19961184 Ver 2_More Info Received_20110125

GEOSC1ENCE
Consulting Engineers
GROUP LETTER OF TRANSMITTAL

To: NCDENR DATE: 1.24.11 CH10.0104.CV
Wetlands & Express Permitting Unit TASK:
512 North Salisbury Street, 6` Floor PHASE:
Raleigh, North Carolina 27604 Kiddie Academy
Attn: Joe G amfi Sand Filter
We are sending you: 0 Attached E]Under separate cover
VIA: t ..' Overnight 0 Regular Mail
The following items: B Shop Drawings B Prints
Specifications Copy of Letter
Signed: Kevin Caldwell
Copies Date No. Description

2 1.21 11 Express Review Program Storm Water Management Application Form
2 1.24.11 Supporting Calculations
2 1.24.11 Full Size Plans
1 1.24.11 CD with df of drawings

THESE ARE TRANSMITTED as checked below:
E For Approval As Requested Approved as Submitted F? Returned for Corrections
For your use For Review and Comment Approved as j&j f;zk j V7 -'1 N
`- ti g Remarks: JAN 2 5 201
Copy To:
500 Clanton Road
Suite K
Ex.p qty- 1184 u;-
F7Pick-up F? Hand Delivered/Couriered
Calculations 11 Disks
B Change Order Other
Charlotte, North Carolina Telephone Facsimile
28217 704.525.2003 704.525.2051
Permit No.
(to be provided by DWQ)
,.p C` f - 1 1S ? 1 0
14-
Ill. REQUIRED ITEMS CHECKLIST '1 V "[
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification. U'g ? @111 ' 1
Initials Pagel Plan
Sheet No.
JAN f,, 2011
sAW3TMwa 6WCt#
Z' v 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
46? ( , 4, 1
4&-64,(
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainaqe easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
filter
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
? 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
6. Signed and notarized operation and maintenance (0&M) agreement
144 7. A copy of the deed restrictions (if required).
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
AC&A
NCDEPR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
o??F W A TF9QG
> y
o
I. PROJECT INFORMATION
Project name Kiddie Academy
Contact name Kevin Caldwell
Phone number
Date
Drainage area number
704-941-2252
Jan.21, 2010
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 9,700.00 ft2 OK
Impervious area 9,700.00 ft2
% Impervious (IA) 100.0%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume
Design volume (WQV)
Adjusted water quality volume (WQVAdi)
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter/grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (hMaxriner)
Average head on the sedimentation basin and sand filter (hA)
Runoff Coefficient (Rv)
Type of Sand Filter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHwT)
Closed/pre-cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dSHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dspace)
2.58 in
0.07 in/hr
0.25 ft 3/sec
0.58 ft3/sec
0.33 ft3/sec
768.00 ft3
576.00 ft3
830.00 ft 3
597.5 ft amsl
599 ft amsl
2.00 ft
1.00 ft
0.95 (unitless)
Y Yor N
592.20 ft amsl
595.50 ft amsl
3.30
N Yor N
ft amsl
ft amsl
OK
OK
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
150.00 ft 2 Vr\. IVICCW I1111IIIIIUIII UUL IIIGy IICCU LU UC IIIL.ICGJCU LU
..... a..:.. U..........:...J ....1........ :L .......... J... CAL.........
2.00 It
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay Aed)?
What is the depth of sand over the outlet pipe (dpipe)?
150.00 ft2 Vr\. IVICCLJ IIIIIIIIIIUIIIl UUL may IICCU LU UC IIIL.ICGJL:u LU
597.50 It amsl
595.50 It amsl
2.00 It
3.50 (ft/day)
6.00 in
0.01 ft3/sec
40.00 hours OK. Submit drainage calculations.
1.67 days
Y Y or N OK
N Y or N Insufficient flow splitter.
N Y or N Excess volume must pass through filter.
Nft
N Y or N Show how flow is evenly distributed.
N Y or N BMP must be sufficient distance from surface waters.
N Y or N BMP must be sufficient distance from wells.
Y Y or N OK
Y Y or N OK
_ft
2.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2

------- ---- -
i
?s
z
Z•s
71 ?, (
??C-do?c? 1?Si?J SUr l?sG?.
stage-storage combined
PRE-TREATMENT SAND FILTER
Elevation Area- -l-Dett Volume -- Elevation } - - -
(ac ft) Area ? Delta Vol Volume Volume
(ft2) (f3) of Volume - - (ft2) (ft3) (ft3) _ (ac-ft)--
597.50 150 0 0.0000 597.50 150 0 0.0000

91 25
- 94
598 I 215 91 25 0.0021 598 226 - - 94 0
0022

262 5 _ t
283
5 f -- .
-1

599
- L
310 - I -- --,
353 75
0.0081
599 .
-+
- -
341 -- --
377
5
' 0
0087

-- _
-
- -
378
- - ---4
42
8 . -
.

600,
446 -
731.75 -
0.0168
600 .
515
805.5
0.0185

Combined Volume
--- -- Volume Volume -
(ft3) I (ac-ft) - _ j -:- - _ - _

-- -

597.5 -!. _

0

0.0000
-- -
- -
- -
- -7 - --- t -- - - -- -
598.00
?
185.25
0.0043 - -
-- _ _ --
-- -
599
731.25
0.0168
600 1537.25 0.0353 -

1/21/2011
---- --- - ----- - - -------
mil=
----- ---- ---
E .o,J l '0
- --- -' _M??l
o,o
S
alv I-ep
( Olm r4-,
0/n
0
40
SSI

HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID KIDDIE ACADEMY
2 ID POST DEVELOPMENT 25 YEAR STORM
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 1800
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 PH 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 21
18 KM DRAINAGE AREA = 9,700 FT2
19 BA 0.0003
20 LS 0 98
21 UD 0.05
22 KK ROUTE
23 KO 21
24 KM OPEN THROAT DROP INLET - WEIR CRES T @ ELEV 599.5
25 RS 1 ELEV 597.5
26 SV 0 0.0043 0.0168 0.0353
27 SE 597.5 598 599 600
28 SQ 0 0 0 0 4.5 12.7 34.1 45
1
29 SE 597.5 598 599 599.5 59 9.75 .
600 600.5 601
30 KM TOP OF DAM @ ELEV 601
31 ST 601 10 3 1.5
32 ZZ

