20010550 Ver 1_14-107-SWM-REPORT-2017-06-01_20170814

STORMWATER MANAGEMENT CALCULATIONS FOR:
WAKE FOREST DEVELOPMENT
WAKE FOREST, NC
WAKE COUNTY, NC
Project # 14-107
Prepared for:
MOSELEY REA
'I'100 Kenilworth Ave, STE 210
Charlotte, NC 28204
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• � J6�1 N. TRADE STREET, SUITE 200
WINSTt�N-SALEM, NC 27101
www.stimmelpa.com 336.723.1067
LANDSCAPE ARCHITECTURE CIVIL ENGINEERING LAND PLANNING
June 'I, 2017

TABLE OF CONTENTS
STORMWATER MANAGEMENT NARRATIVE
SOILS MAP
COMPOSITE RUNOFF CURVE NUMBERS
RAINFALL DATA
PRE-DEVELOPED HYDROGRAPH
POST DEVELOPED HYDROGRAPH
POND REPORTS
ROUTED HYDROGRAPHS
SAND FILTER CHAMBER CALCULATIONS
DRAINAGE AREA EXHIBIT
SITE PLAN AND SWM DETAILS

WAKE FOREST DEVELOPMENT
WAKE FOREST, NC
WAKE COUNTY, NC
Project # 14-107

STORMWATER MANAGEMENT NARRATIVE

INTRODUCTION
This site is a lot which is being purchased from excess Right of Way from NCDOT located in Wake
Forest, NC at the intersection of Retail Drive and NC Highway 98. The site is currently comprised of
undeveloped land bound by public roads. The proposed lot is approximately 3.19 Acres in total size. The
site currently has a high point eastern side which conveys stormwater in multiple directions by overland
flow to existing underground conveyances maintained by NCDOT Right of Way, and ultimately to
Richland Creek.
The proposed site will convey on-site stormwater by overland flow and/or curb and gutter to the
stormwater management system located at the West side of the property. The stormwater management
system overflow will be conveyed to an underground conveyance system and ultimately discharge to the
existing 24" Culvert corner flowing under Retail Drive to the West.
The stormwater management system will receive approximately 5.18 Acres of drainage area during
ultimate build out conditions. The drainage area consists of the new 3.19 acre site development as well
as additional runoff from the existing public roads currently draining to the existing ditches located at the
north side of N.C. Highway 9 and the east side of Retail Drive. Drainage from these ditches is gathered
and conveyed by an underground conveyance system leading to the stormwater management system.
Runoff from this site is not currently being managed for quality or quantity. The site is located in Richland
Creek Water Supply Watershed (WS-IV) under the jurisdiction of the Town of Wake Forest. The increase
of impervious cover must be managed for quality under The Town of Wake Forest Stormwater
Management Program. The proposed stormwater management system consists of one device containing
a sand filter and a detention chamber. The sand filter will provide quality treatment of runoff for the first
one inch of rainfall and is designed to remove 85% of TSS. Additional storage needed to attenuate the
Town of Wake Forest Required 2-year and 10-year stormwater requirements will also be provided within
the detention chamber of the stormwater management system.
METHODOLOGY
Existing and proposed hydrologic computations were perFormed using the Soil Conservation Service's
Technical Release No. 55 (TR-55)'. Time of concentration and runoff curve numbers (CN) were
developed by the methodology in TR-55. The time of concentration for the pre-developed and proposed
stormwater conveyance that directs the site's runoff to the sand filter is 6 minutes based on the small
water shed area and TR-55 minimum time of concentration'.
The USDA Soil Conservation Service's website (Soil Survey) 2 was used to determine the existing soil
group classifications. Soils present on this site have a hydrologic soils group classification of `B' and `D".
The entire site is comprised of the following soil type and a brief description:
Soil Name and Map Svmbol Hvdrologic Soil Group
Appling sandy loam — ApC2, (6 to 10 % slopes) "B"
Appling sandy loam — ApD, (10 to 15 % slopes)
Cecil sandy loam — CeC2, (6 to 10 % slopes)
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Wake-Wateree complex - WkE, (10 to 25 % slopes) "D"
The existing site is comprised of undeveloped land mixed with some existing roadways. Open, Fair
Conditions were used to classify pervious areas in determining the Composite Curve Numbers for both
the Pre and Post Developed Site. Composite curve number calculations with references of the drainage
areas are included in the appendices.

Rainfall data used in the hydrologic analysis for the project was taken from Point Precipitation Frequency
Estimates From NOAA ATLAS 14 4, provided by the NOAA website.
Hydrographs follow the SCS Unit Hydrograph Method as outlined in National Engineering Handbook3,
(NEH-4). Hydrographs were calculated based on a shape factor of 484, using the computer modeling
system in the software Hydraflow Hydrographs produced by Autodesk.
Pipe flow out of the stormwater management system was calculated under both inlet and outlet control,
and the lesser of the two outflows taken as the control. A weir coefficient of 3.0 was used for the open
throat outlet structure in the Bioretention-cell.
Storm hydrograph routing through the stormwater management system was performed using the Storage
Indication Method as outlined in NEH-4. A brief summary of the routing results are included at the end of
this narrative. Detailed routing calculations are included in the appendices.
DESIGN PARAMETERS
This project is located within the Town of Wake Forest jurisdiction which is subject to Phase II rules. The
North Carolina Division of Water Quality recognizes the Town of Wake ForesYs Stormwater ordinance as
meeting the requirements of Phase II rules. The Town's Phase II requirements are as follows:
The stormwater management system shall be designed to reduce the post-development runoff rate to the
predeveloped runoff rate for the 1-year, 2-year, and 10-year, 24hr. storm events 5. A minimum of 85%
Total Suspended Solids (TSS) must be removed from the first one inch of runoff. General Engineering
Criteria shall be in accordance with 15A NCAC 2H .1008(c) 5. The stormwater management system is
designed to meet the Quantity and Quality Specifications. The NCDENR BMP manual was used for
overall design standards of Stormwater BMP's. Refer to appendices for Sand Filter Calculations for
design in accordance to the NCDENR BMP manual6.
SYSTEM CONFIGURATION
The stormwater management system proposed for this site is comprised of one device containing a sand
filter and a detention Chamber to address both water quality and water quantity requirements.
The Sand Filter chamber of the STWM Device provides a total of 10,710 cubic feet of storage volume to
meet the adjusted water quality volume requirement per the manual. Stormwater enters the Sand Filter
chamber by way of underground storm drainage pipes as wells as by overland flow for portions of the
open areas within the drainage area. The sand filter chamber contains a sand filter, a sedimentation
chamber, and provides additional storage to accommodate the adjusted water quality volume. The sand
filter is designed to infiltrate 1.75 inches/hour (3.5'/day) to address water quality requirements. The Sand
Filter underdrains will be 4 inch smooth wall perforated PVC pipe and flow to the Detention Chamber of
the STWM Device.
The detention chamber of the STWM device is designed to hold the runoff from the 2 year and 10 year
storm events and release them at a rate less than that of the pre-developed runoff.

PRE / POST COMPARISON
The following chart shows the SCS 24 Hr Storm flows for the pre, post, and routed conditions of the
drainage area contributing to the STWM device. Please refer to the appendices for pond data and routing
information. There is a decrease in flow in the post development conditions from the pre development
conditions for the 1-year, 2-year, and 10-year, 24 Hour SCS Storm and as a result complies with the
Town of Wake Forest Phase II requirements.
STORM PRE- POST- ROUTED DIFFERENCE ELEVATION
DEVELOPED DEVELOPED FLOW
FLOW FLOW
ear cfs cfs cfs cfs
1 10.49 17.31 9.23 -1.26 272.56
2 14.74 22.11 12.55 -2.19 272.60
10 26.71 34.76 25.47 -1.24 272.73

REFERENCES
(1) Technical Re/ease No. 55, USDA Soil Conservation Service, December 1993
(2) http://websoilsurvev.nres.usda.qov/app/, 2016
(3) National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service, 1972
(4) http://hdsc.nws.noaa.pov/hdsc/pfds/,2016
(5) The Town of Wake ForesYs Phase ll Stormwater Ordinance, Town of Wake Forest, July 16, 2013
(6) Stormwater Best Management Practices Manual, NCDENR, July 2007

SOILS MAP

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Hydrologic Soil Group—Wake County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Wake County, North Carolina (NC183)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApC2 Appling sandy loam, 6 to B 1.6 28.4%
10 percent slopes,
moderately eroded
ApD Appling sandy loam, 10 B 3.4 60.3%
to 15 percent slopes
CeC2 Cecil sandy loam, 6 to 10 B 0.2 2.7%
percent slopes,
moderately eroded
WkE Wake-Wateree complex, D 0.5 8.6%
10 to 25 percent
slopes, very rocky
Totals for Area of Interest 5.6 100.0%
U��a Natural Resources Web Soil Survey 3/28/2016
� Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Wake County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.• None Specified
Tie-break Rule: Higher
U��a Natural Resources Web Soil Survey 3/28/2016
� Conservation Service National Cooperative Soil Survey Page 4 of 4

