20150862 Ver 1_Stormwater Report_20151228

Strickland, Bev
From:Montalvo, Sheri A
Sent:Monday, December 28, 2015 1:54 PM
To:Strickland, Bev
Subject:FW: Troutman Charter School 15-0862
Bev,

Can I just drag and drop this email into LF?

From: Johnson, Alan
Sent: Monday, December 28, 2015 11:57 AM
To: Montalvo, Sheri A <[e-mail]>
Subject: FW: Troutman Charter School 15-0862

Print these two files to laserfisch, please. It is their stormwater plan. They should be sending a hard copy as well.

Thanks

From: [e-mail] \[mailto:[e-mail]\]
Sent: Monday, December 28, 2015 11:00 AM
To: Johnson, Alan <[e-mail]>
Subject: RE: Troutman Charter School


2015-11-6 Stormwater Report.pdf (9 MB)

CivilIredell Plans 12.3.15.pdf (29.9 MB)
Download the attachments by clicking here.

Alan – please click the link above to download the report and plans. In this case, the storm water reviewer was
contracted by the Town. Let me know if you have any issues with the download. I’ll send copies to Raleigh and
reference the DWR project number.

Thanks again,

Chris
Chris Tinklenberg, PWS

Kimley-Horn

|
Direct: 704 409 1802 Mobile: [phone]

From: Johnson, Alan \[mailto:[e-mail]\]
Sent: Monday, December 28, 2015 9:46 AM
To: Tinklenberg, Chris <[e-mail]>
Subject: RE: Troutman Charter School

1

One more thing. If the plan hasn’t been submitted, please submit a copy of the plan for our files (to the main
office). Reference DWR 15-0862 and email me a copy of the plan

From: [e-mail] \[mailto:[e-mail]\]
Sent: Friday, December 18, 2015 8:10 AM
To: Johnson, Alan <[e-mail]>
Subject: RE: Troutman Charter School

Good morning Alan – attached is the reviewers certification and according to the engineer, the site does meet the
requirements of GC 3890. Hopefully this should be everything you need but if you have any more questions or need any
additional information please let me know.

Thank you,

Chris
Chris Tinklenberg, PWS

Kimley-Horn

|
Direct: 704 409 1802 Mobile: [phone]

From: Johnson, Alan \[mailto:[e-mail]\]
Sent: Monday, December 14, 2015 3:20 PM
To: Tinklenberg, Chris
Subject: RE: Troutman Charter School

This is the issue. What reason is the site having to have a Storm water plan.

I encourage you to take a look at GC 3890 and the appendix, get it to the engineer and ask if the plan meets the
criteria. Second, ask him if he has attended a class and is certified by the state.

If the site doesn’t meet the state criteria for sw and if he isn’t certified, then the plan needs to be submitted for
approval.

From: [e-mail] \[mailto:[e-mail]\]
Sent: Monday, December 14, 2015 3:15 PM
To: Johnson, Alan <[e-mail]>
Subject: RE: Troutman Charter School

The site is in the Yadkin therefore not in a water supply watershed. Does this change anything?

Chris
Chris Tinklenberg, PWS

Kimley-Horn

|
Direct: 704 409 1802 Mobile: [phone]

From: Johnson, Alan \[mailto:[e-mail]\]
Sent: Monday, December 14, 2015 2:35 PM
To: Tinklenberg, Chris <[e-mail]>
Subject: Troutman Charter School

2

Ok, it appears that Troutman has a Watershed/Watersupply ordinance/program that requires stormwater? Is the
person that wrote up the plan certified by the State?

So

!) Does Troutman have a WS/WS program that requires the site to meet a standard?

2) Does that standard meet the conditions of the 401? For High density?

3) Is the person that design the SW plan, certified by the state?

Thanks
Alan

Alan D Johnson – Senior Environmental Specialist
NC Dept. of Environment & Natural Resources (NCDENR)
Division of Water Resources - Water Quality Regional Operations
610 East Center Ave., Suite 301, Mooresville, NC 28115
Phone: [phone] Fax: [phone]

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulation.

3

Stormwater Impact and Erosion Control Analysis
Iredell Charter Academy
Troutman, North Carolina
KHA Project ID No. 012587004
Prepared for:
Ryan Companies US, Inc.
Submitted: October 8, 2015
Resubmitted: November 6, 2015
Kimley-Horn and Associates, Inc., 2015

STORMWATER IMPACT AND EROSION CONTROL ANALYSIS
IREDELL CHARTER ACADEMY
SE CORNER OF CROSSTIE RD AND CHARLOTTE HWY 115/21
TROUTMAN, NC 28166
PREPARED FOR:
RYAN COMPANIES US, INC.
101 E. KENNEDY BLVD., SUITE 2450
TAMPA, FL 33602
PREPARED BY:
KIMLEY-HORN AND ASSOCIATES, INC.
333 FAYETTEVILLE ST. SUITE 600
RALEIGH, NORTH CAROLINA 27601
NC CERT. OF AUTH: F-0102
SUBMITTED: OCTOBER 8, 2015
RESUBMITTED: NOVEMBER 6, 2015
KHA #012587004

Disclosure Statement:
This document, together with the concepts and designs presented herein, as an instrument of service, is
intended only for the specific purpose and client for which it was prepared. Reuse of and improper
reliance on this document without written authorization and adaptation by Kinley-Horn and Associates,
Inc. shall be without liability to Kimley-Horn and Associates, Inc.

TABLE OF CONTENTS
1111 DI 1111% 1 *12A
Narrative
1179D1013[aV
Appendix A — FEMA Flood Insurance Rate Map
Appendix B — Iredell County Quadrangle Map
Appendix C — Iredell County Soils Map
Appendix D — Flow Evaluation Summary
Pre -Development Drainage Area Map
Post -Development Drainage Area Map
Stormwater Quantity Calculations
Appendix E — Town of Troutman Rainfall Intensities and Depths Charts
Appendix F — Stormwater BMP Calculations
Culvert Sizing Nomagraph and Exhibit
Inlet Drainage Area Map
StormCAD Inlet Report
StormCAD Pipe Report
StormCAD 10 Year HGL Profiles
Appendix G — Skimmer Basin Exhibit
Skimmer Basin Calculations
Rip -Rap Calculations

OVERVIEW
Background
This report contains the approach and results of a stormwater impact analysis conducted for the proposed
Iredell Charter Academy development. The project site is located in Troutman, North Carolina, on the
southeast corner of Crosstie Road and Charlotte Highway. The site area is approximately 16.81 acres
consisting of one parcel made up of either wooded or pasture grass land cover. Refer to Appendix D for
drainage area maps containing Pre- and Post -Development land cover breakdowns.
From the Iredell County Soils Map (Appendix C), a majority of the soils are classified as Chewacla loam
(ChA), Dorian fine sandy loam (DrB), Pacolet sandy clay loam (PcC2), or Pacolet sandy clay loam
(PGE2). The on-site soils were classified as hydrologic group B, C or D soils. Ground cover was assumed
to be in good condition for both the pre- and post -development calculations. The existing site consists of
undeveloped areas shown to be within the Zone X and a portion within Zone AE (FEMA FIRM —
Appendix A). Streams are shown on site per the Iredell County Quadrangle Map and Soil Survey
(Appendices B and C respectively). The project site is not located within a watershed (Per Iredell
County GIS).
Proposed Development
This project proposes construct a 2 -story school building with gym and associated parking and
infrastructure. There will be a new road extended and a connection will be made to Crosstie Lane. The
proposed development will increase the overall impervious coverage in the study area to 5.07 -acres
(30.16% impervious). Due to the increase in impervious area, detention and water quality BMP's are
proposed.
Stormwater Anal
Stormwater management measures shall be designed in accordance with the Town of Troutman
Stormwater Guidelines. In accordance with the stormwater quantity requirements, the facility will limit
the 2 -year and 10 -year developed discharge rates to pre -development peak discharge rates with
emergency overflow capable of handling the 50 -year discharge (Section 6.2.3 Charlotte -Mecklenburg
Stormwater Design Manual). If the flow rates are increased, the post -development flow will be reduced
to the pre -development flow rate via detention devices.
Per Town of Troutman, the proposed development is classified as a high-density project. High-density
projects require removal of the Total Suspended Solids (TSS) from the project site. Per the stormwater
quality requirements, a removal of 85% of TSS for the first inch of rainfall must be obtained for all new
impervious area.
Water Quantity
A single downstream point of analysis (POI -1) encompasses the impacted site area. The undetained flow
rates at the point of analysis was evaluated using the SCS Method. The calculations indicate that the
post -development peak runoff rate will exceed the peak runoff rate for pre -development conditions for
the 2- and 10- year storm events for POI -1, therefore detention is required. The time of concentration for
the POI'S where calculated using the methods prescribed in TR -55. Developed areas were assumed to
have a time of concentration of 5 minutes.
Since detention is required, the project proposes one (1) wet detention pond. Stormwater Quantity
analysis was performed using the SCS Method which was modeled with PondPack Software by Bentley.
The 1-, 2-, 5-, 10-, 25-, 50-, and 100 -year storm events were analyzed using rainfall depths of 2.80, 3.39,

4.27, 4.97, 5.91, 6.67 and 7.45 inches respectively. Using the wet detention BMP, the site will detain the
2- and 10- year storm events to at or below the pre -development peak runoff rate. Refer to Appendix D
for stormwater quantity calculations. Refer to Appendix F for stormwater quantity calculations.
A summary of the results are as follows:
Flow Evaluation Summary
POI -1
Storm Event
Pre -Development
Discharge (cfs)
Post -Development
Discharge (cfs)
1 -Year
9.86
9.10
2 -Year
17.30
15.90
5 -Year
30.05
28.89
10 -Year
41.19
40.40
25 -Year
57.09
63.90
50 -Year
70.53
80.99
100 -Year
84.70
111.58
Water Quatily
Pre and Post development impervious takeoffs were performed to calculate the required removal of Total
Suspended Solids for the 16.81 acre study area. The additional new impervious area associated with the
development requires a removal of 85% TSS.
A wet detention pond is proposed for removal of TSS from the new impervious area. Refer to Appendix
F for wet pond sizing calculations.
Erosion Control
Erosion control measures shall be placed in accordance with Iredell County and NCDENR erosion
control standards and regulations to minimize sediment -laden runoff from the existing site. Silt fence will
be installed prior to construction along both banks of Wetland "Stream A", the northern bank of Kerr
Branch, and along the limits of disturbance along the eastern portion of the site and Charlotte Highway.
A stone construction entrance will be installed along Crosstie Lane prior to the start of construction.
Other measures include inlet protection at proposed storm inlets and three (3) sediment basins. Refer to
Appendix G for skimmer basin and rip rap calculations.
Resiiltc
The proposed stormwater management measures will be sized and designed using methods prescribed by
the Town of Troutman and NCDENR resources. The calculations indicate that the proposed
development will comply with local and state stormwater requirements. A wet pond is required for water
quantity reduction in order to meet the Town of Troutman's quantity requirements, and will be utilized as
a water quality BMP.

