20081374 Ver 1_Stormwater Info_20081028

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Stormwater Management Calculations
Belgate -Southern Tract
Prepared for:
Crescent Resources, LLC
400 S. Tryon Street, Suite 1300
Charlotte, North Carolina 28202
© Kimley-Hom and Associates, Inc. 2008
? ? ? Kimley-Horn
and Associates, Inc.
OCT 2 8 ?018
DENk - STORMWATER BRANCH
SANDS AND
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This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific t
purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and
adaptation by Kimley-Hom and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. '

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BELGATE - SOUTHERN TRACT
CHARLOTTE, NORTH CAROLINA
STORMWATER MANAGEMENT CALCULATIONS
Prepared for:
Crescent Resources, LLC
400 S. Tryon Street, Suite 1300
Charlotte, North Carolina 28202
Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, Noirolina 28217
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1/111111t10 X0240$
OCTOBER 2008
KHA Ref: 018253026

TABLE OF CONTENTS
OVERVIEW
SITE MAPS
SITE VICINITY MAP
SCS SOIL SURVEY
FEMA FIRM PANEL
WATERSHED MAPS
PRE-DEVELOPMENT WATERSHED MAP
POST-DEVELOPMENT WATERSHED MAP
WATER QUALITY
WET POND CALCULATIONS
VOLUME AND SURFACE AREA TABLES
WET DETENTION BASIN SUPPLEMENT FORMS
WATER QUANTITY
CURVE NUMBER CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS
HYDROCAD HYDROLOGY REPORT
STORMWA TER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, NC
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Background
OVERVIEW
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This report contains the approach and results of a stormwater analysis conducted for the Belgate
- Southern Tract Site. The 41-acre project site is located in the south east quadrant of the
interchange of Interstate 85 and City Boulevard in the City of Charlotte (see vicinity map). The
site has been mass graded per City of Charlotte permit number GRS-2007223.
Existing Conditions
The existing on-site conditions (before mass grading) consisted of woods and meadow therefore
this ground cover was used in the analysis. The site topography varies from elevation 770 ft to
elevation 720 ft. Site runoff discharges into an existing stream in the middle portion of the site.
This stream drains to a culvert under City Blvd.
Floodplain/Floodwgy
The proposed site does not lie within a 100-year floodway boundary as determined by FIRM
Panel # 3717900070C.
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be
provided using two wet ponds as treatment. The ponds are designed to treat the first inch of
runoff per the Stormwater Model Ordinance for North Carolina and will draw down over a
period of two to five days. Wet Detention Basin 1 and Wet Detention Basin 2 have been
designed to provide a minimum 90% average annual removal of Total Suspended Solids (TSS).
Water Quantity
The proposed wet detention ponds have been designed to address the water quantity
requirements to match pre- and post-development peak runoff rates for the 1-year, 24-hour storm
events. (These ponds will also control the peak runoff rates for the 10- and 25-year, 6-hour storm
events per the City of Charlotte rezoning notes on Petition 2006-155. However, these water
quantity requirements will be reviewed by the City of Charlotte when the site develops.) The
100-year, 24-hour storm event was checked for 6" of freeboard at the top of bank.
Results
Pre-development
1-yr, 24-hr storm Post-development
1-yr, 24-hr storm
DA-1 2.63 cfs 1.80 cfs
DA-2 1.57 cfs 1.43 cfs
' STORMWATER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, NC

Conclusion
The proposed wet detention basins were designed using methods prescribed by the
aforementioned resources. HydroCAD software was utilized to evaluate the pre-development
and post-development flow rates. HydroCAD utilizes TR-55 methods of calculating times of
concentration (based on sheet, shallow concentrated, and channelized flows) and SCS curve
number method of generating hydrographs (results are provided in Appendix C). Based on the
analyses provided herein, the proposed system will be adequate to address the stormwater
requirements of the North Carolina Department of Environment and Natural Resources, Division
of Water Quality.
STORMWATER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, NC

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SITE MAPS
STORMWATER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina

