HomeMy WebLinkAboutWPO201400038 Plan - E&S Erosion Control Plan 2014-08-11 COMMONWEALTH of VIRGINIA
DEPARTMENT OF ENVIRONMENTAL QUALITY
Street address:629 East Main Street,Richmond,Virginia 23219
Molly Joseph Ward Mailing address:P.O.Box 1105,Richmond,Virginia 23218 David K.Paylor
Secretary of Natural Resources Fax: 804-698-4019-TDD(804)698-4021 Director
www.deq.virginia.gov
(804)698-4020
1-800-592-5482
6/30/2014
Sheeflee LLC
1730 Sage Lane
Blacksburg,VA 24060
RE: Construction General Permit Coverage#VAR10F561,Sheeflee Cohousing-Residential-1317 Parkview Drive
Crozet
Dear Peter Lazar:
DEQ has received your registration statement for the proposed land-disturbing project under the General Permit for
Discharges of Stormwater from Construction Activities(VAR10). The project's date of coverage is either the date of this
letter or fifteen business days after the postmark date of the project's complete registration packet submittal to DEQ.
By submission of the registration statement,you acknowledge that the proposed project is eligible for coverage under the
General Permit and you have agreed to the conditions in the General Permit including any applicable conditions regarding
Total Maximum Daily Loads and impaired waters. Please be aware that§62.1-44.15:35 of the Code of Virginia and the
General Permit contain additional requirements if nonpoint nutrient offsets are chosen to meet the post-development nonpoint
nutrient runoff compliance requirements. Section§62.1-44.15:35 I requires that the permit issuing authority require that
nonpoint nutrient offsets or other off-site options achieve the necessary nutrient reductions PRIOR TO THE
COMMENCEMENT OF THE PERMITTEE'S LAND DISTURBING ACTIVITY.
A copy of the General Permit is available on the DEQ web page at
httn://www.deq.virginia.gov/Portals/0/DEQ/Water/Publications/CGPvar10.pdf. Print the VAR10 permit and read it carefully
as you are responsible for meeting all the permit conditions.The General Permit will expire on June 30,2014.
Your project specific permit registration number is VAR10F561. A copy of this permit coverage letter,registration
statement,copy of the VAR10 permit,and the project's Stormwater Pollution Prevention Plan(SWPPP)must be at the
construction site from the date of commencement of the construction activity to final stabilization. In addition,DEQ staff
conduct periodic site inspections for compliance with the permit.
Additional information is available on the DEQ webpage at:
http://www.deq.virginiagov/programs/water/stormwatermanagement/vsmppermits/constructiongeneralpermit.aspx. For
questions,contact the Permit Processor at(804)698-4039.
Sincerely,
{"
Frederick K.Cunningham,Director
Office of Water Permits
SHEEFLEE COHOUSING SITE DEVELOPMENT PLAN
SOH
EROSION AND SEDIMENT CONTROL
sow AND STORMWATER MANAGEMENT NARRATIVE
.46
Located in:
Albemarle County, Virginia
b TH of
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0JHN T. NE L
tic No. 035780
46.
Project Number: 1770.3 '
s'ONAL
Date: August 11, 2014
4 GAY AND N EEL, INC.
ENGINEERING VLANDSCAPE ARCHITECTURE V4 SURVEYING
1260 Radford Street • Christiansburg, Virginia 24073
540.381.6011 office•540.381.2773 fax
www.gayandneel.com • info@gayandneel.com
Sheeflee Cohousing Site Development Plan
TABLE OF CONTENTS
INTRODUCTION 3
CHECKLIST 4
PLAN NARRATIVE 6
♦ Project Description 6
♦ Existing Site Conditions 6
♦ Adjacent Areas 6
♦ Offsite Areas 6
wee
♦ Soils 6
♦ Critical Areas 7
♦ Erosion and Sediment Control Measures 7
♦ Permanent Stabilization 7
♦ Stormwater Runoff Considerations 8
♦ Sequence and Timing of Land Disturbing Activities 8
♦ Potential Pollution Sources 8
♦ Permanent Controls to Remain After Construction 10
LOCATION MAP 11
SOILS MAP 13
DRAINAGE MAPS 18
WATER QUALITY 21
CHANNEL PROTECTION 57
FLOOD PROTECTION 82
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2
2101
Sheeflee Cohousing Site Development Plan
INTRODUCTION
The following Erosion and Sediment Control Plan was developed using the 1992 Virginia Erosion
and Sediment Control Handbook. Implementation of the outlined Plan requires the use of the
Narrative, Plan Sheet, and the Calculations bound within.
Specific structure details can be found in the applicable Standard with the calculations providing
the required dimensions. For example, the construction of Sediment Traps where called for on
the Plan Sheet will require the Applicant to refer to the Calculations to obtain the dimensions and
refer to the Standards to obtain construction details.
The Specifications included in this volume describe maintenance requirements as well. The
Applicant must follow the recommended maintenance schedules to insure an acceptable
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program of erosion and sediment control on the site.
This Erosion and Sediment Control Plan is provided as a guideline to the requirements needed to
.00
protect the site to be disturbed. Site conditions as they change may require some deviation from
the outlined Plan. This may include additional Control Measures. Reference to the Virginia
Erosion and Sediment Control Handbook should be made when warranted.
OkaMai
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3
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Sheeflee Cohousing Site Development Plan
CHECKLIST
FOR EROSION AND SEDIMENT CONTROL PLANS
ow Minimum Standards-All applicable Minimum Standards must be addressed.
NARRATIVE
Project description - Briefly describes the nature and purpose of the land-
disturbing activity, and the area (acres)to be disturbed.
Existing site conditions - A description of the existing topography, vegetation
and drainage.
Adjacent areas - A description of neighboring areas such as streams, lakes,
riaid residential areas, roads, etc., which might be affected by the land disturbance.
Off-site areas - Describe any off-site land-disturbing activities that will occur
(including borrow sites, waste or surplus areas, etc.). Will any other areas be
disturbed?
Soils - A brief description of the soils on the site giving such information as soil
name, mapping unit, erodibility, permeability, depth, texture and soil structure.
Critical areas - A description of areas on the site which have potentially serious
erosion problems (e.g., steep slopes, channels, wet weather/underground
springs, etc.).
SAW Erosion and sediment control measures - A description of the methods which
will be used to control erosion and sedimentation on the site. (Controls should
meet the specifications in Chapter 3).
Permanent stabilization -A brief description, including specifications, of how the
site will be stabilized after construction is completed.
Stormwater runoff considerations - Will the development site cause an increase
in peak runoff rates? Will the increase in runoff cause flooding or channel
wom degradation downstream? Describe the strategy to control stormwater runoff.
Calculations - Detailed calculations for the design of temporary sediment basins,
permanent stormwater detention basins, diversions, channels, etc. Include
410
calculations for pre- and post-development runoff.
Mal
4
SITE PLAN
Vicinity Map - A small map locating the site in relation to the surrounding area.
Include any landmarks which might assist in locating the site.
Indicate north -The direction of north in relation to the site.
Limits of clearing and grading-Areas which are to be cleared and graded.
Existing contours-The existing contours of the site.
Final contours-Changes to the existing contours, including final drainage
patterns.
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Existing vegetation -The existing tree lines, grassed areas, or unique vegetation.
Soils-The boundaries of different soil types.
Existing drainage patterns - The dividing lines and the direction of flow for the
different drainage areas. Include the size (acreage) of each drainage area.
Critical erosion areas - Areas with potentially serious erosion problems. (See
Chapter 6 for criteria).
Site Development - Show all improvements such as buildings, parking lots,
access roads, utility construction, etc.
was
Location of practices - The locations of erosion and sediment controls and
stormwater management practices used on the site. Use the standard symbols
Are and abbreviations in Chapter 3 of this handbook.
Offsite areas - Identify any off-site land-disturbing activities (e.g., borrow sites,
waste areas, etc.). Show location of erosion controls. (Is there sufficient
information to assure adequate protection and stabilization?)
Detail drawings - Any structural practices used that are not referenced to the
418
E&S handbook or local handbooks should be explained and illustrated with
detail drawings.
40
Maintenance -A schedule of regular inspections and repair of erosion and
sediment control structures should be set forth.
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5
Sheeflee Cohousing Site Development Plan
EROSION AND SEDIMENT CONTROL NARRATIVE
PROJECT DESCRIPTION
The area to be disturbed is located in Albemarle County, Virginia, and is bounded by Parkview
4.0 Drive and adjacent properties. The site is one parcel with a 6.16 acre area. The project will
consist of a cohousing style residential development of the area (no subdividing), associated
parking lot construction, and roadway improvements. The total area of land disturbance for
this project is 6.71 acres. The following plan will provide for the development of the area. It is
estimated that the project will take 24 months from the time the grading permit is issued until
completion.
EXISTING SITE CONDITIONS
The proposed site is presently a vacant parcel surrounded by other woodlands and farm
operations. Slopes average from 5 to 50 percent. Stormwater on the site drains to the North
to Parrot Branch, and to the South to an unnamed tributary of Parrot Branch. No other
springs, creeks or surface water are on the site.
41101
ADJACENT AREAS
460
Adjacent property will be graded on the South side of the property. Additionally, offsite
grading will occur to install the proposed force main. The owner shall obtain permission from
the adjacent property owner to grade before commencing operations. There should be no
.40
other effect on any adjacent properties as long as Erosion and Sediment Control Measures are
maintained until permanent stabilization is established.