APPENDIX A

1440000 FEET 1460000 FEET
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1440000 FEET 1460)00 FEE]'
111�11 1—W
This digital Fhod Insurance Rete Map (FIRM) was praducetl through a unique
cooperative Faanershlp behxeen the State of North Ca�eline antl Federal
Emergency Management Agency (=E1✓iA). The State of North Carothe lina has
implementetl a long term approach to fioodplan management to decrease the
uwis asscGated wi8, hooding. R-,, demonstrated by the Blale's wrnrmirnera
m map flood hazard areas al the local level. As a par of this effort, are Sete of
Norah Camlina has a,h a, a Caooer1 FIR �echnlral State agreement w,[M1
FEMA la pr­_
antl maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
PANEL4740
HTTP:// FR IS. N C.GOV/ FR IS
North Carolina State Plane Pro coon Feet Zone 3200
a
se Flood Elevation (BFE)
-WithoutBase
Zone A, V,
NAVE) 1988 Vertical
With BFE or Depth zone AE, ACFAH, VE, AR
SPECIAL FLOOD
® Regulatory Floodway
HAZARD AREAS
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2,000
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Feet
Areas of Less Than One Square Mile Zone, x
— Future Conditions )%Annual
Meters
Chance Flood Hazard zone x
OTHER AREAS OF
— Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes zone x
OTHER
— Areas Determined to he Outside the
AREAS
0.2%Annual Chance Floodplain zone A
------------ Channel, Culvert, or Storm Sewer
1
— Accredited or ProvisionallyAccredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
I r l r I. r I r r r I i Non -accredited Levee, Dike, or Floodwall
BM5510 North Carolina Geodetic Survey bench mark
1W,1184, 486, I.,
BM55100 National Geodetic Survey bench mark
BM55100 Contractor Est. NCFMPSurvey bench mark
o12 18-2— Cross Sections with 1% Annual Chance
i
Water Surface Elevation (BFE)
�2
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C� - - - - - Coastal Transect
------- Coastal Transect Baseline
a1d961M 169 me
— - — Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction BOundary
F Info tlq-11,111—tallm bl I d'wlthbl FIRMI I tlh
ap p ucts h
list ric fibs FIRM h d pr tl ct tb Natio IFI tl ) energal
pl a IItM1 YEMAlvlaplt 1 Xpang titl//FEMAMAP IB//d351621)-ithe YENTA Map
ce C 1 bile MhttFf f .90 A p yin9 Fb tl ce 1 dy p 1 Lelterof Map
R _ p (LOMB) L t ih1 pA M t(LOMA) -- gp N itti p tltlBtalahha FIRM m y b 'I bl V ll N ah C FI apt M rap g P og b t t htt // cflcod—ptlmaps cc
tatl ih FEMAM pS C t _
C - t xh9 land dl tFIRMp tobta t Fycf ih d,- plas well as
the dune, FIRM Index. Ihese may be cmead d,eptly be, the Map sereea Centerat the numaer 1—d b ­
Fe, community and countywidemap dates refer la the Ft.- Insurance St,dy report kr this juri —i-
To delennine if il—insurance` available In the community, —I I your Insurance agentor call the National
Flood Insurance Program at 1-800-638-6620.
13— map mfcrmatien shown on this FIRM was ph—do d gital format by the Noah Camlina Flaatlplein
MappingProgram(NCFMP). The source of this iniormat—can be ce rhh_d Fr iM metatla-a available I n the
agtal FLOOD tl fab tl Ih Ta—h-1 Spp MData N t b R DN).
ACCREDITED LEVEE NOTES TO USERS
_ If tl6 tl 1 pp iM1 p M r ck R y Ioc^I
,u-lyl br- b L -1.-ll 't'-Id1V1 d-,-- bJl(11 -Y - dlle
'T peace) I d E g 7 A t PI on th My t ) h p tl I dteclior..
To fnlllga M tl kt esltl 1 k prop ay antl Itl t g I or..... ta,,
d M dp EM M p 1 Ip Form h t' flood nsurance 'nterestetl
pert es shpnitl HSllthe FEMA Webs to at Nghlf wf m _gov W nesslnfipintleXSM1im_
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS. tt a Prcv s ovally Accredilea Levee (PAL) nate
e
appears on mia panel, check will ybar Iocel nomm„mty ro obiam mare m�rmar n, anon as me estimates level of
protection p v) ahown a(which may bthe 1-percent-an•,ual-chance level) and Emergency Action Plan mtbe
esym(sshsles provitling pmlecl on. To maintain accretlilatibn, the levee owneror ccmmunity is
required to wbmitthe tlataand tlacume d,th, necessary tocompywith Section, ,,I oft he N=IP regulations.
It the wmmurnty or owner aces not prpNtle the necessary data and tlocumenialpn or if the data antl tlocumenlafipn
ba d a,d,,kinfihe ltv fiastem... t,,teomply m dttionoo"5.1Ure,,i ,yenis FEMAwill revise the footl
M1azartl and risk information for this area to re9ecl tle-accretltatbn oit'ne levee system. Ta mitigate fleod risk in
esidual askareas, property owners and residents are encouragetl to consitlerflood Insurance antl Te prmfng
r other proted'ive measures. For mom informalien an floor. i�sumnce,interested paniesshouldvisit the FEMA
Webatte at hhpJ/ynmvlemagovlbuslnesslniip/hrdex shin,_
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For same coastal hooding— the AE Zane
category has been divided by a Limit of Motlerate Wave Action UEM WA). Tire LiNIWA represents [he approximate
lantlwartl limit of the 1.5foct breaking wave. The=Reefsofwavehazardsbetweenth VEZoneanetheLi—
(or hetween me shoreline antl the LIMINAfpr areas where VE Zones ate nM 1d,ntT,db 111 b, slmllartc, but less
rte rere than diose in the VE cone
Limit of Moderate Wave Action (LIMWA)
COASTAL BARRIER RESOURCES SYSTEM(CBRSI NOTE
Th s map may incluse approximate bountlaries of the CORS for informational purposes only. Flocs
ba, d race is not
ale within CDRS areas lul 9.ruclures 9,alare newly buil) or supshnlially i,r,p,oveJ ger bIl,a on c, aale(s)
FISRtetlon the ma p. For more lnformatier seehhpllwww.fws.govinabihatcons t1-60coastal harder.nhnl, the
FIS Report, or call'he U.S. Fish antl Wlltlll}e Service Customer SeNlce Cuter at 1-fi0o344-WILD.
CBRSArea 0 Otherwise Protected Area
CATAWBA
LINCOLN COUNTY
ROWAN COUNTY
------------
CABARRUS COUNTY
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
"LOOD INSURANCE RATE MAP
Prgecdon:
PANEL4740
eMap
North Carolina State Plane Pro coon Feet Zone 3200
a
Datum: NAD 1983 i Horiznnlal
NAVE) 1988 Vertical
1 inch = 1,000 feet
1:12,000
0 500 1,000
2,000
Feet
Meters
0 150 300
600
PANEL
LOCATOR
1
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YADKIN COUNTY f
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I DAVIECOUNTY
CATAWBA
LINCOLN COUNTY
ROWAN COUNTY
------------
CABARRUS COUNTY
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
"LOOD INSURANCE RATE MAP
1w
I/ COMMUNITY CID PANEL SUFFIX
IIZEOELLCOUNTY 3 0313 4743 .I
TROUTMAN, TOWN OF 370626 4740 J
MAP NUMBER
37104740001
MAP REVISED
3/18/2008
o NORTH CAROLINA
PANEL4740
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cz Panel Contains:
L
1w
I/ COMMUNITY CID PANEL SUFFIX
IIZEOELLCOUNTY 3 0313 4743 .I
TROUTMAN, TOWN OF 370626 4740 J
MAP NUMBER
37104740001
MAP REVISED
3/18/2008

APPENDIX B

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SHEPHERDS,
--SHEPHERDS. NC
2013
DEPARTMENT' OF THE UYIERIOR
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SHEPHERDS QUADRANGLE
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U. S. GEOLOGICALSURVEY
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SHEPHERDS,
--SHEPHERDS. NC
2013

APPENDIX C

io
m
513440
35° 39' 57' N
M
O
n
M
O
M
�gN
35° 39'4,V'N d'+
M
513440 513500 513560 513620 513680 513740
3
io
Map Scale: 1:2,610 if printed on A landscape (11" x 8.5") sheet.
Meters
N
0 35 70 140 210
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group—Iredell County, North Carolina
513500 513560 513620 513680 513740 513800
513860 513920
a
0
Om
513980
35° 39'57'N
M
513800 513860 513920
O
M
N
35° 39'44" N
M
513980
3
v
0
m
7/29/2015
Page 1 of 4

Hydrologic Soil Group—Iredell County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
0 C
0 C/D
0 D
0 Not rated or not available
Soil Rating Lines
pff0 A
A/D
B
rwr B/D
C
rwr C/D
ry D
r e Not rated or not available
Soil Rating Points
0 A
E3 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at 1:12,000.
p C/D
Warning: Soil Map may not be valid at this scale.
13 D
Enlargement of maps beyond the scale of mapping can cause
p Not rated or not available
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
Water Features
soils that could have been shown at a more detailed scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
t++ Rails
measurements.
n-rr Interstate Highways
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
US Routes
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
Aerial Photography
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: Iredell County, North Carolina
Survey Area Data: Version 20, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Mar 2,
2011
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.
USDA Natural Resources Web Soil Survey 7/29/2015
Iiiiiii Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Iredell County, North Carolina (NC097)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2
B/D
8.9
52.6%
percent slopes,
frequently flooded
DrB
Dorian fine sandy loam, 0
C
1.0
6.1%
to 6 percent slopes,
rarely flooded
3.8
PcC2
Pacolet sandy clay loam,
B
22.4%
6 to 10 percent slopes,
moderately eroded
PcE2
Pacolet sandy clay loam,
B
3.2
18.9%
15 to 25 percent
slopes, moderately
eroded
Totals for Area of Interest
17.0
100.0%
USDA Natural Resources Web Soil Survey 7/29/2015
r Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 7/29/2015
r Conservation Service National Cooperative Soil Survey Page 4 of 4

APPENDIX D

Flow Evaluation Summary
P01-1
Storm Event
Pre -Development
Discharge (cfs)
Post -Development
Discharge (cfs)
1 -Year
9.86
9.10
2 -Year
17.30
15.90
5 -Year
30.05
28.89
10 -Year
41.19
40.40
25 -Year
57.09
63.90
50 -Year
70.53
80.99
100 -Year
84.70
111.58

