. A
10—FOOT BUFFER SHOULD BE MAINTAINED BETWEEN THE LAST ROW OF SILT FENCE AND ALL WOS.
9. LITTER, CONSTRUCTION DEBRIS, OILS, FUELS, AND BUILDING PRODUCTS WITH SIGNIFICANT
POTENTIAL FOR IMPACT (SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER) AND CONSTRUCTION
CHEMICALS THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A
POLLUTANT SOURCE IN STORM WATER DISCHARGES.
LEGEND AND ABBREVIATIONS
— —
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—
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ELEVATION:
FEET = 11.32' (NAVD88)
METERS = 3.450 M (NAVD88)
BASIS OF BEARING
SOUTH 14°48'40" WEST, BEING THE WESTERN RIGHT
OF WAY OF HIGHWAY #421 PER D.B. 628 PG. 523
NEW HANOVER COUNTY. NORTH CAROLINA.
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LAS VEAS10649 JEFFREYS ST, HE
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LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR M COMMENCING CONSTRUCTION. NO
W- - ON IS MADE THAT ALL EXISTING UIU71ES ARE SHOWN HEREON. THE ENGINEER
ASSUMES NO RESPONSIBILITY FOR U11UTIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR
PROPER LOCATION.
FLOW Z= DES129MM
THIS SITE IS LOCATED IN ZONE "VEO AND ZONE Y. ZONE OVE AREAS DETERMINED TO BE WITHIN
THE COASTAL FLOOD ZONE NTH VELOCITY H ACTION NTH KNOWN BASE FLOOD
ELEVATION& ZONE Y AREAS DETERMINED M THE ANNUAL CHANCE FLOOD
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ROOD DESIGNA11ON PROVIDED BY FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA),
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EXISTING CONCRETE MONUMENT AT SOUTHEAST
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TAX ID # R09100-002-001-000 BLDG CORNER
0o BLDG CORNER : 863 4.36 oQ
- ---- ---- 3 SUNNYP01(yTBUFFEI3,,,J,(M1L_.--_ _ N 7 04 --------------------
BLDG CORNER BLDG CORNER N: 86321.7438 E: 2329581.3887 BLDG CORNER EIp
1 L3 N: 86117.2233 N 86224.7859 E: 2329542.8063 L9 N: 86412.3851 ,
J E: 2329481.2131 O° E: 2329564.4673 - �_
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N: 85968.1522
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E: 2329447.1626
BLDG CORNER
0
REF. POINT N: 86057.3370
BLDG CORNER
N: 85913.1289 E: 2329494J250
BLDG CORNER
N: 86093.0851
E: 2329490.9954
N: 86051.5467
E: 23295 5.1721
❑ E: 2329523.7728
BLDG CORNER.
N: 86171.1282
E: 2329544.5227
0 q4
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N: 86101.7222
SW INTERSECTION
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N: 86175.2025
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--BLDG CORNER
BLDG CORNER
❑
N: 86077.2460
0
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N: 860019844
G/
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E: 2329619.0403
O BLDG CORNER
E: 2329612,9576
BLDG CORNER
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F-- N: 85920.7142
N: 86073.7233
E•• 2329665.0869
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z E• 2329621.0839
E: 2329673.4059
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E: 2329668.6463 N: 8604R 1862 411
L30 C18
E: 2329693.1398
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REF. POINT
N: 85858.2208
B E: 2329697.9583 [28 3
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TRAFFIC CONSTRUCTION NOTES:
INSTALL 'STOP' SIGN PER MANUAL ON
A ❑1 UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
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F2 INSTALL "NO PARKING" SIGN PER MUTCD
R8-1 SEE DETAIL mBm THIS SHEET
INSTALL 'RESERVED PARKING' SIGN PER
❑3 MUTCD R7-8. SEE DETAIL '"Cm THIS SHEET
FINSTALL 2r WIDE STOOP BAR
a
BLDG CORNER'
N: 86132.7408
E: 2329714.6897
�2 Cl L22
flo14
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121
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BUILDING OK
■
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N: 86261.1851
2329563 *••
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2329656.9 ii2329608.8385i
- - 86456.2163
PLAY J
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SW INTERSEC11ON
N: 86230.3630
is -
i
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BUILDING -PA
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BLDG CORNER
N. 86197.7580
E: 2329733.6408
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On
0
V
U.S. HIGHWAY #421 (FORT FISHER BLVD.)
( 100' PUBLIC RIGHT OF WAY )
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1. ALL SIDEWALK IS 5' WIDE UNLESS
OTHERWISE NOTED,
2, ALL SIDEWALK INIERSECTING RADII 5'
UNLESS OTHERWISE NOTED,
SIGN SCHEDULE
R8-3
18X24
DETAIL "B"
R7-8
12 X 18
DETAIL "C"
BLDGp CORNER 'BLDG CORNER
N: 86265.5668 N: 86306.9166
• 7
E• 2329751.9509 E• 2329 58.6 388
• r
Curve Table
Curve #
Radius
Length
Delta
Tangent
C1
5.00'
7.85'
90'00'00"
5.00
C2
5.00'
7.85'
90M0'00"
5.00
C3
5.00'
7.85'
89459'58"
5.00
C4
10.00'
10.47'
60='02"
5.77
C 5
5.00'
7.85'
90=100"
5.00
C6
5.50'
8.64'
90000'00"
5.50
C 7
10.00'
10.52'
6015944"
5.80
C8
5.00'
7.83'
89'*44!160
4.98
C 9
5.00'
7, 85'
1 90000900"
5.00
L20
C9
L16
Ln BLDG CORNER
N.- 867097.41F
18E: 2329649.3416
L12 BLDG CORNER
L38 I N: 86477.3063
E: 2329740.1676
BLDG CORNER
N: 86457.7311
E: 2329756.6816
C24 11
t �
33.92'
N
BLDG CORNER r 2 O
w
N: 86404.0742
;E: 2329791.7967 % 'r / F p
L18 �,2 O cn
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J
00
Ln
NN
C10
5.00'
7.66'
87'49'20"
4.81
C11
61.00'
93.22'
8r33'38"
58.46
C12
54.00'
48.36'
51'18'3e
25.94
C 13
54.50'
37.05'
38057'08"
19.27
C 14
5.00'
7.85'
90'00'00"
5.00
C15
5.00'
7.85'
90000'00"
5.00
C 16
5.00'
7.85'
89"59'58"
5.00
C17
9.50'
9.95'
59059'59"
5.48
C 18
5.00'
7.85'
9OW000
5.00
C19
270.50'
1 51.39'
1 10053'07"
25.77
Ln
O
V
R/W
C20
5.50'
8.65'
90V9'37"
5,52
C21
104.00'
19.40'
10'41'25"
9.73
C 2 2
130.00"
24,640
10*51'43"
12.36
C23
226.00"
42.74'
10050'1 On
21.44
C24
2&00'
44.11
90015`42"
28.13
C25
35.00'
54.82'
8904418"
34,84
C26
15.00'
23.48'
89'41'05"
14,92
C27
15.00'
23.91'
9110'00"
15.35
C 2 8
20.00'
34.90'
99'59'18"
23.83
C29
20.00'
31.61'
90'32'35"
20.19
SCALE: 1 "= 30'
30 15 6 SO
Line Table
Line#
Length
Bearin
L1
41,18'
N15'06'39"E
L2
13.00'
N74'53921 "W
L3
144.00'
N15006'39"E
L4
13.00'
S74*53'21 "E
L5
29.30'
N15106'39"E
L6
3.68'
N74053019"W
L7
5.13'
N75106'41"E
L8
87.48'
N15'06'39"E
L9
13.00'
N74* 5321 "W
L10
144.00'
N15006'39"E
L11
12.50'
S74*53'21 "E
L12
66.92'
Ni 5'06939"E
L13
4.48'
N72'46'23"E
L14
3,37'
S15'06'41 "W
L15
11.11'
N75'09'02"W
L16
13.01'
N14050'58"E
L17
99.00'
N75009'02"W
L18
13.06'
S1405065899W
L19
4.86'
S14'531019"E
L 2 0
33, 34'
S75009902NE
L21
56.47'
S15106'39"W
L22
13.00'
S74'53'21 "E
L23
154.00"
S15'06'39"W
L24
13.00'
N74053'21 "W
L25
80.71'
S15006'39"W
L26
4.11'
S74*53919"E
L27
5.62'
S75006'41 a
L28
22.86'
S15'06'39"W
L29
13.00'
S74*53921 "E
L30
81.50'
S15006'39"W
L31
19.32'
S25058'22"W
L32
13.00'
N64*02'19'W
L33
4.66'
S14'53'21 "E
L34
19.43'
S15136939"W
L35
21.72'
N15006939"E
L36
24.53'
N25'581122"E
L37
450,359
N15106'390E
L38
190.11'
N75'09'02"W
L39
1571.851
S15'06939"W
L40
1 4.50'
N17i 3'37"W
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99 , A 1-�65 � � � -
I AC 10 LF 1 �,2Q AC 141 �11 -5a3 � � 1 �.35 Ate' � �� � ' 8 PRETREATMENT BASIN
I1 - � 4.2 0 `�,.. I ��_ AC � � ,....-- `_" r TYP �_�� � 6 .. ,`` � `,. �
2,7 6 14,20 13.75� 13.30 �. 14.2 �, 2
6 5 4.
f 1 AC/ �-- ACFS A FS sTORTRAIIN
-.�.,m A� �-� ,�� �, r� 1 `�� 2 5 �� 9 WEIR OUTLET FOR RETENTION
# AC f AaC F c-7s C/F
.._... -�
WATER MAIN A 10 GRASSED SWALE
� CROSSING. SEE ..M._�. � _..._._ _.. __..._.. r� #
12, �-� 5 ► UTILITY PLAN, .10 0 10 (2) 6 j 11 RELOCATE RETENTION INLET
,rr E I �,' C4 S STEPS r � „99 I IN
/ 0 2 13, 12 INFILTRATION BASIN
12,5 t' 1 14.50 F- o
,� 1 .26 S 1 BPS A
FS 11.20 i { # 1- S .� ¢ 5 C r;
JJ 11�/ FF = 14,5 BUILDI G � � �� 1*S ,J
C11_DII I-I.20 ACS
FF - 15. N FF -- 15.E FS # #2.0
Aj
ii ;; i, ,FL
_ I r-- �� tom- ----J i I i I --- --
�- � -� � 14. i5 �--� �-- ; � ��.,� �. �.� �' 1 ,MAINTAIN A
. EXISTING --- �' �� 1 , r FF 15. 4 � A - -'� � WEIR
, w SOURS TYP,�� t2) 6 59g ,/ OUTLET
----� 4 ------ � i S;TEPS`-, �� ` STEPS � 1 � � EL 12.80
--3 FS F S f- _14.0 Lr_ 3 PER
FS � c� ,
' 11 -� ''. 1 4.9�r S� 6 _ ;_- ORIGINAL
r' AC y 1 e �; __ __ - -� i 4. 25 1= S _-14, 6 } _�� ' DESIGN
ILL 14 14.3Q� 14, 2O �- 3 \ 1 5 --- - f
. � � �-�--...- 15.00 ----J' 15, 2� i 4. S(� � 1* S �' F� �' S
, , F S
12.15 �-�' � 13 � STORMDRAlN AND
F ,'` FS SANITARY SEWER C 'f'"(2 ) 6" -_� fig'- 1 D
#' f' 0 r MAIN CROSSING, _ 10 14, 70 c 11 r-
14.20 6 5a3 STEPS STEPS
--2 7 SEE UTILITY PLAN. FS -
j ' 1 01 0 � �- � FS �� 13,60 � H PLAY FSAREA
'M 3 ° t RR-#4 14.2C) .� , 1 A I
SEE DETAIL ._ �1 :_ _ 4 ! F L ss f
�j"'IIDII� �IDII AC 1.7.;0
S �. 32 i5 fS 1 l T- i P
o A THIS g F -- 15.4
SHEET �-- f ��,� �-- 1 3JAM-.75 5 11 F 1 �,140
t �= t. / 14, 2 Q _ FS FS TYP � -
,,� f
I AC
INV �' ~�, 13 I 12 I
# �tr�
1 � � .. � ; � m � � 1 ) 5STEP , A�.., �
,�� , � �. � �� � � 4.aD ,..,� � � 13,5 »... � � f .. TES:
12.0P�
14,40 14.4 14.40-�-" --- _,�. A DESIGN F ALL SITE GRADING AND UTILITIES
FL '�` �`- FS S ��- S13 1 w ,.--� THE DES N 0
~~---% �"� FS� Iw S FS -���FS WAS PREPARED BY CARDNQ WRG DESIGN, INC AND
f i # r'� `` 14.5- �` SIGNED BY ROBERT F. HARMSMA, DATED.
,,, #„ - �'! - �� _ -- / ter:' 14.83 -- --o
1N' � �, F F s 15.30 15.75 � �� _ ,' I 6/29/2012.
FS ; i 3 2 1 0 r- S FS -_ � rr__� _ 1 10 ACS II
# 1 f . 0 � � � � � �- J � C � i � / 1 t � - """"1` 3 "T. 3 0 � ! i' r --� i � 1 t 1 �l
, z � .___�- _ l S P --; - --� THIS DRAWING IS FOR THE DESIGN AND PERMITTING
} STEPS , }, ,. :r,
11.1 STEPS , ____ p, �, t s . ' FOR COMPLIANCE WITH THE NORTH GARaLINA
} # /�/ f; FF =, 14- 513.5 �g �r _ �I )) >� ,- - U I L_D I N G R J' 10 I I"D I N G ICI,,- � .�.75 j'I � � , � DEPARTMENT OF ENVIRONMENT AND NATURAL
A HUILDI IBC 11v T B ILDII� S -
# f _ - _- - _ _ _w FF_ -== 1 �� I .; RESOURCES STORMWATER REGULATIONS ONLY, AS
'� - t Pf
L A U N D R � FF � 14, 8� FI - 1 � . v� 1- � � 14. � � � � _ � , � �� 2 6 STEPS° r 14, 50 � HIS PLAN. NO ADDITIONAL DESIGN
, 102 LF # t e �# r FS 4. t _ . SHOWN ON T L N
99 -- 1 F - 14.5 0 !f'F 15.1v k FS , 2l .6 STEPS AC/FS' 4 HAS BEEN PROVIDED BY CAPE FEAR ENGINEERING.
10 P . _ - � 4. 0 13.0E � , 3 ,� � t � �.. ,
# -- ---- --- - r 0 / m , j � 1r �.75 ; THE SITE, GRADING, AND UTILITY PLANS WERE
AC/F(AC/FSAC/FS 2 ` 1 A �` ! ., PREPARED BY OTHERS AND ARE ONLY SHOWN FOR
12.40 12.75 ' 1, 13,45 �''
,REFERENCE NO DESIGN HAS BEEN PROVIDED BY
AC/FS
c FS � AC/FS AC j F 1 �, �--}�,----�_._. � .__.-�- _ � � � ��" �� � -. '
9. 35 13 7� � � �� � 14.1 � / _ «_ � � � cam,
13.30 13.40 13. 5 1 __ _ 1 _ f � 13.5.5 � � CAPE FEAR ENGINEERING EXCEPT THE NEW ITEMS
INV 1 12.. 6 -1 �-. 0 AC FS -- -Yp� AC/F AC fFS 1 � NOTED IN THE REVISION KEYNOTES AND REVISION
TC TC w AC sC AC/FS i IFS EXI 'TING , AC�FS r`� U
_�w �.�,.,�,,.�- 6 � 13.1 � � A� �' �- CLOUDS ON THIS PAGE.
13. s owN11-11 4 1 .95 CONTOURS TYP. 13.10 ,r,
�, T 1 TC 6 13,1 �� AC 1 1 t�
#; : �11.25 11.7.E Ass ,, �� 12. 12. C 0.5% �1 .� AC �,a ° THIS PLAN IS INTENDED TO SUPPLEMENT SHEET
, - AC/TC T 1.. ��` I I TC - TC I AC � � -� � � _ �, DATED 6 29 2012 BY GARDNC� WRG
1 3, 4 ,, 13.1 � � ,,� r� -� � � � 1 - �- �� -� --_� � - � � � - CG--101 f f
T / 2.90 12._5 r 3R30 '
B ,...... .,._,.. ,�? ~- .TC TC 0. � � :, -� � .� � � DESIGN, INC. CONTRACTOR. SHALL CHECK FOR
~ - T PER LAST CF C 12 12 f 0, = 2.
C RB # O 0ti CURB # -"--> CONFLICTS AND BRING THEM TO THE ENGINEER'S
FACE _ �_-�
,� , 1 � ?� ,,--~-- -- � � � �`--� 1 �,�1�12, ��� .�r `` 1 �.° �� _- � ATTENTION PRIOR TO STARTING CONSTRUCTION.
2 LF _ ► -- - -- --- 3 - 12�' _- _- _- _ �, ,,.9 IN` INV FS
I 0 PVO 4 #TC/LP=11,67, T-12�;, � -�-1�, � ti f�EltriOt�E E�. I� P
_ _ 11, 67, T-12. 5, W=12. 0
---------------
.15
----- ------------------- mism -7,
INV 4�7
s/' "^.,. ri `+. ,.,•- ,..,, ...... T..,......_ .......«- ..... ,,.„„�,....... .......- ..,._ ........✓�" ......._ � ..._.... .....,.« _._.... ....-,- -.... _... & ...-....• ...-.-. .«.... .,..._,� .......-. .....-......- .-..._.. .._._ .r_. `,-..-• .._..... _..... __.. .. � ....,-,. ...... ........ .� ..-. ....-..- ..-.... f ...,_. .,.-.». ...-. ..... ..,_.._ ....__. ...._.. _._ ....._.. ......«--^'ctw _..._ . _..._. ....... ....... .«.,. "."Cv^`"" � � ...., ....-- w.rw..--*+..u'Y%---'""".......-- .-_..- ..`--.. ..«.. ..__... .,_...... ...__....._.„ ........ .....,... ..,....,.. _..,... .�.. ....... ,-._... ........._ .........-..... ....,., _.._.. ......... _...-.-- � �. a._.. ..,...«. •........ .«.... `^,......-.-.-,r
SCALE: 1 "= 30
A -
U. • Y FORT FISHES V . � � � R /w � BENC H�rlAR
{ 1 00' PUBLIC RIGHT OF 'SAY � _ _ _« _ _ _ M_ _ t _ � _ _
EXISTING CONCRETE iI; U I EST AT SOUTHEAST
_ PROPERTY CORNED
GRADINGCONSTRUCTION NOTES _NOTE. E�._EVA I ION:
(�' AND
` L� 1. DRAINAGE AWAY FROM BUILDING FEET = i 1,32' DNA D 8+
CURB AND GUTTER PER D TAIL 49C92 S1-IFET C-501. ,, Il 99 4 # "." j
2 PRECAST BUMPER BLOCK PER DETAIL 29II SHEET C- 501, PER DETAIL G SHEET C--5O3, c ETRS -0 11A8
WEIR OUTLETFOR RETENTION _AREA PER DETAIL_ >gEi� SHEET .- 02. , 95% COMPACTION UNDER SLABS BA ` // ' �F LARIN _ _ _
SOUTH
• Y 99 .-� RIGHT
-�.
„ ,I CONC,, AND I SCLAIMER NOTE SOUTH 1 448 410 WEST BEING THE WESTERN T ERN RIGS �
4 CONCRETE PAVEMENT PER DETAIL AIL A" SHEET C�- 01. �, SIDE 'ASK INTLRSECTI��NS PER ��, ,� �� �,� � n �� �A `'
CONCRETE
jj'''�j"jE SIDEWALK
jP DETAIL
"j�' " �('�1 DETAIL
I 91 9� ��^'¢�#(-'f{ 2 UTILITY LOCATIONS .SHOWN HEREON ARE APPROXIMATE ONLY FROM AVAILABLE RECORDS. IT SHALL CF_ ���� � �� I�IGI���� � �� �1 PER D.B. �5 I���, �� �
,q ..JlIN�,RL.- { i_.. +.fII�. EWl 11~.K PER !.J_L.. f AIi«. V SHEET C-�'.! t o i./L. t t l7L H SHEET G-��OL...
P DETAIL "A" `SHEET C-- 501. t F ci i 5 g "m'' 1 l
:6] ASPHALT PAVEMENTER D 4. SIDE ALI _S IOOP INTERFACE PER BE THE CONTRACTOR'S RESPONSIBILITY I"0 DETERMINE THE EXACT HORIZONTAL AND ' ERT4�.AL. NEW HANOV�_ P COUNTY NORTH CAROLINA.
ss f9 ", � � 4 ''' f � "' 4 ;, i
DETAIL SHEET C-503. LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUk..ITION. NO
INSTALL ALL 12" 12" AREA CATCH BASIN PER ' DETAIL 9IB�I SHEET C�- 02 �1Ti 29t 5. DRAINAGE. IN COURTYARD SHALL REPRESENTATION IS I�} T ALL EXISTING UTILITIES ARE SHIO�# N HEREON. THE ENGINEER
MADE THAT # t
COLLAR PER DETAIL f9A9i SHEET C -50.2. E ASSUMES NO RESPONSIBILITY FOR UTILITIES t ' _
BE SHEET -LOW EXCEPT NEEDED `� NOT SHOWN OR UTILITIES NOT SHOWN �N ` THEIR
CONST-BUOY 2 CURB OPENING. t OR DRAINAGE SWALES � O BE PROPER LOCATION. �-5
9 MAII CH EXISTING PAVEMENT. , MAINTAINED AS SHORN ON THESE F L OO ONLr D . S � ' I NCEI
10 STAIR PEI DETAIL I9i �91 SHEET C_�-50 T ANS. TINS SITE IS .00ATED IN TONE " 99 I� " " MREAS DETERMINED TO BE
Ei AE AND ZONE X Z0I'E AE ,,
t SUBJECT TO INUNDATION BY THE 1-PERCENT-�-ANNUAL-CHANCE FAO:OD EVENT, WITH �N�}'��N BASE ��� � � ��
11 PROPOSED EDGE OF PAVEMENT.
12 INSTAL[ RIPRAP AT RETENTION INLET PER DETAIL "D" SHEET C---502. FLOOD ELEVATIONS. ZONE 3fX" AREAS DETERMINED TO BE OUT�'IDE TEE 0 2% ANNUAL '� ` E
# ,,#AN'
13 499 PVC DRAIN PIPE. FLOOD PLAIN, PER THE FLOOD INSURANCE RATE MAP COMMUNITY PANEL 3720 02 J, NE�� o
14 INSTALL CURB INLET PER DETAIL �'K" SHEET C -50 NANOVER COUNTY, NORTH CAR�JLINA DATED APRIL 3, 2006.
A OOD DESIGNATION PROVIDED BY FEDERAL.. EMERGENrl"Y MANAGEMENT AG NCY TE A),
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SHEET
IDENTIFICATION
CG-101A
SHEET 14A OF 154
u
U
J
U

