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160
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27EI93-1726 FAX: [phone]
LICENSE NO.: C-1551 www.b(irtlett.us.com
EXISTING
CONDITIONS
NAUTICAL PLACES
INDIAN BEACH. NC
NOTE: NO WETLANDS ON SITE.
0
POrIIF Cr111Nr1
' ATLANTIC OCEAN
VICINITY MAP
NO SCALE
I
SITE DATA:
1
TOTAL LOT AREA:
5.2f ACRES
EXISTING IMPERVIOUS AREA:
(AS OF 2005 SURVEY)
I
CONCRETE/ASPHALT:
32,979 SQ. FT.f
RESTAURANT/BUILDINGS:
10,120 SQ. FT.f
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DWELLINGS:
27,075 SQ. FT.f
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TOTAL IMPERVIOUS AREA:
70,174 SQ. FT.f
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ZONE:
RR
PROPERTY ADDRESS:
SALTER PATH ROAD
EXISTING LAND USAGE:
RESTAURANT, RETAIL,
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TRAILER PARK & CAMPING
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OWNER/DEVELOPER:
SHEARIN PROPERTIES, LLC
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P.O. BOX 8315
ROCKY MOUNT, NC 27804
PIN 15 No.:
633410374296000
I
633406375513000
REFERENCE:
DCED BOOK 1182 PAGE 461
1
DEED BOOK 1166 PAGE 382
LA
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"EXISTING" CONDITIONS SHOWN
ARE AS OF MOST RECENT
SURVEY BY BARTLETT ENGINEERING & SURVEYING, PC IN 2005
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AND DO NOT NECESSARILY
REFLECT CURRENT CONDITIONS.
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EXISTING HYDRANT
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D4 EXISTING WATER VALVE
DATE:
MARC;i 2011
SCALE:
1 : 40
REV
PROJECT: 05-356
CLIENT CODE: SHEPRO
CADFILE: 10045SP7
FIELD BOOK:
DRAWN BY: LR, JM
SURVEY BY: KP, JS
TOWN OF INDIAN BEACH
NORTH CAROLINA
PIN #
CATERET COUNTY
ZONE:
SHEET SP1
F
P:\—CADD\_LAND'PROJECTS\SHEPRO\05356\DWG\10045SP7.DWG 5/11/2011 6:10:02 AM

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P� T L
T BARTLETT
L ENGINEERING & SURVEYING, PC
20106 -
a 1906 NASH STREET NORTH TELE: [phone]
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qG ,IILICENSE NO.: C-1551 www.bartlett.us.com
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P:\_CADD\-LANE/PROJECTS\SHEPRO\05356\DWG\10045SP7.DWG 5/16/2011 4:33:31 PM
GRADING & UTILITY
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DISSIPATOR PAD/OUTLET PROTECTION SCHEDULE
(NYDOT METHOD)
APRON APRON
V(10) PIPE DIA LENGTH WIDTH **
STONE I D50
CLASS ' DEPTH STONE
OUTLET
Q(full) Q (10) 1 V(fu11) 1
I CFS CFS FPS FPS INCHES ZONE La -�� FEET FEET
1 STONE INCHES SIZE
9.67
19^3
5.63
I
I-18
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FES B --
9.38
7
5_31
5.30
i- 1
4
6 4.5
A 18 2"1
FES C
l 8.13
-
1 1
4.60
4.59
1 18
1
4
6 ( 4.5
A 18 2"-6"
PERMANENT SWALE CALCULATIONS -BARE SOIL CONDITIONS_
T---,i__�_______
10-YEAR DESIGN STORM
_
_- ---- --- - -_
HYDRAULIC
1
�MANN.IACTUAL
VEL.
ICAPACfiY
TOP
WIDTH
SHEAR T9IIF. PE:r!A
STRESS LN62 LINER
LOCATION IDRAINAGEDRAINAGE RUNOFF RAINFALL REQUIREDDITCH(BOTTOM FLOW! SIDE FLOWI WETTED
AREA AREA 10-YEAR FLOW j SLOPES WIDTH j DEEM SLOPE AREAPERIMEiER
^--- _1 (COEFFICIENT
j SQ FT ACRES ! c IrUHR 1 Q (CFS) s I d (FT) i y (FT) M A 1 P
-RADIUS
I R
V
I Q
W j(Ibs/sa.
i T
t), REQUR PEQ
6
18822
I 0.432 1
0.50 ! 8.84 j-1.91- ' 0.0200
j 1
0.252; 3
0.441-
2.591
0.17
1------I------
4.32
j 1.911
2.51
j C. YES YES
2-26
2.36
0.59 Y6 YES
_ - --- -'
5
I - ---
22252
- -
0 511
--- -I ---- -
0.50 8.84 2.26 10.0420;
0.50 I- 8.84 8.11 0.0050�
1
I-2
0.227; 3
0.5831 3
0.38
2.19�-
_
2.44!
