HomeMy WebLinkAboutWPO201500026 Plan - E&S Erosion Control Plan 2017-04-05Drainage & Erosion Control Narrative for:
APPROVED
by the Albemarle County
Community ►Deve en Department
Barracks Road Sidewalk He
ta, 6 -�
Improvements Project
From: 0.33 Mi. W. of Int. with Route 656
To: 0.05 Mi. E. of Int. with Route 656
PAC DRAINAGE
NARRATIVE
Albemarle County, Virginia
December 13, 2016
Prepared by:
Kimley-Horn & Associates, Inc.
1700 Willow Lawn Dr.
Suite 200
Richmond, VA 23230
Owner: Albemarle County
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o
BRIAN A MOETERS �
Lie. No. 041405
G�1s <v
■ SJO� A Ee..•
rian A McPeters
017.02.01 15:47:50-05'00'
Kimley-Horn and Associates, Inc.
Richmond,VA
Roadway Designer
Ki rn ley,/&//'% Horn
`%8W
V.
r..
This document, together with the concepts and designs presented herein, as an instrument of
service, is intended only for the specific purpose and client for which it was prepared. Reuse of
and improper reliance on this document without written authorization and adaptation by
Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
Cn
TABLE OF CONTENTS
DRAINAGE NARRATIVE
APPENDIX A: SITE INFORMATION
USDA Soil Survey Map
FEMA Maps
Permissible Velocities for Erodible Linings
APPENDIX B: DRAINAGE AREA MAPS
Pre -Development Drainage Area Map
Post -Development Drainage Area Map
APPENDIX C: WATER QUALITY
Performance -Based Water Quality Calculations
APPENDIX D: WATER QUANTITY
Water Quantity Summary By Outfall
MS-19 Receiving Channel Summary
I APPENDIX E: DETENTION POND ROUTING AND DESIGN
Detention System Summary Table
Hydraflow Pond Hydrographs and Reports
APPENDIX F: STORM DRAINAGE SYSTEM CALCULATIONS
Storm Sewer and Hydraulic Grade Line Computations
Spread and Throat Length Calculations
NWARW
DRAINAGE
Project Description
Albemarle County obtained a Revenue Sharing Grant from the Virginia Department of
Transportation (or VDOT) for construction of proposed sidewalk along Barracks Road.
The project will construct a sidewalk (approx. 1,675 feet), crosswalks, and pedestrian
signals from the Barracks West apartments on the north side of Barracks Road to the
existing sidewalk near the Georgetown Road intersection (referred to as Area 1). The
project also will construct crosswalks and short segments of sidewalk (where feasible) at
strategic locations on the south side of Barracks Road near the intersection with Route
656 (Georgetown Road) referred to as Area 2.
The total project area is 0.391 acres and the total area disturbed is 0.833 acres. This
project is grandfathered from the current stormwater regulations and is only required to
meet the 1999 Stormwater Management Handbook Regulations for quantity (MS-19)
and quality.
Description of Existing Drainage Conditions
Most of the stormwater runoff from Barracks Road is currently conveyed through
\..• existing storm sewer.
The on -site and off -site improvements drain offsite to three separate outfalls. Outfall 1
ultimately drains to Ivy Creek while Outfall 2 and 3 drain to the Rivanna River.
• Outfall 1— An existing natural channel flowing north off Barracks Road to Little
Ivy Creek.
• Outfall 2 — An existing storm sewer system that runs north along Huntwood
Lane.
• Outfall 3 — An existing storm sewer system that runs southeast along Barracks
Road.
PROPOSED DRAINAGE IMPROVEMENTS
Overview
The proposed drainage system will consist of mostly storm sewer along Barracks Road
and its intersections but also includes some roadside ditches. Most stormwater runoff on
these roadways will be conveyed through concrete curb to proposed or existing drop -
inlets into a designed storm sewer system. Runoff at Outfall 1 will be detained in a
proposed underground detention system in order to control quantity requirements for the
project. Runoff from Outfall 1 will be released into existing swale along Barracks Road.
Runoff from Outfalls 2 and 3 will be released into existing storm sewer systems.
OR
`Wr
Methodology
The proposed drainage system is designed to collect, detain, and convey the storm water
runoff for 2-year and 10-year storms. Storm water runoff calculations for the detention
system were performed using the Rational method and analyzed using Hydraflow
Hydrographs Extension Software. Storm sewer capacity and hydraulic grade line
calculations were performed using the Rational method and Geopak Drainage Software.
Times of concentration for overland flow were calculated using the Seelye chart. Times
of concentration for channel flow were calculated using the Kirpich chart. The roadside
ditches were analyzed using Bentley's Flowmaster software to calculate the 2 year flow
velocity to determine whether the swales required erosion protection and the depth of
water in the 10 year flow to ensure that the actual depth of swale was adequate.
The following is a summary of the drainage design parameters for the proposed
development.
Design Parameters
Design Storms: 2-Year, 10-Year and 100-Year Storms
Manning's "N" Value for Concrete Pipe and Gutter: 0.013
2 year frequency, 24-hour Rainfall depth: 3.63"
,,ftlpl 10 year frequency, 24-hour Rainfall depth: 5.48"
100 year frequency, 24-hour Rainfall depth: 8.96"
Minimum Pipe Size: 15"
Minimum Proposed Pipe Slope: 0.30%
MS-19 COMPLIANCE
All site outfall points were analyzed for compliance with the Minimum Standards (MS-
19) set forth by the Virginia Stormwater Management Handbook. A summary of
compliance calculations are included below. Full calculations are included in Appendix
D.
Outfall 1
Outfall 1 is an existing natural channel draining most of the northern section of Barracks
Road in Area 1. Outfall 1 drains 0.54 acres from this project along Barracks Road Off -
site drainage consists of moderately sloped open field area and forested area. The pre -
development 10-year runoff of 7.17 cfs is increased to a post -development runoff of 7.60
cfs due to an increase in imperviousness of the contributing drainage area. This slight
increase discharge is detained to 7.07 cfs, less than existing, through the proposed
underground detention system. Computations based on the pre- and post -development
conditions show this natural channel as adequate to convey both the pre- and post -
development runoff.
,%.-
Outfall 2
""W
Outfall 2 is an existing storm sewer system draining roughly half of the northern section
of Barracks Road in Area 1. Outfall 2 drains 0.24 acres from this project along Barracks
Road. The pre -development 10-year runoff of 2.10 cfs is decreased to a post -
development runoff of 1.80 cfs due to a decrease in imperviousness of the contributing
drainage area. Computations based on the pre- and post -development conditions show
this existing system as adequate to convey both the pre- and post -development runoff.
Outfall 3
Outfall 3 is an existing storm sewer system draining much of the southern section of
Barracks Road in Area 2. Outfall 3 drains 0.057 acres from this project along Barracks
Road. This drainage area is less than one percent (1%) of the total drainage area at the
discharge point. The pre -development 10-year runoff of 15.01 cfs is increased to a post -
development runoff of 15.05 cfs due to a minor increase in imperviousness of the
contributing drainage area. This negligible increase in discharge is accounted for in the
existing system. Computations based on the pre- and post -development conditions show
this existing system as adequate to convey both the pre- and post -development runoff.
WATER QUALITY SUMMARY
The following table outlines the site conditions in pre- and post -development as well as
the total phosphorus loads, necessary removal, and the remaining load to be purchased
with credits to satisfy the removal requirement that applies to this project.
OVERALL
A -SITE
IMPERVIOUS
PERVIOUS
IMPERVIOUS
P LOAD
REMOVAL
SCENARIO
[AREA]
AREA (AC.)
AREA (AC.)
COVER
(LB/YR)
REQUIRED
(AC.)
(LB/YR)
PRE-
DEVELOPMENT
0.391
0.050
1
0.342
12.7%
0.17
0.42
FPOST-
DEVELOPMENT
0.391
0.267
0.124
68.2%
0.59
AREA 1:
Barracks West
SCENARIO
A -SITE
[AREA]
IMPERVIOUS
PERVIOUS
IMPERVIOUS
P LOAD
REMOVAL
AREA (AC.)
AREA (AC.)
COVER
(LB/YR)
REQUIRED
(AC.)
(LB/YR)
PRE-
DEVELOPMENT
0.334
0.038
0.296
11.3%
0.15
0.37
POST-
F0334
DEVELOPMENT
.