* ****************

*
*
FLOOD HYDROGRAPH
PACKAGE (HEC-1) * *
* U.S. ARMY C

* JUN 1998 * * HYDROLOGIC
VERSION 9.1 609 S
*
RUN DATE 21JAN11
TIME 12:08:52 * DAVIS, C

*
* * (916

**
*******************
******************** *

KIDDIE ACADEMY
POST DEVELOPMENT 25 YEAR STORM
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT

* *
6 KK * RUNOFF * FROM AREA
* *
**************
17 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
/ALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*** *** *** *** *** *** *** **+ *** *** *** ***
**************
* *
22 KK * ROUTE
**************
GJ nu UurrUi L;UN1'KUL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXI
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STA
HYDROGRAPH AT RUNOFF 1. 3.07 0. 0. 0. .00
ROUTED TO ROUTE 1. 3.10 0. 0. 0. .00 599
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED D URING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 597.50 601.00 601.00
STORAGE 0. 0. 0
OUTFLOW 0. 45. 95
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME 0
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILUR
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 599.57 .00 0. 1. .00 3.10 .00
*** NORMAL END OF HEC-1 ***
Hydrograph Peak Flow Rate Peak Flow Total Volume
Name (CFS) Date/Time x1000 (CF)
RUNOFF 1.457 Dec 01, 1900 03:05 2.888
ROUTE 1.295 Dec 01, 1900 03:07 1.581
12" HDPE @ 0.5%
Worksheet for Circular Channel
Project Description
Worksheet Circular Chan
Flow Element Circular Chan
Method Manning's Fo
Solve For Full Flow Cap
Input Data
Mannings Cot 0.012
Slope D5000 ft/ft
Diameter 12 in
Results
Depth 1.00 ft
Discharge 2.73 cfs
Flow Area 0.8 ftz
Wetted Peri 3.14 ft
Top Width 0.00 ft
Critical Dep 0.71 ft
Percent Ful 100.0 %
Critical Slop D6918 ft /ft
Velocity 3.47 ft/s
Velocity He 0.19 ft
Specific Ent 1.19 ft
Froude Nun 0.00
Maximum C 2.94 cfs
Discharge F 2.73 cfs
Slope Full D5000 ft/ft
Flow Type N/A
Project Engineer: Valerie Smith
c:\haestad\fmw\project5.fm2 Geoscience Group, Inc FlowMaster v6.0 (614b]
01/21/11 11:08:14 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
i
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sue.
{
ro uI/p t3 r W/4?ri nit 5?S
o?,? F5- C - - -_ - -
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r
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mpg---? -?--- --- ------ -
3 /
-/,9 en u rLp
_ - --- ? -------------3? ? ?_- -? f hK.. - ?-_ l ??? ? -1??? -?_ Z-54.x.--- _- __
ination of permeability eliminated
.1 of the difficulties of solving com-
lex differential equations involving
tore-or-less uncertain assumptions.
provides a very practical and
owerful tool for the analysis of
ow through porous media and for
etermining permeability. One of
he common forms of Darcy's law
Sec. 3.1) is
Q = kiAt (2.1)
The coefficient of permeability
is defined by Darcy gives a statisti-
;al average factor representing a
lefinite cross section of soil. When
cperimental testing of a given mass
rotative of the volume of soil tested.
s it is usually necessary to estimate
ge and extensive soil deposits from
As a rule, the larger the mass rep-
able are the results; however, tests
ms can be extremely valuable when
°oper regard for limitations inherent
e velocity of flow and the quantity
3ia are directly proportional to the
?tion to be true, flow must be laminar
gar and turbulent, flow is rather well
expressed as
7vd
µ
A d = diameter of circular pipe,
nt of viscosity. Turbulence in round
it 2000.
-mation indicating that flow through
however, when the effective diameter
nm, flow begins to be semiturbulent.
of validity of Darcy's law and con-
Permeability 33
eluded that the law is valid for a wide range of soils and hydraulic
gradients. Muskat (1937) concludes that ". .. in the great majority
of flow systems of physical interest the flow will be strictly governed
by Darcy's law. . . ." Although it is generally agreed that Darcy's
law must be valid over a wide range of conditions, it has been difficult
to establish criteria to judge its validity in any individual case. It
seems wise to allow liberal margins of safety in all situations where
turbulence would create adverse conditions.
In the preceding paragraphs fundamentals of flow and permeability
have been briefly discussed. The influence of important physical fac-
tors on permeability will now be described.
Influence of Grain Sizes
From theoretical considerations it has been shown that permeabil-
ity can be expected to vary with the squares of the diameters of pore
spaces and the squares of the diameters of soil particles. Typical per-
meabilities of soils and aggregates of several sizes are given in Figure
2.7; variations in permeability with flow channel diameter are given in
Fig. 2.5. The permeability of soils varies significantly with grain size
140
13C
x 12C
U
a
11C
3
T
° loC
9C
801
1X10 81X10 ,
sd
o
a
y
6'i

c y y sd?a sd?a
S n
O ?
-d?'
d?
. Gj rd
rd 2i
a N. e
/y
G
r com
p sdn0 T,
'P
1P

d dcted

sa bpr
y d
L
?a n dstone Co
sd
?ay
N?Z

1X10-6 1x10-5 1x10 4 0.001 0.01 0.1 1 10
Coefficient of permeability, cm/sec
FIG. 2.7 Relation between coefficient of permeability and soil type and
density (log scale).
II''