5.69
0,16',
0.38
5.92
3.71
811 5.50
0.18 YES NO
- -- ---I
4-79971
----"-------
I 1,836
3
j 923197
2.119
0.50 j 8.84 j 9.37 1 0.0050
-�
2
j 0.6261 3 _I
2.4315.96
-
0.41
3.86
-
9.37; 5.76
0.20 YES NO
2
1 84797
1- 1.947
1 0.50 i 8.84 1 8.60_1 0.0100
1
_1
1 0.6101 3
0.11311 3
1,731
0.18
4.861
1.831
0.361
0.10
4.98
3.71
860 4.66
0-68: 1.79I
0.38 - YES YES
0.25 YES NO
YES YES
1A `I-8373
1 0,192
0.40 _ 8.84 0.68 j 0.0300
-� -10.0600
1B
10456 j-0.240-�
0.40 8.84 0.85
i
0.123j 3
0.17�--
1.78I
0.091
5.05
0.85: 1.74
0.46
STORM DRAIN SCHEDULE (10-YEAR STORM) (4-21-2011)
A - tc - I - Cc -1
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LENGTH SEG' ? UPPER L' TOPOF
TO PIPE INLET j TOTAL I INLET PIPE TIMEOF INTENSITY RUNOFF DS.-HRG
_
SLOPE
--
Dtheo
--
SIZE
•'.
--- - - I- - - -- - - --- - F
j RUN AREA AREA I TIME TIME CONC - COEF C-
�'I
�- _I
PIPE 711E IWERT `:. =Y S`RUCT.
( (ACRES) ( (MIN) (MIN) 1 (MiN) (IWHR) I (CFS)
1 ACRES )
(FTIFI)
(INCHES)
(INCHES)
(FT/SEA)
(FT) (t�N)�
SWALE#4
SWALE#3
FES C
I FES B
_ C
B
1.836 1.836
2.119 2.119
I
1 5 0.0
f 5
5
1 _1
I_ 5
8.84
_�
I 0.5 I 8.1
1 ___
0.5 9.4
_I
0.0060
0.0080
i . 18.0
I 18 0
18
18
4.6
5.3
4 0 0.1
30 0.1
-
8.48 WA
_
7.74 _ N/A
- _
-
_'
_ h^
1
_0.0
0.0
1 5
^8.84
1 8.84
_I
0.5 9.7
0.0090
_
1- 17.8
I 18
5.6
36- - - 0.1
7.82 10.32
PD�k1
FES A
i A
I 2.187 2.187
NAUTICAL PLACES
INDIAN BEACH, NC
fllll+I Ir C nl IklP
i
--
J ATLANTIC OCEAN
VICINITY MAP
NO SCALE
SITE DATA:
TOTAL LOT AREA: 5.2f ACRES (227,209 SF)
TOTAL DISTURBED AREA: 4.82f ACRES (209,785 SF)
PROPOSED NET BUILT UPON AREA: 67,747 SQ. FT.f
SEE SP6 & DT1 FOR EROSION CONTROL PLAN AND DETAILS.
GENERAL NOTES;
NO WETLANDS LOCATED ON SITE.
SILT FENCE TO BE INSTALLED AS SHOWN ON PLANS OR AS
DEEMED NECESSARY BY VISUAL OBSERVATION.
LOCATION, QUANTITY AND PLACEMENT OF DRAINAGE PIPES AND EROSION CONTROL
DEVICES MAY VARY TO BETTER CONFORM TO FIELD CONDITIONS.