F0.236
0.098
70.7%
0.52
�✓ AREA 2:
Georgetown
A -SITE
REMOVAL
IMPERVIOUS
PERVIOUS
IMPERVIOUS
P LOAD
SCENARIO
[AREA]
AREA (AC.)
AREA (AC.)
COVER
(LB/YR)
REQUIRED
(AC.)
(LB/YR)
PRE-
0.057
0.012
0.045
21.1%
0.03
DEVELOPMENT
POST
0.04
0.057
0.031
0.027
53.7%
0.07
DEVELOPMENT
APPENDIX A
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Soil Map —Albemarle County, Virginia, and Charlottesville City, Virginia
Map Unit Legend
Albemarle County, Virginia (VA003)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
2C
Albemarle fine sandy loam, 7 to
15 percent slopes
0.3
0.5%
2D
Albemarle fine sandy loam, 15
to 25 percent slopes
0.5
0.8%
21 B
Culpeper fine sandy loam, 2 to
7 percent slopes
19.2
31.6%
21C
Culpeper fine sandy loam, 7 to
15 percent slopes
26.3
43.1%
27C
Elioak loam, 7 to 15 percent
slopes
4.7
7.8%
47D
Louisburg sandy loam, 15 to 25
percent slopes
8.2
13.5%
91
lUrbanland
1.5
2.4%
Subtotals for Soil Survey Area
60.8
99.7%
Totals for Area of Interest
61.0
100.0%
Charlottesville City, Virginia (VA540)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
27C
Elioak loam, 7 to 15 percent
slopes
0.0
0.1%'
47D
Louisburg sandy loam, 15 to 25
percent slopes
0.1
0.2%
91
Urban land
0.0
0.0%
Subtotals for Soil Survey Area
0.2
0.3%
Totals for Area of Interest
61.0
100.0%
tSDA Natural Resources Web Soil Survey 3/27/2015
"� Conservation Service National Cooperative Soil Survey Page 3 of 3
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APPENDIX B
Chapter 7 - Ditches and Channels
Appendix 7D-6 Permissible Velocities
for Erodible Linings
Permissible velocities for channels with erodible linings, based on uniform flow in
continuously wet, aged channels':
Maximum permissible
velocities for
Soil type or lining (earth;
Water
no vegetation)
Clear
Water
carrying
water
carrying
fine silts
sand and
ravel
Fine sand (noncolloidal)
F.p.s.
15
F.p.s.
2.5
F.p.s.
Sandy loam (noncolloidal)
1.7
2.5
2.0
Silt loam (noncolloidal)
2.0
3.0
Ordinary firm loam
2.5
3.5
2.2
Volcanic ash
2.5
3.5
2.7
Fine gravel
2.5
5.0
3.7
Stiff clay (very colloidal)
3.7
5.0
3.0
Graded, loam to cobbles (noncolloidal)
3.7
5.0
5.0
Graded, silt to cobbles (colloidal)
4.0
5.5
5.0
Alluvial silts (noncolloidal)
2.0
3.5
2.0
Alluvial silts (colloidal)
3.7
5.0
3.0
Coarse gravel (noncolloidal)
4.0
6.0
6.5
Cobbles and shingles
5.0
5.5
6.5
Shales and hard pans
6.0
6.0
5.0
Source: 'As recommended by Special Committee on Irrigation Research, American Society
of Civil Engineers, 1926.
1 of 1 VDOT Drainage Manual
e` DRAINAGE AREA
J7� PRE -DEVELOPMENT
77
S'
TI
7
/ {/ j / Nd. \� /\,}�•J \ \ >. .. r�a�.` v��„ / /'t / `f 1— J..-'t J+lY`e't
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kslTE
Sv
7*7
i y i
/ � . f f � � /,� � . r '4 ram_... j � v �! v�.,._ '��l.t „wyc-.�� f y,.� f � i s• �1y�` !�'�•C�
l r s yy
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j
li
i
Y 3
onr.0 xu
.vrr we.
____ _ Mr,y! buwCf MEN ®MMr
.. .. rac a o twrecior rtnr ron
Pre-D—lo ment
Outfall
Aaes
[-Value
1
4.67
D.50
7
a.7z
o.70
3
6.56
D58
ll,
DRAINAGE AREA
} w: POST -DEVELOPMENT
a \ _
r
�/ fi J /j ♦. "�Jf l ., Y ll.J ' 1 \ r✓- �,[1:�.'1 ,�+ /((r t ..�
-17
- fib, / f..rr t '� ♦♦ \ ,�F r' '.r•4�"? ,F�,< h "�yT,F,
d' .., ,%F• (1t,. r 'c` /i/j
is=£gsfll //i. �° �'- �? .� � �. ♦ �. �'",L� S — t � �'14.:� �„r�� '• � i� r l-
3 _
J! * 3 ♦ \•�
*
.arc wvw - Post-0eveb ent •, �•` \ a ` "ri/'(„�
Outfall Avez C-Value
____ ri a rnxaxa[w rus ran 2 0.49 0.76 Y;�t� '• ` ? ..{Rn`�'�:
a' j
APPENDIX C
Now,
lk .
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
Worksheet 1
Page 1 of 3
STEP 1 Determine the applicable area (A) and the post -developed impervious cover
(Ioost)•
Applicable area (A)* = 0.391 acres ✓
Post -development impervious cover:
structures = 0.00 acres
parking lot = 0.00 acres
roadway = 0.27 acres
other:
0.000 acres
0.00 acres
Total = 0.267 acres
Ipost = (total post -development impervious cover _ A) x 100 = 68.2%
* The area subject to the criteria may vary from locality to locality. Therefore,
consult the locality for proper determination of this value.
STEP 2 Determine the average land cover condition (Iwatershed) or the existing
impervious cover (Iex►st;od.
Average land cover condition fIwatershed):
If the locality has determined land cover conditions for individual watersheds within its
jurisdiction, use the watershed specific value determined by the locality as lwatershed-
0
watershed = 1 0
Otherwise, use the Chesapeake Bay default value:
o
watershed = 16 ,,
/o
5D-5
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
Worksheet 1
Page 2 of 3
Existing impervious cover
Determine the existing impervious cover of the development site if present.
Existing impervious cover:
structures = 0 acres
parking lot = 0 acres
roadway = 0.05 acres
other:
0 acres
0 acres
Total = 0.050 acres
Iexisting = (total existing impervious cover - A*) x 100 = 13% /2 .
* The area should be the same as used in STEP 1.
STEP 3 Determine the appropriate development situation.
The site information determined in STEP 1 and STEP 2 provide enough information to
determine the appropriate development situation under which the performance criteria will apply.
Check (✓) the appropriate development situation as follows:
Situation 1: This consists of land development where the existing percent impervious
cover (Ie.isring) is less than or equal to the average land cover condition
(Iwatershed) and the proposed improvements will create a total percent
impervious cover (Ipos) which is less than ore ual to the average land
cover condition Uwatershed)-
Ipost 68% < Iwatershed 16%
5D-6
' %W-
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
Worksheet 1
Page 3 of 3
✓ Situation 2: This consists of land development where the existing percent impervious
cover (Iexisting) is less than or equal to the average land cover condition
(Iwatershed) and the proposed improvements will create a total percent
impervious cover (Iposo which is greater than the average land cover
condition G atershed)-
Iexisting 13% :5 Iwatershed 16% ; and
Ipost 68% > Iwatershed 16%
Situation 3: This consists of land development where the existing percent impervious
cover (Iexisting) is greater than the average land cover condition (IK,atershed)-
Iexisting 13% > Iwatershed 16%
Situation 4: This consists of land development where the existing percent impervious
cover (Iexisting) is served by an existing stormwater management BNT(s)
that addresses water quality.
If the proposed development meets the criteria for development Situation 1, than the low
density development is considered to be the BMP and no pollutant removal is required.
The calculation procedure for Situation 1 stops here. If the proposed development meets
the criteria for development Situations 2, 3, or, 4, then proceed to STEP 4 on the
appropriate worksheet.
`.