mkl-' ,
3'INSIDE DIM. _
ws CHANNEL INSTALLATION BOTH SIDES <
END OF BARED SECTION r ° N L
} Il
SILT DITCH CHART NOTES: t
DITCH ~ LEFT RIGHT CHANNEL 010 D VELOCITY REMARKS 1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON SIDE SLOPE SIDE SLOPE SLOPE (CFS) T, (FPS) TO BE DESIGNED BY THE ENGINEER. I
PDl 2.5 2.5 1.2 6.6 0.7 1 3 2 S150BN 2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END I ; ; ~ 24'0 MIN.36" x B" OPEN NORTH • • • • • • MANHOLE THROAT ALL ~
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF 2:1 AND A HEIGHT NOT LESS THAN PNO THIRDS THE PIPE DIAMETER OR AMERICAN • • RING AND SIDES, TYPICAL GREEN COVER
CULVERT HEIGHT. i B B FILL SLOPE ~ g ~ c» o~ ~ a
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE b ~ SURFACE OF THE RECEIVING CHANNEL THE AREA TO BE PAVED OR RIPRAPPED ai~e o
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE ; ; ; . m 599.50 NOTES; ~ 1~lM NIOIMr 41 N011111 • • • • THROAT ~ ~
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. wt N 4i~ •i i i 1, MORTAR JOINTS = 1/2" fl/B" THICK. p ~ i • • • -11i a B" BRICK, 597 5 ALL PIPE OPENINGS TO BE MORTARED AT INVERTS. N a ~ BLOCK OR >
COMPACTED BERM 5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM END OF APRON 2' MI WIDTH OF THE RECEIVING CHANNEL MAXIMUM TAPER TO RECENING CHANNEL 5:1 • • • • • PRECAST 2. ALL CONCRETE TO BE 3600 P.S.I. ~ i••••• III V'I'I~II V • • • • • • • • CONCRETE
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER. PLAN 3. THE POURING OF BASE SLAB TO BE ACCOMPLISHED BY FORMING. ~
SILT FENCE N INISH GRgD (SEE NOTE 2) 7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CAST IRON N • • • • • 4. ALL CATCH BASINS OVER 3'-6" IN DEPTH SHALL BE PROVIDED ~ dt - ; ; . STEPS WITH STEPS AT 1'-2" ON CENTER VERTICALLY,
ATURgL ORO CHANNEL SHALL NOT BE ALLOWED. UND • • • • • 5. CONCRETE BLOCK OR JUMBD BRICK WILL BE PERMITTED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON D x SLOPE WILL BE PERMfTTED. STRUCTURE MAY BE PRECAST W/ INTEGRAL TOP. ~ m Y
- 9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO CONTRACTOR SHALL PROVIDE SHOP DRAWINGS. ~ a ~ a F C TE N o z~ ~
PLACEMENT OF RIP RAP. - t' MIN. ~ 1' MIN. _ 1' MIN. ~ ~ tNN~ Ntt~NO I NaItNM NtNttMP A111x~1 a ~ ~ sNa 6" AS S AB 6. FOR B'-0" N DEPTH OR LESS USE 8" WALL OVER 8'-0" i w w O uWi ° NdN! N¦1 IN1N d1L-~N®1p N~ Ni NrM~ ~ IIR NI 1¦N10 ~I IMI~ N~ ONIL 3 IN DEPTH USE 12" WALL TD 6 FT. FROM TOP OF WALL, AND
1 -6" FlLTER FABRIC LAP L I 10. ANY DISTURBED AREA FROM END OF APRON TO RECIEVING CHANNEL (IF NEEDED) I INV=594.38 a 'o== o Z ~ ~ 11s 1a a ~ NMNa N ANwalrlt 1AS NtM'Y N A r ~ x r 1A¦IOx NM 1r a NtM'r ~ 8" WALL FDR THE REMAINING 6 FT. OF WALL o a a U a a ~ NdNO f[ IN-NaI tNNNI a 11s N¦OI, NIOMOR fN N~ N11 A N~a MINrNIIN<Y d~ N w[ N
Nqr MUST BE STABILIZED. I ~RqC USE USDA NOMOGRAPH FROM NC SEDIMENT AND EROSION CONTROL MANUAL OR ELEVATION I a S NOOI MtOtL MO OotN1C~ tA[ NNOI iM1~1 NN41~ MILY ~ 10 Nl ~ tN~11 a ~ 7. ALL PIPE IN DROP INLET STRUCTURE SHALL BE STRUCK EVEN ~ Mat dIR NNt MN NtL ~ Ntri ONR ONMI'!~ INL Nwl A ~ a NMI W M N~ a ~ ~ WITH THE INSIDE WALL, GROUTED AND BRUSHED SMOOTH. a
WIDTH AND GROAN CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR DESIGN DATA. ~ DEPTH TO BE DESIGNED D A J* mNN NN>rY N ~N a N~ ~ N t01O1 a CINIS. Nt~Y NIL IANaI NM AM~NN[ IN[ ANNR tA[ IoL INNS A1L 9'x9' ANCHOR < m
BY ENGINEER (1' MIN) OunET La w1 w2 =r H ~ NANRAL GRADE ~ t tNN~Y Nt NIL INNNa N MANN N AllNfNllt IOdNai ~ N~1 N tAN NMIx NONNI Nti (SEE CONNECTION DETAIL BELDW) ~ ° ~ N¦1 uw 1AS Nrr iwyrws~ swan r I~ a tAS aa0~ NNI aoNlerlaaM Nt S NMIIOlNN[ TINS ItIfNNL ~ o a
10" PVC 10' 4.83' 2.5' 6,75" 6.7" ~ ~ ~ tuo[ ¦o a1Nt N rmq wII A 4' - r (w d -tIt aq sIIISIIN sltx A NNNS Ntt a nws sNSllosle r M Nq ~ ~ ~ a N ~ Altl~ ~ ~ NIN~I6 a > > a Y c
4':Y'• RIP RAP ~ `I L ~ ~ ~w¦In~i~i ion wi ~NNa ~IOwryralls ~wlnallaar ~ po nq Nwr N A r (u n4
H ~I is`~ti;~ I - = I NOTE: Y {ff~, ~ a i L A9MaR Ntl11t IIR r °I°r,lrro Nrllt~sotat? I!' - r p sr -tse sw) peanr as Nttti sNIMa OPEN THROAT DROP INLET
- T (THICKNESS) 7i I 1. DITCH SHOULD HAVE LONGITUDINAL SLOPE OF 1%. I I 7. MIN~~ t0 Nr~ MO ~ d~ ~ ~I ~ tA[ q~MNS~• a N 1! 141N~MIIR IIr A Cq~x ~ a INMNi i NOT TO SCALE
2. SILT FENCE MAY BE REQUIRED BEHIND BERM ~ j L ~ n¦I~aL °rNlaloaiL~ a~alMO~r wi n¦ioNM°g1°inolNnla awNw~ ~aaaraatt ~ po sly ~Iw~ N A r pe sN? os x r rIe s1~ ~
NQTE; LAYER OF FlL1ER FABRIC MINIMUM H=2/S PIPE DUMED:R ~
• d50 (see fig 8.06 a&b "NC SEDIMEM AND EROSION CONTROL MANUAL" dmax = 1.5 x d5o SECTION B-B ~i Ioosa slot oaa~ tla uc a awx a sNla uIMS aava ltwl r (x s~q Irer r i¦o¦ra 1a I~ur amloR Its N~orl. ~ _
NOT TO SCALE T = 1.5 X dmax. e E Nib B
~tIIL IOMA • N~tNI NIMIS NMIJN NNI1o ~ KN~ ~ v a N e
• CITY OF CHARLOTTE • CITY OF CHARLOTTE RIPRAP APR 0 N AT PIPE 0 U TFA L LS A dYaMt NN NN14 N I¦t¦MtY 1p Mlotl ItMls N? 11s ~ R ~ ~ N„ L 1~~ 11s Iq~ A1pN tAN plNla INNN~ a ~ ~ S ~ v Q ONMa ~ M N IOOt INL 11[ a ~ 8 °