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U-MEK-,6
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Table of Contents
1
4
6
8
10
12
14
16
18
20
22
24
26
29
31
33
35
36
37
Master Network Summary
Troutman, NC
100 -YEAR
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
POST DA -1
1 -YEAR
Time of Concentration
Calculations
POST DA -2
1 -YEAR
Time of Concentration
Calculations
POST DA -3
1 -YEAR
Time of Concentration
Calculations
PRE DA -1
1 -YEAR
Time of Concentration
Calculations
PRE DA -2
1 -YEAR
Time of Concentration
Calculations
PRE DA -3
1 -YEAR
Time of Concentration
Calculations
PRE DA -4
1 -YEAR
Time of Concentration
Calculations
PRE DA -5
1 -YEAR
Time of Concentration
Calculations
POST DA -1
1 -YEAR
Runoff CN -Area
POST DA -2
1 -YEAR
Runoff CN -Area
POST DA -3
1 -YEAR
Runoff CN -Area
PRE DA -1
1 -YEAR
1
4
6
8
10
12
14
16
18
20
22
24
26
29
31
33
35
36
37

Table of Contents
Runoff CN -Area
38
PRE DA -2
1 -YEAR
Runoff CN -Area
39
PRE DA -3
1 -YEAR
Runoff CN -Area
40
PRE DA -4
1 -YEAR
Runoff CN -Area
41
PRE DA -5
1 -YEAR
Runoff CN -Area
42
Unit Hydrograph
43
Equations
WET POND
1 -YEAR
Elevation -Area Volume
45
Curve
Volume Equations
46
OUTLET
Outlet Input Data
47

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac -ft)
PRE DA -1
1 -YEAR
1
0.086
12.000
1.32
PRE DA -1
2 -YEAR
2
0.135
12.000
2.20
PRE DA -1
5 -YEAR
5
0.220
12.000
3.68
PRE DA -1
10 -YEAR
10
0.294
11.950
4.96
PRE DA -1
25 -YEAR
25
0.402
11.950
6.87
PRE DA -1
50 -YEAR
50
0.494
11.950
8.49
PRE DA -1
100 -YEAR
100
0.591
11.950
10.19
PRE DA -2
1 -YEAR
1
0.197
12.000
3.01
PRE DA -2
2 -YEAR
2
0.303
12.000
4.86
PRE DA -2
5 -YEAR
5
0.481
12.000
7.94
PRE DA -2
10 -YEAR
10
0.637
12.000
10.58
PRE DA -2
25 -YEAR
25
0.860
12.000
14.31
PRE DA -2
50 -YEAR
50
1.049
12.000
17.41
PRE DA -2
100 -YEAR
100
1.250
12.000
20.66
PRE DA -3
1 -YEAR
1
0.305
12.050
4.40
PRE DA -3
2 -YEAR
2
0.480
12.000
7.44
PRE DA -3
5 -YEAR
5
0.781
12.000
12.64
PRE DA -3
10 -YEAR
10
1.046
12.000
17.15
PRE DA -3
25 -YEAR
25
1.428
12.000
23.56
PRE DA -3
50 -YEAR
50
1.754
12.000
28.96
PRE DA -3
100 -YEAR
100
2.101
12.000
34.63
PRE DA -4
1 -YEAR
1
0.074
12.050
0.84
PRE DA -4
2 -YEAR
2
0.133
12.000
1.81
PRE DA -4
5 -YEAR
5
0.242
12.000
3.79
PRE DA -4
10 -YEAR
10
0.342
12.000
5.58
PRE DA -4
25 -YEAR
25
0.493
12.000
8.22
PRE DA -4
50 -YEAR
50
0.625
12.000
10.49
PRE DA -4
100 -YEAR
100
0.769
12.000
12.93
PRE DA -5
1 -YEAR
1
0.038
12.050
0.44
PRE DA -5
2 -YEAR
2
0.068
12.000
0.99
PRE DA -5
5 -YEAR
5
0.124
12.000
2.00
PRE DA -5
10 -YEAR
10
0.175
11.950
2.91
PRE DA -5
25 -YEAR
25
0.252
11.950
4.36
PRE DA -5
50 -YEAR
50
0.320
11.950
5.62
PRE DA -5
100 -YEAR
100
0.393
11.950
6.97
POST DA -1
1 -YEAR
1
0.934
11.900
16.94
POST DA -1
2 -YEAR
2
1.216
11.900
21.93
POST DA -1
5 -YEAR
5
1.647
11.900
29.39
POST DA -1
10 -YEAR
10
1.996
11.900
35.31
POST DA -1
25 -YEAR
25
2.468
11.900
43.22
POST DA -1
50 -YEAR
50
2.853
11.900
49.58
POST DA -1
100 -YEAR
100
3.250
11.900
56.08
POST DA -2
1 -YEAR
1
0.495
12.000
7.56
POST DA -2
2 -YEAR
2
0.824
12.000
13.46
POST DA -2
5 -YEAR
5
1.410
11.950
24.61
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Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
PRE POI -1
2 -YEAR
Event
Volume
(hours)
(ft3/s)
PRE POI -1
5 -YEAR
(years)
(ac -ft)
12.000
30.05
POST DA -2
10 -YEAR
10
1.938
11.950
34.58
POST DA -2
25 -YEAR
25
2.712
11.950
48.96
POST DA -2
50 -YEAR
50
3.381
11.950
61.21
POST DA -2
100 -YEAR
100
4.099
11.950
74.19
POST DA -3
1 -YEAR
1
0.094
11.950
1.55
POST DA -3
2 -YEAR
2
0.146
11.950
2.54
POST DA -3
5 -YEAR
5
0.234
11.950
4.20
POST DA -3
10 -YEAR
10
0.312
11.950
5.64
POST DA -3
25 -YEAR
25
0.423
11.950
7.66
POST DA -3
50 -YEAR
50
0.518
11.950
9.35
POST DA -3
100 -YEAR
100
0.619
11.900
11.21
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac -ft)
PRE POI -1
1 -YEAR
1
0.700
12.000
9.86
PRE POI -1
2 -YEAR
2
1.118
12.000
17.30
PRE POI -1
5 -YEAR
5
1.847
12.000
30.05
PRE POI -1
10 -YEAR
10
2.495
12.000
41.19
PRE POI -1
25 -YEAR
25
3.436
12.000
57.09
PRE POI -1
50 -YEAR
50
4.242
12.000
70.53
PRE POI -1
100 -YEAR
100
5.104
12.000
84.70
POST POI -1
1 -YEAR
1
0.673
12.000
9.10
POST POI -1
2 -YEAR
2
1.230
12.000
15.90
POST POI -1
5 -YEAR
5
2.334
11.950
28.89
POST POI -1
10 -YEAR
10
3.287
12.000
40.40
POST POI -1
25 -YEAR
25
4.644
11.950
63.90
POST POI -1
50 -YEAR
50
5.792
12.000
80.99
POST POI -1
100 -YEAR
1 1001
7.006
1 12.0001
111.58
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac -ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(N/A)
(ft)
WET POND
1 -YEAR
1
0.934
11.900
16.94
(N/A)
(N/A)
(IN)
WET POND
1 -YEAR
1
0.084
24.000
0.11
822.62
0.849
(OUT)
WET POND
2 -YEAR
2
1.216
11.900
21.93
(N/A)
(N/A)
(IN)
Bentley Systems, Inc. Haestad Methods Solution
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Bentley Pond Pack V81
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Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(hours)
(ft3/s)
Water
Pond Storage
(years)
(ac -ft)
Surface
(ac -ft)
Elevation
(ft)
WET POND
2 -YEAR
2
0.261
15.750
0.49
823.03
0.961
(OUT)
WET POND
5 -YEAR
5
1.647
11.900
29.39
(N/A)
(N/A)
(IN)
WET POND
5 -YEAR
5
0.690
12.450
2.81
823.20
1.009
(OUT)
WET POND
10 -YEAR
10
1.996
11.900
35.31
(N/A)
(N/A)
(IN)
WET POND
10 -YEAR
10
1.038
12.150
7.40
823.58
1.120
(OUT)
WET POND
25 -YEAR
25
2.468
11.900
43.22
(N/A)
(N/A)
(IN)
WET POND
25 -YEAR
25
1.509
12.100
11.52
824.32
1.342
(OUT)
WET POND
50 -YEAR
50
2.853
11.900
49.58
(N/A)
(N/A)
(IN)
WET POND
50 -YEAR
50
1.892
12.050
25.24
824.68
1.453
(OUT)
WET POND
100 -YEAR
100
3.250
11.900
56.08
(N/A)
(N/A)
(IN)
WET POND
100 -YEAR
100
2.288
12.050
36.31
824.89
1.522
(OUT)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 3 of 53
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 100 -YEAR
0.0
Label
100 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
100 years
Return Event: 100 years
Storm Event: 100 -YEAR
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.1
0.1
0.1
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.2
2.000
0.2
0.2
0.2
0.2
0.2
2.500
0.2
0.2
0.2
0.2
0.2
3.000
0.3
0.3
0.3
0.3
0.3
3.500
0.3
0.3
0.3
0.3
0.3
4.000
0.4
0.4
0.4
0.4
0.4
4.500
0.4
0.4
0.4
0.4
0.5
5.000
0.5
0.5
0.5
0.5
0.5
5.500
0.5
0.5
0.6
0.6
0.6
6.000
0.6
0.6
0.6
0.6
0.7
6.500
0.7
0.7
0.7
0.7
0.7
7.000
0.7
0.8
0.8
0.8
0.8
7.500
0.8
0.8
0.8
0.9
0.9
8.000
0.9
0.9
0.9
0.9
1.0
8.500
1.0
1.0
1.0
1.0
1.1
9.000
1.1
1.1
1.1
1.2
1.2
9.500
1.2
1.2
1.3
1.3
1.3
10.000
1.3
1.4
1.4
1.4
1.5
10.500
1.5
1.6
1.6
1.6
1.7
11.000
1.8
1.8
1.9
1.9
2.0
11.500
2.1
2.3
2.6
3.2
4.2
12.000
4.9
5.1
5.2
5.3
5.4
12.500
5.5
5.5
5.6
5.7
5.7
13.000
5.8
5.8
5.8
5.9
5.9
13.500
6.0
6.0
6.0
6.1
6.1
14.000
6.1
6.1
6.2
6.2
6.2
14.500
6.2
6.3
6.3
6.3
6.3
15.000
6.4
6.4
6.4
6.4
6.4
15.500
6.5
6.5
6.5
6.5
6.5
16.000
6.6
6.6
6.6
6.6
6.6
16.500
6.6
6.7
6.7
6.7
6.7
17.000
6.7
6.7
6.7
6.8
6.8
17.500
6.8
6.8
6.8
6.8
6.8
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 4 of 53
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 100 years
Storm Event: 100 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
6.9
6.9
6.9
6.9
6.9
18.500
6.9
6.9
7.0
7.0
7.0
19.000
7.0
7.0
7.0
7.0
7.0
19.500
7.0
7.1
7.1
7.1
7.1
20.000
7.1
7.1
7.1
7.1
7.1
20.500
7.1
7.1
7.2
7.2
7.2
21.000
7.2
7.2
7.2
7.2
7.2
21.500
7.2
7.2
7.3
7.3
7.3
22.000
7.3
7.3
7.3
7.3
7.3
22.500
7.3
7.3
7.3
7.3
7.4
23.000
7.4
7.4
7.4
7.4
7.4
23.500
7.4
7.4
7.4
7.4
7.4
24.000
7.5
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 5 of 53
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 10 -YEAR
0.0
Label
10 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 10 years
Storm Event: 10 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.2
0.2
0.2
3.000
0.2
0.2
0.2
0.2
0.2
3.500
0.2
0.2
0.2
0.2
0.2
4.000
0.2
0.2
0.3
0.3
0.3
4.500
0.3
0.3
0.3
0.3
0.3
5.000
0.3
0.3
0.3
0.3
0.3
5.500
0.4
0.4
0.4
0.4
0.4
6.000
0.4
0.4
0.4
0.4
0.4
6.500
0.4
0.5
0.5
0.5
0.5
7.000
0.5
0.5
0.5
0.5
0.5
7.500
0.5
0.6
0.6
0.6
0.6
8.000
0.6
0.6
0.6
0.6
0.6
8.500
0.7
0.7
0.7
0.7
0.7
9.000
0.7
0.7
0.8
0.8
0.8
9.500
0.8
0.8
0.8
0.9
0.9
10.000
0.9
0.9
0.9
1.0
1.0
10.500
1.0
1.0
1.1
1.1
1.1
11.000
1.2
1.2
1.2
1.3
1.3
11.500
1.4
1.5
1.8
2.1
2.8
12.000
3.3
3.4
3.5
3.5
3.6
12.500
3.7
3.7
3.7
3.8
3.8
13.000
3.8
3.9
3.9
3.9
3.9
13.500
4.0
4.0
4.0
4.0
4.1
14.000
4.1
4.1
4.1
4.1
4.1
14.500
4.2
4.2
4.2
4.2
4.2
15.000
4.2
4.3
4.3
4.3
4.3
15.500
4.3
4.3
4.3
4.4
4.4
16.000
4.4
4.4
4.4
4.4
4.4
16.500
4.4
4.4
4.5
4.5
4.5
17.000
4.5
4.5
4.5
4.5
4.5
17.500
4.5
4.5
4.5
4.6
4.6
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 6 of 53
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 10 years
Storm Event: 10 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
4.6
4.6
4.6
4.6
4.6
18.500
4.6
4.6
4.6
4.6
4.7
19.000
4.7
4.7
4.7
4.7
4.7
19.500
4.7
4.7
4.7
4.7
4.7
20.000
4.7
4.7
4.7
4.8
4.8
20.500
4.8
4.8
4.8
4.8
4.8
21.000
4.8
4.8
4.8
4.8
4.8
21.500
4.8
4.8
4.8
4.8
4.8
22.000
4.9
4.9
4.9
4.9
4.9
22.500
4.9
4.9
4.9
4.9
4.9
23.000
4.9
4.9
4.9
4.9
4.9
23.500
4.9
4.9
5.0
5.0
5.0
24.000
5.0
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 7 of 53
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 1 -YEAR
0.0
Label
1 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 1 years
Storm Event: 1 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.0
0.0
0.0
0.0
0.0
1.500
0.0
0.0
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.1
0.1
0.1
3.000
0.1
0.1
0.1
0.1
0.1
3.500
0.1
0.1
0.1
0.1
0.1
4.000
0.1
0.1
0.1
0.1
0.2
4.500
0.2
0.2
0.2
0.2
0.2
5.000
0.2
0.2
0.2
0.2
0.2
5.500
0.2
0.2
0.2
0.2
0.2
6.000
0.2
0.2
0.2
0.2
0.2
6.500
0.2
0.3
0.3
0.3
0.3
7.000
0.3
0.3
0.3
0.3
0.3
7.500
0.3
0.3
0.3
0.3
0.3
8.000
0.3
0.3
0.3
0.4
0.4
8.500
0.4
0.4
0.4
0.4
0.4
9.000
0.4
0.4
0.4
0.4
0.4
9.500
0.5
0.5
0.5
0.5
0.5
10.000
0.5
0.5
0.5
0.5
0.6
10.500
0.6
0.6
0.6
0.6
0.6
11.000
0.7
0.7
0.7
0.7
0.8
11.500
0.8
0.9
1.0
1.2
1.6
12.000
1.9
1.9
2.0
2.0
2.0
12.500
2.1
2.1
2.1
2.1
2.1
13.000
2.2
2.2
2.2
2.2
2.2
13.500
2.2
2.3
2.3
2.3
2.3
14.000
2.3
2.3
2.3
2.3
2.3
14.500
2.3
2.4
2.4
2.4
2.4
15.000
2.4
2.4
2.4
2.4
2.4
15.500
2.4
2.4
2.4
2.5
2.5
16.000
2.5
2.5
2.5
2.5
2.5
16.500
2.5
2.5
2.5
2.5
2.5
17.000
2.5
2.5
2.5
2.5
2.5
17.500
2.6
2.6
2.6
2.6
2.6
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 8 of 53
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 1 years
Storm Event: 1 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
2.6
2.6
2.6
2.6
2.6
18.500
2.6
2.6
2.6
2.6
2.6
19.000
2.6
2.6
2.6
2.6
2.6
19.500
2.6
2.7
2.7
2.7
2.7
20.000
2.7
2.7
2.7
2.7
2.7
20.500
2.7
2.7
2.7
2.7
2.7
21.000
2.7
2.7
2.7
2.7
2.7
21.500
2.7
2.7
2.7
2.7
2.7
22.000
2.7
2.7
2.7
2.7
2.7
22.500
2.8
2.8
2.8
2.8
2.8
23.000
2.8
2.8
2.8
2.8
2.8
23.500
2.8
2.8
2.8
2.8
2.8
24.000
2.8
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 9 of 53
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 25 -YEAR
0.0
Label
25 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
25 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 25 years
Storm Event: 25 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.1
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.2
0.2
2.500
0.2
0.2
0.2
0.2
0.2
3.000
0.2
0.2
0.2
0.2
0.2
3.500
0.2
0.3
0.3
0.3
0.3
4.000
0.3
0.3
0.3
0.3
0.3
4.500
0.3
0.3
0.3
0.4
0.4
5.000
0.4
0.4
0.4
0.4
0.4
5.500
0.4
0.4
0.4
0.5
0.5
6.000
0.5
0.5
0.5
0.5
0.5
6.500
0.5
0.5
0.6
0.6
0.6
7.000
0.6
0.6
0.6
0.6
0.6
7.500
0.6
0.7
0.7
0.7
0.7
8.000
0.7
0.7
0.7
0.8
0.8
8.500
0.8
0.8
0.8
0.8
0.9
9.000
0.9
0.9
0.9
0.9
0.9
9.500
1.0
1.0
1.0
1.0
1.0
10.000
1.1
1.1
1.1
1.1
1.2
10.500
1.2
1.2
1.3
1.3
1.3
11.000
1.4
1.4
1.5
1.5
1.6
11.500
1.7
1.8
2.1
2.5
3.4
12.000
3.9
4.0
4.1
4.2
4.3
12.500
4.3
4.4
4.4
4.5
4.5
13.000
4.6
4.6
4.6
4.7
4.7
13.500
4.7
4.7
4.8
4.8
4.8
14.000
4.8
4.9
4.9
4.9
4.9
14.500
5.0
5.0
5.0
5.0
5.0
15.000
5.0
5.1
5.1
5.1
5.1
15.500
5.1
5.1
5.2
5.2
5.2
16.000
5.2
5.2
5.2
5.2
5.3
16.500
5.3
5.3
5.3
5.3
5.3
17.000
5.3
5.3
5.4
5.4
5.4
17.500
5.4
5.4
5.4
5.4
5.4
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 10 of 53
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 25 years
Storm Event: 25 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
5.4
5.5
5.5
5.5
5.5
18.500
5.5
5.5
5.5
5.5
5.5
19.000
5.5
5.6
5.6
5.6
5.6
19.500
5.6
5.6
5.6
5.6
5.6
20.000
5.6
5.6
5.6
5.6
5.7
20.500
5.7
5.7
5.7
5.7
5.7
21.000
5.7
5.7
5.7
5.7
5.7
21.500
5.7
5.7
5.8
5.8
5.8
22.000
5.8
5.8
5.8
5.8
5.8
22.500
5.8
5.8
5.8
5.8
5.8
23.000
5.8
5.9
5.9
5.9
5.9
23.500
5.9
5.9
5.9
5.9
5.9
24.000
5.9
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
T RO UT MAN_2015-10-01. ppc Center [08.11.01.51]
11/5/2015 27 Siemon Company Drive Suite 200 W Page 11 of 53
Watertown. CT 06795 USA [phone]

Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 2 -YEAR
0.0
Label
2 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
2 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 2 years
Storm Event: 2 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.0
0.0
0.0
0.0
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.1
0.1
0.1
3.000
0.1
0.1
0.1
0.1
0.1
3.500
0.1
0.1
0.1
0.2
0.2
4.000
0.2
0.2
0.2
0.2
0.2
4.500
0.2
0.2
0.2
0.2
0.2
5.000
0.2
0.2
0.2
0.2
0.2
5.500
0.2
0.2
0.3
0.3
0.3
6.000
0.3
0.3
0.3
0.3
0.3
6.500
0.3
0.3
0.3
0.3
0.3
7.000
0.3
0.3
0.3
0.4
0.4
7.500
0.4
0.4
0.4
0.4
0.4
8.000
0.4
0.4
0.4
0.4
0.4
8.500
0.4
0.5
0.5
0.5
0.5
9.000
0.5
0.5
0.5
0.5
0.5
9.500
0.6
0.6
0.6
0.6
0.6
10.000
0.6
0.6
0.6
0.7
0.7
10.500
0.7
0.7
0.7
0.8
0.8
11.000
0.8
0.8
0.9
0.9
0.9
11.500
1.0
1.0
1.2
1.5
1.9
12.000
2.2
2.3
2.4
2.4
2.5
12.500
2.5
2.5
2.5
2.6
2.6
13.000
2.6
2.6
2.7
2.7
2.7
13.500
2.7
2.7
2.7
2.8
2.8
14.000
2.8
2.8
2.8
2.8
2.8
14.500
2.8
2.9
2.9
2.9
2.9
15.000
2.9
2.9
2.9
2.9
2.9
15.500
2.9
3.0
3.0
3.0
3.0
16.000
3.0
3.0
3.0
3.0
3.0
16.500
3.0
3.0
3.0
3.0
3.0
17.000
3.1
3.1
3.1
3.1
3.1
17.500
3.1
3.1
3.1
3.1
3.1
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 2 years
Storm Event: 2 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
3.1
3.1
3.1
3.1
3.1
18.500
3.2
3.2
3.2
3.2
3.2
19.000
3.2
3.2
3.2
3.2
3.2
19.500
3.2
3.2
3.2
3.2
3.2
20.000
3.2
3.2
3.2
3.2
3.2
20.500
3.2
3.3
3.3
3.3
3.3
21.000
3.3
3.3
3.3
3.3
3.3
21.500
3.3
3.3
3.3
3.3
3.3
22.000
3.3
3.3
3.3
3.3
3.3
22.500
3.3
3.3
3.3
3.3
3.3
23.000
3.4
3.4
3.4
3.4
3.4
23.500
3.4
3.4
3.4
3.4
3.4
24.000
3.4
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 50 -YEAR
0.0
Label
50 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
50 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 50 years
Storm Event: 50 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.1
0.1
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.2
0.2
0.2
0.2
2.500
0.2
0.2
0.2
0.2
0.2
3.000
0.2
0.2
0.2
0.3
0.3
3.500
0.3
0.3
0.3
0.3
0.3
4.000
0.3
0.3
0.3
0.3
0.4
4.500
0.4
0.4
0.4
0.4
0.4
5.000
0.4
0.4
0.4
0.5
0.5
5.500
0.5
0.5
0.5
0.5
0.5
6.000
0.5
0.5
0.6
0.6
0.6
6.500
0.6
0.6
0.6
0.6
0.6
7.000
0.7
0.7
0.7
0.7
0.7
7.500
0.7
0.7
0.8
0.8
0.8
8.000
0.8
0.8
0.8
0.8
0.9
8.500
0.9
0.9
0.9
0.9
1.0
9.000
1.0
1.0
1.0
1.0
1.1
9.500
1.1
1.1
1.1
1.2
1.2
10.000
1.2
1.2
1.3
1.3
1.3
10.500
1.4
1.4
1.4
1.5
1.5
11.000
1.6
1.6
1.7
1.7
1.8
11.500
1.9
2.0
2.4
2.9
3.8
12.000
4.4
4.5
4.7
4.8
4.8
12.500
4.9
5.0
5.0
5.1
5.1
13.000
5.1
5.2
5.2
5.3
5.3
13.500
5.3
5.4
5.4
5.4
5.4
14.000
5.5
5.5
5.5
5.5
5.6
14.500
5.6
5.6
5.6
5.7
5.7
15.000
5.7
5.7
5.7
5.8
5.8
15.500
5.8
5.8
5.8
5.8
5.9
16.000
5.9
5.9
5.9
5.9
5.9
16.500
5.9
6.0
6.0
6.0
6.0
17.000
6.0
6.0
6.0
6.1
6.1
17.500
6.1
6.1
6.1
6.1
6.1
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 50 years
Storm Event: 50 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
6.1
6.2
6.2
6.2
6.2
18.500
6.2
6.2
6.2
6.2
6.2
19.000
6.3
6.3
6.3
6.3
6.3
19.500
6.3
6.3
6.3
6.3
6.3
20.000
6.3
6.4
6.4
6.4
6.4
20.500
6.4
6.4
6.4
6.4
6.4
21.000
6.4
6.4
6.5
6.5
6.5
21.500
6.5
6.5
6.5
6.5
6.5
22.000
6.5
6.5
6.5
6.5
6.5
22.500
6.6
6.6
6.6
6.6
6.6
23.000
6.6
6.6
6.6
6.6
6.6
23.500
6.6
6.6
6.6
6.7
6.7
24.000
6.7
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Time -Depth Curve
Label: Troutman, NC
Time -Depth Curve: 5 -YEAR
0.0
Label
5 -YEAR
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
5 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 5 years
Storm Event: 5 -YEAR
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.0
0.0
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.1
0.1
0.1
3.000
0.1
0.2
0.2
0.2
0.2
3.500
0.2
0.2
0.2
0.2
0.2
4.000
0.2
0.2
0.2
0.2
0.2
4.500
0.2
0.2
0.2
0.3
0.3
5.000
0.3
0.3
0.3
0.3
0.3
5.500
0.3
0.3
0.3
0.3
0.3
6.000
0.3
0.3
0.4
0.4
0.4
6.500
0.4
0.4
0.4
0.4
0.4
7.000
0.4
0.4
0.4
0.4
0.5
7.500
0.5
0.5
0.5
0.5
0.5
8.000
0.5
0.5
0.5
0.5
0.6
8.500
0.6
0.6
0.6
0.6
0.6
9.000
0.6
0.6
0.7
0.7
0.7
9.500
0.7
0.7
0.7
0.7
0.8
10.000
0.8
0.8
0.8
0.8
0.8
10.500
0.9
0.9
0.9
0.9
1.0
11.000
1.0
1.0
1.1
1.1
1.2
11.500
1.2
1.3
1.5
1.8
2.4
12.000
2.8
2.9
3.0
3.0
3.1
12.500
3.1
3.2
3.2
3.2
3.3
13.000
3.3
3.3
3.3
3.4
3.4
13.500
3.4
3.4
3.5
3.5
3.5
14.000
3.5
3.5
3.5
3.5
3.6
14.500
3.6
3.6
3.6
3.6
3.6
15.000
3.6
3.7
3.7
3.7
3.7
15.500
3.7
3.7
3.7
3.7
3.7
16.000
3.8
3.8
3.8
3.8
3.8
16.500
3.8
3.8
3.8
3.8
3.8
17.000
3.9
3.9
3.9
3.9
3.9
17.500
3.9
3.9
3.9
3.9
3.9
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time -Depth Curve
Label: Troutman, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 5 years
Storm Event: 5 -YEAR
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
3.9
3.9
3.9
4.0
4.0
18.500
4.0
4.0
4.0
4.0
4.0
19.000
4.0
4.0
4.0
4.0
4.0
19.500
4.0
4.0
4.0
4.1
4.1
20.000
4.1
4.1
4.1
4.1
4.1
20.500
4.1
4.1
4.1
4.1
4.1
21.000
4.1
4.1
4.1
4.1
4.1
21.500
4.1
4.2
4.2
4.2
4.2
22.000
4.2
4.2
4.2
4.2
4.2
22.500
4.2
4.2
4.2
4.2
4.2
23.000
4.2
4.2
4.2
4.2
4.2
23.500
4.2
4.3
4.3
4.3
4.3
24.000
4.3
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Time of Concentration Calculations
Label: POST DA -1
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentration 0.083 hours
Time of Concentration (Composite)
Time of Concentration 0.083 hours
(Composite)
Bentley Systems, Inc. Haestad Methods Solution
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Return Event: 1 years
Storm Event: 1 -YEAR
Bentley Pond Pack V81
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Page 18 of 53