COMPOSITE RUNOFF CURVE NUMBERS

Project : 981 Crossing - Wake Forest Development Sheet : 1
Project No.: 14-107 Date : 5/17/2017
Designed by: KAB Revised: 5/17/2017
Checked by: KAB
Pre and Post Developed drainage area
SCS RUNOFF CURVE NUMBERS
PRE-DEVELOPED CONDITIONS
BASIN LAND USE SOIL HYDROL. AREA AREA CURVE NO CN x
NAME GROUP (AC.) ( % ) (CN) AREA
Open, Fair Condition ApD, ApC2, CeC2 B 3.28 63.30% 69 226
Impervious ApD, ApC2, CeC2 B 1.06 20.39% 98 103
Open, Fair Condition WkE D 0.27 5.14% 84 22
Impervious WkE D 0.58 11.17% 98 57
TOTALS 5.18 100.0% 408
WEIGHTED CN (PRE-DEVELOPED) = 79
POST-DEVELOPED CONDITIONS
BASIN LAND USE SOIL HYDROL. AREA AREA CURVE NO CN x
NAME GROUP (AC.) ( % ) (CN) AREA
Open, Fair Condition ApD, ApC2, CeC2 B 1.29 24.87% 69 89
Impervious ApD, ApC2, CeC2 B 3.05 58.86% 98 299
Open, Fair Condition WkE D 0.27 5.14% 84 22
Impervious WkE D 0.58 11.13% 98 56
TOTALS 5.18 100.0% 466
WEIGHTED CN (POST-DEVELOPED) = 90

RAINFALL DATA

Precipitation Frequency Data Server
Page 1 of 4
._ NOAA Atlas 14, Volume 2, Version 3 �,..�,�
�� �. Location name: Wake Forest, North Carolina, US* }� �
Latitude: 35.9675°, Longitude: -78.5437° €'� �
Elevation: 278 ft* �' �
,.�a
* source: Google Maps ^w.,,; „.9'^
POINT PRECIPITATION FREQUENGY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular � PF qraphical � Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)' I
Average recurrence interval (years)
)uration 0000000000
1 2 5 10 25 50 100 200 500 1000
5-min 0.402 0.468 0.535 0.599 0.663 0.713 0.757 0.796 0.835 0.875
(0369-0.440) (0.430-0.51 1) (0.491-0.584) (0.548-0.653) (0.604-0.722) (0.646-0.776) (0.683-0.824) (0.713-0.868) (0.745-0.915) (0.771-0.957)
10-min 0.643 0.749 0.857 0.958 1.06 1.14 1.20 1.26 1.33 1.38
(0.590-0.702) (0.687-0.818) (0.786-0.935) (0.876-1.04) (0.963-1.15) (1.03-1.24) (1.09-131) (1.13-138) (1.18-1.45) (1.22-1.51)
75-min O.S03 0.942 1.08 1.21 1.34 1.44 1.52 1.59 1.67 1.73
(0737-0.878) (0.864-1.03) (0.994-1.18) (1.11-1.32) (L22-1.46) (1.30-1.57) (1.37-1.66) (1.43-1J4) (1.48-1.82) (1.53-1.89)
30-min �•70 130 1.54 1.76 1.98 2.17 2.33 2.48 2.66 2.80
(1.01-1.20) (1.79-1.42) (1.41-1.68) (1.61-1.97) (7.81-2.16) (1.96-2.36) (2.10-2.54) (2.22-2J0) (236-2.90) (2.47-3.06)
60-min �•37 1.63 1.95 219 2.64 2.93 3.21 3.47 3.81 4.09
(1.26-1.50) (1.50-7J8) (1.81-2.75) (2.09-2.49) (2.47-2.88) (2.66-3.20) (2.89-3.49) (3.71-3J9) (339-4J6) (3.67-4.47)
2-hr �•61 1.91 234 2.74 3.21 3.61 3.99 4.39 4.89 533
(1.46-1.77) (1J5-2.10) (2.73-2.57) (2.48-3.00) (2.89-3.50) (3.24-3.94) (3.57-437) (3.89-4J9) (430-535) (4.64-5.84)
3-hr �•�0 2.03 2.49 2.93 3.47 3.94 4.41 4.89 5.53 6.10
(1.55-1.88) (1.86-2.24) (2.27-2J5) (2.66-3.22) (3.13-3.81) (3.53-433) (3.92-4.83) (432-536) (4.83-6.06) (5.27-6J0)
6-hr Z•04 2.44 3.00 3.53 4.20 4.79 5.38 5.99 6.82 7.57
(1.57-2.26) (2.23-2.69) (273-3.29) (3.21-3.87) (3.80-4.59) (430-5.23) (4J9-5.87) (5.28-6.53) (5.94-7.43) (6.50-8.26)
12-hr Z'41 2.88 3.55 4.21 5.04 5.79 6.55 7.35 8.46 9.47
(2.21-2.65) (2.65-3.16) (3.26-3.89) (3.85-4.67) (4.58-5.50) (5.21-6.29) (5.83-7.11) (6.48-7.97) (734-9.77) (8.09-103)
24-hr Z•$6 3.45 432 5.01 5.93 6.67 7.42 8.19 9.24 10.1
(2.67-3.07) (3.23-3.71) (4.04-4.64) (4.67-537) (5.52-636) (6.15-7.15) (6.86-7.96) (7.54-8.79) (8.48-9.92) (9.20-10.8)
2-ddy 332 3.99 4.96 5.72 6.74 7.55 8.36 9.20 103 11.2
(3.10-3.56) (3.74-4.29) (4.63-533) (533-6.14) (6.26-7.24) (7.00-8.10) (7.73-8.98) (8.48-9.89) (9.48-11.1) (70.3-12.1)
3-ddy 3.52 4.22 5.22 6.01 7.07 7.92 8.77 9.65 10.8 11.8
(329-3J6) (3.96-4.52) (4.89-5.59) (5.61-6.43) (6.58-7.57) (7.35-8.47) (8.12-9.40) (8.90-10.3) (9.95-11.6) (10.8-12.7)
4-day 3.71 4.45 5.48 630 7.41 8.29 9.18 10.1 11.3 123
(3.48-3.97) (4.17-475) (5.74-5.85) (5.89-6.72) (6.90-7.90) (770-8.85) (8.50-9.81) (933-10.8) (t0A-12.2) (71.3-13.2)
7-day 430 5.13 6.24 7.13 833 9.28 103 113 12.6 13.7
(4.04-4.59) (4.52-5.47) (5.86-6.65) (6.67-7.59) (7.77-8.SS) (8.64-9.90) (9.52-10.9) (10.4-72.0) (11.6-13.5) (72.5-14.7)
10-day 4•89 5.82 6.99 7.91 9.15 10.1 11.1 12.1 13.4 14.5
(4.60-5.21) (5.47-6.19) (6.56-7.44) (7.42-5.42) (8.56-974) (9.45-10.8) (103-11.9) (11.2-12.9) (12.4-74.4) (73.4-15.5)
20-day 6.56 7.74 9.14 103 11.8 12.9 14.1 15.3 17.0 18.2
(6.18-6.97) (7.29-8.23) (8.61-9J7) (9.64-70.9) (17.0-12.5) (12.1-13.8) (13.2-75.1) (143-16.4) (75J-18.2) (76.8-19.6)
30-ddy $'�4 9.57 11.1 12.3 13.9 15.2 16.4 17.6 19.2 20.4
(7.69-8.64) (9.04-70.2) (10.5-71.5) (11.6-13.7) (13.1-14.8) (14.2-16.1) (153-77.4) (16.4-78.7) (779-20.5) (759-27.8)
45-day �0.4 12.1 13.9 15.2 17.0 18.3 19.7 20.9 22.6 23.9
(9.86-10.9) (11.5-72.8) (13.2-14.6) (14.5-76.7) (16.7-17.9) (173-193) (18.5-20.7) (19.7-22.1) (21.2-24.0) (22.3-253)
60-day 12.4 14.5 16.4 17.9 19.7 21.1 22.5 23.8 25.5 26.8
(11.9-13.1) (13.8-153) (15.6-772) (17.0-78.8) (187-20.7) (20.0-222) (21.3-23.7) (22.5-25.1) (24.0-26.9) (252-283)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
lumbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval. The probability that precipitation frequency estimates
�or a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is S%. Estimates at upper bounds
re not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
lease refer to NOAA Atlas 74 document for more information.
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PF graphical
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Precipitation Frequency Data Server
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Average recurrenee interval years
Maps & aerials
NOAA Atlas 14, Valume 2. Version 3 Created (GMTI: Thv Mar 31 13:52:49 201fi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National WaterCenter
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Page 3 of 4
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Precipitation Frequency Data Server
Disclaimer
Page 4 of 4
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.9675&lon=-78.543... 3/31 /2016

