20200256 Ver 1_Parmer SIA Report-updated_20200214

TABLE OF CONTENTS

Stormwater Impact Analysis Narrative

Appendix A Stormwater Development Review Submittal Checklist

Appendix B Reference Material

Appendix C Peak Flow Analysis / SCM Calculations

Stormwater Impact Analysis | Parmer RTP | 1
Stormwater Impact Analysis Narrative

A. Project Data

The Parmer RTP project will include various campus improvements. The project will add additional
parking, an access drive, demolition of building 11, and other minor improvement to update the
existing site. The project area is within a 45.78-acre parcel on with a PIN of 0749-06-62-8419 and a
58.12-acre parcel with a PIN of 0749-05-70-3200. For the purposes of project permitting a project
area has been delineated that is contiguous with the limit of disturbance. The project is located on
Moore Drive. The site is in the Jordan Lake basin.

The existing impervious area within the project area is 28.52 acres. The proposed total impervious
area is 33.06 acres, which is an increase of 4.54 acres. The area of disturbance is 864,586 square feet.
There is no watershed protection overlay.

B. Site History

The current site is a part of the Research Triangle Park and was originally the Glaxo Headquarters
which was built in the early 1980’s. The campus has been used as a bio-medical research facility for
Glaxo until GlaxoSmithKline’s recent relocation to the UK.

C. Project Description

The project will consist of site improvements that are meant to update the campus and improve
usability. This includes improving the existing parking lot north of the existing pond directly east of
Moore Drive, adding a 200 spot parking lot east of the existing parking lot to be improved, create a
new access road from Moore Drive by improving the existing stream crossing connecting the two
existing ponds, siting a 750 space parking deck to connect to Parmer Way, create a new loading area
for building 3 and up fit the loading area for building 9, demolishing building 11 to create visitor entry
courtyard, incorporating a visitor parking area between building 3 and 6, improving the existing fire
lane into a two lane access drive, adding sidewalks to improve the circulation of pedestrians, and
creation of an outdoor amenity area to view existing ponds.

D. Watershed Protection Overlays

The site does not lie within a watershed protection overlay, according to the County’s interactive
GoMaps.

E. Streams and Buffers

According to the 1972 Durham County soils map there are multiple streams on site. The 2 southern
tributaries on our site is captured within the existing storm system in the existing conditions. Also
according to the USGS Quad map, there is a stream that feeds the two ponds on site. A proposed
widening of the embankment dividing the two lakes would impact the buffer around the lakes. Also, a
proposed sidewalk extends into the buffer. A no-practical alternatives form is included in this
submittal. All flow direct towards a Riparian Stream Buffer will have a level spread or scour hole to
diffuse flow rate.

Stormwater Impact Analysis | Parmer RTP | 2
F. Floodplains

There are no floodplains on the Parmer RTP Campus site according to Flood Insurance Rate Map
3720082200K, Dated 10.19.2019.

G. Applicable Requirements

The Parmer RTP Campus is located within the Durham County’s jurisdiction, The City of Durham has
planning jurisdiction and Durham County has jurisdiction for runoff water Peak Flow Requirements
and Quality.

The net change in impervious for the Parmer RTP project is 4.54 acres. A Stormwater Impact Analysis
is required to quantify any impacts to peak flows due to the project.

The Durham County stormwater ordinance requires 85% TSS removal for the increase in impervious
area. The 1-year peak flow must also be mitigated to the pre-project values. The nitrogen and
phosphorous export are calculated and provided, but the nutrient removal requirements are not
currently in effect.

H. Methodology

Nearly all of Parmer’s Campus drains into two existing ponds which outlet into a stream just west of
Moore drive. These existing ponds split the campus into two large drainage areas, north and south of
the pond. The same analysis point location will be used for both drainage areas, Analysis Point 1.

Drainage area 1 refers to the area south of the existing ponds, and drainage area 2 refers to the area
north of the existing ponds. Drainage area 1 was delineated using Lidar and is 56.4 acres. Drainage
area 2 was delineated using Lidar and is 42.7 acres. The peak flows to the analysis point were
calculated using the SCS method. Land uses according to Table 2-2a in National Resources
Conservation Service Technical Release 55 (TR-55) were used to determine the Curve numbers. The
impervious Areas were estimated from Durham County’s GIS and a survey performed by Phillip W.
Riley dated April 4, 2018. An exhibit showing the land uses for the overall watershed is provided.

NRCS identified the hydrologic soil group of the entire watershed as ‘D’ and ‘C/D’. A hydrologic soil
group of ‘D’ was assumed for these areas to match the native soils that surrounded the area.

The time of concentration flow paths were determined according to TR-55. For the overall watershed
draining to Analysis Point A. For drainage area 1, sheet flow begins just north of the intersection of
Parmer Way and Moore Drive and continues for 200 feet. The flow then transitions to paved shallow
concentrated flow on an existing parking lot. Lastly, the flow path travels through a storm drainage
pipe, until it is released at Analysis point 1.

For drainage area 2, sheet flow begins approximately 500 feet east of the intersection of Ellis Road
and Moore Drive and continues for 200 feet. The flow then transitions to unpaved shallow
concentrated flow through a wooded area southeast of the Ellis Road and Moore Drive intersection.
Next, the flow path travels through a storm drainage pipe, until it is released into a low area south of
Parmer Way. Lastly, the flow transitions back into unpaved shallow concentrated flow until it reaches
a pipe that passes underneath of an existing parking lot and release into the existing ponds (analysis
point 1). Flow through these pipes was considered to be completely full.

Within the Parmer RTP project area, six drainage areas were delineated and are shown in the detailed
drainage area exhibits. Two of these drainage areas are located within the existing drainage area 1,
south of the pond. The other four are located north of the pond and make up the existing drainage
area 2.

Stormwater Impact Analysis | Parmer RTP | 3
The proposed drainage areas are delineated per Bioretention pond or bypass. Bioretention pond 1
drainage area encompasses the runoff from the proposed site improvements south of the existing
ponds between an existing parking deck and a new proposed parking deck. Bypass 1 drainage area
includes the remaining area south of the existing ponds originally delineated as drainage area 1.
Bioretention pond 2 drainage area is located on the northwest side of the project area, and it include
the western portion of the proposed access drive. Bioretention pond 3 drainage area is encompasses
the majority of the runoff that will flow off of the proposed parking lot north of the existing ponds.
Bioretention pond 4 drainage area encompasses the remainder of the proposed parking lot located
north of the existing ponds. Bypass 2 drainage area includes the remaining area north of the existing
ponds originally delineated as drainage area 2.

The SCS Method was chosen because of the site’s size. Curve numbers for the Parmer RTP project
area were determined by weighting the impervious area and the open space for HSG D. Time of
concentration was also calculated by the SCS Method. The time of concentration was calculated to be
less than 5 minutes for every Bioretention pond drainage area (Bioretention pond 1, Bioretention
pond 2, Bioretention pond 3 & Bioretention pond 4).

The routing calculations in the proposed bioretention includes consideration of the filtration of runoff
through the bioretention media. This exfiltration rate was set at 1.75 in/hr equivalent to 3.5 ft/day.
Hydroflow software allows the user to determine if exfiltrated flow should be removed from the
hydrograph. This option was not selected because the exfiltrated flow will combined with the
overflow in the downstream storm structure.

I. Conclusions

Summary of results:

Analysis Point A (Existing Ponds)

Discharge
Points
Storm Event (cfs)
Pre-
Developed
1-year
Discharge
Post-
Developed
1-year
Discharge
Pre-
Developed
2-year
Discharge
Post-
Developed
2-year
Discharge
Pre-
Developed
10-year
Discharge
Post-
Developed
10-year
Discharge
Detention
Required?
(Yes/ No)
DA 1 89.72 87.01 118.21 114.93 193.98 186.93 Yes
DA 2 45.89 43.06 63.41 60.28 112.09 109.12 Yes
Overall Site 133.25 127.52 178.53 172.73 300.74 291.23 Yes

The proposed development did not cause an increase in the 1-year peak flow leaving the development,
with consideration of flood storage in the bioretention cells. Also, the bioretention cells provide
nutrient and TSS removal. The total impervious area draining to the bioretention cells is 5.42 acres,
greater than the proposed impervious increase of 4.54 acres.

Appendix A: Stormwater Submittal
Checklist

www.dewberry.com

Page 1 of 4

ENGINEERING AND ENVIRONMENTAL SERVICES
Stormwater Division
120 East Parrish Street, 1st Floor, Durham, NC 27701
Telephone [phone] Fax [phone]

STORMWATER SITE PLAN SUBMITTAL CHECKLIST
I. PROJECT INFORMATION
Project Name: ___________________________________ Phase: _______________________
Project Address: _________________________________ Disturbed Acreage: _____________
PIN: ___________________________________________ Case #: _______________________
Legal Name of Owner: ___________________________________________________________
Owner Contact: _________________________________ Phone: _______________________
Owner Address: ________________________________________________________________
Design Contact Person: ___________________________ Phone: _______________________
Design Contact Email: ___________________________________________________________

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines submittal requirements. Check the box to the left of each item to
indicate the submittal requirements have been met and supporting documentation is attached.

A. General Requirements
Stormwater Impact Analysis (SIA) including narrative report and drainage calculations
sealed and signed by North Carolina Professional Engineer.
Jordan Lake (Cape Fear) / Falls Lake (Upper Neuse Basin) / Lower Neuse Basin ( circle
one).
(If Jordan Lake is circled, completion of Section D. below is required)
(If Falls Lake is circled, completion of Section D. below is required)
(If Lower Neuse Basin is circled, completion of Section F. below is required)
INSIDE / OUTSIDE (circle one) Water Supply Watershed
(If INSIDE Water Supply Watershed completion of Section G. below is required)
Show ALL Riparian Stream Buffers on the plan. Diffuse flow into stream buffers is
required. (Complete Section C. where required)
Floodplain located on site: Yes / No (circle one). A copy of floodplain map with site
boundary shown is required and the 100-year floodplain with base flood elevations (if
applicable) must be shown on the site plan.
Parmer RTP Campus Improvements
20 Moore Drive 19.9
0749-06-62-8419 : 0749-05-70-3200
Parmer RTP, LLC
Dean Chang, ESQ [phone]
11755 Wilshire Blvd, Suite 1400, Los Angeles, CA 90025
Raymond B. Ruggles [phone]
[e-mail]
Page 2 of 4
B.Stormwater Rule Requirements
Durham County Soils map with site boundary shown
USG 7.5 Minute Quadrangle with site boundary shown
Introduction narrative describing the site conditions in pre- and post-development
conditions including a description of site improvement changes.
Drainage area maps (existing and proposed) with discharge analysis points and time of
concentration paths
Site area delineated, scale and north arrow
Sub-basins delineated for pre- and post-development conditions with acreage
Analysis points clearly identified and labeled
Segmented TR-55 time of concentration flow paths showing each segment
Methodologies and procedures described
Site plan or grading plan identifying pre- and post-development drainage patterns
Pre- and post-development times of concentration calculated using the TR-55
segmented approach
Calculations for the pre- and post-development discharges for the 1-, 2- and 10-year 24-
hour storm using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method. The discharge
point for these calculations is the property boundary.
If floodplain on site, 100-year floodplain with base flood elevations provided as well as
copy of floodplain map with site boundary
Conclusion providing detailed findings
SCM(s) provided (as per NCDENR BMP Manual) (indicate quantity):
______________________________________________________
Not required
SCM Benefits: ______ control 1-, 2- and 10-year discharge
Other ____________________________________
Not required
Report from NCDWQ Approved Accounting Tool
Summary of Results provided in the following format (see example below)
Example Summary of Results:
Discharge
Point
Pre-
Developed
1-year
discharge
Post-
Developed
1-year
discharge
Pre-
Developed
2-year
discharge
Post-
Developed
2-year
discharge
Pre-
Developed
10-year
discharge
Post-
Develope
d 10-year
discharge
Detention
Required?
(Yes/No)
(1) Non-Infiltrating Bioretention Cell and (3) Infiltrating Bioretention Cells
Page 3 of 4
C.Riparian Stream Buffers
A copy of the Durham County Soils map and the USGS 7.5 Minute Quadrangle with the
site indicated has been provided. Diffuse flow into buffers is required.
All Durham County stream buffers are shown on the plan for intermittent and perennial
streams shown on the Durham County Soils map or the USGS 7.5 Minute Quad. Diffuse
flow into buffers is required.
NCDENR documentation for approval of buffer impacts provided.
Stream delineations (Cape Fear / Neuse Basin). If in Neuse Basin, provide NCDENR
Division of Water Quality documentation. If in Cape Fear Basin, provide report as
required by Section 14-153(b)(3)(i) of the County Stormwater Ordinance.
D.Jordan Lake Basin Requirements
Note: If a single family, detached and duplex residential development, or recreational
facility disturbs < 1 acre or a multi-residential development or a commercial, industrial,
or institutional facility disturbs < 0.5 acres then all items below are N/A.
Pre- and post-development nitrogen / phosphorous calculations using the Jordan Falls
Lake Stormwater Nutrient Accounting Tool.
Offsite reduction calculations (if necessary). Site plan will not be approved until payment
is verified in the form of a receipt.
Redevelopment calculation nutrient loading (if necessary).
E.Falls Lake Basin Requirements
Note: If a single family, detached and duplex residential development, or recreational
facility disturbs < 0.5 acre or a multi-residential development or a commercial,
industrial, or institutional facility disturbs < 12,000 square feet then all items below are
N/A.
Pre- and post-development nitrogen / phosphorous calculations using the Jordan Falls
Lake Stormwater Nutrient Accounting Tool.
Offsite reduction calculations (if necessary). Site plan will not be approved until payment
is verified in the form of a receipt.
Redevelopment calculation nutrient loading (if necessary).
F.Lower Neuse Basin Requirements
Note: If a single family, detached and duplex residential development, or recreational
facility disturbs < 1 acre or a multi-residential development or a commercial, industrial,
or institutional facility disturbs < 0.5 acres then all items below are N/A.
Pre- and post-development nitrogen calculations using Durham County Nitrogen
Calculation Tables.
Nitrogen buydown calculations (if necessary). Site plan will not be approved until
payment is verified in the form of a receipt.
G.Water Supply Watershed Requirements
Indicate the water supply watershed overlay district(s) the project is located within.
Provided BMP for 85% TSS removal or narrative explaining why it is not provided
BMP Provided: ______________________________________________________