LAND DEVEI,DPMENT STANDARDS STD. N0. REV. ~ LAND DEVELOPMENT STANDARDS STD. N0. REV. OTHER THAN AT SWIM REV. NNt~ o u ~ II°r I~ir = ~bF~~
CHMIATTE• INCLUDES CHARLOTTE ETJ 30.05 INCLUDES CHARLOTTE ETd 20.23 CONCRETE
PROTECTION
~ g" ~ OF CONN.
3 16"4 HOLES I. ~ ANGLE / PRECAST < < 3/4"~ HILTI KWIK
4TAPLE PATTERN OUIDE co CONC. BOX ~ ~ / BOLT, 4' EMBEDED
6.47' WIDE ROLLt N (2) REQ'D PER ~ ANGLE
A 4:1 SLOPES 0D . c <
~ EXPANSION 'I 3/4"~ HILTI B 3:1 SLOPES ~ 4" I ~ err C 2:1 & STEEPER SLOPES BOND < HVA-STD ANCHOR
~ S D MEDIUM/HIGH FLOW CHANNEL EMBEDE (2) REQ D PER II E HIGH FLOW CHANNEL & SHORELINE 5 S 'ION CONCRETE t CONN.ANGLE
rII~1 , ~ „ „ ~ I "r` 1.5" 5 1.5" BASE I < L6x6x1 2x8 ANGL
DEADMAN < ~ •.I 0 w
~ 6" 3000 psi I w , <
f~ c i ~pM 4' @ ' j~ i i~
~ I 0 • ~ p L6x6x1/2"x8" CONN. ANGLE I
w Yr~~~~ w TYP. FOR 8 I ~ . ~K~ ~ C I
.mow. 0 ,A ~ C ~ ~ * USE THIS STAPLE PATTERN « #4 Q. h2 'O.C~ , ~ , ~ <I. L
0 0 0 ~ ~ EA.WAY,T&B i ~ ' c ~ <
00 , , ~ E cl ' ,
c ~
0 / \ EPOXY
~ BOND
I -rw
~ T'~r0 ~ -Oirw SECTION I I
q ~ w
0 0 0 0
000 0 0
~ 597
w
o wo
ut Q , 3 v1
z~
. ¢w w ~ ; J UU
Z
NU
NOTES: o v m BACK OF CURB FRAME GRATE AND HOOD 595 FILTER FABRIC
1. A STABILIZED ENTRANCE PAD OF #5 WASHED STONE OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE X SEE STO.NO. 840.03 ToP ELEVaI D NOTES: MORTAR JOINTS +J- 1/g" THICK. Z ON
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET. t•-t' z 1'-D" 7 USE CLASS "B" CONCRETE THROUGHOUT. TOP ELEVATION USE FORMS FDR CONSTRUCTION OF THE BOTTOM SLAB. ~ Q DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. DF BRICK MASONRY. Q H = '
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. DtN.to~ USE N4 BAII DOWELS AT 12" CENTERS. N 0 ('j U
mZ~=~ Y Y 3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT H ~ D A - PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" ~ J d Z - ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. O ~ (n =
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL =oDnm m STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ~Z~ B B USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. LLI Q Q LL _ USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS QU~O~ry 6"PERFORATED PIPE/GRAVEL UNDERDRAN SYSTEM(2)
=cno0 a" 6" _ 4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY. zH~r'r MIN. MIN. g" = OF SECTION 840 OF THE STANDARD SPECIFICATIONS. ~ _ ~ Z N (SEE GRADING PLAN) MIN. IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB W
O 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN n=~Z s D D AS SHOWN ON STD. N0. 840.00. ~ ~ O O Q 22' - FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER B'-0" IN HEIGHT, USE O N Q
• rL. D D MIN. WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN v 4 p . p. .V.. 12" WALL TO 6'-0" FROM TOP OF WALL AND 8" WALL FOA THE REMAINING Z .I"~ ELEV=600 o.' ,~.v__ 6-0'. QUANTITES TO BE ADJUSTED ACCORDINGLY. ~N 2 SURFACE SAND FILTER
APPROVED SEDIMENT BASIN SEE STD. NO. 30.116. N~ pLpN O X CONSTRUCT WITH PIPE CROWNS MATCHING. W 0 - 1
6. COOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO Z SECTION X-X ON ~(-X CHAMFER ALL EXPOSED CORNERS 1". ^ p ELEV-599 NOT TO SCALE
ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. ToP ELEVATION m m m DRAWING "DT TD SCALE. SECTION THRU WEIR -
100' MIN, - - _ _ _ - - - FRAME GRATE AND HOOD SEE STD.NO. 840.03 )HOOD TOP ELEVATION ELEV=600 600 .03 STEPS -STD. N0. 840.66 3
PUBLIC STREET STEPS STD. NI STEPS STD. No. Bao.ss 3 WIER LENGTH=3' ELEV=599 OPEN DI 1 ~
EXISTING GROUND ~ MIN. A NIN. _ m x p TOP ELEVATIOI ~1 SEE DTL TOP ELEVATION 3 ABOVE
Z ~ ~ _ - SOIL STABILIZATION FABRIC I o - - - 6„ _ A p 597.5 1 ~ 597.5
UNDER #5 WASHED STONE W r ~ I s" B .A H ~ o'. .v T E B E ~ Z
N V.. T N 2 Z F'I ~5 WASHED G I-I N STONE :SAND:FIL`I1rR:
100' MIN. N n ~ C Z SECTION Y-Y I ` 12"NON PERF.PVC ®0.5% B„ YIN. Q I>D d .
~ ~ 8" D M D MIN. g" ~ D MIN. Q d INV=594.5 6"PERF.PVC ®0.5%(2)
~ _ ~ Z MIN. RISER HT. ~ ~ ~ D VARIES 2~ ~V~
!n A C> ~ - 6"MIN... p.. .0.."~•.~ -..o.. .O..p- :o.: Q F ~ SHWT 592.2 ~ o 'a+
Z f U = = 8„ T T SECTION J-J 0 ION J-J 6"MIN. i q `:G ` ~ o' Q V F
oD J ~ ~ ~ MIN. VdHERE30'T036"PIPE IS USED m m W D E °~s"PIPE IS USED SEE NOTE ~ Y NOTE: SAND FILTER MEDIA SHALL MEET ASTM C33 SECTION N-tl 3„ cA N
0_ ~ H y WHERE 30" TO 3G" PIPE IS USED WHERE47'T054"PIPEISUSED V ~ 2 H
- - A F'I ~ RISER HT. Z VARIES E ~"i I=
~T ~ J In ~ ~ SECTION THROUGH PRE-TREATMENT BASIN AND SAND FILTER
O31 I B B M M Z I - - LLI
A NOT TO SCALE I
~ NOT TO SCALE e° ~ ~ a Q I I m a I
a o Ir_ o • CITY OF CHARLOTTE I
0 LAND DEVELOPMENT STANDARDS NHERE42"TOSS"PIPE IS USED
o _ STABILIZED CONSTRUCTION ENTRANCE STD. N0. REV.
CHARi,OTTR_ TAlrrrm>:c !'AADTATTC L'Ti 3fl 1 1 A SHEET 1 OF 2 DETAIL SHOWING METHOD SHEET 1 OF 2
840"01 OF RISER CONSTRUCTION PLAN PLAN PLAN 840. 01
GENERAL NOTES:
0 N 1. UNIFORMLY GRADE A SHALLOW o z vm v co o43" NOTE: USE TYPE "E", "F" AND "G" GRATE = ~Q Q LLJ
DEPRESSION APPROACHING THE
N INLET. 5o A Er -OPTIONAL MANHOLE 11 co D E; CD a UNLESS OTHERWISE NOTED. N P 34 P Z~ S V