PRE-DEVELOPED HYDROGRAPH

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 5.180 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 2.86 in Distribution
Storm duration = 24 hrs Shape factor
Q (cfs)
12.00
10.00
: ��
. ��
4.00
2.00
Pre-Development
Hyd. No. 1-- 1 Year
Thursday, 06 / 1 / 2017
= 10.49 cfs
= 718 min
= 21,081 cuft
= 79
= 0 ft
= 6.00 min
= Type II
= 484
� � � �_.
� � ��
Q (cfs)
12.00
10.00
: ��
. ��
4.00
2.00
r.na
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 5.180 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.45 in Distribution
Storm duration = 24 hrs Shape factor
Q (cfs)
15.00
12.00
• ��
. ��
3.00
Pre-Development
Hyd. No. 1-- 2 Year
Thursday, 06 / 1 / 2017
= 14.74 cfs
= 718 min
= 29,615 cuft
= 79
= 0 ft
= 6.00 min
= Type II
= 484
1 11 ���
� � ��
Q (cfs)
15.00
12.00
• ��
. ��
3.00
�iTiTi1
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 5.180 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.01 in Distribution
Storm duration = 24 hrs Shape factor
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: ��
4.00
Pre-Development
Hyd. No. 1-- 10 Year
Thursday, 06 / 1 / 2017
= 26.71 cfs
= 718 min
= 54,494 cuft
= 79
= 0 ft
= 6.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: ��
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time (min)

POST-DEVELOPED HYDROGRAPH

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 5.180 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 2.86 in Distribution
Storm duration = 24 hrs Shape factor
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
.rn.�
Post-Development
Hyd. No. 2-- 1 Year
Thursday, 06 / 1 / 2017
= 17.31 cfs
= 717 min
= 35,989 cuft
= 90
= 0 ft
= 6.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
r.na
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 5.180 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.45 in Distribution
Storm duration = 24 hrs Shape factor
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
.rn.�
Post-Development
Hyd. No. 2-- 2 Year
Thursday, 06 / 1 / 2017
= 22.11 cfs
= 717 min
= 46,562 cuft
= 90
= 0 ft
= 6.00 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
r.na
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.`
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 5.180 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.01 in
Storm duration = 24 hrs
Q (cfs)
35.00
30.00
25.00
�� ��
15.00
10.00
5.00
.rn.�
Thursday, 06 / 1 / 2017
Peak discharge = 34.76 cfs
Time to peak = 717 min
Hyd. volume = 75,353 cuft
Curve number = 90
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.00 min
Distribution = Type II
Shape factor = 484
Post-Development
Hyd. No. 2-- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
r.na
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

POND REPORTS

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5 Thursday, 06 / 1/ 2017
Pond No. 2 - Sandfilter
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 266.25 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 266.25 1, 785 0 0
0.50 266.75 1, 785 892 892
1.00 267.25 1, 785 892 1, 785
1.50 267.75 1,785 892 2,677
2.00 268.25 1, 785 892 3, 570
2.50 268.75 1, 785 892 4,462
3.00 269.25 1,785 892 5,354
3.50 269.75 1,785 892 6,247
4.00 270.25 1, 785 892 7,139
4.50 270.75 1,785 892 8,032
5.00 271.25 1,785 892 8,924
5.50 271.75 1,785 892 9,817
6.00 272.25 1,785 892 10,709
6.50 272.75 1,785 892 11,601
7.00 273.25 1,785 892 12,494
7.50 273.75 1,785 892 13,386
8.00 274.25 1,785 892 14,279
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) Inactive 0.00 0.00 0.00 Crest Len (ft) = 35.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 272.25 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 3.33 3.33 3.33
Invert EI. (ft) = 0.00 0.00 0.00 0.00 Weir Type = 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) = 0.880 (by Contour)
Multi-Stage = n/a No 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 (ft)
8.00
6.00
4.00
2.00
0.00
0.0
30.0
Total Q
Stage / Discharge
60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0
Elev (ft)
274.25
272.25
270.25
268.25
266.25
300.0
Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Pond No. 1 - Vault
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 264.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 264.00 1, 335 0 0
0.50 264.50 1,335 667 667
1.00 265.00 1, 335 667 1, 335
1.50 265.50 1,335 667 2,002
2.00 266.00 1,335 667 2,670
2.50 266.50 1, 335 667 3, 337
3.00 267.00 1,335 667 4,005
3.50 267.50 1,335 667 4,672
4.00 268.00 1, 335 667 5, 339
4.50 268.50 1,335 667 6,007
5.00 269.00 1,335 667 6,674
5.50 269.50 1,335 667 7,342
6.00 270.00 1,335 667 8,009
6.50 270.50 1,335 667 8,677
7.00 271.00 1,335 667 9,344
7.50 271.50 1,335 667 10,011
8.00 272.00 1,335 667 10,679
8.50 272.50 1,335 667 11,346
9.00 273.00 1,335 667 12,014
9.50 273.50 1,335 667 12,681
10.00 274.00 1,335 667 13,349
Culvert / Orifice Structures Weir Structures
Thursday, 06 / 1 / 2017
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 14.00 6.00 Inactive Crest Len (ft) = 20.00 Inactive 0.00 0.00
Span (in) = 24.00 15.00 29.00 0.00 Crest EI. (ft) = 272.75 273.20 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.00 2.54 3.33 3.33
Invert EI. (ft) = 264.00 264.00 269.50 0.00 Weir Type = Broad 90 degV --- ---
Length (ft) = 30.00 0.50 0.50 0.00 Multi-Stage = Yes Yes No No
Slope (%) = 1.50 0.50 0.50 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes 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 (ft)
10.00
8.00
6.00
4.00
2.00
0.00
0.00
5.00
Total Q
Stage / Discharge
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Elev (ft)
274.00
272.00
270.00
268.00
266.00
264.00
50.00
Discharge (cfs)

ROUTED HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
STWM DEVICE
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2- Post-Development Max. Elevation
Reservoir name = Sandfilter Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
STWM DEVICE
Hyd. No. 3-- 1 Year
0.00 -
0 120 240 360 480 600 720 840 960 1080
Hyd No. 3 Hyd No. 2 1111117�1 Total storage used = 11,246 cuft
Thursday, 06 / 1 / 2017
= 17.30 cfs
= 718 min
= 23,262 cuft
= 272.56 ft
= 11,246 cuft
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
0.00
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 4
ROUTED FLOW
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 3- STWM DEVICE Max. Elevation
Reservoir name = Vault Max. Storage
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
ROUTED FLOW
Hyd. No. 4-- 1 Year
Thursday, 06 / 1 / 2017
= 9.231 cfs
= 723 min
= 23,257 cuft
= 267.10 ft
= 4,136 cuft
� � � �—
� � ��
Q (cfs)
18.00
15.00
12.00
• ��
. ��
3.00
r.na
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 1111117� Total storage used = 4,136 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
STWM DEVICE
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2- Post-Development Max. Elevation
Reservoir name = Sandfilter Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
STWM DEVICE
Hyd. No. 3-- 2 Year
0.00 -
0 120 240 360 480 600 720 840 960 1080
Hyd No. 3 Hyd No. 2 1111117�1 Total storage used = 11,339 cuft
Thursday, 06 / 1 / 2017
= 22.05 cfs
= 718 min
= 33,712 cuft
= 272.60 ft
= 11,339 cuft
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
0.00
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 4
ROUTED FLOW
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 3- STWM DEVICE Max. Elevation
Reservoir name = Vault Max. Storage
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
ROUTED FLOW
Hyd. No. 4-- 2 Year
Thursday, 06 / 1 / 2017
= 12.55 cfs
= 723 min
= 33,708 cuft
= 269.23 ft
= 6,954 cuft
� �� �
� � ��
Q (cfs)
24.00
20.00
16.00
12.00
: ��
4.00
r.na
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 1111117� Total storage used = 6,954 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
STWM DEVICE
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2- Post-Development Max. Elevation
Reservoir name = Sandfilter Max. Storage
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
35.00
30.00
25.00
�� ��
15.00
10.00
5.00
.rn.�
STWM DEVICE
Hyd. No. 3-- 10 Year
Thursday, 06 / 1 / 2017
= 34.59 cfs
= 718 min
= 62,266 cuft
= 272.73 ft
= 11,560 cuft
�
0 120 240 360 480 600 720 840 960 1080
Hyd No. 3 Hyd No. 2 1111117�1 Total storage used = 11,560 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Hyd. No. 4
ROUTED FLOW
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 3- STWM DEVICE Max. Elevation
Reservoir name = Vault Max. Storage
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
�� ��
15.00
10.00
5.00
.rn.�
ROUTED FLOW
Hyd. No. 4-- 10 Year
Thursday, 06 / 1 / 2017
= 25.47 cfs
= 721 min
= 62,261 cuft
= 272.72 ft
= 11,611 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
r.na
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4 Hyd No. 3 1111117� Total storage used = 11,611 cuft