Appendix B: Reference Material

www.dewberry.com

FLOOD HAZA RD INFORMATION
SPECIAL FLOODHAZARD AREAS
OTHER AREAS OFFLOOD HAZARD
OTHERAREAS
GENERALSTRUCTURES
Without Base Flood Elevation (BFE)
With BF E or Depth
Regulator y Flood way
Are as Dete rmined to be Outside the 0.2% A nnual C hance Floodplain
Non-accred ite d Le vee, Dike, or Floodwall
Zone A ,V, A99 Zone AE, AO, AH, VE, AR
Zone X
HTTP://FRIS.NC.GOV/FRIS
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITA L FORMAT AT
NORTH CAROLIN A FLO ODPLAIN MAPPING PROG RAM
FLOOD INSURANCE RATE MAPNORTH CAROLIN A
PANEL
SE E FIS REPOR T F OR ZONE DESCRIPTIONS AND INDEX MAP
Cross Sections with 1% Annual ChanceWater Sur face Elevation (BFE)
Coas tal Transe ct
OTHERFEATURES
Prof ile B aseline
Hydrog raphic F eature
Limit of Study
Limit of Mode rate Wave Action (LiM WA )
Jurisdiction B oundar y
Accred ited or P rovis ionally A ccreditedLevee, Dik e, or F loodwall
Coas tal Transe ct B aseline
SCA LE
1 inc h = 500 fe et
Map Projec tion:North Carolina State Plane Projection Feet (Z one 3200)Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
PANEL LOCATOR
LOGO LOGO
NOTES TO US ERS
For informa tion and qu estions abo ut this map, availab le prod ucts asso ciated with this FIRM including historic ve rsio ns o f this FIRM, how to o rd er pro ducts o r th e National Floo d Insurance Program in general,plea se call the FEMA Ma p Informa tion eXchang e at 1-87 7-FEMA-MAP (1-877-336-2627) or visit the FEMA Map Service Cente r we bsite at http://msc.fema .gov. An acco mpanying Floo d Insurance Study report, Letter of MapRevision (LOMR) or Lett er of Map Amendment (LOMA) revising portion s of this panel, and digital versions of thisFIRM may be a vailab le. Visit the North Ca ro lina Floo dpla in M apping Pro gram website at http://www.ncfloodmaps.com,or cont act t he FEMA Map Service Ce nter.
Commun ities annexin g lan d on a djacent FI RM pane ls must obta in a current c opy of the adjacent panel as well asthe curren t FIRM Ind ex. The se may b e ordered d irec tly fr om the Map Service Center at the number listed above.
For communit y an d co untywide map d ates re fer to the Flood Insu ra nce Study report for this jurisdiction.
To d etermin e if floo d in surance is a vailab le in the community, co ntact yo ur Insurance agent or call the NationalFlood I nsuran ce Program at 1-8 00-638-662 0.
Flood I nsuran ce Study (FI S) mean s a n ex amin atio n, evalu atio n, and determination of flood hazards, correspondingwater su rfa ce e levations , floo d hazard risk zone s, a nd oth er flood data in a community iss ued by the North CarolinaFloodplain Map ping Program (NCFMP). Th e Floo d Insur anc e Stu dy (FIS) is comprised of the following productsused togeth er: the Digital Flood Ha zard Da tabase, the Water Su rfa ce Elevation Rasters, the digitally derived,autoge nerated Flood In surance Ra te Map and th e Floo d Insur anc e Survey Report. A Flood Insurance Survey is acompilation and pre sen tatio n of flood risk data for sp ecific w ate rcourse s, lakes, and coastal flood hazard areas withina co mmunity. This report contains detailed floo d eleva tion data, d ata tab les and FIRM indices. When a flood study iscompleted for the NFI P, the digital informa tion , re ports a nd ma ps a re assembled into an FIS. Information shown onthis FIRM is p rovid ed in digita l forma t by the NCFMP. Base map inf orm ation shown on this FIR M was prov ided indigital format b y th e NCFMP. The source of this informa tion can be de ter mined from the metadata available in thedigital FL OOD da tabase and in t he Te chn ic al Support Da ta N ote book (TSDN).
ACC RED ITED LEVEE N OTES TO USER S: If a n accredited lev ee note appears on this panel check with your localcommunity to obtain mo re info rmatio n, su ch as th e estimated lev el of pr otection provided (which may exceed the1-p ercent -an nual-chan ce level) and Eme rg ency Ac tion Pla n, on t he levee system(s) shown as providing protection.To mitigate f lood risk in residual risk area s, p rop erty ow ner s an d r esident s are encouraged to consider floodinsurance and flood proofing or othe r p ro tectiv e measures. For more information on flood insuranc e, interestedparties should vis it the FEMA We bsite at http://w ww.fema.gov/busin ess/nfip/index.shtm.
PRO VISIONALLY AC CREDITED LEVEE NOTES TO USERS: If a Pro visionally Accredited Levee (PAL) noteappears on th is panel, check with your lo cal co mmun ity to ob tain more information, such as the estimated level ofprotection p ro vided (w hich may exceed the 1-percent-ann ual-chance level) and Emergency Action Plan, on thelevee system(s) show n as providin g protectio n. To maintain accreditation, the lev ee owner or community isrequired t o su bmit the da ta and document atio n necessary to c omply with Section 65.10 of the NFIP regulations .If the communit y or own er does not p ro vide the necessary d ata an d documentation or if the data and documentationprovided indicate s th e le vee syste m doe s no t comply with Se ction 65 .10 requirements, FEMA will revise the floodhazard and risk info rmatio n for this a rea to reflect de-accr editatio n of the levee s ystem. To mitigate flood risk inresidual risk areas, property owne rs and re sidents are encourage d to consider flood insurance and floodproofingor o ther protective measures. For more info rmatio n on flood insurance, interested parties should vis it the FEMAWebsite at http ://www.f ema.go v/bu siness/n fip/index.shtm.
LIMIT O F MODERATE WAVE ACTION NO TES TO USERS: For s ome coastal flooding zones the AE Zonecategory ha s b een divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA repres ents the approximatelandward limit of the 1.5-foot b re aking wave. The effect s of wave hazar ds between the VE Zone and the LiMWA(or be tween th e s horeline an d the L iMWA fo r a re as wh er e VE Zones are not identified) will be similar to, but lesssevere than those in the VE Zon e.
COAS TAL BAR RIE R RESOURCES SYST EM (CBR S) NOTE
This map may includ e approximate bo undaries o f the CBRS fo r informa tional purposes only. Flood insuranc e is notavailable within CBRS areas for structu res tha t are newly built or subs tantially improved on or after the date(s)indica ted on the ma p. For more informat ion see http://www.fws.gov/cb ra , the FIS Report, or call the U.S. Fishand Wildlife Service Cu stomer Service Cente r a t 1-800-344 -WILD.
CBRS Area Other wise Protected Area
Channel, C ulve r t, or Storm Sewer
0.2% A nnual Chance Flood Haz ar d, Areas of 1% A nnual Chance Flood with Ave rage De pth Les s T han One Foot or With Drainage Are as of Les s Than One Square MileFuture Conditions 1% A nnual Chance F lood Haz ardArea with Re duced Flood Risk due to LeveeSee Notes
Zone X
Zone X
Zone X
0739
1:6,000
%,012 18.2
!(8
2030000 FEET790000 FEET
2030000 FEET800000 FEET 2040000 FEET 800000 FEET
2040000 FEET
790000 FEET
This digit al Flood In surance Ra te Map (FIRM) wa s prod uce d through a uniquecooperative p artnership betw een the State of No rth Caro lina and th e Fe deralEmergency Mana gemen t Agen cy (FEMA). The Sta te o f North Carolina hasimplemented a long term approach to flo odplain man ageme nt to decre ase thecosts ass ociated with floo din g. This is demon strate d by the State 's commitmentto map floo d ha zard are as at t he loc al level. As a part of this e ffort, the Sta te o fNorth Carolina has joined in a Co operating Technical State a gre ement withFEMA t o produce and maintain this d igital FIRM.
NATIONAL FLOOD INSURANCE PRO GRAM
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DURHAM COUNTYUNINCORPORATED AREAS370085
CITYOF DURHAM370086
CITYOF DURHAM370086
CITY OFDURHAM370086
CITYOF DURHAM370086
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE(EL 278 )
i045
i034
i039
i021
i003 i007
i010
i016
i027
i013
i153
i172
i711
i135
i106
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i039 i131
i052
i169
i146
i021
i121
i038
i005
i139
i111
i164
i142
i093
i028
i717
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i070
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i704
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i664
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i602
i650
i661
i630
i611
i619
i607
i597
i113
i062
i074
i045
i125
i007
i625
Z3411Z
Z3412Z
Z341 3Z
Z341 4Z
78°52'0"W
78°52'0"W
78°52'3 0"W
78°52'3 0"W
78°53'0"W
78°53'0"W
78°53'3 0"W
78°5 3'30"W
35°56'3 0"N 35°56'30"N
35°56'0 "N 35°56'0"N
35°55'3 0"N 35°55'30"N
Granville
Person
Orange
Durham
Wake
Chatham
0940
0910 0920 0930
0819
0828 0848
0818
0807 0817 0827 0837 0847 0857
979 8 0708 0718 07 28 0738 0748 07 58 0768 077 8
0806 0816 0826 0836 0846 0856
0805 0815 0825 0835 0845 0855 0865
0804 0814 0824 0834 0844 0854 0864 0874
0803 0813 0823 0833 0843 0853 0863 0873 0883
0802 0812 0822 0832 0842 0852 0862 0872 0882
0801 0811 0821 0831 0841 0851 0861 0871 0881
9890 0800 0810 0820 0830 0840 0850 0860 0870 0880
979 9 0709 0719 07 29 0739 0749 07 59 0769 077 9 0789
9797 0707 0717 07 27 0737 0747 07 57
979 6 0706 0716
I
0 500 1,000250Feet
0 150 30075Meters
BM5 510 D Nor th C arolina Ge ode tic Sur ve y bench mark
BM5 510 ?BM5 510z
National Geod etic Sur vey benc h markContractor Es t. NCF M P Sur vey bench m ark
Panel Contain s:
COMMUNIT Y CID PANE L SUFFIX
0739370085 K0739DURHAM, CIT Y OF 370086 KDURHAM COUNT Y
VERSION NU MBER2.3.3.2
MAP NUMBER 3720073900K
MAP RE VISEDOctober 19, 2018
FLOOD HAZA RD INFORMATION
SPECIAL FLOODHAZARD AREAS
OTHER AREAS OFFLOOD HAZARD
OTHERAREAS
GENERALSTRUCTURES
Without Base Flood Elevation (BFE)
With BF E or Depth
Regulator y Flood way
Are as Dete rmined to be Outside the 0.2% A nnual C hance Floodplain
Non-accred ite d Le vee, Dike, or Floodwall
Zone A ,V, A99 Zone AE, AO, AH, VE, AR
Zone X
HTTP://FRIS.NC.GOV/FRIS
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITA L FORMAT AT
NORTH CAROLIN A FLO ODPLAIN MAPPING PROG RAM
FLOOD INSURANCE RATE MAPNORTH CAROLIN A
PANEL
SE E FIS REPOR T F OR ZONE DESCRIPTIONS AND INDEX MAP
Cross Sections with 1% Annual ChanceWater Sur face Elevation (BFE)
Coas tal Transe ct
OTHERFEATURES
Prof ile B aseline
Hydrog raphic F eature
Limit of Study
Limit of Mode rate Wave Action (LiM WA )
Jurisdiction B oundar y
Accred ited or P rovis ionally A ccreditedLevee, Dik e, or F loodwall
Coas tal Transe ct B aseline
SCA LE
1 inc h = 500 fe et
Map Projec tion:North Carolina State Plane Projection Feet (Z one 3200)Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
PANEL LOCATOR
LOGO LOGO
NOTES TO US ERS
For informa tion and qu estions abo ut this map, availab le prod ucts asso ciated with this FIRM including historic ve rsio ns o f this FIRM, how to o rd er pro ducts o r th e National Floo d Insurance Program in general,plea se call the FEMA Ma p Informa tion eXchang e at 1-87 7-FEMA-MAP (1-877-336-2627) or visit the FEMA Map Service Cente r we bsite at http://msc.fema .gov. An acco mpanying Floo d Insurance Study report, Letter of MapRevision (LOMR) or Lett er of Map Amendment (LOMA) revising portion s of this panel, and digital versions of thisFIRM may be a vailab le. Visit the North Ca ro lina Floo dpla in M apping Pro gram website at http://www.ncfloodmaps.com,or cont act t he FEMA Map Service Ce nter.
Commun ities annexin g lan d on a djacent FI RM pane ls must obta in a current c opy of the adjacent panel as well asthe curren t FIRM Ind ex. The se may b e ordered d irec tly fr om the Map Service Center at the number listed above.
For communit y an d co untywide map d ates re fer to the Flood Insu ra nce Study report for this jurisdiction.
To d etermin e if floo d in surance is a vailab le in the community, co ntact yo ur Insurance agent or call the NationalFlood I nsuran ce Program at 1-8 00-638-662 0.
Flood I nsuran ce Study (FI S) mean s a n ex amin atio n, evalu atio n, and determination of flood hazards, correspondingwater su rfa ce e levations , floo d hazard risk zone s, a nd oth er flood data in a community iss ued by the North CarolinaFloodplain Map ping Program (NCFMP). Th e Floo d Insur anc e Stu dy (FIS) is comprised of the following productsused togeth er: the Digital Flood Ha zard Da tabase, the Water Su rfa ce Elevation Rasters, the digitally derived,autoge nerated Flood In surance Ra te Map and th e Floo d Insur anc e Survey Report. A Flood Insurance Survey is acompilation and pre sen tatio n of flood risk data for sp ecific w ate rcourse s, lakes, and coastal flood hazard areas withina co mmunity. This report contains detailed floo d eleva tion data, d ata tab les and FIRM indices. When a flood study iscompleted for the NFI P, the digital informa tion , re ports a nd ma ps a re assembled into an FIS. Information shown onthis FIRM is p rovid ed in digita l forma t by the NCFMP. Base map inf orm ation shown on this FIR M was prov ided indigital format b y th e NCFMP. The source of this informa tion can be de ter mined from the metadata available in thedigital FL OOD da tabase and in t he Te chn ic al Support Da ta N ote book (TSDN).
ACC RED ITED LEVEE N OTES TO USER S: If a n accredited lev ee note appears on this panel check with your localcommunity to obtain mo re info rmatio n, su ch as th e estimated lev el of pr otection provided (which may exceed the1-p ercent -an nual-chan ce level) and Eme rg ency Ac tion Pla n, on t he levee system(s) shown as providing protection.To mitigate f lood risk in residual risk area s, p rop erty ow ner s an d r esident s are encouraged to consider floodinsurance and flood proofing or othe r p ro tectiv e measures. For more information on flood insuranc e, interestedparties should vis it the FEMA We bsite at http://w ww.fema.gov/busin ess/nfip/index.shtm.
PRO VISIONALLY AC CREDITED LEVEE NOTES TO USERS: If a Pro visionally Accredited Levee (PAL) noteappears on th is panel, check with your lo cal co mmun ity to ob tain more information, such as the estimated level ofprotection p ro vided (w hich may exceed the 1-percent-ann ual-chance level) and Emergency Action Plan, on thelevee system(s) show n as providin g protectio n. To maintain accreditation, the lev ee owner or community isrequired t o su bmit the da ta and document atio n necessary to c omply with Section 65.10 of the NFIP regulations .If the communit y or own er does not p ro vide the necessary d ata an d documentation or if the data and documentationprovided indicate s th e le vee syste m doe s no t comply with Se ction 65 .10 requirements, FEMA will revise the floodhazard and risk info rmatio n for this a rea to reflect de-accr editatio n of the levee s ystem. To mitigate flood risk inresidual risk areas, property owne rs and re sidents are encourage d to consider flood insurance and floodproofingor o ther protective measures. For more info rmatio n on flood insurance, interested parties should vis it the FEMAWebsite at http ://www.f ema.go v/bu siness/n fip/index.shtm.
LIMIT O F MODERATE WAVE ACTION NO TES TO USERS: For s ome coastal flooding zones the AE Zonecategory ha s b een divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA repres ents the approximatelandward limit of the 1.5-foot b re aking wave. The effect s of wave hazar ds between the VE Zone and the LiMWA(or be tween th e s horeline an d the L iMWA fo r a re as wh er e VE Zones are not identified) will be similar to, but lesssevere than those in the VE Zon e.
COAS TAL BAR RIE R RESOURCES SYST EM (CBR S) NOTE
This map may includ e approximate bo undaries o f the CBRS fo r informa tional purposes only. Flood insuranc e is notavailable within CBRS areas for structu res tha t are newly built or subs tantially improved on or after the date(s)indica ted on the ma p. For more informat ion see http://www.fws.gov/cb ra , the FIS Report, or call the U.S. Fishand Wildlife Service Cu stomer Service Cente r a t 1-800-344 -WILD.
CBRS Area Other wise Protected Area
Channel, C ulve r t, or Storm Sewer
0.2% A nnual Chance Flood Haz ar d, Areas of 1% A nnual Chance Flood with Ave rage De pth Les s T han One Foot or With Drainage Are as of Les s Than One Square MileFuture Conditions 1% A nnual Chance F lood Haz ardArea with Re duced Flood Risk due to LeveeSee Notes
Zone X
Zone X
Zone X
0749
1:6,000
%,012 18.2
!(8
2040000 FEET790000 FEET
2040000 FEET800000 FEET 2050000 FEET 800000 FEET
2050000 FEET
790000 FEET
This digit al Flood In surance Ra te Map (FIRM) wa s prod uce d through a uniquecooperative p artnership betw een the State of No rth Caro lina and th e Fe deralEmergency Mana gemen t Agen cy (FEMA). The Sta te o f North Carolina hasimplemented a long term approach to flo odplain man ageme nt to decre ase thecosts ass ociated with floo din g. This is demon strate d by the State 's commitmentto map floo d ha zard are as at t he loc al level. As a part of this e ffort, the Sta te o fNorth Carolina has joined in a Co operating Technical State a gre ement withFEMA t o produce and maintain this d igital FIRM.
NATIONAL FLOOD INSURANCE PRO GRAM
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StirrupIronCreekStirrupIronCreekDURHAM COUNTYUNINCORPORATED AREAS370085
DURHAM C OUNTYUNINCORPORATED AR EAS370085
CITY OFDURHAM370086
CITY OFDURHAM370086
CITYOF DURHAM370086
CITY OFDURHAM370086
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
i013 i020
i024
i115
i145
i006
i140
i001
i494
i491
i064
i466
i085
i102
i472
i479
i095
i486
i119
i134
i101
i079
i073
i127
i453i110
i446
i417
i443
i093 i429
i076
i068
i014
i459
i107
i113
i075
Z345 3Z
Z3454Z
Z345 5Z
EZ061 9
EZ062 0
EZ062 2
EZ062 4
EZ062 1
78°50'0"W
78°50'0"W
78°5 0'30"W
78°5 0'30"W
78°51'0"W
78°51'0"W
78°5 1'30"W
78°51'3 0"W
35°56'3 0"N 35°56'30"N
35°56'0 "N 35°56'0"N
35°55'3 0"N 35°55'30"N
Granville
Person
Orange
Durham
Wake
Chatham
0940
0910 0920 0930
0819
0828 0848
0818
0807 0817 0827 0837 0847 0857
979 8 0708 0718 07 28 0738 0748 07 58 0768 077 8
0806 0816 0826 0836 0846 0856
0805 0815 0825 0835 0845 0855 0865
0804 0814 0824 0834 0844 0854 0864 0874
0803 0813 0823 0833 0843 0853 0863 0873 0883
0802 0812 0822 0832 0842 0852 0862 0872 0882
0801 0811 0821 0831 0841 0851 0861 0871 0881
9890 0800 0810 0820 0830 0840 0850 0860 0870 0880
979 9 0709 0719 07 29 0739 0749 07 59 0769 077 9 0789
9797 0707 0717 07 27 0737 0747 07 57
979 6 0706 0716
I
0 500 1,000250Feet
0 150 30075Meters
BM5 510 D Nor th C arolina Ge ode tic Sur ve y bench mark
BM5 510 ?BM5 510z
National Geod etic Sur vey benc h markContractor Es t. NCF M P Sur vey bench m ark
Panel Contain s:
COMMUNIT Y CID PANE L SUFFIX
0749370085 K0749DURHAM, CIT Y OF 370086 KDURHAM COUNT Y
VERSION NU MBER2.3.3.2
MAP NUMBER 3720074900K
MAP RE VISEDOctober 19, 2018
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35.8750°
36.0000°-78.8750°-78.7500°36.0000°
35.8750°-78.7500°-78.8750°
QUADRANGLE LOCATION
SOUTHEAST DURHAM QUADRANGLENORTH CAROLINA7.5-MINUTE SERIES
SOUTHEAST DURHAM, NC
2019
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY

This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.18
CONTOUR INTERVAL 10 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
×
Ø
GN
MN
1°17´
23 MILS
9°14´
164 MILS
UTM GRID AND 2019 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
7 00
PV QV
Grid Zone Designation
17S
U.S. National Grid100,000 - m Square ID
NORTHCAROLINA
1 Northwest Durham
8 Raleigh West
2 Northeast Durham3 Creedmoor4 Southwest Durham5 Bayleaf6 Green Level7 Cary
ADJOINING QUADRANGLES
4
6
2
87
3
5
1
Imagery.....................................................NAIP, May 2016 - November 2016Roads......................................... U.S. Census Bureau, 2016Names............................................................................GNIS, 1980 - 2018Hydrography...............................National Hydrography Dataset, 1899 - 2018Contours............................................National Elevation Dataset, 2008Boundaries..............Multiple sources; see metadata file 2017 - 2018
Wetlands.................FWS National Wetlands Inventory 1983
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid:Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.*7643016379230*NSN.7643016379230NGA REF NO.USGSX24K71670
Hydrologic Soil Group—Durham County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2019
Page 1 of 43978200397830039784003978500397860039787003978800397890039790003979100397920039793003979400397830039784003978500397860039787003978800397890039790003979100397920039793003979400692300692400692500692600692700692800692900693000693100693200
692400 692500 692600 692700 692800 692900 693000 693100 693200
35° 56' 24'' N 78° 52' 5'' W35° 56' 24'' N78° 51' 28'' W35° 55' 44'' N
78° 52' 5'' W35° 55' 44'' N
78° 51' 28'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,000 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Durham County, North Carolina
Survey Area Data: Version 23, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 27, 2014—May
6, 2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Durham County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2019
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Gu Gullied land, clayey
materials
0.0 0.0%
IrC Iredell loam, 6 to 10
percent slopes
C/D 1.9 2.2%
W Water 4.7 5.4%
WsB White Store sandy loam,
2 to 6 percent slopes
D 14.8 17.2%
WsC White Store sandy loam,
6 to 10 percent slopes
D 58.4 67.6%
WsE White Store sandy loam,
10 to 25 percent
slopes
D 0.0 0.0%
WvC2 White Store clay loam, 2
to 10 percent slopes,
moderately eroded
D 6.6 7.7%
Totals for Area of Interest 86.5 100.0%
Hydrologic Soil Group—Durham County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2019
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Durham County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2019
Page 4 of 4