SD-7
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
Worksheet 2 : Situation 2
Page 1 of 4
Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 31 Worksheet 1:
Applicable area (A)* = 0.3913 acres
Ipost = (total post -development impervious cover _ A) x 100 = 68%
Iwatershed — 16% or Iwatershed = 16%
Iexisting = (total existing impervious cover _ A*) x 100 = 13%
Iexisting 13% < Iwatershed 16% ; and
Ipost 68% > Iwatershed 16%
STEP 4 Determine the relative pre -development pollutant load (Lpre).
Lpre(watershed) = [0.05 + (0.009 x Iwatershed)] x A x 2.28 (Equation 5-16)
where: Lpre(watershed) = relative pre -development total phosphorous load (pounds per year)
Iwatershed = average land cover condition for specific watershed or locality or
the Chesapeake Bay default value of 16% (percent expressed in
whole numbers)
A = applicable area (acres)
Lpre(watershed) = [0.05 + (0.009 x 16 )] x 0.3913 x 2.28
0. 173 08 pounds per year
OR
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
,%NW Worksheet 2 : Situation 2
Page 2 of 4
STEP 5 Determine the relative post -development pollutant load (Lpost).
Lpost = [0.05 + (0.009 x Ipos)] x A x 2.28 (Equation 5-21)
where: Lpost = relative post -development total phosphorous load (pounds per
year)
Ipost = post -development percent impervious cover (percent expressed in
whole numbers)
A = applicable area (acres)
Lpost = [0.05 + (0.009 x 68.21 )] x 0.3913 x 2.28
0.5923 pounds per year
STEP 6 Determine the relative pollutant removal requirement (RR).
RR — Lpost - Lpre(watershed)
`%-- RR = 0.59 - 0.17
0.42 pounds per year
STEP 7 Identify best management practice (BMP) for the site.
1. Determine the required pollutant removal efficiency for the site:
EFF = (RR _ Lpos) x 100 (Equation 5-22)
where: EFF = required pollutant removal efficiency (percent expressed in whole
numbers)
RR = pollutant removal requirement (pounds per year)
Lpost = relative post -development total phosphorous load (pounds per
year)
EFF = ( 0.42 — 0.59) x 100
71%
5D-10
`40W
'Vft -
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
Worksheet 2 : Situation 2
Page 3 of 4
2. Select BMP(s) from Table 5-15 and locate on the site:
BMP 1:
BMP 2:
BMP 3:
3. Determine the pollutant load entering the proposed BMP(s):
LBMP _ [0.05 + (0.009 x IBWA x A x 2.28 (Equation 5-23)
where: LBMP = relative post -development total phosphorous load entering
proposed BMP (pounds per year)
IBMP = post -development percent impervious cover of BMP drainage area
(percent expressed in whole numbers)
A = drainage area of proposed BMP (acres)
LBNwi = [0.05 + (0.009 x A x x 2.28
0.00 pounds per year
LBMP2 = [0.05 + (0.009 x A x x 2.28
0.00 pounds per year
LBMP3 = [0.05 + (0.009 x A x x 2.28
0.00 pounds per year
616all
PERFORMANCE -BASED WATER QUALITY CALCULATIONS APPENDIX 5D
*ftw Worksheet 2 : Situation 2
Page 4 of 4
4. Calculate the pollutant load removed by the proposed BMP(s):
Lremoved = EffBw x LBMP (Equation 5-24)
where: Lre..oved = Post -development pollutant load removed by proposed BMP
(pounds per year)
EffBmp = pollutant removal efficiency of BMW (expressed in decimal form)
LBNP = relative post -development total phosphorous load entering
proposed BMP (pounds per year)
Lremoved/BMPI = x 0.00 = 0.00 pounds per year
Lremoved/BMP2 = x 0.00 = 0.00 pounds per year
Lremoved/BMP3 = x 0.00 = 0.00 pounds per year
5. Calculate the total pollutant load removed by the BMP(s):
Lremoved/total = Lremoved/BW I + L removed/BMP2 + Lremoved/BMP3 + ...(Equation 5-25)
where: Lremoved/total = total pollutant load removed by proposed BMPs
Lremoved/BMPI = pollutant load removed by proposed BMW No. 1
L'removed/BMP2 = pollutant load removed by proposed BMW No. 2
Lremoved/BMP3 = pollutant load removed by proposed BMP No. 3
Lremoved/total = 0.00 + 0.00 + 0.00
0.00 pounds per year
6. Verify compliance:
Lremoved/total > RR
0.00 > 0.42 FAIL
`%b..-
5D-12
APPENDIX D
MS-19 Outfall Data
�r Project: Barracks Rd
Project #: 113038018
Date: 12/9/2016
Locality: Albemarle
Outfall # 1
Rational C Value
Total Area
Impervious Area C= 0.90
Pervious Area C= 0.35
Time of Concentration
Rainfall Data
i = B / (Tc+ D)E
Intensity Factors
Storrs Event
B
D
E
2 -year
5 -year
10 -year
25 -year
50 -year
100 -year
49.02
10.50
0.82
55.71
11.50
0.80
46.95
9.50
0.73
40.11
7.75
0.66
35.68
6.50
0.61
31.09
5.00
0.55
1 Pre -Development
0.503
4.67 acres
1.30 acres
3.37 acres
19.3 min
Storm Event
Rainfall Intensity
Peak Flo
2 -year
3.03 in/hr
7.17 cfs
10 -year
4.04 in/hr
9.55 cfs
100 -year
5.38 in/hr
15.58 cfs
Outfall # 1 2 Pre -Development
Rational C Value 1 0.703
Total Area 1 0.72 acres
impervious Area C= 0.90 0.47 acres
Pervious Area C= 0.35 0.26 acres
Time of Concentration 18.5 min
Storm Event
Rainfall Intensity
2 -year
3.10 in/hr
10 -year
100
4.13 in/hr
5.48in/hr
-year
Outfall # ;)
3 Pre -Development
Rational C Value
1 0.583
Total Area
6.56 acres
Impervious Area
C= 0.90
2.77 acres
Pervious Area
C= 0.35
3.79 acres
Time of Concentration
20.4 min
1�
1 Post -Development
Disturbed Area
0.529
0.54 acres
4.91 acres
1.60 acres
Project Drainage
3.31 acres
0.21 acres
19.9 min
ainfall Intensity Peak Flow
Detained Flow
2.98 in/hr (7.60 cfs",
7.07 cfs
3.98 in/hr 10.14 cfs
9.29 cfs
5.31 in/hr 16.59 cfs
16.12 cfs
2 Post -Development
Disturbed Area
0.765
0.24 acres
0.49 acres
0.37 acres
Pro'ect Drainage
0.12 acres
0.13 acres
Peak Flow
Rainfall Intensity Peak Flow
1.58 cfs
3.64 in/hr T:3Tcch,_
2.10 cfs
4.78 in/hr 1.80 cfs
2.79 cfs
6.28 in/hr 2.37 cfs
3 Post -Development
Disturbed Area
0.584
0.06 acres
6.56
acres
2.79 acres
Pro ect Drainage
3.77 acres
0.06 acres
Storm Event 24-hr Rainfall Peak Flow 24-hr Rainfall .Peak Flow
2 -year 2.94 in 11.24 cfs 2.94 in 11.27
10 -year 3.93 in 15.01 cfs 3.93 in 15.05 cfs
100 -year 5.25 in 20.05 cfs 5.25 in 20.10 cfs
MS-19 Receiving Channel Computations : Outfall 1 Natural Channel
Section
Condition
Slope
Le Side
Slope
Rig t Si a
sloe
Bottom
Width
2 Year
10 year
Capacity
Provided
Depth
Q
v
Qlo
dio
ft/ft
h:v
h:v
ft
cfs
fps
cfs
ft
cfs
ft
1-A
Pre
0.155
3.3:1
1.4:1
0
7.17
8.25
9.55
0.67
633
3.26
1-A
Post
0.1550
3.3:1
1.4:1
0
7.07
8.24
9.29
0.67
1-B
Pre
0.1550
1.4:1
1.2:1
9
7.17
5.38
9.55
0.18
1-13
Post
0.1550
1.4:1
1.2:1
8.65
7.07
5.36
9.29
0.18
218
1.15
1-C
Pre
0.0682
2.2:1
1.2:1
5.00
7.17
4.99
9.55
0.31
1-C
Post
0.0682
2.2:1
0.6:1
5.00
7.07
4.97
9.29
0.31
536
3.05
Nqm.