FIGURE
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THIS DOCUMENT. TOGE1MER WTI THE CONCEPTS AND DESIGNS PRESENTED HEREIN. AS AN INSTRUMENT OF SERWZ IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE
OF AND IMPROPER RELIANCE ON THIS DOCUMENT WTIOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES. INC. SHALL BE WTHOUT LIABILITY TO MONEY-HORN AND ASSOCIATES. INC.
K,\CHL_LDEV\018253 Crescent\026 Bel ate\Bel ate Stornwater Management Plan\Calculatlons\Parcel J\SoHs and VlcWWt Ma .dw
' PARCEL J ROADWAY SCS SOIL SURVEY FIGURE
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Kimley-Horn and Associates, Inc. NTS 2
THIS DOCUMENT. TOGETHER " THE CONCEPTS AND DESIGNS PRESENTED M ON. AS AN INSTRUMENT OF SERVICE. IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE
OF AND IMPROPER RELUNCE ON INS DOCUMENT WITHOUT MUTTEI AUTHORIZATION MCI ADAPTATION BY IOUEY--HORN AND ASSOCIATES. NC. SHALL BE w1THOUT UABLITY TO KNBEY-HORN AND ASSOCIATES. INC.

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PRE-DEVELOPMENT
WATERSHED MAP
STORMWA TER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina
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POST-DEVELOPMENT
WATERSHED MAP
' STORMWA TER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina
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WET POND CALCULATIONS
STORMWA TER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina

C M FJ Kimley-Horn
® and Associates, Inc.
WET DETENTION BASIN
Project Information
Project Name: Belgate - Southern Tract
KHA Project #: 018253026
Designed by: BRR Date: 10/8/2008
Revised by: BRR Date: 10/27/2008
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 7.2 Acres
Impervious Area (IA) = 5.8 Acres
Percent Impervious (1) = 80.0 %
Required Surface Area
Permanent Pool Depth: 4.25 ft
SA/DA = 3.65 (90% TSS Removal via Pond)
Min Req'd Surface Area = 11448 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.77 in/in
Storage Volume Required = 20125 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 732.00 ft
Top of Pond Elevation = 732.00 ft
Temporary Pool Elevation = 727.60 ft 16,278
Permanent Pool Elevation = 726.00 ft 11,541
Shelf Beginning Elevation = 726.50 ft
Forebay Weir = 728.00 ft
Shelf Ending Elevation = 725.50 ft
Bottom Elevation = 718.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 16278 sf (Elevation = 727.60)
Area @ Top of Permanent Pool = 11541 sf (Elevation = 726.00)
Volume of Temporary Storage = 22255 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 1 0 :1
Side Slopes of Pond (below shelf) = 3 :1
Is Permanent Pool Surface Area Sufficient (yes/no)? Yes ( 11541 > 11448) sf
Volume of Storage Provided 22255 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 2.30 inches
WET DETENTION BASIN
Project Information
Project Name: Belgate - Southern Tract
KHA Project #: 018253026
Designed by: BRR Date:
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 7.2 Acres
Impervious Area (IA) = 5.8 Acres
Percent Impervious (1) = 80.0 _% (Drainage Area)
Orifice Sizing
Q2 Days = 0.3381 cfs (Flowrate required for a 2 day drawdown)
Qs Days = 0.1352 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 2.70 in (Diameter)
Q Office = 0.135 cfs
Drawdown Time = 5 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=cNV(2gh) Q2 < Q < Q5
c=0.6
A9= Area of Pipe = n/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
10/19/2008
C?? Kimley-Horn
® , and Associates, Inc.
WET DETENTION BASIN
Project Information
Project Name: Belgate - Southern Tract
KHA Project #: 0182 53026
Designed by: BRR Date: 10/8/2008
Revised by: BRR Date: 10/19/2008
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 23.9 Acres
Impervious Area (IA) = 16.1 Acres
Percent Impervious (1) = 67.5 %
Required Surface Area
Permanent Pool Depth: 4.25 ft
SA/DA = 2.975 (90% TSS Removal via Pond)
Min Req'd Surface Area = 30985 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +. 009 (1) = 0.66 in/in
Storage Volume Required = 57036 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 725.00 ft
Top of Pond Elevation = 725.00 ft
Temporary Pool Elevation = 720.60 ft 38,785
Permanent Pool Elevation = 719.00 ft 34,238
Shelf Beginning Elevation = 719.50 ft
Forebay Weir = 722.00 ft
Shelf Ending Elevation = 718.50 ft
Bottom Elevation = 707.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 38785 sf (Elevation = 720.60)
Area @ Top of Permanent Pool = 34238 sf (Elevation = 719.00)
Volume of Temporary Storage = 58418 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 1 0 :1
Side Slopes of Pond (below shelf) = 3 :1
Is Permanent Pool Surface Area Sufficient (yes/no)? Yes ( 34238 > 30985) sf
Volume of Storage Provided 58418 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 2.70 inches