2. DRIVE 5-FOOT STEEL POSTS 2 FEET ~oU _ E ¢<C r-H m O -i E . O ~ p LL J N -1 rL GENERAL NOTES: Z cr m Q "=-I=:> B a O cn S z
m INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND 4' MAX. 0 -4 n n rr Z - G ALL EXPOSED CORNERS TO BE CHAMFERED i". W _j o H, • O O 2 n -1 C- z SmDDm W QQ 2
--i~ THE PERIMETER OF THE INLET A 19-GAUGE HARDWARE CLOTH CLASS "13*' CONCRETE TO BE USED THROUGHOUT O o w 2 - ZE 2 O 21 21/$n a U 2 O H 1 0~ OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR W < 1I- 2 cf) O ~ F- 2 ~ Z
MAXIMUM OF 4 FEET APART. bo , - - MESH OPENINGS) -n>> m x , - ~ X LLI 44 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENINEER. F O Z O N - - _ _ _ - N co J < Li
3. SURROUND THE POSTS WITH WIRE HQ~- N®~ i; 7 aa~ L FORMS: ARE TO HE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB. I- 2~;L n 2 2 Z o SECTION - LL SECTION - MM O O Q v o - IF REINFORCED CONCRETE PIPE. IS SET IN BASE SLAB OF BOX,Q D > Z ' j
MESH HARDWARE CLOTH. SECURE ia cs QUM _ THE WIRE MESH TO THE STEEL y , ADD TO BASE AS SHOWN' ON STANDARD NO. 040.00. rJ Tra ~ N .I A o o A ALIGN FRAME WITH INSIDE 13/8„ ~ H
cv POSTS AT THE TOP, MIDDLE, AND 3 ALL JUNCTION BOXES OVER 3'-6" IN DEPTH SHALL BE PROVIDED Z O O ~ EDGE OF WALL TO ALLOW o ~ , W ° WITH STEPS V-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE H Z FOR VERTICAL ADJUSTMENT 1 _ rA h °
BOTTOM. PLACING A 2-FOOT FLAP CIO OF THE WIRE MESH UNDER THE NCDOT #5 OR #57 Or 3,; WITH STD. NO. 840.66. 3+, a W L WALL SECTION ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES * d D 1 ~
M GRAVEL FOR ANCHORING IS WASHED STONE 2' Y " SEE STANDARD 840.54 G RECOMMENDED. FOR MANHOLE COVEN & FRAME as BAA6 "A!' G TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS ~ o T } SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE SECTION - BB
PLAN OPTIONAL SPACED . 0 BARS "A" HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.) Acb 6 SECTION - PP SECTION - NN
° C. TO C, ~ 4. PLACE CLEAN GRAVEL (NC DOT #5 7 16" MIN. m BRICK MAN BE USED / OR #57 STONE) ON A 2:1 SLOPE TO ADJUST FRAME s TO C. B
COVER TO SURFACE WITH A HEIGHT OF 16 INCHES ' PLAN 4 o J rr ~ Z 0 m FRAME GRATE & HOOD ASSIY w 0 ~
ELEVATION MAX'. 1' AROUND THE WIRE, AND SMOOTH TO 9b4 BAR Z ' ' w O N
w AN EVEN GRADE. 2' rn 0 m p O D O N LL 0 Q LL m 3 H Err 2 DII 6/r C7 = m i_~
5. ONCE THE CONTRIBUTING DRAINAGE M OUTLET PIPE - AREA HAS BEEN STABILIZED, REMOVE NCDOT #5 OR #57 H $ ca ~w mmCD Z 2
ACCUMULATED SEDIMENT, AND WASHED STONE ' 6a E OR P 11 A 1 _j V L 1L2' L _ t, LLL O r n Z m 3 -11
ESTABLISH FINAL GRADING A PIPE b. - ELEVATIONS. FILTERED ` ® -i INLET ' SECTION 0 m v 134 rn Q Z Q Q0 zw4 17- r\ tYQU - goy N o
m WATER __q ~ z a ' C-C OR D-D DOWEL _ ° y D z K K N 13 ° D -D _j -1 O cm cm o, ° m
> 6. COMPACT THE AREA PROPERLY AND u ~ c 0 SECTION X-X STABILIZED IT WITH GROUNDCOVER. Q 0M> L M rn acyQ
z O t - l7 DIMENSIONS c DIMENSIONS OF BOX AND PIPE REINFORGEME Q W° - - D N m SECTION AA ~_j DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES p 0 ~ Z F Q V
PIPE REINFORCEMENT COVER CUBIC YARDS TOTAL QUANTITIES DEDUCTIONS FOR ONE Z CL O O Q
> D S" PIPE SPAN WIDTH HEIGHT BARS "A" iEIOHT BARS "A" DIMENSIONS IN BOX ; BOX AND COVER PIPE CU.YOS. 4 ( n D D co 7n CO w° D z L M v a m
N z 1.uX6n B O Z p EXP. JOINT D A H NO. tENC 2 m H No. LENGTH E F COVER FLOOR WALLI LES CU YDS, s UA N - O J FRAME PLAN N 2 O FT. OF (R, REINF MIN.- 'Hl, C H.C. 1 Z: F° - Z SECTION - JU W _r H 0 n n n N
U m 9 12" 2'-D" 2'-0" 2'•3" 12 21. 2'-3 12 2-9" 9'-0" 3'-0" 0.167 0.167 0.185 22 0.750 0.015 0,024- _ ' 3/4 3'- OT8 55/g J m W
v ®7} d 16" 2. 31, 2r..3' 2',W' 12 31. n N b x 18 2'..0re 2'-6' 2'-9" 14 31; U 2r-6" 12 3 On , 3 3" -3" 0.196 0.196 0.204 24 0.902 0,023 0.036 03 0 -n ~ 6n 0 'if." i C7 a O D O I_ 1~ R u Z 2r-9" 14 3v3n 3r Div 3'-B" 6.227 0.227 0222 30 1.065 0.033 0.049 F I 0 31 a - - - - - - - 3 R W 2 Cr A
24" 3'-0" 3'-0° 3'•3" 16 31• B 3'-3" 16 3r,9o 4' O" 4%0" 0.296 0.296 0,258 40 1:434 0.054 01085 S Z Q O n n 1 n LL
0 30" 3%611 3'-6" 3'-9" 18 4'• 3'-9 i6 4 .3' 4'- 6 ' 4'-6"_____O._375 0.375 0.296 51 1.860 0.092 0.127 n „ 11/ n 6 2 0 6 /2 1/2n C401 - 6 rr r
36" 4'-0" 4'-0" _ 4,-3," 20 4'. NOT TO SCALE 42" 4' 4°.6" 4'-9" 2 - z : 4'-3" 20 4 9" 5 4" 5 O'- -0_463 0:463 0:333 64 2.941 0.132 178 31/2n 31-Olt 32" n r 0 4 ,r i n n 4'-9" 22 5 31, 5 -6" 0.580 01600 01370 77 2,078 0.180 0.,243 6 V
N O 48" 5' Ore ..5r D W-311 24 6'` 51-3" 24 61-91' 6'-D° W~0" 0.657 0.667 0.407 92 3.471 0.235 0317 1 rr - SECTION - KK „
O • CITY OF CHARLOTTE SECTION Y-Y 54" 51-611 151.6 51.9" 26 N HARDWARE CLOTH AND GRAVEL 5'-9u 26 61-3" 6`-S° 5-6 0.762 0.762 0.444 109 4.117 0.297 0.401 2'_ 111/2 45/g W-3" 28 6'.91, 7'-0" 7.01 0.907 0.907 0.481 127 4.920 0.367 0.495 SHEET 1 OF 1
LAND DEVELOPMENT STANDARDS SHEET 1 OF 1 sa" 6-6 6:0 (;'-3" 28 STD. NO. REV. 66" 6-61' 6'8," V-911 30 T 6'-9" 30 7`-3" 7°-6" 7'=6" 1.042 1.042 O;S18 145 5.581 0.444 0.539 SHEET 1 OF 2 R SHEET 1 OF 2
INLET PROTECTION 840"31 CHARLMTE. INCLUDES CHARLOTTE ETd 30.09 1 840.31 840.03 HOOD ELEVATION SECTION - RR 840.03
3 m L
0
ry