APPENDIX E
I !,
Detention System Design
No. of Pipes
Dia. Of Pipes
Length
Low Invert
1
in.
ft.
elev.
48
40
575.32
Low Flow
Orifice Diameter
Low Invert
3
575.22
in.
elev.
Overflow Weir
Invert
2.6
577.82
ft.
elev.
Outlet Pipe
Slope
15
0.0699
in. 1.25 ft.
ft/ft
Hydraflow Table of Contents
Hydraflow 1_48in only 10yr .gpw
,draflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Friday, 12 / 9 / 2016
'er
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport ......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, PRE............................................................................................ 4
Hydrograph No. 2, Rational, POST BYPASS........................................................................... 5
Hydrograph No. 3, Mod. Rational, POST ROAD...................................................................... 6
Hydrograph No. 4, Reservoir, Storage..................................................................................... 7
PondReport - STORAGE PIPE........................................................................................... 8
Hydrograph No. 5, Combine, POST OUTFALL...................................................................... 10
10 - Year
SummaryReport ....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, Rational, PRE.......................................................................................... 12
Hydrograph No. 2, Rational, POST BYPASS......................................................................... 13
Hydrograph No. 3, Mod. Rational, POST ROAD.................................................................... 14
Hydrograph No. 4, Reservoir, Storage................................................................................... 15
VMW Hydrograph No. 5, Combine, POST OUTFALL...................................................................... 16
100 -Year
SummaryReport ....................................................................................................................... 17
HydrographReports................................................................................................................. 18
HydrographNo. 1, Rational, PRE.......................................................................................... 18
Hydrograph No. 2, Rational, POST BYPASS......................................................................... 19
Hydrograph No. 3, Mod. Rational, POST ROAD.................................................................... 20
Hydrograph No. 4, Reservoir, Storage................................................................................... 21
Hydrograph No. 5, Combine, POST OUTFALL...................................................................... 22
OFReport.................................................................................................................. 23
1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2015 byAutodesk, Inc. v10.4
F
L:j
5
Legend
Hvd• Origin
Description
1 Rational
PRE
2 Rational
POST BYPASS
Mod. Rational POST ROAD
Reservoir
Storage
5 Combine
POST OUTFALL
Project: Hydraflow 1_48in only 10yr .gpw I Friday, 12 / 9 / 2016
Hyd rog ra p h Return Period Relr,�w Hydrographs Extension for AutoCAD®Civil 3D® 2015 by Autodesk, Inc v10.4
r-
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
Rational
------
-------
7.172
-------
-------
9.552
-------
-------
15.58
PRE
2
Rational
------
-------
6.784
-------
-------
8.954
-------
-------
14.37
POST BYPASS
3
Mod. Rational
------
-------
0.695
-------
-------
0.953
-------
-------
1.750
POST ROAD
4
Reservoir
3
-------
0.696
-----
-------
0.982
-------
-------
1.757
Storage
5
Combine
2,4
-------
7.065
-------
-------
9.286
-------
-------
16.09
POST OUTFALL
Proj. file: Hydraflow 1_48in only 10yr .gpw
Friday, 12 / 9 / 2016
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2015 by Autodesk, Inc. v10.4
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
7.172
1
19
8,176
------
------
------
PRE
2
Rational
6.784
1
15
6,106
------
------
------
POST BYPASS
3
Mod. Rational
0.695
1
15
3,753
------
------
------
POST ROAD
4
Reservoir
0.696
1
24
3,752
3
577.91
337
Storage
5
Combine
7.065
1
15
9,858
2,4
------
------
POST OUTFALL
Hydraflow 1_48in only 10yr .gpw
Return Period: 2 Year
Friday, 12 / 9 / 2016
Hydrograph Report
iraflow Hydrographs Extension for AUtoCADO Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
PRE
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 4.666 ac
Runoff coeff.
Intensity
= 3.056 in/hr
Tc by User
OF Curve
= Albemarle.IDF
Asc/Rec limb fact
Q (cfs)
8.00
wo
4.00
2.00
0.00 -
V
Z 4 6
Hyd No. 1
PRE
Hyd. No. 1 -- 2 Year
4
Friday, 12 / 9 / 2016
= 7.172 cfs
= 19 min
= 8,176 cuft
= 0.503
= 19.00 min
= 1/1
Q (cfs)
8.00
. 1I
4.00
2.00
0.00
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Time (min)
Hydrograph Report s
-Iraflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 2
POST BYPASS
Hydrograph type
= Rational
Peak discharge
= 6.784 cfs
Storm frequency
= 2 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 6,106 cuft
Drainage area
= 4.104 ac
Runoff coeff.
= 0.48
Intensity
= 3.444 in/hr
Tc by User
= 15.00 min
IDF Curve
= Albemarle.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
7.00
AM
4.00
3.00
M
0.00 it '
0 2 4
Hyd No. 2
POST BYPASS
Hyd. No. 2 -- 2 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
" full
8 10 12 14 16 18 20 22 24 26 28 30 0.00
Time (min)
Hydrograph Report
6
iraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 3
POST ROAD
Hydrograph type
= Mod. Rational
Peak discharge
= 0.695 cfs
Storm frequency
= 2 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 3,753 cuft
Drainage area
= 0.808 ac
Runoff coeff.
= 0.769
Intensity
= 1.118 in/hr
Tc by User
= 15.00 min
IDF Curve
= Albemarle.IDF
Storm duration
= 6.0 x Tc
Target Q
=0.390 cfs
Est. Req'd Storage
=2,518 cuft
Q (cfs)
1.00
".90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 -
0 10 20
Hyd No. 3
POST ROAD
Hyd. No. 3 -- 2 Year
30 40 50 60 70 80
® Mod. Rational Est. Storage = 2,518 cuft
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
90 100 110
Time (min)
Hydrograph Report
7
+raflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Friday, 12 / 9 / 2016
Hyd. No. 4
Storage
Hydrograph type
= Reservoir
Peak discharge
= 0.696 cfs
Storm frequency
= 2 yrs
Time to peak
= 24 min
Time interval
= 1 min
Hyd. volume
= 3,752 cuft
Inflow hyd. No.
= 3 -POST ROAD
Max. Elevation
= 577.91 ft
Reservoir name
= STORAGE PIPE
Max. Storage
= 337 cuft
Storage Indication method used.