Appendix C: Peak Flow
Analysis/SCM Calculations

www.dewberry.com

305305310310315315320320
325
325325325325325 330330
330
3303303
3
0
3
3
0
33033
033033
0330330330330330
335335335335335335 33533533533533
5335335335335335335335335335335335335
340340
34034034034034034
0
340340
340340340 340340340340 3453453453453453453453453453453453453453453
4
5 35035
03503
5
0
3503
5
0
3
5
0
350350 350350
3503503503
5
0
3
5
0350350 35035
0350350 355355
35535535535
5
3553553553553
5
5 35535535
5
3553553553
5
5
35535535
5
35
5
35
5
3553
5
5
35
536036
0360
360360360360
3
6
0
3
6
0360
360360360360360360
36036036
0360 360
3
6
0
3
6
0360360360360360360360360360360
3603653653653653653
6
5
365365365365365365365
365
3653653653653
6
5
365365
365365365 3653653653703
7
0 370370370370370370370370370
3
7
0
370370370370370370
370 370370
370370375375375 37537537
5
375
375375375 375
375380380380
33
0
3
3
0330330
3353
3
5
3
3
5335
3
4
0
34
0340
3403403403403403403453453
4
5
3
4
5345
3453453453453503503503
5
0350350
35
0350350350350350350355355355355355355355355355355355
360360360360
360360360 365365
365365365365370
370
3
7
0370375
375
375375305305310310315315320320320320320320325325325325330330330330335335335335335335340
3
4
0
340 340345345345345 34535035035035035
0 3553553553553
5
5 3603603603603603603
6
0
36036
5
3653653653
6
5
3653653
7
0
370370370370
3703703753
7
5375375
38
0
38
0 300300300 305305305305305305305305305305 310310310310310310310310310310310310315315315315315315315315315315315315315315315315320320320320320320320320320320320320320320320320320320325325325325325325325325325325325325325325325325325325330330330330330330330330330330330330
330
330330330330330330330330330 335335335335335335335335335335
335335335335335335335335 340340340
340 340340340340340340340
340340340340340340340 345345345345345345345345345345345
345345345345345345345345345350350 350350350350350350350350350
350350350350350 355355 355355355355355355355355355355355360360360360360360360360360360360360360360 3603603
6
0
365365365365365365365365365365365365370370370370
ANALYSIS POINT 1DRAINAGE AREA 2 = 42.7 ACDRAINAGE AREA 1 = 56.4 AC200 LF SHEET FLOW479 LFSHALLOWCONCENTRATEDFLOW225 LF OPEN CHANNEL FLOW200 LF SHEET FLOW720 LFSHALLOWCONCENTRATEDFLOW538 LF OPEN CHANNEL FLOW286 LF SHALLOWCONCENTRATED FLOW296 LF OPEN CHANNEL FLOWISSUE DATE:CBD234JOB CODE:CHK BY:DWG BY:5© Copyright 2019This document and the design arethe property of Integrated Design,PA. Any reproduction without priorwritten consent is prohibited.Drawing scaled for 36x24 plots.A1T 919.832.6658
F 919.839.2255
1111 Oberlin Road
Raleigh, NC
27605
www.id-aep.comDRAWING NUMBERarchitecture | planning | interiorsREVISIONS19/30/2019 3:33:52 PM
PARMER RTP
CAMPUS IMPROVEMENTS
PCIMP120 MOORE DRIVE
DURHAM, NC 27709NO.DATEDESCRIPTIONDewberry Engineers Inc.
2610 WYCLIFF ROAD
SUITE 410
RALEIGH, NC 27607
PHONE: [phone]
FAX: [phone]
NCBELS #F-0929
PROJECT #50118525EXISTINGDRAINAGEAREASEX-01LEGENDSTRUCTURES / IMPERVIOUSDRAINAGE AREA 1TIME OF CONCENTRATION FLOWPATHDRAINAGE AREA 2
ASPHALT DRIVEDRUG SAFETY EVALUATION LAB4 STORY PRE-CASTWETRIM=347.5OUT=344.2OUT=326.31
5
"
R
C
PRIM=336.8IN(15")=330.1IN(18")=329.2OUT=329.219"OAKG
R
A
V
E
L

D
R
I
V
E
20"OAK21" GUM24"OAK20"OAK21"HICKORY22"MAPLE19"OAK20"PINE18"PINE19" PINE18"PINE19" PINE18"PINE26"OAK18"SYCAMORECCAACACON
C
R
E
T
E

R
E
T
.

W
A
L
L CONCRETE RET. WALLASPHALT PATH
ASPHALT PATH
GRAVEL PATH
GRAVEL PATH
P
O
N
D

-

S
U
R
F
A
C
E
=
3
2
6
.
5
VIA NCVRS
direct and responsible charge from an actual survey made under my NAD '83(2011)supervision; that this ground survey was performed at the 95 percent confidenceSURVEYOR'S CERTIFICATIONNOTESI, Phillip W. Riley, certify that this project was completed under my are based on GPS Observations as noted below.1. AREAS, IF SHOWN, BY THE CO-ORDINATE METHOD.horizontal accuracy is 1:10,000+, that the vertical accuracy is 1:10,000+ and that HAZARD ZONE ACCORDING TO F.E.M.A. PANEL 3720074900J DATED 5/2/06.the original data was obtained on March 9-30, 2018; that the survey was completed on April 4, 2018; that contours shown meet the stated standard; all elevationslevel (2 sigma) to meet Federal Geographic Data Committee Standards; that the THERE MAY BE UNDERGROUND UTILITIES BEYOND THOSE SHOWN HEREON.3. SUBJECT PROPERTIES ARE NOT SITUATED IN A DESIGNATED FLOOD1) CLASS OF SURVEY: CLASS C LIMITED UNDERGROUND UTILITIES WERE FIELD MARKED FOR THIS SURVEY.2. CONTRACTORS TO FIELD VERIFY ALL UNDERGROUND UTILITIES PRIOR TO ANY CONSTRUCTION.2) POSITIONAL ACCURACY: MAXIMUM RESIDUAL 0.033 FT(H) 0.096(V)4. THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT,5) DATUM/EPOCH: NAD '83/(2011)THE SURVEY CO-ORDINATES NOTED WERE DERIVED FROM GPS OBSERVATIONS BASED ON THE FOLLOWING3) TYPE OF GPS FIELD SURVEY: REAL TIME KINEMATIC VRS8) COMBINED GRID FACTOR: 0.999932937) GEOID MODEL: G 12B6) PUBLISHED/FIXED CONTROL USE: NONE 9) UNITS: US SURVEY FOOT THEREFORE THERE MAY BE ENCUMBRANCES ON THESE PROPERTIES NOT SHOWN HEREON.10) GPS INSTRUMENTATION: TRIMBLE R86. WETLANDS, IF PRESENT ON SUBJECT TRACTS, HAVE NOT BEEN DELINEATED FOR THIS SURVEY4) DATE OF SURVEY: March 9-22, 20185. HORIZONTAL GROUND DISTANCES SHOWN HEREON. SHOWN HEREON TAKEN FROM DIGITAL FILES PROVIDED BY O'BRIEN ATKINS. NOT VERIFIED.7. THIS IS NOT A BOUNDARY SURVEY. PROPERTY LINES/EASEMENTS/STREET RIGHTS-OF-WAYFIN.FL ELEV.=361.05FIN.FL ELEV.=339.10FIN.FL ELEV.=339.11FIN.FL ELEV.=339.10FIN.FL ELEV.=355.06EE
EEET
TTTTTTTWWW
WWWWWWWWWWN= 795,551.54E= 2,040,559.42ELEV.=334.0660d "MAG" NAILSURVEY CONTROL POINTE
EEWWWWWWW
WW
CCEEEELEGENDSURVEY CONTROL POINTUNDERGROUND TELEPHONEUNDERGROUND IRRIGATIONUNDERGROUND WATERUNDERGROUND ELECTRIC(PUBLIC R/W VARIES)
NC 147 4 STORY PRE-CASTPRIVATE STREETNORTH LOOP ROAD3 STORY PRE-CASTDRUG SAFETY EVALUATION LAB4 STORY PRE-CASTDECK 74 STORY PRE-CASTPHARMACEUTICAL DEVELOPMENT LABDISCOVERY RESEARCH LABNODE 2OUT=327.16"DIP4"PVCRIM=338.0IN=331.4OUT=331.4RIM=338.1IN(NE)=329.8IN(SE)=329.8OUT=329.7RIM=337.1INACCESSABLERIM=335.9IN=332.7OUT=332.6RIM=336.9IN=331.0OUT=330.9RIM=336.9INACCESSABLERIM=334.2INACCESSABLERIM=334.4INACCESSABLERIM=339.5INACCESSABLERIM=340.9IN=334.4OUT=334.4RIM=353.5IN(SE)=345.1IN(SW)=348.0OUT=342.1RIM=353.8OUT=349.3RIM=353.9OUT=351.715"RCP 15"RCPOUT=357.0 IN=357.4 10"HDPEOUT=345.415"RCP15"RCP IN=340.418"RCP
OUT=336.1IN=326.610"PVC4"PVCRIM=336.9IN=326.8OUT=326.8RIM=334.1INACCESSABLERIM=337.2INACCESSABLERIM=336.1IN(NE)=327.6IN(SE)=327.8OUT=327.7RIM=335.6OUT=329.6RIM=338.9IN=OUT=328.515"(?)RCP
15"(?)RCP
24"RCP15"(
?
)
R
C
P
15"(?)RCP15"(?) RCPRIM=336.4INACCESSABLERIM=337.3INACCESSABLERIM=341.7IN(NE)=336.2IN(N)=335.0OUT=335.024"RCP24"RCP15"RCP1
5
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P SIDEWALK
SIDEW
A
L
K
SIDEWALK
SIDEWALKSIDEWALK ELLIS ROAD(PUBLIC R/W VARIES)CATCH BASININV(N)=334.79'ASPHALT DRIVE
AS
P
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T

D
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I
V
E
ASPHALT DRIVECATCH BASINTOP=345.24'INV(BOTTOM OF BOX)=335.92'EXISTING PIPE CAPPEDINV=329.20'INV=329.21'GU
A
R
D
HO
U
S
E
CATCH BASINTOP=353.76'INV(SE)=346.14'CATCH BASINTOP=352.36'INV(NW)=345.63'INV(E)=345.40'CATCH BASINTOP=342.83'INV(SE)=339.58'STORM DRAINMANHOLETOP=335.34'INV(SW)=326.34'INV(NW)=326.21'CATCH BASINTOP=332.17'INV(W)=336.31'DROP INLETTOP=331.36'INV(NE)=327.66'INV(N)=327.58'INV(S)=327.02'CATCH BASINTOP=329.16'INV(BOTTOM OFBOX=323.20') PIPECAPPEDCATCH BASINTOP=328.80'INV(BOTTOM OFBOX=323.03') PIPECAPPEDCATCH BASINTOP=330.50'INV(E)=328.05'INV=323.80'INV=323.94'INV=324.09'INV=324.02'24"RCPINV=323.98'N/F PARMER RTP,LLC PB 200 PG 5DB 8196 PG 643PIN#0749-06-62-841912"HDP12"HDP12"HDP12"HDP8"HDP8"HDP8"HDP8"HDP
8"H
D
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8"H
D
P
12
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2
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H
D
P
8"HDP8"HDP(END NOT FOUND)12"HDP12"HDP12"HDP1
2
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H
D
P
12"
H
D
P
8"HDP12
"
H
D
P8"HDP8"HDP8"DIPCONCRETE STORMWATERSTRUCTUREINV=309.73' BOTTOMOF BOX=309.84'STORM DRAINMANHOLETOP=335.33'INV(N)=332.15'CATCH BASINTOP=328.91'INV(BOTTOM OFBOX=323.49') PIPESCAPPEDCATCH BASINTOP=323.43'INV(E)=326.33'INV(BOTTOM OFBOX=324.05')PIPE CAPPED15"RCP INV=324.11'12"HDP8"HDP 8"HDP
8"D
IP
8"HDP8"DIP8"PVC
12"
H
D
P
8"HDP12"
H
D
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8"DIP12"HDP8"PVC8"DIP12"HDP8"HDP12"HDP8"HDP12"
H
D
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8"HDP1
2
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H
D
P8"HDP8"D
IP8"HDP12
"
H
D
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8"HDP8"HDP12
"HDP8"HDP8"HDP8"H
D
P
8"HDP12"HDP8"HDP
12"HDP1
2
"
H
D
P8"HDP12"HDP12"HDP12"HDP(END NOTFOUND)INV=324.09'INV=324.02'8"DIP12"HDP18"RCP INV=324.03'N/F PARMER RTP,LLC PB 200 PG 5DB 8196 PG 643PIN#0749-06-62-84198"H
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P24"RCPINV=323.98'(END NOTFOUND)INV=323.80'INV=323.94'15"RCP INV=324.11'STORM DRAINMANHOLETOP=331.58'INV(S)=327.01'INV(E)=326.93'INV(N)=326.88'CATCH BASINTOP=323.43'INV(E)=326.33'INV(BOTTOM OFBOX=324.05')PIPE CAPPEDCATCH BASINTOP=328.91'INV(BOTTOM OFBOX=323.49') PIPESCAPPEDSTORM DRAINMANHOLETOP=328.49' INV TOBOTTOM OF BOX=324.32' PIPESRECESSED PIPEINVS UNAVAILABLESTORM DRAINMANHOLETOP=335.33'INV(N)=332.15'CATCH BASINTOP=333.28'INV(S)=328.92'DROP INLETTOP=331.86'INV(NW-15"RCP)INV(BOTTOM OFBOX=325.76')PIPES CAPPEDCATCH BASINTOP=328.80'INV(BOTTOM OFBOX=323.03') PIPECAPPEDCATCH BASINTOP=329.32'INV(W)=324.35'INV(E)=324.28'CATCH BASINTOP=329.16'INV(BOTTOM OFBOX=323.20') PIPECAPPEDCONCRETE STORMWATERSTRUCTUREINV=309.73' BOTTOMOF BOX=309.84'CATCH BASINTOP=328.63'INV(W)=324.53'(BOTTOM OF BOXINV=323.34')CATCH BASINTOP=328.52'INV(SE)=325.24'(BOTTOM OF BOXINV=322.79')DROP INLETTOP=331.36'INV(NE)=327.66'INV(N)=327.58'INV(S)=327.02'CATCH BASINTOP=331.98'INV(E)=328.63'INV(SW)=328.62'CATCH BASINTOP=332.17'INV(W)=336.31'DROP INLETTOP=328.07'INV(S-15"RCP)=326.26'INV(E)=325.55'STORM DRAINMANHOLETOP=355.91'INV(SW-8"PVC)=350.00'INV(S-8"PVC)=350.05'INV(SE-8"PVC)=352.64'INV(NE)=348.62'STORM DRAINMANHOLETOP=346.14'INV(SW)=342.21'INV(NE)=342.17'STORM DRAINMANHOLETOP=345.09'INV(SW)=341.79'INV(SE)=337.76'INV(NE)=337.67'STORM DRAINMANHOLETOP=358.89'INV(NW)=344.02'STORM DRAINMANHOLETOP=339.42'INV(SW)=332.86'INV(NE)=331.90'STORM DRAINMANHOLETOP=335.34'INV(SW)=326.34'INV(NW)=326.21'CATCH BASINTOP=341.82'INV(W)=336.31'INV(E)=331.42'DROP INLETTOP=341.42'INV(BOTTOM OFBOX)=336.27'STORM DRAINMANHOLETOP=340.18'INV(N)=336.41'INV(S)=336.34'CATCH BASINTOP=341.03'INV(N)=337.01'INV(S)=336.93'CATCH BASINTOP=342.83'INV(SE)=339.58'DROP INLETTOP=339.78'INV(SE)=337.71'CATCH BASINTOP=342.79'INV(NW)=338.74'INV(SE)=338.73'CATCH BASINTOP=341.16'INV(NW)=337.45'INV(W)=337.59'INV(SW)=337.49'(INVERTS DOUBLECHECKED)CATCH BASINTOP=351.15'INV(NW)=343.38'INV(S)=343.12'CATCH BASINTOP=356.04'INV(SW)=353.32'HO
U
S
E
GU
A
R
D
INV=329.21'INV=329.20'12"DIP60"RCPCATCH BASINTOP=345.24'INV(BOTTOM OF BOX)=335.92'EXISTING PIPE CAPPEDCATCH BASINTOP=356.26'INV(E)=353.00'CATCH BASINTOP=341.89'INV(N)=334.71'ASPHALT DRIVEAS
P
H
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T