b]
C
13
0
if
PLAN
12' 12„
2% . o _0--2%
.4
CAST IN PLACE 129 CONCRETE
WEIGHT: 15 LBS.
1212—HDI
12" LONG x 12" WIDE x
24" HIGH DROP INLET
WITH ADJUSTABLE FRAME
& GRATE OR APPROVED
EQUIVALENT
APPROX. WT.
132 LBS. (6") 1
263 LBS. (12")
NOT TO SCALE
SECTION
1212H GALVANIZED
GRATE AND FRAME
H-20 TRAFFIC
RATED
OPTIONAL
fi" OR 12"
RISER
�''} 1�
•� �� 3Q"
J\ 24„ �1-) �
2
NOTES:
1. EXCEPT AS NOTED HEREON, THE PRECAST UNITS SHALL BE
MANUFACTURED AND TESTED IN ACCORDANCE WITH ASTM C 478. AS AN
ALTERNATE CURING METHOD, THE UNITS MAY BE CURED USING
SATURATED STEAM FOR A MINIMUM OF 12 HOURS FOLLOWED BY 6 DAYS
OF WATER CURING OR MEMBRANE CURING. IF THE UNITS ARE CURED BY
THE ALTERNATE METHOD, THEY SHALL NOT BE SHIPPED PRIOR TO 8 DAYS
CASTING NOR UNTIL THE CONCRETE HAS ATTAINED A STRENGTH OF 3500
PSI.
2. THE MANHOLE STEPS SHALL BE UNIFORMLY SPACED AT A MAXIMUM OF
16" WITH THE TOP STEP PLACED JUST UNDER THE MANHOLE FRAME. THE
LOWEST STEP SHALL BE PLACED NOT LESS THAN 8" NOR MORE THAN 24"
ABOVE THE SHELF. THE TOP STEP AND THOSE IN THE 24" DIAMETER
SECTION SHALL PROJECT 4" INSIDE THE MANHOLE AND ALL OTHERS 531
.
3. RISER SECTIONS MAY BE REINFORCED OR UNREINFORCED. REINFORCED
SECTIONS SHALL BE REINFORCED IN ACCORDANCE WITH ASTM C 478 AND
SHALL HAVE A MINIMUM WALL THICKNESS OF 4". UNREINFORCED RISER
SECTIONS SHALL HAVE A MINIMUM WALL THICKNESS OF 693
.
4. THE 24" x 48" ECCENTRIC CONES MAY BE REINFORCED OR
UNREINFORCED. IF REINFORCED, THE WALL THICKNESS SHALL BE NOT LESS
THAN 4 IF UNREINFORCED, THE WALL THICKNESS SHALL NOT BE LESS
THAN 6".
5. JOINTS SHALL BE TONGUE AND GROOVE AND SHALL CONFORM WITH ASTM
C 478 SECTION 14.
6. PRECAST UNITS SHALL BE ASSEMBLED USING CLASS "B" MORTAR.
7. IF 30" DIAMETER MANHOLE FRAME AND COVER IS REQUIRED, IT SHALL BE
INSTALLED WHERE THE REDUCER RING IS SHOWN IN THE SECTION.
8. A FLEXIBLE JOINT SHALL BE INSTALLED WITHIN 24" OF THE MANHOLE
EXCEPT ON REINFORCED CONCRETE PIPE.
APPROX. WEIGHT
OF BOX.: 602 LBS._4
THIN
�• �• �� '• WALL KNOCKOUT.
INVERT PER PLANS - SLEDGE OUT AS L(
REQUIRED. (TYP.
J 4 PLACES)
20 �20"
1212H GRATE 1 3/4"
1212H GALVANIZED
PLAN
PRECAST ECCENTRIC CONCRETE
I SEWER MANHOLE
NOT TO SCALE
NOTE: WORD "WATER" CAST INTO CENTER OF CAST IRON CAP OR CONCRETE LID.
FINISHED
3'-0" MIN. DIAMETER PAVEMENT FINISHED
FRAME AND GRATE GRADE
TOP VIEW
WITH FRAME 26 OR 12
EXTENSION AND GRATE
REMOVED
e p p p p
MANUFACTURED
4" 4" 699 x 61$ CONCRETE MANI
r---12 10 10 WWF Il ASSEMBLY --��
.°
ti •r i d
BOX DESIGN LOAD:
H-20 TRAFFIC MANUFACTURED
a, C „ ) 99 C.I. VALVE BOX
2 6 10 16
FOR COMPLETE
DESIGN AND
PRODUCT
•
99
INFORMATION,
6 CON JESE TACT
N N
—� PRECAST.
19s�99
1212 D.I. BOX
B 12"X12" INLET rF
`C-50) NOT TO SCALE
err
PAVED AREAS
GATE VALVE W/ BOX
NOT TO SCALE
re
WATER VALVE
WATER LINE
1
J
3 1
FRAME AND COVER-- 24" DIA.
1 /2" CHAMFER
rd
RIM OR TOP
ELEVATION PER PLAN
#5
99
TYP. >1 /4
- -
°
"
STEEL
_
INSERT (TYP,)
ECCENTRIC CONE
_-
0
7" MIN.
12" C.C. MAX.
.:
4
GALVANIZED
3/4330 RUNGS
=
STEEL SIDE
PRECAST
a
:
RAIL LADDER
CONCRETE
°
RISER
48" DIA.'
'
_
a
w
w
2-1/2 X 1 2"
0
_
SIDE RAILS
;
FLARE ENTRANCE
TO OUTFALL PIPE (TYP.)
0;
PRECAST OR CAST IN
'.:
PIPE SIZE
PLACE CONCRETE BAS
0
, . ;
GROUT
6 TYP.)
& SLOPE
GROUT
PER PLAN
-
co
2„
INVERT PER PLA
• :m..,
t.� '
' �. , ; ' .°' '.' , ' ; 'm. ; ', , .:m.', 'm.
, ; ' .a ... ; .m
.'•G 'r
#4 Q
12" EACH WAY
SECTION
TOP
FACE — 2" CLEAR
5'-0„
SECTION B
D \ RETENTION INLET
3'-0" MIN. DIAMETER
UNPAVED AREAS
(NON —TRAFFIC AREAS ONLY)
NOT TO SCALE
6 "
12" OVER
ULU i Lx i ILL FILTER
FABRIC OVER 6" TYPE II
AGGREGATE BASE
SDR 35 SDR 35
-- PVC SEWER PVC SEWER-
- SIZE PER - SIZE PER
PLAN (6" OR 10") PLAN (6" OR QO")
C900 PVC SEWER
- SIZE PER PLAN (6" OR 10")
00 WATER LINE
- SIZE PER PLAN
(2" TO 4")
10' MIN. 10' MIN.
G 1 WATERLINE, CROSSING AT SANITARY SEWER
-5021 NOT TO SCALE
R
5'-o9,
RIPRAP Dom: 6", THICKNESS: 12"
OVER GEOTEXTILE FILTER FABRIC
OVER 6" TYPE II AGGREGATE BASE
SECTION A
U)
w
RETENTION BASIN
PLAN VIEW A
E WEIR OUTLET FOR RETENTION
C-502 NOT TO SCALE
SIDEWALK INTERSECTION TEE OR
CROSSING (WHERE APPLICABLE)
jai
H 1 SIDEWALK INTERSECTION
-5021 NOT TO SCALE
r11"'11�
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WRG
L4S VEGAS
10649 JEFFREYS ST, HENDERSON, NV 890
SHEET
TEL: [phone]
FAX - [phone] v
ENT)
FICATION
►�,��►�►�.�m
C-502
PLANNERS - ENGINEERS
• LANDSCAPE ARCHITECTS • SURVEYORS
SHEET
18
OF
154

2
K
0
5
A
MULCHING. MATERIALS AND APPLICATION RATES
MATERIAL RATE PER ACRE QUALITY NOTES
MnHI n rnmr* ronm %j
STRAW
2 TONS
I
DRY UNCHOPPED,
I . UNWEATHERED AVOID WEEDS
HEAT OR BATS
SPREAD BY. HAND OR MACHINE) MUST
BE TACKED DOWN, I
TEMPORARY SEEDING
R&
A
GRASS TYPE :
FERTILIZATION7
ACRE
FERTILIZATION/ACRE
MAINTENANCE
DEC I APR 15
RYE (GRAIN) &
LESPEDEZA, KUBE
120 LBS.
.50 LBS.
750 LBS. 10-10-10
NA
NA
APRIL 15 - AUG 15
GERMAN MILLET
40 LBS.
750 LBS, 10-10-10
NA
NA
AUG 15 - DEC 30
RYE (GRAIN)
120 LBS,
1,000 LBS. 10-10-10
NA
NA
BAFFLE NOTES
SILT FENCE
#5 WASHED
1.
DRIVE STEEL FENCE POSTS AT LEAST 24" INTO SOLID GROUND
STONE
2.1
WOOD POSTS ARE NOT ACCEPTABLE
SUPPORT POST 24" INTO
10'
3.
USE STAPLES 1' APART TO ATTACH FABRIC TO "HOG -WIRE" BAFFLE
BOTTOM OR SIDE (TYP)
4.
INSTALL THREE (3) BAFFLES. BASIN OR TRAP WITH A SPACING OF j THE
BASIN LENGTH. TWO (2) BAFFLES CAN BE INSTALLED IN THE BASINS LESS
SUPPORT ROPE TO STAKE TO
SECTION
S
VIEW
5.
A
THAN 20 FT IN LENGTH WITH � A SPACING OF I THE BASIN LENGTH.
USE 9-GAUGE HIGH TENSION WIRE FOR SUPPORT WIRE.
(`0IP FIBER BAFFLE MATERIAL PROPERTY P170HIP KA NITq
WIRE TO PREVENT SUPPORT WIRE
SAGGING &,
THICKNESS 0.30 IN MIN.
±10 _15 WASHED STONE TENSILE STRENGTH (WET) 900 X 680 LB/FT MINIMUM
SILT FENCE--,\,, ELONGATION (WET) 69% X 34% MAXIMUM
,.
fir
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irm4il,
jVk ,
of E88/6,00
�4 404, 1,
RQ
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rnIP KAPq" OR SIMILAR
r LVVV V r_L%J%.o1 I I
WEIGHT
2
20 OZ SY (680 G/M MINIMUM
STAPLED OR TRENCHED
030,5
•: 4 r�q 41, qo
PERMANENT VEGETATION PLAN VIEW
MINIMUM WIDTH
6.5 FEET
INTO BOTTOM OR SIDE AT
Q'INettoo- 0
NOTE: ALL DISTURBED AREAS TO BE SODDED WITH CENTIPEDE SOD. SEE LANDSCAPE PLAN PREPARED BY CARDNO WRG FOR
­
OPEN AREA (MEASURED)
50% MAXIMUM
NOTE: POROUS BAFFLES SHALL BE CONSTRUCTED AND MAINTAINED IN
MAXIMUM 12" SPACING
09 #go** lek� '41�x §
x\
ADDITIONAL INFORMATION.
CMCKID EROSION no"NKITOni PLANNING
NEW STABILIZATION. TIMEFRAMES
SITE AREA DESCRIPTION
STABILIZATION-
11MEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES
7 DAYS
NONE
.HIGH QUALITY WATER (HOW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 1W OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50 ' IN
LENGTH. 1
ALL OTHER -AREAS WITH SLOPES FLATTER THAN 4.1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HOW ZONES
ACCORDANCE Min SECTION.v%j Vf THE 114
SILU FENCE ROCK CUTLET C AND DESIGN MANUAL. SEE SHEET C-503B FOR ADDITIONAL SPECIFICATIONS AND
sm
NOT TO SCALE CG-1161AA-503� MAINTENANCE CONSIDERATIONS.
CL
POROUS BAFFLE r5
NOT TO SCALE CG- 1 02A �C-5030j
8'-0" MAX. WITH
HOGWIRE FENCE
14 GAUGE STEEL 6'-0" MAX. WITHOUT
WIRE 6" OPENINGS WIRE FENCE EXTENSION OF
5' MIN. STANDARD FABRIC AND WIRE
"T" POSTS, 1.25 LB/LF INTO TRENCH EXISTING GROUND
OR HEAVIER
1 1^^ t A it r"% r- r_f__K I P. I K I n -z e) ull n c
-4 %7, %..' VT I UL_ I �i i 1-f-I I
F�f I F--7f
0 fl
STEEL POST ffl?_� TIL_ I r=-
MIN., VERT. WIRE STAYS 012 C.f M" `1 TOTAL I F-HI I I FE-i
COMPACTED T,,:i r= Ir
IN 6 HORIZ. WIRES, TAP & BOTT. DEPTH i Hit
NOTE: TEMPORARY SEEDING SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH SECTION 6.10 AND PERMANENT. FILL I L11
11 j:1IF__1 1[7--1
S�
[F
SEEDING SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH SECTION 6.11 OF THE NCDENR EROSION CONTROL WIRES TO BE 12.5 GA.j.,,,.FILLER WIRES 41 VARIES
TO BE 10.5 GA., TO BE ZINC COATED 3:1 SIDE SLOPES
-7
PLANNING Tr 1�1
AND DESIGN: MANUAL. SODDING SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH SECTION 6.12 OF, THE I I �JF I F, �1 I I
TO COMMERCIAL STDS.
NCDENR CO
NTROL ONTROL PLANNING AND DESIGN MANUAL AND PROJECT SPECIFICATIONS. SEE SHEET C-50313 FOR UNDISTURBED 71
ADDITIONAL SPECIFICATIONS AND MAINTENANCE CONSIDERATIONS.
FILTER I EARTH
C
DIRECTION OF FLOWFABRIC 3-FT
NOTE: CHANNEL SHALL BE
SYNTHETIC FILTER FABRIC AT LEAST
VEGETATION SCHEDULE 95% POLYOLEFIN OR POLYESTER BY VEGETATED IN ACCORDANCE WITH
m - (i:)i THE PROJECT SPECIFICATIONS
WEIGHT.PARPIr. SHALL CONTAIN UV
NOT I U ZA.,ALL
INHIBITORS .& STABILIZERS TO PROVIDE
MIN. 6 MONTHS OF USE NOTES:
1. ALL SILT FENCE MATERIAL SHALL MEET OR EXCEED ASTM D 6461 TEMPORARY DIVERSION DITCH
12" THICK (MIN) NCDOT CLASS "I" EROSION 2.. SILT FENCE SHALL BE CONSTRUCTED AND MAINTAINED �IN NOT TO SCALE
1_5' MIN
LAYER OF #57 CONTRO STONE ACCORDANCE WITH SECTION 6.62 OF THE NCDENR EROSION CONTROL
WASHED STONE PLANNING AND DESIGN MANUAL. SEE SHEET C-503B FOR
1.5' MIN ADDITIONAL SPECIFICATIONS AND MAINTENANCE CONSIDERATIONS.
3. USE DOUBLE ROWS OF SILT FENCE (±4' APART) WHERE INDICATED
2.5 3600 CU FT ACRE 5' MAX
ON PLANS.
12" MIN TEMPORARY SILT FENCE
NOT TO qrAI F CG- 1 02A Q-503AJ
�11
DESIGN
:SETTLED
TOP,
MIN
.5
5 FT
MAX FILL FILTER
FABRIC'
CROSS . SECTION
1' FREEBOARD
BALL 6" FOR SETTLEMENT
Z EMERGENCY
2:1 SIDE BY-PASS
SLOPE M 6" BELOW
1:1 SIDE SETTLED TOP
SLOPE MAX OF DAM
2:1 MAX
SLOPE
KIATHDAI
FAV
ZOW OF E
1%, E -503
APART
- - - J."In-" -1 " -I." -
GROUND
STONE SECTION SECTION A -A
NOTE:
1. CONTRACTOR SHALL LOCATE STOCKPILES AS NEEDED FOR
EARTH BERM
CONSTRUCTION SEQUENCE/PHASING. STOCKPILES SHALL NOT BE
LOCATED NEAR PLANNED CUT/FILL LINES, IMMEDIATELY ADJACENT TO
PROJECT LIMIT LINE OR IN ANY OTHER AREA THAT MAY INCREASE
POTENTIAL FOR EROSION OR NEGATIVELY IMPACT THE SITE
so,z)
SPOIL STORAGE BERM G
NOT TO SCALE CG- 1 02A -503�
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT
RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS
CLASS #1 RIP -RAP WHEN THE SEDIMENT HAS ACCUMULATE TO ONE-HALF THE DESIGN DEPTH OF
nOr)H<Z THE TOAD PLACE Tu SEDIMENT THAT IS REMOVED IN A DESIGNATED r)I1cZP0(ZA1
0
n
wal-11
La
PLAN
BAFFLES 503
�Q-01
AREA. REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
NOTES:
(TYP)
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR
PIPING. PERIODICALLY
1.
SEE APPROPRIATE
SCHEDULE FOR DIMENSIONS
CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS
A MINIMUM OF 1.5 FT
2.
LIS THE LENGTH
OF THE RIPRAP APRON.
SECTI ON A -A
PERSPECTIVE VIEW
BELOW THE LOW POINT OF EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT
a
A
NOTES:
OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP
3.
d = 1.5 TIMES THE MAXIMUM STONE DIAMETER
BUT NOT LESS THAN 6".
DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
1. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 ACRES
2. EARTH. BERM SHALL BE STABILIZED W/SEEDING ACCORDING TO SEEDING SCHEDULE
STABILIZE THE EMBANKMENT AND ALL � DISTURBED AREAS
ABOVE THE SEDIMENT
4.
A FILTER BLANKET
OR FILTER FABRIC SHOULD
BE INSTALLED BETWEEN THE
3. USE CLEAN COMPACTOR FILL MATERIAL FOR EARTH BERM
POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY
AFTER CONSTRUCTION
RIPRAP AND SOIL
FOUNDATION.
WITH SEEDING.
m t-r %Airru
TRAP ID
TOP ELEV
BOT ELEV
DEPTH
SIDE SLOPES
9.6
3.5
2:1
TST-B
13
9.5
3.5
2:1
TST-C
1 12.5
1 9
1 :3.5
1 2:1
mit RtAr nM[-L 0 mmi"ItAIIN4 u 11,4 /ililiVRVflIVIiG
INSTALL AND MAINTAIN IN. ACCORDANCE WITH SECTION 6.60 OF THE NCDENR SECTION 6.15 OF THE NCDENR EROSION CONTROL PLANNING AND DESIGN
EROSION CONTROL PLANNING AND DESIGN. MANUAL. SEE SHEET C-503B FOR MANUAL. SEE SHEET C-503B FOR ADDITIONAL SPECIFICATIONS AND
ADDITIONAL SPECIFICATIONS AND MAINTENANCE CONSIDERATIONS.- MAINTENANCE CONSIDERATIONS.
INSTALL AND MAINTAIN IN ACCORDANCE WITH NPDES GENERAL PERMIT RIP'fl/'1P APRON
SEDIMENT TRAP- DETAIL Nc�o,0000 �1
NOT TO SCALE
CG-102A
NOT TO SCALE
3:i
LTER FABRIC
'CG-102A
STR ID
Do
La (FT.)W
(F(.)
d (IN.)CLASS
RR'#1
10
5
3
6
A
RR-#2
110
5
3
6
A
RR-#3
10
.5
3
6
A
RR-Tr--r 41,&
15
8
5
8
A
RR-7T4 5
15
8
5
8
A
RR-#6
15
8
5
8
A
RR-#7
15
1 8
5
8
A_j
DIMENSIONS FOR RR-#l, RR-#2 AND RR-#3 BASED ON FLOW
CALCULATIONS REPORTED IN TECHNICAL DRAINAGE STUDY
PREPARED BY CARDNO WRG.
RIP -RAP APRON SCHEDULE
CG-101A, CG-102A
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SHEET
IDENTIFICATION
5
"0 C 3A 004
SHEET 17 OF 154
*E