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1
WET DETENTION BASIN
Project Information
Project Name: Belgate - Southern Tract
KHA Project M 018253026
Designed by: BRR Date:
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 23.9 Acres
Impervious Area (IA) = 16.1 Acres
Percent Impervious (1) = 67.5 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.3381 cfs (Flowrate required for a 2 day drawdown)
Qs Days = 0.1352 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 2.70 in (Diameter)
Q orrfrf ce = 0.135 cfs
Drawdown Time = 5 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=CAgd(2gh) Q2 < Q < Q5
c = 0.6
A9= Area of Pipe = Ti/4D 2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
10/19/2008
VOLUME AND SURFACE AREA TABLES
t STORMWA TER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina
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WET DETENTION BASIN
SUPPLEMENT FORMS
' STORMWATER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina
Permit
(to be provided by DWQ)
e ???? W aT ?ROv
r
? y
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION`
Project name Belgate Southern Tract
Contact person Beverly Rosenbloom, El
Phone number 704-319-7699
Date 10/24/2008
Drainage area number 1
II DESIGN INFORMATION
Site Characteristics
Drainage area 313,632.00 ft2
Impervious area 250,905.60 ftz
% impervious 80.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 20,125.00 ft3
Volume provided 22,255.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.58 in
Rational C, pre-development 0.28 (unitless)
Rational C, post-development 0.89 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 2.63 ft3/sec
Post-development 1-yr, 24-hr peak flow 9.31 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 6.68 -ft'/sec
Basin Elevations
Basin bottom elevation 718.00 It
Sediment cleanout elevation 719.00 ft
Bottom of shelf elevation 725.50 ft
Permanent pool elevation 726.00 it
SHWT elevation ft
Top of shelf elevation 726.50 ft
Temporary pool elevation 727.60 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
' Permit No.
(to be provided by DWQ)
11. DESIGN INFORMATION '
' Volume and Surface Area Calculations
SA/DA ratio 3.65 (unitless)
Surface area at the bottom of shelf 8,955.00 flz
Volume at the bottom of shelf 45,466.00 ft3
' Permanent pool, surface area required 11,448.00 f'
Permanent pool, surface area provided 11,541.00 e OK
Permanent pool volume 50,590.00 ft3
' Average depth for SA/DA tables 4.38 ft OK
Surface area at the top of shelf 14,328.00 ff2
Volume at the top of shelf 57,058.00 ft3
Forebay volume 9,712.00 ft3
Forebay % of permanent pool volume 19.20 % OK
Temporary pool, surface area provided 16,278.00 ftz
' Drawdown Calculations
Treatment volume drawdown time
2.60
days
OK
Treatment volume discharge rate 0.10 ft3/s
Pre-development 1-yr, 24-hr discharge 2.63 ft3/s OK
' Post-development 1-yr, 24-hr discharge 1.83 ft3/s OK
Additional Information
Diameter of orifice 2.3 in
Design TSS removal 90 %
' Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 - :1 OK
Vegetated shelf width 10.00 ft OK
' Length of flowpath to width ratio 4.40 :1 OK
Length to width ratio 3.30 :1 OK
Trash rack for overflow & orifice?
id
F
b
d
d Y
2
25 (Y or N)
ft OK
OK 13ASEb ON C ITY of CFfr4?.oT? ?E5161v STajZWf
prov
ree
oar
e .
' Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal ZS-1f R t f?-1?
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
' Drain mechanism for maintenance or emergencies 24-HR EMERGENCY PUMP
1
'
Form SW401-Wet Detention Basin-Rev.4
Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
111. REQUIRED ITEMS CHECKLIST
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.
Pagel Plan
Initials Sheet No.
1. Plans (1" 50' or larger) of the entire site showing:
' Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
' Pretreatment system,
High flow bypass system,
Maintenance access,
' - Proposed drainage easement and public right of way (ROVE,
Overflow device, and
Boundaries of drainage easement.
' C-4 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
' - Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
' - Filter strip.
_ 3. Section view of the dry detention basin (1" = 20' or larger) showing:
' Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
' 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
eAL( 9CID14 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
' to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
'
C?k 7. The supporting calculations.
' 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
' 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Permit No
(to be provided by DWQ)
WNATFRO
O T
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Belgate Southern Tract
Contact person Beverly Rosenbloom, El
Phone number 704-319-7699
Date 10/24/2008
Drainage area number 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,041,519.60 ff2
Impervious area 702,622.80 ff
% impervious 67.46 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 57,036.00 ft3
Volume provided 60,545.00 -ft'
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.58 in
Rational C, pre-development 0.28 (unitless)
Rational C, post-development 0.74 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 1.57 ft3/sec
Post-development 1-yr, 24-hr peak flow 21.76 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 20.19 -ft'/sec
Basin Elevations
Basin bottom elevation 707.00 ft
Sediment cleanout elevation 708.00 ft
Bottom of shelf elevation 718.50 ft
Permanent pool elevation 719.00 ft
SHWT elevation ft
Top of shelf elevation 719.50 ft
Temporary pool elevation 720.60 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
' Permit No.
(to be provided by DWQ)
IL DESIGN INFORMATION
' Volume and Surface Area Calculations
SAIDA ratio 2.98 (unitless)
Surface area at the bottom of shelf 27,740.00 ft'
Volume at the bottom of shelf 133,518.00 ft3
' Permanent pool, surface area required ftz
Permanent pool, surface area provided 31,750.00 ft3 OK
Permanent pool volume 148,391.00 ft3
Average depth for SAIDA tables 4.67 ft OK
Surface area at the top of shelf 35,931.00 ft2
Volume at the top of shelf 165,311.00 ft3
Forebay volume 28,852.00 ft3
Forebay % of permanent pool volume 19.44 % OK
Temporary pool, surface area provided 41,443.00 ftz
' Drawdown Calculations
Treatment volume drawdown time
5.00
days
OK
Treatment volume discharge rate 0.14 ft3/s
Pre-development 1-yr, 24-hr discharge 1.57 ft3/s OK
' Post-development 1-yr, 24-hr discharge 1.43 ft3/s OK
Additional Information
Diameter of orifice 2.7 in
Design TSS removal 90 %
' Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
' Length of flowpath to width ratio 4.10 :1 OK
Length to width ratio 120 :1 OK
Trash rack for overflow & orifice? Y
1
40 (Y or N)
ft OK
OK BASED OF-3 CtT1 of CH't?Rl.°TlG pE51(oN
Freeboard provided . "
' Vegetated filter provided? N (Y or N) l a RM , ZS ?!}2? 1o-11*R
Design must be based on 90% TSS removal 5
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
' Drain mechanism for maintenance or emergencies 24-HR EMERGENCY PUMP
' Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
' Permit No.
(to be provided by DWO)
IIL REQUIRED ITEMS CHECKLIST
' 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.
Page/ Plan
Initials Sheet No.
C 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
' Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
' Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
' Overflow device, and
Boundaries of drainage easement.
C-4 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
' Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
' Filter strip.
C -4 3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
' Pretreatment and treatment areas, and
Inlet and outlet structures.
' 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
CALL bODY- 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
' to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
CALL. eb!DIC 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
' 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
CURVE NUMBER CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Belgate - Southern Tract, Charlotte, North Carolina