STORM DRAINS TO BE INSTALLED AS SOON AS POSSIBLE WITH PROPER INLET PROTECTION.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL REQUIREMENTS/ CONDITIONS OF ALL
ENCROACHMENTS & PERMITS INCLUDING PROVIDING BONDS/INSURANCE IF REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING REQUIRED INSPECTIONS,
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS OF EXISTING UTILITIES 48 HOURS MINIMUM
PRIOR TO EXCAVATION,
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO
NCDOT OR CITY RIGHT-OF-WAY. ALL METHODS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
EXCAVATION AND GRADING PLAN NOTES:
CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES
ON OR ADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING OR
CONNECTING TO SAID FACILITIES, CONTRACTOR SHALL RAISE OR LOWER TOPS OF EXISTING MANHOLES AS
REQUIRED TO MATCH FINISHED GRADES.
UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE
DISPOSED OF OFF -SITE BY CONTRACTOR, AT AN APPROVED PERMITTED LOCATION,
BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE OUT AND MARK ITEMS ESTABLISHED
BY THE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE OF THE
PROJECT. LACK OF THE PROPER WORKING POINTS AND GRADE STAKES MAY REQUIRE CESSATION OF OPERATIONS
UNTIL SUCH POINTS AND GRADES HAVE BEEN REPLACED TO THE OWNERS SATISFACTION.
STRUCTURAL FILL:
ALL NEWLY PLACED STRUCTURAL FILL OR BACK FILL SHOULD BE COMPACTED TO NOT LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY EXCEPT IN THE FINAL FOOT BENEATH PAVEMENT STRUCTURES
WHERE THE REQUIREMENT SHOULD BE INCREASED TO 98% OF THE PROCTOR MAXIMUM DRY
DENSITY, IT IS NOT ANTICIPATED THAT EITHER DIFFICULT EXCAVATION OR GROUND WATER WILL BE ENCOUNTERED
FOR CUT DEPTHS UP TO 15 FEET ON THIS SITE, ALTHOUGH THE SOIL APPEARS TO BE WELL SUITED FOR
REUSE AS STRUCTURAL FILL, IT SHOULD BE RECOGNIZED THAT CLAY SOILS ARE SENSITIVE TO MOISTURE;
AND THEREFORE, IT IS RECOMMENDED THAT EARTHWORK BE PERFORMED DURING THE DRIER
MONTHS OF THE YEAR, THE CONTRACTOR SHOULD BE PREPARED TO MOISTURE CONDITION THE SOILS AS
NECESSARY IN ORDER TO IMPROVE THE EFFICIENCY OF THE COMPACTING OPERATIONS AND EFFORTS,
OFFSITE BORROW / TRENCH BORROW:
OFFSITE BORROW MATERIAL PLACED ON SITE SHOULD BE LOW PLASTICITY (PI LESS THAN 25 AND LL LESS THAN 50)
AND SHALL BE FREE OF ORGANIC MATERIAL OR DEBRIS PLACE FILL IN 8 TO 10" LOOSE LIFTS AND COMPACT TO
95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, ASTM D698, THE MOISTURE CONTENT OF THE
SOIL SHOULD BE MAINTAINED WITHIN t 3 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT
DETERMINED BY THE SAME TEST. OFF -SITE BORROW MATERIAL TO BE OBTAINED FROM A PERMITTED SOURCE.
EXISTING CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY ADVERSE CONDITIONS
AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR
POSSIBLE CLARIFICATION OR RECONCILIATION.