~ \ ~ A / ~ A` V`~~ / l / A ~ \ ~ ~A / ~ ~ / ~ ~ GENERAL GRADING & SITE NOTES: 485 \ A ~
' \ ~i ~ ~ y p f+j N
\ 1. THE UTILITIES AND THE LOCATIONS THEREOF, SHOWN ON THE DRAWING, REPRESENT THE DESIGNERS A 16 UNDERSTANDING OF EXISTING UTILITIES IN THE CONSTRUCTION AREA. THE CONTRACTOR SHALL VERIFY THE a
~ > ~ ~ ~ LOCATION, DEPTH AND EXISTENCE OF ALL UTILITIES (ELECTRICAL, MECHANICAL, WATER, TELEPHONE, GAS,
- ~ ~ ~ i i / ETC.) WITHIN THE CONSTRUCTION AREA WITH THE OWNER AND/OR THE APPROPRIATE UTILITY COMPANY
~ ~ ~ ~ ~ ~ / ~ ~ i ~i PRIOR TO BEGINNING ANY EXCAVATION. THE OMISSION OF, OR THE INCLUSION OF UTILITY LOCATIONS ON
~ ~ \ / PLANS IS NOT TO BE CONSIDERED AS THE NONEXISTENCE OF OR A DEFINITE LOCATION OF EXISTING Ey EAST
~ ~ ~ / ~ ~i \ i \ \ \ ~ < ~ ~ ~ ~ FOR CI ~Sr ' R UNDERGROUND UTILITIES. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED AT THE CONTRACTORS C~MFERENR o
. / ~ ~ ~ _ ~ ~ ~ ~ ~ EXPENSE. CONTACT U-LOCO 800-632-4949. Q A~ ( ) p a
1 ~ ~ ~ A i ~ \ ~ ~ U e ~ a
Il ~ / ~ ~ 2. ALL LANDSCAPE AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO THEIR ORIGINAL 521 ~ o oo. ~ o
v ~ ~ / ~ ~i~ CONDITION AT THE CONTRACTOR'S EXPENSE. ae°% ~ ~ ~ ~ ' ~ ~o~!~~oo.
v ? ~ ~ ~ ~ SITE o w ~ ~ 3. ALL CONSTRUCTION AND CONSTRUCTION MATERIALS WITHIN STREET RIGHT-OF-WAY SHALL CONFORM TO N a
~ ~ ~ ~ ~ ~ ~ DOUB E ROW TEMP. T FENCE ~ ~ ~ > ~ / THE STANDARD SPECIFICATIONS OF THE CITY OF CHARLOTTE. ~ ~ ~
SEE DETAIL` ~ VICINITY MAP N.T.S. >
v ~ 4. ALL HANDICAP RAMPS, PARKING SPACES, ETC. TO MEET ALL ADA AND NC ACCESSIBILITY CODES. ~ ~ N I
~ ~ , ~ ~ - ~ ~ ~ ~ TREE PROTECTION \8
' ~ ~ / ~ ~ ~ FENCE SEE DETAIL ~ ~ ~ 5. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR THE LOCATION AND DIMENSIONS OF i ~ ~ BUILDING AND SURROUNDING AREAS. ~ m N
, , / U Q ]Qf \ \ J - N O 2~ ~il
~ A /i ~ \ 6. TOP SOIL TO BE STRIPPED AND STOCKPILED IN AREA DESIGNATED BY OWNER. W Wog
i ~ \ ~ ~ ~ ~ I ~ ~
~ ~ ~ ~ ~ ~ ~ ~ LIMIT OF ' ~ ~ CONSIRU TION I 7. ANY UNSUITABLE MATERIALS ON SITE ARE TO BE QUALIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO o a aUa a \ I REMOVING. CONTRACTOR MUST NOTIFY OWNER OR OWNER REPRESENTATIVE IN CASE UNSUITABLE MATERIAL IS
/ R ' / i T R z m a I j UNCOVERED.
v ~ ~ ~~j \ / A o W I w ~ U z
~ / \ ~~v \ \ / / ~v ~ 8. ANY EXCESS SOIL TO BE WASTED ON SITE IN AREAS DESIGNATED BY OWNER. IF EXCESS SOIL IS ~ ~ ~ a N ~ a > > a Y G
~ \ ~ , \ ~ i e " e ~ ANTICIPATED OR ENCOUNTERED, CONTRACTOR MAY, WITH PRIOR WRITTEN APPROVAL OF OWNER AND ENGINEER, I -0s ~ 4 ~~o
\ s AND LIMITS 6 ~ _ DO NOT DISTURB ~ r RAISE OR LOWER THE ENTIRE SITE INCREMENTALLY TO MORE CLOSELY BALANCE EARTHWORK VOLUMES. ~
7 ~ / r. / ~ , ~ CONTRACTOR SHALL MAKE ALLOWANCES FOR REMOVAL OF ENCOUNTERED UNSUITABLE SOILS IF GRADE ELEVATION ~ r ~ ADJUSTMENTS ARE MADE. `
\ / l~ ~ ~ / i ~ ~ ii / ~
i ~ / ~ ~ / 9. CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER ON ANY SUBSURFACE DRAINAGE SYSTEMS TO ~
/ \ / / 15 c BE INSTALLED. IF INITIAL SOILS REPORT RECOMMENDED SUBSURFACE DRAINAGE SYSTEMS BE INSTALLED UNDER -
~ \ - / \ / v ~ - FOOTINGS AND BUILDING AREA, CONNECTIONS TO BE FIELD COORDINATED. ' E B
~ ~ v ~ / V ~ ~ \ ~ 605 A \ - ~ C CONSTRUCnON ENTRANC ~ v °~;„e 1
v\ - ' - ~ ~ i~ SEE DETAIL 10. APPROVAL OF THIS PLAN IS NOT AUTHORIZATION TO WORK ON ADJACENT PROPERTIES. WHEN CONDITIONS a s. c WARRANT OFF-SITE GRADING UTILITY WORK CLEARING OR OTHER WORK NOT ON THE OWNER OF RECORDS ~„~vg i r °'~zg~6
- - ~ ~ i~ 0 y~[ a C ' V ~ S PROPERTY, THE CONTRACTOR MUST OBTAIN WRITTEN AGREEMENT, OR OBTAIN AN EASEMENT FROM THE OWNERS ~ qFK
~ ~ i I 0 \ \ ~ \ - I \ ~ - - - ~ ~ , _ ~ba~~ c BEFORE PROCEEDING.
1 ~ , ~ I _ i , , i ~ ~ I
\ ~ ~ ~ WETLA LIMITS 604 I\ \ ~ DO NOT ISTURB ~ c ~ 11. DEWATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND MAINTAIN AMPLE
~ i ~ I MEANS AND EQUIPMENT WITH WHICH TO REMOVE AND PROPERLY DISPOSE OF ANY AND c ~ ~ ALL WATER ENTERING THE EXCAVATION OR OTHER PARTS OF THE WORK AND KEEP ALL
~ ~ ~ ~ - ~ \ - - - ~ c EXCAVATION DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING IS COMPLETE. NO
/ ~ ~ ~ ~ ~ I ~ i WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES NOR
~ ~ ~ ~ 1/ \ y ~ c I ' ~ SHALL IT BE ALLOWED TO RISE OVER MASONRY UNTIL THE CONCRETE HAS SET (MIN. 24 I' ~
\ ~ ~ ~ ' ~ 603 I ~ I ' c HRS). ALL WATER PUMPED OR DRAINED FROM THE WORK SHALL BE DISPOSED IN SUCH A
i I i I ~ MANNER AS TO PREVENT SILTATION AND EROSION TO ADJACENT PROPERTY. i ~ c III
(TOTAL PLAY AREA ~ / 1 s I ii
~ ~ 17,063 FT i co 12 PVC ®0.5% c , 34 12. DRIVEWAYS ARE NOT TO BE LOCATED OVER WATER METERS.