SAND FILTER CALCULATIONS

PRo�ECT: 981 Crossing
PROJECT NO.: "I4-'I O7 SHEET: 'I
DESIGNED BY: RBR DATE: O5/ZF)/'I7
CHECKED BY: KAB
�ocaTiorv: Sand Filter 1
Sand Filter Desi n
Drainage Area: 5.18 ac Proposed Sedimentation Chamber & Filter Chamber Dimensions
Impervious Area: 3.62 ac Sedimentation: Filter:
Hmax:' 6.00 ft Width: 17.3 17.3
Depth of Sand (Df):Z 1.5 ft Length: 51.0 51.0
Sedimentation Surface Area (As): 880 sf Height: 3 8.0 8.0
Filter Surface Area (Af): 880 sf
Single Vault: y
Volume Calculations
Rv 0.68 Hmax As + Af
WQV:4 12,786 cf 2.0 4,795.0
WQV(adj): 9,590 cf 3.0 3,196.7
Minimum As + Af: 1,598.3 sf TRUE 4.0 2,397.5
Minimum As: 845.4 sf TRUE 5.0 1,918.0
Minimum Af: 733.6 sf TRUE 6.0 1,598.3
Proposed WQV:S 10,710 cf TRUE
Underdrain Calculations Notes
K of inedia:s 3.5 ft/da 1. Hmax between 2& 6
Safety Factor:' 10 2. Minimum depth of sand is 1.5'
n of underdrain 0.013 3. An assumed height of 0.5' is included to account for the underdrains
Slope: 0.00 % 4. Calculated using Schueler's Simple Method as described in chapter
Underdrain pipe diameter: 4.0 in 3 of NCDENR BMP Manual
Number of underdrain pipes: 3 pipe 5. The weir wall between the two chambers is assumed to be 0.5'. The
area above the weir wall is included in the volume calculations.
Q(peak):$ 0.178 cfs 6. K value of 3.5 ft/day taken from chapter 9 of NCDENR BMP Manual
Q(Average): 0.089 cfs 7. Safety factor should vary between 2 and 10 per section 5.7 for the
Q(Underdrain): 1.78 cfs NCDENR BMP Manual
Min. Diameter (single pipe) 21.9 in 8. Q peak calculated using Darcy's equation.
Min. Area (single pipe) 2.618 sf
Proposed Area (underdrains) 0.262 sf
STIMMEL ASSOCIATES, P.A. 601 NORTH TRADE STREET, SUITE 200 WINSTON-SALEM, NC 27101 [phone]

DRAINAGE AREA EXHIBITS

�� �� I���� 6p1 N. TRA�E ST�tEET, SUITE 2{)0
n'" � WIIUSTON-SALEl111, NC 271 al
www.stimmelpa.cosn 336.72�.1467
LAkOSCAPE ARCFfITECTLIftE CIVIL E�[tiIWEERING LAND PLAND111+EG
PRE-DEVELOPED
CONDITIONS ��
NOTE: SOIL TYPES PER �`
USDA WEB SOIL SURVEY MAP
DRAINAGE AREA
BOUNDARY
dat2: 05-16-2017 jOb #: 14-107
project: g81 CROSSING
scale: 1�� = 120° sheet i of i
d2SCClptlOn: SITE COVERAGE
PRE-DEVELOPED CONDITIONS
� � �
�
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`�
�
. � ��.�'
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a�: -
�•�
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1
--, �� ��
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SOIL CLASS —
BOUNDARY, CeC2
TYPICAL
� \ SOIL CLASS �
\ o BOUNDARY,
TYPICAL
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,
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� PROPERTY
` BOUNDARY
,
_ �
�. � - - _ - -_ _ - -- -
NC HIGHWAY 98
C�RAI�IAC�E AREA = 5.175± �cres
Pre Dev
Open Areas
ApD: 107,736 sf = 2.473 Ac.
ApD: 4,205 sf = 0.097 Ac.
WKE: 11,582 sf = 0.266 Ac.
ApC2: 30,739 sf = 0.706 Ac.
— `� \ � SCALE: 1" = 120'
Pre Dev �20 0 �Zo
I m pv. Areas
ApD: 30,739 sf = 0.706 Ac.
ApD: 2,842 sf = 0.066 Ac.
WKE: 25,098 sf = 0.578 Ac.
ApC2: 12,304 sf = 0.283 Ac.

i,,�""� ��� i���� 6p1 N. TRADE STitEET, SUITE 2{)0 date: 05-1 s-2o 1 � j Ob #: 14-107
WIIUSTON-SALEl111, NC 271 al ro ect: g81 CROSSING
- www.stimmelpa.cosn 336.72�.1467 p J
LAkOSCAPE ARCFfITECTLIftE CIVIL E�[riIWEERING LAND PLANNIkC, SCale: 1�� = 12�° sheet 1 �f 1
d2SCClptlOn: SITECOVERAGE
POST DEVELOPED CONDITIONS
POST-DEVELOPED � � �
CONDITIONS �� �
� �
� �. %
NOTE: SOIL TYPES PER �� �, � �:�� _ � o� Bou DARY,
USDA WEB SOIL SURVEY MAP O � s' 1'-' � � � TYPICAL
�
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P
� .� � �� 7 �������� s� � a
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DRAINAGE AREA �� �j'� � ��.. � � � �
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BOUNDARY � .r;'�' ��- � �'� �
,
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� �� � � �p� Ap�2�� ��� ApD �
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� PROPERTY /
1 BOUNDARY
� � �r ,�, — —
a��_ _ . _ _ �� -- --
--- --- - --
.� �� - --
_ NC HIGHWAY 98
1 BOUNDARY, CeC \ \\
� TYPICAL �
�� � ��
IDRAINAGE AREA = 5.175± acres
120'
120