Q (cfs) Storage Q cfs
Hyd. No. 4 -- 2 Year ( )
1.00 - - 1.00
90
0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Hyd No. 4 Hyd No. 3 ® Total storage used = 337 cuft Time (min)
Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. v10.4 Friday, 12 / 9 / 2016
''ond No. 1 - STORAGE PIPE
Pond Data
UG Chambers - Invert elev. = 575.32 ft , Rise x Span = 4.00 x 4.00 ft , Barrel Len = 40.00 ft , No. Barrels = 1 , Slope = 0.20% , Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00
575.32
n/a
0
0
0.41
575.73
n/a
23
23
0.82
576.14
n/a
45
69
1.22
576.54
n/a
56
125
1.63
576.95
n/a
62
187
2.04
577.36
n/a
65
251
2.45
577.77
n/a
65
316
2.86
578.18
n/a
62
378
3.26
578.58
n/a
56
434
3.67
578.99
n/a
45
480
4.08
579.40
n/a
23
503
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
3.00
Inactive
0.00
Crest Len (ft)
= 5.00
0.00
0.00
0.00
Span (in)
= 15.00
3.00
4.00
0.00
Crest El. (ft)
= 577.82
0.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 575.22
575.22
5.00
0.00
Weir Type
= Broad
---
---
---
Length (ft)
= 155.00
0.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 7.00
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)
= 0.000 (by
Contour)
/lulti-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 /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B Wr C Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs cfs cfs cfs cfs
cfs
0.00
0
575.32
0.00
0.00
0.00
---
0.00
--- -- --- --- ---
0.000
0.04
2
575.36
0.05 is
0.03 is
0.00
---
0.00
--- --- --- --- ---
0.028
0.08
5
575.40
0.05 is
0.05 is
0.00
---
0.00
--- --- --- --- ---
0.052
0.12
7
575.44
0.08 is
0.07 is
0.00
---
0.00
--- --- --- --- ---
0.071
0.16
9
575.48
0.09 is
0.09 is
0.00
---
0.00
--- --- --- --- ---
0.086
0.20
12
575.52
0.10 is
0.10 is
0.00
---
0.00
--- --- --- --- ---
0.096
0.24
14
575.56
0.11 is
0.11 is
0.00
---
0.00
--- --- --- --- ---
0.106
0.29
16
575.61
0.12 is
0.11 is
0.00
---
0.00
--- --- --- --- ---
0.115
0.33
19
575.65
0.13 is
0.12 is
0.00
---
0.00
--- --- --- --- ---
0.123
0.37
21
575.69
0.14 is
0.13 is
0.00
---
0.00
--- --- --- --- ---
0.130
0.41
23
575.73
0.14 is
0.14 is
0.00
---
0.00
--- --- --- --- ---
0.138
0.45
28
575.77
0.15 is
0.15 is
0.00
---
0.00
--- --- --- --- ---
0.146
0.49
32
575.81
0.16 is
0.15 is
0.00
---
0.00
--- --- --- --- ---
0.152
0.53
37
575.85
0.16 is
0.16 is
0.00
---
0.00
--- --- --- --- ---
0.159
0.57
41
575.89
0.17 is
0.17 is
0.00
---
0.00
--- --- -- --- ---
0.165
0.61
46
575.93
0.17 is
0.17 is
0.00
---
0.00
--- --- --- --- ---
0.172
0.65
50
575.97
0.18 is
0.18 is
0.00
---
0.00
--- --- --- --- ---
0.177
0.69
55
576.01
0.18 is
0.18 is
0.00
---
0.00
--- --- --- --- ---
0.184
0.73
60
576.05
0.20 is
0.19 is
0.00
---
0.00
--- --- --- --- ---
0.189
0.78
64
576.09
0.20 is
0.19 is
0.00
---
0.00
--- -- --- --- ---
0.195
0.82
69
576.14
0.20 is
0.20 is
0.00
---
0.00
--- --- --- --- ---
0.200
0.86
74
576.18
0.21 is
0.20 is
0.00
---
0.00
--- -- --- --- ---
0.205
0.90
80
576.22
0.21 is
0.21 is
0.00
---
0.00
--- --- --- --- ---
0.210
0.94
85
576.26
0.22 is
0.21 is
0.00
---
0.00
--- -- --- --- ---
0.215
0.98
91
576.30
0.23 is
0.22 is
0.00
---
0.00
--- --- --- --- ---
0.220
1.02
97
576.34
0.23 is
0.23 is
0.00
---
0.00
--- - --- --- ---
0.225
1.06
102
576.38
0.23 is
0.23 is
0.00
---
0.00
--- --- --- --- ---
0.230
1.10
108
576.42
0.24 is
0.23 is
0.00
---
0.00
--- --- --- --- ---
0.234
1.14
113
576.46
0.24 is
0.24 is
0.00
---
0.00
--- --- --- --- ---
0.239
1.18
119
576.50
0.24 is
0.24 is
0.00
---
0.00
--- --- --- --- ---
0.243
1.22
125
576.54
0.26 is
0.25 is
0.00
---
0.00
--- --- --- --- ---
0.248
1.26
131
576.58
0.26 is
0.25 is
0.00
---
0.00
--- --- --- --- ---
0.252
Continues on next page...
E
STORAGE PIPE
Stage / Storage / Discharge Table
'Sage Storage Elevation Clv A
c cuft ft cfs
1.31
1.35
1.39
1.43
1.47
1.51
1.55
1.59
1.63
1.67
1.71
1.75
1.80
1.84
1.88
1.92
1.96
2.00
2.04
2.08
2.12
2.16
2.20
2.24
2.28
2.33
2.37
2.41
2.45
2.49
2.53
2.57
2.61
2.65
2.69
2.73
2.77
2.82
2.86
2.90
2.94
2.98
3.02
3.06
3.10
3.14
3.18
3.22
3.26
3.30
3.35
3.39
3.43
3.47
3.51
3.55
3.59
3.63
3.67
3.71
3.75
3.79
3.84
3.88
3.92
3.96
4.00
I 4.04
4.08
End
137
576.63
0.26 is
143
576.67
0.26 is
149
576.71
0.27 is
156
576.75
0.27 is
162
576.79
0.27 is
168
576.83
0.28 is
174
576.87
0.29 is
180
576.91
0.29 is
187
576.95
0.29 is
193
576.99
0.29 is
200
577.03
0.30 is
206
577.07
0.31 is
213
577.12
0.31 is
219
577.16
0.31 is
225
577.20
0.31 is
232
577.24
0.31 is
238
577.28
0.33 is
245
577.32
0.33 is
251
577.36
0.33 is
258
577.40
0.33 is
264
577.44
0.33 is
271
577.48
0.33 is
277
577.52
0.35 is
284
577.56
0.35 is
290
577.60
0.35 is
297
577.65
0.35 is
303
577.69
0.35 is
310
577.73
0.35 is
316
577.77
0.37 is
322
577.81
0.37 is
329
577.85
0.43 is
335
577.89
0.61 is
341
577.93
0.84 is
347
577.97
1.12 is
354
578.01
1.46 is
360
578.05
1.83 is
366
578.09
2.21 is
372
578.13
2.66 is
378
578.18
3.10 is
384
578.22
3.58 is
390
578.26
4.10 is
395
578.30
4.62 is
401
578.34
5.17 is
406
578.38
5.74 is
412
578.42
6.33 is
417
578.46
6.94 is
423
578.50
7.56 is
429
578.54
8.20 is
434
578.58
8.59 is
439
578.62
8.84 is
443
578.67
9.04 is
448
578.71
9.22 is
452
578.75
9.38 is
457
578.79
9.52 is
461
578.83
9.65 is
466
578.87
9.77 is
471
578.91
9.89 is
475
578.95
10.00 is
480
578.99
10.10 is
482
579.03
10.20 is
484
579.07
10.30 is
487
579.11
10.39 is
489
579.16
10.48 is
491
579.20
10.56 is
493
579.24
10.65 is
496
579.28
10.73 is
498
579.32
10.81 is
500
579.36
10.88 is
503
579.40
10.96 is
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
cfs
cfs
cfs
cfs
cfs
Cfs
cfs
Cfs
cfs
cfs
0.26 is
0.00
---
0.00
---
---
---
---
---
0.257
0.26 is
0.00
---
0.00
---
---
---
---
---
0.261
0.26 is
0.00
---
0.00
---
---
---
---
---
0.265
0.27 is
0.00
---
0.00
---
---
---
---
---
0.269
0.27 is
0.00
---
0.00
---
---
---
---
---
0.273
0.28 is
0.00
---
0.00
---
---
---
---
---
0.277
0.28 is
0.00
---
0.00
---
---
---
---
---
0.280
0.28 is
0.00
---
0.00
---
---
---
---
---
0.284
0.29 is
0.00
---
0.00
---
---
---
---
---
0.288
0.29 is
0.00
---
0.00
---
---
---
---
---
0.292
0.30 is
0.00
---
0.00
---
---
---
---
---
0.296
0.30 is
0.00
---
0.00
---
---
---
---
---
0.299
0.30 is
0.00
---
0.00
---
---
---
---
---
0.303
0.31 is
0.00
---
0.00
---
---
---
---
---
0.307
0.31 is
0.00
---
0.00
---
---
---
---
---
0.311
0.31 is
0.00
---
0.00
---
---
---
---
---
0.314
0.32 is
0.00
---
0.00
---
---
---
---
---
0.317
0.32 is
0.00
---
0.00
---
---
---
---
---
0.321
0.32 is
0.00
---
0.00
---
---
---
---
---
0.324
0.33 is
0.00
---
0.00
---
---
---
---
---
0.328
0.33 is
0.00
---
0.00
---
---
---
---
---
0.331
0.33 is
0.00
---
0.00
---
---
---
---
---
0.334
0.34 is
0.00
---
0.00
---
---
---
---
---
0.337
0.34 is
0.00
---
0.00
---
---
---
---
---
0.341