Subsection: Time of Concentration Calculations
Label: POST DA -1
==== User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
Return Event: 1 years
Storm Event: 1 -YEAR
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Subsection: Time of Concentration Calculations
Label: POST DA -2
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentration 0.083 hours
Time of Concentration (Composite)
Time of Concentration 0.083 hours
(Composite)
Bentley Systems, Inc. Haestad Methods Solution
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Return Event: 1 years
Storm Event: 1 -YEAR
Bentley Pond Pack V81
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Page 20 of 53

Subsection: Time of Concentration Calculations
Label: POST DA -2
==== User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
Return Event: 1 years
Storm Event: 1 -YEAR
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time of Concentration Calculations
Label: POST DA -3
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentration 0.083 hours
Time of Concentration (Composite)
Time of Concentration 0.083 hours
(Composite)
Bentley Systems, Inc. Haestad Methods Solution
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Return Event: 1 years
Storm Event: 1 -YEAR
Bentley Pond Pack V81
[08.11.01.51]
Page 22 of 53

Subsection: Time of Concentration Calculations
Label: POST DA -3
==== User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
Return Event: 1 years
Storm Event: 1 -YEAR
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -1 Storm Event: 1 -YEAR
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
(N/A)
Slope
0.050 ft/ft
2 Year 24 Hour Depth
3.4 in
Average Velocity
0.25 ft/s
Segment Time of
0.110 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
68.00 ft
Is Paved?
False
Slope
0.040 ft/ft
Average Velocity
3.23 ft/s
Segment Time of
0.006 hours
Concentration
Segment #3: TR -55 Shallow Concentrated Flow
Hydraulic Length
92.00 ft
Is Paved?
False
Slope
0.010 ft/ft
Average Velocity
1.61 ft/s
Segment Time of
0.016 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.132 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -1 Storm Event: 1 -YEAR
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -2 Storm Event: 1 -YEAR
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
(N/A)
Slope
0.100 ft/ft
2 Year 24 Hour Depth
3.4 in
Average Velocity
0.33 ft/s
Segment Time of
0.083 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
239.00 ft
Is Paved?
False
Slope
0.080 ft/ft
Average Velocity
4.56 ft/s
Segment Time of
0.015 hours
Concentration
Segment #3: TR -55 Shallow Concentrated Flow
Hydraulic Length
162.00 ft
Is Paved?
False
Slope
0.040 ft/ft
Average Velocity
3.23 ft/s
Segment Time of
0.014 hours
Concentration
Segment #4: TR -55 Shallow Concentrated Flow
Hydraulic Length
174.00 ft
Is Paved?
False
Slope
0.006 ft/ft
Average Velocity
1.25 ft/s
Segment Time of
0.039 hours
Concentration
Segment #5: TR -55 Shallow Concentrated Flow
Hydraulic Length
61.00 ft
Is Paved?
False
Slope
0.070 ft/ft
Average Velocity
4.27 ft/s
Segment Time of
0.004 hours
Concentration
Time of Concentration (Composite)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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Subsection: Time of Concentration Calculations
Label: PRE DA -2
Time of Concentration (Composite)
Time of Concentration 0.154 hours
(Composite)
Bentley Systems, Inc. Haestad Methods Solution
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Return Event: 1 years
Storm Event: 1 -YEAR
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Page 27 of 53

Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -2 Storm Event: 1 -YEAR
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V81
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -3 Storm Event: 1 -YEAR
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
(N/A)
Slope
0.090 ft/ft
2 Year 24 Hour Depth
3.4 in
Average Velocity
0.32 ft/s
Segment Time of
0.087 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
255.00 ft
Is Paved?
False
Slope
0.160 ft/ft
Average Velocity
6.45 ft/s
Segment Time of
0.011 hours
Concentration
Segment #3: TR -55 Shallow Concentrated Flow
Hydraulic Length
372.00 ft
Is Paved?
False
Slope
0.010 ft/ft
Average Velocity
1.61 ft/s
Segment Time of
0.064 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.162 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -3 Storm Event: 1 -YEAR
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -4 Storm Event: 1 -YEAR
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
(N/A)
Slope
0.110 ft/ft
2 Year 24 Hour Depth
3.4 in
Average Velocity
0.35 ft/s
Segment Time of
0.080 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
464.00 ft
Is Paved?
False
Slope
0.090 ft/ft
Average Velocity
4.84 ft/s
Segment Time of
0.027 hours
Concentration
Segment #3: TR -55 Shallow Concentrated Flow
Hydraulic Length
137.00 ft
Is Paved?
False
Slope
0.007 ft/ft
Average Velocity
1.35 ft/s
Segment Time of
0.028 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.135 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -4 Storm Event: 1 -YEAR
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -5 Storm Event: 1 -YEAR
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
(N/A)
Slope
0.090 ft/ft
2 Year 24 Hour Depth
3.4 in
Average Velocity
0.32 ft/s
Segment Time of
0.087 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
141.00 ft
Is Paved?
False
Slope
0.010 ft/ft
Average Velocity
1.61 ft/s
Segment Time of
0.024 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.111 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DA -5 Storm Event: 1 -YEAR
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Subsection: Runoff CN -Area
Label: POST DA -1
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
(%)
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
98.000
4.610
0.0
0.0
98.000
B
Open space (Lawns,parks etc.) - Good
61.000
0.800
0.0
0.0
61.000
condition; grass cover > 75% - Soil B
Open space (Lawns,parks etc.) - Good
74.000
0.820
0.0
0.0
74.000
condition; grass cover > 75% - Soil C
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
6.230
(N/A)
(N/A)
90.090
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Subsection: Runoff CN -Area
Label: POST DA -2
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
(%)
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
98.000
0.050
0.0
0.0
98.000
B
Open space (Lawns,parks etc.) - Good
74.000
4.670
0.0
0.0
74.000
condition; grass cover > 75% - Soil C
Open space (Lawns,parks etc.) - Good
61.000
9.540
0.0
0.0
61.000
condition; grass cover > 75% - Soil B
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
14.260
(N/A)
(N/A)
65.387
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Subsection: Runoff CN -Area
Label: POST DA -3
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Pasture, grassland, or range - good - Soil
74.000
0.220
0.0
0.0
74.000
C
Pasture, grassland, or range - good - Soil
61.000
0.710
0.0
0.0
61.000
B
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
98.000
0.410
0.0
0.0
98.000
B
Woods - good - Soil B
55.000
0.440
0.0
0.0
55.000
Woods - good - Soil C
70.000
0.080
0.0
0.0
70.000
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
1.860
(N/A)
(N/A)
69.661
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Subsection: Runoff CN -Area
Label: PRE DA -1
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Pasture, grassland, or range - good - Soil
61.000
0.760
0.0
0.0
61.000
B
Pasture, grassland, or range - good - Soil
74.000
0.520
0.0
0.0
74.000
C
Woods - fair - Soil C
73.000
0.280
0.0
0.0
73.000
Woods - fair - Soil B
60.000
0.140
0.0
0.0
60.000
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil
98.000
0.130
0.0
0.0
98.000
B
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
1.830
(N/A)
(N/A)
69.082
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Subsection: Runoff CN -Area
Label: PRE DA -2
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Woods - fair - Soil C
73.000
2.110
0.0
0.0
73.000
Pasture, grassland, or range - good - Soil
74.000
0.940
0.0
0.0
74.000
C
Woods - fair - Soil B
60.000
0.140
0.0
0.0
60.000
Pasture, grassland, or range - good - Soil
61.000
0.470
0.0
0.0
61.000
B
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
3.660
(N/A)
(N/A)
71.219
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Subsection: Runoff CN -Area
Label: PRE DA -3
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Woods - fair - Soil C
73.000
1.930
0.0
0.0
73.000
Pasture, grassland, or range - good - Soil
74.000
2.150
0.0
0.0
74.000
C
Woods - fair - Soil B
60.000
1.100
0.0
0.0
60.000
Pasture, grassland, or range - good - Soil
61.000
1.320
0.0
0.0
61.000
B
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
6.500
(N/A)
(N/A)
68.694
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Subsection: Runoff CN -Area
Label: PRE DA -4
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Woods - fair - Soil B
60.000
1.650
0.0
0.0
60.000
Pasture, grassland, or range - good - Soil
61.000
1.280
0.0
0.0
61.000
B
Pasture, grassland, or range - good - Soil
74.000
0.120
0.0
0.0
74.000
C
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
3.050
(N/A)
(N/A)
60.970
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Subsection: Runoff CN -Area
Label: PRE DA -5
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1 -YEAR
UC Adjusted CN
Pasture, grassland, or range - good - Soil
61.000
1.560
0.0
0.0
61.000
B
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
1.560
(N/A)
(N/A)
61.000
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
At
Total area (acres): At = Ai+Ap
Ai
Impervious area (acres)
Ap
Pervious area (acres)
CNi
Runoff curve number for impervious area
CNp
Runoff curve number for pervious area
floss
f loss constant infiltration (depth/time)
gKs
Saturated Hydraulic Conductivity (depth/time)
Md
Volumetric Moisture Deficit
Psi
Capillary Suction (length)
hK
Horton Infiltration Decay Rate (time A-1)
fo
Initial Infiltration Rate (depth/time)
fc
Ultimate(capacity)Infiltration Rate (depth/time)
Ia
Initial Abstraction (length)
Computational increment (duration of unit excess rainfall)
dt
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt
User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t)
Point on distribution curve (fraction of P) for time step t
K
2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Hydrograph shape factor = Unit Conversions * K: _ ((1hr/3600sec)
Ks
(1ft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag
Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P
Total precipitation depth, inches
Pa(t)
Accumulated rainfall at time step t
Pi(t)
Incremental rainfall at time step t
Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi. _ (Ks * A * Q) /
qp
Tp (where Q = lin. runoff, A=sq.mi.)
QUM
Unit hydrograph ordinate (cfs) at time step t
Q(t)
Final hydrograph ordinate (cfs) at time step t
Rai(t)
Accumulated runoff (inches) at time step t for impervious area
Rap(t)
Accumulated runoff (inches) at time step t for pervious area
Rii(t)
Incremental runoff (inches) at time step t for impervious area
Rip(t)
Incremental runoff (inches) at time step t for pervious area
R(t)
Incremental weighted total runoff (inches)
Rtm
Time increment for rainfall table
Si
S for impervious area: Si = (1000/CNi) - 10
Sp
S for pervious area: Sp = (1000/CNp) - 10
t
Time step (row) number
Tc
Time of concentration
Tb
Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp
Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr
Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Column (1) Time for time step t
Column (2) D(t) = Point on distribution curve for time step t
Column (3) Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)
Column (4) Pa(t) = D(t) x P: Col.(2) x P
Pervious Area Runoff (using SCS Runoff CN Method)
Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
Column (5) If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Rip(t) = Incremental pervious runoff for time step t
Column (6) Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Impervious Area Runoff
Column (7 & 8)... Did not specify to use impervious areas.
Incremental Weighted Runoff
Column (9) R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
SCS Unit Hydrograph Method
Column (10) Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
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Subsection: Elevation -Area Volume Curve
Label: WET POND
Return Event: 1 years
Storm Event: 1 -YEAR
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (acres) (Al*A2) (ac -ft) (ac -ft)
(acres)
814.00
0.0
0.007
0.000
0.000
0.000
815.00
0.0
0.017
0.036
0.012
0.012
816.00
0.0
0.030
0.071
0.024
0.035
817.00
0.0
0.045
0.112
0.037
0.073
818.00
0.0
0.079
0.183
0.061
0.134
819.00
0.0
0.103
0.272
0.091
0.224
820.00
0.0
0.129
0.347
0.116
0.340
821.00
0.0
0.157
0.427
0.142
0.482
821.50
0.0
0.199
0.532
0.089
0.571
822.00
0.0
0.258
0.683
0.114
0.685
823.00
0.0
0.279
0.806
0.269
0.953
824.00
0.0
0.302
0.871
0.290
1.244
825.00
0.0
0.325
0.939
0.313
1.557
826.00
0.0
0.349
1.010
0.337
1.894
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Subsection: Volume Equations Return Event: 1 years
Label: WET POND Storm Event: 1 -YEAR
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Eli) * (Areal + Area2 + sgr(Areal * Area2))
where: ELI, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for ELl, EL2, respectively
Volume Incremental volume between ELI and EL2
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Subsection: Outlet Input Data Return Event: 1 years
Label: OUTLET Storm Event: 1 -YEAR
Requested Pond Water Surface Elevations
Minimum (Headwater) 814.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 827.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
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Inlet Box
Riser - 1
Forward
Culvert - 1
824.30
826.00
Orifice -Circular
Orifice - 1
Forward
Culvert - 1
821.50
826.00
Culvert -Circular
Culvert - 1
Forward
TW
820.24
826.00
Orifice -Area
Orifice - 3
Forward
TW
823.00
826.00
Orifice -Area
Orifice - 2
Forward
TW
823.00
826.00
Tailwater Settings
I Tailwater
I
I
I (N/A)
(N/A)
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Subsection: Outlet Input Data
Label: OUTLET
Structure ID: Orifice - 1
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
821.50 ft
Orifice Diameter
2.0 in
Orifice Coefficient
0.600
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Storm Event: 1 -YEAR
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Subsection: Outlet Input Data
Label: OUTLET
Structure ID: Culvert - 1
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
30.0 in
Length
47.00 ft
Length (Computed Barrel)
47.00 ft
Slope (Computed)
0.005 ft/ft
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 1 years
Storm Event: 1 -YEAR
Tl Elevation 822.97 ft Tl Flow 27.16 ft3/s
T2 Elevation 823.22 ft T2 Flow 31.05 ft3/s
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Outlet Control Data
Manning's in
0.013
Ke
0.200
Kb
0.009
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.093
T2 ratio (HW/D)
1.195
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 1 years
Storm Event: 1 -YEAR
Tl Elevation 822.97 ft Tl Flow 27.16 ft3/s
T2 Elevation 823.22 ft T2 Flow 31.05 ft3/s
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Subsection: Outlet Input Data Return Event: 1 years
Label: OUTLET Storm Event: 1 -YEAR
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
824.30 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Orifice -2
Structure Type: Orifice -Area
Number of Openings
1
Elevation
823.00 ft
Orifice Area
1.0 ft2
Top Elevation
823.50 ft
Datum Elevation
823.00 ft
Orifice Coefficient
0.600
Structure ID: Orifice -3
Structure Type: Orifice -Area
Number of Openings
1
Elevation
823.00 ft
Orifice Area
1.0 ft2
Top Elevation
823.50 ft
Datum Elevation
823.00 ft
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
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Subsection: Outlet Input Data Return Event: 1 years
Label: OUTLET Storm Event: 1 -YEAR
Convergence Tolerances
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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Index
M
Master Network Summary ... 1, 2, 3
0
OUTLET (Outlet Input Data, 1 years) ... 47, 48, 49, 50, 51
P
POST DA -1 (Runoff CN -Area, 1 years) ... 35
POST DA -1 (Time of Concentration Calculations, 1 years)... 18, 19
POST DA -2 (Runoff CN -Area, 1 years) ... 36
POST DA -2 (Time of Concentration Calculations, 1 years) ... 20, 21
POST DA -3 (Runoff CN -Area, 1 years) ... 37
POST DA -3 (Time of Concentration Calculations, 1 years) ... 22, 23
PRE DA -1 (Runoff CN -Area, 1 years)...38
PRE DA -1 (Time of Concentration Calculations, 1 years) ... 24, 25
PRE DA -2 (Runoff CN -Area, 1 years) ... 39
PRE DA -2 (Time of Concentration Calculations, 1 years) ... 26, 27, 28
PRE DA -3 (Runoff CN -Area, 1 years) ... 40
PRE DA -3 (Time of Concentration Calculations, 1 years) ... 29, 30
PRE DA -4 (Runoff CN -Area, 1 years) ... 41
PRE DA -4 (Time of Concentration Calculations, 1 years) ... 31, 32
PRE DA -5 (Runoff CN -Area, 1 years) ... 42
PRE DA -5 (Time of Concentration Calculations, 1 years) ... 33, 34
T
Troutman, NC (Time -Depth Curve, 1 years) ... 8, 9
Troutman, NC (Time -Depth Curve, 10 years) ... 6, 7
Troutman, NC (Time -Depth Curve, 100 years) ... 4, 5
Troutman, NC (Time -Depth Curve, 2 years) ... 12, 13
Troutman, NC (Time -Depth Curve, 25 years)... 10, 11
Troutman, NC (Time -Depth Curve, 5 years)... 16, 17
Troutman, NC (Time -Depth Curve, 50 years)... 14, 15
U
Unit Hydrograph Equations... 43,44
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W
WET POND (Elevation -Area Volume Curve, 1 years) ... 45
WET POND (Volume Equations, 1 years) ... 46
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APPENDIX E