CONSTRUCTION SAFETY:
THESE DRAWINGS DO NOT CONTAIN THE REQUIREMENTS FOR JOB SAFETY. ALL PROVISIONS FOR SAFETY
SHALL BE SOLE RESPONSIBILITY OF THE CONTRACTOR,
DATE: PROJECT: 05-356
,r ARCH 2011 CLIENT CODE: SHEPRO TOWN OF INDIAN BEACH
CADFILE: 10045SP7
FIELD BOOK:
SCALE: DRAWN BY: JM
40 SURVEY BY: KIP, JB NORTH CAROLINA
REVIS I PIN #
CATERET COUNTY
ZONE:
SHEET SP4

OUTLET PROTECTION
NO SCALE
1
4:1 SIDESLOPES
10 ro 1
•s
CONSTRUCTION SPECIFICATION:
1, ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED IN THE I I
SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY o
INCREASING THE RIPRAP THICKNESS. DEPRESSED I
DISSIPATOR PAD
2, THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS. I
3, FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR ANY 56.1 o I I
DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP SO THE INFILTRATIONTOP LAYER IS ABOVE THE DOWNSTREAM LAYER A MINIMUM OF 1 FOOT, IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH. co 1'
EAS I 4, RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER, I N
I
5, THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1,5 TIMES THE MAXIMUM STONE DIAMETER. I `
r 1
SWALES (3:1 SIDE SLOPE)
SWALE#
SLOPE
FLOW DEPTH
(BARE SOIL)
FLOW DEPTH
(FULLY VEG,)
TOP WIDTH
(IFREEB FREENCLUDES BOARD)
SWALE#1A
0.0300
0.13
0.40
6.40
SWALE#1B
0,0500
0.12
0.35
6.11
SWALE#2
1 0.0100
0,61
1 1.11
10.69
SWALE#5
0,0420
0.23
0.52
7.13
SWALE#6
0.0200
0.25
1 0.61
1 7.65
TYPE A TYPE B
SWALES (3:1 SIDE SLOPE)
PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL PIPE OUTLET TO WELL-DEFINED CHANNEL
SWALE #
SLOPE
FLOW DEPTH
(BARE SOIL)
FLOW DEPTH
(FULLY VEG.)
TOP WIDTH
SWALE#3
1 0.0050
0.63
1.23
12,7
SWALE#4
1 0.0050
0.58
1.18
12.07
A A B
---- W=do+Lo r=09w
ado do (MIN.) CHANNEL W
-_ _ -- _ do BOTTOM
12,84'
(NAUTICAL PLACES]
INFILTRATION BASIN STORAGE VOLUMES
DETERMINED FROM PLAN CONTOURS
INFILTRATION AREA ONLY (4:1 SIDESLOPES)
INFILTRATION
I
I
INCREMENTAL
I STORAGE VOLUME
BASIN#
ELEV (FT)
I AREA (SO FT)
VOLUME (CU FT)
I (CUMMULATIVE AVG VOLUME CU FT)
1
7.50
6,609
1 0
0
8.00
7,316
3,481
3,481
8.50
8,048
13,840
7,321
_
9.00
8,815
1 4,216
11,537
9.50
9,547
1 4,591
16,128
�_GEOTEXTILE FABRIC I
VARIABLE 1 LINER
�" I I r 1 1 1-� ,. Y 1
11-_ 111-I 11-III 11 1 y' ��"- , , REE'B0 Rd 0,50' MIN.
-1 I E! �gARDy-- 0,50' (MIN,) `�-�_I�I II � I- I � . ;- �_ � PLAN VIEW PLAN VIEW
I -III -III -I r i= 11�' SIDE SLOPES 3:1 �{ 1 1 „ -1 1-u 1 l I I IIL lJ�
SIDE SLOPES 3:1 yd11 IIL' 1 �,-1 II I I� III I -.I 1 J FLOW DEPTH
SLOPE (SEE TABLE) 1.O' FLOW DEPTH SLOPE (SEE TABLE) 2.0 (SEE TABLE)
(SEE TABLE) I La
La
NO SCALE NO SCALE NOTE: SWALES ARE ----- - SLOPE = 0% FLOW d+
TO BE SEEDED WITH I l II In -III ill-nl TGEOTEXTILE
BERMUDA GRASS =III III III=II�III-�=ll d,II II IIf d
= 11=" II ='lll=lll__II!-III-111-IILIII_Ill_III 'll: ,I-111=111cI-11f III=III,,5i Illi I l lll� I IILSECTION A - A GEOTEXTILE
SECTION A - A
MAINTENANCE
INSPECT RIPRAP OUTLETS STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION
AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED,
IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
OUTLET PROTECTION
(DEPRESSED TYPE)
FABRIC LINER (TO BE USED FOR PIPE INLETS TO INFILTRATION AREA)
SWALE/DITCH SECTIONS FABRIC LINER SECTION B - B
NOTES; NO SCALE
1. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER
BUT NOT LESS THAN 6 INCHES.
2, d+ = 6" ABOVE MAXIMUM TAILWATER OR TOP OF
CHANNEL BANK (WHICHEVER IS LESS).