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ASPHALT DRIVE
CATCH BASININV(N)=334.79'(PUBLIC R/W VARIES)ELLIS ROADSIDEWALKSIDEWALKSIDEWALK
SIDEW
A
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1
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?
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P
24"RCP15"(?)RCP
15"(?)RCPRIM=338.9IN=OUT=328.5RIM=335.6OUT=329.6RIM=336.1IN(NE)=327.6IN(SE)=327.8OUT=327.7RIM=337.2INACCESSABLERIM=336.1IN=329.3OUT=329.2RIM=334.1INACCESSABLERIM=336.9IN=326.8OUT=326.84"PVCRIM=337.8INACCESSABLE10"PVCIN=326.6OUT=336.118"RCPIN=340.4OUT=343.7OUT=343.015"RCP15"RCPRIM=347.5OUT=343.9OUT=345.4OUT=357.0 IN=357.4 10"HDPE15"RCPOUT=351.415"RCPRIM=353.9OUT=351.7RIM=353.8OUT=349.3RIM=353.5IN(SE)=345.1IN(SW)=348.0OUT=342.1RIM=340.9IN=334.4OUT=334.4RIM=339.5INACCESSABLERIM=340.8IN=334.7OUT=334.7RIM=334.4INACCESSABLERIM=334.2INACCESSABLERIM=336.9INACCESSABLERIM=336.7INACCESSABLERIM=336.9IN=331.0OUT=330.9RIM=335.9IN=332.7OUT=332.6RIM=337.1INACCESSABLERIM=338.1IN(NE)=329.8IN(SE)=329.8OUT=329.7RIM=338.0IN=331.4OUT=331.44"PVC
RIM=336.7INACCESSABLE6"DIPSUMP PUMPRIM=338.5OUT=333.9OUT=327.1NODE 2DISCOVERY RESEARCH LABPHARMACEUTICAL DEVELOPMENT LAB4 STORY PRE-CASTDECK 74 STORY PRE-CASTDRUG SAFETY EVALUATION LAB3 STORY PRE-CASTNORTH LOOP ROADPRIVATE STREET4 STORY PRE-CASTNC 147
(PUBLIC R/W VARIES)E12"DIP4"PVC
RIM=358.6OUT=351.615"RCP
15"RCPRIM=359.4OUT=356.915"HDPEOUT=330.2IN(8")=330.3RIM=335.5INACCESSABLERIM=334.32"
D
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15"RCPIN(SE)=330.3IN(NE)=330.3SUMPIN(NW)=330.315"RCP15"(?)RCP30"RCP8"DIP15"RCP15
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15"RCPINV=331.17'INV=330.66'INV=334.26'INV=330.18'INV=330.95'15"RCP15"RCPINV=352.15'36"CMPINV=323.58'INV=323.14'INV=323.76'INV=323.37'INV=329.63'INV=326.77'INV=309.20'18"
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15"RCP12"RCP 12"HDPINV=327.48'INV=328.50'INV=324.99'15"RCP8"PVC(x2)INV=323.98'18"RCP18"
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P36"RCPINV=330.95'INV=330.18'INV=334.26'INV=330.66'INV=331.17'15"RCP15"RCP15"RCP 15"RCPINV=335.85'15"R
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PARMER RTP, LLCPB 111 PG 158 DB8196PG 643PIN 0749-03-05-0624ZONING:IND/HEALTH/PHARMACEUTICALPARMER RTP, LLCPB 111 PG 158 DB8196PG 643PIN 0749-03-05-0624ZONING:IND/HEALTH/PHARMACEUTICALPARMER RTP, LLC PB 105PG 169 DB 8196PG 643PIN 0749-03-14-1428PIN 0749-03-14-1428ZONING:IND/HEALTH/PHARMACEUTICALPARMER RTP, LLCPB 111 PG 158 DB8196PG 643PIN 0749-03-05-0624ZONING:IND/HEALTH/PHARMACEUTICALPARMER RTP, LLCPB 111 PG 158 DB8196PG 643PIN 0749-03-05-0624ZONING:IND/HEALTH/PHARMACEUTICALDISSIPATOR MHRIM=336.48IN=327.27OUT=326.45RIM=333.24IN(10")=321.67IN(8")=324.59OUT=321.44SANITARYSEWERMANHOLETOP=359.82'INV(NW)=352.01'INV(SE)=351.97'SANITARYSEWERMANHOLETOP=352.13'INV(S)=338.55'SANITARYSEWERMANHOLETOP=336.11'INV(N)=331.16'INV(S)=331.13'SANITARYSEWERMANHOLETOP=324.68'INV(N)=318.31'INV(S)=317.83'SANITARYSEWERMANHOLETOP=322.14'INV(SE)=312.64'INV(W)=312.53'SANITARYSEWERMANHOLETOP=324.28'INV(SE)=313.53'INV(NW)=313.51'SANITARY SEWERMANHOLE TOP=329.18'INV(SE)=316.79'INV(E)=316.82'INV(W)=316.86'(INVERTS DOUBLECHECKED)SANITARYSEWERMANHOLETOP=325.63'INV(SE)=317.45'INV(SW)=317.42'SANITARYSEWERMANHOLETOP=328.23'INV(NE)=318.65'INV(SW)=318.63'SANITARYSEWERMANHOLETOP=346.78'INV(SE)=339.58'INV(E)=339.57'INV(NW)=339.53'SANITARYSEWERMANHOLETOP=355.85'INV(SE)=344.36'INV(NW)=344.31'RIM=328.07IN=320.08OUT=320.02RIM=326.88IN=319.17OUT=319.11RIM=337.99IN(6")=331.92IN(8")=331.90OUT=331.90RIM=338.08IN=330.68OUT=330.60RIM
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6SANITARYSEWERMANHOLETOP=325.63'INV(SE)=317.45'INV(SW)=317.42'RIM=326.88IN=319.17OUT=319.11SANITARYSEWERMANHOLETOP=352.34'INV(SE)=341.41'INV(W)=341.36'RIM=331.69IN(NE)=321.09IN(SE)=321.09OUT=320.97SANITARYSEWERMANHOLETOP=350.40'INV(N)=345.26'INV(S)=345.17'RIM=328.07IN=320.08OUT=320.02SANITARYSEWERMANHOLETOP=338.51'INV(NW)=326.16'INV(N)=330.80'INV(SW)=326.12'SANITARYSEWERMANHOLETOP=358.07'INV(NW)=349.20'SANITARYSEWERMANHOLETOP=355.85'INV(SE)=344.36'INV(NW)=344.31'SANITARYSEWERMANHOLETOP=352.13'INV(S)=338.55'SANITARYSEWERMANHOLETOP=324.68'INV(N)=318.31'INV(S)=317.83'SANITARY SEWERMANHOLETOP=326.00'INV(NE)=313.95'INV(NW)=313.96'(INVERTS DOUBLECHECKED)SANITARYSEWERMANHOLETOP=336.11'INV(N)=331.16'INV(S)=331.13'SANITARY SEWERMANHOLETOP=330.83'INV(SE)=324.09'INV(NW)=324.04'INV(8"HDP DROPPIPE)=327.24'SANITARYSEWERMANHOLETOP=352.32'INV(NW)=342.30'INV(SE)=342.15'RIM=336.40IN=330.06OUT=330.00DISSIPATOR MHRIM=337.12IN=330.18OUT=329.18SANITARYSEWERMANHOLETOP=359.82'INV(NW)=352.01'INV(SE)=351.97'SANITARYSEWERMANHOLETOP=342.18'INV(N)=334.97'INV(S)=334.92'RIM=327.86IN=322.90OUT=322.86SANITARYSEWERMANHOLETOP=328.23'INV(NE)=318.65'INV(SW)=318.63'SANITARYSEWERMANHOLETOP=329.29'INV(NE)=318.08'INV(NW)=318.02'SANITARYSEWERMANHOLETOP=324.28'INV(SE)=313.53'INV(NW)=313.51'SANITARYSEWERMANHOLETOP=355.72'INV(S)=350.31'SANITARYSEWERMANHOLETOP=340.37'INV(N)=333.28'INV(S)=333.24'SANITARYSEWERMANHOLETOP=322.14'INV(SE)=312.64'INV(W)=312.53'SANITARYSEWERMANHOLETOP=330.23'INV(N)=322.74'INV(W)=322.67'SANITARYSEWERMANHOLETOP=328.97'INV(N)=315.78'INV(E)=315.69'INV(SW)=315.62'SANITARY SEWERMANHOLETOP=330.62'INV(N)=319.32'INV(E)=319.61'INV(S)=319.39'(INVERTS DOUBLECHECKED)SANITARYSEWERMANHOLETOP=336.50'INV(S)=326.79'SANITARY SEWERMANHOLE TOP=329.18'INV(SE)=316.79'INV(E)=316.82'INV(W)=316.86'(INVERTS DOUBLECHECKED)RIM=333.24IN(10")=321.67IN(8")=324.59OUT=321.44DISSIPATOR MHRIM=336.48IN=327.27OUT=326.45PARMER RTP, LLCPB 111 PG 158 DB8196PG 643PIN 0749-03-05-0624ZONING:IND/HEALTH/PHARMACEUTICALRTUP
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347346345344343342348346347348349350351352354341335341340336335334336342343342345346337338339340339341340342344345345345346347348348349350347346345BYPASS 2DA = 38.98 ACBYPASS 1DA = 52.15 ACLODLOD
LOD
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LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODBIORETENTION 1DA = 4.23 ACIMPERVIOUS = 2.94 ACBIORETENTION 2DA = 1.43 ACIMPERVIOUS = 0.82 ACBIORETENTION 4DA = 0.65 ACIMPERVIOUS = 0.52 ACBIORETENTION 3DA = 1.65 ACIMPERVIOUS = 1.19 AC200 LF SHEET FLOW479 LFSHALLOWCONCENTRATEDFLOW225 LF OPEN CHANNEL FLOW286 LF SHALLOWCONCENTRATED FLOW200 LF SHEET FLOW720 LFSHALLOWCONCENTRATEDFLOW538 LF OPEN CHANNEL FLOW90 LF SHEET FLOW400 LFSHALLOWCONCENTRATEDFLOW263 LF OPEN CHANNEL FLOW90 LF SHEET FLOW351 LF OPEN CHANNEL FLOW61 LF SHEET FLOW139 LF OPEN CHANNEL FLOW100 LF SHALLOWCONCENTRATED FLOW100 LF SHEET FLOW290 LF SHALLOWCONCENTRATED FLOW40 LF OPEN CHANNEL FLOW95 LF SHALLOWCONCENTRATED FLOW296 LF OPEN CHANNEL FLOWANALYSIS POINT 1ISSUE DATE:CBD234JOB CODE:CHK BY:DWG BY:5© Copyright 2019This document and the design arethe property of Integrated Design,PA. Any reproduction without priorwritten consent is prohibited.Drawing scaled for 36x24 plots.A1T 919.832.6658
F 919.839.2255
1111 Oberlin Road
Raleigh, NC
27605
www.id-aep.comDRAWING NUMBERarchitecture | planning | interiorsREVISIONS19/30/2019 3:33:52 PM
PARMER RTP
CAMPUS IMPROVEMENTS
PCIMP120 MOORE DRIVE
DURHAM, NC 27709NO.DATEDESCRIPTIONDewberry Engineers Inc.
2610 WYCLIFF ROAD
SUITE 410
RALEIGH, NC 27607
PHONE: [phone]
FAX: [phone]
NCBELS #F-0929
PROJECT #50118525PROPOSEDDRAINAGEAREASEX-02LEGENDPROJECT BOUNDARYSTRUCTURES / IMPERVIOUSBYPASS 1 DRAINAGE AREATIME OF CONCENTRATION FLOWPATHBYPASS 2 DRAINAGE AREALIMITS OF DISTURBANCEBIORETENTION 1 DRAINAGE AREABIORETENTION 2 DRAINAGE AREABIORETENTION 3 DRAINAGE AREABIORETENTION 4 DRAINAGE AREA
BioRetention 1
Project Name:Parmer RTP Project #:50118525
City/State:Durham, NC Date:17-Dec-19
STORMWATER BMP - BIORETENTION (85% TSS Removal & 35% TN Removal)
Area % IA Imp. Area
Land Use (ac)(ac)
Final Imp 4.23 70 2.94
Totals 4.23 2.94
Total % Impervious Surface Area = 69.5 %
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I)where,Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv =0.68 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S =0.238 acre-ft
10372 cu. ft.
Water quality pool elevation=feet
Storage volume provided =0.239 acre-ft
10400 cu. ft.
Drawdown Time:
Darcy's Law:Q=(2.3x10-5*K*A*(H/L)
Q=(2.3x10-5*(1.75 in/hr)*(10,400 sf)*(1 ft/ft))
Q=0.419
Time to Draw down Ponding area:
t = V/Q =10,400 cf/0.419 cfs = 24,845 s
t = 6.9 hrs
Time to Drawdown through first 24 inches of bioretention:
V (24 inches) = SA*n*(2 ft)
V (24 inches) = 10,400 sf * 0.45 *2 = 9,360 cf
t = V/Q = 4,680 cf/0.42 cfs = 11,180 s
t = 3.1 hrs
Total Drawdown time = 10.0 hours
Underdrain Design:
Manning's Equation:
D = 16*(Q*n/s0.5)3/8
D = 16*(0.419*0.011/0.010.5)3/8
Minimum Diameter D = 5.04 inches
Factor of Safety of 10 D = 16*((10*0.419)*0.011/0.010.5)3/8
D = 11.96 inches
Use 2 - 6" smooth walled Plastic Pipe
BioRetention 2
Project Name:Parmer RTP Project #:50118525
City/State:Durham, NC Date:17-Dec-19
STORMWATER BMP - BIORETENTION (85% TSS Removal & 35% TN Removal)
Area % IA Imp. Area
Land Use (ac)(ac)
Final Imp 1.43 57 0.82
Totals 1.43 0.82
Total % Impervious Surface Area = 57.3 %
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I)where,Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv =0.57 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S =0.067 acre-ft
2938 cu. ft.
Water quality pool elevation=feet
Storage volume provided =0.081 acre-ft
3513 cu. ft.
Drawdown Time:
Darcy's Law:Q=(2.3x10-5*K*A*(H/L)
Q=(2.3x10-5*(1.75 in/hr)*(3,513 sf)*(1 ft/ft))
Q=0.141
Time to Draw down Ponding area:
t = V/Q =3,513 cf/0.141 cfs = 24,845 s
t = 6.9 hrs
Time to Drawdown through first 24 inches of bioretention:
V (24 inches) = SA*n*(2 ft)
V (24 inches) = 3,513 sf * 0.45 *2 = 3,162 cf
t = V/Q = 3,162 cf/0.14 cfs = 22,360 s
t = 6.2 hrs
Total Drawdown time = 13.1 hours
Underdrain Design:
Manning's Equation:
D = 16*(Q*n/s0.5)3/8
D = 16*(0.141*0.011/0.010.5)3/8
Minimum Diameter D = 3.36 inches
Factor of Safety of 10 D = 16*((10*0.141)*0.011/0.010.5)3/8
D = 7.96 inches
Use 2 - 6" smooth walled Plastic Pipe
BioRetention 3
Project Name:Parmer RTP Project #:50118525
City/State:Durham, NC Date:17-Dec-19
STORMWATER BMP - BIORETENTION (85% TSS Removal & 35% TN Removal)
Area % IA Imp. Area
Land Use (ac)(ac)
Final Imp 1.65 72 1.18
Totals 1.65 1.18
Total % Impervious Surface Area = 71.5 %
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I)where,Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv =0.69 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S =0.095 acre-ft
4155 cu. ft.
Water quality pool elevation=feet
Storage volume provided =0.106 acre-ft
4614 cu. ft.
Drawdown Time:
Darcy's Law:Q=(2.3x10-5*K*A*(H/L)
Q=(2.3x10-5*(1.75 in/hr)*(4,614 sf)*(1 ft/ft))
Q=0.186
Time to Draw down Ponding area:
t = V/Q =4,614 cf/0.186 cfs = 24,845 s
t = 6.9 hrs
Time to Drawdown through first 24 inches of bioretention:
V (24 inches) = SA*n*(2 ft)
V (24 inches) = 4,614 sf * 0.45 *2 = 4,153 cf
t = V/Q = 4,153 cf/0.19 cfs = 22,360 s
t = 6.2 hrs
Total Drawdown time = 13.1 hours
Underdrain Design:
Manning's Equation:
D = 16*(Q*n/s0.5)3/8
D = 16*(0.186*0.011/0.010.5)3/8
Minimum Diameter D = 3.72 inches
Factor of Safety of 10 D = 16*((10*0.186)*0.011/0.010.5)3/8
D = 8.82 inches
Use 2 - 6" smooth walled Plastic Pipe
BioRetention 4
Project Name:Parmer RTP Project #:50118525
City/State:Durham, NC Date:17-Dec-19
STORMWATER BMP - BIORETENTION (85% TSS Removal & 35% TN Removal)
Area % IA Imp. Area
Land Use (ac)(ac)
Final Imp 0.65 78 0.51
Totals 0.65 0.51
Total % Impervious Surface Area = 78.5 %
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I)where,Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv =0.76 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S =0.041 acre-ft
1784 cu. ft.
Water quality pool elevation=feet
Storage volume provided =0.041 acre-ft
1800 cu. ft.
Drawdown Time:
Darcy's Law:Q=(2.3x10-5*K*A*(H/L)
Q=(2.3x10-5*(1.75 in/hr)*(1,800 sf)*(1 ft/ft))
Q=0.072
Time to Draw down Ponding area:
t = V/Q =1,800 cf/0.072 cfs = 24,845 s
t = 6.9 hrs
Time to Drawdown through first 24 inches of bioretention:
V (24 inches) = SA*n*(2 ft)
V (24 inches) = 1,800 sf * 0.45 *2 = 1,620 cf
t = V/Q = 1,620 cf/0.07 cfs = 22,360 s
t = 6.2 hrs
Total Drawdown time = 13.1 hours
Underdrain Design:
Manning's Equation:
D = 16*(Q*n/s0.5)3/8
D = 16*(0.072*0.011/0.010.5)3/8
Minimum Diameter D = 2.61 inches
Factor of Safety of 10 D = 16*((10*0.072)*0.011/0.010.5)3/8
D = 6.20 inches
Use 2 - 6" smooth walled Plastic Pipe
Project Information
Project Name:Parmer RTP Campus Improvements
Submission Date:12/18/2019
Project Area (ft2):4,523,749 ft2
Disturbed Area (ft2):864,587 ft2
      Development Land Use Type:Mixed‐Use
      Development Activity Type:Development ‐ Expansion
      Designated Downtown Area?no
Project Location/Address:20 Moore Drive, Durham, NC 27703
      County:Durham
      Local Jurisdiction:Durham County
      Project Latitude Coordinates:35.935331 N
      Project Longitude Coordinates:78.860726 W
Precipitation Station:Durham
Physiographic Region:Triassic Basin
Nutrient Management Watershed:Jordan Lake
     Subwatershed:Jordan ‐ Upper New Hope
     Phosphorus Delivery Zone:Jordan ‐ 060140
     Nitrogen Delivery Zone:Jordan ‐ 060140
Project Designer and Contact Phone 
Number / Email:Raymond B. Ruggles / [e-mail]
Part of Common Development Plan?no
Project Owner Type:Private
Project Description:Improve existing parking lot, add parking deck, add
Project Area Land Cover Characteristics
Roof 1.18 0.11 482,372 522,405
Roadway 1.64 0.34 297,075 363,965
Parking/Driveway/Sidewalk 1.42 0.18 455,098 513,311
Protected Forest 0.97 0.03
Other Pervious/Landscaping 2.48 1.07 3,289,204 3,091,659
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 1.18 0.11 32,409
SIMPLE METHOD Stormwater Runoff Volume Generated, V
Runoff Coefficient, R v V =Pj * Rv * (P/12) * A
Rv = 0.05 + (0.009 *I) where A =drainage area (ft2)
where I = percent impervious (%)Pj =
Average Annual Pollutant Load, L P =
L =
where C = 
Pre‐Project: Post‐Project:
A = 103.8510 ac A =103.8510 ac
P = 47.81 in. P =47.81 in.
V = 4795144 ft3 V =5438467 ft3
I = 27%I = 32%
 Rv = 0.30  Rv = 0.34
Pj = 0.9 Pj = 0.9
CTN = 1.51 mg/L CTN = 1.49 mg/L
CTP = 0.30 mg/L CTP = 0.28 mg/L
LTN = 453.49 lb/yr LTN = 507.53 lb/yr
LTP = 89.60 lb/yr LTP = 96.03 lb/yr
Net Change of Land Covers (ft2):197,545
Total Pre‐Project Calculated Area (ft2):
Total Post‐Project Calculated Area (ft2):
Total Project Area Entered (ft2):4,523,749
4,523,749
4,523,749
LAND COVER AREA CHECK
PROJECT AREA LAND COVERS
TN 
EMC
(mg/L)
TP 
EMC
(mg/L)
Post‐
Project
Area (ft2)
Pre‐
Project
Area (ft2)
event mean concentration (mg/L)
Equations Used and Project Area Calculations
fraction of rain events with runoff
average annual rainfall depth (in)
(Pj * Rv * (P/12 )) * (C * A * 2.72)
3. SCM Characteristics
Catchment ID111
SCM ID 101 102 103
Type of SCM Bioretention with IWS per 
MDC
Predominant hydrologic soil 
group at SCM location D
SCM Description Non‐Infiltrating 
Bioretention with IWS
Design Storm Size (inches/24hrs) 1.00
Percent of Full Size 100%
Hydrologic Value ‐ Percent 
Annual Effluent 81%
Hydrologic Value ‐ Percent 
Annual Overflow 6%
Hydrologic Value ‐ Percent 
Annual ET/Infiltrated 13%
SCM Effluent TP EMC (mg/L)0.12
SCM Effluent TN EMC (mg/L)0.58
SCM Land Cover TP EMC (mg/L)0.11
SCM Land Cover TN EMC (mg/L)1.18
Drains to SCM ID 0
SCM Characteristics
3. SCM Characteristics
Catchment Routing
(Source Catchment)Catchments Draining to 
SCM 101
Catchments Draining to 
SCM 102
Catchments Draining to 
SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
SCM ID:101 102 103
SCM Drainage Area Land Covers Area Draining Directly to 
SCM 101 (ft2)
Area Draining Directly to 
SCM 102 (ft2)
Area Draining Directly to 
SCM 103 (ft2)
Roof 22,962
Roadway 95,774
Parking/Driveway/Sidewalk 10,651
Protected Forest
Other Pervious/Landscaping 37,769
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 16,952
TOTAL AREA DRAINING TO SCM 
(ft2):184,108 0 0
CATCHMENT AREA (ft2):184,108
3. SCM Characteristics
Catchment ID
SCM ID
Type of SCM
Predominant hydrologic soil 
group at SCM location
SCM Description
Design Storm Size (inches/24hrs)
Percent of Full Size
Hydrologic Value ‐ Percent 
Annual Effluent
Hydrologic Value ‐ Percent 
Annual Overflow
Hydrologic Value ‐ Percent 
Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
SCM Land Cover TP EMC (mg/L)
SCM Land Cover TN EMC (mg/L)
Drains to SCM ID
SCM Characteristics
222
201 202 203
Bioretention with IWS per 
MDC
Bioretention with IWS per 
MDC
Bioretention with IWS per 
MDC
DDD
Infiltrating Bioretention 
with IWS
Infiltrating Bioretention 
with IWS
Infiltrating Bioretention 
with IWS
1.00 1.00 1.00
100% 100% 100%
81% 81% 81%
6% 6% 6%
13% 13% 13%
0.12 0.12 0.12
0.58 0.58 0.58
0.11 0.11 0.11
1.18 1.18 1.18
202 203 0
3. SCM Characteristics
Catchment Routing
(Source Catchment)
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
SCM ID:
SCM Drainage Area Land Covers
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Other Pervious/Landscaping
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM 
(ft2):
CATCHMENT AREA (ft2):
Catchments Draining to 
SCM 201
Catchments Draining to 
SCM 202
Catchments Draining to 
SCM 203
201 202 203
Area Draining Directly to 
SCM 201 (ft2)
Area Draining Directly to 
SCM 202 (ft2)
Area Draining Directly to 
SCM 203 (ft2)
30,650 47,253 19,518
1,626 4,459 3,081
23,714 13,556 2,376