C]M Kmley-Horn
M" aid Associates, hc.
Pre vs. Post Runoff Analysis
Composite Curve Number (CN)
Project Information
Project Name: Parcel J
KHA Project #: 018253020
Designed by: BRR
Revised by:
Revised by:
Date: 10/612008
Date:
Date:

Drainage Area
Name
Drainage
Location
Cover/Soil
Name (Type)

Cover Description'
Hydrologic Soil
Group

Curve # (CN)"

Area (ac)
Product of
CN x area Composite
Curve Number
(CN)
PRE-DEVELOPMENT

DA-1
OUTFALL 1 Mecklenburg,
Enon, Wilkes Woods
Good Condition
C
70
5.04
353
70
Meadow
Good Condition
B
71
5.04
358
71
? 10.08 711 70.5 ,

DA-2
OUTFALL 1 Mecklenburg,
Enon, Wilkes Woods
Good Condition
C
70
2.95
207
70
Mecklenburg,
Enon, Wilkes Meadow
Good Condition
C
71
2.95
209
71

Cecil Meadow
Good Condition
B
58
10.69
620
58

Cecil Woods
Good Condition
B
55
10.69
588
55
27.28 1624 59.5
Total Pre-development Area = 37.36
POST DEVELOPMENT
DA-1 POND 1 Impervious 98 6.48 635 98
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.72
53
74
7.20 688.04 95.60