SWM PLAN AND DETAILS

GRADING, AND DEMOLITION NOTES:
,, � �,� �� � � � � , �� � , , ,
1. PRIOR TO ANY CONSTRUCTION GENERAL CONTRACTOR TO VERIFY THAT ALL REQUIRED PERMITS ARE ON / 1, - � / o ° , O\\ �° � �� � °4 I I � I
FILE WITH THE APPROPRIATE AGENCIES. / //// / �� II � CI45 _ � S Q Q��\\� g1� �/ � J I I I I I I I I
2. CONTRACTOR TO MAINTAIN STREETS TO BE FREE OF SEDIMENT DURING ALL PHASES OF CONSTRUCTION. � EL 28622 GRATE - 28575 �/ � I a / � /// ( I I I I I I
� / EL 286.22 � � INV OUT = 282.10 ° \� �� I
3. GC IS RESPONSIBLE FOR VISITING THE SITE IMMEDIATELY AFTER EACH RAIN TO INSPECT FOR EROSION �// �/ �/ ��� I � � � / p �\ \\ I I I \ I I I
ENTERING THE STREAM RESTORATION AREA AND FIXING IMMEDIATELY. � � a � 6, �� � � I��g / \\ I I I I
4. THE EXISTING UTILITIES AND OBSTRUCTIONS SHOWN HEREON ARE FROM THE BEST AVAILABLE RECORDS � � � �F -a � �� � �� I ��
/ � �' � I I
AND SHALL BE VERIFIED BY THE CONTRACTOR TO HIS SATISFACTION PRIOR TO CONSTRUCTION. NEITHER �� � - � � N � \ � ° � � , �� � � � \ � � � I I
THE OWNER NOR THE LANDSCAPE ARCHITECT OR THE ENGINEER WARRANT OR GUARANTEE THE �/� � � � Zgg � �P� \ ��� � - � � � o � �� � � � � I �� � � �
COMPLETENESS OR THE CORRECTNESS OF THE INFORMATION GIVEN. NECESSARY PRECAUTIONS SHALL BE � / / � _ _ 1 �// � � I
TAKEN BY THE CONTRACTOR TO PROTECT EXISTWG SERVICES AND MAINS, AND ANY DAMAGE TO THEM DUE � � � a N� \ � � __ 7� °3 �� q�� � � � � �� / �/ O a I I I I I I
TO HIS NEGLIGENCE SHALL BE REPAIRED IMMEDIATELY AT THE CONTRACTOR'S EXPENSE. � Ex- �- � % ��' � CI 44 9� C� � � �\ � � � I
� �� � � �1, � co 1 l � � � GRATE = 285.73 � - - _ _ _ � 5 RCP� �� � 289- � � � �� �� � � J � �� � � � � � �
5. GENERAL CONTRACTOR TO VERIFY PROPER COVER OVER ALL EXISTING UTILITIES WITH PROPOSED GRADES. ��� _ CI 43 W� �� -� N � � � 2�p� INV IN = 282.30 (CI 45) -�� _ �� �� / �� / � �� � I � I I i
6. PRIOR TO PLACING FILL ALL FILL AREAS SHALL BE STRIPPED CLEARED AND GRUBBED TO REMOVE TOPSOIL � / GRATE - 284.25 '�' J � INV OUT - 282.00 - � �� \J/// ��
/ ,� 7 � � \ � GRATE = 286.25 � _ - - \ I � I � �' ` g2 I I I I I I
STUMPS, ROOTS, ORGANICS AND OTHER UNSUITABLE MATERIALS. STRIPPINGS SHALL BE STOCKPILED OR � INV OUT = 281.00 ' � � �� �� I I I
REMOVED AS DIRECTED BY THE OWNER. / /�// / / i �° EL 286.61' .� 2g� , INV OUT = 280.74 \ � -- __ � \ 2 �� I I I I
7. ANY BORROW WILL COME FROM A SITE OR SPOIL WILL BE PLACED ON A SITE APPROVED BY THE PROPER � / CI 43 a _\ r\��� � , \ ��^ �\ � � � STMH 15 29� � / � g2 I I I I
JURISDICTION HAVING APPROVAL AUTHORITY OVER THE SITE. A SITE SPECIFIC SEDIMENTATION & EROSION / �/ � GRATE = 284.25 TC 287.05 2g LF 15" RCP @ 1.00% TC 287.24 � � GRATE = 292.73 � 292 2 �'�9 -- -- 2 I I I I
CONTROL PLAN MUST BE APPROVED FOR ANY BORROW OR WASTE SITES. GC IS REQUIRED TO OBTAIN p' • �/ �/ � � TC 290.74 o INV IN = 287.02 (CI 16)
APPLICABLE PERMITS BEFORE PRE-CONSTRUCTION MEETING. / / INV OUT = 281.00 i!� J I��83 LF 15" RCP @ 3.87% �\ 287 \ � G� INV IN = 285.97 (CO 21) TC 293.89 � / a , I I I I I I
�j / / 2 4.84 � TC 286.87 � 288 � 289 INV OUT = 287.02 TC 294.29 � � I I I I
8. ALL STOCKPILE AREAS ARE INTENDED TO DRAIN TO AN APPROVED SEDIMENT TRAPPING DEVICE AND SHALL � / � � 284•93 � TC 287.74 � 290 � = EL 294.50 - 2g TC 293.62 w I I I I I I
BE WITHIN THE LIMITS OF THE DISTURBED AREA SHOWN. � � TC 284.56 � co TC 286.16 �� _� � /_ �- 4 z � ���
� � � CI 1'G `b `�2� � TC 288.33 � � o
� N � � EL 294.50� a � � � � �
9. THE DISPOSAL OF DEMOLITION AND/OR CONSTRUCTION DEBRIS IS NOT ALLOWED ON SITE. ALL SUCH DEBRIS � � GRATE = 286.09 ��� , r'cp c' / - _ � __ � _ � TC 294.14 � N I I
� � TC 286.54 -� ' a� � TC 294.59 � � o� �
SHALL BE DISPOSED OF OFFSITE AT AN APPROVED DISPOSAL SITE GC IS REQUIRED TO OBTAIN APPLICABLE � / INV IN = 278.80 (CI 13) �� ' �� O� TC 293.69 ��- o I 6,
� �a 286.99 � � c� TC 29428 c� a� c�
PERMITS BEFORE PRE-CONSTRUCTION MEETING. INV IN = 278.80 (CI 44) � ' TC 290.88 51 LF 18" RCP @ 1.18% TC 294.76 � � o� N I I I � I I I
10. SEE SHEETS C-2.1 AND C-3.0 FOR STORM DRAINAGE AND GRADWG PLAN. / INV IN = 278.80 (CI 43) a i ' � / I l c� � T29q4 � �� �� N li I I I I I I I I I� I
/ INV OUT = 278.70 I I
� � %_� � TC 287.96 �� ��� 0 61 LF 18" RCP @ 1.00% 6> CI 16 � � ��
� 66 LF 15" RCP @ 4.26 /o co , � o
11. CONTRACTOR TO MAINTAIN POSITIVE DRAINAGE AWAY FROM BUILDINGS AT ALL TIMES. 284.77 `L 102 LF 18" RCP 0.91 /o I
TC 287.97 @
� > � � � � 284.97 � � � CI 13 �b � � N GRATE = 293.39 / � � � � � I
12. NCDOT DRIVEWAY PERMITS ARE REQUIRED FOR EACH CONSTRUCTION ENTRANCE PRIOR TO // i � 284.75 � � `�a' � �� GRATE = 287.46 � CI 14 � INV IN = 287.73 (CI 17) �� �� II
PRE-CONSTRUCTION MEETING. GC SHALL ENSURE ALL DRIVEWAY PERMITS HAVE BEEN OBTAINED PRIOR TO / TC 284.74 � � � INV IN = 283.35 (CI 14) GRATE = 290.24 INV OUT = 287.63 � �� I I I I I
PRE-CONSTRUCTION MEETWG. ' / 284:87 � �\ 52 LF 15" RCP @ 3.00% \ INV IN = 280.45 (YI 46) / INV IN = 286.41 (STMH 15) I �� ` EL 29378 , \r -� I I I I I I I
� � � � � � INV OUT = 280.35 � INV OUT = 286.19 � 294.60 � � � � � �
�� FLUSH 284.28 � `28 � � p� � 294.60 w
\��/ / FLUSH 284.37 TC 285.88 ' L o � � ` �Y �� � , , � I ���o ( N I' I I I
TC 287.84 � � °� TC 295.40 I I
/ / TC 285.17 TC 286.01 �- TC 287.99 \� N N I ry I QjN \ a' a a� � o o° � � a.� a°� a' , %g M � I I � I I
� � �� I �I
� � � �0 -- TC 287.21 � A � � � TC 295.40 � � � `� � � ` � � rn N
� �� 285.71 �' � �
� � � �=a �TC 295.28 � �
� C117 � � �
� / / � l TC 287_97 - - 67 LF 8" HDPE @8.07% ° I I I
�, 42 LF 18" RCP @ 1.00% � � TC 294.72 0 � a � GRATE = 292.68 I I I
TC 288.25 - - � TC 295.40; � � \ TC 293.18 INV IN = 288.75 (CI 18) I
� /� � � � CI 11 - _ � � � � � �Y % �' / � --0' ' � INV OUT = 288.66 � � I
CI 5 �g�` � \ , GRATE = 284.91 - - - � - ; y % / ° � a / � I � I I I I I
� � GRATE = 284.13 �� 284.80 INV IN = 278.28 (CI 12) _ -� - -_ _ � ! TC 294.49 � o�
� -
� � INV IN = 277.96 (CI 11) / �- - - � INV OUT = 278.18 - - TC 290.64 -- / I
� INV IN = 280.00 (CI 6) �'� � i � 290 _ TC 291.04 � � _ \ TC 294.71 / � N / / � � \ I I