5,549 6,481 3,427
61,539 71,749 28,402
161,690
3. SCM Characteristics
Catchment ID
SCM ID
Type of SCM
Predominant hydrologic soil 
group at SCM location
SCM Description
Design Storm Size (inches/24hrs)
Percent of Full Size
Hydrologic Value ‐ Percent 
Annual Effluent
Hydrologic Value ‐ Percent 
Annual Overflow
Hydrologic Value ‐ Percent 
Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
SCM Land Cover TP EMC (mg/L)
SCM Land Cover TN EMC (mg/L)
Drains to SCM ID
SCM Characteristics
3. SCM Characteristics
Catchment Routing
(Source Catchment)
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
SCM ID:
SCM Drainage Area Land Covers
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Other Pervious/Landscaping
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM 
(ft2):
CATCHMENT AREA (ft2):
Total Land Use Area 
Treated By All SCMs (ft2)
Allowable Total Land Use 
Area to be Treated Based 
on Post‐Project Areas (ft2)
Post‐Project Untreated 
Land Area (ft2)
22,962 522,405 499,443
193,195 363,965 170,770
19,817 513,311 493,494
000
77,415 3,091,659 3,014,244
000
000
000
32,409 32,409 0
345,798 4,523,749 4,177,951
Project Summary4,523,749ft2103.8510acres864,587ft219.8482acres89% 85%0.82 2.2085.16 228.4785.06 447.150.82 10.0010.87 279.06‐0.10 218.68‐0.09 185.88 Nutrient Export SummaryPre‐Project Whole Site ConditionsPost‐Project Whole Site without SCMsPost‐Project Whole Site with SCMsPost‐Project SCM‐Treated AreaPost‐Project Untreated Area27.3%31.7%31.7%77.6%27.9%27.3%30.9%30.9%68.2%27.9%4,795,1445,438,4675,263,865759,3254,504,5410% 13% 10%1.51 1.49 1.36 0.62 1.48453.49507.53447.1529.58417.584.374.894.313.734.350% 12%‐1%0.30 0.28 0.26 0.13 0.2889.6096.0385.066.0479.020.860.920.820.760.820% 7%‐5%DurhamLocal Jurisdiction:Durham CountyTotal Phosphorus % Change (relative to pre‐D)Total P Load Reduction Needed (lb/yr):Nitrogen Loading Rate Target (lb/ac/yr):Nitrogen Load Target at Site (lb/yr):Nitrogen Load Leaving Site w/SCMs (lb/yr):N Offsite Buy‐Down Threshold Loading Rate Total N Load Reduction Needed (lb/yr):PrivateSubmission Date:December 18, 2019Total Phosphorus Load Leaving Site (lb/yr)Total Phosphorus Loading Rate (lb/ac/yr)Percent Built‐Upon Area (BUA) (%)Annual Runoff Volume (ft3/yr)Annual Runoff % Change (relative to pre‐D)Total Nitrogen EMC (mg/L)Total Nitrogen Load Leaving Site (lb/yr)Development Activity Type:Percent Impervious (for runoff calculation) (%)Total Phosphorus EMC (mg/L)Phosphorus Loading Rate Target (lb/ac/yr):Phosphorus Load Target at Site (lb/yr):Phosphorus Load Leaving Site w/SCMs (lb/yr):P Offsite Buy‐Down Threshold Loading Rate (lb/ac/yr):Parmer RTP Campus ImprovementsTotal Nitrogen Loading Rate (lb/ac/yr)Total Nitrogen % Change (relative to pre‐D)Project Name: Project Area (ft2):Disturbed Area (ft2):County:Development Land Use Type:P Load Treatment Balance at Lake (lb/yr): N Load Treatment Balance at Lake (lb/yr):Nutrient Management Watershed:Phosphorus Delivery Zone:N Load Treatment Balance at Site (lb/yr):Phosphorus Delivery Factor (%):P Load Treatment Balance at Site (lb/yr):Nitrogen Delivery Factor (%):Owner Type:Designated Downtown Area?Subwatershed:Nitrogen Delivery Zone:Mixed‐UsenoJordan ‐ Upper New HopeJordan ‐ 060140Jordan LakeJordan ‐ 060140Development ‐ Expansion
SCM/Catchment SummaryVolume Reduction (%)TN Out (mg/L) TP Out (mg/L)TN Out (lbs/ac/yr)TP Out (lbs/ac/yr)TN Reduction (%)TP Reduction (%)13.16%0.640.134.190.8563.02%58.86%13.16% 0.64 0.134.19 0.8563.02% 58.86%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%25.31% 0.60 0.123.20 0.6671.71% 70.38%13.16% 0.65 0.133.34 0.6964.57% 63.99%13.16% 0.63 0.133.52 0.7256.26% 54.61%13.16% 0.60 0.123.20 0.6639.11% 36.66%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%0.00% 0.00 0.000.00 0.000.00% 0.00%602: NA603: NA501: NA502: NACatchment 6503: NA601: NACatchment 3Catchment 4Catchment 5202: Bioretention with IWS per MDC203: Bioretention with IWS per MDC301: NA302: NA303: NA401: NA402: NA403: NA102: NA101: Bioretention with IWS per MDCSCM ID and Type103: NA201: Bioretention with IWS per MDCCatchment 1Catchment 2SCM rows in red have a data entry error for the SCM that makes an error in the calculation.
Type of SCM:Bioretention with IWS per MDCArea Treated by SCM (ft2):184,108Percent Impervious of Contributing Watershed (%): 79%Runoff Coefficient, Rv: 0.77Inflow Volume (ft3):508,309Incoming Total Nitrogen Concentration (mg/L): 1.51Annual Incoming Total Nitrogen Load (lbs): 47.91Incoming Total Phosphorus Concentration (mg/L): 0.28Annual Incoming Total Phosphorus Load (lbs): 8.74Total Volume Leaving SCM (ft3):441,416Outgoing Total Nitrogen Concentration (mg/L): 0.64Annual Outgoing Total Nitrogen Load (lbs): 17.72Outgoing Total Phosphorus Concentration (mg/L): 0.13Annual Outgoing Total Phosphorus Load (lbs): 3.60Annual Volume Reduction by SCM (ft3):66,893Annual Volume Reduction by SCM (%): 13%Annual Total Nitrogen Reduction by SCM (%): 63.02%Annual Total Nitrogen Reduction by SCM (lb): 30.19Annual Total Phosphorus Reduction by SCM (%): 58.86%Annual Total Phosphorus Reduction by SCM (lb): 5.14Rv =  0.05 + (0.009 *I),     where I = percent impervious (%)Supporting CalculationsV = Pj *  Rv * A * (P/12),     where A = area of catchment (ft2)          P = average annual rainfall depth (in)CATCHMENT 1, SCM 101L = ((P * Pj * Rv) ÷ (12 )) * (C * A * 2.72)    where L = annual pollutant loading (lbs)          Pj = fraction of rain events that produce runoff (dec)          C =  event mean concentration of pollutant (mg/L)Lout = Vout * EMCout * 6.243ᴇ‐5    where Vout = outflow volume (ft3),          EMCout = effluent median concentration (mg/L)Vout = Vin * (1 ‐ Red)    where Vin = inflow volume (ft3)          Red = volume reduction by SCM (%)
Type of SCM:Bioretention with IWS per MDCArea Treated by SCM (ft2):61,539Percent Impervious of Contributing Watershed (%): 61%Runoff Coefficient, Rv: 0.61Inflow Volume (ft3):134,096Incoming Total Nitrogen Concentration (mg/L): 1.59Annual Incoming Total Nitrogen Load (lbs): 13.30Incoming Total Phosphorus Concentration (mg/L): 0.32Annual Incoming Total Phosphorus Load (lbs): 2.70Total Volume Leaving SCM (ft3):116,449Outgoing Total Nitrogen Concentration (mg/L): 0.65Annual Outgoing Total Nitrogen Load (lbs): 4.71Outgoing Total Phosphorus Concentration (mg/L): 0.13Annual Outgoing Total Phosphorus Load (lbs): 0.97Annual Volume Reduction by SCM (ft3):17,647Annual Volume Reduction by SCM (%): 13%Annual Total Nitrogen Reduction by SCM (%): 64.57%Annual Total Nitrogen Reduction by SCM (lb): 8.59Annual Total Phosphorus Reduction by SCM (%): 63.99%Annual Total Phosphorus Reduction by SCM (lb): 1.73Supporting CalculationsCATCHMENT 2, SCM 201Vout = Vin * (1 ‐ Red)    where Vin = inflow volume (ft3)          Red = volume reduction by SCM (%)Rv =  0.05 + (0.009 *I),     where I = percent impervious (%)V = Pj *  Rv * A * (P/12),     where A = area of catchment (ft2)          P = average annual rainfall depth (in)L = ((P * Pj * Rv) ÷ (12 )) * (C * A * 2.72)    where L = annual pollutant loading (lbs)          Pj = fraction of rain events that produce runoff (dec)          C =  event mean concentration of pollutant (mg/L)Lout = Vout * EMCout * 6.243ᴇ‐5    where Vout = outflow volume (ft3),          EMCout = effluent median concentration (mg/L)
Supporting CalculationsVout = Vin * (1 ‐ Red)    where Vin = inflow volume (ft3)          Red = volume reduction by SCM (%)Rv =  0.05 + (0.009 *I),     where I = percent impervious (%)V = Pj *  Rv * A * (P/12),     where A = area of catchment (ft2)          P = average annual rainfall depth (in)L = ((P * Pj * Rv) ÷ (12 )) * (C * A * 2.72)    where L = annual pollutant loading (lbs)          Pj = fraction of rain events that produce runoff (dec)          C =  event mean concentration of pollutant (mg/L)Lout = Vout * EMCout * 6.243ᴇ‐5    where Vout = outflow volume (ft3),          EMCout = effluent median concentration (mg/L)Type of SCM:Bioretention with IWS per MDCArea Treated by SCM (ft2):133,288Percent Impervious of Contributing Watershed (%): 81%Runoff Coefficient, Rv: 0.78Inflow Volume (ft3):318,274Incoming Total Nitrogen Concentration (mg/L): 1.24Annual Incoming Total Nitrogen Load (lbs): 24.63Incoming Total Phosphorus Concentration (mg/L): 0.25Annual Incoming Total Phosphorus Load (lbs): 4.88Total Volume Leaving SCM (ft3):276,389Outgoing Total Nitrogen Concentration (mg/L): 0.63Annual Outgoing Total Nitrogen Load (lbs): 10.77Outgoing Total Phosphorus Concentration (mg/L): 0.13Annual Outgoing Total Phosphorus Load (lbs): 2.22Annual Volume Reduction by SCM (ft3):41,885Annual Volume Reduction by SCM (%): 13%Annual Total Nitrogen Reduction by SCM (%): 56.26%Annual Total Nitrogen Reduction by SCM (lb): 13.86Annual Total Phosphorus Reduction by SCM (%): 54.61%Annual Total Phosphorus Reduction by SCM (lb): 2.67CATCHMENT 2, SCM 202
Supporting CalculationsVout = Vin * (1 ‐ Red)    where Vin = inflow volume (ft3)          Red = volume reduction by SCM (%)Rv =  0.05 + (0.009 *I),     where I = percent impervious (%)V = Pj *  Rv * A * (P/12),     where A = area of catchment (ft2)          P = average annual rainfall depth (in)L = ((P * Pj * Rv) ÷ (12 )) * (C * A * 2.72)    where L = annual pollutant loading (lbs)          Pj = fraction of rain events that produce runoff (dec)          C =  event mean concentration of pollutant (mg/L)Lout = Vout * EMCout * 6.243ᴇ‐5    where Vout = outflow volume (ft3),          EMCout = effluent median concentration (mg/L)Type of SCM:Bioretention with IWS per MDCArea Treated by SCM (ft2):161,690Percent Impervious of Contributing Watershed (%): 92%Runoff Coefficient, Rv: 0.88Inflow Volume (ft3):366,086Incoming Total Nitrogen Concentration (mg/L): 0.85Annual Incoming Total Nitrogen Load (lbs): 19.48Incoming Total Phosphorus Concentration (mg/L): 0.17Annual Incoming Total Phosphorus Load (lbs): 3.86Total Volume Leaving SCM (ft3):317,909Outgoing Total Nitrogen Concentration (mg/L): 0.60Annual Outgoing Total Nitrogen Load (lbs): 11.86Outgoing Total Phosphorus Concentration (mg/L): 0.12Annual Outgoing Total Phosphorus Load (lbs): 2.44Annual Volume Reduction by SCM (ft3):48,177Annual Volume Reduction by SCM (%): 13%Annual Total Nitrogen Reduction by SCM (%): 39.11%Annual Total Nitrogen Reduction by SCM (lb): 7.62Annual Total Phosphorus Reduction by SCM (%): 36.66%Annual Total Phosphorus Reduction by SCM (lb): 1.41CATCHMENT 2, SCM 203
12/18/2019
Durham
10.00
0.82
85%
89%
(A) (B) (C) (D) (E) (F) (G) (H)
(L) (Where
Applicable)
Untreated
Loading Rate
(lbs/ac/yr)
Treated
Loading Rate
(lbs/ac/yr)
Loading Rate
Target
(lbs/ac/yr)
Reduction
Need
(lbs/ac/yr)
Project Size
(ac)
Offset
Duration (yrs)
Delivery
Factor (%)
State Buy
Down Amount
(lbs)
Local Gov’t
Buy Down
Amount (lbs)
B - C D * E * F * G
4.89 4.31 2.20 2.11 103.8510 30 85%5576.38
(A) (B) (C) (D) (E) (F) (G) (H)
(L) (Where
Applicable)
Untreated
Load Rate
(lbs/ac/yr)
Treated Load
Rate
(lbs/ac/yr)
Loading Rate
Target
(lbs/ac/yr)
Reduction
Need
(lbs/ac/yr)
Project Size
(ac)
Offset
Duration (yrs)
Delivery
Factor (%)
State Buy
Down Amount
(lbs)
Local Gov’t
Buy Down
Amount (lbs)
B - C D * E * F * G
0.92 0.82 0.82 0.00 103.8510 30 89%0.00
Phone:
Date:
http://deq.nc.gov/about/divisions/water‐resources/planning/nonpoint‐source‐management/nutrient‐offset‐
information
Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
Project Address:
Project Name:
Applicant Name:Raymond B Ruggles
Parmer RTP Campus Improvements
20 Moore Drive, Durham, NC 27703
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
PROJECT INFORMATION
Staff Name:
Development - Expansion
Project Latitude:
Project Longitude:
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:
N Offsite Threshold Rate (lb/ac/yr):
Pre-Project Built-Upon Area %:
Post-Project Built-Upon Area %:
Nutrient Management Watershed:
Subwatershed:
Nitrogen Delivery Zone:
Phosphorus Delivery Zone:
Development Land Use Type:
Development Activity Type:
Mixed-Use
Nitrogen Delivery Factor:
Phosphorus Delivery Factor:
Jordan Lake
Jordan - Upper New Hope
Jordan - 060140
Jordan - 060140
Local Government Authorizing Signature:
Staff Email:
Date: (mm/dd/yyyy)
County:
Durham County
35.935331
78.860726
27.29%
30.94%
WATERSHED INFORMATION
P Offsite Threshold Rate (lb/ac/yr):
NUTRIENT OFFSET REQUEST
Phosphorus Load Offset Needs
Nitrogen Load Offset Needs
Hydraflow Table of Contents Hydrograph.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Ex. DA 1................................................................................ 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, Ex. DA 2................................................................................ 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, Combine, Pre. Dev. Overall DA.................................................................. 8
Hydrograph No. 4, SCS Runoff, Post Dev. DA1 to POND 1.................................................... 9
Hydrograph No. 5, SCS Runoff, Post Dev. DA1 Bypass........................................................ 10
TR-55 Tc Worksheet.......................................................................................................... 11
Hydrograph No. 6, Reservoir, Bioretention Pond 1................................................................ 12
Pond Report - Bioretention Pond 1.................................................................................... 13
Hydrograph No. 7, Combine, Post Dev. DA1 Combined........................................................ 14
Hydrograph No. 8, SCS Runoff, Post Dev. DA2 to BioRet. Pond 2....................................... 15
Hydrograph No. 9, Reservoir, Bioretention Pond 2................................................................ 16
Pond Report - Bioretention Pond 2.................................................................................... 17
Hydrograph No. 10, SCS Runoff, Post Dev. DA2 to BioRet. Pond 3..................................... 18
Hydrograph No. 11, Reservoir, Bioretention Pond 3.............................................................. 19
Pond Report - Bioretention Pond 3.................................................................................... 20
Hydrograph No. 12, SCS Runoff, Post Dev. DA2 to BioRet. Pond 4..................................... 21
Hydrograph No. 13, Reservoir, Bioretention Pond 4.............................................................. 22
Pond Report - Bioretention Pond 4.................................................................................... 23
Hydrograph No. 14, SCS Runoff, Post Dev. DA2 Bypass...................................................... 24
TR-55 Tc Worksheet.......................................................................................................... 25
Hydrograph No. 15, Combine, Post Dev. DA2 Combined...................................................... 26
Hydrograph No. 16, Combine, Post Dev. Overall DA............................................................. 27
2 - Year
Summary Report....................................................................................................................... 28
Hydrograph Reports................................................................................................................. 29
Hydrograph No. 1, SCS Runoff, Ex. DA 1.............................................................................. 29
Hydrograph No. 2, SCS Runoff, Ex. DA 2.............................................................................. 30
Hydrograph No. 3, Combine, Pre. Dev. Overall DA................................................................ 31
Hydrograph No. 4, SCS Runoff, Post Dev. DA1 to POND 1.................................................. 32
Hydrograph No. 5, SCS Runoff, Post Dev. DA1 Bypass........................................................ 33
Hydrograph No. 6, Reservoir, Bioretention Pond 1................................................................ 34
Hydrograph No. 7, Combine, Post Dev. DA1 Combined........................................................ 35
Hydrograph No. 8, SCS Runoff, Post Dev. DA2 to BioRet. Pond 2....................................... 36
Hydrograph No. 9, Reservoir, Bioretention Pond 2................................................................ 37
Hydrograph No. 10, SCS Runoff, Post Dev. DA2 to BioRet. Pond 3..................................... 38
Hydrograph No. 11, Reservoir, Bioretention Pond 3.............................................................. 39
Hydrograph No. 12, SCS Runoff, Post Dev. DA2 to BioRet. Pond 4..................................... 40
Hydrograph No. 13, Reservoir, Bioretention Pond 4.............................................................. 41
Contents continued...Hydrograph.gpw
Hydrograph No. 14, SCS Runoff, Post Dev. DA2 Bypass...................................................... 42
Hydrograph No. 15, Combine, Post Dev. DA2 Combined...................................................... 43
Hydrograph No. 16, Combine, Post Dev. Overall DA............................................................. 44
10 - Year
Summary Report....................................................................................................................... 45
Hydrograph Reports................................................................................................................. 46