OFFSITE AREAS
There are no Off-Site areas associated with this plan.
SOILS
Atm 4D Ashe loam, 15 to 25 percent slopes
3763 Hayesville clay loam, 2 to 7 percent slopes, severely eroded
81B Thurmont loam, 2 to 7 percent slopes
4.160
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6
CRITICAL AREAS
No critical areas have been identified on the site.
.60 EROSION AND SEDIMENT CONTROL MEASURES
The following measures will be used to control erosion and sedimentation on the proposed
project. In addition to the below measures all applicable Minimum Standards will be strictly
adhered to. The specifications that follow are taken from the Virginia Erosion and Sediment
Control Handbook, 1992 Edition.
3.02 Temporary Stone Construction Entrance
3.03 Construction Road Stabilization
3.05 Silt Fence
mati 3.07 Storm Drain Inlet Protection
3.08 Culvert Inlet Protection
3.09 Temporary Diversion Dike
3.12 Diversion
3.13 Temporary Sediment Trap
3.17 Stormwater Conveyance Channel
*WO 3.18 Outlet Protection
3.25 Utility Stream Crossing
3.30 Topsoiling
3.31 Temporary Seeding
3.32 Permanent Seeding
410 3.35 Mulching
3.36 Soil Stabilization Blankets & Matting
3.38 Tree Preservation & Protection
flala 3.39 Dust Control
PERMANENT STABILIZATION
All grassed areas of the site will be permanently stabilized through the installation of
permanent seeding immediately after completion of all land disturbance and grading.
Permanent stabilization shall also be applied to areas that are to be left dormant for more than
one year. Within one year of the post construction site stabilization the site will be inspected
and bare areas will be re-stabilized.
, 7
STORMWATER RUNOFF CONSIDERATIONS
In the predevelopment state, the site generally contains two drainage areas that divide through
the center of the site, draining to the North and the South. This divide is maintained in the
postdeveloped state, except that sections out of each drainage area are further subdivided to be
rerouted to BMPs and underground detention facilities. This results in four drainage areas
analyzed in the postdeveloped state.
.00
Water Quality
The Virginia Runoff Reduction Method was used to demonstrate compliance with the DEQ's
water quality requirements. A treatment train of rooftop disconnect, trapezoidal grass
channels and bioretention (level II) were used to improve water quality. Calculations from the
VRRM spreadsheet have been attached to demonstrate compliance, as well as design
calculations specific to the grass channel and bioretention BMPs.
Channel Protection
As the site discharges to Natural Stormwater Conveyance Systems, the methodology laid out in
9VAC25-870-66-B-3-a was used to demonstrate compliance. Bioretention, underground
detention, and runoff-reducing BMPs were used to reduce the volume and flow-rate generated
by the 1-YR 24 hour storm in order to comply with the requirements laid out by DEQ.
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Calculations have been attached to demonstrate compliance.
Flood Protection
The SWM design for this site is in compliance with 9VAC25-870-66-C-2-b as required by the
DEQ. That is, the flow rate generated by the 10-YR 24 hour storm in the postdeveloped state
was reduced to the flow rate generated by the same storm in the predeveloped state. This was
accomplished via runoff reducing BMPs, bioretention and underground detention. Calculations
have been attached to demonstrate compliance.
SEQUENCE AND TIMING OF LAND DISTURBING ACTIVITIES
The general sequence and timing of the specified erosion and sediment controls in this plan in
relation to land-disturbance activities is outlined on the plan sheet "General Erosion &
Sediment Control Plan".
POTENTIAL POLLUTION SOURCES
■ No industrial activity other than construction activity will occur at the site. No
"` dedicated asphalt or concrete plants are located at this site.
■ The site will be inspected regularly to collect and properly dispose of litter and
construction debris. The inspections will be recorded in the records section of
this document.
Via
8
■ If other potential pollution sources are introduced onsite during the proposed
project the location of the activity will be marked on the site plan. The date,
description of the activity and the control measures implemented will be
recorded in the records section of this document. If any of the following
410 potential pollution sources are introduced the control measures will include the
following measures:
• Vehicle Fueling& Maintenance
Construction vehicle fueling and maintenance will occur on site as indicated on
the site plan. The following practices will be employed during fueling and
maintenance to reduce the potential for environmental impacts. All spills or leaks
should be cleaned using a dry absorbent such as cat litter or commercially
available sorbents and disposed of appropriately. All used fluids should be
recycled or disposed of appropriately. All fluid leaks should be repaired as soon
as possible to reduce discharge to the environment.
• Dry Fertilizer Storage
Note impending weather conditions to avoid fertilizing immediately before
significant precipitation events. Avoid loading fertilizers near streams or springs.
For dry spills, promptly sweep up and reuse the fertilizer as it was intended. Dry
pesticide impregnated fertilizer is considered a pesticide and, if spilled, should be
recovered and applied to the target vegetation as it was intended. Bundle empty
bags and dispose of them in an approved landfill or disposal site.
If liquid fertilizer is used, consult Virginia Cooperative Extension Fact Sheet No. 6:
Fertilizer Storage, Handling, and Management Publication Number 442-906,
available at:
http://www.ext.vt.edu/pubs/farmasyst/442-906/442-906.html
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• Chemical Storage
Store chemicals at a location away from streams or springs and marked on the
site plan. Dispose of any used containers promptly in an approved landfill or
disposal site.
• Sanitary Waste Facilities
Locate portable sanitary waste facilities away from streams or springs. Sanitary
waste may be disposed of only by authorized companies or in locations having a
state permit to receive sanitary waste.
AWN
9
ANN
ANN
PERMANENT CONTROLS TO REMAIN AFTER CONSTRUCTION
NINN In addition to permanent seeding and grading, grass channels and a bioretention filter will
treat stormwater runoff on the site. As reported to DEQ in the VSMP registration the VAHU6
and receiving water are:
a) JR02
b) Mechums River-Beaver Creek
IMO
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ANN
10
Sheeflee Cohousing Site Development Plan
LOCATION MAP
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Hydrologic Soil Group—Albemarle County,Virginia Sheeflee Cohousing Site
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit Albemarle County,Virginia(VA003)'
Map unit symbol Map unit name Rating Acres in AO1 Percent of AOI
4D Ashe loam,15 to 25 B 8.8' 69.4%
percent slopes
37B3 ° esvit Ha
y le clay loam,2 to;B 3.9 30.6%
7 percent slopes,
410 severely eroded
81B Thurmont loam,2 to 7 B 0.0 0.0%?
percent slopes
Totals for Area of interest 12.6 100.0%'411111 .
Description
Hydrologic soil,groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
4011
from long-duration storms.
The soils in the United States are assigned to four groups(A, B, C, and D)and
three dual classes (A/D, B/D,and C/D). The groups are defined as follows:
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Group A.Soils having a high infiltration rate(low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
AIM gravelly sands.These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet.These
consist chiefly of moderately deep or deep,moderately well drained or well drained
At" soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet.These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate(high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D),the first letter is
Ato
for drained areas and the second is for undrained areas.Only the soils that in their
natural condition are in group D are assigned to dual classes.
AMY
USDANatural Resources Web Soil Survey 7/14/2014
Conservation Service National Cooperative Soil Survey Page 3 of 4
400
16
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Hydrologic Soil Group—Albemarle County,Virginia Sheeflee Cohousing Site
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
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USDA Natural Resources Web Soil Survey 7/14/2014
Conservation Service National Cooperative Soil Survey Page 4 of 4
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17
Sheeflee Cohousing Site Development Plan
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DATE: 08/08114
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Start Elev 656
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Overland
Start Elev 632
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Post Area 2&2A End Elev 640
Seelye tOvedand 11.36 L=200' H= 15.0 C'=0.30 Channel,Unpaved
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,vv= Kirpich tChannei,Paved 0.00 L=0' H=0.0 End Elev 629
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Start Elev 653
Post Area 3 End Elev 643
.r Seelye tovenand 9.68 L=200' H=10.0 C'=0.38 Channel,Unpaved
Kirpich tChannei,Unpaved 3.23 L=422' H= 12.0 Start Elev 643
Kirpich tChannei,Paved 0.00 L=0' H=0.0 End Elev 631
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Start Elev 643
Post Area 4 End Elev 616
Seelye taenand 7.54 L=91' H=27.0 C'=0.25 Channel,Unpaved
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End Elev 0
Overland
Start Elev 638
Post Area 2B End Elev 630
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Kirpich tchennel,unpaved 1.09 L=72' H=1.0 Start Elev 630
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alar Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014
To be used wi DRAFT 2013 13MP Standards and Specifications
Site Data l
Project Name:
Date:
{_._
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m ituYdes mar
content values
Post-ReDevelopment Project 8 Land Cover Information Tots!Disturbed Acresse==
4:anfa
1''E { C5; 437311
1 a0
P0nop toe EMC(rr l �? MC ) 1.21
Ta Det Phosphorus's' vomer}*) 0 4 �_ -
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Pre.Reoevelo.meet Land Cover acres
*-- A sets 'e SolSolis `C '0 Sailsr Y
.1_5
ForesuOpen Space(acres)" undisturbed,
---- ,
protected loresuopen space or reforested lied 0 OO {777-----��-�i. ''p eros coo ''+
Managed Turf(acres)••d+sNmad,graded fat
yards s,a•ne- :2 be mowed/managed 030 a a01 0.00 0,00 4.01
mpervous Cove,-haves) O00 . 0.0 a__ 0 0 J___ 0.30
Tote! 7,45
1 Post•R.Devetepment Land Cover(acne) -
-._-
A aq! C Soh.* D Sous Tomb
PorestrOpen tooter jams)• ndnwood. r1-
protephtl toresVopan spam Of reforested land t 0 00 I 323. 002 0.00 3.20
Managed Torr(ecus)--dnwraed graded tor -_
gads or Other sS to be mowea'm enaged 0.00 1 259 0-00. c:00 258
imperyious Cover(acres, 0.00. I6 0.00 0.00 IS?