\ 8" PVC ®0.5% "PVC ®0.5% ~ 2.4 24 2.3 s i c 13. DO NOT PLACE SIDEWALKS OVER WATERMAINS.
\ \ 0 \ ~ / 2.2 0~ i .6 ~ ~ i'
12" PbC ®0.5% 4.15 ~ \ AD: 6015 ~ ~ ~j / 602 ~ 4'~ c,~'~ 14. DO NOT PLANT TREES OVER WATERMAINS, SEWERMAINS, OR WITHIN RIGHT-OF-WAY.
I
\ / AD: 601.7 ~ D:601.7 ~ 1.75 , 5 1 75 ~ 1 ~ ~ \ / ~ _ ~ 15. COORDINATE ALL CURBS & STREET GRADES IN INTERSECTION WITH INSPECTOR. -
~ 8" PVC ®0.5% , 1.95 20 ` 16. IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM OF 0.5~ SLOPE ON CURB.
W~~~A J A~~A ~ .5 05 .9 \ AD:601.6 2 ''~-2 ~ 0 - c
4 6 2}~ ~ 02.15 602.15 602.15 602.15 0, 4 ~ ~ 17. NON-STANDARD ITEMS i.e. PAVERS IRRIGATION IN R W REQUIRE A R W ( ~ ) / /
i - ~ c ENCROACHMENT AGREEMENT WITH NCDOT PRIOR TO INSTALLATION. uMlr of
0 8" PVC ®0.5% ~ coNSTRUCnoN 18. THE DEVELOPER SHALL MAINTAIN EACH STREAM CREEK OR BACKWASH CHANNEL IN
~ ~ , i i \ WETL D LI 8" PVC ®0.5% B" PVC ®0.5% , DO NOT DISTU , TEMP. INLET ~ W o AN UNOBSTRUCTED STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF THE
DOUBLE ROW ~ / PROTECTION \ TEMP. SILT FENCE ~ i/ AD: 1.9 F CB3 w ~ c STREAM ALL DEBRIS, LOGS, TIMBER, JUNK AND OTHER ACCUMULATIONS.
i SEE DETAILtTYP) SEE DETAIL BLDG ~ O ~ ~ / D2.15 , 601 9 C ~ 60215 c
i / ~ r ,i, ~ 1 ~ 19. ALL AREA DRAINS AD SHALL BE 12 NYLOPLAST INLINE DRAINS OR APPROVED EQUIVALENT ( ) ( ) c,-' WITH 12" HINGED DUCTILE IRON GRATE. MAKE FINAL GRATE ELEVATION ADJUSTMENT IN CONCERT
\ ~ .5 8 ~ TREE PROTECTION PVC ~ B" PVC ®0.5% ~ LIMIT OF FENCE SEE DETAIL ®0.5% i ~ ~ ~ FFE:602.15 ~ ~ ' WITH THE SIDEWALK, PAVER, LANDSCAPE AND TURF/SOD WORK SO THAT GRATES HAVE THE PROPER RELATIONSHIIP
~ ~ CONSTRUC110N ~ ~ ~ ~ ~ ~ ~ ' ~8" PVC ®0.5% ~ - c TO THEIR SURROUNDINGS WITH POSITIVE DRAINAGE TO THE GRATE WITHOUT ABRUPT GRADE CHANGES.
PER~ENT DITCH #1 ~ ~ 1 ~ ~ SEE DETAI ( AD:601.~ D1.8 i TEMP. INLET c TEMP. INLET _ _
° INV 59 ' ~ 0~ ~ 8" PVC ®0.5 ~ PROTECTION , ~ ~ ~ PRDTECnoN ~ ~L
\ RI P APRON ~ ~ EE DETAL (Tl SEE DETAIL CO ~ I 1~~P 602.1 ~ 02.15 ~ EE DETAL (TYP ~ ~ w
~ 0.59,' ~ 602.15 TREE PROTECTION FENC 0 ~ ~ _ ~ ~ ~ J `
L~ \ ~ IN THIS AREA TO \ - - CO - a BE CHAIN LINK FENCE "PVC ®05 0 ~a ~
,e S E NOTE 21 WHEN I ~ ~ I 1.5 - C ~ / ~ 1.6 0 ~ EXCA 11NG FOR PROPOSED i fiD1.8 ~ 6013 1.52_ 11.67 - _ _ I R T _ ce2 ' C
SAN LTER SEE NOTE 20 ~ I ~ _ ~ c 3~,\ 1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM ~ 14c
N L1.1 FOR CUTTIN DOTS r ~ ~ ~ ~ 1~5____ I - - R T ~ - ,.23 ~ - THE CITY OF CHARLOTTE ENGINEERING DEPARTMENT.
- ~ ~ JB1 _ - - - 601 i 2. SET UP A ON-SITE PRE-CONSTRUCTION CONFERENCE WITH THE CITY OF CHARLOTTE ENGINEERING DEPART.
A DFIL R - ~ 2 5'X1 .25' CON TRUC ON _ ~ _ _ _ ~ ~ i `T _ ' EROSION CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES. FAILURE TO SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY IS A VIOLATION OF CHAPTER 17 OF
DETAIL WETLAN~LIMITS e-e- - ` 600.54+ ! 601 00.54 _ _ _ _ - - THE CITY CODE AND IS SUBJECT TO FINE.
DO NOT DISTURB ~ 0 PRE-TREAT ~ .25'X . 5 ~ MIT OF TEMP. SILT FENCE 3. INSTALL TREE PROTECTION FENCE AND SILT FENCE, MAINTAIN MEASURES AS SHOWN ON PLANS, CLEARING ONLY AS
\ DOUBLE ROW \ CONSTRUCTION SEE DETAIL \ I _ _ NECESSARY TO INSTALL THESE DEVICES.
I TEMP. SILT FENCE DOUBLE ROW _ _ SEE DETAIL ~ TEMP T FENCE i X _ ______-60Q
SE ~ ~ - ~O 4. CALL FOR ON SITE INSPECTION BY INSPECTOR. WHEN APPROVED, INSPECTOR ISSUES THE GRADING PERMIT AND CLEARING AND GRUBBING MAY BEGIN.
WETL ND LI ITS S - DO N T DI TURB _ i i N ~ 5. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE. CALL FOR AN ONSITE INSPECTION BY INSPECTOR
5 ~
6. THE CONTRACTOR SHALL DILIGENTLY AND CONTINOUSLY MAINTAIN ALL EROSION CONTROL DEVICES.
EE ROTE TION FENC ~ i ~ ~ IN THIS REA TO ~5 g_ 7. FOR PHASED EROSIONS CONTROL PLANS, CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR PRIOR TO ~4
BE C AIN NK NCE \ ~ SEE NOTE 21 EN ~ ~ COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES.
EX AVA NG R P OPOS D SAND FlLTER SEE NOTE = 8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURES.
ON L1.1 FOR CUTTING R OTS ~ \ i ~ N 9. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
\ ~ ~ . ~ - _ CHARLOTTE LAND DEVELOPMENT STANDARDS MANUAL, U.S. DEPART. OF AGRICULTURE,
~ ~ ~ A , ~ ~ _ \ I~ ~ ~ - - U.S. SOIL CONSERVATION SERVICE AND CITY OF CHARLOTTE STANDARDS. -
10. THE CONTRACTOR SHALL FOLLOW ALL NPDES RULES AND REGULATIONS AND SHALL CHECK, MAINTAIN AND
~ I ~ ~ ~ U pp.~,~ REPAIR ALL EROSION CONTROL DEVICES ON A WEEKLY BASIS AND AFTER 1 2" OR MORE RAINFALL /
~ ~ `t" / HC ~ A~ ~S W He HC HC CONTRACTOR SHALL KEEP A RAIN GAUGE ON-SITE AT ALL TIMES, AND SHALL ALSO KEEP A DETAILED LOG