Hydrograph No. 1, SCS Runoff, Ex. DA 1.............................................................................. 46
Hydrograph No. 2, SCS Runoff, Ex. DA 2.............................................................................. 47
Hydrograph No. 3, Combine, Pre. Dev. Overall DA................................................................ 48
Hydrograph No. 4, SCS Runoff, Post Dev. DA1 to POND 1.................................................. 49
Hydrograph No. 5, SCS Runoff, Post Dev. DA1 Bypass........................................................ 50
Hydrograph No. 6, Reservoir, Bioretention Pond 1................................................................ 51
Hydrograph No. 7, Combine, Post Dev. DA1 Combined........................................................ 52
Hydrograph No. 8, SCS Runoff, Post Dev. DA2 to BioRet. Pond 2....................................... 53
Hydrograph No. 9, Reservoir, Bioretention Pond 2................................................................ 54
Hydrograph No. 10, SCS Runoff, Post Dev. DA2 to BioRet. Pond 3..................................... 55
Hydrograph No. 11, Reservoir, Bioretention Pond 3.............................................................. 56
Hydrograph No. 12, SCS Runoff, Post Dev. DA2 to BioRet. Pond 4..................................... 57
Hydrograph No. 13, Reservoir, Bioretention Pond 4.............................................................. 58
Hydrograph No. 14, SCS Runoff, Post Dev. DA2 Bypass...................................................... 59
Hydrograph No. 15, Combine, Post Dev. DA2 Combined...................................................... 60
Hydrograph No. 16, Combine, Post Dev. Overall DA............................................................. 61
100 - Year
Summary Report....................................................................................................................... 62
Hydrograph Reports................................................................................................................. 63
Hydrograph No. 1, SCS Runoff, Ex. DA 1.............................................................................. 63
Hydrograph No. 2, SCS Runoff, Ex. DA 2.............................................................................. 64
Hydrograph No. 3, Combine, Pre. Dev. Overall DA................................................................ 65
Hydrograph No. 4, SCS Runoff, Post Dev. DA1 to POND 1.................................................. 66
Hydrograph No. 5, SCS Runoff, Post Dev. DA1 Bypass........................................................ 67
Hydrograph No. 6, Reservoir, Bioretention Pond 1................................................................ 68
Hydrograph No. 7, Combine, Post Dev. DA1 Combined........................................................ 69
Hydrograph No. 8, SCS Runoff, Post Dev. DA2 to BioRet. Pond 2....................................... 70
Hydrograph No. 9, Reservoir, Bioretention Pond 2................................................................ 71
Hydrograph No. 10, SCS Runoff, Post Dev. DA2 to BioRet. Pond 3..................................... 72
Hydrograph No. 11, Reservoir, Bioretention Pond 3.............................................................. 73
Hydrograph No. 12, SCS Runoff, Post Dev. DA2 to BioRet. Pond 4..................................... 74
Hydrograph No. 13, Reservoir, Bioretention Pond 4.............................................................. 75
Hydrograph No. 14, SCS Runoff, Post Dev. DA2 Bypass...................................................... 76
Hydrograph No. 15, Combine, Post Dev. DA2 Combined...................................................... 77
Hydrograph No. 16, Combine, Post Dev. Overall DA............................................................. 78
IDF Report.................................................................................................................. 79
1
2
3
4 5
6
7
8
9
10
11
12
13
14
15
16
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Project: Hydrograph.gpw Tuesday, 12 / 17 / 2019
Hyd.Origin Description
Legend
1 SCS Runoff Ex. DA 1
2 SCS Runoff Ex. DA 2
3 Combine Pre. Dev. Overall DA
4 SCS Runoff Post Dev. DA1 to POND 1
5 SCS Runoff Post Dev. DA1 Bypass
6 Reservoir Bioretention Pond 1
7 Combine Post Dev. DA1 Combined
8 SCS Runoff Post Dev. DA2 to BioRet. Pond 2
9 Reservoir Bioretention Pond 2
10 SCS Runoff Post Dev. DA2 to BioRet. Pond 3
11 Reservoir Bioretention Pond 3
12 SCS Runoff Post Dev. DA2 to BioRet. Pond 4
13 Reservoir Bioretention Pond 4
14 SCS Runoff Post Dev. DA2 Bypass
15 Combine Post Dev. DA2 Combined
16 Combine Post Dev. Overall DA
Hydrograph Return Period Recap
2
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 ------ 89.72 118.21 ------- ------- 193.98 ------- ------- 309.86 Ex. DA 1
2 SCS Runoff ------ 45.89 63.41 ------- ------- 112.09 ------- ------- 189.07 Ex. DA 2
3 Combine 1, 2 133.25 178.53 ------- ------- 300.74 ------- ------- 490.06 Pre. Dev. Overall DA
4 SCS Runoff ------ 14.54 18.12 ------- ------- 27.38 ------- ------- 41.33 Post Dev. DA1 to POND 1
5 SCS Runoff ------ 83.02 109.38 ------- ------- 179.49 ------- ------- 286.72 Post Dev. DA1 Bypass
6 Reservoir 4 4.538 5.731 ------- ------- 7.612 ------- ------- 9.579 Bioretention Pond 1
7 Combine 5, 6 87.01 114.93 ------- ------- 186.93 ------- ------- 296.12 Post Dev. DA1 Combined
8 SCS Runoff ------ 4.424 5.642 ------- ------- 8.813 ------- ------- 13.59 Post Dev. DA2 to BioRet. Pond 2
9 Reservoir 8 0.754 2.590 ------- ------- 3.170 ------- ------- 3.957 Bioretention Pond 2
10 SCS Runoff ------ 4.519 5.908 ------- ------- 9.573 ------- ------- 15.15 Post Dev. DA2 to BioRet. Pond 3
11 Reservoir 10 0.224 1.299 ------- ------- 3.304 ------- ------- 4.202 Bioretention Pond 3
12 SCS Runoff ------ 2.303 2.851 ------- ------- 4.265 ------- ------- 6.397 Post Dev. DA2 to BioRet. Pond 4
13 Reservoir 12 0.821 2.251 ------- ------- 3.352 ------- ------- 4.050 Bioretention Pond 4
14 SCS Runoff ------ 41.92 57.92 ------- ------- 102.40 ------- ------- 172.72 Post Dev. DA2 Bypass
15 Combine 9, 11, 13,
14
43.06 60.28 ------- ------- 109.12 ------- ------- 182.11 Post Dev. DA2 Combined
16 Combine 7, 15 127.52 172.73 ------- ------- 291.23 ------- ------- 471.59 Post Dev. Overall DA
Proj. file: Hydrograph.gpw Tuesday, 12 / 17 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Summary Report
3
Hyd. 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) (cuft)
1 SCS Runoff 89.72 2 728 329,226 ------ ------ ------ Ex. DA 1
2 SCS Runoff 45.89 2 734 201,557 ------ ------ ------ Ex. DA 2
3 Combine 133.25 2 730 530,783 1, 2 ------ ------ Pre. Dev. Overall DA
4 SCS Runoff 14.54 2 716 30,798 ------ ------ ------ Post Dev. DA1 to POND 1
5 SCS Runoff 83.02 2 728 304,633 ------ ------ ------ Post Dev. DA1 Bypass
6 Reservoir 4.538 2 724 30,791 4 337.20 13,744 Bioretention Pond 1
7 Combine 87.01 2 728 335,424 5, 6 ------ ------ Post Dev. DA1 Combined
8 SCS Runoff 4.424 2 716 9,121 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 2
9 Reservoir 0.754 2 726 9,114 8 335.05 4,252 Bioretention Pond 2
10 SCS Runoff 4.519 2 716 9,179 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 3
11 Reservoir 0.224 2 784 9,172 10 332.94 4,756 Bioretention Pond 3
12 SCS Runoff 2.303 2 716 4,942 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 4
13 Reservoir 0.821 2 724 4,935 12 336.06 2,231 Bioretention Pond 4
14 SCS Runoff 41.92 2 734 184,127 ------ ------ ------ Post Dev. DA2 Bypass
15 Combine 43.06 2 734 207,349 9, 11, 13,
14
------ ------ Post Dev. DA2 Combined
16 Combine 127.52 2 730 542,773 7, 15 ------ ------ Post Dev. Overall DA
Hydrograph.gpw Return Period: 1 Year Tuesday, 12 / 17 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 1
Ex. DA 1
Hydrograph type = SCS Runoff Peak discharge = 89.72 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 329,226 cuft
Drainage area = 56.360 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.34 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.050 x 98) + (1.530 x 98) + (9.130 x 98) + (34.650 x 80)] / 56.360
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Ex. DA 1
Hyd. No. 1 -- 1 Year
Hyd No. 1
TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Ex. DA 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.57 0.00 0.00
Land slope (%) = 9.05 0.00 0.00
Travel Time (min) = 19.35 + 0.00 + 0.00 = 19.35
Shallow Concentrated Flow
Flow length (ft) = 284.00 435.00 0.00
Watercourse slope (%) = 4.40 2.90 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.38 3.46 0.00
Travel Time (min) = 1.40 + 2.09 + 0.00 = 3.49
Channel Flow
X sectional flow area (sqft) = 7.07 4.91 0.00
Wetted perimeter (ft) = 9.42 7.85 0.00
Channel slope (%) = 0.61 0.61 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) =7.39
5.67
0.00
Flow length (ft) ({0})126.0 412.0 0.0
Travel Time (min) = 0.28 + 1.21 + 0.00 = 1.50
Total Travel Time, Tc .............................................................................. 24.34 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 2
Ex. DA 2
Hydrograph type = SCS Runoff Peak discharge = 45.89 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 201,557 cuft
Drainage area = 42.670 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.470 x 98) + (5.097 x 98) + (37.100 x 80)] / 42.670
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Ex. DA 2
Hyd. No. 2 -- 1 Year
Hyd No. 2
TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Ex. DA 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 4.35 0.00 0.00
Travel Time (min) = 26.31 + 0.00 + 0.00 = 26.31
Shallow Concentrated Flow
Flow length (ft) = 479.00 286.00 0.00
Watercourse slope (%) = 5.06 1.10 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =3.63 1.69 0.00
Travel Time (min) = 2.20 + 2.82 + 0.00 = 5.02
Channel Flow
X sectional flow area (sqft) = 7.07 0.00 0.00
Wetted perimeter (ft) = 9.40 0.00 0.00
Channel slope (%) = 0.68 0.00 0.00
Manning's n-value = 0.012 0.015 0.015
Velocity (ft/s) =8.46
0.00
0.00
Flow length (ft) ({0})296.0 0.0 0.0
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Total Travel Time, Tc .............................................................................. 31.90 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 3
Pre. Dev. Overall DA
Hydrograph type = Combine Peak discharge = 133.25 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 530,783 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 99.030 ac
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Pre. Dev. Overall DA
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 4
Post Dev. DA1 to POND 1
Hydrograph type = SCS Runoff Peak discharge = 14.54 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 30,798 cuft
Drainage area = 4.230 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.940 x 98) + (1.290 x 80)] / 4.230
9
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
Post Dev. DA1 to POND 1
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 5
Post Dev. DA1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 83.02 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 304,633 cuft
Drainage area = 52.150 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.30 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.380 x 98) + (1.830 x 98) + (8.150 x 98) + (31.790 x 80)] / 52.150
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post Dev. DA1 Bypass
Hyd. No. 5 -- 1 Year
Hyd No. 5
TR55 Tc Worksheet 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
Post Dev. DA1 Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.57 0.00 0.00
Land slope (%) = 9.05 0.00 0.00
Travel Time (min) = 19.35 + 0.00 + 0.00 = 19.35
Shallow Concentrated Flow
Flow length (ft) = 284.00 435.00 0.00
Watercourse slope (%) = 4.40 2.90 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.38 3.46 0.00
Travel Time (min) = 1.40 + 2.09 + 0.00 = 3.49
Channel Flow
X sectional flow area (sqft) = 7.07 4.91 0.00
Wetted perimeter (ft) = 9.42 7.85 0.00
Channel slope (%) = 0.61 0.61 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) =7.39
5.67
0.00
Flow length (ft) ({0})126.0 412.0 0.0
Travel Time (min) = 0.28 + 1.21 + 0.00 = 1.50
Total Travel Time, Tc .............................................................................. 24.30 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 6
Bioretention Pond 1
Hydrograph type = Reservoir Peak discharge = 4.538 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 30,791 cuft
Inflow hyd. No. = 4 - Post Dev. DA1 to POND 1 Max. Elevation = 337.20 ft
Reservoir name = Bioretention Pond 1 Max. Storage = 13,744 cuft
Storage Indication method used. Outflow includes exfiltration.
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
Bioretention Pond 1
Hyd. No. 6 -- 1 Year
Hyd No. 6 Hyd No. 4 Total storage used = 13,744 cuft
Pond Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Pond No. 1 - Bioretention Pond 1
Pond Data
Trapezoid -Bottom L x W = 260.0 x 40.0 ft, Side slope = 3.00:1, Bottom elev. = 336.00 ft, Depth = 3.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 336.00 10,400 0 0
0.30 336.30 10,943 3,201 3,201
0.60 336.60 11,493 3,365 6,567
0.90 336.90 12,049 3,531 10,098
1.20 337.20 12,612 3,699 13,797
1.50 337.50 13,181 3,869 17,665
1.80 337.80 13,757 4,040 21,706
2.10 338.10 14,339 4,214 25,920
2.40 338.40 14,927 4,390 30,310
2.70 338.70 15,522 4,567 34,877
3.00 339.00 16,124 4,747 39,624
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 15.00 0.00 0.00 0.00
Span (in)= 15.00 0.00 0.00 0.00
No. Barrels = 1 101
Invert El. (ft)= 336.00 0.00 0.00 0.00
Length (ft)= 213.00 0.00 0.00 0.00
Slope (%)= 2.91 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a NoNoNo
Crest Len (ft)= 16.00 0.00 0.00 0.00
Crest El. (ft)= 337.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 1.750 (by Wet area)
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 0 336.00 0.00 --- --- --- 0.00 --- --- --- 0.000 --- 0.000
0.30 3,201 336.30 0.00 --- --- --- 0.00 --- --- --- 0.444 --- 0.444
0.60 6,567 336.60 0.00 --- --- --- 0.00 --- --- --- 0.468 --- 0.468
0.90 10,098 336.90 0.00 --- --- --- 0.00 --- --- --- 0.492 --- 0.492
1.20 13,797 337.20 4.08 ic --- --- --- 4.08 s --- --- --- 0.516 --- 4.593
1.50 17,665 337.50 5.48 ic --- --- --- 5.47 s --- --- --- 0.540 --- 6.014
1.80 21,706 337.80 6.39 ic --- --- --- 6.35 s --- --- --- 0.565 --- 6.920
2.10 25,920 338.10 7.17 ic --- --- --- 7.10 s --- --- --- 0.590 --- 7.693
2.40 30,310 338.40 7.87 ic --- --- --- 7.77 s --- --- --- 0.615 --- 8.381
2.70 34,877 338.70 8.51 ic --- --- --- 8.23 s --- --- --- 0.641 --- 8.875
3.00 39,624 339.00 9.10 ic --- --- --- 8.73 s --- --- --- 0.666 --- 9.394
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 7
Post Dev. DA1 Combined
Hydrograph type = Combine Peak discharge = 87.01 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 335,424 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 52.150 ac
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post Dev. DA1 Combined
Hyd. No. 7 -- 1 Year
Hyd No. 7 Hyd No. 5 Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 8
Post Dev. DA2 to BioRet. Pond 2
Hydrograph type = SCS Runoff Peak discharge = 4.424 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,121 cuft
Drainage area = 1.430 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.820 x 98) + (0.610 x 80)] / 1.430
15
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 2
Hyd. No. 8 -- 1 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 9
Bioretention Pond 2
Hydrograph type = Reservoir Peak discharge = 0.754 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 9,114 cuft
Inflow hyd. No. = 8 - Post Dev. DA2 to BioRet. Pond 2Max. Elevation = 335.05 ft
Reservoir name = Bioretention Pond 2 Max. Storage = 4,252 cuft
Storage Indication method used. Outflow includes exfiltration.
16
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Bioretention Pond 2
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 8 Total storage used = 4,252 cuft
Pond Report 17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Pond No. 2 - Bioretention Pond 2
Pond Data
Trapezoid -Bottom L x W = 138.0 x 25.5 ft, Side slope = 3.00:1, Bottom elev. = 334.00 ft, Depth = 3.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 334.00 3,519 0 0
0.30 334.30 3,817 1,100 1,100
0.60 334.60 4,121 1,190 2,291
0.90 334.90 4,431 1,283 3,573
1.20 335.20 4,748 1,377 4,950
1.50 335.50 5,072 1,473 6,423
1.80 335.80 5,401 1,571 7,993
2.10 336.10 5,738 1,671 9,664
2.40 336.40 6,081 1,773 11,437
2.70 336.70 6,430 1,876 13,313
3.00 337.00 6,786 1,982 15,295
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 12.00 0.00 0.00 0.00
Span (in)= 12.00 0.00 0.00 0.00
No. Barrels = 1 000
Invert El. (ft)= 334.00 0.00 0.00 0.00
Length (ft)= 144.00 0.00 0.00 0.00
Slope (%)= 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a NoNoNo
Crest Len (ft)= 16.00 0.00 0.00 0.00
Crest El. (ft)= 335.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 1.750 (by Wet area)
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 0 334.00 0.00 --- --- --- 0.00 --- --- --- 0.000 --- 0.000
0.30 1,100 334.30 0.00 --- --- --- 0.00 --- --- --- 0.155 --- 0.155
0.60 2,291 334.60 0.00 --- --- --- 0.00 --- --- --- 0.168 --- 0.168
0.90 3,573 334.90 0.00 --- --- --- 0.00 --- --- --- 0.182 --- 0.182
1.20 4,950 335.20 2.44 oc --- --- --- 2.44 s --- --- --- 0.195 --- 2.636