'ate! 745 _..
nee Arae Chock -.. 2.12.1.-s2.1.-s-) 0.,.y _� O+ay ..
RV Coaifdaltti
A Cu it I a Sal. C Solis 0 Sens I
Forest/Open Specs 002 003 0.04 0.05
Manned Turf 0.15 0.20 2..22 0.25
enpeontaue Cover 095 045 095 0.95
Lind Cover Summer Listed Adlif anis Land Cover Summery Land Cover Summery_,_.
Pra.RaDavMaytwll .._.._.._.___ PaFRaDavaiepmant vaN1w0aaabM1�eani aryr,rylOw
Forest/Open Space
ForosV0pen Space Cover(acres) 3.14 3.14 ""-.. Cover(acre%) 32 n) i
'
Composite -
Cempaoso Rv(toresq 0.03 2.103 Rv((orest] 1241
%Festal 42% 627E %Forest - 53%
Managed Turf
Managed Tuts COvv(acres) 4.01 2,64 Cover[acres) 2.211
Composts Reth+A) 020 0.20 .1111- Composts Pepsin) 020
X LMMgad TUM 54% 43lG � X TuA 427«
ReDev Impervious
lmpernous Cover,acras) 0-30 030Cover(acresl 3.30 .`00 rhpervious Cover(acres 3.3;
Rv(mpervious) 095 0.45 Rv(knpervbus) 0.95 Rv('rnpervpus) 0,45
%eservnuc 4% 5% %:unpetqus 5% %moerwt.. 100%.
Total ReCter Site
Total SIts Ana(acres) 7.45 8.08 Ares(scree) 0.011 Total Ni.Ora.Sae Area(acres 1.3T
Sine Rv 0.16 0.15_--- Rae..Site Rv 0.15 Nm De..Site Rv 0.95
Post
ReDevelopment
Treatment Volume Post-Development Treatmen
Pre-Development Treatment Volume(arse-n) 0.09$4 0.1758 Lave-N) 0.0740 Volume lave-ft 0.1065
Post-
ReDevelopment
ost-
ReDevelopment
Treaerlent Volume Post-Development Treabnen
Pre-Development Treatment Volume(cubic feet) 4,286 32299 (cVhicfeet) 3.258 Volume(Cable feet 4.724
PRReesstDevelopmant
Pre-Development Load(TP)(lb/yr) 2.89 2.02 Lead(TPI OW) 2.05 Post-Development Load(TP)flbyr} 2.3''
ems 'Adjusted Land Cover Summary reflects the pre redevelopment land Maximum%Reduction Required Below
cover minus the pervious land cover(forest/open space or managed Pre-ReDeveleoment Load, 10%
turf)acreage proposed for new impervious cover.The adjusted total --"
acreage is consistent with the Post Redevelopment acreage(minus "_-- -"-_-- --
the acreage of new impervious cover).The load reduction TP Lead.daoetReducon Required for TP Load Reductione.(lbRequired)or
requhement for the new impervious cover to meet the new Redeveloped Arae(113/yr) 0.16 New Impervious Area(Ibtyr) ?.41
development load limit is computed in Column L __.__.__. I -..T,. _.
Totes Load Reduction Required(Ibtyr)
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Based on lite use of Runoff Redudbn practice.in the selected drainage areas,the sfre.dshM calculates an equated RVa..rw end*Austad Curse threw.
Drainage Area A A soils B Soils C 50115 D Soils
Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00 0.06 0.00 0.00
r
space or reforested land 6N 30 55 .. 70 77
Managed Turf disturbed,graded for yards or other turf to be Area(acres) 0.00 1.33 0.00 0.00
mowed/managed _ CN 39 61 74 80
Area(acres) 0.00 1.00 0.00 0.00
Impervious Cover N 98 98 98 98
, htsd CN S
76 3,16
1-year storm 2-year storm 110-year storm
RVo..a,s.d(In)with no Runoff Reduction 1.05- 1.50 3.00 .1__
RV,,",i,o,a(in)with Runoff Reduction 0.87 1.33 2.63
tar •Adjusted CN 73 73 74
Dralnfge Area B A soils B Soils C Solis D Solis
Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00
space or retorested land CN 30 55 70 77 -_-
Managed Turf--disturbed,graded for yards or other turf to be Area(acres) 0.00 0.83 0.00 0.00
la mowed/managed CN 39 61 74 80
Impervious Cover Area(acres) 0.00 0.63 0.00 0.00
CN 98 98 98 98
_._... . - IWeightedCN IS
- T1 2.99
lee - ,1-year storm t2-yearstorm :10-year storm I
RV,,.y,r,a(in)with no Runoff Reduction 1.11 1.57 3.10
RVo...,sa(In)with Runoff Reduction 0.66 1.12 2.65
Adjusted CN SA 70 72
.
Drainage Ares C _ A soils 8 Soils C Soils D Solis
me. Forest/OpenSpace--undisturbed,protected for etfopen Area(acres) 0.00 0.00 0.00 0.00
space or reforested land CN 30 55 70 77
Managed Turf--disturbed,graded for yards or other turf to be Area CN(acres) 0.00 0.00 0.00 0.00
mowed/managed 39 61 74 80 -..
Area(acres) 0.00 0.00 0.00 0.00
Impervious Cover ON 98 98 98 98
OW
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-_.. J_ 0 1000.00
1-year storm 2-year storm 10-year storm
RVo.,,y,r..(in)with no Runoff Reduction 0.00 0.00 0.00
RVs.,,,i,.,.r(In)with Runoff Reduction 0.00 0.00 0.00
sae Adjusted CN iN/A MIA VIVA
Drainage Area O A sells JB Soils C Soils D Soils
Forest/Open Space--undisturbed,protected forest/open , Area(acres) 0.00 0.00 0.00 0.00
_-..
space or reforested landCN 30 55 70 77
Managed Turf--disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00
e(rmowedlmanaged CN 39 61 74 80 .--___
Area(acres) 0.00 0.00 0.00 0.00
Impervious Cover CN 98 98 98 98
Weighted CN S
i 0 1000.00
ern ;year storm year storm 10-year storm
RVo,.M,.,,(In)with no Runoff Reduction 0.00 0.00 0.00
RVc.,,,,,,a(in)with Runoff Reduction 0.00 0.00 0.00
Adjusted CN SN/A /N/A _ MA
Drainage Area E A soils B Soils C Soils 0 Solis
uss Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00 __
space or reforested land CN 30 55 70 77
IND
34
lam _
Managed Turf-•disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00
mowed/managed _ CN 39 61 74 80
Areaacres) 0.00 0.00 0.00 0.00
Impervious Cover CN 98 98 98 9E
Weighted CR S
Nit0 j to0o.00
1-year storm 2-year storm 10-year storm
RV...mo,e(In)with no Runoff Reduction 0.001 0.00 0.00
RVo...1 p,i(In)with Runoff Reductio_n 0.00 0.00 0.00
Ad)usled CR SR1%A fNIA 1 NV
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ill
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11111 35
Virginia Runoff Reduction Method Worksheet
Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014
Site Data Summary
Total Rainfall= 43 inches
Site Land Cover Summary
A Soils B Soils C Soils D Solis Total %of Total
Forest(acres) 0.00 3.20 0.00 0.00 3.20 42.95
Turf(acres) 0.00 2.58 0.00 0.00 2.58 34.63
Impervious(acres) 0.00 1.67 0.00 0.00 1.67 22.42
7.45 100.00
Site Rv 0.30
Post Development Treatment Volume(ft) 7981
Post Development TP Load(Ib/yr) 5.01
Post Development TN Load(16/yr) 35.87
Total TP Load Reduction Required(Ib/yr) 2.59
Total Runoff Volume Reduction(ft) 3893
Total TP Load Reduction Achieved(Ib/yr) 3
Total TN Load Reduction Achieved(Ib/yr) 21.30
Adjusted Post Development TP Load(Ib/yr) 2.15
Remaining Phosphorous Load Reduction(Lb/yr)Required 0.00
ora(nage Area Summary
D.A.A D.A.B D.A.C D.A.0 D.A.E Total
Forest(acres) 0.06 0.00 0.00 0.00 0.00 0.06
Turf(acres) 1.33 0.83 0.00 0.00 0.00 2.16
Impervious(acres) 1.00 0.63 0.00 0.00 0.00 1.63
3.85
Drainage Area Compliance Summary
D.A.A D.A.B D.A.C D.A.() D.A.E Total
TP Load Red.(Ib/yr) 1.22 1.63 0.00 0.00 0.00 2.86
TN Load Red.(Ib/yr) 9.41 11.88 0.00 0.00 0.00 21.30
Summary Print
36
Virginia Runoff Reduction Method Worksheet
Drainage Area A Summary
Land Cover Summary
A Soils B Soils C Soils 0 Soils Total %of Total
Forest(acres) 0.0C 0.06 0.00 0.00 0.06, 2.51
Turf(acres) 0.00 1,33 0.00 0.00 1.33 55.65
Impervious(acres) 0.00 1.00 0.00 0,00 1.00 41.84
239
BMP Selections
Practice Credit Area(acres) Downstream
Practice
2.a.Simple Disconnection to A/B Soils(Spec#1) Impervious 0.46 4.a.Grass
acres Channel A/B
disconnected Soils
4.a.Grass Channel A/8 Soils(Spec 83) Impervious: 0.54
Turf(Pervious): 1.33
Total Impervious Cover Treated(acres) 1.00t
Total Turf Area Treated(acres) 1.33
Total TP Load Reduction Achieved in D.A.A(lb/yr) 1.22
Total TN Load Reduction Achieved in D.A.A(lb/yr) 9.41
Summary Print
37
Virginia Runoff Reduction Method Worksheet
Drainage Area B Summary
Land Cover Summary
A Soils B Soils C Soils D Soils Total %of Total
Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00
Turf(acres) 0.00 0.83 0.00 0.00 0.83 56.85
Impervious(acres) 0.00 0.63_ 0.00 0.00 0.63 43.15
1.46
OMP Selections
Practice Credit Area(acres) Downstream
Practice
2.a.Simple Disconnection to A/B Soils(Spec#1) Impervious 0.16 4.a.Grass
acres Channel A/B
disconnected Soils
4.a.Grass Channel A/B Soils(Spec#3) Impervious: 0.47 6.b.