/ \ / / INV OUT = 278.08 � � \� \ � \ i 287.04 / � - � � - - - � / � - TC 295.24 - o � \ , w I I I Q I `
� 284.73 � y oo � _ � _ x/ - a rn � z �
� 283.51 � � � � � � � % � � � � � � o � � I
286.03 � o � /
, � �
� ��� � � 283.61 '� , , ` N � �i _ ��° a� / F�E 295./50 =� � � l
\ � 285.97 % i / _ - a \ �'� 1 I I 1 1 I
� � � � , 287.18 � � � � _ � TC 294.97 / / � � ' � I %
� � FLUSH283.21 � / � IIIIIIII��� V � � ���,� �, � �- -� /
� � � o a ' �
�� 35 LF 18" RrP <<-- °� TC 295.37 TC 293.89
� 283.69, o � � 22 LF 18" RCP @ 1.00% � ' � - _�' - _ � N o � � PAVE 294.87 a `� TOP � 294.615 � � � � a � ° FLUSH 294.74 � � � � � � � � � �
FLUSH 283.09 � <. � . ° � A I o _ _ � N N � _ INV OUT = 290.89 � � � � �
� TC284.01 ��, o � e.., �. -_� rn / i �
� � � A � �� � TC 2 .�47 68 LF 18" RCP @ 2.46 /o � 287.15 � c� � � �� � ; - j ' � � � � � �
� TC 283.47 / � . � � � � � °� � / i � TC 295.24 0� � `3
� I 42 �� � � � � ° r � PAVE 294.87 p � ' TOP 295.37 � � �% � � � � �
� �
� �� C �,� � � TC 287.42 TC 288.38 , � 294.50 �
�� GRATE = 282.96 � � � � ° ° � � � �o � � � � � � � TOP 295.37 295.50 �� � ' � � �
INVOUT=278.00 � � ����� ��� � �4 � � � � TC288.58 � / � � v /1 � � � �
283.57 / ; N N- TC 293.53 295.50 TC 294.47
16 LF 18" RCP � 2.00%�f- ` � � � � � `� �" � 286.64 ,� r � ,' TC 288.74 PAVE 294.87 � �
, � � � N TC 287.26 "� TC 293.36 � � � � � � � � TC 294�59 � � � � � �
STM H 4 TC 283.20 / / 285.42 � � o � I ° c�� � i � � � ` �� � �
RIM = 283.45 � � � �� � � �� I � � I _ � , FLUSH 294.87 295.00 � � � �T�� � o � �
� '"� INV IN = 277.68 (CI 42) � � � 285.38 � � FLUSH 285.45 � � TC 293.70 ��2 � � � ° � �� � � � � �
a �
� � � � � �� � �
INV IN = 277.73 (CI 5) , � � � FLUSH 285.53 �
� � INV OUT = 277.58 � �� � i� � � . � � � � TC 287.21 � � 6� �
' ' '�' � 294.50 FLUSH 294.87 � g � ,n � N I �
� ��� �� �' 15 LF 18" RCP @ 9.54% � � gy�/ 285.50 � , � TC 287.10 TC 288.49 � PAVE 2g4.87 295.00 � � �� � 1 �
�� �' '� V / TW 282.81 �, � ��� � � � CI 6 �� 295.50 I � TC 295.08 �
� �� � I
� � � � �� _ CI 3 � � � � � i' � � � ::, 286.49 TC 287.30 i GRATE = 28671 �� � a � TOP 295.37 � � � ° TC 294.85 � � � � 132 LF 18" RCP @ 0.8% �
� ,� GRATE - 284.68 � �� � � � � � TC 287.67 INV IN = 281.77 (STMH7) TC 292.86 � � �� � � � I
/ � �, INV IN = 276.14 (STMH 4) � � I � TC 285.54 �� TC 285.70 � � 286 57 � � INV OUT = 281.67 ' � 0 a� � � \ � � � � � � � � � �
/ ii / �
� �� � " TC 293.61 F F = 29�. 'rJ� °'a a- _ cfl � � �
INV OUT = 267.54 �� i I I TC 285.68 �
� � / � � � ' � i �� � � � �' I � �9 293 0� � �
w
;/� V N Zag TC 287.2 I N o
I I I I I I
�� 12 LF 18" RCP 10.56°// i� I , I ' �X �,��, �, TC 287.48' I I I� � TC 29322 1 � � a� a , I
�'',� @ , / � ;,'� , I _ ,-k � � � , � � i � � � I
ti w �2/ ! � / o�. ; �;�,,� �, .� 2�� �� o � ��� I o i I I I � I
/2 a aa �
I
, y / ; i � ,, 66 LF 18" HDPE @ 1.00% � \ I I I I
,� / STMH 35 / , I I�� � TC 288.27 STMH7 TC 289.76 � 93 LF 8" HDPE @ 1.00% 1 I I
RIM = 280.50 / � i I I I��'2 TTC 288 02 TOP = 288.755 TC 289.81 � � � \ � � a �,��` I I I I I
� INV IN = 268.00 (YI 36) o" TC 290.05 TC 293.34 a � i 1' I I I
� I N V O U T = 2 6 6. 7 7 / c y� b j TC 288.26 INV OUT = 282.4 �o� C O 2 2 PAVE 2 94. 87 � I I I
� / � T C 2 8 9. 8 0 \ � TOP = 294.586 TOP 295.37 �I \ � `� T C 2 9 4. 2 2 ' � I I I I I I I
4� A P P R O X I M A T E �/ � j� I ��� \ T C 2 9 3. 1 7 c� i �a'' I
W A T E R M A I N� I / _� � 4 I �, I' I � � � p I N V O U T = 2 9 1. 9 2 0 � a� � N � I I
/ LOCATION PER GIS �/ / N � ` a\ � J � � '- \��. ,; � ' N N `� T C 2 9 3. 7 1 I 1 � ( a I I I I I I I I
��
/ / / �` f � � , � I �. TC 290.35 TC 293.19 � � \ � = I w
74 LF 18" RCP @ 1.00% / / I � � �. li � TC 288.36 TC 290.11
/ / /, / ��S ' I I TC 290.43 � I � 1 � e. / % i i I � I I I I �
��/ � °� I ' � Tc2so.2o � / FFE N295.5�0 \ T C 2 9 3. 9 8, � c i � s _ I I I I I�
/ �� � �' L� � 2 8 8 I � I C I 9 �, � _ � a •�,� T C 2 9 4. 2 5 G R A T E 2 9 3. 1 8 �
'� cb � , � �� � i , � �� TOP = 288.400 �
\ j INV IN = 289.91 (STMH 19) I I I I I I C�
20 LF 15" EXIST RCP @ 11.10% � BW ��9.00 � �N �S� � � I ��� j � � INV OUT = 285.30 � TC 288.32 � � � � �� TC 294.20 INV OUT = 289.81 � � � � Z L
� � � �
� TW 289.75 ryQ>O ^ / / � I I i i I i i �,i � � 18 LF I 46 LF CI 10 TC 292.82 TC 293.72 � a i 1 ---_ / TC 294.25 % /// / I I I (n �'
, CI 40 � � � 15" RCP TOP = 290.058 TC 293.51 � / / -
i DOGHOUSE STRUCTURE �' TC 289.35 i TC 289.63 i I � II @ 2 23% 15" RCP / I
;� � i ",�- I I °@ 1.00% � INV OUT = 282.99 52 LF 8" HDPE 1.00% N � I I � � W
TOP = 27970 / � � ! � I � � 288.93 � � TC 289.43 � � � TC 290.45 �� � � ' � a � o � �� � � � �
INV OUT = 273.14 � /� � �' 2892gg.06 �, j� `' 289•02 �` �� � g�-� TC 289.38 � TC 290.69 TC 292.84 _ CO 23 � o° � 56 LF 15" RCP @ 0.81 /o i o� � � �
�� � � 28 a TOP - 294.540 � � N � o� o � �
YI 36 ^ ^ M I I I I � TC 289.52 � 50 LF 15" RCP @ 1.79 /o TC 290.91 \ TC 292.91 - _ � N
i �b N I INV OUT = 292.54 cv �
NCDOT STD. 840.04 � � � I �� ��� I � .� �I I � i� � � 37 LF 12" HDPE @ 1.08% TC 290.86 N � ��� _ �g� � �� � � � � � � �c� � � ( � � �
i � � i� � �
THROAT = 274.61 co II 56 LF 24" RCP 1.50% N � 0 ___ `u � °' I �
INV IN = 268.84 STMH 37 �N � � � � � � � -� � � � s' CO 28 � � � @ 3.00 /o � °' � TC 294.75 � � � � � � N �
� � 28 LF 12" HDPE ° / STMH 25 � � TC 295.23 �� � T_'I I� I I ���
� � I � FLUSH 289.50 ' TOP = 290.101 � �
INV IN = 270.87 (CI 40) r TC 289.98 vf INV OUT = 285.00 � 29� STMH 24 TOP = 291.851 TC 294.90 �� o STMH 19 °�� � � ��
INV OUT = 268.74 AD 33 I FLUSH 289.97 I I INV OUT = 287.05 i TC 292.! 294.14 295.50 - / TC 294.74
GRATE = 294.30 I �
TOP = 289.881 ' � I I I I � I 290.00 290.00 TOP = 290.871 / I 292.09 292.91 295.48 / I I/' /I / //
I INV OUT = 286.00 ' � � I ' 290.00 ' � INV OUT = 285.40 291.50 291.50 TC 292.53 � TC 295.37 TC 295.35 INV IN = 290.47 (CI 20) ' TC 294.96 I I I
/
� C� 29 �� �I ' 78 LF 12" HDPE 2.00% ` 295.00 INV OUT = 290.37 �
�' �� N � / � � I � ( �
� � � � � I TOP = 290.126 290.00 � � � � � �
26 LF 8" HDPE 1.52% , i 45 LF 12" HDPE @ 1.00% ��� 295.50 �
- I
INV OUT - 285.50
MODULAR RETAINING WALL O BE
o � / � � I
TC 294.75 a TC 295.38
a _ aP
I �� 63 LF 15" RCP @ 1.00 /o I I TC 290.37 \ � TOP 290.87' / U U TC 29323 �" � a / I I I I I I
D IGNED BY A PRpFESSIONAL ENGINEER, I i I a � U �_ � o � � TC 294.73 ° � � 0� I�// I/ I I I
PLANS TO BE PROVIDED AS PART FLUSH 291.87 c9 � I I I
� o PAVE 289.87 'I PAVE 289.87 � PAVE 290.87 PAVE 290.87 FLUSH 291.87 TC 292.37 cP EL 292.68 �' � / ��
ONSTRUCTION OCUMENTS AT TIf�IE OF �^ ^ ^ co rn ' PAVE 291.87 PAVE 291.87 FLUSH 294.67 TC 295.38 '
FLUSH 292.85 ) I I
r� � N' , TOP 290.37 TOP 290.37 � PAVE 290.37 TOP 291.37 o PAVE 291.87 PAVE 291.87 I /
FINAL PLAN A�ROVAL BY THE TOWN. %�N <v N c� I I' � I �, ` �, o� �, w o o '
� � � � � I �� � � I R ��4 j � � � � � � �
STMH 2 I � � 290.37 ° i � � � � ` ° TOP 290.87 � _ a TOP 292.37 � FLUSH 292.98 �� � � o � � �
. TOP 290.87 � �, a �' � TOP 292.37 � �
\ � I TC 289.95 � I � i 1 I ' � ��` TOP 291.37 A� I��I o I D TC 29� TC 294.86 TC 294.60 � / / / I I
RIM = 289.47 � j� � 290.50 ` 290.50 291.00 N- 291.50 � 291.81 � � a
, � TOP 292.37 "✓ �` 292.50 ao EL 293.29 � / / / I I I
I INV IN = 263.16 Q i 292.00 �-292.37 f� , EL 293.27 , 33 LF 15" RCP 0.85%
� 1 \ 290.50 291.11 � 292.50 292.50 �°�° CI20
i @
\ \ � INV OUT = 263.15 I , I I I PAVE 290.37 � 290.50 z91.00 C � � TC 293.36 0 1 0 0 2y� _, _ TC 294.03 � I I
_ RATE - 2 . �
I G 93 33
I
�
\
�
� 291.00 � 291.50 STM H 8 � � � �� � � � � � � � �
tH-��-���-� ---��=�fE-�f -H � - N I � � ' '� � �a
r , � � '� � EL 293.98 INV OUT = 290.75 /
� I � � � �� � FLUSH 290.37 � � FLUSH 290.37 RIM = 290.55 � � 0 � EL 292.68 �� � � �
N
I
i � A o TC 293.83 � �
I I I 1 I I I � �D /
STMH 1 °� �
� -
INV IN 284.55 CO 28 I
� � � � � � 46 LF 12" HDPE @ 1.01% INV IN = 284.55 (STMH 24) �p o � TC 293.43 � � � � ��� � � � � � � �
RIM = 279.69 � N ' � � � � � � � 36 LF 12" HDPE 2.95/0 �� �
i
INV IN = 262.46 STMH 2 � � � \ � � , TC 292.89 ° EL 293.59 � � p � ° �
�
� INV OUT = 262.36 TW 290.55 � � I '' � � � � � AD 30 � � � , �� � INV OUT = 284.45 AD 26 c� -- � � � �/ � � � � � � � �
� � ��/ � � � � �
I I I Tc z8s.as GRAT�2�D•� Z9O � FFE � 2..0 ' F E- 291.50 � _ � GRATE = 292.25 EL 294. � , / / I
�, BW 282.50 0 1 - p p EL 293.50 D \ I
46 LF 24" CLASS IV RCP @ 1.50% � � � I � � � � ' „ � INV IN = 286.16 (CI-31) � � � \ � FFE - `�9`�.�0 INV IN - 288.13 (CI 27) �° _ �/ / � �� � � � �
I I N N I I
STMH 37 N
�`� RIM = 277.27 � ' � c� �� I
INV IN = 269.57 (STMH 38)
� INV OUT = 269.47 � � � o
62LF15"RCP@1.00% � � I N
\ ��� � � � ;,� I
� �� � � � � � �
�� � � M � I
N 1
� 62 LF 15" RCP @ 1.00% � \ �,
� TW 290.22
�30 LF 15" RCP @ 11.10% � � � � n �
BW 284.50
�
�\ � �\ \ \ TC 290.61 \ � \
EX CI 41 � � � � �
� GRATE = 284.51 �
�� � INV OUT = 280.30 � �� � � °�°,
STMH 38 � � � � A �
RIM = 279.53
INV IN = 270.29 (YI 39) � �
INV IN = 276.98 (EX CI 41) I `JcP�, �
INV OUT = 270.19 �
� � \ \ �� .� �
� � �
�
�28�_ - _ - � ( � � � ���� � . ,
\
V � � ���
� �
� � V�1 LF 15" RCP @ 1.00%�� �t
� \
� _ � � � � � � �� YI 39 - NCDOT S'
-288 � � � � � � 840.18 & 840
GRATE = 274
\ INV OUT = 271
\ \ \ \ \ V� ,`.� . � .� ..
k i INV OUT = 286.06 / \ \ \ �\ \ � INV OUT = 288.13 0 � D / / //// / � / I I I I /
� o
12' HDPE � I � �� �� � � 30 LF 12" HDPE @ 1.08/0 � / � ���'�� � � � � � I
\ � � -
� I v , � � ��
@ 1.03% I I I / �� \ � N � � / / / � I I I
� \ \ � , / / / / /
� I � CI-31 _ AD 47 _ � � �� � � �� �` ,.�� `Z93 / / j � ,
GRATE - 288.99 � GRATE - 290.27 � � V ` � \ �
TC 289.81 INV OUT = 286.23 � / \ INV OUT = 285.00 \ \ \ \ \ \ 292.30 O' TC 292.98 `L�1 / //� / / / / � / / /
a i � � � � � CI 34 � �� � � \ �� � �g j ���/� � �
� GRATE = 289.69 � FLUSH 292.39 29�•50 � 0
� � 13 LF 8" HDPE (c� 1.46% j INV IN = 284.81 (AD 47) \ \ �'�9 � FLUSH 292.39 N � TC 292.19 � / � / / / � /
� � v_ _ a �NV �UT 276.23 \ \ � ? � � \ TC 292.1� \ TC 292.64 / / �/� /
� ° TC 291.81 �
� 290.50 � 290.75 � � 291.25 � 291.50 � � � • � TC 292J9 TC 292.28 � � � �� j % � �
� � � � � 291 � � � TC 291.33 292 � � � � �/� /
� \ \ TC 291.07 TC 291.71 290 � �_ � � // � / / / /
� � � � TC 289.89 � � � "
29 i I � � TC 290.57 � 2 �9 � A � � � �-•
� ` � � � � 85 � , � � � / � �/ ��i�� � �
� � � TC 290.99 V � V � � / �� � �� ��� 3 �
' 290.50
�-TC290.40 290 � � . � � � � � � � � � � �� � ��� �� �
V 290.50 289 � � � � A � � � �� �" �Q �'N �
288 � 287 � � � � � A � � � _ _ _� --i�, 5, �`'�°,o�N�� /� ) SEE SHEET C-3.0 FOR OVERALL GRADING PLAN
� \ �� 285 286 �� � 285 \ � � A _ /� � SLOPE p CLASS "A" RIPRAP '� ������A
284 a \ \ \ \ \ _ _ / � �� GRAD//�G P R 6" MIN. THICK LINING / �/��/�� �
zaz zas � � � � � _ � � j �� i � ( � � � j � j��� /
, �
� 2sa � o � � _ � � \ � � � , � i � � j%/� �o ��// �
� 280 51 LF 10" HDPE @ 10.00 /o � � � � � � � � i
�. ' '�"�� �' � � � � � � � � i � � / / i � i i `�i��/%�/j a o � � �/// � � zo o zo 4o so
279 ' � � � �" � �
� >�. � _ � � / Zg5 / / � / / �V�j� ��J �� �
� � 277 %�'-� , / � / �� � -a��� �/� / / �� / / / � GEOTEXTILE �����/���A���� �
� �, � � � � , , ,�� i _ ' / - � �/ / / / / UNDERLINER
� �, � � � ' ' � / � �' �� LINE DITCH WITH CLASS "A" RIPRAP. / � �
V �� _ _ 75 _ - - ' ' �� � � A� ,SEEDITCHLININ�CTION� HISSHEET. � / / � �� � � j j � DITCH LINING SECTION A-A �
T
� -'� �- --- �� � � ���������-�-�� � / / / �/ / � � rvoTToscn�e �
� ,�i7
�����.�,�.�� �����.1G�J�� ���- / i � � � � � � .,n i i � ��i��������/�������������� �OI'l�l SCALE: 1" = 20'
�
stimmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N.TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F:336,723.1069
www.stimmelpa.com
SEALS:
PROJECT:
CLIENT:
Moseley REA
1100 Kenilworth Ave,
Suite 210
Charlotte, NC 28204
704-927-9210
Contact: Bill Moseley
DRAWN: KB,RBR,KAB
DATE: 02-02-2017
REVISIONS:
1 04113117 TRC COMMENTS
2 05/08/17 CLIENT / TRC COMMENTS
3 05/30/17 NCDOT COMMENTS
.IOB. NO: 14-107
SHEET TITLE:
FINE DETAIL
GRADING AND
STORM
DRAINAGE PLAN
SCA�E: AS NOTED
SHEET NO.:
C-3.1
QC STIMMEL ASSOCIATES, P.A.