C
1
LIST OF MATERIALS
1Q WALK OR CURB WHERE OCCURS
O SUB -GRADE COMPACTED TO 85%
6" DEPTH CROSS RIP OR TILL
SUBGRADE
® AMENDMENTS AND PLANTING
MIX PER SPECIFICATIONS (611
MIN)
O MINIMUM OF FOUR (4) OZ.
ZOYSIA SEED PER 1000 SQ. FT
OF AREA COVERED
NOTES:
1. LOOSEN TOP SOIL
2. REMOVE DEBRIS SUCH AS STICK AND
STONES AND DISPOSE OF PROPERLY
3. BREAK UP SOIL CLUMPS LARGER
THAN 1.5 INCHES
4. LEVEL AREAS PER CIVIL GRADING
PLAN FINISHED GRADE
5. KEEP GRASS SEED MOIST AFTER
SPREADING ON FINISHED GRADE,
WATER REGULARLY
6. PROTECT AS NECESSARY WITH
APPROPRIATE FABRIC AS
RECOMMENDED BY SEED VENDOR TO
PROTECT GERMINATING SEED FROM
ANIMALS AND WIND EROSION
O8GRASS SEEDING
DETAIL scnLeNrs
LIST OF MATERIALS
1Q LONG ARCHING NEW GROWTH; REMOVE
PER MAINTENANCE REQUIREMENTS OF
THE MAINTENANCE MANUAL
�2 NEW GROWTH
Q NATURAL SHRUB FORM
4� MAINTAIN NATURAL FORM
O LONG ARCHING NEW GROWTH; REMOVE PER
MAINTENANCE REQUIREMENTS IN SECTION 3.
NOTE
DO NOT SHEAR SHRUBS UNLESS
B
SPECIFICALLY CALLED FOR IN INDIVIDUAL
A"
LOW MOUNDING SHRUBS
TALL SCREENING SHRUBS
I 2
LIST OF MATERIALS
Q ALIGN STAKES PARALLEL W/ ROAD OR WALKS.
Q EDGE OF WALK OR CURB
Q DIRECTION OF PREVAILING WIND
( ALIGN STAKES PARALLEL W/ DIRECTION OF
PREVAILING WIND. ALL STAKES TO BE CONSISTENT.
Q ALIGN 2 DEADMENT PARALLEL W/ ROAD OR WALKS.
A. TREE STAKING ALONG ROADS OR WALK
B. TREE STAKING IN OPEN SPACES
C. TREE GUYING
6 TREE STAK
LOCATION
3
ADJACENT ASPHALT OR CONCRETE PAVEMENT
ADJACENT PLANTING
RIPRAP WITH FILTER FABRIC ON SIDES & BOTTOM TYP. AT INLET AREAS
AS SHOWN ON CIVIL PLANS (1' MIN WIDTH, 1' MIN DEPTH)
jPLANTING IN PONDING AREA
RIP RAP LAYER TO DEPTH OF SIZE OF RIPRAP
WITH FILTER FABRIC UNDER
TURF ALONG SLOPED EDGE TYP.
a RN
ING 1�0 m�� CR
•SECTIONOF BIOSAWAL L �0�
LIST OF MATERIALS
1/2" RUBBER HOSE LOOPED WITH
12 GA. WIRE. MAINTAIN 64" LOOP MIN.
FOR TREE GROWTH. USE 12 GA. GALV.
WIRE DBL, STRAND FOR TREE TIE.
STAPLE WIRE TO TREE STAKE.
Q TRIM TREE STAKES BELOW
FIRST SCAFFOLD BRANCH.
® 2"X2" REDWOOD DOUG FIR, OR HARD
WOOD. DRIVE STAKE 4' INTO SUBSOIL.
® MIDDLE TIRES 1/2 WAY BETWEEN 211X 2"
TIE AND GROUND. STAPLE WIRE TO
TREE STAKE.
FERTILIZER TABLETS -SEE
SPECIFICATIONS (TYP 4 PER 15 GAL.
TREE)
© ROOT BALL
BACKFILL MIXTURE, SEE SPECS
® 6" FOOT -TAMPED COMPACTED NATIVE SOIL BACKFULL
I IKIMCM Dnn-MAI I
NOTE
HEIGHT OF STAKE VARIES -NOT TO EXCEED LOWEST
BRANCH HEIGHT TIE PLACED FOR MAX SUPPORT
WITHOUT DAMAGE TO TREE
LIST OF MATERIALS
3
MULTI -TRUNK: PRUNE DAMAGED WOOD
(ff)
FINISH GRADE. HOLD TURF TO EDGE OF
OR DEAD WbODl,lPRIOR TO PLANTING.
WELL AMENDED BACKFILL MIX TILL
AREA 1 TO
5 TIMES THE WIDTH OF
RUBBER HOSE AND #12 GA. WIRE.
ROOTBALL AND NO DEEPER. WALLS OF
LOOP.1/2"
MAINTAIN 4-6" SECURE TOUNDISTURBED
SOIL SHOULDROUGH
LODGEPOLESTAKE HEAVY
AND SLOPING.
STAKE ONLY IF REQUIRED.
FERTILIZER TABS -SEE SPECS
THREEDUTYSTAPLES.
ROUND LODGEPOLE
6 MIN. INTO UNDISTURBEDSCARIFY
SIDES AND BOTTOM OF
BELOW FIRST MAJOR BRANCH, OR
PLANTING PIT
ROOTBALL-SCORED TO CUT ANY
CIRCLINGOFF
ROOTS
j- (DO
CHIPBARK • i TOUCH
PLACE ROOTBALL •UNDISTURBED
- -
SOIL. SURFACE OF CONTAINER MEDIA
INSTALL IRRIGATIONTH.
INERT GROUNDCOVER OR TURF OR
FINISH GRADE.
NATURAL SOIL. NOTE: KEEP TURF AWAY
FROM ROOTBALL - APPLICABLE.
STAKE
STAPLE ENDS
TO STAKE
v
ARBOR TAPE.
SEE NOTE 2.
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4 I 5
�I I II I II I I�I I I�I I ICI
— II III —III III
,o.MAX
MULCH APPLICATION
SCALE:NTS 1 CONDITION AT ADJACENT TURF SCALE: NTS
LIST OF MATERIALS
1Q MAIN LEADER- DO NOT REMOVE OR PRUN
SEVERELY
LATERALS -SELECTIVELY THIN TO LESSEN
WIND RESISTANCE. CUT BACK TO BRANCI
RATHER THAN SHEARING.
CROSS BRANCH -REMOVE WEAKER OR LE
DESIRABLE BRANCH
Q SCAFFOLD BRANCHES -SELECT STRONG,
SYMMETRICAL BRANCHING
Q WATER SPROUTS -REMOVE REGULARLY. C
NOT HEAD BACK BRANCH TO A WATER
SPROUT OR SUCKER.
Q BROKEN BRANCH -TRIM BACK TO NEXT
HEALTHY LATERAL OR REMOVE AT TRUNk
Q STRONG U-SHAPED CROTCH- DESIRABLE
STRENGTH OF CONNECTION
STUB -TRIM CLOSER TO TRUNK TO ALLOW
HEALING OF SCARS
Q9 SUCKERS -REMOVE REGULARLY
1� GRAFT -PROTECT FROM DAMAGE; REMOVI
SUCKERS FROM BELOW AND AROUND GR
NOTE
REFER TO TREE PRUNING STANDARDS IN SECTION 3
OF THE MAINTENANCE MANUAL
O 2 TREE PRUNING GUIDE
LIST OF MATERIALS
1Q PLANT CROWN AT FINISH GRADE, DIG PLANTING HOLE
TO DEPTH EQUAL TO CAN SIZE.
2" GRAVEL MULCH W/ 1/2"
ON ROOTBALL. TAPER TO
BASE OF TRUNK.
MAXIMUM 3:1 SLOPE ON DG
4:1 SLOPE ON TURF AREAS
2*1
MI�
9 HRUB PRUNING- i7 �TREE PLANTING/ O MULTI -TRUNK TREE PLANTING/ O SHRUB PLANTING
NATURAL FORM SCALE:NTS �'JSTAKING DETAIL SCALE:NTS STAKING SCALE:NTS DETAIL SCALE:NTS
SCALE:NTS
® TEMPORARY 3" HIGH BERM
(REMOVE WHEN
IRRIGATION IS INSTALLED)
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BACKFILL MIXTURE, SEE SPECS
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LAS VEGAS M, 0
10649 JEFFREYS ST, HENDERSON, NV 890
I
TIFICATION
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TEL: [phone] FAX. [phone] BY.,
O
www.cardnowrg.com
—1
O3
U
PLANNERS - ENGINEERS LANDSCAPE ARCHITECTS SURVEYORS
SHEET 22 OF 154 I o
u_