Bioretention
#2
Turf(Pervious): 0.83 6.b.
Bioretention
#2
6.b.Bioretention#2(Spec#9) Impervious: 0
Turf(Pervious): 0
Total Impervious Cover Treated(acres) 0.63
Total Turf Area Treated(acres) 0.83
Total TP Load Reduction Achieved in D.A.A(lb/yr) 1.63
Total TN Load Reduction Achieved in D.A.A(lb/yr) 11.88
Summary Print
38
Virginia Runoff Reduction Method Worksheet
Channel and Flood Protection
Weighted CN 1-year 2-year storm 10-year
storm Adjusted CN storm
Adjusted Adjusted
CN CN
Target Rainfall Event(in) 3.05 3.69 5.56
D.A.A CN 76 73 73 74
D.A.0 CN 77 68 70 72
D.A.C CN 0 #N/A #N/A #N/A
D.A.D CN 0 #N/A #N/A #N/A
D.A.E CN 0 #N/A #N/A #N/A
Summary Print
39
- Hydraflow Table of Contents 1770.3_Hydrographsfor Grass Channels.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8 1 2014
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
- 1 - Year
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, POST 2A 3
Hydrograph No. 2, SCS Runoff, POST 2B 4
Hydrograph No. 3, SCS Runoff, POST 3 5
• 10 - Year
Hydrograph Reports 6
Hydrograph No. 1, SCS Runoff, POST 2A 6
Hydrograph No. 2, SCS Runoff, POST 2B 7
Hydrograph No. 3, SCS Runoff, POST 3 8
IDF Report 9
40
1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9
tti
SAW
aiire
a
Leaend
Hyd. Origin pescriotion
1 SCS Runoff POST 2A
2 SCS Runoff POST 2B
3 SCS Runoff POST 3
Project: 1770.3_Hydrographs for Grass Channels.gpw Friday, 08/8/2014
41
2
Hydrograph Return Period RecHyra
flow HydrographsExtension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9
Hyd. 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 SCS Runoff ---- 0.014 -- -- ---- 5.642 ---- ---- – POST 2A
2 SCS Runoff ---- 0.006 -------- ---- 3.869 -- ----- – POST 2B
3 SCS Runoff ----- 0.016 —– –____ ____ 6.387 --- --- -–-- POST 3
FLOW RATES USED
TO DETERMINE IF
1" OF RAINFALL, USED FOR VELOCITY IS
SIZING CALCULATIONS EROSIVE IN DITCH
(NOT THE 1-YR STORM) CALCULATIONS
Proj. file: 1770.3_Hydrographs for Grass Channels.gpw Friday, 0818/2014
42
3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 1
POST 2A
Hydrograph type = SCS Runoff Peak discharge = 0.014 cfs
Storm frequency = 1 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 234 cuft
Drainage area = 1.350 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
1\*.%4%'---""'""
0.00 — �'--- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
43
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 2
POST 2B
Hydrograph type = SCS Runoff Peak discharge = 0.006 cfs
Storm frequency = 1 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 139 cuft
Drainage area = 1.020 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2B
Q (cfs) Hyd. No. 2-- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 . 0.04
0.03 . 0.03
0.02 0.02
0.01 - i i 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
44
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc_v9 Friday,08/8/2014
Hyd. No. 3
POST 3
Hydrograph type = SCS Runoff Peak discharge = 0.016 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 249 cuft
Drainage area = 1.460 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 3
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
r,
0.00 ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No, 3 Time (min)
45
6
- Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 1
POST 2A
Hydrograph type = SCS Runoff Peak discharge = 5.642 cfs
Storm frequency = 10 yrs Time to peak = 722 min
• Time interval = 1 min Hyd. volume = 15,181 cuft
Drainage area = 1.350 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2A
- Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
6.00 6.00
5.00 i 5.00
4.00 4.00
3.00 - 3.00
2.00 2.00
a
1.00 1.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
a
46
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 2
POST 2B
Hydrograph type = SCS Runoff Peak discharge = 3.869 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 10,844 cuft
Drainage area = 1.020 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2B
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
4.00 4.00
3.00 - 3.00
2.00 2.00
1.00 . 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
47
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 3
POST 3
Hydrograph type = SCS Runoff Peak discharge = 6.387 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 16,162 cuft
Drainage area = 1.460 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 3
Q(cfs) Hyd. No. 3-- 10 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - I t " - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time(min)
48
9
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
R • Intensity-Duration-Frequency Equation Coefficients(FHA)
Peri
(Yrs) B D E (NIA)
1 0.0000 0.0000 0.0000
2 47.2900 11.7500 ' . '0
3 0.0000 0.0#b• 0.0000
5 0.0000 0.000: 0.0000
10 44.2800 10.5000 I. 88
25 38.1200 7.7500 0.6600
50 8.8'100 0.0000 0.0000
100 34.0500 5.0000 0.5500
.808
File name:MONTGOMERYcounty.IDF
sky= B/(Tc+D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min t 15 20 25 30 35 40 45 50 ... 60
1 0.00 0.00 0.00 F 00 0.00 0.00 0.00 0.00 t :• 0.00 0.00 0.00
` 2 4.31 3.45 2.89 2.50 1. 1 1.98 1.80 •
1.53 1.42 1.33 1.25
3 0.00 0.00 0.00 0.00 0.00 •.•# 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.0# 0.00 *.• 0.00 0.00 0.00 0.00 0.00
10 5.67 4.60 3.90 3.04 2.76 2.53 2. 2.18 2.04 1.92 1.82
25 7.10 5.71 .• 4.25 3.81 3.47 3.20 2.97 2.7: 2.62 2.48 2.36
50 0.00 $.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1 8 8 9.60 7.68 6.55 5.80 5.24 4.82 4.48 4.20 3.96 3.76 3.58 .43
Tc=time in minutes.Values may exceed 60.
rocip.file name:X:\Engineering\Design Tools\SWM Tools\Hydraflow124-hour Duration(PCP)1Albemarle County.pcp
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 1.00 3.69 0.00 4.71 5.56 6.81 7.87 9.05
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
.0884
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
408 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
49
GAY AND NEEL, INC.
lir ENGINEERING 4r LANDSCAPE ARCHITECTURE SURVEYING
Trapezoidal Grass Channel BMP Design JN: 1770.3
Grass Channel 2A DATE: 8/8/2014
BY: TES
Minimum Width &Velocity
W=(nQ)/(1.49D5/3 s1/2)
V=[(1.49/n)D 2/3 s 1/1]
n= 0.20 Based on depth
Q= 0.01 cfs 1-inch rainfall(SCS)
D= 3 in Account for 6"of freeboard
s= 0.03 ft/ft Channel slope
Required W= 0.1 ft Minimum Width
Actual W= 4.0 ft
V= 0.48 fps Velocity(must be<1 fps)
Required Length
L=540V
L= 261 ft Minimum Required Length
Actual L= 327.00 ft
50
GAY AND N EEL, INC.