UND DA-1
OUTFALL 1 Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
110
81
74
1.10 81.50 74.00
DA-2 POND 2 Impervious 98 13.23 1297 98
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.90
67
74
Cecil Open Space - Good Condition B 61 5.71 348 61
Roadway - Impervious 98 2.90 284 98
Mecklenburg,
Enon, Wilkes
Roadway - Open Space
C
74
1.06
78
74
Cecil Roadway - Open Space B 61 0.10 6 61
23.91 2080.60 87.03

UND DA-2
OUTFALL 2 Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
2.65
196
74
Cecil Open Space - Good Condition B 61 3.76 230 61
1 1 6.42 425.96 66.38
Total Post-development Area = 38.62
' Cover Descriptions per TR-55 Manual
" From TR-55 Manual, Table 2-2 a & c
K:\CHL_LDEV\018253 Crescent\022\Parcel J\Calculations\Storm\Stormwater Calculations_2008-10-06.xis
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TIME OF CONCENTRATION
CALCULATIONS
EROSION CONTROL CALCULATIONS
New Towne Gardens, Union County, North Carolina

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HYDROCAD HYDROLOGY REPORT
1?

11

' EROSION CONTROL CALCULATIONS
New Towne Gardens, Union County, North Carolina
I
1

F
1

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1S 2S 4S
Pre-dev DA-1 Post-d v DA-1 Post-dev ND DA-1
3P v 8P
Pond 1 Outfall 1
5S 6S 8S
Pre-dev DA-2 Post-d v DA-2 Post-dev ND DA-2
7P 9P
Pond 2
Subca Reach and Lin k
Outfall 2

D

D

Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCADO 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-dev DA-1 Runoff Area=10.080 ac 0.00% Impervious Runoff Depth>0.53"
Tc=25.2 min CN=71 Runoff=2.63 cfs 0.443 of
Subcatchment 2S: Post-dev DA-1 Runoff Area=7.200 ac 0.00% Impervious Runoff Depth>2.14"
Tc=5.0 min CN=96 Runoff=9.31 cfs 1.283 of
Subcatchment 4S: Post-dev UND DA-1 Runoff Area=1.100 ac 0.00% Impervious Runoff Depth>0.65"
Tc=5.0 min CN=74 Runoff=0.45 cfs 0.060 of
Subcatchment 5S: Pre-dev DA-2 Runoff Area=27.280 ac 0.00% Impervious Runoff Depth>0.19"
Tc=25.0 min CN=60 Runoff=1.57 cfs 0.441 of
Subcatchment 6S: Post-dev DA-2 Runoff Area=23.910 ac 0.00% Impervious Runoff Depth>1.38"
Tc=5.0 min CN=87 Runoff=21.76 cfs 2.744 of
Subcatchment 8S: Post-dev UND DA-2 Runoff Area=6.420 ac 0.00% Impervious Runoff Depth>0.36"
Tc=5.0 min CN=66 Runoff=1.22 cfs 0.191 of
Pond 3P: Pond 1 Peak Elev=728.07' Storage=34,996 cf Inflow=9.31 cfs 1.283 of
Outflow=1.68 cfs 0.613 of
Pond 7P: Pond 2 Peak Elev=721.82' Storage=106,572 cf Inflow=21.76 cfs 2.744 of
Outflow=0.31 cfs 0.297 of
Pond 8P: Outfall 1 Inflow=1.80 cfs 0.673 of
Primary=1.80 cfs 0.673 of
Pond 9P: Outfall 2 Inflow=1.43 cfs 0.489 of
Primary=1.43 cfs 0.489 of
Total Runoff Area = 75.990 ac Runoff Volume = 5.162 of Average Runoff Depth = 0.82"
100.00% Pervious = 75.990 ac 0.00% Impervious = 0.000 ac
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C

Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCADO 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre-dev DA-1
Runoff = 2.63 cfs @ 12.77 hrs, Volume= 0.443 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
' 10.080 71
10.080 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.2 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev DA-1
Hydrograph
2.63 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
2 Rainfall=2.5$"
Runoff Area=10.080 ac
Runoff Volume=0.443 of
LL Runoff Depth>0.53"
1 Tc=25.2 min
CN=71
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
¦ Runoff