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3y.,
Location name: Troutman, North Carolina, US*
Latitude: 35.6637°, Longitude: -80.8480°
Elevation: 822 ft*
source: Google Maps Qo)
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D. Martin, B. Lin, T Parzybok, M Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
I Average recurrence Interval ears
Durationi
1
2
5 10
25
50
100
200
500
1000
5
0.380
0.449
0.525 0.580 1
0.644 1
0.688
0.729
0.808
0.838
-min
(0.350-0.413)
[('0.414-0.490)1(0-483-0.572)1(0,531-0-631
(0.586-0.699)
(0.623-0.748)1('0.656-0,7944=
;0.713-0 887j
Q0.731-0.923
10
0.607
0.717
0,841 0.928
1.03
1.10
1.16
1.21
1.28
1.32
-min
(0.556-0.659)
(0.661-0,783)
1,0.773-0916) (0.850-1.01)
(0.934-1.11)
(0993-1 19)
(1.04-1,26)
(1.OB-1 33)
(1.13-1.40)
(1.15-1.45)
15
0.758
0.902
1.06 1.17
1.30
1,39
1.47
1.53
1.61
1.66
-min
0696-0.624)
0,831-0,984
0.978-1-16 (L08-128
1,18-141
126-1.51
1.32-1.59
1,37-1,67
1-42-1.77
1.45-1.83)
1.
30 -min
0.95041.13)
1.152536
1.395 1.65) (1.56710.85
(1.759209)
1. 902.27)
2,22,44
2.1332.60)
2, 6.281
(2,346896)
60
1.30
1.56
1.94 2.22
2.57
2,83
3,09
3,35
3.67
3.92
-min
(1 19-1.411
(1.44-1 71)
(1.78-2 11) (2.03-2.41)
(2 34-2.78)
(2 57-3 08)
(2 76-3 36)
(2 99-3 65)
(324-4,03)
(3,42 4.32)
2 -hr
1.50
1.82
2.27 2.61
3.06
3.40
3.75
4.09
4.54
4.89
(1 38-1 63)
(1,67-1.98)
(2.08-2.47) (2.39-2 84)
(2.78-3.33)
(3.08-3.70)
(3.36-4.09)
(3.64-4 47)
(399-5.00)
(4.?.5-5.40)
3 -hr
1
1.94
4 14.51)
(1.4861 75)(1.79-2
12)
(224-2.66) (2.58-306)
(3.03-3-62)
3.674.06)
(3
(405-4 98
4. 9-15.64
4. 2-6AI3
1.98
-238-1F-1-99-17-346
4.09
4.61
5.13
5.66
6.40
6.97
6 -hr
(1.83-214)
1 (2,21-2.59)
2.76-324) 1 (3.19-3.75)
(3.75-4.43)
(4.19-4.98)
(4.62-5,55)
(5.05-6.14)
5.61-696
(604-7.61)
12 -hr
2.36
(2.19-2.56)
2.85
1 (2.65-3.10)
3.58 4.16
(3.32-3.88) (3.84-4 50)
4,95
(4,54-5 34)
5.59
(5.07-6.01)
6.24
(5 62-6.72)
6.93
(6.16-7.45)
7.87
(6.90-8.48)
8.62
(7.44-9,32)
24-h r
2.80
3.39
4.97
5.91
6.67
7.45
8.24
9.34
10.2
(2 60-3 02)
(3.15-3 66)
(4.60-5.36)
(5.46-6.38)
(614-7 191
(6 83-8.03)
(7 4-8 90)
(8.50-10.1)
(924-110)
2 -day
3.29
(3.05-3.53)
3.96
3,68-4.27
5.73
M4-60-5.34)_(5.31-6161
5.
6.78
/626-729)
1
7.61
7,01-8,18)
8.45
7.77-9,091
9.32
6.54-10.0
10.5
9.56-11,3
11.4
f10.4-12,31
3 -day
(3 543 75)
(3. 234.52)
(4.86-25.62) (5.5906.47)
(6.58-763)
(736-98.56)
1 (8.14$9.50)
8,947 0.5)
(10.0-11,8)
(10.9-12.8)
4 -day
3.70
(345-3.97)
4.44
(4.15-4 77)
5.49 6.32
15 12-5 90) (588-678.)
7.44
(6.89-798)
8.32
(7.70-893)
9.23
(8 51-9.91)
70.2
(9 34-10 9)
11.4
(105-12.3)
12.4
(11.3-13.3)
7 -day
4.27
5.10
6.21 7.08
8.25
9.18
10.1
11.1
12.4
13.4
(4.01-4 56)
(4.79-5 44)
(5-82-6,62) (6.63-7.55)
(7.71-&81)
(8-56-980)
(9.40-10.8)
(10.3-11.9)
10
7.1
1.2
-day
461 521
5. 866 19
6. 9070.44 7.4398.41
8.54-19.69
9.40-10.7)
10 31 111.7)
11.'11 12,7
12 3 14.1
(3 24 5.2)
20
-day
(6.24-6.92)
(7.3778.17)
(8.69-9.64) 9.71010.8)
(11.1-1
1111 2.3
(121-13.5)
13.2-14.7)
(14.2-160)
(15.6-17.6)
(166 8,9
8.12
9,55
11.0 F 12.2
13.7
14.8
15.9
17.0
18.5
19.6
30 -day
(7.75-8,51) 11
(9.11-100)
(10.5-11.6) 11.6-12.8
13,0-14,3)
1 (14.1-15.5)
15.1-16,71
(161-17.9)
(17.4-19.4)
(184-20.6)
45-dayMI
12.0
(11.4-12.5)
13.6 14.8
(13.0-14.21 (14.2-15.5)
16.4
(15.7-172)
17.6
(16.8-18.4)
18.821.3
(17.9-19.6)
(18 9-20.6)
(20 2-224)
224
(21 2-23 5)
60 -day
14.2
16.0 17.319.121.625.6
(13.6-14,81
(15.3-16.6) (166-18 . 0)
(18.3-19 9)
(19.5-21.2)
(20.7-22.6)
(21.8-23.8)
(23.2-25.5)
(24.3-26.71
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS) -
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
enduration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
cked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
rle
ase refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdse/pfds/pfds_printpage.html?lat=3 5.663 7&lon=-80.8480&data... 8/19/2015

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Troutman, North Carolina, US*
Latitude: 35.6637*, Longitude: -80.8480°QED
Elevation: 822 ft*,
source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T. Parzybok, M. Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
Ouratian
1
2
5
�OQ��O�
10
25
50
100
200
500
1000
5 -min
4.56
(4.20-4.96)
F-633-9-1
(4 97-5.88)
6.30
(5.80-6.86)
6.96
(6.37-7.57)
7.73
(7.03-8 39)
8.26
(7.48-8.98)
8.75
(7 87-9.53)
9.19
(8.21-10 0)
9.70
(8.56-10.6)
10.1
(877-11.1)
10 -min
3.64
4.30
5.05
5.57
6.16
6.58
6.95
7.28
7.67
7.92
(3,35-3.95)
(3.97-4.70)
(4.64-5.50)
(5.10-6.05)
(5.60-668)
(5.96-7.15)
{6.26-7.571
(6.50-7.95)
(6.76-8.41)
(6.91-8.72)
15 -min
3.03
2.79-3.30)
2.08
3.61
(3.32-3.94
2.49
4.26
(3-91-4.64)
3.02
4.70
4.30-5,10)
3.40
5.20F
(474-564)
3.85
5.55
(503-603)
4.18
5.86
(5 27-6.38)
4.49
6.13
(5.47-6 69
4.77
6.44
5.68-7.06)
5.12
6.63
(5.78-7.30)
5.37
30 -min
1.91-2.26)
(2.30-2.72)
2.78-3.29)
(3.12-3.70)
(3.51-4,18)
(3 79-4.54)
(4.04-4.88)
1 (4 26-5 20
(4,52-5.62)
1 (4.68-5.91)
60 -min
1.30
(1.19-141)
1.56
1 (1.44-1.71)
-1.9-4-1F--2.-22-]
1 (1.78-2.11)
1 (2.03-2.41)
2.57
(2.34-2 78)
2.83
(257-3.08)
3.09
(2.78-3.36)
3.35
(2 99-3 65)
3.67
1 (3 24-4.03)
3.92
1 (342-4,32)
2 -hr
0.750
0.909
1.13
1.30
1.53
1.70
1.87
2.04
2.27
45
(0.690-0.816)
(0.836-0 990)
(1 04-1 24)
(1.19-1.42)
(1.39-166)
(1 54-1.85)
(1.68-2.04)
(1. 1 .24)
(2.00-2.50)
-2.70)
E16
3 -hr
0.535
(0.493-0582
0.646
'0.596-0.7061
0.810
('0.746-0.884
0.936
(0.858-1.02)
1.11
(1.01-1.21
1.24
(1.13-1.35
1.38
1.24-1.50)
1.52
(1.35-1.66)
1.71
1.49-L88
86
-2,05
0.330
0.398
0.498
0.577
0.684
0.769
0.856
0.945
1.07
1.16
6 -hr
(0306-0.358)II'0.369-0.433)
'0461-0.541
(0.532-0.625
(0.626-0.739)
0,700-0.831)1(0.771-0,927
(0.843-1.03)
(0.937-1.16)
1 0 01-1.27)
0.196
0.236
1 0.297
F 0.345
0.411
0.464
0.518 Ir-
0.575
0.653
r 0.716
12 -hr
(0.182-0 212)
('0220-0.257)
Q0.275-0 322)
(0.318-0.373
1(0.376-0.443}
0.421-0.499)
(0.467-0558
(0 511-0.619)
'0.572-0.704)
(0.618-0.773
24 -hr
0.117
(0.108-0126)
0.141
(0.131-0.1531
0.178
{(0.165-0.192)
0.207
(0.192-0.223
0.246
(0.227-0.266)
0.278
(0.256-0.300)
0.310
(0.285-0.334
0.344
,1;0.314-0.371)
0.389
0.354-0.421)
0.425
(0.385-0.460
2 -day
0.068
(0 064-0.074)
0.083
(0.077-0.089
0.103
0.096-0.111
0.119
(0.111-0.12.8
0.141
0.130-0.152}
0.158
1(0.146-0.170,)1(0.162-0
----IF-o-.1-94
189
0.178-0.209)
0.219
'0.200-0.236)
0.238
'0.216-0.257
0. 0490.058
0.073
0.084
0.099
0.111
0.123
0.135
0.152
0.166
3 -day
(0045-0.052)
(0.054-0.063
1(0068-0.078)1(0.078-0.09
0.091-01061
(0.102-0.119)
(0.113-0.132
0.124-0.145)
'0.139-0164)
(0.151-0.178
4 -day
0.039
(0036-0.041)
0.046
(0.043-0.050)
0.057
(0.0..3 0061)
0.066
(0.061-0,071
0.077
(0.072-0.083)
0.087
(0.080-0.093)'
0.096
1;0.089-0.103
0.106
,(0.097-0.114
0.119
'0.109-0.128)
0.129
('0.118-0.1391
7 -day
0.025
0.030
0.037
0.042
0.049
0.055
0.060
0.066
0.074
0.080
(0.024-0.027)
(0 028-0.032}
(0.035-0.039)
{;0.039-0.045
{0.046-0.052)
('0.051-0.058)
(0.056-0.064
( 0.061-0 071
(
;0.068-0 079)
{'0.073-0.086
10 -day
0.01
09 0 022
0.014
'0.02 30.02 '6
0.016
0.0270-0 031
0.019
'003100 035
0.021
0.036-0 040
0.024
'0.039-0.045
0.027
(004 -0 049
0.029
0.046-0 053
0.032
55
'0.0510 0 0591
0.035
'0.05 -0 063
0.037
20 -day
(0.013-0.014)
'0.015-0.017)
{'0.018-0.020
0.020-0.022
0.023-0.026
{'0.025-0.0281
,(0.027-0.031
0.030-0.033)'0.032-0.037]
(0.035-0.039
0.011
0.015
0.017
0.019
0.021
0.022
0.024
0.026
0.027
30 -day
11(0011-0,012)=I('0015-0.016)
Q0.016-0.018
'0.018-0.020)
'0.020-0.022}
•(0.021-0.023
'0.022-0,025
0.024-0.027)
((0.026-0.029
45 -day
0.009
1;0.009-0 010)
0.011
((0.011-0.012)
0.013
('0.012-0.013)
0.014
(0.013-0.014
0.015
('0.015-0 016)
0.016
'(0 016-0.017)
0.017
(0.017-0.018
0.018
(0.018-0 019]
0.019-0.021)1,(0.020-0.022
M
0.021
�60 -day
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.018
t0.008-0.009),0.009-0.010
1;0.011-0.0121
(0.012-0.013
(0.013-0.014)
(0.0114-0015)
(0.014-0.016
{0015-00171
(0.017-0.019
' Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
hacked against probable maximum preclpilation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=3 5.663 7&lon=-80.8480&data... 8/19/2015