K
3 1 4
5
C
0
1. PRE -CONSTRUCTION CONFERENCE TO BE HELD PRIOR TO THE BEGINNING OF WORK.
2. DETERMINE AND MARK LIMITS OF DISTURBANCE. INSTALL TEMPORARY CONSTRUCTION ENTRANCES, SILT
FENCE, AND SILT FENCE OUTLETS. INSTALL STRAW WATTLES IN EXISTING DITCHES, WHERE WATTLES
ARE LABELED ON PLAN AS "INITIAL PHASE".
3. ON ALL PHASES OF CONSTRUCTION, PLACE TEMPORARY SEEDING, INCLUDING MULCHING AND CRIMPING,
ON. ALL PERIMETER SWALES AND ALL AREAS WITH SLOPES GREATER THAN 3:1 THAT ARE TO BE LEFT
IDLE FOR MORE THAN 7 DAYS. PLACE TEMPORARY SEEDING, INCLUDING MULCHING AND CRIMPING, ON
ALL OTHER DISTURBED AREAS THAT ARE TO BE LEFT IDLE FOR MORE THAN 14 DAYS.
4. PERFORM EXISTING SITE DEMOLITION PER CD-101.
5. INSTALL TEMPORARY SEDIMENT TRAPS AND TEMPORARY DIVERSION DITCHES BEFORE ANY OTHER
SIGNIFICANT SITE GRADING OCCURS. INSTALL DESIGNATED WASHOUT AREA. NOTE THAT THE
STORMDRAIN SHOULD NOT BE INSTALLED NTH THE WASHOUT AREA, AND SHOULD NOT BE INSTALLED
UNTIL THE WASHOUT AREA IS FILLED AND THE FINAL STORMWATER DESIGN (SHEET CG-101) IS
INSTALLED.
6. WHEN 10" PVC STORM DRAINS ARE INSTALLED, INSTALL STRAW WATTLES AS INLET PROTECTION,
WHERE WATTLES ARE LABELED ON PLAN AS "WITH PIPE".
7. BEGIN CONSTRUCTION OF BUILDINGS AND GRADING AS SOON AS KEY EROSION AND SEDIMENT
CONTROL MEASURES ARE IN PLACE. TOP SOIL SHALL BE REMOVED AND STOCKPILED FOR FUTURE
USE. ALL ROOTS,. STUMPS, OR OTHER DEBRIS SHALL BE REMOVED FROM TOPSOIL PRIOR TO
STOCKPILING. ALL STOCKPILES SHALL BE IMMEDIATELY SEEDED PER THE PROJECT SPECIFICATIONS.
8. RUNOFF CONTROL IS ESSENTIAL DURING THE GRADING OPERATION. ADDITIONAL MEASURES SHALL BE
INSTALLED AS NEEDED TO EFFECTIVELY CONTROL EROSION ONSITE DURING GRADING. IMMEDIATELY
AFTER GRADING, SPREAD STOCKPILED TOPSOIL OVER DISTURBED AREAS AND. APPLY SURFACE
STABILIZATION ON GRADED AREAS, CHANNELS, DIKES, AND OTHER DISTURBED AREAS.
9. ONCE THE SITE IS STABILIZED (BUILDINGS HAVE AT MINIMUM THE BUILDING PADS INSTALLED, SITE
GRADING IS COMPLETE AND STABILIZED WITH TEMPORARY OR PERMANENT VEGETATION, AND ALL
PROPOSED PAVEMENT SECTIONS ARE ROUGH GRADED WITH BASE COURSE), THE TEMPORARY
SEDIMENT TRAPS SHOULD BE CONVERTED TO FINAL BASINS PER CG-101, AND TEMPORARY DIVERSION
DITCHES SHOULD BE REMOVED AND STABILIZED. ALL REMAINING PERIMETER BASINS AND ASSOCIATED
DRAINAGE FEATURES SHOULD BE INSTALLED PER CG-101. INSTALL STRAW WATTLES, WHERE WATTLES
ARE LABELED ON PLANS AS "FINAL PHASE". THE REMAINING STRAW WATTLES, SILT FENCE AND SILT
FENCE OUTLETS. SHALL REMAIN UNTIL PERMANENT VEGETATION IS ESTABLISHED.
10. LANDSCAPING AND FINAL STABILIZATION IS ONE OF THE LAST MAJOR CONSTRUCTION PHASE.
PERMANENT GRASS SHALL BE INSTALLED PER PROJECT SPECIFICATIONS FOR ALL AREAS AT FINAL
GRADE AND IN SEASON. FERTILIZE, WATER AND REPLACE AS REQUIRED TO ESTABLISH A VIGOROUS
STAND OF GRASS. TEMPORARY IRRIGATION MAY BE REQUIRED UNTIL GRASS IS FULLY ESTABLISHED.
11. CONTRACTOR SHALL MAINTAIN GRASS, AS REQUIRED PER PROJECT SPECIFICATIONS. THIS INCLUDES
BUT IS NOT LIMITED TO IRRIGATING AND MOWING GRASS AND RE -SEEDING / RE -SODDING BARE OR
ERODED AREAS.
12. AFTER COMPLETION OF CONSTRUCTION AND. THE SITE IS STABILIZED, REMOVE ALL ACCUMULATED
SEDIMENT FROM SILT FENCE AND OTHER EROSION CONTROL MEASURES AND SPREAD EVENLY ACROSS
THE SITE, GRASS THESE AREAS IMMEDIATELY AND REMOVE ALL EROSION CONTROL . MEASURES.
13. IF SEDIMENT CAN NOT BE SPREAD. EVENLY ACROSS THE SITE BECAUSE THE SITE HAS ALREADY BEEN
STABILIZED / VEGETATED, CONTRACTOR SHALL BE RESPONSIBLE FOR TRANSPORTING SEDIMENT
OFFSITE AND DISPOSING OF SEDIMENT IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL
REGULATIONS.
6.10 TEMPORARY SEEDING (TS).,
CONSTRUCTION SPECIFICATIONS
COMPLETE GRADING BEFORE PREPARING SEEDBEDS AND INSTALL ALL NECESSARY EROSION CONTROL
PRACTICES SUCH AS DIKES, WATERWAYS, AND BASINS. MINIMIZE STEEP SLOPES BECAUSE - THEY MAKE
SEEDBED PREPARATION DIFFICULT AND INCREASE THE EROSION HAZARD. IF SOILS BECOME COMPACTED
DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8 INCHES USING A RIPPER, HARROW, OR CHISEL PLOW.
SEEDBED PREPARATION
GOOD SEEDBED PREPARATION IS ESSENTIAL TO SUCCESSFUL PLANT ESTABLISHMENT. A GOOD SEEDBED IS
WELL -PULVERIZED, LOOSE, AND UNIFORM. WHERE HYDROSEEDING METHODS ARE USED, THE SURFACE MAY BE
LEFT WITH A MORE IRREGULAR SURFACE OF LARGE CLODS AND STONES.
LIMING
APPLY LIMESTONE ACCORDING TO SOIL TEST REQUIREMENTS. IF THE PH (ACIDITY) OF THE SOIL IS NOT
KNOWN, AN APPLICATION OF GROUND AGRICULTURAL LIMESTONE AT THE RATE OF 1 TO 1-1/2 TONS/ACRE
ON COARSE -TEXTURE SOILS AND 2 TO 3 TONS/ACRE ON FINE TEXTURED SOILS IS USUALLY SUFFICIENT.
APPLY LIMESTONE UNIFORMLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL. SOILS WITH A PH OF
6 OR HIGHER NEED NOT BE LIMED.
FERTILIZER
BASE APPLICATION RATES ON SOILS TESTS. WHEN THESE ARE NOT POSSIBLE, APPLY A 10-10-10 GRADE
FERTILIZER AT 700--1,000 LB/ACRE. BOTH FERTILIZER AND LIME SHOULD BE INCORPORATED INTO THE TOP
4-6 INCHES OF SOIL. IF A HYDRAULIC SEEDER IS USED, DO NOT MIX SEED AND FERTILIZER MORE THAN 30
MINUTES BEFORE APPLICATION.
SURFACE. ROUGHENING
IF RECENT TILLAGE OPERATIONS HAVE RESULTED IN A LOOSE SURFACE, ADDITIONAL ROUGHENING MAY NOT
BE REQUIRED, EXCEPT TO BREAK UP LARGE CLODS, IF RAINFALL CAUSES THE SURFACE TO BECOME SEALED
OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY DISKING, RAKING, HARROWING,
OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR BEFORE
SEEDING:
PLAT SELECTION
SELECT AN APPROPRIATE, SPECIES FROM THE SEEDING DETAILS BASED ON THE TIME OF YEAR.
SEEDING,
EVENLY APPLY SEED USING A CYCLONE SEEDER (BROADCAST), DRILL, CULTIPACKER SEEDER, OR
HYDROSEEDER. USE SEEDING RATES FROM THE SEEDING DETAILS. BROADCAST SEEDING AND HYDROSEEDING
ARE APPROPRIATE FOR STEEP SLOPES WHERE EQUIPMENT CANNOT BE DRIVEN. HAND BROADCASTING IS NOT
RECOMMENDED 'BECAUSE OF THE DIFFICULTY IN ACHIEVING A UNIFORM DISTRIBUTION.
SMALL GRAINS SHOULD BE PLANTED NO MORE THAN 1 INCH DEEP, AND GRASSES AND LEGUMES NO MORE
THAN 1 /2 INCH. BROADCAST SEED MUST BE COVERED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY
FIRMED WITH A ROLLER OR A CULTIPACKER. HYDROSEEDING MIXTURES SHOULD INCLUDE A WOOD FIBER
(CELLULOSE) MULCH
MULCHING
THE USE OF AN APPROPRIATE MULCH WILL HELP ENSURE ESTABLISHMENT. UNDER NORMAL CONDITIONS, AND
IS ESSENTIAL TO SEEDING SUCCESS UNDER HARSH SITE CONDITIONS. HARSH SITE CONDITIONS INCLUDE:
SEEDING IN FALL FOR WINTER COVER (WOOD FIBER MULCHES ARE NOT CONSIDERED ADEQUATE)
-- SLOPES STEEPER THAN 3:1
-- EXCESSIVELY HOT OR DRY WEATHER
- ADVERSE SOILS (SHALLOW, ROCKY, OR HIGH IN CLAY OR SAND)
-- AREAS RECEIVING CONCENTRATED FLOW
MULCH MUST BE SECURED BY A TACKING AGENT, CRIMPING OR PROTECTIVE BIODEGRADABLE NETTING.
MAINTENANCE
RESEED AND MULCH WHERE SEEDLING EMERGENCE IS POOR, OR WHERE EROSION OCCURS, AS SOON AS
POSSIBLE. DO NOT MOW. PROTECT FROM . TRAFFIC AS MUCH AS POSSIBLE.
6.11 PERMANENT. SEEDING PSI:
CONSTRUCTION SPECIFICATIONS
SEEDBED PREPARATION
ESTABLISHMENT OF VEGETATION SHOULD . NOT BE ATTEMPTED ON SITES THAT ARE UNSUITABLE DUE TO
INAPPROPRIATE SOIL TEXTURE, POOR DRAINAGE, CONCENTRATED OVERLAND FLOW, OR STEEPNESS OF SLOPE
UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE PROBLEMS.
6.11 PERMANENT SEEDING (PS) - CONTINUED:
TO MAINTAIN A GOOD STAND OF� VEGETATION, THE SOIL MUSTrMEEET CERTAIN MINIMUM REQUIREMENTS AS A
GROWTH MEDIUM. THE EXISTING SOIL SHOULD HAVE THESE CRITERIA:
ENOUGH FINE -GRADED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT
SUPPLY (AVAILABLE WATER CAPACITY OF AT LEAST 0.5 INCHES OF WATER TO 1-INCH OF SOIL)
-- SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH TO ROCK OR
IMPERMEABLE LAYERS SUCH AS HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES
STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT FEASIBLE.
A FAVORABLE PH FOR PLANT GROWTH, USUALLY 6-6.5
-- FREEDOM FROM LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH OF ANY
KIND. CLODS AND STONES MAY BE LEFT ON SLOPES STEEPER THAN 3:1 IF THEY ARE TO BE
HYDROSEEDED.
IF ANY OF THE ABOVE CRITERIA ARE NOT MET THEN SPECIAL AMENDMENTS ARE REQUIRED. THE SOIL
CONDITIONERS BELOW MAY BE BENEFICIAL OR, PREFERABLY TOPSOIL MAY BE APPLIED.
SOIL CONDITIONERS
IN ORDER TO IMPROVE THE STRUCTURE OR DRAINAGE CHARACTERISTICS OF A SOIL, THE FOLLOWING
MATERIALS MAY BE ADDED. THESE AMENDMENTS SHOULD ONLY BE NECESSARY WHERE THE SOILS HAVE
LIMITATIONS THAT MAKE THEM POOR FOR PLANT GROWTH OR FOR FINE TURF ESTABLISHMENT.
PEAT - APPROPRIATE TYPES ARE SPHAGNUM MOSS PEAT, HYPNUM MOSS PEAT, REED-SEDGED PEAT, OR
PEAT HUMUS, ALL FROM FRESH -WATER SOURCES. PEAT SHOULD BE SHREDDED AND CONDITIONED IN
STORAGE PILES FOR AT LEAST 6 MONTHS AFTER EXCAVATION.
SAND - CLEAN AND FREE OF TOXIC MATERIALS
VERMICULITE -- HORTICULTURAL GRADE AND FREE OF TOXIC SUBSTANCES.
ROTTED MANURE - STABLE OR CATTLE MANURE NOT CONTAINING UNDUE AMOUNTS OR STRAW OR OTHER
BEDDING MATERIALS.
THOROUGHLY ROTTED SAWDUST - FREE OF STONES AND DEBRIS. ADD 6 LB OF NITROGEN TO EACH CUBIC
YARD.
SLUDGE - TREATED SEWAGE AND INDUSTRIAL SLUDGES ARE AVAILABLE IN VARIOUS FORMS; THESE SHOULD
BE USED ONLY IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL REGULATIONS.
PLANT ES LECTICN
SELECT AN APPROPRIATE SPECIES FROM THE SEEDING DETAILS BASED ON THE TIME OF YEAR.
SEEDBED PREPARATION
INSTALL NECESSARY EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE SEEDING, AND COMPLET
GRADING ACCORDING TO THE APPROVED PLAN.
LIME AND FERTILIZER NEEDS SHOULD BE DETERMINED BY SOIL TESTS. WHEN SOIL TESTS ARE NOT AVAILABLE
FOLLOW RATES SUGGESTED ON THE SEEDING DETAILS.
APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL BY DISKING O
OTHER SUITABLE MEANS. OPERATE MACHINERY ON THE CONTOUR, WHEN USING A HYDROSEEDER, APPLY LIME
AND FERTILIZER TO A ROUGH, LOOSE SURFACE.
ROUGHEN SURFACES AS REQUIRED.
COMPLETE SEEDBED. PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A SMOOTH UNIFOR
SURFACE (SLOPES LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS THAT CAN COLLECT WATER. BROADCAST
SEED INTO A FRESHLY LOOSENED SEEDBED THAT HAS NOT KEEN SEALED BY RAINFALL.
SEEDING
SEEDING SPECIES AND DATES FOR PERMANENT SEEDING SHALL BE AS APPROVED BY PROJECT ENGINEER.
USE CERTIFIED SEED FOR PERMANENT VEGETATION WHENEVER POSSIBLE. SEED MUST MEET STATE STANDARD
FOR CONTENT OF NOXIOUS WEEDS. DO NOT USE SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED.
APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP TYPE SEEDER DRILL, CULTIPACKER SEEDER, 0
HYDROSEEDER ON A FIRM, FRIABLE SEEDBED.
WHEN USING A DRILL OR CULTIPACKER SEEDER, PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP
GRASSES AND LEGUMES NO MORE THAN 1 /2" DEEP. EQUIPMENT SHOULD BE CALIBRATED IN THE FIELD FO
THE DESIRED SEEDING RATE.
WHEN USING BROADCAST -SEEDING METHODS, SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AN
DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH SECTION. APPLY ONE-HALF THE SEED WHILE MOVIN
BACK AND FORTH ACROSS THE AREA, MAKING A UNIFORM PATTERN, THEN APPLY THE SECOND HALF IN TH
SAME WAY BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS.
MULCH ALL PLANTINGS IMMEDIATELY AFTER SEEDING.
IRRIGATION
MOISTURE IS ESSENTIAL FOR SEED GERMINATION AND SEEDLING ESTABLISHMENT, SUPPLEMENTAL IRRIGATIO
CAN BE VERY HELPFUL IN ASSURING ADEQUATE STANDS IN DRY SEASONS OR TO SPEED DEVELOPMENT 0
FULL COVER. IT IS A REQUIREMENT FOR FINE TURF ESTABLISHMENT AND SHOULD BE USED ELSEWHER
WHERE FEASIBLE. HOWEVER, IRRIGATION IS RARELY CRITICAL. FOR
LOW -MAINTENANCE VEGETATION PLANTED AT THE APPROPRIATE TIME OF THE YEAR.
WATER APPLICATION RATES MUST BE CAREFULLY CONTROLLED TO PREVENT RUNOFF. INADEQUATE 0
EXCESSIVE AMOUNTS OF WATER CAN BE MORE HARMFUL THAN NO SUPPLEMENTAL WATER.
MAINTENANCE
GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL SOIL COVE
HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING. INSPECT SEEDED AREAS FOR FAILURE AN
MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE.
RESEEDING
IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS AND QUANTITIES OF LIM
AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER -SEED THE STAN
CONSIDER SEEDING TEMPORARY ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE FO
PERMANENT SEEDING.
IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT IMBALANCE I
RESPONSIBLE.
FERTILIZATION
ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES REFER11LIZATION IN THE SECON
GROWING SEASON. FINE TURF REQUIRES ANNUAL MAINTENANCE FERTILIZATION. USE SOIL TESTS IF POSSIBL
OR FOLLOW THE GUIDELINES FOR THE SPECIFIC SEEDING MIXTURE.
6.12 SODDING CSC,:
CONSTRUCTION SPECIFICATIONS
1. SELECT APPROPRIATE SPECIES OF SOD BASED ON PROJECT SPECIFICATIONS.
2. USE ONLY HIGH QUALITY SOD OF KNOWN GENETIC ORIGIN, FREE OF NOXIOUS WEEDS, DISEASE, AN
INSECT PROBLEMS. IT SHOULD APPEAR HEALTHY AND VIGOROUS AND CONFORM TO THE FOLLOWIN
SPECIFICATIONS:
-- SOD SHOULD BE MACHINE CUT AT A UNIFORM DEPTH OF 1/2-2 INCHES (EXCLUDING SHOOT GROWTH
AND THATCH)
- SOD SHOULD NOT HAVE BEEN CUT IN EXCESSIVELY WET OR DRY WEATHER.
- SECTIONS OF SOD SHOULD BE A STANDARD SIZE AS DETERMINED BY THE SUPPLIER, UNIFORM, AND
UNTORN.
- SECTIONS OF SOD SHOULD BE STRONG ENOUGH TO SUPPORT THEIR OWN WEIGHT, AND RETAIN THEIR
SIZE AND SHAPE WHEN LIFTED BY ONE END.
- HARVEST, DELIVERY, AND INSTALLATION OF SOD SHOULD TAKE PLACE WITHIN A PERIOD OF
36-HOURS.
SOIL PREPARATION. - TEST SOIL TO DETERMINE THE EXACT REQUIREMENTS FOR LIME AND FERTILIZER. SOIL
TESTS MAYBE BE CONDUCTED BY THE STATE SOIL SCIENTIST OR A REPUTABLE COMMERCIAL LABORATORY.
INSTALL TOPSOIL AS REQUIRED BY PROJECT SPECIFICATIONS. SPREAD SOIL AMENDMENTS EVENLY ACROSS
THE AREA TO BE SODDED AND INCORPORATE INTO THE TOP 4-8 INCHES OF SOIL BY DISKING, HARROWING,
OR OTHER EFFECTIVE MEANS.
fi 12 SODDING (S) ; CQNTINUED,
PRIOR TO LAYING SOD, CLEAR THE SOIL OF TRASH, DEBRIS, ROOTS, BRANCHES, STONES, AND CLODS LARGER
THAN 2-INCHES IN DIAMETER. FILL LOW OR LEVEL LOW SPOTS IN ORDER TO AVOID STANDING WATER. RAKE
OR HARROW THE SITE TO ACHIEVE A SMOOTH AND LEVEL FINAL GRADE.
COMPLETE SOIL PREPARATION BY ROLLING OR CULTIPACKING TO FIRM THE SOIL. AVOID USING HEAVY
EQUIPMENT ON THE AREA, PARTICULARLY WHEN THE SOIL IS WET AS THIS MAY CAUSE EXCESSIVE
COMPACTION, AND MAKE IT DIFFICULT FOR THE SOD TO TAKE ROOT.
S D INSTALLATION
1. MOISTENING THE SOD AFTER IT IS UNROLLED HELPS MAINTAIN ITS VIABILITY. STORE IT IN THE SHADE
DURING INSTALLATION.
2. RAKE THE SOIL SURFACE TO BREAK THE CRUST JUST BEFORE LAYING SOD. DURING THE SUMMER,
LIGHTLY IRRIGATE THE SOIL, IMMEDIATELY BEFORE LAYING THE SOD TO COOL THE SOIL, REDUCE ROOT
BURNING, AND DIE BACK.
3. DO NOT SOD ON GRAVEL, FROZEN SOILS, OR SOILS THAT HAVE BEEN TREATED RECENTLY WITH
STERILANTS OR HERBICIDES.
4. LAY THE FIRST ROW OF SOD IN A STRAIGHT LINE PERPENDICULAR TO THE DIRECTION OF FLOW WITH
SUBSEQUENT ROWS PLACED PARALLEL TO AND BUTTING TIGHTLY AGAINST EACH OTHER. STAGGER
STRIPS IN A BRICK -LIKE PATTERN. BE SURE THAT THE SOD IS NOT STRETCHED OR OVERLAPPED AND
THAT ALL JOINTS ARE BUTTED TIGHTLY TO PREVENT VOIDS. USE A KNIFE OR SHARP SPADE, TO TRIM
AND FIT IRREGULARLY SHAPED AREAS.
5. INSTALL STRIPS OF SOD WITH THEIR LONGEST DIMENSION PERPENDICULAR TO THE SLOPE. ON SLOPES
3:1 OR GREATER, OR WHENEVER EROSION MAY BE A PROBLEM, SECURE SOD WITH PEGS OR STAPLES.
6. AS SODDING OF CLEARLY DEFINED AREAS IS COMPLETED, ROLL SOD TO PROVIDE FIRM CONTACT
BETWEEN THE ROOTS AND SOIL.
7. AFTER ROLLING, IRRIGATE UNTIL THE SOIL IS WET 4 INCHES BELOW THE SOD.
8. KEEP SODDED AREAS MOIST TO A DEPTH OF 4-INCHES UNTIL THE GRASS TAKES ROOT. THIS CAN BE
DETERMINED BY GENTLY TUGGING ON THE SOD - RESISTANCE INDICATES THAT ROOTING HAS
OCCURRED.
9. MOWING SHOULD NOT BE ATTEMPTED UNTIL THE SOD IS FIRMLY ROOTED, USUALLY 2-3 WEEKS.
MAINTENANCE
AFTER THE FIRST WEEK, WATER AS NECESSARY TO MAINTAIN ADEQUATE MOISTURE IN THE ROOT ZONE
AND PREVENT DORMANCY OF THE SOD. DO NOT REMOVE MORE THAN ONE-THIRD OF THE SHOOT IN
ANY MOWING. GRASS HEIGHT SHOULD BE MAINTAINED BETWEEN 2-3 INCHES UNLESS OTHERWISE
SPECIFIED.
AFTER THE FIRST GROWING SEASON, ESTABLISHED SOD REQUIRES FERTILIZATION, AND MAY ALSO
REQUIRE LIME. FOLLOW SOIL TEST RECOMMENDATIONS.
61.15 RIP -RAP OUTLET PROTCTIQN-
E
R
D
D
CONSTRUCTION SPECIFICATIONS
SUBGRADE PREPARATION
PREPARE THE SUBGRADE FOR RIPRAP AND FILTER TO THE REQUIRED LINES AND GRADES SHOWN ON THE
PLANS. COMPACT ANY FILL MATERIAL REQUIRED IN THE SUBGRADE TO A DENSITY APPROXIMATING THAT OF
THE SURROUNDING UNDISTURBED MATERIAL OR OVERFILL DEPRESSIONS WITH RIPRAP. REMOVE BRUSH, TREES,
STUMPS, AND OTHER OBJECTIONABLE MATERIAL. CUT THE SUBGRADE SUFFICIENTLY DEEP THAT THE FINISHED
R GRADE OF THE RIPRAP WILL BE AT THE ELEVATION OF THE SURROUNDING AREA. CHANNELS SHOULD BE
EXCAVATED SUFFICIENTLY TO ALLOW PLACEMENT OF THE RIPRAP IN A MANNER SUCH THAT THE FINISHED
INSIDE DIMENSIONS AND GRADE OF THE RIPRAP MEET THE DESIGN SPECIFICATIONS.
SAND AND GRAVEL FILTER BLANKET
M PLACE THE FILTER BLANKET IMMEDIATELY AFTER THE GROUND FOUNDATION IS PREPARED. FOR GRAVEL,
SPREAD FILTER STONE IN A UNIFORM LAYER TO THE SPECIFIED DEPTH. WHERE MORE THAN ONE LAYER OF
FILTER MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING.
SYNTHETIC FILTER FABRIC
PLACE THE CLOTH FILTER DIRECTLY ON THE PREPARED FOUNDATION. OVERLAP THE EDGES BY AT LEAST 12
INCHES AND SPACE ANCHOR PINS EVERY 3 FT ALONG THE OVERLAP. BURY THE UPSTREAM END OF THE
S CLOTH A MINIMUM OF 12 INCHES BELOW GROUND AND WHERE NECESSARY, BURY THE LOWER END OF THE
CLOTH TO OVERLAP WITH THE NEXT SECTION AS REQUIRED.
,"AKE CARE NOT TO DAMAGE THE CLOTH WHEN PLACING RIPRAP. IF DAMAGE OCCURS REMOVE THE RIPRAP,
R AND REPAIR THE SHEET BY ADDING ANOTHER LAYER OF FILTER MATERIAL WITH A MINIMUM OVERLAP OF 12
INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE AND REPLACE THE
ENTIRE SHEET
WHERE LARGE STONES ARE USED OR MACHINE PLACEMENT IS DIFFICULT, A 4 INCH LAYER OF FINE GRAVEL
OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH,
G STONE, PLACEMENT
E PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE FILTER FABRIC. PLACE
RPRAP SO THAT IT FORMS A DENSE, WELL GRADED MASS OF STONE WITH A MINIMUM OF VOIDS. THE
DESIRED DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE OBTAINED BY SELECTIVE LOADING AT
THE -QUARRY, AND CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIP RAP TO ITS FULL THICKNESS
IN ONE OPERATION. DO NOT PLACE RIPRAP BY DUMPING THROUGH CHUTES OR OTHER METHODS THAT CAUSE
SEGREGATION OF STONE SIZES. TAKE CARE NOT TO DISLODGE THE UNDERLYING BASE OR FILTER WHEN
N PLACING THE STONES.
F TIME TOE OF THE RIPRAP SLOPE SHOULD BE KEYED TO A STABLE FOUNDATION AT ITS BASE. THE TOE
E SHOULD BE EXCAVATED TO A DEPTH OF ABOUT 1.5 ' TIMES THE DESIGN THICKNESS OF THE RIPRAP, AND
SHOULD EXTEND HORIZONTALLY FROM THE SLOPE.
THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF SMALL STONES OR CLUSTERS OF LARGE STONES.
HAND PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES TO PRODUCE A
R RELATIVELY SMOOTH, UNIFORM SURFACE. THE FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE
SURROUNDING AREA. NO OVERFALL OR PROTRUSION OF RIPRAP SHOULD BE APPARENT.
MAINTENANCE
R IN GENERAL, ONCE A RIPRAP INSTALLATION. HAS BEEN PROPERLY DESIGN AND INSTALLED IT REQUIRED VERY
D LITTLE MAINTENANCE. RIPRAP SHOULD BE INSPECTED PERIODICALLY FOR SCOUR OR DISLODGED STONES.
CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN SOME LOCATIONS.
E 6.60 TEMPORARY SEDIMENT TRAP (1r1cS*T)-.
R CONSTRUCTION SPECIFICATIONS
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT.
REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNT OF ORGANIC MATTER, AND STOCKPILE OR
S DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC
MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9-INCHES,
AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6-INCHES TO ALLOW FOR SETTLEMENT.
0
E 3. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION BETWEEN THE
RIP -RAP AND THE SOIL FROM PIPING BY USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH BETWEEN
THE RIPRAP STRUCTURE AND SOIL. PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND THE SOIL.
EXTEND THE FABRIC ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP OF, THE DAM; OR
EXCAVATE A KEYWAY TRENCH ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION EXTENDING UP
THE SIDES TO THE HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT LEAST 2 FEET DEEP AND 2 FEET
WIDE WITH 1:1 SLOPES.
4. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO FACILITATE
D SEDIMENT CLEANOUT.
G
5. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER.
6. ENSURE THAT STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3
FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTION.
7. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE PLANS, WITH
2:1 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER FILLED EMBANKMENT. KEEP THE THICKNESS OF
THE SIDES OF THE SPILLWAY OUTLET STRUCTURE TO A MINIMUM OF 21 INCHES. THRU WEIR MUST BE
LEVEL AND CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY.
8. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH d50 SIZE
OF 9 INCHES (CLASS B EROSION CONTROL STONE IS RECOMMENDED) AND MAXIMUM STONE SIZE OF 14
INCHES. THE STONE MAY BE MACHINE PLACED AND THE SMALLER STONES WORKED INTO THE VOIDS OF
THE LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT.
9. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE
DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER
END OF THE POOL AREA TO IMPROVE TRAP EFFICIENCIES.
6.60 TEMPORARY _ SEDIMENT_ TRAP (TST) -- CONTINUED:
10. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE OF THE
EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND OUTLET VELOCITY IS ACCEPTABLE FOR THE
RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET SECTION FLUSH WITH THE SURROUNDING
GROUND, AND SHAPE TO CENTER TO CONFINE THE OUTFLOW STREAM.
11. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO THAT FLOW
WILL NOT DAMAGE THE EMBANKMENT.
12. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM
FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION.
13, SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (1,/2 THE
DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE FIELD.
14. INSTALL POROUS BAFFLES AS SPECIFIED.
MAINTENANCE
INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1 /2 OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY, REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF
THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE
SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT.
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP
DISPLACED FROM THE SPILLWAY MUST BE REPLACED.
AFTER ALL SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE
AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE
PROPERLY.
6.65 POROUS BAFFLES:
CONSTRUCTIO y SPECIFICATIONS
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FROM FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED TO A MAXIMUM OF 4 FEET
APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC SHOULD BE 6
INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER
THAN THE TOP OF THE BASIN BERM.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT.
BASINS LESS THAN 20-FT IN LENGTH MAY USE 2 BAFFLES.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO PREVENT
SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A SAW HORSE OR THE TOP
WIRE. HAMMER REBAR INTO THE SAW HORSE LEGS FOR ANCHORING. THE FABRIC SHOULD HAVE FIVE
TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND SUPPORT STRUCTURE
WITH ZIP TIES, WIRES, OR STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR PINNED WITH 8 INCH
EROSION CONTROL MATTING STAPLES.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL EVENT. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES
DURING CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF OF THE DESIGN STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS
AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
6.62 TEMPORARY SILT FENCE (SFi,
CONSTRUCTION SPECIFICATIONS
MATERIALS:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFIN OR POLYESTER, WHICH
IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS OF ASTM D
6461, SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO
PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT AT TEMPERATURE
RANGE OF 0 TO 120° F.
2. ENSURE THE POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH A MINIMUM LENGTH OF
5-FT. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14
GAUGE AND A MAXIMUM MESH SPACING OF 6-INCHES.
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24-INCHES ABOVE THE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE
OF THE STRUCTURE).
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH 'OF THE BARRIER TO
AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A
SUPPORTED POST WITH A MINIMUM 4-FT OF OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE
SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE
WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP
TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS AT A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24-INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT
FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO THE POSTS. WIRE OR PLASTIC ZIP TIES
SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED. LINE
OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT, THOROUGH
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
,MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF THE SILT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, 'REPLACE
IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN
AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE' DURING
CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
a SEAL a
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THE DESIGN OF ALL SITE, GRADING, AND UTILITIES
WAS PREPARED BY CARDNO WRG- DESIGN, INC AND
SIGNED BY ROBERT F. HARMSMA, DATED
6/29/2012.
THIS DRAWING IS FOR THE DESIGN AND PERMITTING
FOR COMPLIANCE WITH THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES STORMWATER, REGULATIONS ONLY, AS
SHOWN ON THIS PLAN. NO, ADDITIONAL DESIGN
HAS BEEN PROVIDED BY CAPE FEAR ENGINEERING.CARO
THE SITE, GRADING, AND UTILITY PLANS WERE``o,�,o�Q,�'�yf
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THIS PLAN IS INTENDED TO SUPPLEMENT SHEET
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DESIGN, INC. CONTRACTOR SHALL CHECK FOR
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ATTENTION PRIOR TO STARTING CONSTRUCTION.
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INFILTRATION BASIN
1. VEGETATION SHALL BE ESTABLISHED FOR THE ENTIRE BASIN IMMEDIATELY UPON THE COMPLETION OF INITIAL GRADING.
2. WHERE INFILTRATION BASIN IS USED FOR EROSION CONTROL, BASIN SHALL BE RETURNED TO DESIGN ELEVATIONS AND DIMENSIONS
UPON STABILIZATION OF THE SITE.
3. INFILTRATION BASIN SHALL ONLY BE USED AFTER ENTIRE UPSTREAM AREA HAS BEEN STABILIZED.
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State Stormwater Management Systems
Permit No. SW8 140503
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
AND EXCLUDED REDEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
United States Air Force
Ft. FisherAF Recreational Area — Phase 1 N40085-13-C-5230
Ft. Fisher Boulevard (US 421) and Riverfront Road, Kure Beach, New Hanover County
FOR THE
construction, operation and maintenance of one ( 1 ) infiltration basin in compliance
with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter the
"stormwater rules') and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division
and considered a part of this permit.
This permit shall be effective from the date of issuance until May 14, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.7 of this permit. The stormwater control has been designed to
handle the runoff from 48,115 square feet of new impervious area.
3. The basin has been designed under the alternative design option to handle the 10 year
24 hour design storm without discharging, therefore neither an LSNFS nor an offline
bypass are required, as indicated in Section 1.9 of this permit.
4. The drainage area of the infiltration basin will be limited to the amount of built -upon area
indicated in Section 1.7 of this permit, and as shown on the approved plans. The built -
upon area for the future development is limited to 0 square feet.
5. The project contains an area of redeveloped built -upon surfaces, which is excluded from
the State Stormwater permitting requirements under the following conditions: 1) The
project must be constructed as shown on the approved plans submitted to this Office; 2)
The proposed built -upon area of 82,827 square feet cannot exceed the existing built -
upon area of 83,450 square feet; and, 3) The proposed stormwater controls, several
small infiltration areas, must be constructed to provide equal protection of surface waters
as the existing stormwater control, which is sheet flow to existing drainage ditches.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 140503
6. The runoff from the 48,115 sf of built -upon area within the permitted infiltration basin
drainage area of this project must be directed into the permitted stormwater control
system. The remaining BUA is treated by small infiltration areas that are excluded from
permitting subject to the redevelopment exclusion requirements.
7. This redevelopment project shall provide a minimum 30' wide vegetated buffer adjacent
surface waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers, and the mean
high water line of tidal waters.
8. The following design criteria have been permitted for the infiltration basin and must be
provided and maintained at design condition:
a. Drainage Area, acres: 2.48
Onsite, ft2: 108,187
Offsite, ft2: 0
b. Total Impervious Surfaces, ft2: 48,115
Onsite, ft2: 48,115
Offsite, ft2: 0
c. Design Storm, inches: 1.5"
d. Basin Depth, feet: 2.13
e. Bottom Elevation, FMSL: 10.67
f. Bottom Surface Area, ft2: 3,690
g. Bypass Weir Elevation, FMSL: 12.8
h. Permitted Storage Volume, ft3: 12,130
i. Predevelopment 1 yr 24 hr peak flow, cfs: n/a
j. Post -development 1 yr 24 hr peak flow, cfs: n/a
k. Type of Soil: Lakeland / Wakulla
I. Expected Infiltration Rate, in/hr: 5.5
m. Seasonal High Water Table, FMSL: 8.67
n. Time to Draw Down, hours: <5
o. Receiving Stream/River Basin: Atlantic Ocean / CPF00
p. Stream Index Number: 99-(3)
q. Classification of Water Body: "SB"
9. Per section .1008 (h) of the stormwater rules, this alternative design infiltration basin
provides equal or better protection because it infiltrates a 10-year, 24-hour storm without
discharging, using an infiltration rate of one-half of the expected infiltration rate provided
in the soils report. The infiltration basin is designed in accordance with Option 4 of
Section 16.3.9 of the BMP manual, therefore, no bypass, no vegetated filter strip, and no
additional storage volume are required. The approved parameters are:
a. 10 yr 24 hr design storm, inches 7.24 (from NOAA chart)
b. Volume to infiltrate, cf: 29,390
c. Volume infiltrated in 24 hours, cf: 20,295 (at Y. expected infiltration rate)
d. Remaining volume to infiltrate, cf: 9,095 (<12,130, OK)
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. If the stormwater system is used as an Erosion
Control device, it must be restored to design condition prior to operation as a stormwater
treatment device, and prior to occupancy of the facility.
3. The permittee shall follow the approved Operation and Maintenance Agreement in its
entirety, and shall provide and perform the operation and maintenance procedures in that
document at the specified intervals to assure the permitted stormwater system functions
at optimum efficiency.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 140503
4. Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of person performing the work and what actions were
taken.
5. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
6. All stormwater collection and treatment systems must be located in public rights -of -way,
common areas or easements. The final plats for the project will be recorded showing all
such required rights -of -way, common areas and easements, in accordance with the
approved plans. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification. A modification may be required for those deviations.
8. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area.
d. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
e. The construction of any designated future BUA on the application.
9. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and approval
by the Director. The permittee shall submit a completed and signed Name/Ownership
Change Form, accompanied by the supporting documentation as listed on the form, to
the Division at least 60 days prior to any one or more of the foiiowing events:
a. An ownership change including the sale or conveyance of the project area in whole
or in part;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request.
3. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall be
maintained on file by the Permittee at all times.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 140503
4. Any individual or entity found to be in noncompliance with the terms and conditions of
this permit or with the stormwater rules, is subject to enforcement action by the Division,
in accordance with NCGS 143, Article 21.
5. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
6. In the event that the facilities fail to perform satisfactorily the Permittee shall take
immediate corrective action, including those as may be required by this Division, such as
the construction of additional or replacement stormwater management systems.
7. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
8. The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and reissuance or termination does not stay
any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying
the permit, revoking and reissuing the permit, or terminating the permit as allowed by the
laws, rules and regulations contained in Session Law 2008-211, Title 15A NCAC
21-1.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 14th day of May 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division o Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 140503
Ft. Fisher AF Recreational Area — Phase 1 N40085-13-C-5230
Stormwater Permit No. SW8 140503
New Hanover County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature _
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 140503
Certification Requirements:
The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
- circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DEMLR Wilmington Regional Office
Town of Kure Beach Building Inspections
Page 7 of 7