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0

CI'
C
L
C
Belgate - Southem Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCADO 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Post-dev DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.31 cfs @ 12.40 hrs, Volume= 1.283 af, Depth> 2.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
7.200 96
7.200 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
1
a
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Subcatchment 2S: Post-dev DA-1
Hydrograph
¦ Runoff
9.31 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
Runoff Area=7.200 ac
Runoff Volume=1.283 of
Runoff Depth>2.14"
Tc=5.0 min
CN-96
1
o -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
[1
n
' Belgate - Southem Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCAD® 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Post-dev UND DA-1
[49] Hint: Tc<2dt may require smaller dt
' Runoff = 0.45 cfs @ 12.45 hrs, Volume= 0.060 af, Depth> 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
' Area (ac) CN Description
1.100 74
' 1.100 Pervious Area
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Post-dev UND DA-1
' Hydrograph

n

0.5
0.45
0.4
0.35
0.3
0.25
0
LL
0.2
0.15
0.1
0.45 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2,58"
Runoff Area=1.100 ac
Runoff Volume=0.060 of
Runoff Depth>0.65
Tc=5.0 min
CN=74
¦ Runoff
' V 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
D
' Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
' HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Pre-dev DA -2
' Runoff = 1.57 cfs @ 13.04 hrs, Volume= 0.441 af, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
27.280 60
27.280 Pervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry, From Spreadsheet
' Subcatchment 5S: Pre-dev DA-2
Hydrograph
¦ Runoff
1.57 cfs
Charlotte 24-hr
' 1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
Runoff Area=27.280 ac
?F 1-
Runoff Volume=0.441 of
U. Runoff Depth>0.19
' Tc=25.0 min
CN=60
1
O iTi i iTi a iTi i i iTi i iT...,T, „ iTi
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Belgate - Southem Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
' HydroCAD® 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Post-dev DA-2
[49] Hint: Tc<2dt may require smaller dt
' Runoff = 21.76 cfs @ 12.41 hrs, Volume=- 2.744 af, Depth> 1.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
' Area (ac) CN Description
23.910 87
' 23.910 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 5.0 Direct Entry,
Subcatchment 6S: Post-dev DA-2
' Hydrograph
24-
23- unoff
' 21.76 cfs
22-
21- Charlotte 24-hr
20-
19- 1-yr 24.00hrs 1 yr - 24 hr
' 17 Rainfall=2'.58„
16
15 Runoff Area=23.910 ac
' 13 Runoff Volume=2.744' of
12 Runoff Depth>1.38"
LL ??
10
' 9 Tc=5.0 min
8-
CN=87
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
0
L

D
' Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
' HydroCAM 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 8S: Post-dev UND DA-2
' [49] Hint: Tc<2dt may require smaller dt
Runoff = 1.22 cfs @ 12.51 hrs, Volume= 0.191 af, Depth> 0.36"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
' Area (ac) CN Description
6.420 66
' 6.420 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 5.0 Direct Entry,
Subcatchment 8S: Post-dev UND DA-2
' Hydrograph
¦ Runoff
' 1.22 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr 24 hr
' Rainfall=2.58"
Runoff Area-6:420 ac
Runoff Volume=0.191 of
LL Runoff Depth>0.36"
Tc=5.0 min
' CN=66
C

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

D
' Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
' HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Pond 1
' Inflow Area = 7.200 ac, 0.00% Impervious, Inflow Depth > 2.14" for 1 yr - 24 hr event
Inflow = 9.31 cfs @ 12.40 hrs, Volume= 1.283 of
Outflow = 1.68 cfs @ 13.35 hrs, Volume= 0.613 af, Atten= 82%, Lag= 57.2 min
' Primary = 1.68 cfs @ 13.35 hrs, Volume= 0.613 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
' Peak Elev= 728.07'@ 13.35 hrs Surf.Area= 19,601 sf Storage= 34,996 cf
Plug-Flow detention time= 285.6 min calculated for 0.611 of (48% of inflow)
Center-of-Mass det. time= 167.9 min ( 959.6 - 791.7 )
Volume Invert Avail.Storage Storage Description
#1 726.00' 128,745 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
' 726.00 13,220 0 0
727.00 17,234 15,227 15,227
728.00 19,423 18,329 33,556
729.00 21,832 20,628 54,183
' 730.00 23,807 22,820 77,003
731.00 25,853 24,830 101,833
732.00 27,972 26,913 128,745
' Device Routing Invert Outlet Devices
#1 Primary 726.00' 36.0" x 51.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 724.50' S=0.0294'/' Cc= 0.900 n=0.013
' #2 Device 1 726.00' 2.3" Vert. Orifice/Grate C= 0.600
#3 Device 1 727.75' 2.50' W x 0.75'H Vert. Orifice/Grate C=0.600
#4 Device 1 729.00' 2.50' W x 0.67' H Vert. Orifice/Grate C=0.600
' #5 Device 1 729.50' 3.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=1.67 cfs @ 13.35 hrs HW=728.07' (Free Discharge)
t1=Culvert (Passes 1.67 cfs of 25.56 cfs potential flow)
' 2=Orifice/Grate (Orifice Controls 0.20 cfs @ 6.77 fps)
3=Orifice/Grate (Orifice Controls 1.48 cfs @ 1.83 fps)
-Orifice/Grate ( Controls 0.00 cfs)
' 5=Orifice/Grate ( Controls 0.00 cfs)