1.50 6,423 335.50 2.85 oc --- --- --- 2.84 s --- --- --- 0.209 --- 3.050
1.80 7,993 335.80 3.18 oc --- --- --- 3.17 s --- --- --- 0.223 --- 3.397
2.10 9,664 336.10 3.48 oc --- --- --- 3.30 s --- --- --- 0.238 --- 3.537
2.40 11,437 336.40 3.76 oc --- --- --- 3.19 s --- --- --- 0.252 --- 3.445
2.70 13,313 336.70 4.02 oc --- --- --- 3.23 s --- --- --- 0.267 --- 3.496
3.00 15,295 337.00 4.26 oc --- --- --- 3.87 s --- --- --- 0.283 --- 4.152
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 10
Post Dev. DA2 to BioRet. Pond 3
Hydrograph type = SCS Runoff Peak discharge = 4.519 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,179 cuft
Drainage area = 1.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.180 x 90) + (0.470 x 80)] / 1.650
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 3
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 11
Bioretention Pond 3
Hydrograph type = Reservoir Peak discharge = 0.224 cfs
Storm frequency = 1 yrs Time to peak = 784 min
Time interval = 2 min Hyd. volume = 9,172 cuft
Inflow hyd. No. = 10 - Post Dev. DA2 to BioRet. Pond 3Max. Elevation = 332.94 ft
Reservoir name = Bioretention Pond 3 Max. Storage = 4,756 cuft
Storage Indication method used. Outflow includes exfiltration.
19
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Bioretention Pond 3
Hyd. No. 11 -- 1 Year
Hyd No. 11 Hyd No. 10 Total storage used = 4,756 cuft
Pond Report 20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Pond No. 3 - Bioretention Pond 3
Pond Data
Trapezoid -Bottom L x W = 103.0 x 44.8 ft, Side slope = 3.00:1, Bottom elev. = 332.00 ft, Depth = 3.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 332.00 4,614 0 0
0.30 332.30 4,884 1,425 1,425
0.60 332.60 5,159 1,506 2,931
0.90 332.90 5,442 1,590 4,521
1.20 333.20 5,730 1,676 6,197
1.50 333.50 6,026 1,763 7,960
1.80 333.80 6,327 1,853 9,813
2.10 334.10 6,635 1,944 11,757
2.40 334.40 6,950 2,038 13,794
2.70 334.70 7,271 2,133 15,927
3.00 335.00 7,599 2,230 18,158
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 12.00 0.00 0.00 0.00
Span (in)= 12.00 0.00 0.00 0.00
No. Barrels = 1 000
Invert El. (ft)= 332.00 0.00 0.00 0.00
Length (ft)= 92.00 0.00 0.00 0.00
Slope (%)= 0.56 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a NoNoNo
Crest Len (ft)= 16.00 0.00 0.00 0.00
Crest El. (ft)= 333.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 1.750 (by Wet area)
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 0 332.00 0.00 --- --- --- 0.00 --- --- --- 0.000 --- 0.000
0.30 1,425 332.30 0.00 --- --- --- 0.00 --- --- --- 0.198 --- 0.198
0.60 2,931 332.60 0.00 --- --- --- 0.00 --- --- --- 0.210 --- 0.210
0.90 4,521 332.90 0.00 --- --- --- 0.00 --- --- --- 0.222 --- 0.222
1.20 6,197 333.20 2.51 oc --- --- --- 2.51 s --- --- --- 0.235 --- 2.740
1.50 7,960 333.50 3.04 oc --- --- --- 3.04 s --- --- --- 0.247 --- 3.286
1.80 9,813 333.80 3.46 oc --- --- --- 3.42 s --- --- --- 0.260 --- 3.677
2.10 11,757 334.10 3.84 oc --- --- --- 3.82 s --- --- --- 0.274 --- 4.091
2.40 13,794 334.40 4.18 oc --- --- --- 4.18 s --- --- --- 0.287 --- 4.463
2.70 15,927 334.70 4.50 oc --- --- --- 3.96 s --- --- --- 0.301 --- 4.265
3.00 18,158 335.00 4.79 oc --- --- --- 4.75 s --- --- --- 0.315 --- 5.067
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 12
Post Dev. DA2 to BioRet. Pond 4
Hydrograph type = SCS Runoff Peak discharge = 2.303 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,942 cuft
Drainage area = 0.650 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.510 x 98) + (0.140 x 80)] / 0.650
21
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 4
Hyd. No. 12 -- 1 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 13
Bioretention Pond 4
Hydrograph type = Reservoir Peak discharge = 0.821 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 4,935 cuft
Inflow hyd. No. = 12 - Post Dev. DA2 to BioRet. Pond 4Max. Elevation = 336.06 ft
Reservoir name = Bioretention Pond 4 Max. Storage = 2,231 cuft
Storage Indication method used. Outflow includes exfiltration.
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Bioretention Pond 4
Hyd. No. 13 -- 1 Year
Hyd No. 13 Hyd No. 12 Total storage used = 2,231 cuft
Pond Report 23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Pond No. 4 - Bioretention Pond 4
Pond Data
Trapezoid -Bottom L x W = 64.0 x 28.1 ft, Side slope = 3.00:1, Bottom elev. = 335.00 ft, Depth = 3.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 335.00 1,800 0 0
0.30 335.30 1,969 565 565
0.60 335.60 2,145 617 1,182
0.90 335.90 2,327 671 1,853
1.20 336.20 2,515 726 2,579
1.50 336.50 2,710 784 3,363
1.80 336.80 2,912 843 4,206
2.10 337.10 3,120 905 5,111
2.40 337.40 3,334 968 6,079
2.70 337.70 3,555 1,033 7,112
3.00 338.00 3,783 1,101 8,212
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 12.00 0.00 0.00 0.00
Span (in)= 12.00 0.00 0.00 0.00
No. Barrels = 1 000
Invert El. (ft)= 335.00 0.00 0.00 0.00
Length (ft)= 92.00 0.00 0.00 0.00
Slope (%)= 2.19 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a NoNoNo
Crest Len (ft)= 16.00 0.00 0.00 0.00
Crest El. (ft)= 336.00 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 1.750 (by Wet area)
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 0 335.00 0.00 --- --- --- 0.00 --- --- --- 0.000 --- 0.000
0.30 565 335.30 0.00 --- --- --- 0.00 --- --- --- 0.080 --- 0.080
0.60 1,182 335.60 0.00 --- --- --- 0.00 --- --- --- 0.088 --- 0.088
0.90 1,853 335.90 0.00 --- --- --- 0.00 --- --- --- 0.095 --- 0.095
1.20 2,579 336.20 3.06 ic --- --- --- 3.06 s --- --- --- 0.104 --- 3.163
1.50 3,363 336.50 3.77 ic --- --- --- 3.75 s --- --- --- 0.112 --- 3.860
1.80 4,206 336.80 4.31 ic --- --- --- 4.27 s --- --- --- 0.121 --- 4.394
2.10 5,111 337.10 4.78 ic --- --- --- 4.73 s --- --- --- 0.130 --- 4.858
2.40 6,079 337.40 5.21 ic --- --- --- 4.99 s --- --- --- 0.139 --- 5.134
2.70 7,112 337.70 5.61 ic --- --- --- 5.36 s --- --- --- 0.148 --- 5.509
3.00 8,212 338.00 5.98 ic --- --- --- 5.69 s --- --- --- 0.158 --- 5.846
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 14
Post Dev. DA2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 41.92 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 184,127 cuft
Drainage area = 38.980 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.250 x 98) + (4.320 x 98) + (34.410 x 80)] / 38.980
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post Dev. DA2 Bypass
Hyd. No. 14 -- 1 Year
Hyd No. 14
TR55 Tc Worksheet 25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 14
Post Dev. DA2 Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 4.35 0.00 0.00
Travel Time (min) = 26.31 + 0.00 + 0.00 = 26.31
Shallow Concentrated Flow
Flow length (ft) = 479.00 286.00 0.00
Watercourse slope (%) = 5.06 1.10 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =3.63 1.69 0.00
Travel Time (min) = 2.20 + 2.82 + 0.00 = 5.02
Channel Flow
X sectional flow area (sqft) = 7.07 0.00 0.00
Wetted perimeter (ft) = 9.40 0.00 0.00
Channel slope (%) = 0.68 0.00 0.00
Manning's n-value = 0.012 0.015 0.015
Velocity (ft/s) =8.46
0.00
0.00
Flow length (ft) ({0})296.0 0.0 0.0
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Total Travel Time, Tc .............................................................................. 31.90 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 15
Post Dev. DA2 Combined
Hydrograph type = Combine Peak discharge = 43.06 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 207,349 cuft
Inflow hyds. = 9, 11, 13, 14 Contrib. drain. area = 38.980 ac
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post Dev. DA2 Combined
Hyd. No. 15 -- 1 Year
Hyd No. 15 Hyd No. 9 Hyd No. 11 Hyd No. 13
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 16
Post Dev. Overall DA
Hydrograph type = Combine Peak discharge = 127.52 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 542,773 cuft
Inflow hyds. = 7, 15 Contrib. drain. area = 0.000 ac
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post Dev. Overall DA
Hyd. No. 16 -- 1 Year
Hyd No. 16 Hyd No. 7 Hyd No. 15
Hydrograph Summary Report
28
Hyd. 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) (cuft)
1 SCS Runoff 118.21 2 728 434,093 ------ ------ ------ Ex. DA 1
2 SCS Runoff 63.41 2 734 275,684 ------ ------ ------ Ex. DA 2
3 Combine 178.53 2 730 709,776 1, 2 ------ ------ Pre. Dev. Overall DA
4 SCS Runoff 18.12 2 716 38,952 ------ ------ ------ Post Dev. DA1 to POND 1
5 SCS Runoff 109.38 2 728 401,667 ------ ------ ------ Post Dev. DA1 Bypass
6 Reservoir 5.731 2 724 38,945 4 337.42 16,631 Bioretention Pond 1
7 Combine 114.93 2 728 440,612 5, 6 ------ ------ Post Dev. DA1 Combined
8 SCS Runoff 5.642 2 716 11,776 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 2
9 Reservoir 2.590 2 722 11,769 8 335.18 4,844 Bioretention Pond 2
10 SCS Runoff 5.908 2 716 12,103 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 3
11 Reservoir 1.299 2 726 12,096 10 333.08 5,489 Bioretention Pond 3
12 SCS Runoff 2.851 2 716 6,208 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 4
13 Reservoir 2.251 2 720 6,201 12 336.12 2,380 Bioretention Pond 4
14 SCS Runoff 57.92 2 734 251,844 ------ ------ ------ Post Dev. DA2 Bypass
15 Combine 60.28 2 732 281,910 9, 11, 13,
14
------ ------ Post Dev. DA2 Combined
16 Combine 172.73 2 730 722,521 7, 15 ------ ------ Post Dev. Overall DA
Hydrograph.gpw Return Period: 2 Year Tuesday, 12 / 17 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 1
Ex. DA 1
Hydrograph type = SCS Runoff Peak discharge = 118.21 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 434,093 cuft
Drainage area = 56.360 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.34 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.050 x 98) + (1.530 x 98) + (9.130 x 98) + (34.650 x 80)] / 56.360
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Ex. DA 1
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 2
Ex. DA 2
Hydrograph type = SCS Runoff Peak discharge = 63.41 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 275,684 cuft
Drainage area = 42.670 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.470 x 98) + (5.097 x 98) + (37.100 x 80)] / 42.670
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Ex. DA 2
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 3
Pre. Dev. Overall DA
Hydrograph type = Combine Peak discharge = 178.53 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 709,776 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 99.030 ac
31
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
Q (cfs)
Time (min)
Pre. Dev. Overall DA
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 4
Post Dev. DA1 to POND 1
Hydrograph type = SCS Runoff Peak discharge = 18.12 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 38,952 cuft
Drainage area = 4.230 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.940 x 98) + (1.290 x 80)] / 4.230
32
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post Dev. DA1 to POND 1
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 5
Post Dev. DA1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 109.38 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 401,667 cuft
Drainage area = 52.150 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.30 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.380 x 98) + (1.830 x 98) + (8.150 x 98) + (31.790 x 80)] / 52.150
33
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev. DA1 Bypass
Hyd. No. 5 -- 2 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 6
Bioretention Pond 1
Hydrograph type = Reservoir Peak discharge = 5.731 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 38,945 cuft
Inflow hyd. No. = 4 - Post Dev. DA1 to POND 1 Max. Elevation = 337.42 ft
Reservoir name = Bioretention Pond 1 Max. Storage = 16,631 cuft
Storage Indication method used. Outflow includes exfiltration.
34
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Bioretention Pond 1
Hyd. No. 6 -- 2 Year
Hyd No. 6 Hyd No. 4 Total storage used = 16,631 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 7
Post Dev. DA1 Combined
Hydrograph type = Combine Peak discharge = 114.93 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 440,612 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 52.150 ac
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev. DA1 Combined
Hyd. No. 7 -- 2 Year
Hyd No. 7 Hyd No. 5 Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 8
Post Dev. DA2 to BioRet. Pond 2
Hydrograph type = SCS Runoff Peak discharge = 5.642 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 11,776 cuft
Drainage area = 1.430 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.820 x 98) + (0.610 x 80)] / 1.430
36
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 2
Hyd. No. 8 -- 2 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 9
Bioretention Pond 2
Hydrograph type = Reservoir Peak discharge = 2.590 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 11,769 cuft
Inflow hyd. No. = 8 - Post Dev. DA2 to BioRet. Pond 2Max. Elevation = 335.18 ft
Reservoir name = Bioretention Pond 2 Max. Storage = 4,844 cuft
Storage Indication method used. Outflow includes exfiltration.
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Bioretention Pond 2
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 8 Total storage used = 4,844 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 10
Post Dev. DA2 to BioRet. Pond 3
Hydrograph type = SCS Runoff Peak discharge = 5.908 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 12,103 cuft
Drainage area = 1.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.180 x 90) + (0.470 x 80)] / 1.650
38
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 3
Hyd. No. 10 -- 2 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 11
Bioretention Pond 3
Hydrograph type = Reservoir Peak discharge = 1.299 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 12,096 cuft
Inflow hyd. No. = 10 - Post Dev. DA2 to BioRet. Pond 3Max. Elevation = 333.08 ft
Reservoir name = Bioretention Pond 3 Max. Storage = 5,489 cuft
Storage Indication method used. Outflow includes exfiltration.
39
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Bioretention Pond 3
Hyd. No. 11 -- 2 Year
Hyd No. 11 Hyd No. 10 Total storage used = 5,489 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 12
Post Dev. DA2 to BioRet. Pond 4
Hydrograph type = SCS Runoff Peak discharge = 2.851 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,208 cuft
Drainage area = 0.650 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.510 x 98) + (0.140 x 80)] / 0.650
40
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 4
Hyd. No. 12 -- 2 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 13
Bioretention Pond 4
Hydrograph type = Reservoir Peak discharge = 2.251 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 6,201 cuft
Inflow hyd. No. = 12 - Post Dev. DA2 to BioRet. Pond 4Max. Elevation = 336.12 ft
Reservoir name = Bioretention Pond 4 Max. Storage = 2,380 cuft
Storage Indication method used. Outflow includes exfiltration.
41
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Bioretention Pond 4
Hyd. No. 13 -- 2 Year
Hyd No. 13 Hyd No. 12 Total storage used = 2,380 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 14
Post Dev. DA2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 57.92 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 251,844 cuft
Drainage area = 38.980 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.250 x 98) + (4.320 x 98) + (34.410 x 80)] / 38.980
42
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post Dev. DA2 Bypass
Hyd. No. 14 -- 2 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 15
Post Dev. DA2 Combined
Hydrograph type = Combine Peak discharge = 60.28 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 281,910 cuft
Inflow hyds. = 9, 11, 13, 14 Contrib. drain. area = 38.980 ac
43
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Post Dev. DA2 Combined
Hyd. No. 15 -- 2 Year
Hyd No. 15 Hyd No. 9 Hyd No. 11 Hyd No. 13
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 16
Post Dev. Overall DA
Hydrograph type = Combine Peak discharge = 172.73 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 722,521 cuft
Inflow hyds. = 7, 15 Contrib. drain. area = 0.000 ac
44
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Post Dev. Overall DA
Hyd. No. 16 -- 2 Year
Hyd No. 16 Hyd No. 7 Hyd No. 15
Hydrograph Summary Report
45
Hyd. 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) (cuft)
1 SCS Runoff 193.98 2 728 720,314 ------ ------ ------ Ex. DA 1
2 SCS Runoff 112.09 2 732 484,288 ------ ------ ------ Ex. DA 2
3 Combine 300.74 2 730 1,204,602 1, 2 ------ ------ Pre. Dev. Overall DA
4 SCS Runoff 27.38 2 716 60,571 ------ ------ ------ Post Dev. DA1 to POND 1
5 SCS Runoff 179.49 2 728 666,508 ------ ------ ------ Post Dev. DA1 Bypass
6 Reservoir 7.612 2 724 60,564 4 338.05 25,188 Bioretention Pond 1
7 Combine 186.93 2 728 727,071 5, 6 ------ ------ Post Dev. DA1 Combined
8 SCS Runoff 8.813 2 716 18,911 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 2
9 Reservoir 3.170 2 724 18,904 8 335.67 7,269 Bioretention Pond 2
10 SCS Runoff 9.573 2 716 20,084 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 3
11 Reservoir 3.304 2 724 20,077 10 333.53 8,081 Bioretention Pond 3
12 SCS Runoff 4.265 2 716 9,551 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 4