3, Lo = LENGTH OF RIPRAP APRON,
4. do = PIPE DIAMETER NOTE: INFILTRATION BASIN DESIGNED TO CONTAIN AND INFILTRATE THE 10YR-24HR STORM EVENT WITHOUT DISCHARGING, USING AN INFILTRATION RATE OF 1/2 THE INFILTRATION
5. STONE DIA. = (FROM CHART) RATE REPORTED IN THE SOILS REPORT (12 IN/HR REPORTED IN SOILS REPORT) THEREFORE NO BYPASS, NO VEGETATED FILTER AND NO ADDITIONAL STORAGE IS REQUIRED,
PERMANENT SWALE CALCULATIONS -BARE SOIL CONDITIONSl_
10-YEAR DESIGN STORM
i
n =
0.D15 I i_ --�-I-
IDRAINAGEDRAI�NAGE RUNOFF
1 AREA 1 AREA COEFFICIENT{
5Q Fr ACRES 1 c
RAINFALL
10-YEAR
1 1N/HR
REQUIRED
FLOW
Q (CFS)
DMCH
SLOPE
s
BOTTOM, FLOW I SIDE
WIDTH DEPTH SLOPE
d (FT} I y (FT) I M
FLOW
AREA
A
WETTED
PERINETERI
P
HYDRAULIC
RADIUS
R
MANN.i ACTUAL . TOP
VEL. ;CAPACfiYIVNDTHf
�V ! Q •., W
SHEAR
I TEMP.
PERM
LOCATION
STRESS
I(Ibs/sq.ft.)l
_I
LINER
REQUIRED
_LINER
IREQUIREC
0.50 1 8.84
j 0.50 _ 1 8.84
0.50 _j 8.84 -
0.50 8.84
+ 1.91
I 2.26
8.11
9.37
I0.0200
10.04201
I0,0050
0.0050
1 1 0.2521
1 0.227
2 1 0.583�
1 2 0.626,
3
3 -
3
3
0.44{
0.381
2.1
2.43
2.591
` 2.44
5.69
1 5.961I
0.171
i 0.16
0.38
0.411
4.32!
5.92
3.711
3.861
1.911 2.51
2.26 i_ 2.361
8.11! 5.501
9.37 ! 5.761
0.31
0.59
0.18 J
0.20
I YES YES
I- YES _ YES
YES �' NO -
YES NO
6
18822 I 0.432
22252 I 0.511
5
4
3
79971--1.t36
92319
2.119
2
84797
�1�047
{ 0.50 -1 8.84
{ 0.40 I 8.84
0.40 8.84
1 8.60
0.68
0.85
1 0, 01001
1
�0.030010.1311
I 0.6101 3
3
0.123; 3
{ 1.73
0.18
0.17i
4.86
_ 1.83
1.78
0.36
C.10
0.09
4.98
3.711,
" 5.05,
j 8.60
0,681
0851
j 4.66
1.791
1.741
{ 0.381
0.25
0.46
YES I YES
YES 1 NO
YES 1 YES
`1A
1 8373
0_'92
1B
10456
0.240
PERMANENT SWALE CALCULATIONS -BARE SOIL CONDITIONS
10-YEAR DESIGN STOkt-A --
1
I�
REQUIRED
FLOW
Q (CFS)
DITCH
SLOPE{
s I
(BOTTOM{
WIDTH
d (FT)
FLOW SIDE
DEPTH'SLOPE
y (FT) 1 M I
FLOW
AREA
A
WETTED
PERIMETER
P
HYDRAULIC
RAD:US
R
fuIANN.
VEL.
V
ACTUAL
CAPACrrY
Q
i_
TOP
WIDTH
W
SHEAR
STRESS
(Ibs/sq.ft.)i
TpyIP. {
LINER I'
REQUIRED
PERNL
LINER
REQUI
LOCATION ;DRAINAGEDRAINAGB
RUNOFF RAINFALL]
j AREA COEFFICIENT 10 YEAR;
SQ FT AI ORES I c I INIHR
6
1 18822
0.432
{ 0.611
1.L336
0.50 778.84 1
0.50 1 8.84
1.91
2.26
8.11
1 9.37
8.60
0.68
0.85
0.0200
0,042-01
0.00501
10.0050
10,0100,
�0.0300
06001
1
1
2
1 2
1
1
1
0.2521
1 0.227
1 0.5831
0.6261
j 0.610�
0.131
0.1231
3
( 3
3
3
3
��
3
0.44
0.381
2.191_
I 2.43
1.731
0,18
I 0.17
j 2.591
2.44
5.69
{ 5.96
4.86
1.83
1.78
0.171 4.321
0.161 5.92
0.38 3.71
0.41 3.86
0.361 4.981
0.10 3.71
0.091 5.051
1.91 2,511 0.31
- 2.26 2.36 0.59
8.11 5.50 0.18
9.371 5.76 0.20
8.601 4,661 0.38
0.68i 1.79. 0.25
0.851 1.741 0.46
YES
1 YES
YES
1 YES
1 YES
YES
I YES
I YES
{ YES
NO
; NO
YES -
NO
YES
5
j 22252
_
4
i 79971
0.50 i-
0.50 �,
1 0.50 _j
I 0.40 -
l 0.40
8.84
8.84
8.84
I 8.84
I 8.84
_
3 92319
2 i 84797
1A j 8373
2.119
1.947
I 0.192
1 0.240
_
1B 10456
INFILTRATION BASI N
I
I
I
DESIGNED TO CAPTURE 1.5"
RUN-OFF
_
D.A.