ENGINEERING LANDSCAPEARCM IECTURE V% SURVL NG
Trapezoidal Grass Channel BMP Design 1N: 1770.3
Grass Channel 2B DATE: 8/8/2014
BY: TES
Minimum Width &Velocity
W=(nQ)/(1.49D5/3s1/2)
V=111.49/n102/3 s1/2
n= 0.20 Based on depth
Q= 0.01 cfs 1-inch rainfall(SCS)
D= 3 in Account for 6"of freeboard
s= 0.02 ft/ft Channel slope
Required W= 0.1 ft Minimum Width
Actual W= 4.0 ft
V= 0.37 fps Velocity(must be< 1 fps)
Required Length
L=540V
L= 199 ft Minimum Required Length
Actual L= 240.00 ft
51
4 GAY AND NEEL, INC.
ENGINEERING *LANDSCAPE ARCHITECTURE •SURVEYING
Trapezoidal Grass Channel BMP Design 11u: 1770.3
Grass Channel 3 DATE: 8/8/2014
BY: TES
Minimum Width&Velocity
W=(nQ)/(1.4905/3 s1/2)
V=[(1.49/n)D2/3s 1121
n= 0.20 Based on depth
Q= 0.02 cfs 1-inch rainfall(SCS)
D= 3 in Account for 6"of freeboard
S= 0.04 ft/ft Channel slope
Required W= 0.1 ft Minimum Width
Actual W= 4.0 ft
V= 0.58 fps Velocity(must be<1 fps)
Required Length
L=540V
L= 315 ft Minimum Required Length
Actual L= 516.00 ft
52
- Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc. Friday,Aug 8 2014
Channel 2A - 10 YR
— Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 0.68
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 5.640
Total Depth (ft) = 1.00 Area (sqft) = 4.11
Invert Elev (ft) = 630.00 Velocity (Ws) = 1.37
Slope (%) = 2.67 Wetted Perim (ft) = 8.30
N-Value = 0.110 Crit Depth, Yc (ft) = 0.36
Top Width (ft) = 8.08
Calculations EGL (ft) = 0.71
Compute by: Known Q
Known Q (cfs) = 5.64
�. Elev (ft) Section Depth (ft)
632.00 2.00
a
631.50 1.50
631.00 - 1.00
T
630.50N
0.50
630.00 A 0.00
629.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)
53
- Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc. Friday,Aug 8 2014
Channel 2B - 10 YR
• Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 0.66
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 3.870
- Total Depth (ft) = 1.00 Area (sqft) = 3.95
Invert Elev (ft) = 630.00 Velocity (ftls) = 0.98
Slope (%) = 1.56 Wetted Perim (ft) = 8.17
- N-Value = 0.115 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 7.96
Calculations EGL (ft) = 0.67
- Compute by: Known Q
Known Q (cfs) = 3.87
- Elev (ft) Section Depth (ft)
632.00 2.00
631.50 1.50
631.00 1.00
630.50 0.50
630.00 0.00
629.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)
54
- Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc. Friday,Aug 8 2014
Channel 3 - 10 YR
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 0.66
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 6.390
- Total Depth (ft) = 1.00 Area (sgft) = 3.95
Invert Elev (ft) = 632.00 Velocity (ft/s) = 1.62
Slope (%) = 3.90 Wetted Perim (ft) = 8.17
N-Value = 0.110 Crit Depth, Yc (ft) = 0.39
Top Width (ft) = 7.96
Calculations EGL (ft) = 0.70
- Compute by: Known Q
Known Q (cfs) = 6.39
r
0 r. Elev (ft) Section Depth (ft)
634.00 2.00
i
I
633.50 1.50
633.00 • 1.00
•
632.50 0.50
I 111
632.00 0.00
I
631.50 — -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
ow.
I
Reach (ft)
55
4GAYENGANDAPNEELE REINC.
RVEYING
Bioretention Design JN: 1770.3
Bioretention 1 DATE: 8/8/2014
Contributing Drainage Area: 0.63 Impervious Acres 0.95 BY: TES
0.83 Managed Turf Acres 0.20
63,598 ft2
Soil Type B Ty= 2775.14 cu ft
1.25 Tv= 3468.92 cu ft =Total storage
volume required
Vr Formula: Depth(ft) V,
Surface Storage 1.00 1.0
Bioretention Soil Media 3.00 0.25
Gravel 1.00 0.40
Removal Effeciencies
Bioretention Level Sum V. R,Value Target Surface Area Target Storage Volume
Design Level 2 2.15 0.5236 1,419.84 ft2 3,052.65 cu ft
110% of T„
Target Pretreatment Cell Volume For the Bioretention Soil Media area only!
L 416.27 cult
15% of Tv
LStage Contour Contour Incremental Total
(ft) Elevation Area Storage Vol Storage Vol
(sq ft) (cu ft) (cu ft)
0.00 632.50 246 0 0
0.50 633.00 365 152 152
1.00 633.50 502 216 368
z Proposed Pretreatment Cell Volume(cu
Design Level Proposed Surface Area(ft ) ft)
( Om
Design Provided 2 1,471.00 513.00
Total Bioretention Volume(cu ft) Pretreatment Cell Volume(cu ft)
Total Storage Volume
Provided(cu ft) 3,675.65 3,162.65 513.00
Percent of T„ 132% 114% 18%
1 This design meets the required storage.
I
I
I
I 56
tar
amtv
Sheeflee Cohousing Site Development Plan
CHANNEL PROTECTION
Mite
AIN
agliN
4.010
57
20 GAY AND NEEL, INC.
YEARS ENGINEERING LANDSCAPE ARCHITECTURE SURVEYING
Sheeflee Cohousing JN: 1770.3
Drainage Analysis Point 1 BY: TES
DATE: 08/08/14
CHANNEL PROTECTION TO A NATURAL WATERWAY
CALCULATIONS - 1-YR 24 HOUR STORM
Site Area = 7.45 AC Limits of Disturbance(see definition in 9VAC25-870
Improvement Factor(I.F.) = 0.8 Based on Site Area
QPre-developed(QP) = 2.50 cfs
RVPre-developed (IZVP) = 9,597 -
Input from Hydrographs
QForest(Qf) = 0.75 cfs
RVForest(RVO = 5,578 cfs t
Target Flow Rate Determined by Pre-development Equation: LF.*(Q * \\\
RVDeveloped(RVd) = 12,821 Itirs -2---inprutbom Hydrographs
Qoeveloped Target= 1.50 cfs
QDeveloped(Qd) = 1.43 cfs Input from Hydrographs
Qd IS LESS THAN (Qf*RVf)/RVd
1.43 J 1.50
AIN
()Developed I.F.*(QPre-dcvcloped* RVPrc•Developed)/RVDeeloped
Under no condition shall QDe,:ehped be greater than Qpre-ncveloped nor shall Qoevel„ped be required to
be less than that calculated in the equation(QFnreg,* RVF.res,)/RVDeveloped; where
I.F. (Improvement Factor)equals 0.8 for sites> 1 acre or 0.9 for sites< I acre.
QDevnloped=The allowable peak flow rate of runoff from the developed site.
RVocY.elopcd=The volume of runoff trom the site in the developed condition.
QPre-Developed=The peak flow rate of runoff from the site in the pre-developed condition.
a.. RVPre-Developed=The volume of runoff from the site in pre-developed condition.
QForest=The peak flow rate of runoff from the site in a forested condition.
RVForesr—The volume of runoff from the site in a forested condition; or
*Methodology from 9VAC25-870-66-B-3-a
58
Hydraflow Table of Contents 1770.3 Hydrographs_1 YEAR CN.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
WatershedModel Schematic....,.......t...t.........•......**wa....s........,,,.......wtss:......s...•s.......... 1
IMO
HydrographReturn Period Recap................... a.................... ............1....Mi...Yt1YCM2
1 - Year
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, PRE 13
Hydrograph No. 2, SCS Runoff, PRE 2............................................................................ 4
Hydrograph No. 3, Combine, PRE TOTAL............................... . ...................................<,., 5
Hydrograph No. 4, SCS Runoff, PRE 1 - FORESTED ,....,,... 6
Mai Hydrograph No. 5, SCS Runoff, PRE 2 - FORESTED............................................................. 7
Hydrograph No. 6, Combine, PRE FORESTED TOTAL....... 8
Hydrograph No. 7, SCS Runoff, POST 1................................,.,..,,,..,.,.,....,..., ,...,.,.,...,....,..... 9
Hydrograph No. 8, SCS Runoff, POST 2............................................................................... 10
Hydrograph No. 9, Reservoir, UD 1.. .................................................................................. 11
PondReport - UD 1...........................<,..,,.,,..,....,..,....,..,.,.....,...,.......,........,.,,,,,,,..,.,....,,,.,. 12
MINN Hydrograph No. 10, Combine, POST 1 TOTAL..,..,,.............................................................. 13
Hydrograph No. 11, SCS Runoff, POST 3............................................................................. 14
Hydrograph No. 12, SCS Runoff, POST 4..............1.......,.,..,,...,,,,....,.... ............................ 15
Hydrograph No. 13, Reservoir, BfO....................................................................................... 16
PondReport- Bio.............................................................................................................. 17
Hydrograph No. 14, Reservoir, UD 2 ......... ...................................................... 18
SAW Pond Report- UD 2 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,<.,.,.,,,..,.,.,,....,,..,....,.,. 19
Hydrograph No. 15, Combine, POST 4 TOTAL,,,,,,,,,,,,,,,,,,,,,,...,...,.....,,..,.,..,.....,......<.,,.,.,..,, 20
Hydrograph No. 16, Combine, POST TOTAL........................................................................ 21
IDFReport...........t..t..........................................t.............................t.......................... 22
WNW
44111
4101
59
1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9
\V/ Et3
3
6
111 Et) Et)
10
13111L
a
14111L
Legend
H yd_ in Description
1 SCS Runoff PRE 1
2 SCS Runoff PRE 2
3 Combine PRE TOTAL 15
4 SCS Runoff PRE 1 -FORESTED
5 SCS Runoff PRE 2-FORESTED
6 Combine PRE FORESTED TOTAL
7 SCS Runoff POST 1
8 SCS Runoff POST 2
9 Reservoir UD 1
th 10 Combine POST 1 TOTAL 16
11 SCS Runoff POST 3
12 SCS Runoff POST 4
13 Reservoir BID
14 Reservoir UD 2
15 Combine POST 4 TOTAL
16 Combine POST TOTAL
a
Project: 1770.3_Hydrographs_1 YEAR CN.gpw Friday, 08/8/2014
60
~~. _
H������ �� Period� Return Period= � " *yeraflow Hydrographs Extension for Aut0CAD®Civil 3D®20
Hyd. Hydrograph Inflow Peak Outflow(cm) *vmmgs
No. type hyd(s) Descriptio.