MEMORY TRANSMISSION REPORT
TIME :05-14-2014 15:12
FAX NO.1
NAME
FILE NO. 186
DATE 05.14 15:09
TO 919197225179
DOCUMENT PAGES 8
START TIME 05.14.T5.:10
END TIME 05.14 15:12
PAGES SENT 8
STATUS _ OK
***SUCCESSFUL TX NOTICE***
Stata or NOrtbL C61�ollwa
Dapnrtme t or gnwlronmant and Maturat lm t uroee
VVUmL.W*om Meelonal 01M ,
Pos lWctlrary [�mvernvr F.AX COVER ISSEET
Jn6a ESA^VeHa 1" $ocratary
No. Pages �excl_ oover)x /
Co: �� • / /,s /`7"-� % �=. Phpae: C9101 796-7336
Pax: f91(13SO-200
Re: f�a I �r �sy�'.�-- fi^"i:��- � .sve �� �s'��ci�i� s % c _✓� G
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im? C*ralnul DWLl Ew aena-4 Wil—Ina"n. NC 28403 - 0910) "C6 7215 + An 8gna1 ODportuWty AtSemaUve Aorlon �plaryer

State of North,Carolina
Department of EnviroyAment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Skvarla I17, Secretary
Date: / e74 — / `T
Co:
No. Pages (excl. cover): -17
From: Jo Casmer
Phone: [phone]
Fax: 72 Z J J 7L— Fax: [phone]
/j
Re: C� r f� SL/�i ,7i•�= �=c / j�cr�.4, �' ,11
,. 4 r .. C'---
127 Cardinal Drive Extension, Wilmington, NC 28405 9 [phone] 9 An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :05-14-2014 15:10
FAX NO.1
NAME
FILE NO.
185
DATE
05.14 15:08
TO
93831045
DOCUMENT PAGES
8
START TIME
,14 15:09
`05.14
END TIME
15:10
PAGES SENT;':
8
STATUS
OK
t
***SUCCESSFUL TX NOTICE***
Slate or Mwela Carolina
petaprtmmt orun*wo—me and Netaral Resortroet
Wllmtnaton Realonal Cdn.0
pae MCCro C..overaor FA7F COVFR, Seeratary
Date: -r �� - T No. Pages (oxcL. covwao: ,G
To:
C:o; c�..�O /`�� �9 r v9-- Phone: [phone]-?336
Fast: ��-� ��� � Fex: f97d1350 2dQd_
127 4Yrdinal 17r[ve B>mensfoA, Wfl-1.2m.M NC 2ei09 . [phone] -.Am Sgnel Opporhaoity A�tlrm�Hve d•+�^^ 8 ployol'

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Skvarla IIl, Secretary
Date: -� l l 7 No. Pages (excl. cover):
To: �i��From: Jo Casmer
Co: C� r� Phone: [phone]
Fax: . Fax: [phone]
efl-
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

SW8140503
Central Files: APS _ SWP
5/14/2014
Permit Tracking Slip
Program Category
Status Project Type
State SW
Active New Project
Permit Type
'version Permit Classification
State Stormwater
1.00 Individual
Primary Reviewer
Permit Contact Affiliation
linda.lewis
Coastal SWRule
Coastal Stormwater - 2008
Permitted Flow
raullmy
Facility Name
MajodMinor Region
Fort Fisher Air Force Recreational Facility Phase I N40085-13-C-5230
Minor Wilmington
Location Address
County
Cn Fort Fisher Blvd And Riverfront Rd
New Hanover
Facility Contact Affiliation
Kure Beach NC 28449
Owner
Owner Name
Owner Type
USAF -Seymour Johnson Air Force Base
Government - Federal
Owner Affiliation
Dennis G. Goodman
PE
1095 Peterson Ave
Dates/Events
Seymour Johnson AFB NC 27531
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective Expiration
5/14/2014 5/9/2014
6/14/2014 5/14/2014 5/14/2022
Regulated Activities
Requested /Received Events
State Stormwater - HD - Infiltration
Deed restriction requested
State Stormwater - Redevelopment
Deed restriction received
Outfall
Waterbody Name
Streamindex Number Current Class Subbasin

INFILTRATION BASIN ANALYSIS FOR PHASE II AND 2008 PROJECTS
FILENAME: g:\Wq\shared\smrmwater\permits&projects\2014\140503 HD\201405 excel_IB 140503
PROJECT NUMBER: SW8
140503 (Current Date 14-May-14
PROJECT NAME:
R. Fisher AF Recreational Facility Phase 1 N40085-13-C-5230
Original Run Date: May 14, 2014
DRAINAGE BASIN:
CPF
REVIEWER:
IL Lewis
RECEIVING STREAM:
Atlantic Ocean
CLASS:
JSB
Index No.:
99-(3
If ORW, is site within the 575' AEC? Y N
RULES ("2008" or "Ph2")
2008 (Use an apostrophe (') before the 2008)
PROJECTAREA
6.01 _ !acres
OverallDA
108187sf
see note I
=
2.48
acres
DA for Proposed BUA
1081871sf
(reduce overall DA by previously permitted BUA amount)
DA for Prev. Perm itted BUA
0
sf (assume DA = previously permitted BUA)
IMPERVIOUS AREA CALCULATION
Previously
BUILDINGS
PARKING
SIDEWALK
STREET
OFFSrrE/OTHER / FUTURE
Subtotals
Prop. BUA J
BUA atdlff. DS
22824
_._..
. 0
2604' _ 0
10476 0
12211` 0:
48115
Overall % IMPERVIOUS, 1= S
New BUA % impervious = ^ 4
Ex. BUA % impervious = #DID
VOLUME CALCULATION
Previously permitted BUA Design Storm
Previously permitted BUA volume
1 yr. 24 hour precipitation depth (inches)
Predevelopment C value from consulter
1 yr. 24 hr. Pre -development volume
1 yr. 24 hr. Post -development volume
1.5" volume for New BUA
2008 Design Volume
Phase 2 Design Volume
SURFACE AREAS / ELEVATIONS
BOTTOM
0.00 m
0 cf
c value
1
0.98
0.95
0.95
7
Cc=
0,54
Pre Rv
Post Rv
0.05
0.45
0.05
_
0,45
0.05
_
#DJV/01
es
(mast bkely 1" or 1.
Jrom NOAA than
does not include am
0 cubic feet
0 cubic feet
6089 cubic feet
6089 cubic feet
6089 cubic feet
/VOLUMES
Elev. (ft)
Area, s It
Inc. Volume
Ace. Volume
10.67
3,690
0
0
0
0
12.80
7,777
_
0
12212.35
TOP/BYPASS
VOLUME PROVIDED
12212."
cf
SOILS INFORMATION
ELEVATION OF S
SOIL TYPE
REPORTED INFIL
Time to Draw Do
EASONAL HIGH WATER TABLE 8.7 fmsl
lakeiand/Wakulla
TRATION RATE 5.5 in / hr
wn 3.6 hours
10 YEAR STORM (WAIVE BYPASS & VFS)
Runoff depth for 10 yr 24 hr storm, inches 7.24 from NOAA chart
Volume of 30 yr. 24 hr storm = 29390 CF
Volume infiltrated in 24 hours = 20295 CF, at T=1 day, V= (2 x k x A)
Remaining volume to store = 909$ CF OK? YES
Note- the total available volume must be larger than the remaining volume to store.
COMMENTS
Volume and drawdown are / are not within Design Requirements.
Note 1 The remaining dreinage area is being redeveloped under the exciusion.
10 YEAR STORM (WAIVE BYPASS & VFS)
Runoff depth for 10 yr 24 hr storm, inches 7.24 from NOAA chart
Volume of 30 yr. 24 hr storm = 29390 CF
Volume infiltrated in 24 hours = 20295 CF, at T=1 day, V= (2 x k x A)
Remaining volume to store = 909$ CF OK? YES
Note- the total available volume must be larger than the remaining volume to store.
COMMENTS
Volume and drawdown are / are not within Design Requirements.
Note 1 The remaining dreinage area is being redeveloped under the exciusion.

CAPE FEAR
EN Gil NEER! NG
151 Poole Road, Suite 100
Belville, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
To:
NCDENR — DLR LQS
127 Cardinal Drive Ext
Wilmington, NC 28405
Attn:
Linda Lewis / Cameron Weaver
Transmittal
Date: May 09, 2014
File: 554-05
Subject: SJAFB
Fort Fisher Recreational Facility
Express Stormwater Submittal
Additional / Revised Information
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Infiltration Basin Supplement Form (SW401), Revised
1
Original
Stormwater Calculations
3
Copy
Design Plans by Cape Fear Engineering (2 Full and 1 Half); Revised 05/05/14; CG-
101 A, C-503C
REMARKS Delivery by hand,
Please replace the enclosed revised information in the submittal package.
Thanks, call me with any questions.
CC:
File 554-05 "36°
Cape Fear Engineering, Inc.
Signed:
Elizabeth M. Nelsob, PE
Received By:
Date:
P:1554L%"5 Ft. Fisher Rea BaselAdminlStormwaterlExpress Submittal 5.8-141Trans_NCDENR_SW ADditonal 5-9-14.doc

CAPE FEAR
151 Poole Road, Suite 100
Belville, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
o: NGDENR — DLR LQS
127 Cardinal Drive Ext
Wilmington, NC 28405
Attn:
Linda Lewis / Cameron Weaver
-Tri v ---A S. a,
,eQA!®v.e 4>jome t -
Transmittal
L Date: I May 08, 2014
File: 554-05
ubject: SJAF13
Fort Fisher Recreational Facility
Express Stormwater Submittal
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
2
1 Original /
1 Copy
Stormwater Management Permit Application Form (SWU-101)
1
Original
Infiltration Basin Supplement Form (SW401) and Executed Infiltration O&M
1
Original
Express Permit Application Fee, $4,000, Check #14278 From Tatitlek Corporation
1
Copy
Stormwater Narrative, wetland correspondence, property deed, I. Map
1
Original
Stormwater Calculations
1
1
Copy
Copy
Technical Drainage Study by Cardno WRG
Soils Report with SHWT by Needham Environmental Inc.
3
Copy
Design Plans by Cape Fear Engineering (2 Full and 1 Haft CG-101A, C-503A, C-
503B, C-503C
3
Copy
Plans by Lee & Sakahara Architects (2 Full and 1 Halfl; G-001, C-002, CS-101,
CD-101, CGA-101, CS-102, CG-101, C-501, C-502, C-503, L-103
REMARKS Delivery by hand, Express Submittal Meeting, Mlay 08, 2014.
CC: Cape Fear Engineering, Inc.
File 554-05 "36"
Signed: %
Elizabeth M. Nei so , PE
Received By:
Date:
P:15544554-05 Ft. Fisher Rec. BaselAdminMormwaterlExpress Submittal 5-0-141Tram; NCDENR SW Express.doc

Stormwa ter ("' alculatious
For
FORT FISHER AIR FORCE RECREATIONAL
AREA LODGING FACILITY — PHASE I
SEYMOUR JOHNSON AIR FORCE BASE
OFF -BASE
SEYMOUR JOHNSON AFB PROJECT NO: N40085-13-C-5230
Kure Beach, North Carolina
Date: May 6, 2014
REV 5/9/14
'00!ll(lf11/1/1 ' P(Ecelvrb
���R
oMAY 0 9 9014
bp�"' 5�,1.
NOT" m
Prepared by
Cape Fear Engineering, Inc. EC 1/r.
151 Poole Road, Suite 100 MAY 0 9 20%
Belville, NC 28451
[phone] Eft
NC License No. C-1621

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INFILTRATION BASIN CALCULATIONS DATE: 5/9/2014
DESIGN CALCULATIONS FOR PROJECT NO.: 554-05
FORT FISHER RECREATIONAL FACILITY, PHASE I DESIGNED BY: EMN
DRAINAGE AREA (Ad) _
IMPERVIOUS AREA (Ai):
108,187 SQ. FT
BUILDINGS:
22,824
SQ. FT
STREETS:
12,211
SQ. FT
PARKING
2,604
SQ. FT
SIDEWALKS
10,476
SQ. FT
RESERVE
0
SQ.FT
TOTAL:
48,115
SQ. FT
PERCENT IMPERVIOUS (I):
OR 2.48 AC
I = Ad/Ai = 44.47%
REQUIRED STORAGE VOLUME: 15" RUNOFF
REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(I)
Rv= 0.450265281
VOLUME= 1.5"*Rv*Ad = 0.139786645
6.089 FTA3
DESIGN VOLUME = 6,089 CF
VOLUME PROVIDED:
INCREM.
TOTAL
EL.
SA (SF).
VOL. CF1
VOL. (CF)
10.67
3,690
0
0
11
4,288
1,316
1,316
12
6,180
5,234
6,550
12.5
7,170
3,338
9,888
WEIR 12.8
7,777
2,242
12,130
13
8,187
1,596
13,726
STORAGE VOLUME PROVIDED AT ELEV (12.8) = 12,130 CF
VOL. PROV'D=
12,130
>
6,089 =VOL. REQ'D
DRAWDOWN TIME:
LINEAR INFILTRATION RATE =
5.53
IN/HR
=
0.000128
FT/S
BASIN BOTTOM AREA =
3,690
SF
INFILTRATION FLOWRATE =
0.472354167
CFS
VOLUME TO DRAWDOWN =
6,089
CF
DRAWDOWN TIME = 214.8496008 MIN
3.580826681 HOURS
0.149201112 DAYS
FA554\554-05 Ft. fisher Rec. 5ase\CALC5G5tormwaterklnfiltration Hasin REV 5-9-14.x15
OK
RECeIVL"'�
MAY 0 9 4014
PAGE ol Of q

INFILTRATION BASIN CALCULATIONS DATE: 5/9/2014
DESIGN CALCULATIONS FOR PROJECT NO.: 554-05
FORT FISHER RECREATIONAL FACILITY, PHASE I DESIGNED BY: EMN
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
108,187 SQ. FT
BUILDINGS:
22,824
SQ. FT
STREETS:
12,211
SQ. FT
PARING
2,604
SQ. FT
SIDEWALKS
10,476
SQ. FT
RESERVE
0
SQ. FT
TOTAL:
48,115
SQ. FT
PERCENT IMPERVIOUS (T):
OR 2.48 AC
I = Ad/Ai = 44.47%
REQUIRED STORAGE VOLUME: 10-YEAR, 24 HOUR STORM
REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009*(1)
Rv= 0.450265281
VOLUME= 7.24"*Rv*Ad = 0.674703539
29,390 FTA3
DESIGN VOLUME = 29,390 CF
VOLUME PROVIDED:
INCREM.
TOTAL
EL.
SA (SF),
VOL. C
VOL. (-co
10.67
3,690
0
0
11
4,288
1,316
1,316
12
6,180
5,234
6,550
12.5
7,170
3,338
9,888
WEIR 12.8
7,777
2,242
12,130
13
8,187
1,596
13,726
STORAGE VOLUME PROVIDED AT ELEV (12.8) - 12,130 CF
VOL. PROV'D=
12,1M
>
29,390 =VOL. REQ'D
DRAWDOWN VOLULME:
LINEAR INFILTRATION RATE = 5.53 IN/HR
HALF INFILTRATION RATE = 2.765 IN/HR
BASIN BOTTOM AREA = 3,690 SF
VOLUME DRAWDOWN IN 24 HRS = 20,406 CF
NG
10 YEAR - 24 HOUR STORM INFILTRATED AT HALF INFILTRATION RATE?
VOL PROV'D > DESIGN VOLUME - VOLUME DRAWDOWN IN 24 HRS
12,130 > 8,984 YES
PA554\554-05 Ft. Fisher Rec. Base\CALC5\5tormwater\lnfiltrabon Basin REV 5-9-14.x15 PAGE 3 OF

' -H; dra°fiow TaNe of Ccrite is P:15541554-05Ft. Fisher Rec. BaseNCALCS1StormwateAPRERUNOFF.gpw
Hydraflow Hydrographs Fdension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, May 6, 2014
WatershedModel Schematic..............................................■................................. 1
Hydrograph Return Period Recap.......................................................................■ 2
SummaryReport................................................................................................................... 3
HydrographReports............................................................................................................. 4
Hydrograph No. 1, Rational, PRE RUNOFF....................................................................... 4
IDFReport............................................................................................................... 5
4 or- -1

Watershed Niodel, SiChem, af.
raflow Hydro®raphs EAension forAutoCAD®Civil 317®2010 byAutodesk, Inc. v9.25

Hydrograph Return Period 3%mumgraphsExtensionforAutoCAD®CMI3D®2010byAutodesk, Inc.v9.25
Hyd•
No.
Hydrograph
41"
(origin)
Inflow
hyd(s)
Peak Outflow leis)
Hydrograph
Description
1yr
2-yr
Syr
5-yr
10 yr
25-yr
50-yr
100 yr
1 (Rational
—
2.489
2.946
3.506
3.925
4.456
0.000
5.258
PRE RUNOFF
Proj. file: PA5541554-05 Ft Fisher Rec. Base1CALCS1Stormwater\PRE RUN
IFBqoey, May 6, 2014
(0 01=.2

Hydr®g� aph Summary Rep%
iaflovu Hydrographs Extension forAutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cts)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(g)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
2.489
1
in
1,493
PRE RUNOFF
PA5541554-05 Ft. Fisher Rec. Base1CAL
ff IMOFF.gpw
Tuesday, May 6, 2014
--t 0Ir.7-

i A • Hydrogu aIAth-
R000rt
Hydraflow Hydmgraphs Bdension for AMCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Tuesday, May 6, 2014
Hyd. No. 1
PRE RUNOFF
Hydrograph type
= Rational
Peak discharge
= 2.489 ds
Storm frequency
= 1 yrs
Time to peak
= 0.17 hrs
Time interval
= 1 min
Hyd. volume
= 1,493 cuff
Drainage area
= 2.480 ac
Runoff coeff.
= 0.2*
Intensity
= 5.018 in/hr
Tc by User
= 10.00 rein
IDF Curve
= ILM PER 8.03.9.IDF
AsclRec limb fact
= 1/1
* Composite (Area/C) = [(1.100 x 0.95) + (1.380 x 0.20)] / 2A80
Q (dS)
3.00
2.00
1.00
.,q
0.0 0.0 0.1 0.1 0.1 0.2 0.2
Hyd No. 1
PILE RUNOFF
Hyd. No. 1 —1 Year
0.3 0.3
Q (Cfs)
3.00
0.00
0.3
Time (hrs)
g O

H drafla i Ra nfaU Repa
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. V9.25 Tuesday, May 6, 2014
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yes)
B
D
E
(WA)
1
81.8155
12.8000
0.8927
2
89.6877
12.6000
0.8707
3
0.0000
0.0000
0.0000
--
5
98.3564
12.9000
0.8409
---
10
98A972
12.6000
0.8087
- ---
25
86.1743
11.1000
0.7415
50
0.0000
0.0000
0.0000
100
74.7444
9.3000
0.6599
File name: ILM PER 8.03.9.I13F
Intensity = B / (Tc + D)" E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
: 5
502
' 4.20
3.63
3.20
2.86
2.59
2.37
2.19
2.03
1.90
1.78
2
7.38
5.94
4.99
4.32
3.81
3.42
3.10
2.85
2.63
2.45
2.29
2.15
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.70
7.07
5.99
5.21
4.63
4.17
3.80
3.50
3.24
3.02
2.83
2.67
10
9.69
7.91
6.73
5.88
5.24
4.74
4.33
4.00
3.71
3.47
3.26
3.08
25
10.98
8.98
7.67
6.74
6.03
5.48
5.03
4.66
4.35
4.08
3.85
3.65
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
12.92
10.60
9.11
8.05
7.25
6.63
6.13
5.71
5.36
5.05
4.79
4.56
Tc = time in minutes. Values may exceed 60.
Prarin No noms• 1 4M,in!`AI fl%cl ...... .. .a..au a 0^n Mr- n -
Storm
Distribution
Rainfall Precipitation Table (in)
1-yr
2-yr
3�yr
5 yr
10-rr
25-yr
50-yr
100-yr
SCS 24-hour
3.83
4.66
0.00
6.02
7.24
9.10
10.70
12.64
SCS 6-Hr
0.00
3.38
0.00
0.00
5.20
6.49
0.00
8.93
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