.3
0
0
,
�
0
i
�
�
�
A
A
SEAL PENETRATION °. ° a a a o a
W/ A NON-SHRINK � �`a ° a� a�
GROUT TO PROVIDE
A WATERTIGHT SEAL.
a 6" .
i
24'� RCP OUT "
INV: 264.00
FLOW a
� ��
FLOW
� STEPS (ASTM 478)
CENTER WITHIN HATCH
OVERFLOW _ �
STRUCTURE -
6�
9
a
a
aQ
10
�
N
STEPS (ASTM 478)
CENTER WITHIN HATCH
a .
e' � � ' - .' . . ' � .
. - d� � d ° '. - . ' .
a a �
A-
PLAN VIEW OF PRECAST TOP
FLOW
18" RCP IN
INV: 266.25
oa , a a a a: . a d 8
I aa. .� a ��. °� �� o �. . ° � � ° � ° � �a � °. �I. o
31'
1,130 SQ. FT X 9.25'
= 10,452.50 CU. FT. STORAGE
41'
�
N
�
FLOW
18" RCP IN v
INV: 266.25
aa a 4 a
1� o l `° i°��� °�°a 1 d° a � da I � I q
MIN. 8"
THICK SLAB
SEDIMENTATION CHAMBER
I a
s� � °° .
4" SCH 4Q PVC UNDERDRAIN W�TH
� 6" I 3/8" PERFORATIONS ON 6" CENTERS 1,785 SQ. F1' X 6.0� �
'"� . ON ALL FOUR SIDES (AASHTO M278) = 10,710 CU. FT. STORAGE a
�
r7 _:
.. • . . . - -
,.. , . . ,:
• . .
a
SEAL PENETRATION TO ` ` ` - . -
PROVIDE A WATERTIGHT SEAL � _
. -,.
- TYPICAL ALL PENETRATIONS . ' '
ci.EANouT (rrP.) c5o4 SAN D C HAM B E R s' TYPICAL� � �`
.� � a
-�
� a
51' o
I -
- _ . _.
25' _ a
��� TYP : � " '
. _. � ;.,_ �: , , _
_ . _ , _ - , : ,.
� - . I - .a� a . dla .a. I --a. Ia � .. I. � � _ . d. Q � a 4 0 � ; . ad . - . . ��, . QQ . , . .a _ Q .. .a. .a -. d. Q . . � ° . a a �� a.
a A o , a a o a �; a
WIER ELEV. = 272.75
I
OVERFLOW WEIR I
� 6" H X 29" W ORIFICE
� INV. 269.50
�
INV. 24" OUT = 264.00 � 14" H X 15" W ORIFICE
f � L � INV. 264.00
MIN. 8" TH1CK �
BOTfOM SLAB
PRECAST SANDFILTER VAULT NOTES:
1. THE PRECAST CONCRETE VAULT SHALL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING:
A. CONCRETE COMPRESSIVE STRENGTH OF 5,000 PSI � 28 DAY MiN. (ASTM C94)
B. STEEL REINFORCING BARS ASTM A-615 (Fy=60 KSI)
C. STEEL REINFORCING WIRE ASTM A-185 OR A-497 (Fy=65 KSI)
D. DESIGN LIVE LOAD: AASHTO HS-20
E. EARTH COVER: 3.0' MIN.
F. SOIL UNIT WEIGHT 120 PCF
G. DESIGN SPECIFICATION: AASHTO, 16TH EDITION & ASTM C 890
2. A GEOTECHNICAL REPORT IS AVAILABLE FROM THE OWNER.
3. ALL EXTERIOR JOINTS SHALL BE SEALED WITH CONSEAL 102 SEALANT. WRAP SIDE AND TOP
HORIZONTAL JOINT WITH CONSEAL CS-212 BUTYL RUBBER WRAP (12" WIDE)
4. THE CONCRETE VAULT SHALL BE FREE OF SILT PRIOR TO INSTALLING THE UNDERDRAINS & SAND.
5. PRIOR TO FINAL CERTIFICATION, THE SAND FILTER SHALL BE FREE OF DEBRIS & SILT.
6. ALL VAULT WALL THICKNESSES TO BE DETERMINED BY PRECASTER, HOWEVER SHALL BE A MINIMUM
OF 8" THICK. INTERNAL WALL THICKNESSES ASSUMED TO BE 6" FOR SAND FILTER SIZING
CALCULATIONS. SANDFILTER SIZING TO BE REEVALUATED IF WALL THICKNESS VARIES.
7. IF THE SAND IS INSTALLED PRIOR TO THE SITE BEING FULLY STABILIZED THEN THE SAND FILTER
SHALL REMAIN "OFFLINE (FLOWS DIVERTED THROUGH BY-PASS LINE) UNTIL ALL CONTRIBUTING
AREAS ARE PERMANENTLY STABILIZED AND APPROVAL IS GIVEN BY THE ENGINEER TO ALLOW
FLOWS INTO THE SAND FILTER.
8. SUBMITi'ALS ARE REQUIRED FOR THE PRECAST SAND FILTER VAULT, ASTM-C33 SAND, FABRIC,
UNDERDRAINS, HATCH, JOINT DESIGN AND ANTI-FLOATATION ANCHOR.
WASHED CONCRETE SAND
(ASTM C-33)
THE SAND SHALL BE A CLEAN
ASTMC-33 MEDIUM AGGREGATE
SAND WITH A SIZE RANGE OF
0.02 INCH TO O.Q4 INCH.
FILTER FABRIC
6 OZ. NON-WOVEN MIRAFI N160 OR EQUAL
BETWEEN SAND AND WASHED STONE.
18" RCP IN ''-,� �
INV: 266.25 = �
�
FLOW
� STEPS (ASTM 478)
B CENTER WITHIN HATCH
94.25' CONCRETE FIELD POURED
ANTI-FLOATATION BLOCK
P LAN VI EW W�0 TO P 0 F P R ECAST
WIER ELEV. = 272.25
�
1 1,681 CF DETENTION CHAMBER 1 a,71 a CF SAND FILTER CHAMBER 2 SOUD WALL
C504 PVC C�EANOUT
(TYP)
TOP OF SAND E�EV. = 266.25
8" MIN WASNEO
57 STONE
BEDDING
PRECAST CONCRETE SAND FILTER
SCALE: N.T.S.
� COMBINATION WYE
S ECTI 0 N A-A �'�P'
THE GEOTECHNICAL ENGINEER
SHALL CONFIRM THE SUBGRADE
BEARING PRESSURE AND ISSUE
A WRITTEN REPORT PRIOR TO
SETTING THE STRUCTURE.
LONG SWEEP
90' BEND
- TYPICAL
J
# 57 WASHED STONE
30°X30"
HATCH
4" SCH 40 PVC UNDERDRAIN WITH /
3/8'� PERFORATIONS ON 6" CENTERS -�
ON ALL FOUR SIDES (AASHTO M278)
FILTER MEDIA ENLARGEMENT
30'�X30"
HATCH
I � OVERFLOW WIER
� NORMAL POOL
°' � ELEVAT�ON: 266.25
n
- �
MIN. 8" THICK
BOTI'OM SIAB
�i� BACKFILL VAULT WITH
�� APPROVED FILL MATERIAL
W/ A MINIMUM UNIT
WEIGHT OF 110 #/CF.
CONCRETE FIELD POURED
ANTI-FLOATATION B�OCK
SEE SAND FILTER STRUCTURE
DRAWINGS FOR DETAILS
36.5'
SECTION B-B
CLEAN OUT TO BE SET
ABOVE SURFACE OF SAND �
SURFACE OF SAND
WYE F�TTING WITH
LONG SWEEP
UNDERDRAIN
SEE PLANS FOR
MATERIAL, SIZE
& SLOPE
12"
�=� OUTSIDE TOP ELEV. = 274.75
_���_
�� INSIDE TOP ELEV.: 273.75
-��i �I- SAND FILTER CHAMBER
j�� OVERFLOW WEIR ELEV. = 272.25
I�I I
=111� BACKFILL VAULT WITH APPROVED
������� FILL MATERIAL W/ A MINIMUM
1���I11 UNIT WEIGHT OF 110 #/CF.
_�__��� TOP SAND: 266.25
I-�I I I�
� TOP AGGREGATE: 264.75
aa. ���yFL00R ELEV.: 264.00
6" CLEANOUT
ADAPTER W/
THREADED PLUG
NOTES:
1. CLEANOUT SHALL
BE SOLID WALL
SCH. 40 PVC
AND SHALL BE
VARIES SAME SIZE AS
SEE PLANS UNDERDRAIN
UNLESS NOTED
OTHERWISE ON
THE PLANS.
C�EANOUT DETAI �
SCALE: NTS
�
stimmel
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
LAND PLANNING
601 N.TRADE STREET, SUITE 200
WINSTON-SALEM, NC 27101
P:336.723.1067 F:336.723.1069
www.stimmelpa.com
SEALS:
NCBEES CERT. NO.: C-1347
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CLIENT:
Moseley REA
1100 Kenilworth Ave,
Suite 210
Charlotte, NC 28204
704-927-9210
Contact: Bill Moseley
DRAWN: KB,RBR,KAB
DATE: 02-02-2017
REvisioNs:
1 04113/17 TRC COMMENTS
2 05/08/17 CLIENT I TRC COMMENTS
3 05/30/17 NCDOT COMMENTS
,1oB. NO: 14-107
SHEET TITLE:
SAND FILTER
VAU LT D ETAI LS
SCA�E: AS NOTED
SHEET NO.:
C-6.7
cQ STIMMEL ASSOCIATES, P.A.