(origin) 1-yr 2-yr 3-yr 5-yr 10-« 25-r 50-yr 100-yr
1 SCS Runoff 1169 — '--- ---- — PRE 1
2 SCS Runoff --- 1.*31 ---- ----- — -_-' --- PRE 2
3 Combine 1,2 2.504 — — — ---' --- — -- PRE TOTAL
4 SCS Runoff '--' 0.436 '--- --- __- ___ -- PRE 1 -FORESTED
5 SCS Runoff ---- 0.328 ---' --- —'-' --- --- _-- ----- PRE 2-FORESTED
6 Combine 4,5 0.746 — — _-- PRE FORESTED TOTAL
7 SCS Runoff '-- 0.354 —
8 SCS Runoff —'- 2.680 ---
9 Reservoir 8 0.943 —--- --- __- UD 1
10 Combine 7,9 1.099 ' --_ POST 1 TOTAL
11 SCS Runoff — 1.190 ---- ----- --- — --_ POST 3
12 SCS Runoff --' -- POST 4
13 Reservoir 11 0.1** BIO
14 Reservoir 13 0.154 -- — — -- — __ UD 2
15 Combine 12, 14 0.348 — — — — __ __ POST*TOTAL
16 Combine 1n. 1s 1.*20 --- --- --- POST TOTAL
~
�
_
�
�
/
~
Proj. fi|a: 177O.3_Hydrographo_1 YEAR CN.gpw Friday, O8/8/2O14
, 61
3
- Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Hyd. No. 1
PRE 1
AND
Hydrograph type = SCS Runoff Peak discharge = 1.169 cfs
Storm frequency = 1 yrs Time to peak = 724 min
-- Time interval = 1 min Hyd. volume = 5,238 cuft
Drainage area = 4.580 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
a
PRE 1
Q(cfs) Hyd. No. 1 - 1 Year Q(cfs)
2.00 2.00
1.00 - 1.00
0.00 - k - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
62
4
- Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 2
PRE 2
Hydrograph type = SCS Runoff Peak discharge = 1.431 cfs
Storm frequency = 1 yrs Time to peak = 721 min
- Time interval = 1 min Hyd. volume = 4,359 cuft
Drainage area = 2.870 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
- Tc method = User Time of conc. (Tc) = 10.00 min / /
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE 2
Q (cfs) Hyd. No. 2-- 1 Year Q(cfs)
2.00 2.00
a
a
1.00 1.00
0.00 — ` •- 0.00
' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
' 63
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08 18!2014
Hyd. No. 3
PRE TOTAL
Hydrograph type = Combine Peak discharge = 2.504 cfs
Storm frequency = 1 yrs Time to peak = 722 min
— Time interval = 1 min Hyd. volume = 9,597 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 7.450 ac
PRE TOTAL
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 I =� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 Hyd No. 1 - Hyd No. 2
64
6
- Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 4
PRE 1 - FORESTED
Hydrograph type = SCS Runoff Peak discharge = 0.436 cfs
Storm frequency = 1 yrs Time to peak = 726 min
- Time interval = 1 min Hyd. volume = 3,408 cuft
Drainage area = 4.580 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
- Tc method = User Time of conc. (Tc) = 12.00 min /
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE 1 - FORESTED
• Q(cfs) Hyd. No. 4-- 1 Year Q(cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
• 0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 4
65
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Hyd. No. 5
PRE 2 - FORESTED
Hydrograph type = SCS Runoff Peak discharge = 0.328 cfs
Storm frequency = 1 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 2,170 cuft
Drainage area = 2.870 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min v
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE 2 - FORESTED
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
a
II 66
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 6
PRE FORESTED TOTAL
Hydrograph type = Combine Peak discharge = 0.746 cfs
Storm frequency = 1 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 5,578 cult]
Inflow hyds. = 4, 5 Contrib. drain. area = 7.450 ac
PRE FORESTED TOTAL
Q (cfs) Hyd. No. 6-- 1 Year Q (cfs)
1.00 1.00
0.90 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 4 Hyd No. 5
67
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Hyd. No. 7
POST 1
Hydrograph type = SCS Runoff Peak discharge = 0.354 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 1,707 cult
Drainage area = 2.060 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 1
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 - 0.35
0.30 0.30
0.25 0.25
0.20 -► 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)
68
10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 8
POST 2
Hydrograph type = SCS Runoff Peak discharge = 2.680 cfs
Storm frequency = 1 yrs Time to peak = 723 min
- Time interval = 1 min Hyd. volume = 7,609 cuft
Drainage area = 2.360 ac Curve number = 16E1v 1FROM VRRM
Basin Slope = 0.0 % Hydraulic length = 0 ft SPREADSHEET
.. Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)
69
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®CMI 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 9
UD 1
Hydrograph type = Reservoir Peak discharge = 0.943 cfs
Storm frequency = 1 yrs Time to peak = 735 min
— Time interval = 1 min Hyd. volume = 7,608 cuft
Inflow hyd. No. = 8 - POST 2 Max. Elevation = 632.56 ft
Reservoir name = UD 1 Max. Storage = 1,777 cuft
Storage Indication method used.
w
UD
Q (cfs) Hyd. No. 9-- 1 Year Q(cfs)
3.00 3.00
s
2.00 2.00
1.00 1.00
0.00 — - - L-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 8 El 111.1.1 Total storage used = 1,777 cuft Time(min)
1 "
70
Pond Report 12
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08 I 8/2014
Pond No. 2- UD 1
-
Pond Data
UG Chambers-Invert elev.=630.00 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len=100.00 ft, No.Barrels=2, Slope=0.50%, Headers=No
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 630.00 n/a 0 0
... 0.55 630.55 n/a 105 105
1.10 631.10 n/a 342 447
1.65 631.65 n/a 456 903
2.20 632.20 n/a 517 1,420
2.75 632.75 n/a 545 1,964
. 3.30 633.30 n/a 545 2,509
3.85 633.85 n/a 516 3,026
4.40 634.40 n/a 456 3,482
4.95 634.95 n/a 342 3,824
.,. 5.50 635.50 n/a 104 3,928
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 5.00 0.00 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 5.00 0.00 0.00 Crest El.(ft) = 633.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 630.00 630.00 0.00 0.00 Weir Type = 1 --- - --
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.00 0.00 0.00 n/a
• N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
w Note:CulvartlOrifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
MP
Stage(ft) Stage/Discharge Elev(ft)
6.00 636.00
.r
5.00 635.00
..
roY
4.00 634.00
3.00 L 633.00
i
2.00 632.00
1.00 631.00
WI
0.00 630.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
^� Total Q Discharge(cfs)
71
13
a Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 10
POST 1 TOTAL
Hydrograph type = Combine Peak discharge = 1.099 cfs
Storm frequency = 1 yrs Time to peak = 724 min
a Time interval = 1 min Hyd. volume = 9,315 cuft
Inflow hyds. = 7, 9 Contrib. drain. area = 2.060 ac
a
a
POST 1 TOTAL
Q (cfs) Hyd. No. 10-- 1 Year Q (cfs)
2.00 2.00
a
1.00 . 11\ 1.00
0.00 -- 0.00
' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 7 Hyd No. 9
' 72
14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/81 2014
Hyd. No. 11
POST 3
Hydrograph type = SCS Runoff Peak discharge = 1.190 cfs
Storm frequency = 1 yrs Time to peak = 722 min
- Time interval = 1 min Hyd. volume = 3,404 cuft
Drainage area = 1.460 ac Curve number =[Az_FROM VRRM
Basin Slope = 0.0 % Hydraulic length = 0 ft SPREADSHEET
- Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 3
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
2.00 - - - 2.00
i
1.00 1.00
0.00 -- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)
73
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Hyd. No. 12
POST 4
Hydrograph type = SCS Runoff Peak discharge = 0.348 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 1,443 cuft
Drainage area = 1.560 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 4
Q(cfs) Hyd. No. 12 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time(min)
74
16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 13
BIO
Hydrograph type = Reservoir Peak discharge = 0.154 cfs
Storm frequency = 1 yrs Time to peak = 760 min
Time interval = 1 min Hyd. volume = 2,064 cuft
Inflow hyd. No. = 11 - POST 3 Max. Elevation = 636.03 ft
Reservoir name = Bio Max. Storage = 1,390 cuft
Storage Indication method used.