r OR JOURNAL OF RAIN GAUGE MEASUREMENTS AND MAINTENANCE PROCEDURES UTILIZED.
EROSION CONTROL NOTES
1. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM THE
~ y ZONING ADMINISTRATOR.
I I ~ ~ 2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION
I
~ OF THE COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. I
I 3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION
~ OF THE CITY OF CHARLOTTE EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
I I
~ I I I y 4. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY TO
® I ~ ~ ACHIEVE EROSION CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED I
~ AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON THE PLAN. ALL EXPOSED SLOPES MUST BE
' - - - - - - SEEDED AND MULCHED (TEMPORARY GROUNDCOVER) WITHIN 21 WORKING DAYS, BUT NO MORE THAN
a _ _ _ _ _ _ _ _ _ 21 CALENDAR DAYS FOLLOWING COMPLETION OF ANY PHASE OF GRADING. PERMANENT GROUNDCOVER
N EX. DI FOR ALL DISTURBED AREAS MUST BE ESTABLISHED WITHIN 21 WORKING DAYS OR NO MORE THAN
RIM: 596.00 M INVERT: 59L22 ~ ~ ~ ~ / - ~ . - 21 CALENDAR DAYS FOLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT. _ _ _
i gg _ 5. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A
F- rl -7 ~ EX. 42" RCP @ 0.50 ~ CITY OF CHARLOTTE EROSION CONTROL INSPECTOR DUE TO FIELD CONDITIONS.
O i N
"t RIM: 597.00 6. SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. FILL SLOPES GREATER THAN 10' REQUIRE ADEQUATE
N INVERT: 591.1 2 TERRACING (CMLDS#30.16)
EX 42" RCP @ 0.50% 7. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT
Cn PROPERTIES. WHEN FIELD CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION
15"RC ATCH BASIN CAT BASIN 15 RCP CATCH BASIN CATCH BASIN SIN MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS AND A REVISION TO THE APPROVED PLAN
TO 597.45 INV our = 2.30 TOC 596.42 TOC = 596.73 TOC 597.72 MUST BE OBTAINED 7.72
= 594.57 8. ALL "STD." NUMBERS REFER TO THE CHARLOTTE LAND DEVELOPMENT STANDARDS MANUAL
NV N = 2 NV OUT 593.38 INV OUT 594.57 INV OUT 592.92 9. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT PREVIOUSLY APPROVED.
N
N REA ROAD EXTENSIO u (SR 3624 10. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF STREAM ALL DEBRIS, LOGS, TIMBER, JUNK AND OTHER ACCUMULATIONS. 0
N ~
VARIABLE WIDTH PUBLIC R/W g g 0 STORMWATER PIPE CHART
J m CATCH BASIN , CATCH BASN N INLET TOTAL 7 4 DIAMETER LENGTH SLOPE DRAINAGE RUNOFF RUNOFF FLOW FULL VELOCITY DOWNSTREAM UPSTREAM STRUCTURE FINISH
~ T0C = 597.54 TOC 597.74 FF.
U CAPACITY INVERT INVERT IDENTIFIER TYPE ELEV COMMENTS FROM TO INCHES FT. % AREA(AC) COE . 0 D3,74 c cFS cFs
w 42" IN = 591.04 INV IN = 593.74 0 5"RCP NV OUT = 590.94 15"RCP INV OUT = 593.64 CB2 JB1 15 117 1.47 0.1 0.95 0.67 5.24 8.48 6.91 593.8 595.52 1 CB 601.21 593,64 0.41 AC 23 CFS FROM
T CB3 CB2 15 56 0.5 0.34 0.95 2.27 4.57 4.95 4.03 595.72 596.0 CB2 CB 601.18 PLAYGROUND AREA DRAINS
18"RCP CATCH BASIN
m
m • ALL PIPES ARE CLASS III RCP, UNLESS SHOWN DIFFERENTLY ON THE STORM CHART OR APPROVED EQUAL
U
0
o
SEEDBED PREPARATION N
O ALL AREA DRAINS (AD) SHALL BE NDS 18"x18" SQUARE GRATE (MODEL NUMBER 1811), USED WITH NDS 18"X18"
= 1. AREAS TO BE SEEDED SHALL BE RIPPED OR TILLED AND SPREAD WITH 4. IF SOIL TEST IS TAKEN, APPLY FERTILIZER AND LIME
z AVAILABLE TOPSOIL 4" DEEP. TOTAL SEEDED PREPARED DEPTH SHALL IN ACCORDANCE W /SOIL TEST RECOMMENDATIONS. 1. SITE IS EXEMPT FROM P.C.C.O. DUE TO CONDITIONAL REZONING 41 6" DEEP. 2006-161. CATCH BASIN SERIES OR APPROVED EQUAL. A I 30 0 15 30 60 120
U a' 5. LIME AND FERTILIZER SHALL BE APPLIED UNIFORMLY Know what's below. C2.2
2. ROCKS, ROOTS AND OTHER OBSTRUCTIONS AND CONSTRUCTION DEBRIS L AND MIXED WITH THE SOIL DURING SEEDBED PREPARATION. 2. SEE STORMWATER PIPE CHART THIS SHEET FOR DRAINAGE
a SHALL BE REMOVED FROM THE SURFACE OF THE SEEDBED. SCHEDULE. N Call before you dig. SCALE: 1" _ 7/ - 30'
0 6. IMMEDIATELY AFTER SEEDING, MULCH ALL SEEDED AREAS DIAL 811 OR 1-800-632-4949
CONTRACTOR SHALL TILL, DISC AND/OR HARROW IF NECESSARY TO R WWW.N000C.ORG
N ACHIEVE THIS. WITH A THIN DENSE LAYER OF CLEAN WHEAT STRAW. 3. THIS SITE DRAINS TO FLOODWAY IN LIEU OF ONSITE STORMWATER V) DETENTION PER PDE SHOWN IN PERMANENT DETENTION EASEMENTS CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE PARTIES
m CONT 3. IF NO SOIL TEST IS TAKEN, FERTILIZER AND LIME SHALL BE APPLIED COMPLETED PREPARED SEEDBED SHALL BE LOOSE, SMOOTH AND UNIFORM. PER MB 49/PG 913 & MB 40/PG 617. AND AND ASSURING THAT EXISTING UTILITIES ARE LOCATED PRIOR TO CONSTRUCTION. DENUDED AREA: 1.31 AC
m ACCORDING TO THE SEEDING SPECIFICATIONS. L
0 SOIL TYPE; IREDELL MECKLENBURG C