0.34 is
0.00
---
0.00
---
---
---
---
---
0.344
0.35 is
0.00
---
0.00
---
---
---
---
---
0.347
0.35 is
0.00
---
0.00
---
---
--
---
---
0.350
0.35 is
0.00
---
0.00
---
---
---
---
---
0.353
0.36 is
0.00
---
0.00
---
---
-
---
---
0.356
0.36 is
0.00
---
0.00
---
---
--
---
---
0.360
0.36 is
0.00
---
0.07
---
--
---
---
---
0.427
0.36 is
0.00
---
0.24
---
---
---
---
---
0.602
0.36 is
0.00
---
0.48
---
---
---
---
---
0.838
0.35 is
0.00
---
0.77
---
---
---
---
---
1.124
0.35 is
0.00
---
1.10
---
--
---
---
---
1.451
0.35 is
0.00
---
1.47
---
---
--
---
---
1.815
0.35 is
0.00
---
1.87
---
---
--
---
---
2.212
0.34 is
0.00
---
2.30
---
---
---
---
---
2.640
0.34 is
0.00
---
2.76
---
---
---
---
---
3.100
0.33 is
0.00
---
3.25
---
---
---
---
---
3.583
0.33 is
0.00
---
3.76
---
---
--
---
---
4.092
0.32 is
0.00
---
4.30
---
--
---
---
---
4.622
0.31 is
0.00
---
4.86
---
---
---
---
---
5.173
0.30 is
0.00
---
5.45
---
---
---
---
---
5.744
0.28 is
0.00
---
6.05
---
---
---
---
---
6.334
0.26 is
0.00
---
6.68
---
---
---
---
---
6.941
0.24 is
0.00
---
7.32
---
---
---
---
---
7.563
0.21 is
0.00
---
7.99
---
---
--
---
---
8.199
0.19 is
0.00
---
8.41 s
---
---
---
---
---
8.595
0.17 is
0.00
---
8.66 s
---
---
---
---
---
8.839
0.16 is
0.00
---
8.88 s
---
---
---
---
---
9.041
0.15 is
0.00
---
9.06 s
---
---
--
---
---
9.218
0.15 is
0.00
---
9.23 s
---
---
---
---
---
9.375
0.14 is
0.00
---
9.38 s
---
---
---
---
---
9.518
0.13 is
0.00
---
9.52 s
---
---
---
---
9.650
0.13 is
0.00
---
9.65 s
--
---
---
---
9.773
0.12 is
0.00
---
9.77 s
---
--
---
---
---
9.888
0.12 is
0.00
---
9.88 s
---
---
---
---
---
9.996
0.11 is
0.00
---
9.99 s
---
---
---
---
---
10.10
0.11 is
0.00
---
10.09 s
--
--
---
---
---
10.20
0.10 is
0.00
---
10.19 s
---
---
---
---
---
10.29
0.10 is
0.00
---
10.29 s
--
---
---
---
10.39
0.10 is
0.00
---
10.38 s
-
---
---
---
10.48
0.09 is
0.00
---
10.47 s
---
---
---
---
---
10.56
0.09 is
0.00
---
10.55 s
---
---
---
---
---
10.64
0.09 is
0.00
---
10.64 s
---
---
---
---
10.72
0.08 is
0.00
---
10.72 s
---
---
---
---
10.80
0.08 is
0.00
---
10.80 s
---
---
---
---
---
10.88
0.08 is
0.00
---
10.88 s
---
---
---
---
---
10.96
Hydrograph Report 10
lraflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. 00.4
Friday, 12 / 9 / 2016
Hyd. No. 5
POST OUTFALL
Hydrograph type
= Combine
Peak discharge
= 7.065 cfs
Storm frequency
= 2 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 9,858 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 4.104 ac
Q (cfs)
8.00
. Me
4.00
2.00
0.00 Lr
0 10 20
-- Hyd No. 5
POST OUTFALL
Hyd. No. 5 -- 2 Year
30 40 50 60 70 80
Hyd No. 2 Hyd No. 4
90 100 110 120
Q (cfs)
8.00
4.00
2.00
0.00
130
Time (min)
11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D& 2015 by Autndack Inr w1n d
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
9.552
1
19
10,890
------
------
------
PRE
2
Rational
8.954
1
15
8,059
------
------
------
POST BYPASS
3
Mod. Rational
0.953
1
15
5,661
------
------
------
POST ROAD
4
Reservoir
0.982
1
18
5,661
3
577.96
344
Storage
5
Combine
9.286
1
15
13,720
2,4
------
------
POST OUTFALL
Hydraflow 1_48in only 10yr .gpw
Return Period: 10 Year
Friday, 12 / 9 / 2016
Hydrograph Report
aflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
PRE
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 4.666 ac
Runoff coeff.
Intensity
= 4.070 in/hr
Tc by User
OF Curve
= Albemarle.IDF
Asc/Rec limb fact
Q (cfs)
10.00
..00,
8.00
. WO
4.00
2.00
PRE
Hyd. No. 1 -- 10 Year
12
Friday, 12 / 9 / 2016
= 9.552 cfs
= 19 min
= 10,890 cuft
= 0.503
= 19.00 min
= 1/1
Q (cfs)
10.00
we]
4.00
2.00
0.00 JF ' ' I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Hyd No. 1 Time (min)
Hydrograph Report
13
Iraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 2
POST BYPASS
Hydrograph type
= Rational
Peak discharge
= 8.954 cfs
Storm frequency
= 10 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 8,059 cuft
Drainage area
= 4.104 ac
Runoff coeff.
= 0.48
Intensity
= 4.545 in/hr
Tc by User
= 15.00 min
IDF Curve
= Albemarle.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
10.00
.✓
8.00
4.00
2.00
0.00 W
0 2 4
- Hyd No. 2
6 8
POST BYPASS
Hyd. No. 2 -- 10 Year
Q (cfs)
10.00
MI
M. 11
4.00
2.00
0.00
10 12 . 14 16 18 20 22 24 26 28 30
Time (min)
Hydrograph Report
raflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. 00.4
Hyd. No. 3
POST ROAD
Hydrograph type
= Mod. Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.808 ac
Intensity
= 1.534 in/hr
IDF Curve
= Albemarle.IDF
Target Q
=0.600 cfs
Q (cfs)
1.00 -
.90
0.80
0.70
0.60
0.50
0.40
0.30 -)
0.20
0.10
0.00-0
14
Friday, 12 / 9 / 2016
Peak discharge
= 0.953 cfs
Time to peak
= 15 min
Hyd. volume
= 5,661 cuft
Runoff coeff.
= 0.769
Tc by User
= 15.00 min
Storm duration
= 6.6 x Tc
Est. Req'd Storage
=3,599 cuft
POST ROAD
Hyd. No. 3 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 10 20 30 40 50 60 70 80 90 100 110 120
Hyd No. 3 Time (min)
Y ®Mod. Rational Est. Storage = 3,599 cuft
Hydrograph Report 15
Iraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 4
Storage
Hydrograph type
= Reservoir
Peak discharge
= 0.982 cfs
Storm frequency
= 10 yrs
Time to peak
= 18 min
Time interval
= 1 min
Hyd. volume
= 5,661 cuft
Inflow hyd. No.
= 3 - POST ROAD
Max. Elevation
= 577.96 ft
Reservoir name
= STORAGE PIPE
Max. Storage
= 344 cuft
Storage Indication method used
Q (cfs)
1.00
.90
w-
0.80
0.70
0.60 -
0.50 -
0.40 -
0.30 -
0.20
0.10
Storage
Hyd. No. 4 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 — I J_ I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 0.00
Hyd No. 4 Hyd No. 3 LF= Total storage used = 344 cuft Time (min)
Hydrograph Report
lraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
POST OUTFALL
Hydrograph type = Combine Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Inflow hyds. = 2, 4 Contrib. drain. area
Q (cfs)
10.00 -
e
2.00
0.00 -1
0
10 20 30 40 50
Hyd No. 5 Hyd No. 2
POST OUTFALL
Hyd. No. 5 -- 10 Year
60 70 80 90
Hyd No. 4
16
Friday, 12 / 9 / 2016
= 9.286 cfs
= 15 min
= 13,720 tuft
= 4.104 a c
Q (cfs)
10.00
M
4.00
2.00
0.00
100 110 120 130 140
Time (min)
17
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(tuft)
1
Rational
15.58
1
19
17,756
------
------
------
PRE
2
Rational
14.37
1
15
12,930
------
------
------
POST BYPASS
3
Mod. Rational
1.750
1
15
9,134
------
------
------
POST ROAD
4
Reservoir
1.757
1
16
9,134
3
578.05
359
Storage
5
Combine
16.09
1
15
22,064
2,4
------
------
POST OUTFALL
Hydraflow 1_48in only 10yr .gpw
Return Period: 100 Year
Friday, 12 / 9 / 2016
Hydrograph Report
draflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
PRE
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 4.666 ac
Runoff coeff.