BIO
Q(cfs) Hyd. No. 13 -- 1 Year Q (cis)
2.00 2.00
1.00 1.00
0.00 - - - 0.00
I lk 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Hyd No. 11 I LLL[ I [ Total storage used = 1,390 cuft Time(min)
L 75
Pond Report 17
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DB 2012 by Autodesk,Inc.v9 Friday,08/8/2014
Pond No. 1 - Bio
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=635.00 ft
- Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 635.00 1,250 0 0
0.50 635.50 1,332 645 645
1.00 636.00 1,450 695 1,341
1.50 636.50 1,560 752 2,093
2.00 637.00 1,680 810 2,903
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
• Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 636.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Welr Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 634.00 0.00 0.00 0.00 Weir Type = 1 --- -- --
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 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)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:CulvertOrifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
ins
.. Stage(ft) Stage/Discharge Elev(ft)
2.00 637.00
' 1.80 636.80
1.60 636.60
1.40 636.40
i 1.20 636.20
1.00 636.00
0.80 635.80
'" 0.60 635.60
0.40 . 635.40
0.20
635.20
'a 0.00 635.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Total Q
Discharge(cfs)
76
18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 14
UD 2
Hydrograph type = Reservoir Peak discharge = 0.154 cfs
Storm frequency = 1 yrs Time to peak = 761 min
Time interval = 1 min Hyd. volume = 2,063 cuft
Inflow hyd. No. = 13 - BIO Max. Elevation = 630.25 ft
Reservoir name = UD 2 Max. Storage = 19 cuft
Storage Indication method used.
a
a
UD 2
Q(cfs) Hyd. No. 14-- 1 Year Q (cfs)
0.50 0.50
a
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 14 Hyd No. 13 1 1 1 1 1 1 1 Total storage used = 19 cuft
77
Pond Report 19
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Pond No.3- UD 2
Pond Data
UG Chambers-Invert elev.=630.00 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len=60.00 ft, No.Barrels=1, Slope=0.50%, Headers=No
- Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 630.00 n/a 0 0
0.53 630.53 n/a 42 42
1.06 631.06 n/a 105 147
1.59 631.59 n/a 134 281
2.12 632.12 n/a 150 432
2.65 632.65 n/a 158 589
3.18 633.18 n/a 158 747
3.71 633.71 n/a 150 897
4.24 634.24 n/a 134 1,032
4.77 634.77 n/a 105 1,137
.. 5.30 635.30 n/a 42 1,178
Culvert/Orifice Structures Weir Structures
„,. [A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12,00 9.00 Inactive 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 9.00 12.00 0.00 Crest El.(ft) = 634.50 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 630.00 630.00 633.00 0.00 Weir Type = 1 - -- --
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 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 Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
.. Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Welr risers checked for orifice conditions(ic)and submergence(s).
. Stage(ft) Stage/Discharge Elev(ft)
6.00 - 636.00
r.
5.00 - 635.00
4.00 634.00
3.00 633.00
i
2.00 632.00
r
1.00631.00
0.00 630.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Total Q Discharge(cfs)
78
20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 15
POST 4 TOTAL
Hydrograph type = Combine Peak discharge = 0.348 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 3,507 cuft
Inflow hyds. = 12, 14 Contrib. drain. area = 1.560 ac
POST 4 TOTAL
Q (cfs) Hyd. No. 15-- 1 Year Q (ds)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 �- — 0.05
I
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 12 Hyd No. 14
79
21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 16
POST TOTAL
Hydrograph type = Combine Peak discharge = 1.426 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 12,822 cuft
Inflow hyds. = 10, 15 Contrib. drain. area = 0.000 ac
POST TOTAL
Q(cfs) Hyd. No. 16-- 1 Year Q (cfs)
2.00 2.00
S
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 16 Hyd No. 10 Hyd No. 15
111
' 80
22
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Intensity-Duration-Frequency Equation Coefficients(FHA)
P .
ow (Yrs) B D E IA)
1 0.0000 0.0000 0.0000
✓ 2 47.2900 11.7500 4 • /0
3 0.0000 0.''•:' 0.0000
- 5 0.0000 0.10. 0.0000
10 44.2800 10.5000 4. 10
25 38.1204 7.7500 0.6600
r
50 :,1100 0.0000 0.0000
1.4 34.0500 5.0000 0.5500
✓
File name:MONTGOMERYcounty.IDF
✓ sity= B/(Tc+ D)"E
Return Intensity Values(in/hr)
Period
r (Yrs) 5 min 15 20 25 30 35 40 45 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
r
2 4.31 3.45 2.89 2.50 2.21 1.98 1.80 1.65 1.53 1.42 1.33 1.25
3 0.00 0.00 0.00 0.00 0.00 1..1 0.00 0.00 0.00 0.00 0.00 0.00
✓ 5 0.00 0.00 0.00 0.00 0.'• 0.00 '.00 0.00 0.00 0.00 0.00 0.00
10 5.67 4.60 3.90 3.• 3.04 2.76 2.53 • 2.18 2.04 1.92 1.82
r 25 7.10 5.71 4 :. 4.25 3.81 3.47 3.20 2.97 2.62 2.48 2.36
50 0.00 4 4: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4,4 0.00 0.00
100 • :• 7.68 6.55 5.80 5.24 4.82 4.48 4.20 3.96 3.76 . • 3.43
IMP
=time in minutes.Values may exceed 60.
.gerecip.file name:X:\EngineeringgDesign Tools\SWM Tools\Hydraflow\24-hour Duration(PCP)IAlbemarle County.pcp
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 3.05 3.69 0.00 4.71 5.56 6.81 7.87 9.05
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
r
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I i
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
I I
81
I
I
Sheeflee Cohousing Site Development Plan
IFLOOD PROTECTION
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
r 82
Hydraflow Table of Contents 1770.3_Hydrographs_10 YEAR CN.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Watershed Model Schematic. 1
Hydrograph Return Period Recap 2
10 - Year
Hydrograph Reports 3
Hydrograph No. 1, SCS Runoff, PRE 1 3
�- Hydrograph No. 2, SCS Runoff, PRE 2 4
Hydrograph No. 3, Combine, PRE TOTAL 5
Hydrograph No. 4, SCS Runoff, POST 1 6
Hydrograph No. 5, SCS Runoff, POST 2 7
Hydrograph No. 6, Reservoir, UD 1 8
Pond Report - UD 1 9
Hydrograph No. 7, Combine, POST 1 TOTAL 10
Hydrograph No. 8, SCS Runoff, POST 3 11
Hydrograph No. 9, SCS Runoff, POST 4 12
Hydrograph No. 10, Reservoir, BIO 13
Pond Report- Bio 14
Hydrograph No. 11, Reservoir, UD 2 15
Pond Report - UD 2 16
Hydrograph No. 12, Combine, POST 4 TOTAL 17
Hydrograph No. 13, Combine, POST TOTAL 18
IDF Report 19
83
1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9
\a/
3
11)11/ Et) C:3
7
11
11iLl
Legend
Hyy ri in Description
/ 12
1 SCS Runoff PRE 1
2 SCS Runoff PRE 2
3 Combine PRE TOTAL
4 SCS Runoff POST 1
5 SCS Runoff POST 2
6 Reservoir UD 1
,.,„ 7 Combine POST 1 TOTAL 13
8 SCS Runoff POST 3
9 SCS Runoff POST 4
10 Reservoir BIO
= 11 Reservoir UD 2
12 Combine POST 4 TOTAL
13 Combine POST TOTAL
Project: 1770.3_Hydrographs_10 YEAR CN.gpw Friday, 08/8/2014
84
2
Hydrograph Return Period Rec�pflowHydrographsExtension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9
Hyd. 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 SCS Runoff --- — -- 9.612 ------ ------- -- PRE 1
2 SCS Runoff ---- -- — __ ----- 8.134 -- — --- PRE 2
3 Combine 1,2 — ------ -- 17.41 — ------ ---- PRE TOTAL
4 SCS Runoff
.. 5 SCS Runoff --- ----- --- — -- 8.982 —-- POST 2
6 Reservoir 5 ---- -- 7.383 ----- — UD 1
7 Combine 4,6 -- ----- — ------- 10.92 — — ----- POST 1 TOTAL
8 SCS Runoff — -- — — — -- 5.444 POST 3
9 SCS Runoff
10 Reservoir 8 --- - - 5.026 — — BIO
11 Reservoir 10 — 5.171 — -- --- UD 2
12 Combine 9, 11 — — 7.248 -- -- -- POST 4 TOTAL
13 Combine 7, 12 — 17.33 - — POST TOTAL
Proj. file: 1770.3_Hydrographs_10 YEAR CN.gpw Friday, 08/8/2014
85
3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 1
PRE 1
Hydrograph type = SCS Runoff Peak discharge = 9.612 cfs
Storm frequency = 10 yrs Time to peak = 722 min
— Time interval = 1 min Hyd. volume = 25,595 cuft
Drainage area = 4.580 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
- Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE 1
Q(cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00 10.00
8.00 . 8.00
6.00 6.00
4.00 I 4.00
2.00 2.00
0.00 f 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)
86
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 2
PRE 2
Hydrograph type = SCS Runoff Peak discharge = 8.134 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 18,704 cuft
Drainage area = 2.870 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE 2
Q (cfs) Hyd. No. 2-- 10 Year Q(cfs)
10.00 10.00
8.00 - 8.00
6.00 6.00
4.00 4.00
I
I .