13 Reservoir 3.352 2 720 9,544 12 336.27 2,739 Bioretention Pond 4
14 SCS Runoff 102.40 2 732 442,408 ------ ------ ------ Post Dev. DA2 Bypass
15 Combine 109.12 2 732 490,933 9, 11, 13,
14
------ ------ Post Dev. DA2 Combined
16 Combine 291.23 2 730 1,218,004 7, 15 ------ ------ Post Dev. Overall DA
Hydrograph.gpw Return Period: 10 Year Tuesday, 12 / 17 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 1
Ex. DA 1
Hydrograph type = SCS Runoff Peak discharge = 193.98 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 720,314 cuft
Drainage area = 56.360 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.34 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.050 x 98) + (1.530 x 98) + (9.130 x 98) + (34.650 x 80)] / 56.360
46
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Ex. DA 1
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 2
Ex. DA 2
Hydrograph type = SCS Runoff Peak discharge = 112.09 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 484,288 cuft
Drainage area = 42.670 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.470 x 98) + (5.097 x 98) + (37.100 x 80)] / 42.670
47
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Ex. DA 2
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 3
Pre. Dev. Overall DA
Hydrograph type = Combine Peak discharge = 300.74 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 1,204,602 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 99.030 ac
48
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Pre. Dev. Overall DA
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 4
Post Dev. DA1 to POND 1
Hydrograph type = SCS Runoff Peak discharge = 27.38 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 60,571 cuft
Drainage area = 4.230 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.940 x 98) + (1.290 x 80)] / 4.230
49
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post Dev. DA1 to POND 1
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 5
Post Dev. DA1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 179.49 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 666,508 cuft
Drainage area = 52.150 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.30 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.380 x 98) + (1.830 x 98) + (8.150 x 98) + (31.790 x 80)] / 52.150
50
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
Q (cfs)
Time (min)
Post Dev. DA1 Bypass
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 6
Bioretention Pond 1
Hydrograph type = Reservoir Peak discharge = 7.612 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 60,564 cuft
Inflow hyd. No. = 4 - Post Dev. DA1 to POND 1 Max. Elevation = 338.05 ft
Reservoir name = Bioretention Pond 1 Max. Storage = 25,188 cuft
Storage Indication method used. Outflow includes exfiltration.
51
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Bioretention Pond 1
Hyd. No. 6 -- 10 Year
Hyd No. 6 Hyd No. 4 Total storage used = 25,188 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 7
Post Dev. DA1 Combined
Hydrograph type = Combine Peak discharge = 186.93 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 727,071 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 52.150 ac
52
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Post Dev. DA1 Combined
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 5 Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 8
Post Dev. DA2 to BioRet. Pond 2
Hydrograph type = SCS Runoff Peak discharge = 8.813 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 18,911 cuft
Drainage area = 1.430 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.820 x 98) + (0.610 x 80)] / 1.430
53
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 2
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 9
Bioretention Pond 2
Hydrograph type = Reservoir Peak discharge = 3.170 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 18,904 cuft
Inflow hyd. No. = 8 - Post Dev. DA2 to BioRet. Pond 2Max. Elevation = 335.67 ft
Reservoir name = Bioretention Pond 2 Max. Storage = 7,269 cuft
Storage Indication method used. Outflow includes exfiltration.
54
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Bioretention Pond 2
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 8 Total storage used = 7,269 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 10
Post Dev. DA2 to BioRet. Pond 3
Hydrograph type = SCS Runoff Peak discharge = 9.573 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 20,084 cuft
Drainage area = 1.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.180 x 90) + (0.470 x 80)] / 1.650
55
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 3
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 11
Bioretention Pond 3
Hydrograph type = Reservoir Peak discharge = 3.304 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 20,077 cuft
Inflow hyd. No. = 10 - Post Dev. DA2 to BioRet. Pond 3Max. Elevation = 333.53 ft
Reservoir name = Bioretention Pond 3 Max. Storage = 8,081 cuft
Storage Indication method used. Outflow includes exfiltration.
56
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Bioretention Pond 3
Hyd. No. 11 -- 10 Year
Hyd No. 11 Hyd No. 10 Total storage used = 8,081 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 12
Post Dev. DA2 to BioRet. Pond 4
Hydrograph type = SCS Runoff Peak discharge = 4.265 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,551 cuft
Drainage area = 0.650 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.510 x 98) + (0.140 x 80)] / 0.650
57
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 4
Hyd. No. 12 -- 10 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 13
Bioretention Pond 4
Hydrograph type = Reservoir Peak discharge = 3.352 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 9,544 cuft
Inflow hyd. No. = 12 - Post Dev. DA2 to BioRet. Pond 4Max. Elevation = 336.27 ft
Reservoir name = Bioretention Pond 4 Max. Storage = 2,739 cuft
Storage Indication method used. Outflow includes exfiltration.
58
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Bioretention Pond 4
Hyd. No. 13 -- 10 Year
Hyd No. 13 Hyd No. 12 Total storage used = 2,739 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 14
Post Dev. DA2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 102.40 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 442,408 cuft
Drainage area = 38.980 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 5.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.250 x 98) + (4.320 x 98) + (34.410 x 80)] / 38.980
59
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev. DA2 Bypass
Hyd. No. 14 -- 10 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 15
Post Dev. DA2 Combined
Hydrograph type = Combine Peak discharge = 109.12 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 490,933 cuft
Inflow hyds. = 9, 11, 13, 14 Contrib. drain. area = 38.980 ac
60
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (min)
Post Dev. DA2 Combined
Hyd. No. 15 -- 10 Year
Hyd No. 15 Hyd No. 9 Hyd No. 11 Hyd No. 13
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 16
Post Dev. Overall DA
Hydrograph type = Combine Peak discharge = 291.23 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 1,218,004 cuft
Inflow hyds. = 7, 15 Contrib. drain. area = 0.000 ac
61
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Post Dev. Overall DA
Hyd. No. 16 -- 10 Year
Hyd No. 16 Hyd No. 7 Hyd No. 15
Hydrograph Summary Report
62
Hyd. 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) (cuft)
1 SCS Runoff 309.86 2 728 1,173,678 ------ ------ ------ Ex. DA 1
2 SCS Runoff 189.07 2 732 824,043 ------ ------ ------ Ex. DA 2
3 Combine 490.06 2 730 1,997,720 1, 2 ------ ------ Pre. Dev. Overall DA
4 SCS Runoff 41.33 2 716 93,971 ------ ------ ------ Post Dev. DA1 to POND 1
5 SCS Runoff 286.72 2 728 1,086,005 ------ ------ ------ Post Dev. DA1 Bypass
6 Reservoir 9.579 2 724 93,964 4 338.96 38,892 Bioretention Pond 1
7 Combine 296.12 2 728 1,179,969 5, 6 ------ ------ Post Dev. DA1 Combined
8 SCS Runoff 13.59 2 716 30,057 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 2
9 Reservoir 3.957 2 728 30,050 8 336.42 11,527 Bioretention Pond 2
10 SCS Runoff 15.15 2 716 32,724 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 3
11 Reservoir 4.202 2 730 32,717 10 334.30 13,083 Bioretention Pond 3
12 SCS Runoff 6.397 2 716 14,701 ------ ------ ------ Post Dev. DA2 to BioRet. Pond 4
13 Reservoir 4.050 2 720 14,694 12 336.61 3,628 Bioretention Pond 4
14 SCS Runoff 172.72 2 732 752,782 ------ ------ ------ Post Dev. DA2 Bypass
15 Combine 182.11 2 732 830,243 9, 11, 13,
14
------ ------ Post Dev. DA2 Combined
16 Combine 471.59 2 730 2,010,211 7, 15 ------ ------ Post Dev. Overall DA
Hydrograph.gpw Return Period: 100 Year Tuesday, 12 / 17 / 2019
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 1
Ex. DA 1
Hydrograph type = SCS Runoff Peak discharge = 309.86 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 1,173,678 cuft
Drainage area = 56.360 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.34 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(11.050 x 98) + (1.530 x 98) + (9.130 x 98) + (34.650 x 80)] / 56.360
63
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Ex. DA 1
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 2
Ex. DA 2
Hydrograph type = SCS Runoff Peak discharge = 189.07 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 824,043 cuft
Drainage area = 42.670 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.470 x 98) + (5.097 x 98) + (37.100 x 80)] / 42.670
64
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Ex. DA 2
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 3
Pre. Dev. Overall DA
Hydrograph type = Combine Peak discharge = 490.06 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 1,997,720 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 99.030 ac
65
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
560.00 560.00
Q (cfs)
Time (min)
Pre. Dev. Overall DA
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 1 Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 4
Post Dev. DA1 to POND 1
Hydrograph type = SCS Runoff Peak discharge = 41.33 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 93,971 cuft
Drainage area = 4.230 ac Curve number = 93*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.940 x 98) + (1.290 x 80)] / 4.230
66
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post Dev. DA1 to POND 1
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 5
Post Dev. DA1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 286.72 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 1,086,005 cuft
Drainage area = 52.150 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.30 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.380 x 98) + (1.830 x 98) + (8.150 x 98) + (31.790 x 80)] / 52.150
67
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Post Dev. DA1 Bypass
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 6
Bioretention Pond 1
Hydrograph type = Reservoir Peak discharge = 9.579 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 93,964 cuft
Inflow hyd. No. = 4 - Post Dev. DA1 to POND 1 Max. Elevation = 338.96 ft
Reservoir name = Bioretention Pond 1 Max. Storage = 38,892 cuft
Storage Indication method used. Outflow includes exfiltration.
68
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Bioretention Pond 1
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 4 Total storage used = 38,892 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 7
Post Dev. DA1 Combined
Hydrograph type = Combine Peak discharge = 296.12 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 1,179,969 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 52.150 ac
69
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Post Dev. DA1 Combined
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 5 Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 8
Post Dev. DA2 to BioRet. Pond 2
Hydrograph type = SCS Runoff Peak discharge = 13.59 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 30,057 cuft
Drainage area = 1.430 ac Curve number = 90*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.820 x 98) + (0.610 x 80)] / 1.430
70
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 2
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 9
Bioretention Pond 2
Hydrograph type = Reservoir Peak discharge = 3.957 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 30,050 cuft
Inflow hyd. No. = 8 - Post Dev. DA2 to BioRet. Pond 2Max. Elevation = 336.42 ft
Reservoir name = Bioretention Pond 2 Max. Storage = 11,527 cuft
Storage Indication method used. Outflow includes exfiltration.
71
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
Bioretention Pond 2
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 8 Total storage used = 11,527 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 10
Post Dev. DA2 to BioRet. Pond 3
Hydrograph type = SCS Runoff Peak discharge = 15.15 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 32,724 cuft
Drainage area = 1.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.180 x 90) + (0.470 x 80)] / 1.650
72
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 3
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 11
Bioretention Pond 3
Hydrograph type = Reservoir Peak discharge = 4.202 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 32,717 cuft
Inflow hyd. No. = 10 - Post Dev. DA2 to BioRet. Pond 3Max. Elevation = 334.30 ft
Reservoir name = Bioretention Pond 3 Max. Storage = 13,083 cuft
Storage Indication method used. Outflow includes exfiltration.
73
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Bioretention Pond 3
Hyd. No. 11 -- 100 Year
Hyd No. 11 Hyd No. 10 Total storage used = 13,083 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 12
Post Dev. DA2 to BioRet. Pond 4
Hydrograph type = SCS Runoff Peak discharge = 6.397 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 14,701 cuft
Drainage area = 0.650 ac Curve number = 94*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.510 x 98) + (0.140 x 80)] / 0.650
74
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Post Dev. DA2 to BioRet. Pond 4
Hyd. No. 12 -- 100 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 13
Bioretention Pond 4
Hydrograph type = Reservoir Peak discharge = 4.050 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 14,694 cuft
Inflow hyd. No. = 12 - Post Dev. DA2 to BioRet. Pond 4Max. Elevation = 336.61 ft
Reservoir name = Bioretention Pond 4 Max. Storage = 3,628 cuft
Storage Indication method used. Outflow includes exfiltration.
75
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Bioretention Pond 4
Hyd. No. 13 -- 100 Year
Hyd No. 13 Hyd No. 12 Total storage used = 3,628 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 14
Post Dev. DA2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 172.72 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 752,782 cuft
Drainage area = 38.980 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 31.90 min
Total precip. = 7.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.250 x 98) + (4.320 x 98) + (34.410 x 80)] / 38.980
76
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Post Dev. DA2 Bypass
Hyd. No. 14 -- 100 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 15
Post Dev. DA2 Combined
Hydrograph type = Combine Peak discharge = 182.11 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 830,243 cuft
Inflow hyds. = 9, 11, 13, 14 Contrib. drain. area = 38.980 ac
77
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Post Dev. DA2 Combined
Hyd. No. 15 -- 100 Year
Hyd No. 15 Hyd No. 9 Hyd No. 11 Hyd No. 13
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Hyd. No. 16
Post Dev. Overall DA
Hydrograph type = Combine Peak discharge = 471.59 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 2,010,211 cuft
Inflow hyds. = 7, 15 Contrib. drain. area = 0.000 ac
78
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (min)
Post Dev. Overall DA
Hyd. No. 16 -- 100 Year
Hyd No. 16 Hyd No. 7 Hyd No. 15
Hydraflow Rainfall Report 79
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 17 / 2019
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 58.8876 12.3000 0.8802 --------
2 66.3345 12.4000 0.8655 --------
3 0.0000 0.0000 0.0000 --------
5 68.4975 12.5000 0.8273 --------
10 67.3440 12.0000 0.7927 --------
25 63.0526 11.3000 0.7473 --------
50 54.5490 10.0000 0.6931 --------
100 50.8276 9.3000 0.6592 --------
File name: Parmer RTP.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs)5 min1015202530354045505560
1 4.79 3.83 3.21 2.76 2.44 2.18 1.98 1.81 1.67 1.55 1.45 1.36
2 5.60 4.50 3.78 3.27 2.89 2.59 2.35 2.16 1.99 1.85 1.73 1.63
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 6.42 5.21 4.42 3.85 3.42 3.08 2.81 2.59 2.40 2.24 2.10 1.98
10 7.13 5.81 4.94 4.32 3.85 3.48 3.18 2.94 2.73 2.56 2.40 2.27
25 7.83 6.41 5.48 4.81 4.31 3.91 3.59 3.33 3.10 2.91 2.75 2.60
50 8.35 6.84 5.86 5.16 4.64 4.23 3.90 3.62 3.39 3.19 3.02 2.87
100 8.80 7.22 6.21 5.49 4.94 4.52 4.18 3.89 3.65 3.45 3.27 3.11
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: \\ravenrock\projects\50118525\Tech\Storm Water\Parmer RTP.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.88 3.47 0.00 4.46 5.01 5.91 6.63 7.36
SCS 6-Hr 2.05 2.46 0.00 3.15 3.52 4.16 4.69 5.22
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