iI

II
Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 10
Pond 3P: Pond 1
Hydrograph
? 1 1

w
0
LL

11

¦ Inflow
¦ Primary 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Time (hours)

' Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainf611=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
' HydroCADO 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 11
Summary for Pond 7P: Pond 2
' Inflow Area = 23.910 ac, 0.00% Impervious, Inflow Depth > 1.38" for 1 yr - 24 hr event
Inflow = 21.76 cfs @ 12.41 hrs, Volume= 2.744 of
' Outflow 0.31 cfs @ 24.00 hrs, Volume= 0.297 af, Atten= 99%, Lag= 695.2 min
Primary 0.31 cfs @ 24.00 hrs, Volume= 0.297 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
' Peak Elev= 721.82'@24.00 hrs Surf.Area= 42,040 sf Storage= 106,572 cf
Plug-Flow detention time= 420.6 min calculated for 0.297 of (11 % of inflow)
' Center-of-Mass det. time= 249.5 min ( 1,088.9 - 839.5 )
Volume Invert Avail.Storage Storage Description
#1 719.00' 275,997 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
' 719.00 31,750 0 0
720.00 37,219 34,485 34,485
721.00 39,841 38,530 73,015
722.00 42,524 41,183 114,197
' 723.00 53,616 48,070 162,267
724.00 56,850 55,233 217,500
725.00 60,143 58,497 275,997
' Device Routing Invert Outlet Devices
#1 Primary 719.00' 36.0" x 36.2' long Culvert RCP, square edge headwall, Ke= 0.500
' Outlet Invert= 716.00' S= 0.0829'/' Cc= 0.900 n= 0.013
#2 Device 1 719.00' 2.7" Vert. Orifice/Grate C= 0.600
#3 Device 1 723.60' 4.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#4 Device 1 722.00' 1.50' W x 0.50'H Vert. Orifice/Grate C=0.600
' Primary OutFlow Max=0.31 cfs @ 24.00 hrs HW=721.82' (Free Discharge)
L1=Culvert (Passes 0.31 cfs of 39.42 cfs potential flow)
1:3=Orifice/Grate Orifice/Grate (Orifice Controls 0.31 cfs @ 7.92 fps)
( Controls 0.00 cfs)
Orifice/Grate ( Controls 0.00 cfs)

I
11

Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 12
Pond 7P: Pond 2
Hydrograph
¦ Inflow
¦ Primary N

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3
O
LL

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCAD® 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 13
Summary for Pond 8P: Ouffall 1
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 8.300 ac, 0.00% Impervious, Inflow Depth > 0.97" for 1 yr - 24 hr event
Inflow = 1.80 cfs @ 13.30 hrs, Volume= 0.673 of
Primary = 1.80 cfs @ 13.30 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall 1
Hydrograph
¦ Inflow
¦ Primary
3
0
U.

1I

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate - Southern Tract SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfal1=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 10/27/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 14
Summary for Pond 9P: Outfall 2
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 30.330 ac, 0.00% Impervious, Inflow Depth > 0.19" for 1 yr - 24 hr event
Inflow = 1.43 cfs @ 12.52 hrs, Volume= 0.489 of
Primary = 1.43 cfs @ 12.52 hrs, Volume= 0.489 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 9P: Outfall 2
Hydrograph
¦ Inflow
¦ Primary
1
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v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)