2.00 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)
II
87
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 3
PRE TOTAL
Hydrograph type = Combine Peak discharge = 17.41 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 44,300 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 7.450 ac
PRE TOTAL
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 18.00
15.00 • - 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
I 111
N 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 3 - Hyd No. 1 Hyd No. 2
I II 88
6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 4
POST 1
Hydrograph type = SCS Runoff Peak discharge = 4.412 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 9,792 cuft
Drainage area = 2.060 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 1
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)
89
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 5
POST 2
Hydrograph type = SCS Runoff Peak discharge = 8.982 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 24,146 cuft
Drainage area = 2.360 ac Curve number = 117_4_1v FROM VRRM
Basin Slope = 0.0 % Hydraulic length = 0 ft SPREADSHEE
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 2
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time(min)
90
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 6
UD 1
Hydrograph type = Reservoir Peak discharge = 7.383 cfs
Storm frequency = 10 yrs Time to peak = 727 min
.. Time interval = 1 min Hyd. volume = 24,144 cuft
Inflow hyd. No. = 5 - POST 2 Max. Elevation = 634.35 ft
Reservoir name = UD 1 Max. Storage = 3,435 cuft
Storage Indication method used.
UD 1
•- Q(cfs) Hyd. No. 6-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 • - 'lb-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 6 Hyd No. 5 Total storage used = 3,435 cult
91
Pond Report 9
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Pond No.2- UD 1
Pond Data
UG Chambers-Invert elev.=630.00 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len= 100.00 ft, No.Barrels=2, Slope=0.50%, Headers=No
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 630.00 n/a 0 0
0.55 630.55 n/a 105 105
1.10 631.10 n/a 342 447
1.65 631.65 n/a 456 903
2.20 632.20 n/a 517 1,420
2.75 632.75 n/a 545 1,964
3.30 633.30 n/a 545 2,509
3.85 633.85 n/a 516 3,026
4.40 634.40 n/a 456 3,482
4.95 634.95 n/a 342 3,824
i 5.50 635.50 n/a 104 3,928
Culvert I Orifice Structures Weir Structures
- [A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 5.00 0.00 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 5.00 0.00 0.00 Crest El.(ft) = 633.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 630.00 630.00 0.00 0.00 Weir Type = 1 --- -- --
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.00 0.00 0.00 n/a
-" N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
i Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
am
Stage(ft) Stage/Discharge Elev(ft)
6.00 636.00
i
5.00 635.00
4.00 634.00
......0 /
3.00 633.00
i
2.00 632.00
i
1.00 631.00
r.
0.00 630.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
i Total Q Discharge(cfs)
92
10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,0818/2014
Hyd. No. 7
POST 1 TOTAL
Hydrograph type = Combine Peak discharge = 10.92 cfs
Storm frequency = 10 yrs Time to peak = 720 min
— Time interval = 1 min Hyd. volume = 33,936 cult
Inflow hyds. = 4, 6 Contrib. drain. area = 2.060 ac
S
POST 1 TOTAL
Q (cfs) Hyd. No. 7 10 Year Q(cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 — 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 7 Hyd No.4 Hyd No. 6
93
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D1D 2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 8
POST 3
Hydrograph type = SCS Runoff Peak discharge = 5.444 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 13,760 cuft
Drainage area = 1.460 ac Curve number = 72FROM VRRM
Basin Slope = 0.0 % Hydraulic length = 0 ft SPREADSHEET
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 3
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
6.00 6.00
d
5.00 5.00
r
r
4.00 4.00
1 �
3.00 3.00
1
® 2.00 . 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
■ Time(min)
IHyd No. 8
L 94
12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Hyd. No. 9
POST 4
Hydrograph type = SCS Runoff Peak discharge = 3.557 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 7,815 cuft
Drainage area = 1.560 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.00 min
Total precip. = 5.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST 4
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
4.00 - 4.00
3.00 3.00
1
2.00 { 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time(min)
95
13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 10
BIO
Hydrograph type = Reservoir Peak discharge = 5.026 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 12,419 cuft
Inflow hyd. No. = 8 - POST 3 Max. Elevation = 636.45 ft
Reservoir name = Bio Max. Storage = 2,020 cuft
Storage Indication method used.
BIO
... Q(cfs) Hyd. No. 10 -- 10 Year Q (cfs)
6.00 6.00
5.00 f 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 *--- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 10 Hyd No. 8 i I 1 I I ( Total storage used =2,020 cuft
96
Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Pond No. 1 - Bio
.. Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=635.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 635.00 1,250 0 0
. 0.50 635.50 1,332 645 645
1.00 636.00 1,450 695 1,341
1.50 636.50 1,560 752 2,093
2.00 637.00 1,680 810 2,903
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 636.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Welr Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 634.00 0.00 0.00 0.00 Weir Type = 1 --- -- -
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 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)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(Ic)and submergence(s).
ww
"▪ Stage(ft) Stage/Discharge Elev(ft)
2.00 637.00
me
1.80 636.80
1.60 636.60
sui
1.40 636.40
MN
1.20 - 636.20
1.00 636.00
0.80 - 635.80
MO` 0.60 635.60
0.40 635.40
MIN
I
0.20 635.20
ll 0.00 635.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Total Q Discharge(cfs)
I L 97
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 11
UD 2
Hydrograph type = Reservoir Peak discharge = 5.171 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 12,418 cuft
Inflow hyd. No. = 10 - BIO Max. Elevation = 634.49 ft
Reservoir name = UD 2 Max. Storage = 1,076 cuft
Storage Indication method used.
UD 2
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
or 1.00 1.00
i
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 11 Hyd No. 10 1111111 Total storage used = 1,076 cult
98
Pond Report 16
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Pond No. 3 - UD 2
Pond Data
UG Chambers-Invert elev.=630.00 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len=60.00 ft, No.Barrels=1, Slope=0.50%, Headers=No
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 630.00 n/a 0 0
. 0.53 630.53 n/a 42 42
1.06 631.06 n/a 105 147
1.59 631.59 n/a 134 281
2.12 632.12 n/a 150 432
2.65 632.65 n/a 158 589
- 3.18 633.18 n/a 158 747
3.71 633.71 n/a 150 897
4.24 634.24 n/a 134 1,032
4.77 634.77 n/a 105 1,137
5.30 635.30 n/a 42 1,178
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(In) = 12.00 9.00 Inactive 0.00 Crest Len(ft) = 6.28 0.00 0.00 0.00
Span(in) = 12.00 9.00 12.00 0.00 Crest El.(ft) = 634.25 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 630.00 630.00 633.00 0.00 Weir Type = 1 -- --- --
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfi.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
meiNote:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 - 636.00
5.00 635.00
. ••••••gdr
r•
r
4.00 - 634.00
I II
3.00 633.00
MIN
2.00 632.00
I L
1.00 - 631.00
I 11
0.00 630.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Discharge(cfs)
„� Total Q
99
a
i
17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 12
POST 4 TOTAL
Hydrograph type = Combine Peak discharge = 7.248 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 20,233 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 1.560 ac
POST 4 TOTAL
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
8.00 8.00
l
6.00 6.00
4.00 4.00
2.00 2.00
W..
s 1111
0.00 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 12 Hyd No. 9 - Hyd No. 11
100
18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Friday,08/8/2014
Hyd. No. 13
POST TOTAL
Hydrograph type = Combine Peak discharge = 17.33 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 54,169 cult
Inflow hyds. = 7, 12 Contrib. drain. area = 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
S 12.00 12.00
II
9.00 9.00
1 li 6.00 6.00
IL 3.00 3.00
i 111
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
1 is
Hyd No. 13 Hyd No. 7 Hyd No. 12 Time (min)
101
II
19
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,08/8/2014
Intensity-Duration-Frequency Equation Coefficients(FHA)
Peri
,r„ (Yrs) 13 D E A)
1 0.0000 0.0000 0.0000
2 47.2900 11.7500 I .4 1 1
3 0.0000 0.11;4 0.0000
5 0.0000 0.s.:* 0.0000
10 44.2800 10.5000 I. .11
25 38.120$ 7.7500 0.6600
50 $.0000 0.0000 0.0000
1' 34.0500 5.0000 0.5500
MIRY
File name:MONTGOMERYcounty.IDF
• ensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 15 20 25 30 35 40 45 50 -- 60
1 0.00 0.00 0.00 '.00 0.00 0.00 0.00 0.00 I.$1 0.00 0.00 0.00
2 4.31 3.45 2.89 2.50 1 1.98 1.80 .65 1.53 1.42 1.33 1.25
3 0.00 0.00 0.00 0.00 0.00 ; I' 0.00 0.00 0.00 0.00 0.00 0.00
IMP
5 0.00 0.00 0.00 0.00 0.14 0.00 I. ' 0.00 0.00 0.00 0.00 0.00
10 5.67 4.60 3.90 3 3.04 2.76 2.53 2. 2.18 2.04 1.92 1.82
25 7.10 5.71 • 4.25 3.81 3.47 3.20 2.97 2. ; 2.62 2.48 2.36
50 0.00 ..1$ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
100 !.60 7.68 6.55 5.80 5.24 4.82 4.48 4.20 3.96 3.76 3.58 .43
Tc=time in minutes.Values may exceed 60.
'recip.file name:X:\EngineeringlDesign Tools\SWM Tools1Hydraflow124-hour Duration(PCP)1Albemarle County.pcp
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 3.05 3.69 0.00 4.71 5.56 6.81 7.87 9.05
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
IMP 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
411111.
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
102