Intensity
= 6.636 in/hr
Tc by User
OF Curve
= Albemarle.IDF
Asc/Rec limb fact
Q (cfs)
18.00
15.00
12.00
• o
. M
3.00
PRE
Hyd. No. 1 -- 100 Year
18
Friday, 12 / 9 / 2016
= 15.58 cfs
= 19 min
= 17,756 cuft
= 0.503
= 19.00 min
= 1/1
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00 -" I' I I I I I I I I I I I I I I I I X 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
V%we Hyd No. 1 Time (min)
Hydrograph Report
19
1raflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 2
POST BYPASS
Hydrograph type
= Rational
Peak discharge
= 14.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 12,930 cuft
Drainage area
= 4.104 ac
Runoff coeff.
= 0.48
Intensity
= 7.292 in/hr
Tc by User
= 15.00 min
IDF Curve
= Albemarle.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
15.00 -
12.00
go
. 11
3.00
0.00 -!
0
2 4 6
Hyd No. 2
POST BYPASS
Hyd. No. 2 -- 100 Year
Q (cfs)
15.00
12.00
• 11
0 11
3.00
0.00
8 10 12 14 16 18 20 22 24 26 28 30
Time (min)
Hydrograph Report
20
•,Jraflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
Hyd. No. 3
POST ROAD
Hydrograph type
= Mod. Rational
Peak discharge
= 1.750 cfs
Storm frequency
= 100 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 9,134 cuft
Drainage area
= 0.808 ac
Runoff coeff.
= 0.769
Intensity
= 2.816 in/hr
Tc by User
= 15.00 min
IDF Curve
= Albemarle.IDF
Storm duration
= 5.8 x Tc
Target Q
=1.210 cfs
Est. Req'd Storage
=5,412 cuft
n
1.00
0.00
0 10
Hyd No. 3
POST ROAD
Hyd. No. 3 -- 100 Year
20 30 40 50 60 70 80 90 100
® Mod. Rational Est. Storage = 5,412 cuft
Q (cfs)
2.00
1.00
Hydrograph Report 21
' draflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 12 / 9 / 2016
`Ilyd. No. 4
Storage
Hydrograph type
= Reservoir
Peak discharge
= 1.757 cfs
Storm frequency
= 100 yrs
Time to peak
= 16 min
Time interval
= 1 min
Hyd. volume
= 9,134 cult
Inflow hyd. No.
= 3 - POST ROAD
Max. Elevation
= 578.05 ft
Reservoir name
= STORAGE PIPE
Max. Storage
= 359 cuft
Storage Indication method used
Q (cfs)
2.00
,rr
1.00
0.00 r
0 10 20
Hyd No. 4
Storage
Hyd. No. 4 -- 100 Year
30 40 50 60
Hyd No. 3
Q (cfs)
2.00
1.00
0.00
70 80 90 100 110 120 130
Time (min)
� Total storage used = 359 cuft
Hydrograph Report
22
Araflow Hydrographs Extension for AutoCADO Civil 3D0 2015 by Autodesk, Inc. 00.4
Friday, 12 / 9 / 2016
Hyd. No. 5
POST OUTFALL
Hydrograph type
= Combine
Peak discharge
= 16.09 cfs
Storm frequency
= 100 yrs
Time to peak
= 15 min
Time interval
= 1 min
Hyd. volume
= 22,064 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 4.104 ac
Q (cfs)
18.00
15.00
12.00
M
AM
MR A
0.00 '
0 10 20
Hyd No. 5
POST OUTFALL
Hyd. No. 5 -- 100 Year
30 40 50 60 70 80 90
Hyd No. 2 Hyd No. 4
Q (cfs)
18.00
15.00
12.00
M
. 11
3.00
- 0.00
100 110 120
Time (min)
Hydraflow Rainfall Report
23
'vdraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
49.0200
10.5000
0.8200
--------
3
0.0000
0.0000
0.0000
--------
5
79.2600
14.6000
0.8370
--------
10
46.9500
9.5000
0.7300
--------
25
102.6070
16.5000
0.8220
--------
50
114.8190
17.2000
0.8200
--------
100
127.1600
17.8000
0.8190
--------
File name: Albemarle.IDF
Intensity = B / (Tc + D)^E
Friday, 12 / 9 / 2016
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.18
4.12
3.44
2.97
2.63
2.36
2.14
1.97
1.82
1.70
1.59
1.50
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
6.67
5.37
4.55
3.97
3.54
3.21
2.94
2.72
2.54
2.38
2.24
2.12
25
8.24
6.94
6.02
5.33
4.80
4.37
4.02
3.72
3.47
3.26
3.07
2.90
50
9.04
7.65
6.66
5.92
5.34
4.87
4.48
4.16
3.88
3.64
3.44
3.25
100
9.82
8.35
7.29
6.49
5.86
5.36
4.94
4.58
4.28
4.02
3.80
3.59
Tc = time in minutes. Values may exceed 60.
r , III- Ilallle. Jarn le. C
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.64
3.36
0.00
4.32
5.28
6.24
7.20
8.40
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
APPENDIX F
VDOT STORM SEWER TABULATION REPORT
ROAD: Berrecke UNITS: US CuMomMy 2 NETWORKNAME 5
PROJECTS: RNNd 2i Metric(S.) YMem3 3beet o1
CheckMb:
BAM
,= 12/912016
LOCATION
U O
—
ORAINAOE
E
w
HYDRAULIC GUIDE LINE
PIPE 312E
—
'.
NOTES
OF
hw
�pil
ANFA lec. or ti.l
E
C
i
E
EIEVATKIN
lin or mml
O =
E
—
E
p
AND
REIMRKS
UPPER ENO
_
O'E
8
CROWN ELEVATION
COUNTY or CITY: Alimmerle
—
o
uY
E
o:0
:
S
Y
UPPER
¢
m
—
u
=o
�—
gg
?
LL
Oi
u
FLOWLINE ELEVATION
C
RISE
a
N
L
3
FREQUENCY (yrs): 10
ALIONMERT
NAME
MANNINOS0.01]
r
0<
a
b
C
0
_
LL
STATION
E
E
E
SPAN
w
W
O
O
�uIY
O
u
Wg2
BR2
St
DI
Grefe
0)00
0056
0.039
5.00
86)
0.039
0.26
56866
3.65
S6301
563.03
-0.02
B93
15
1
0.002%
393
8.35
E
0.01
NOTESIREMARKS
201�9TM 38.18 Rt.
Si
583.95
583.85
0.10
BR2
5-2
582.T0
582 J10
0.10
1M%
201�3986 25.16 Rt.
El 5-3
Mµ1
'wn�D"
0039
500
68)
0039
026
568.8)
5.61
563.03
%385
562.02
563.1)
1.01
0.65
S.Be
15
0.002%
1
81%
6.0]
23.10
0.02
g0
Ppa 1 of 1
IT
N OT ROADWAY SPREAD ANALYSIS REPORT
BertacMs units: u.6. Customary X
ojeH A`. aPa-0p2A46 MHnc (61) Shcet: of
Preparetl by: MRM
Strlrcture
$Winn
V T
Drainage
Composite
Rainfall
InIH
Previous
TOW
Cross
Logitudinal
GuttarlLacal
Gutter
GalcWrtetl
.
AlbSprutl
ComputetlSlot
SumL
POntlW
ORaet
SlaMartl
Area
RunoR
O61
InlenaRy
DiuM1arpe
InlH eBY—DiacM1arge
Slope
Slope
Depreas.wMM1
Slope
Mamm�p•
Sprud
Leng[h 1100X ER.)
pe
6preatl
Depth
Ea. S3
S2
201�48.52
S e4fi
20.fi4
166
F End WM
030
4.00
0.43
0.00
0.43
0.0201
0.0000
I0020D
0.012
4.45
].50
N/A
NIA
0.09
5-t1
W11re337
W.1
-1 L4
DI-M12N6
I 0N0a
a0
0N.7
O.pp
0..0200
0.012
4.45
].50
NIA
NIA
008
0016
00.020
228.64633
1 ].50
1 7.25
306
O.pa
NEC-12 N R for apmatl and bypass wmpubtians
"-1 conWh0—.-us GEOP-Dminape
VDOT STORM SEWER TABULATION REPORT
ROAD: Barracks UNITS: USCuatomary A NETWORK NAME: Sy,-2 SNwF. of PROJECT#: 9969-002�Matnt lSN
Cl s—
bv
BAN
Data: 121912016
LOCATION
—
DRAINAGE
—
E
w
HYDRAULIC GRADE LINE
PIPE SIZE
NOTES
OF
AREA Iac. or Na.)