HydrafloW Table of Contents
ROUTING.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25 Tuesday, May 6, 2014
WatershedModel Schematic................................................................................ 6
Hydrograph Return Period Recap ........................................................................ 7
- Year
SummaryReport................................................................................................................... 9
HydrographReports............................................................................................................. 9
Hydrograph No. 4, Reservoir, INFILTRATION ROUTING .................................................. 9
Pond Report - INFILTRATION BASIN......................................................................... 10
10 -Year
SummaryReport ................................................................................................................. 12
HydrographReports........................................................................................................... 13
Hydrograph No. 4, Reservoir, INFILTRATION ROUTING ................................................ 13
100 - Year
SummaryReport ................................................................................................................. 14
HydrographReports........................................................................................................... 15
Hydrograph No. 4, Reservoir, INFILTRATION ROUTING ................................................ 15

Watershed Model SchematVoraflow Hydrographs Extension for AutoCAD®Civil 3D®2010 byAutodesk, Inc. v9.25
131
Legend
Fed. Origin Description
ion
Rational POST RUNOFF
Reservoir INFILTRATION ROUTING
Project: ROUTING.gpw I Tuesday, May 6, 2014

Hydrograph Return Period 5#fIRAR graphs Extension for AutoCAD® Civil 3136 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
2
4
Rational
Reservoir
2
7.835
0.000
9.249
0.000
--
10.92
0.000
12.18
0.000
13.80
0.000
0.000
0.000
16.24
0.000
POST RUNOFF
INFILTRATION ROUTING
Proj.
file: ROUTING.gpw
Tuesday,
May
6, 2014

Hydrograph Summary RepQydraflowHydrographsExtension for AutoCAD® Civil 3DO2010byAutodesk,Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
Rational
7.835
1
6
2,821
—
-
POST RUNOFF
4
Reservoir
0.000
1
90
0
2
11.37
2,579
INFILTRATION ROUTING
ROUTING.gpw
Return Period: 1 Year
Tuesday, May 6, 2014

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382010 by Autodesk, Inc. v9.25
Tuesday, May 6, 2014
Hyd. No. 4
INFILTRATION ROUTING
Hydrograph type
= reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 90 min
Time interval
= 1 min
Hyd. volume
= 0 cult
Inflow hyd. No.
= 2 - POST RUNOFF
Max. Elevation
= 11.37 ft
Reservoir name
= INFILTRATION BASIN
Max. Storage
= 2,579 cuft
Storage Indication method used. Exhitration extracted from Outflow
. ��
4.00
2.00
0.00
0 20
- Hyd No. 4
INFILTRATION ROUTING
Hyd. No. 4 --1 Year
40 60
Hyd No. 2
80 100 120 140
® Total storage used = 2,579 cuft
Q (cfs)
8.00
M
4.00
r w
0.00
160
Time (min)

Ponce Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, May 6, 2014
Pond No. 3 - INFILTRATION BASIN
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation =10.67 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
10.67
0.33
11.00
1.33
12.00
1.83
12.50
2.13
12.80
2.33
13.00
2.53
13.20
Contour area (sgft)
3,069
3,477
4,749
5,407
5,809
6,079
6,352
Incr. Storage (cult)
0
1,079
4,096
2,537
1,682
1,189
1,243
Total storage (cult)
0
1,079
5,175
7,712
9,394
10,583
11,826
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00
50.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 12.80
13.10
0.00
0.00
No. Barrels
= 0
0
0
0
WeirCoeif.
= 3.330.00
2.60
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
Broad
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 5.530.000
(by Contour)
Multistage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Ortfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A
Clv B Civ C
PrfRsr Wr A
Wr B
Wr C
Wr D
EA1 User
Total
ft cuff
ft
cfs
cis cis
cfs cfs
cis
cfs
cfs
cfs cis
afs
0.00
0
10.67
-
--- -
0.00
0.00
-
--
0.000 -
0.000
0.03
108
10.70
-
- -
- 0.00
0.00
---
--
0.045 -
0.045
0.07
216
10.74
-
- 0.00
0.00
-
0.089 -
0.089
0.10
324
10.77
-
--- 0.00
0.00
--
-
0.134 --
0.134
0.13
432
10.80
--
0.00
0.00
-
-
0.178 -
0.178
0.17
540
10.84
-
0.00
0.00
-
--
0.223 -
0.223
0.20
648
10.87
-
-- 0.00
0.00
---
--
0.267 -
0.267
0.23
755
10.90
-
--
0.00
0.00
-
-
0.312 --
0.312
0.26
863
10.93
-
---
- 0.00
0.00
-
-
0.356 --
0.356
0.30
971
10.97
---
- 0.00
0.00
---
-
0.401 -
0.401
0.33
1,079
11.00
--
---
0.00
0.00
--
0.445 -
0.445
0.43
1,489
11.10
--
-
0.00
0.00
--
-
0.461 -
0.461
0.53
1,399
11.20
-
- -
0.00
0.00
--
--
0.478 -
0.478
0.63
2,308
11.30
--
- --
-- 0.00
0.00
---
-
0.494 -
0.494
0.73
2,718
11.40
--
-
- 0.00
0.00
---
-
0.510 -
0.510
0.83
3,127
11.50
--
-
0.00
0.00
-
0.526 -
0.526
0.93
3,537
11.60
-
- --
0.00
0.00
--
-
0.543 --
0.543
1.03
3,947
11.70
-
- ---
--- 0.00
0.00
-
-
0.559 --
0.559
1.13
4,356
11.80
-
-
- 0.00
0.00
---
-
0.575 --
0.575
1.23
4,766
11.90
-
--
- 0.00
0.00
--
-
0.592 -
0.592
1.33
5,175
12.00
-
- - -
- 0.00
0.00
--
---
0.608 -
0.608
1.38
5,429
12.05
-
- -
- 0.00
0.00
-
-
0.616 --
0.616
1.43
5,683
12.10
-
- --
--- 0.00
0.00
-
-
0.625 --
0.625
1.48
5,936
12.15
--
- ---
- 0.00
0.00
---
-
0.633 --
0.633
1.53
6,190
12.20
-
--
- 0.00
0.00
---
-
0.642 -
0.642
1.58
6,444
12.25
--
-- -
0.00
0.00
--
0.650 -
0.650
1.63
6,698
12.30
--
-- -
- 0.00
0.00
---
0.658 -
0.658
1.68
6,951
12.35
--
- -
0.00
0.00
-
-
0.667 -
0.667
1.73
7,205
12.40
---
- -
- 0.00
0.00
---
--
0.675 --
0.675
1.78
7,459
12.45
-
- --
-- 0.00
0.00
---
-
0.684 --
0.684
1.83
7,712
12.50
-
- -
- 0.00
0.00
-
0.692 -
0.692
1.86
7,881
12.53
--
- -
-- 0.00
0.00
---
0.697 -
0.697
1.89
8,049
12.56
--
- -
--- 0.00
0.00
---
-
0.702 -
0.702
1.92
8,217
12.59
-
- -
-- 0.00
0.00
---
--
0.708 -
0.708
Continues on next page...

11
INFILTRATION BASIN
Stage / Storage / Discharge Table
Stage
Storage
Elevation Clv A
ft
cult
ft cfs
1.95
8,385
12.62 -
1.98
8,553
12.65 --
2.01
8,721
12.68 -
2,0e.
8,890
12.71
2.07
9,058
12.74 --
2.10
9,226
12.77 --
2.13
9,394
12.80 -
2.15
9,513
12.82 --
2.17
9,632
12.84 --
2.19
9,751
12.86 -
2.21
9,870
12.88 --
2.23
9,989
12.90 -
2.25
10,107
12.92 ---
2.27
10,226
12.94 -
2.29
10,345
12.96 -
2.31
10,464
12.98 --
2.33
10,583
13.00 -
2.35
10,707
13.02 ---
2.37
10,831
13.04 -
2.39
10,956
13.06 -
2.41
11,080
13.08 --
2.43
11,204
13.10 --
2.45
11,329
13.12 -
2.47
11,453
13.14 -
2.49
11,577
13.16 -
2.51
11,701
13.18 --
2.53
11,826
13.20 -
.End
Clv B Clv C PrfRsr Wr A
Wr B
Wr C Wr D Exfii User
Total
cfs cfs cfs cfs
cfs
cfs cfs eta cfs
cfs
-- - - 0.00
0.00
-- - 0.713 --
0.713
- 0.00
0.00
-- - 0.718 -
0.718
- 0.00
0.00
-- -- 0.723 -
0.723
- -- 0.00
0.00
-- -- 0.728 -
0.728
- - - 0.00
0.00
-- - 0.733 --
0.733
- 0.00
0.00
- - 0.738 -
0.738
- - --- 0.00
0.00
- --- 0.744 -
0.744
- - 0.04
0.00
- --- 0.747 -
0.785
- -- -- 0.11
0.00
--- - 0.751 -
0.857
- - - 0.20
0.00
-- - 0.754 -
0.950
- - 0.30
0.00
- - 0.757 --
1.059
- - - 0.42
0.00
-- - 0.761 --
1.182
-- -- 0.55
0.00
-- -- 0.764 --
1.318
- -- -- 0.70
0.00
-- - 0.768 -
1.466
--- - 0.85
0.00
- - 0.771 -
1.624
- - 1.02
0.00
--- - 0.775 -
1.792
-- - 1.19
0.00
-- - 0.778 --
1.970
-- - 1.37
0.00
-- - 0.782 --
2.156
-- -- - 1.57
0.00
- 0.785 -
2.351
- -- - 1.77
0.00
-- - 0.789 -
2.555
- - - 1.97
0.00
- 0.792 -
2.766
- - - 2.19
0.00
--- -- 0.796 --
2.984
- - - 2.41
0.37
--- -- 0.799 --
3.578
- - -- 2.64
1.04
-- - 0.803 -
4.483
- - - 2.88
1.91
- -- 0.806 -
5.594
- - 3.12
2.94
-- - 0.810 -
6.872
-- 3.37
4.11
- -- 0.813 -
8.294

.,� 12
Hydrograph Summary Re p9yldraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
Rational
12.18
1
6
4,384
--
POST RUNOFF
4
Reservoir
0.000
1
123
0
2
11.74
4,103
INFILTRATION ROUTING
ROUTING.gpw
Return Period: 10 Year
Tuesday, May 6, 2014

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 31* 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
INFILTRATION ROUTING
Hydrograp type =
Reservoir
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
1 min
Hyd. volume
Inflow hyd. No. =
2 - POST RUNOFF
Max. Elevation
Reservoir name =
INFILTRATION BASIN
Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
14.00
12.00
iiL IDE1
M
,Aell]
4.00
2.00
INFILTRATION ROUTING
Hyd. No. 4 -- 10 Year
13
Tuesday, May 6, 2014
= 0.000 cfs
= 123 min
= 0 cuft
= 11.74 ft
= 4,103 cuft
20 40 60 80 100 120 140 160
Hyd No. 4 Hyd No. 2 ® Total storage used = 4,103 cuft
Q (cfs)
14.00
12.00
10.00
8.00
. M
C11I;
2.00
-- 0.00
180
Time (min)

14
Hydrograph Summary Re P9 aflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
2
Rational
16.24
1
6
5,846
--
----
--
I
POST RUNOFF
4
Reservoir
0.000
1
184
0
2
12.07
5,536
INFILTRATION ROUTING
ROUTING.gpw
Return Period: 100 Year
Tuesday, May 6, 2014

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
INFILTRATION ROUTING
i iydrograph type
= RCeservoir
weak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 -POST RUNOFF
Max. Elevation
Reservoir name
= INFILTRATION BASIN
Max. Storage
Storage Indication method used. EAltration extracted from Outflow
Q (Cfs)
18.00
15.00
12.00
AIR,
WE
3.00
0.00
0 20
-- Hyd No. 4
INFILTRATION ROUTING
Hyd. No. 4 — 100 Year
15
Tuesday, May 6, 2014
= 0.000 cts
= 184 min
= 0 cult
= 12.07 ft
= 5,536 cult
40 60 80 100 120 140 160 180
Hyd No. 2 ® Total storage used = 5,536 cuff
Q (cfs)
18.00
15.00
12.00
•m
3.00
0.00
200
Time (min)

Hydraflow Table of Contents
ROUTING HALF RATE.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, May 6, 2014
Watershed Model Schematic.............................................................................. 16
Hydrograph Return Period Recap...................................................................... 1 7
10 - Year
SummaryReport................................................................................................................. 18
HydrographReports........................................................................................................... 19
Hydrograph No. 3, Reservoir, INFILTRATION ROUTING ................................................ 19
Pond Report - INFILTRATION BASIN......................................................................... 20

16
Watershed Model SchematvoraflowHydrographsExtension forAutoCAD® Civil 3D®2010byAutodesk,Inc. v9.25
Legend
Hvd. Origin Description
1 Rational POST RUNOFF
3 Reservoir INFILTRATION ROUTING
Project: ROUTING HALF RATE.gpw I Tuesday, May 6, 2014

17
Hydrograph Return Period 59foRrographsExtensionforAutoCAD®Civil3DO2010byAutodesk,Inc.v9.25
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
i
3
Raburiai
Reservoir
--
1
7.835
0.000
9.249
0.000
10.92
0.000
12.18
0.000
13.80
0.000
0.000
0.000
16.24
0.000
POST RUNOFF
INFILTRATION ROUTING
Proj.
file: ROUTING
HALF
RATE.gpw
Tuesday,
May
6, 2014

18
Hydrograph Summary Re Kytlraflow Hydrographs Extension for AutoCAD® Civil 31D@ 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
i
Rational
i2. i8
i
6
4,384
---
---
POST RUNOFF
3
Reservoir
0.000
1
4
0
1
11.77
4,243
INFILTRATION ROUTING
ROUTING HALF RATE.gpw
Return Period: 10 Year
Tuesday, May 6, 2014

Hydrograph Report 19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Tuesday, May 6, 2014
Hyd. No. 3
INFILTRATION ROUTING
Hydrograph type =
Reservoir
Peak discharge
= 0.000 cfs
Storm frequency =
10 yrs
Time to peak
= 0.07 hrs
Time interval =
1 min
Hyd. volume
= 0 cuft
Inflow hyd. No. =
1 - POST RUNOFF
Max. Elevation
= 11.77 ft
Reservoir name =
INFILTRATION BASIN
Max. Storage
= 4,243 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
14.00
12.00
10.00
M
Me]
4.00
0.00
0.0 0.7
- Hyd No. 3
INFILTRATION ROUTING
Hyd. No. 3 --10 Year
Q (cfs)
14.00
12.00
10.00
. ��
4.00
0.00
1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0
Hyd No. 1 Total storage used = 4,243 cult Time (hrs)

Pond Report 20
Hydraflow Hydrographs Extension for AutoCAD® Civil 31362010 by Autodesk, Inc. v9.25 Tuesday, May 6, 2014
Pond No. 3 - INFILTRATION BASIN
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation =10.67 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
10.67
0.33
11.00
1.33
12.00
1.83
12.50
2.13
12.80
2.33
13.00
2.53
13.20
Contour area (sqft)
3,069
3,477
4,749
5,407
5,809
6,079
6,352
Incr. Storage (cuft)
0
1,079
4,096
2,537
1,682
1,189
1,243
Total storage (cuft)
0
1,079
5,175
7,712
9,394
10,583
11,826
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 4.00
50.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 12.80
13.10
0.00
0.00
No. Barrels
= 0
0
0
0
WeirCoeff.
= 3.330.00
2.60
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
Broad
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(Inlhr)
= 2.760.000
(by Contour)
Multi -Stage
= n/a
P!:
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 Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft cuft
ft cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cis cis
efs
0.00
0
10.67 -
-
-- 0.00
0.00
---
-
0.000 --
0.000
0.03
108
10.70 -
- -
-- 0.00
0.00
-
--
0.022 --
0.022
0.07
216
10.74 -
-
0.00
0.00
--
0.044 -
0.044
0.10
324
10.77 --
--
0.00
0.00
0.067 -
0.067
0.13
432
10.80 -
0.00
0.00
-
0.089 -
0.089
0.17
540
10.84 -
--
0.00
0.00
--
-
0.111 --
0.111
0.20
648
10.87 -
-
- 0.00
0.00
--
--
0.133 -
0.133
0.23
755
10.90 ---
- 0.00
0.00
---
---
0.155 -
0.155
0.26
863
10.93 -
--- 0.00
0.00
-
-
0.178 -
0.178
0.30
971
1.0.97 -
-- -
--- 0.00
0.00
-
-
0.200 -
0.200
0.33
1,079
11.00 -
-- --
0.00
0.00
--
-
0.222 -
0.222
0.43
1,489
11.10 -
-- -
0.00
0.00
--
-
0.230 -
0.230
0.53
1,899
11.20 -
- -
--- 0.00
0.00
---
-
0.238 -
0.238
0.63
2,308
11.30 -
- --
-- 0.00
0.00
-
-
0.247 -
0.247
0.73
2,718
11.40 -
- --
0.00
0.00
---
-
0.255 --
0.255
0.83
3,127
11.50 --
-- --
0.00
0.00
--
--
0.263 --
0.263
0.93
3,537
11.60 -
-- -
- 0.00
0.00
--
0.271 -
0.271
1.03
3,947
11.70 -
- -
- 0.00
0.00
---
-
0.279 -
0.279
1.13
4,356
11.80 -
- -
- 0.00
0.00
--
-
0.287 --
0.287
1.23
4,766
11.90 -
- --
-- 0.00
0.00
-
0.295 --
0.295
1.33
5,175
12.00 -
-- -
-- 0.00
0.00
-
--
0.303
0.303
1.38
5,429
12.05 -
- -
- 0.00
0.00
---
-
0.308 -
0.308
1.43
5,683
12.10 -
- -
- 0.00
0.00
-
--
0.312 -
0.312
1.48
5,936
12.15 -
- 0.00
0.00
--
-
0.316 -
0.316
1.53
6,190
12.20
- -
0.00
0.00
---
-
0.320
0.320
1.58
6,444
12.25 -
- -
-- 0.00
0.00
-
0.324
0.324
1.63
6,698
12.30 -
--
- 0.00
0.00
---
-
0.329 -
0.329
1.68
6,951
12.35 -
- -
--- 0.00
0.00
--
-
0.333 -
0.333
1.73
7,205
12.40 --
- -
- 0.00
0.00
--
--
0.337 -
0.337
1.78
7,459
12.45 --
- -
-- 0.00
0.00
---
-
0.341 -
0.341
1.83
7,712
12.50 ---
-- --
- 0.00
0.00
-
-
0.345 -
0.345
1.86
7,881
12.53 -
-- --
0.00
0.00
---
--
0.348 -
0.348
1.89
8,049
12.56 -
-- -
- 0.00
non
-
0.351 -
0.351
1.92
8,217
12.59 --
- -
- 0.00
0.00
---
-
0.353 -
0.353
Continues on next page...