BUILT UPON
BUA./
Rv
STORAGE
AREA
I ACRE
STORAGE
DEPTH
(INCHES)
STORAGE
PROVIDED
(CF)
OVERFLOW
WEIR
JELEVATION
SOIL
INFILTRATION
(IN/HR)
EXFILTRATION
TIME
(HR)
BMP
AREAI
DRAINAGE
AREA (SF)
AREA (BUA)
(SF)
D.A.
REQUIRED RE QUIRED, INCHES
I (CF) SF 1
1
1 190,363
1 67,747
1 0.36
1 0.371 8811 I 184 1 2.43
1 24
1 16,128
1 -
12.0
i 2.00
PIPE A
95,253
1 28,621
1. 0.30
0.32 3815 - ! 1.05
PIPE B
92,319
39,126
I0.42
�-
1 0.43 4979 - 1.37
BO/\/\
70
80\�/\\//\\/\\//\\//\\//\\//\\//\\//\\//\\//\\/
50
40
30 NOTE: SIDE SLOPES TO BE VEGETATED WITH COASTAL BERMUDA SOD
20
10
D INFILTRATION BASIN#1-SECTION
-10 NO SCALE
-20
-zo
CONVERSION FROM TEMPORARY SEDIMENT TRAP TO INFILTR'- BASIN:
BEFORE CONVERSION, ALL ACCUMULATED SEDIMENT MUST BE RE%AOVED AND PROPERLY DISPOSED OF, THEN THE APPROPRIATE MODIFICATIONS TO THE BASIN DEPTH, GEOPMETRY, AND HYDROLOGY, AS WELL AS INLET AND OUTLET
STRUCTURES, ETC„ MUST BE MADE, A MINIMUM OF 6 INCHES OF BOTTOM MATERIAL (BELOW THE DESIGN BOTTOM OF THE ORIGINAL SEDIMENT AND EROSION CONTROL DEVICE) MUST BE REMOVED PRIOR TO CONVERSION TO A
STORMWATER BMP, SO APPROPRIATE DESIGN BOTTOM DEPTH CHANGES MUST BE CONSIDERED.
IT IS ESSENTIAL THAT THE SITE BE COMPLETELY STABILIZED BEFORE THE EROSION AND COK-ROL DEVICES ARE REMOVED OR CONVERTED.
SECTION - EXISTING GROUND
NO SCALE 16.4. CONSTRUCTION
CARE SHOULD BE USED DURING INSTALLATION TO MINIM17E COMPACTION OF SO'- -HE 50-TOM AND WALLS OF INFILTRATION DEVICES SINCE THIS WILL REDUCE THE PERMEABILITY AT THE SOIL INTERFACE. TO AVOID
COMPACTING THE DRAINAGE MEDIA, LIGHT EQUIPMENT AND CONSTRUCTION TECH`: -__ _S THAT MINIMIZE COMPACTION SHOULD BE USED,
RUNOFF SHALL NOT BE DIRECTED INTO AN INFILTRATION OEVICE UNTIL THE DR' -REA S STABILZED. A CONSTRUCTION SEQUENCE MUST BE FOLLOWED THAT REFLECTS THE NEED TO STABILIZE THE INFILTRATION DEVICE, THE
LONGEVITY OF INFILTRATION DEVICES IS STRONGLY INFLUENCED BY THE CARE TAKE'. _-JRING CONSTRUCTION.