E
U
O
O
s
E
ELEVATION
(in or mmI
Ox
_
a
E
u
p
AND
UPPER END
—
c
E
REMARKS
FO
O
<g<
u
Oi
uw
CROWN ELEVATION
E
-
5
Tai
i
COUNTY .,CITY, plWmarle
UPPER
FLOWLINE ELEVATION
RISE
FREGUENCY Iyral: 10
ALgNMENT
NAME
—
w�
E
j
o
aQ
2
_
30
MANNINOS"n": 0.013
2
STATION
h a
-
LOWER
Y
o
_
j o
a
m
a E
C
ynj E
E
w
SPAN
w
3
O-
— —
Y
„~
¢
' u
O
=
O
O
i0
O
nY
OC
<IS
M1
a0
O
J
n
f.E
&31
47
DIJBB IO
Cub
0.831
0421
0.3N1
1330
1.81
0.350
1.68
583S3
32
580.32
578.00
1.33
88.N
15
1
0089%
5.0]
eat
O22
NOTESIREMARKS
111N000 21 ]3 LI
y
58055
51B85
1.00
BR1
51B80
518050
low
tA8%
11I�82.92
d'9B8
DYre
2.In
0.109
0588
13./3
1.11
11..
2.W
582.59
3..
51920
5]T69
1.51
0.IB1%
-26.]8 ll.
1
49
5]9.T5
B
5]8.95
10
1A0
15/A8
15
1
0.9096
a.91
6S0
0.53
ItA*22.18 -1821 It
Ek. 410
MH-1
JurcSm
0588
I3A3
�]]
D.
2.BD
581.11
S95
5Tn]
51825
sn.w
ST].85
o.]2
OAO
B.SI
15
1
o.1e1%
0.02
wmP�a WM uf9q tivOpak I3rkmpa
L.J
Bartacka
Nct �: 9N4g2it46
YDOT ROADWAY SPREAD ANALYSIS REPORT
Units: U.S. Cwtomary X
Metric (SH
SM1eet: of
Preparetl by:
MRM
Sbuetlm
VWT
Drainage
Composite
Rainfall
Inlet
Previous
Total
Cross
Logitutlinal
OrMerMcal
GUHer
Calculalttl
No.
Sfalbn
OfMM
StaMaM
Area
Rur1oH
Intensity
Dillh a
InletB ypaas
Discharge
Slope
Slope
Depress. M6MM1
Slope
Mannin9'a
Spreatl
gllowaWe
Sproatl
CamputctlSlat
LGn `=SEH.)
Sumpetl
Spreatl
Pon
DeMM1
Ex..10
114+2].P
2].13
Fstl OUIIe
Na
Na
Na
C98
0.00
4-9
-
114+22.16
112+62.92
-18.21
-24]6
MH-1
DI-3B6
Na
0.11
Ne
Na
0.66
000
0.96
0.66
0.040
0.020
0.0000
0.0000
rile
00633
0.0633
0.014
0.013
;.06
1.90
5.00
536
N/A
NIA
NIA
N/A
0.21
0.16
4-]
11t+gp,pp
-21.]3
DI-38B 1p
0.42
2.18
0.83
4.00
4.00
0.96
14p
ODO
0.9E
p.p80
1.2000
2.0000
0.0633
p'014
2.82
S00
6.09
N/A
032
0.00
1.40
0.0]6
1.120p
2.000p
00833
0014
3.1fi
8.00
T04
NIA
0.26
HEC-12 is - for epestl and Eypaas mmlNMtiona
NIWN,wm %VImt using GEOPAKDrainge
I ►'
VDOT STORM SEWER TABULATION REPORT
ROAD: B."c UNITS: US Cua -y A NETWORK NAME: Syaam 1
FRojECT8: 9999-00- ml.. IBII Sbaat
_
CMc1M
bY:
BAM
e: 12AY1016
One'. 1219l2016
LOCATION
t~i0
-
DRAINAGE
pREA
NYDRq¢�pULIC
SIZE
a
NOTES
w
lac. er lu.l
F
G
O
O
I�
IONELINE
IPnPE
mTl
OX
-
REMARKS
UPPER END
-
u, c
o E
E
®
u
E
�]
a
Q
CROWN ELEVATION
RISE
COUNTY ar CITY'. Albmarle
_
C
3
_
E
UPPER
u
a
O
f o
F
2
�i
OO
O o
O
O
FLOWLINE ELEVATION
_
G
a
m
a
t
>'
_
O
FREQUENCY IYrsl: 10
ALIGNMENT
W1ME
MANNINOS "n': 0.013
w
g b
1.
rruO,{{
U
STATION
i
�f!
LOWER
CEOII
S
-
Z.
i
E
g E
E
SPAN
¢
-
S
a
iE
o
�O
O
'O
O
C
O;�
�Z
E
p0
O
=
BR1
33
01-)GrAb
Gres¢
0.398
0.116
0.039
12.
1.90
0039
0.19
596.10
3.72
582.88
58211
ON
21.01
=
0.001%
E
NOT-1111ARKS
103a25.50 1 -ISM LL
}2
583.65
583.95
O90
BR1
I 31
59210
1 59210
1 On
I1154°
1Of a28.e2 J100 LL
}2
MH.2
Junctim
0.000
0.1]0
0110
Do.
ow
60510
6A7
80213
60285
598.33
58915
S80
3.60
197.68
00110
13R1
1 12
1
698.
9.
15
1
1.82%%
S..
8.98
O.IH
103+27.0/ -18.00 LL
9I
dSB86
CUT
0821
0191
0.19)
12 ]8
1159
0.197
216
bA2 J5
9.T1
592.63
589.39
931
0.12fi%
gRl
},�
593.25
5
590.11
588.
3.11
9.11
28910
15
1
1in%
4.91
7.18
0.-
106+22.)6 1 -18.12 LL
41
dSBe
CuT
0882
DO50
0110
13.78
1023
0110
2.15
58328
3.1e
58950
59001
68291
5B3 ]5
659
619
211.00
0.116%
R1
41
9
9
15
281%
I'-
058
1011 -f ).86 JLL
42
daB88
CUT
0.839
011]
0-
11.9]
7.59
011]
9.98
SS899
f068
5]6.25
5)910
5]611
3)9.32
001
01%11%
BRi
42
)5.10
2
00B
]9.80
b
1
010%
2.8]
58.18
0.25
108.]118 E5.01 LL
N
MH-t
Junction
O.M7
11.97
759
O.IIi
9.99
581.91
8.f0
5]821
5)fi �]
564 )8
565.65
11 A6
1082
151.15
15
0.2M%
BR1
N
)
5611
1
6.BB%
M.
IBJ]
L.
tOB+088i-215.18 LL
411
MH-I
Jundbn
ONi
f1.3]
)59
OAI)
3.99
56].]1
IJ]
Sfi3.34
563.I5
56151
562.25
1S0
117
89.51
0.2]9%
BRt
411
Sfi
561.
15
1
298%
].91
f0A8
0.11
t0i.73.89 377.68 LL
H
MH-I
Jun°8pn
DM]
113)
]�
OAI)
3.39
58130
5.80
558.]5
550.25
].50
SB.01
15
OIiB%
1
12.]1%
19.tl
21.71
0.07
53].50
0.00
50
Papa 1 M 1
VDOT ROADWAY SPREAD ANALYSIS REPORT
Barracks J— Vs. Customary X sM1eet: of
ojM p. 99—R" Met -IV) PreparM by: MRM
Cl—ke by: am
Rem s
HEC-12 is used for spreatl antl bypass wmpubtions
All otMr campuhbons done using GEOPAK Drain