21
INFILTRATION BASIN
Stage / Storage / Discharge Table
Stage
Storage
Elevation Clv A
Clv B Clv C PrfRsr Wr A
Wr B
Wr C Wr D Exfil User
Total
ft
cuft
ft cfs
cis cis cis cfs
cis
afs cis cis cfs
cfs
1.95
8,385
12.62 -
-- - -- 0.00
0.00
- 0.356 --
0.356
1.98
8,553
12.65 -
-- - - 0.00
0.00
- 0.358
0.358
2.01
8,721
12.68 -
- - 0.00
0.00
-- 0.361
0.361
2.04
8,890
12.71 --
0.00
0.0C
- 0.383
0.363
2.07
9,058
12.74 -
- - - 0.00
0.00
- 0.366
0.366
2.10
9,226
12.77 -
- -- - 0.00
0.00
--- 0.369
0.369
2.13
9,394
12.80 -
- - - 0.00
0.00
--- - 0.371
0.371
2.15
9,513
12.82 --
- --- 0.04
0.00
- 0.373 -
0.411
2.17
9,632
12.84 -
- - 0.11
0.00
--- -- 0.375 -
0.481
2.19
9,751
12.86 ---
- - 0.20
0.00
- - 0.376 --
0.572
2.21
9,870
12.88 --
- - 0.30
0.00
--- 0.378 --
0.679
2.23
9,989
12.90 -
- --- 0.42
0.00
-- --- 0.380 -
0.801
2.25
10,107
12.92 -
0.55
0.00
- -- 0.381 --
0.935
2.27
10,226
12.94 ---
-- - 0.70
0.00
--- - 0.383 --
1.081
2.29
10,345
12.96 -
- --- 0.85
0.00
- 0.385 -
1.237
2.31
10,464
12.98 -
-- - - 1.02
0.00
- 0.387 -
1.404
2.33
10,583
13.00 --
-- - --- 1.19
0.00
- -- 0.388 -
1.580
2.35
10,707
13.02 ---
-- - - 1.37
0.00
-- - 0.390 --
1.765
2.37
10,831
13.04 -
- 1.57
0.00
--- - 0.392 -
1.958
2.39
10,956
13.06 -
- - 1.77
0.00
- - 0.394 -
2.160
2.41
11,080
13.08 ---
- 1.97
0.00
- 0.395
2.369
2.43
11,204
13.10
- --- 2.19
0.00
--- - 0.397 -
2.586
2.45
11,329
13.12
- 2.41
0.37
-- - 0.399 -
3.178
2.47
11,453
13.14 ---
- 2.64
1.04
-- 0.401 -
4.081
2.49
11,577
13.16 -
- 2.88
1.91
--- -- 0.402 --
5.190
2.51
11,701
13.18 -
- 3.12
2.94
--- --- 0.404 -
6.466
2.53
11,826
13.20 -
--- 3.37
4.11
--- -- 0.406 -
7.886
...End

Stormwater Narrative
For
FORT FISHER AIR FORCE RECREATIONAL
AREA LODGING FACILITY — PHASE I
SEYMOUR JOHNSON AIR FORCE BASE
OFF -BASE
SEYMOUR JOHNSON AFB PROJECT NO: N40085-13-C-5230
Kure Beach, North Carolina
Prepared for
Seymour Johnson Air Force Base
Deputy Base Civil Engineer
Date: May 6, 2014
`,� r E I v E
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oQ,oF�sslo,.,, r� MAY 0 9 2014
2f QQ�E
d" S BY.
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i / ••�;NgIN �
/qQ� Hi``�`�```��
Prepared by
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, NC 28451
[phone]
NC License No. C-1621

DESIGN NARRATIVE
1. GENERAL:
On behalf of Seymour Johnson. Air Force Base
Stormwater Permit Application package for the
Phase I, SJAFB Project No: N40085-13-C-5230.
(SJAFvB), Cape Fear Engineering is submitting a
Fort Fisher Recreational Area Lodging Facility -
2. EXISTING SITE, DEMOLITION AND PROPOSED DEVELOPMENT:
The project site is located in the Seymour Johnson Off -Base Property of Fort Fisher. The site is
located on the corner of Fort Fisher Boulevard (US Highway 421) and Riverfront Road, in Kure
Beach.
The site is currently developed with 18 residential cottages, and associated roads, parking and
sidewalks. The site is currently served by municipal water and sewer.
The 18 existing cottages, roads, parking, sidewalks, water and sewer are proposed to be demolished.
The property will be redeveloped with 20 new residential buildings, associated roads, parking and
sidewalks. The overall project disturbance is approximately 6.0 acres. No off -site improvements are
proposed for this redevelopment.
The US Army Corps of Engineers has stated that there are no wetlands or waters of the United
States within the boundaries of the project area, depicted by the limits of disturbance boundary
(correspondence attached).
The project is located in the Cape Fear River Basin. The existing site topography is sloped with
elevations ranging from 15' to 10'. The project site drains towards Fort Fisher Boulevard to the east
of the site. Drainage to the east ultimately discharges to the Atlantic Ocean (SB, Index #99-(3)).
According to the Soil Survey Map of New Hanover County, NC (NC129) the majority of onsite
soils are Ur — Urban Land with some perimeter areas of Le — Leon Sand.
3. DRAINAGE CONSIDERATIONS:
According to the Technical Drainage Study (IDS) of this project prepared by Cardno WRG, the
existing drainage patterns have not been modified and all peak flows drain to the same areas as they
do now. On site retention basins are located on the perimeter of the project next to the proposed
parking areas. Some catch basins and piping are also utilized in the collection of runoff. According
to the TDS, retentions basins have been sized to contain the 95's percentile, 24-hour rainfall event
for the proposed site per EISA standards.
The existing roadside drainage swales along Fort Fisher Boulevard will be maintained. These
roadside swales ultimately drain to the Atlantic Ocean.
The existing site has 83,450 SF of Built Upon Area (BUA), and was developed prior to 1988. There
is no existing state stormwater management permit for the site. The final BUA for the redeveloped
site will have 130,942 SF of BUA. In order to meet NCDENR Stormwater Requirements, the

increase in BUA for the site will be treated in accordance with the Best Management Practices
(BMP). Since the drainage patterns have not been altered, the remainder of the site is considered
"redeveloped".
The increased BUA will be treated by converting one orrlae on -site retention basins designed by
Carndo WRG to an infiltration basin designed in accordance with the BMP. The infiltration basin
will be over excavated one foot in order to remove spodic horizons, and backfilled with clean sand.
A minimum of one foot in -situ material will remain between the excavated elevation and the
seasonal high water table. The 10 year, 24 hour storm event can be infiltrated without discharging
the system when using an infiltration rate of one-half of the infiltration rate report in the soils
report; therefore no bypass, no vegetated filter strip, and no additional storage volume are provided.
4. EROSION CONTROL CONSIDERATIONS:
Erosion control measures are designed in accordance with the North Carolina Erosion and
Sediment Control Planning and Design Manual. A combination of the below erosion control
measures will be utilized to prevent sediment migration and transport from the site.
The proposed sediment control plan for construction may require adjustments and/or additions by
field personnel in order to properly implement the control measures and meet the intent of the
permit. All erosion control and sediment control measures shall remain in place until the project site
is brought to final grade and permanent stabilization is established.
Temporary Construction Entrances will be installed at entry/exit points of the project site to limit
sediment transport onto existing roadways. Temporary construction entrances are intended to
provide a buffer area where mud and sediment build up can be removed from construction vehicles.
Temporary Silt Fence will be installed along the perimeter of the project site to help retain sediment
on the construction site. The area draining to the silt fence that is not directed to sediment traps
have less than 2% slopes, sandy soils, and sheet flows with no concentrated outlets. Therefore the
silt fence should be adequate to retain sediment from these areas.
Silt Fence Rock Outlets will be installed at low points along the temporary silt fence to provide a
stone reinforced outlet to prevent overtopping of the silt fence.
Sediment Trans will be the primary erosion control BMPs utilized during construction. The
proposed retention basins adjacent to the existing roadside drainage swale along Fort Fisher
Boulevard will be utilized as Sediment Traps.
Rip -Rap energy dissipating aprons will be installed at all stormwater outlet pipes to prevent scour
and control the disposition of sediment.
Straw Wattles will be installed at the upstream end of all open stormwater pipes and in all open
channels and swales to limit erosion by limiting velocities.
A combination of Temporary Seeding, Permanent Seeding and Sod ing will be used to provide
stabilization of all disturbed areas.

Needham Environmental Inc.
Robert N. Needham, PWS
9100 Charlestown Rd. SE
Winnabow, NC 28479
Office/Fax [phone]
[e-mail]
Elizabeth Nelson
Cape Fear Engineering
151 Poole Road, Suite 100
Leland, NC 28451
Tom Gulley, NCLSS#1256
P.O. Box 960
Wilmington, NC 28402
Office/Fax [phone]
[e-mail]
March 24, 2014
RE: Preliminary Seasonal High Water Table and Infiltration Rate Report for the Fort Fisher
Air Force Recreational Area -Lodging Facility, New Hanover County, North Carolina.
Dear Elizabeth:
On March 14, 2014, I made a site visit to the above -mentioned property, located off Fort Fisher
Blvd. and River Front Road. The purpose of this site visit was to evaluate predetermined areas
within the proposed project to determine estimated seasonal high water tables and to perform
tests at these locations to determine Ksat values or infiltration rates. The information gathered
should help you with your preliminary design and layout of any storm water treatment devices.
have attached a Bore Hole Location/Test Map which shows the approximate test areas.
The soils encountered on this site were in the Lakeland, Leon, and Wakulla Soil Series. Some of
the Lakeland Soil Series contained surface fill material and may have been moved or
manipulated in the past. The seasonal high water table was determined based on redox
depletions and concentrations. The seasonal high water tables in the Lakeland and Wakulla Soil
Series were found to be greater than 50". In the Leon Soil Series, the seasonal high water table
was assumed to be at the top of the Bh or spodic horizon. The seasonal high water table for the
Leon Soil Series ranged from 22" to 55". Detailed soil profile descriptions were performed at
locations X1 through X7 and are available upon request. The table below is a summary of the
estimated seasonal high water tables at each location.
Be -ring Location
Seasonal High Water Table (iii)
X1
50"
X2
2811
X3
22'1
X4
55"
X5
>6211
X6
54"
X7
55„
In order to characterize the site's hydraulic conductivity (Ksat) or infiltration rate, critical soil
horizons were selected at the soil boring locations. In particular, the upper subsoil was tested. To
test unsaturated subsoils, the in -situ constant head permeameter method was used (shallow well

pump -in method). The constant head permeameter tests were set-up and ran according to the
"Methods of Soil Analysis". The Ksat rate of the soils at locations X1 and X5 and at a depth of
40" exceeded the ability of the testing equipment or 10"/hour. The calculation sheets for the
tested infiltration rates at the remaining locations are attached and are summarized in the table
below. Some weak cementation was present in the spodic horizons tested at locations X2 and
X4. I tested the C horizon below the Bh horizon at location X4 due to the deeper seasonal high
water table at this location. There were two spodic horizons which extended from 22" to 26" and
from 32" to 43" at location X4. If these horizons cam be removed, the higher Ksat rate of the C
horizon below could be used in your design. Boring locations X6 and X7 were not tested, but X7
is expected to produce Ksat rates above 10"/hour, similar to X1 and X5.
Boring Location
Horizon Tested
Testing Depth (in)
Ksat Rate (in/hr)
X1
C
38
>10
X2
Bh
33
0.28
X3
Bh
26
4.52
X4
Bh
36
0.24
X4
C
48
5.53
X5
C
40
>10
If you have any questions or concerns, please contact me at [phone], [phone], or by
e-mail at tgulley(a-),gxnail.com.
Sincerely,
J. Tom Gulley, Jr.
North Carolina Soil Scientist # 1256

Fart Fisher Air Farce Rec Area
i
Boring Bh Testi-na Death= 33,
.in
I I I
I
i
Kent = 12 'H2
I
I
C = .sin:h-1 Hlr - r1H + 1 112 + r1H
f
Q = rate x 105 fbr 2 on
O = rate x 20 fur 1 an
Gmf'mlin
' cmdh.r
Why
Plot (Test Depth
A 33
H
6
r
1
Hlr
6
r1H
0.16%67
sinh-1 r
2.4917799
I C
1 1.6446528
Rate
. 01_ 1
i Ksat
0I_ I111133
! Ksat
t1.71001 �
Ksat
I
i
'
1
1
A Trim#1
; crWmiin
FLOW
'WE
I RATE
EgwTibrated far 30 minutes_
�
1
41.5
0
2
41Z
1 2
L 0.1
�
3
41.1
2
D-1
I
I
4
40-9
2
O'Ie1
I
'
I
I
I
�
i
�
I
I
I
11
E
r
l
I
L—_ � J AVERAGE
0.1 I
Plat ;Test Depth
H
r
1-!!r
r1H
s,inih-1 (Hirl
L
C R,ate
�•••••Y
Ksat
Ksat
Ks -at
A
26
4
1
4
0.25
2.094713
1.313936
0.9
0.191.443 11.4 5aa
A
Trial#1
cmlmin
FLOW
TI'IME
RATE
E uiiliibrated far 20 minutes_
1
37.2
j 4 I
9
9�L` 31
A i
n. n

Fart Fisher Air Force
Rec Area
i
Bering X4 Bh
Testing Depth =
361 in
I
I
E
Ksat = CQ 12piH2
i
I
I
C = Binh -1Oft) - rJH + 1 112 + rjH
i
I
Q = rate x 10D5 for 2 an
E
Q = rate x ZU 'br 1 on
Rttxt est Depthl H
A L 36 6
r
1
Hlr
6
I
rfH s:in.-1 (Hlr Rate
0.1666671 2-49179 L 1.60%3 0.45
cWn-iin cmlhr
i Ksat ifsat
D-014143 0.60,858
, inlhr
j Ksat
I
I
I
I
i
j A
Trial1
cmimin
FLOWN
771f1!E
RATE
E ui:Tbrated frtr 20 minutes-
E
1 40.4
0
2
39.5
2
L 0-45
3
1
2
0.45.
1
4 1
37-7
2
OAS
5
I
I
I
I
i
I
I
AVERA
0.45
Fart Fisher Air Farce
Rec Area
Boring JC Cl
Testing Depth =
48, in
i
Ksat = CQ 12piH2
C = s7m.fi-1 r) - r/H + 1 1/2 + r!H
Q = rate x IDS far 2 on-
Q = rate x 2D for 1 can
Plot Test Depthl H I
H!r
rfH ism-1 "r)
C Fate
mdu in
Ksat
' cm(hr i inlhr
K.9at I Ksat
A
48
4 1
4
U_25
2_094713
' 1-313936
1.1
0�233986
114.0913
f
I
i
I
i
i
A
1 Triat#1
cmfmin
FLOW
TIME I
RATE
Equilibrated far 20 minutes-
1
17.3
4
2
16.2
1
3
15-1
4
14
5
6
I
E
I

Site plan provided by: Cardno WRG
X# Bore Hole/Test Location
Fort Fisher Air Force Recreab
Area Lodging Facility
New Hanover County, NC
03-14-011 rrestLocationMamcdr
Needham Environmental, Inc.
Environmental Consultants
Wilmington, NC
March 2014
SCALE 1" = 100'
Bore Hole/Test
Location Map

Elizabeth Nelson
From: Smith, Ronnie D SAW <[e-mail]>
Sent: Tuesday, February 18, 2014 8:55 AM
To: Elizabeth Nelson
Subject: RE: Fort Fisher Recreational Facility (UNCLASSIFIED)
Attachments: PREL SE CG-102A.pdf
Classification: UNCLASSIFIED
Caveats: NONE
There are no wetlands or waters of the United States within the boundaries of the project area. The boundaries of the
project area are depicted by the limits of disturbance boundary shown on the attached drawing.
Ronnie D. Smith
Project Manager
US Army Corps of Engineers
Wilmington Regulatory Field Office
69 Darlington Avenue
Wilmington, North Carolina 28403-1343
Phone: [phone]
Fax: [phone]
Email: ronnie.d.smithC&usace.armv.mil
We would appreciate your feedback on how we are performing our duties. Our automated Customer Service Survey is
located at:
http://reeulatory.usacesurvey.com/.
Thank you for taking the time to visit this site and complete the survey.
-----Original Message -----
From: Elizabeth Nelson fmailto:[e-mail]
Sent: Tuesday, February 18, 2014 8:41 AM
To: Smith, Ronnie D SAW
Subject: [EXTERNAL] RE: Fort Fisher Recreational Facility (UNCLASSIFIED)
Yes. Here is the preliinary S&E plan. The Limits of Disturbance will not change, and are 6.0 Acres.
Thank -you for your assistance.
Elizabeth M. Nelson, PE
Cape Fear Engineering
151 Poole Road, Suite 100
Leland, NC 28451
Phone [phone]
Fax [phone]
----Original Message-----

From: Smith, Ronnie D SAW [mailto:Ronnie. [e-mail] mil]
Sent: Tuesday, February 18, 2014 8:38 AM
To: Elizabeth Nelson
Subject: RE: Fort Fisher Recreational Facility (UNCLASSIFIED)
Classification: UNCLASSIFIED
Caveats: NONE
Do you have a plan sheet that shows the limits of disturbance? If so, please forward me a copy.
---Original Message ----
From: Elizabeth Nelson [mailto:elizabeth.nelson capefeareneineerins com]
Sent: Tuesday, February 18, 2014 8:36 AM
To: Smith, Ronnie D SAW
Cc: rhonda.halift ncdenr.eov; Rick Jones ([e-mail]); Perry Davis; Maria Jones
Subject: [EXTERNAL] Fort Fisher Recreational Facility
Ronnie:
It is my understanding that you were present at the Scoping meeting at NCDENR for the Fort Fisher Recreational Facility
on January 16, 2014. Attached for your reference are two maps, one is a Vicinity Map of the propject, and the other is a
Site Plan showing the proposed development.
Can you please confirm that there are no Jurisdictional Wetlands being disturbed within the project boundary? If you
need any additional information to process this request, please contact my office.
Elizabeth M. Nelson, PE
CFE
151 Poole Road, Suite 100
Leland, NC 28451
Phone [phone]
Fax [phone]
Classification: UNCLASSIFIED
Caveats: NONE

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Aimm'�,o of.'the afo"ihjMted,'and..above•dedbribdd trbcts of land and have,good.rigfit•, hall..pbwe
lawfulauthority to . convey " the : s0=: •in manner afbi osaid, : that the same: are -free • clear 'and"
harged'of.rind ftam any aid'all eet•;usbrancos "htuioever,•excgpt•texas as' gitoros:�d-,sad"that'
will and their. Weirs, executors•end adieinistrators.shall forever•WARRMT AND WPM the
e to the same agatnbt tie lawful claims arid'demsnds of all pereohs i:homaoever.
IN NITNESS ii bROF the said parties of -the first part have bereimto set their hands
affixed their Sails, the day and year first above written. [
i
Jahn R: Smith (SEAL) !!
U. S. DOG.' STANSP 3.30 Alders Daniels pith 1SEAN 5
OF NORTH CAROLINA :
OF New HANOVER
I, Katharine A. Alexander a Notary Public, in and for the County and State afore
said, do hereby certify that ALDORA PiANIELS SP�TH. personally appeared before. me'this day aiid
acknowledged the due execution of the foregoing instrument.
WITNESS my hand and seal, this the 4 day of December 1956.
NOTARIAL SEAL
My commission expires:
STATE OF NEW YORK:
COUNTY OF NEW YORK.
Katharine•A.'Alexander
Notary Public
I Saul C. Kaufman, a Notary Public in and for the County and State aforesoid do:
hereby certify that Jahn R. Smith personally appeared before se. this day and acknowledgea'the,
due execution of the foregoing instrument.
WITNESS my hand and seal, this the 26 day of November 1956.
NOTARIAL. SEAL Saul C. Kaufman
Notary Public
My Commission expires:
Saul•C. Kaufman
Notary Public State of New York
No. 24-71A3400
QUALIFIED in Kings County
Commission Expires Narch 30, 1950
STATE OF NORTH CAROLINA
NEW HANOVER COUNTY .
The foregoing certificate of Saul C. Kaufman, N.:P, of New Yotk Co NY, and batharine;
A. Alexander, Notary Public of New Hanover. County, are adjud d to be correct. Let the.instra--
ment with the certificates be recorded. This the 14 day of'Deec.; 1956.
Ethel A, Brown
Deputy Clerk Superior Corr r ���
Received and recorded the 14 day of Dec. 1956.
at 3:45 P. N. and verified.
egmater of Deeds MAY O 20%
-----•----------------------------------
U. S. OF. ANLRICA
VS Ili THE DISTRICT COURT OF THE UNITE$ STOES
C. C. CHADBOURN ET AL FOR THE EASTERN DISTRICT OF NORTH CAROLINA gY•
JUDGl�NT _ _ _ _ _ _ _ c WILKMGT6O DIVISION
CIVIL NO.. . 224
FILED Augg. 27, 1956, A. Hand Jews, Clerk
U. 5. idstrict Court, ti; Dist. No, Car.
UNITED STATES OF A=aCA, Plaintiff
306.92 acres of land, more or less, sitaute in'New Hbuicves County, North Caro3ina and; P1uc.hrja.._ .
Lf;cille Johnson and hrxsband. -if auy •Thomaw R. Orrell; Louis• B. Dwell and 'wife sale -S:- Orre11;
W. I.'Johnson end wife, if any; C.: �; Lewis aniP.wife,-ftth Hewett Lewis---J.-pi. DivIs E$iatej :4
0/0 0. W. Davis; J. E. Lewis and wife, if -any; Albert W. Howett �' deeeas9d, C40 Mrs.. J-, N. • Todd; -
L:.E. "Jernigan and wife, Nettie. Jernige4•'irnknoam heira'of Na7ggaret• i;; Ktire, deceased; ;J: H.
Hinton- Estate, and Charles C.-L'hsdbourn, Ln/0 Lewis P. Hinton; Robert Bruce:Freewan Estate�C/0
Ellis Freeman and -Unknown Owners,
'Defendants l
"ORDER AND JQkSNT QN•PD&ARATIOH OF•TAKING
-This cause coming on to -lie heard and tieing heard'before Honorablo.`Don Oi�13. m;, UAit:
States Distirict;Judge, upon -the Complaint of the.!UniLed -States of America -and -its 'requebt'for
try of a 'jud ent-on•'the Declaration of Taking filed in this' PabAe-gn-•'the;' d eft
under '
f, under and an aecordanco wit@i "Cho Act oa* Congress• approv®iaebrsuery•2b;,? 6 Sxatr' ii21,
41 S. 258ai, and -acts shpplemdntary'thereto'and.amendatory thereof,.•and-uad6r..tge':1Y:itiher;.
antiho ty ot: the Act' of Congre'se'•gpproved "goat 1, :INS- I25.Stat.: 35T,-.4 U.S:C.: zy�j,. •aad'the'
0