INFILTRATION TRENCHES SHOULD NOT BE COVERED BY AN IMPERMEABLE SURFACE _'_ESS THERE IS SUITABLE MAINTENANCE ACCESS, THE DESIGN SPECIFIES A H-20 LOADING CAPACITY, AND THE APPLICATION INCLUDES A
CROSS-SECTION OF THE H-20 DESIGN. DIRECT ACCESS MUST BE PROVIDED TO AL._ NFILTRATION DEVICES FOR MAINTENANCE AND REHABILITATION, OSHA SAFETY STANDARDS SHOULD BE CONSULTED FOR TRENCH EXCAVATION.
A MINIMUM OF ONE OBSERVATION WELL SHALL BE INCLUDED IN THE DESIGN OF AN 'NFILTRATION SYSTEM TO PERIODICALLY VERIFY THAT THE DRAINAGE MEDIA IS FULLY DRAINING, THE MONITORING WELL SHALL CONSIST OF A 4-
TO 6-INCH-DIAMETER, PERFORATED POLYVINYL CHLORIDE (PVC) PIPE WITH A LOCK'. CAP. THE WELL SHOULD BE PLACED NEAR THE CENTER OF THE FACILITY OR IN THE GENERAL LOCATION OF THE LOWEST POINT WITHIN THE
FACILITY, WITH THE INVERT AT THE EXCAVATED BOTTOM OF THE FACILITY.
1 PROJECT: 05-356
`� - ATE: CLIENT CODE: SHEPRO
PST L �� �����''� BARTLETT MARCL4 2011 CADFILE: 10045SP7 TOWN OF INDIAN BEACH CATERET COUNTY
��'° � ��= STORMWATER FIELD BOOK:
sEaL \ ENGINEERING & SURVEYING, PCs�ALE: DRAWN BY: JM, RF
20106 �,� AS SHOWN SURVEY BY: KP, JB NORTH CAROLINA BONE:
1906 NASH STREET NORTH TELE: [phone] DETAILS
INDIAN BEACH,NCWILSON, N.C. 27893-1726 FAX: [phone]EVISIONS: PIN # SHEET DT2
�R'Nc R`'�A,`LICENSE NO.: C-1551 www.bartlett.un.com
& suII
P:\_CADD\_LANDPROJECTS`,SHEPRO\05356\DWG\10045SP7.DWG 5/11/2011 6:10:02 AM
6, RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,, ANGULAR, HIGHLY 'HEATHER -RESISTANT AND WELL GRADED, In 1
7, CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFILL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING DEPRESSED 1
AREA OR SLIGHTLY BELOW IT, .1. DISSIPATOR PAD m I
m
8, ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH, IF A CURVE IS NEEDED TO FIT 1 `
SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON. ub
n In I I
9, IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION SD•v v4:1 SIDESLOPES °' I
�1 g" RCP
MAINTENANCE: ci
0
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (Y2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE 9 9.5 \
RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
so so �� so -
m -- so 1 B" RCP
INFILTRATION BASIN#1
1:20 SCALE
DRAINAGE
EASEMENT
TOP WIDT-' VAR E_-S
ELEV; 10.0' LEV: 10.0'
Cry\ �\ /�\ /�\/�\/� `� • 1 FLARED END SECTION
18" RCP DISSIPATOR PAD 4" MIN. CLEAN SAND \ • \\ \\//��//\\//\\/\\//\\//
BOTTOM ELEV: 7.5'
'/ ////////////////
Y/\/\\j `\ 1 .0' MIN, UNDISTURBED \ IN -SITU SO L / j\\x\\ \j \j \j \j \j \j \j
\\\\/\\�SFiWT�/�/�\/\/�\ /\/
//\//\//\�\//\///\/'\//\//\//\//\//\//\//\//�//\//\//\//\//\//\//\
eo
70
60
50
40
3D
20
10
0
-10
m
z
--
WASTE
{
(WATER
I
I
---
I
w�»
I i
(
-
--
I - -
I
--�--.�
o
g°
as
--
o
�o
am
-
-�T..�---
-
���
..------------_
u
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-
a_
I
%
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I I
e k
-_
1 ��..��- -.
> -�---
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_
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-
_ ----
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u
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----
-
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-
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.-
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ISPOSAC_A_R_E4_
--------ter
IT