greas
1Via Ofillt; 31;as'$mqfided,'by' Vis Kat ".Cdj6.56d July --07_UVWAilRD and: April 11 19U(40 Statue 511i� so-:Va.,0.Aft)-M."04hotl
t; 6n,. the 10d, Ad.! 49
"a 9MI, W41
coi*A Int . hr %-do
'000 T6iidid., and'i Pi4s
qe..Pro" Ofty---blt domain
SOL.Sat out and Ih' the. flled"ay.th
W s. I
]"Anst br- a rotary of a . y,'uhd ..out of the t ftay Gone
gtoas 0 the tare s
T -the igli
tip L .gX4 .
.4.
no jLau4 to, walken, tItle Is "86waht to bit Wkbfi,* -ftf 11djWt, S-r— J[r@;jjj.,JjjCti&Ys�t "Out
ataid deolh'rabt�n--taking,-taldig, and tbht aiid*dedl'aratifinlor'tikini,ldo.ot4fig,it 1-t " 'Ot--Wthe
Ofin Wd lkds`t�ken, for- said* Oublic,Mide'jndpj� to.-* .0 -
said lands arei6a riadln,.:
h' %;
1h t id: 'declaration' df'Cfikjj­
'Th V-a- stat6m6t ii'Ont"sine.-ji d'In- A'"ald' T
-3. - a .. a A9,6. mahey
Wed by said -acquiriitg-iuthbVi.tgat�.�be! just coingensfitibri-roj,
Vw linde'thiWoihafter ftzbA Cthavfial,
'thh time.0 t1ke * filing. bf.. the. bald Declaration, of -Takini, Fpr th!k,hse of. the, Peepairs, 611trtled
4. That, a, statedient is.'contained in said
- declipiftbn'of tdkbit.tws the Idtimite.,fiviAll,
U06mons4ign fbi the fAing.'of-imid lands, In the opinion'of the Secretary:of thi'Atimy "-will-
within any Ifihith. prescrlbed..by law as the price to -be paid therefor.,
5. That the persons haArIT! or claiming an interest ,,ZdrAXd 11M th6;af6resaid*:Dftlhjia_
On 'at Taking Vh9se names and � addresses are- Aaw Imam art ds'fendiftts -In"'Wi Abqvo
ifton..
I6*ORftRED,-- A6jUDbE'D AND.'bRGFMD.
l.. That upon *tba.riling of, thosaid Declaration -.of Takitig-herein
atimated just*com Registry .,this Court pf
possation in the Reg and -the' db elt-or-thd
cd acquited 'in -the landa fully. described herein, thb, F16 simple. title;. -thiri" z. &b*b:
or
waver, wexiabing easements' for public! roads and highwayi', abd
106 !toes, bding the- bistate set forth'in paragraph three- it'le - BecIsrition of*'. Taking *rq, U.e
P-0 e. ion.with the
-Surniy.Fbint Army -Tsi-minaa:'In Now HauovejiC6jgkty', North '•rots ,nee
R. the TkirAmint the% ' Army and other -military-Uses %bident-'thereto; and-the,:-right:to Mist
m a t ou'ror I'taking ati-sao lands wag vested'An the perzbar. datitaod M eretu';.
mount I such - CO naetioft shall be ascertained adi*aftrde4.In thih.prdc6edInX-vkd*-a
.gmint herein pursuant- to low.
United Statat of Amerleh is now eittitldd 'to the n
2. Tliji"the _M`
i-and-66atiul of the above referred to' lands and the*Ual-ted ftateiof Amerlc8-VAdAt&!*a$"t*d-.,
- nuthorized-to entd?;..uOon, said* prodaqz and take full .'and - cM'p&9t:; d. possfaston'-W&W,'
ft
dhereby 'that all periefse - firms-. and - corporations hivinA any: interest iti. said'I
on,'of an rt of she same shall surrender iffiiAdiataly- Me* abiiolUte, custody ..s or -,d
reof to the United'States a f America- ikftd its agents; and.. � a, ted Atitle 1z
gseaeioti�� h 424' :-% ' r al.
and'he, Is hereby instructed' and- directed k6 pj-jjqg- the United Stai6bs of -America .in
f.sald lands forthwith and serve a OOPY..bf this Judgment upafi'.,t1fe - k�iid - Partlas` as. a d.
ind,mjakprdue.ret . are of Baia- service to this tourt. -
3. - That the lia'nds -acquired -by:virbu6--or this-prodoedin'A". attached to* the notice which ls° keingee rballyirg. are
liltelin'it
• hesidthMst.Who.r0vidby the'. Valtid StatesNarshal. jr Deputy. , served
"A". elattsched r... A, %at'& certified coff`bf :this order .'and Judgment logeth& with: Zifii%t AR. "afifichad as above, [l
the Declaration or Taking and also the notice, , th ro ded'.. We r'ebr;rded1i#­tKi,fikftpe'--
,.N hyt
the Rdglzt*ir. of Beids for Now -Hanover County" or Card ai•ilri'ibjch, colwty 8#d.111ibWikV--. ?
Er'nate.
This' the 27. 4ej of,
Aagbsr, 190..
is/. Dan
4,11W MUM UUM
Tests-. ASEAL)
A TI(UE.CDPY,
A. :Hand .-Jafts,*
C -DOUAMS rim
DEPM CLERK
f
6 ACT 90.
All -tliat tract br. 'per . ..''d"
'.Wi tl tub tie' coil' f.
own bf Ru1r6'Hp@r nCarolina','anleftag b" d
,b,-*NikW.H'awiver*-Cauntr.'No3:*,h, by LiMe aq d or' i
S. l'i -and C.- W Lewis;"-ih'-We
On' ths'Xo�t� bi 1whdo'br, j
. . . 1.6. ..6"e
-4.homas% K Orftl I and Louis-,B. Ortell - '0j, ths'..8putfi-,by, Is H140, - dNW: "Re a' km' d
. faun;. . . . ;. and' oi:the Vest` by'the aftn' �LjA water lihe:.of 'pq r River and`- jibda�:of-, J'.*Ufttjj I
bates -of Amoiica;.- And" being abrb Virtliftlarly disorlbhd'ss, 11
in'thg."Int a. Comm, U-1*00MOr to t6i -Isiki`of- J., -Z 18*14' d an aL
I V T f,
be mean.* lg..' watWI'. ne`or WiW­Cape Fear'Ri i ce -
I
-'-ZectlAn V of 'the ,
Fdrt, Fi
0.73- feet' to't be• fiortji6
• hen*qe along •. Me EAPbdrl
-gion - Snfitw^ 7.: ins Wh

e
neat• thence' ftth 12. 43* WhSQ SCQ'Fset;: thahco youth'14. 51, W04 ,500 foot., thence, South
' `45r bleat 47y U16bb.-Lo a 6 thOaat ciifter• of. Lot 9', trlocjf22, Section•2 Fort Fisher 86b=.
ibfslbn;_p1aE.of. chid :sdb¢iiiiaion hcingg recorded in Mapp,�Boak-'4," Page 94' •thence alai the loot.
line between Lots Vand 8, Pjaek -22 "nit, Ltita: 7 arid: R,. pj:bok--23, South.14- "49r. Wrist 3g1 rest, to
the Southeaat=corner of Lot 8, Blo k3 40bion 2, nKI. lsher bobdivisi''nq thanes aloeg:the,
South'Me of Lot 8, Slack' 23 Sd6tleb ?-Fort Visbai' Aubdivision, Nbith.:75` 11, West.25 �P.CL`.-to.
the Noitheiist cornet or -Lot 16 81oek 6,• 8eiGAon 3 Fort Frier Subdivision plat of section 3
. Ibeing r6edrded'in Hap . Bgok 5, Wage 110' of tl;e NOW �aegVer gaiiiity';retords;,' th�ehdo" alonpgg tho'iot
Iine,between Lots"17 and'1$, Block 0 of the •hforomiantioried seotibn 3, Fort pi'mir. $ri. (vision
South'14. 49' Host' 207 feet to tho'genter Ithe of General Jbekson Strait; •thence`alongg the, Conte -
fl6b'of Conai'al'Jacliax, Street Ndrtl; 75' 11► *at, 25:roet; thebee•ldaving the dsnter'lind of
Oareral Jackson Street"" and •.alwr_, the. lot line .between, Lats 18 snd•19, Block Rr .seekion j of• the
afo`repienti�oyc i' RbK Khhor SubdIVIdIon '. smith' W` 49': wbst 130' root to the So'utbeast 06Mer: bt ,
Lot 19 Black H Scotian- 31-of Fort. Fis{ier Sirhdiviaion; thence aion the Siiubh'line of Lot.19, ."
N h .. Vast. .25-•rest tb: the--.SOtbdpsto cei'ner'oT, �'pt 20y,Dloc ;N 30ition'3 •'Fork yY� r,..
ivi'sion; thobcc SoirLh 16' 49! ' 'sG"36D fact to a point :on the: Norio aide at.,., oral Hobe - .
BtrsIt• tfigei afro; khe Borth dide•"of Oenermi Hoke'Stftet North.75° 11''We'at 41':80'deet to the
l:bit;tWAsi corner oP�oek'I Section, 3,. Pokb F *Ot Subdivision•. tbcdce::alapq a new lino througl
the°lands of Thomas It., Orreb and �Louia B. Oriell 8piith 23i 12, �stot 432J4 feet D a pint, the9outh'.25' 32� l5sat: j0o Teat•' thon'ee sotith" 27"'40' .flout'. 500"keel;. tliente South 29' �9' l�9at500thence 9nuth')]' $7` Test 1.50 feet•to the'roporty line:between,the lands of Thoirea•RQrre1 'and'L'oaie B:Q;loll• And' thb,*16 ills nf'Ht-%h-kacRse.*id' Jliae KorEQn,.. Wild poYgt' fallihinor near an airstrip; 'thencc.alongths pro�arty'lirie betwben'thlairds or•Hi►gh t4aC[fae dhdlbakton and the herein .describeAtrNoth.7J• 5' Bast, approximately:32C.feet.'t(-tbe 4oan-highl
water line of -the- Cape Pear River; thence upstream iri th the' meanders: oP the mean high .water line
of the Cape -Fear River in a Rai therly direction appproximately- 3800• feet to°'thb: Soirt corner
of a tract of land owritisa'by- the .UriiEed States: of Jhderibe $�scribed• in Cidil; dbtxon) fir',the
United States District-Caurt in and rgr the 8asternDistrict of Hdrth Carolina; thence along the
lends of the United States•df Afierica•lbbe' following dblls,'South'76. 15" East aFriortfiiat'e17;958- '`
feet to a point•arm,the West rioit of way line .of. f6•rjoe Reilly Boulevard, said'.poant being appro:
xiroateip 385 feet northerly from the junction -air the Want right of way Lite. of Major. ##illy ,
, Boulevard -and -the center line of Assembly Avenue; thence along the -West 'tight of way -line of
kajor Reilly Boulevard North 19• 23' Last 986 feet to a point; thence North'860-540 Neat 698�fe
to a point; thence South 76, '4 West 269' Peet. to a point; thence- Horth-136 III Wet 91 rest, W
a 'po'aE; thence North 86• • 54' Went' ap;a'oximatelpp 223 feet t8•the mean high water line,of -the OsFI'
Fear River; thence leaving'the lands'of United Stotes of America in b'Northei•1'y•directiba4long
the meanders•of the. mean high water line or the Cape Fear River, -approximately ]660 feet td.the "
point of beginning, less and except the following:
Lot 6, Mock 2, Section';,Fort Fisher abdivi,sion, plat of Section 1 being on feh6id
in Jbp Book 4, Page 95 of the New :mover County records; Lots 1, 2. 3, and•4,"Block ?0, Station
2, Fort Fisher subdivision;' Lots 1 22 -3. 4, 5, 6, and 7, •B1oL*.•21, section 2, -Fort, Fisher sob.: division- Lots Lots 9 and 9, Block 22, bection 2, Fort Fisher. Subdivision; Lots'8 cad 9, Bloch 23'; as
tion 2, Fort Fisher subdivision; Lots 1 :2, 3, 4, 5, mrd 6,-Block 24'�Sectibn 2; Pbrt.F1sher=E
division; -Lots A; B, ,1, 2, 3, 4. 5i 9, 0, 11', 12, .13 ' 15, end 16,• Mock 25, Saetiob:2", Fprt; '.,:
Fisher.Subdiirision, •plat of Section 2 being recorded In t4ap Book 4, Page--94 of the New.Hanover--
County.records; Lot 20. 816ek C Section- 3i Fort Fisher subdivision', plat. of section•,3 beingg'
recorded in Nap Bopk 5, Page lld of the New Hanover County records: The land as ddscribedghere
in' -contains 15T:2( acres,more or less.
Bearings refer to the North'Carelina coordinate system.
The land as'described is'part of the same land as described in a'deeijifrom4- G.,
Cantwll,' Jr., at ux, to Thomas It'. Orrell and Louis B. Ortell dated 1 may 1925, ecorded�.in: Diiei
-Book 162, Page 210; and 'a deed from J•. R. Hollis, at ux, to Thomas R.' Orrell and Louis B,: Oree3,1, .
dated 14- Nay :1925,. and recorded in Deed Book 162, • Page 212;.-and in a deed from L,'- C-. -Kure', e'tal
to' Louis B. Orrell , at ux. dater( 4 Octoboi• 1929, and recorded -in Deed Bdok- 207 '. Pab'a •E70-obstiW
New"Hanover County ro6ords.
TRACT N0. F-611
All that tract or parcel of land lying and being Atto to in 'the<. Fort:Fleher-area of Not
Hanover County, N. C., 'and being more particularly.described as: follows: :..
Lot-9 Block 22, Section 2,-Fort Fisher,. accordinS to a plat reaor3ed in Hap'Bdok
Page 94, of the kegv Hanover County records, and Containing 0.21 aer0s,'ebre,oi'.less.
"The land as -described is substantially the same as that -described in a, 6d'-lroa•T.heA s
R.'Orrell and'Louis.8.-Orrell to W. I. Johnson, at ux, recorded in Deed Book. 411,'Page-39Y:o1" d -t
'New Hanover County records.
TRACT NO. F- ..
All LF.at'trect or parcel of lard 1•1ag-ard* being situate tlri'Federal Fo;wt south';o£
the Town of Kure Beach, New Hanover County, North'Carolina, being bound by landsrior:'or form6rl
!:argued by. the ;allowing. '
On the Borth.by.lands of. Albert W. Heribtt• on tha East by'ather longs af-G`..Wr;Lewis on :'-
the South by a toad and lends or- Thomas R. Oriell' anr�" Louis-B.-Orrell; and an,`tW'West -by•3'ends
of 'J..B. Lewis, and being more' particularly described as follows:
Beginning at a point on. the preiperty line 'betweeri the I& d4 br..Thomas: R.- Orrell. sod'
Lojris. B. Orral] at the intersebtiou of a line failing bdWe miinuments •to be` placed: st :eb6td1•
ngtes S_r '2;3.29,dI6 feet, Y _ 89,08r;"feet ana. I : 2,329,55E Test,. Y` = -87,13j Teet;"tlCeiice,,a2itiir
the'proparbr'Iige of .'the lande.of-Thomas L'Orrill apd -Louis B. Orrel•1'and the hereia;de"scribed
tfrict North 89". 35' *at too Te'ot.'to'a' corner'• common -'to the lands" bf, J.. S, Lewis' -and'. the lrgrbYfi
described tract on the Thomas, It.:OpCe11 ar;d.louis B.:Orrell:property.liee� khence along the !'air s
of J.a.B:'ZewiSrNehth 12•'15r Edet,170"reef to a.cokber:commai'to-the''laads.'of.J.o LewIs'sb¢:t
: he3•eiit :dairoribed tract' an the illbert`.W: • HswetV proj:erty line; thence '-eldng 'the Jim.' pl"�tierV.
W;':Hewett'-$oiith. 89. 351 Kest 780- feet• ko a -point filling between `d6ndmants'td'be• placid' st . Q., i
ristes;I _'2,329i810•fiats Y = 991,004'foci .and I %' feet, Y; 87,133.1 t;'thencdalon
a new ]ine-thrdugh the lands of a.- I Lewis south 7. 22' West 165 -Feet; to the point•oF begirrdin' ,
3:16 acres; ;more' or less:
':'Bearings"rarer to: -the t!orth Cakbliila vook ate system.
-The, land as deser,Ibed is a.,part- of` that dedi gibed •16 •a'•doed -from •C,•41.-afi1Ietta. er,
V. IGWi$; dated 17 Apill'19I$ and redarded'in Dead Nook'311, Images 266-Ii d..26j:-;YthB
- aAiew Hanbver.Coanty,records.
ill,'Ehst'tftct or parcel of. land.lying•aed tieing'sftvaie'bir Federal P91nti;'ir►`the'8ipr. _
ea, New •llaiibirer `Gbraiby; •Nbi'th t`arblini, being bound' by leads. noir'6r forparlY owned.by

i
fall owitig..
:On the. North' by.'the. sends or the d; H.'Hinton Satate;' oa 'the' fast' by landq• of • the J, •H.
Niiithh &state and:•ether lands or the •J. W. Davis Estate- an the south by lands of•Albert W.
�Howbtt; erid-bii'thwlfilest` by* the Cape Fear HiverpAnd being' more partioular14 described as• folloka
} ' MniiY a6•a'corger bn',thb Ca Mr'Kibar' $aid thy' J. N� �i g t'e• , point boieg cgmapn to` the• land9 of
Hinton Estate and the Sands bf the•J..W. Davis'Estate; thlrr:ce dlong the' oP the
is R.-•H1Btci0 9state North-72. 31 � Kaat 130•feet• thence Scnth 89• 351 Hest 1360 feet —thence
North -14• •k5r Rest *060 foot to a point "oa the, South line of F. Avenge in the Town oI Kure Beach
It said Avenue were extended Westerly; thence along tha'South line .or F. Wi�nnne if said'A#'Be
wa' extended lieaterlY, Soluth'75. 1S� Sala 1390'1'bet ta'a.point•.'106 feat•MCeet-'o� the West•line
of .1-th Aveaae :d• the %%i of uhrv: 3sach; -thence{along n'linappaarallel an Fifth' Aand
salon; the hinds=of the J• Nf-Niuton $state Sbhth'14. 451 West A-.92'reet'to an:iron Avariuwri common
to the lauds of J..H. Nibton Satate'and:`the lands'of Dr..K. J. bbrrison and the hettin Cadiibed
tract;- thence Along the land w"Or'Dr.; R; J. tbrris�6a. Hdi'th "• 35' Yest'14'0 rest to an irba
pipe; -thence 86uth 140` 45! Wean ,ft feet *to a cbiiier tin. i-road; thened- south d9•'95: Eest-.=
feet 10 a �oint on a line falling between- monlineht to be placed at- dowdinates 8 a 26
329.810
feet,• Y .. 4 084 •'feet #lad %• u 2i329, 5 8: foot Y %'87,133.feet; thehee 'along' the last aforeaeA-
tioned line btouth •7 • 2'21 host. apppprrooki atol '368 feet to the property line --between' then landa'of
Albert WCHawbtt:and'the"uMda'or,the J;: W.'DaYis E§ta'te; thenee'46ftg-the lands.of:Alba'rt W.
He:%tt North' d9 35 "West 1320 feet. to a ditch;• thence, downstream with the meanders or•the
aforbmentioned•ditch •in•a Wastafty direction ap' , tmrrtely 1495 reef to the mean- high water line
Of the Cape ftaf•' Rivera -than'OV:4pltream with too peasi+idei•a of the mean high water line of the
Caps Fear Hivertin a Ncrthwesterly direction approximately 950 feat to the point of beginning;
land ftitaining 7%OD acres more 'or leas.
# Bearings refer to the North Carolina coordinate system.
F eT• no. F-631
All that tract or parcel of land- lying and being actuate on. Federal Point -South of the
'sown of pure iieach, New Hanover %county, North Carolina, being bound by lands now oi-formerly
fwned by the following:
ttE,, On the North by lands of Albert W. Hewett - on the Bast
e
paath by lands of Thomas H. Orrell ank Louis b. Orinll; and on the West sbyfthe Cape ear Rivera
end being more particularly described as follows:
;• Bqg nningg at the 'intersection of the property line between th4'lands of Thomas R. Orrell
lad Louis B. Orrell and the herein described property with the Pastern mean high water line of.
he Cape Fear River; thence in a Northwesterly directie: with the •meandern of the aforementioned
can high water line approximately •15O feet to -a ditch; thence upstream with the meanders of thi
Varementioned ditch in an Easterly direction anlioximatoly 135 feet to -the property line betxeer
jhO*lands of Albert W. Hewett and the herein described tracts• thence along theproperty lihe -
tween the lands of'Albert W. Hewett and the herein describer] tract, South 89'•35t Fast 1676.fer
a corner common to the lands of C. W. Lewis and tho'herein described tract an the Albert W.uett property line; thence along the isads'oP C. W. Lewis South 12. 15' West approximately 170
eat to the property line of Thomas R.•Orrell and Tanis li. Orroll; thence along the lands of -
homas It. Orrell and Louis B. Orrell North 89. 35' West approximately 1¢00•feet to the -point of
leginning; and containing 6.20 acres more or less.
Bearings refer to the North Caroline coordinate system.
r
The land as described is substantially the acme as that described -in it deed from Hattie
Willetts et al, to J. E. Lewis, dated 7 April 1935, and recorded in Deed Book 273, Page 113 of:
the New Hanover County records,
All that tract or parcel of land lying and being situate on Federal Point South of the
n: or Kure Heads, New Hanover County, North Carolina, eing bound by lands now or formerly
red by the following:
On the North by lands of J. W. Davits Estate.. on the Rest by other. lands -•of Albert W.
sett• on the South by leads of G. W. Lewis and J. k. Lewis; and on the West by lands of the J,
Davis Estate; and being more particularly described as follows: i.
Beginning at a point on the property line between the lands of the J. W. Davis Estate -and
lands or Albert W. Hewett, amid point falling on a line between mmuv ants to be aced at -f
,rdinnCes Y _ 2,329,810 feet, Y n 89 094 feet and i n 2,329,558 feet,•Y = 87,133 feet;' thence''
:ag a new. line throu'�r the lands of•1lbert V. Hewett South 7•�22' West.210 feet to.a point'•on
: property line between the lands of C. W. Lewis and the herein described tract; thence along -
e ]meals of G.•. V, Lewis. and J. E., Lewis Raba 89' 351 West 2450.feet to a point on a ditch;
mce upstream with the meanders of the aforementioned ditch and along the lands of the J.:•W..:
ris Estate approximately 1350 feet to a fork in the 'ditch; thence along a line'between the.land .
-the J. W. Davis Rotate and the herein described, tract- South 89. 350 East. 132D -feet to the ;coins
beginning; and containing 211-51 acres, more- or less..
r
.Bearings refer to the Noirth Carolina coordinate system'.
The land as -described is a part' of the same land as described in a deed from.W.-W.. Lewis
al,-to'Albert W. Hewett, dated'30'Juns 1926, and recorded in Deed Book 207, Page 57 of the
N Hanover County. records.
43.1�that- tract or parcel, of land lying and being in the -Fort Fisher area -of New Hanover
ounty, North Carolina, and being more, particularly described'as ,follows:
-Lot 6, Bloak.-2 Section"l,Fort Fisher, -according -to a plat recorded.ih gap Book'4,-P'agaa
9`,5, of•the New Hanover-douuty records,. and containing 0:16 acres-, mare or'less.
C 'NC
1 that,tract•or parcel of land, lying and being situats in --their Town of+Kurp -1leacb,.Akw
agover•Coffinty, N. C. located -within Lots 2 and 13,.Block-R, according to a'plst recorded in'i4
k 4, Pages•90'and 91 Of- the Ner'Nanover�Ccwity-reeerdp, apd being more particularly 4esti:011
s follows:
The 8duth•one-half;of'Lbt•13; Block-N, and that part -of lots 2-and g, Block'''H; of:the-:.
Tows of Kura Beaoh, deaci•ibed as'followe:
y. Beginning at the Southwest corner or -Lot z, Block N, of the -Tow -of Kure Beach';:tiience