APPENDIX F

Kimley-Horn
and Associates, Inc.
Wet Detention
Pond 3 (South) Water Quality Calculations
Project Information
Project Name:
Iredell Charter Academy
KHA Project #:
012587004
Designed by:
MRC
Date: 10/2/2015
Revised by:
Date:
Checked by:
COB
Date:
Design Resource:
NCDENR - Stormwater Best Management
Practices (April 1999)
NCDENR - Updated Draft Manual of Stormwater Best Management Practices (July 2005)
Site Information
Sub Area Location:
Drainage Area to Pond
Drainage Area (DA) =
7.71
Acres
Impervious Area (IA) =
4.69
Acres
Percent Impervious (1) =
60.8
%
Average Permanent Pool Depth (dav):
day (Option 1) =
2.89
ft
day = Vperm_pool / Aperm_pool
day (Option 2) =
4.37
ft
11
day =/ {0.25 * I1 + (Abot_shelfl1/ Aperm_poolM
+ l[(Abot_shelf + Abot_p.J/2J * (D / Abot_shelf))
Required Surface Area (85% TSS):
SA/DA for day = 4 and 60% Impervious =
2.03
(Taken from Table 10-1)
SA/DA for day = 4 and 70% Impervious =
2.40
(Taken from Table 10-1)
Surface Area to DA Ratio (SA/DA) =
2.06
Required Surface Area at Perm. Pool =
6,921
sf
Required Storage Volume (Water Quality):
Design Storm =
1.0
inch
Determine Rv Value =
0.05 + .009
(1) =
0.60 in/in
Design Storm Storage Volume =
16,722
cf
Storage Volume Required =
16,722
cf
Summary of Proposed BMP
Bottom of Pond Elevation =
814.00
ft
Sediment Cleanout Elevation =
815.00
ft
Permanent Pool Elevation =
821.50
ft
Temporary Pool Elevation =
823.00
ft
Top of Berm Elevation =
826.00
ft
Surface Area at Permanent Pool =
8,648
sf
(Required Surface Area = 6921 sf )
South Forebay Volume (FV1) =
4,558
cf
(18.2% of Permanent Pool Volume)
Permanent Pool Volume (PPV) =
24,987
cf
Temporary Pool Volume (TPV) =
16,722
cf
(Required Volume = 16722 cf)
Total Storage Volume (TSV) =
57,649
cf
Total Pond Volume (PV=PPV+TSV) =
82,636
cf

PP' M FI Kimley-Ho,n
1111111i M and ,associates. Inc.
Proposed Water Quality Volumes
Water Quality Volume
Water Quality Volume Required = 16,722
(Bottom of Pond
(Bottom of Shelf)
(Permanent Pool Elevation)
(Top of Shelf
(Temporary Pool Elevation)
SOUTH POND
Elevation
Contour Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
cu ft
sf ft
cu ft
cu ft
ft
814.00
0
0
0
0.00
814.00
314
0
0
0.00
815.00
757
536
536
1.00
816.00
1,318
1,038
1,573
2.00
817.00
1,947
1,633
3,206
3.00
818.00
3,438
2,693
5,898
4.00
819.00
4,486
3,962
9,860
5.00
820.00
5,605
5,046
14,906
6.00
821.00
6,823
6,214
21,120
7.00
821.50
8,648
3,868
24,987
7.50
822.00
11,240
4,972
4,972
0.50
823.00
12,173
11,707
16,679
1.50
823.00
12,277
11,710
16,722
1.50
824.00
13,141
12,657
29,336
2.50
825.00 1
14,147
1 13,644
1 42,980 1
3.50
826.00 1
15,191
1 14,669
1 57,649 1
4.50
(Bottom of Pond
(Bottom of Shelf)
(Permanent Pool Elevation)
(Top of Shelf
(Temporary Pool Elevation)
SOUTH FOREBAY
Elevation
Contour Area Incremental
Accumulated
Stage, Z
cu ft
cu ft
cu ft
ft
818.00
794
0
0
0.00
819.00
1,077
936
936
1.00
820.00
1,362
1,220
2,155
2.00
821.00
1,679
1,521
3,676
3.00
821.50 1
1,850
882
1 4,558 1
4.00
(Bottom of Pond
(Bottom of Shelf)
(Permanent Pool Elevation)
(Top of Shelf
(Temporary Pool Elevation)

P11" �„ Kimley-Horn
11161 and Associates, Inc.
Project Information
Wet Detention Basin
INCREMENTAL DRAWDOWN METHOD
Project Name: Iredell Charter Academy
KHA Project #: 012587004
Designed by: MRC Date: 7/30/2015
Revised by: Date:
Checked by: COB Date:
Design Resource: NCDENR- Stormwater BMP Manual (June 2009)
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawd11own Time
Zone 2
(Orifice Centroid
(Minimum Required Treatment Vok
02 = Co `A* (2gHn)°nm
Zone 1 1 1 Ot = 0
Orifice Diameter (D) =
2.000 in
Cd =
0.6
Area =
0.02182 sf
Ei =
821.50 Orifice Inv.
Zonal Range=
821.50 to 821.5833333
Zone 2 Range =
821.5833333 to 823.00
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 24,338 cf
Total Time = 5,049 min
Total Time = 3.51 days'
Max Q = 0.125 cfs
'Drawdown time calculated based on minimum required treatment volume and corresponding elevation

PPP' �„ Kimley-Horn
and Associates, Inc.
Wet Detention Basin
ANTI -FLOTATION DEVICE SIZING
Project Information
Project Name: Iredell Charter Academ
KHA Project #: 012587004
Designed by: MRC Date: 10/6/2015
Revised by: Date:
Checked by: COB Date:
Anti -Flotation Device
Riser Width =
4
ft
Riser Length (L) =
4
ft
Wall Thickness (WT) =
6
in
Top Riser Elev. (Top) =
824.30
ft
Bottom Riser Elev. (Bot) =
820.24
ft
Height of Riser (H) =
4.06
ft = Top - Bot
Area of Riser (A) =
16.0
sf (Water Displaced) = Width * L
Volume of Riser (V) =
65.0
cf (Water Displaced) = A * H
Volume of Riser Wall (V,,,,,) =
36.5
cf = [(Width*WT/12*2)*(L*WT/12*2)-A]*H
Factor of Safety (SF) =
1.25
Weight (W) =
4053.5
lbs = V*62.4
Weight Req'd from Anti -Flotation Device (Wfeq) =
5075.9
lbs = W*SF
*Weight of Riser (WR) =
5075.9
lbs (V_ * Buoyant Wt. + Weight of 6" Base)
Additional Volume of Concrete Req'd (Vfeq) =
0.0
cf = (Wreq WR)/150
Extend Riser (RE) =
0.00
in
Volume of Riser Extension (VRE)=
0.0
cf = [(Width*WT/12*2)*(L*WT/12*2)]*RE/12
Volume of Anti -flotation 0'x0' Concrete Slab (VCs)=
0.0
cf = Lengths*Widths*Depths
Volume Provided (Vtot)=
0.0
Cf = VRE+Vcs
Is the Anti -flotation Device Sufficient (yes/no)?
Yes
*Assume buoyant weight of concrete = (150-62.4) pcf
0.0 >
V
I No Riser Extention Needed I I
4.06 feet
6 inches
I No Riser Extention Needed I I

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Design Parameters
Design Culvert Diameter
60 in
Number of Pipes
2
Design Flow Rate
310.87 cfs
Entrance Type
1
1- square edge with headwall
2 - groove end with headwall
3 - groove end projecting
Headwater -Depth
1.19
ft
Headwater
5.96
ft

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Label Elevation Elevation Inlet Inlet C System CA Local CA External CA Local
(Rim) (Invert) Drainage (acres) (acres) (acres) Intensity
(ft) (ft) Area (in/h)
(acres)
2 -Year
FlexTable: Catch Basin Table
Inlet Type Inlet Inlet Bypassed Bypass Depth Clogging Curb Spread / Top
Location Rational Target (Gutter) Factor Opening Width
Flow (ft) M Length (ft)
(cfs) (ft)
BLDG
CONNEC
839.99
837.00
(N/A)
(N/A)
0.110
0.000
0.110
5.385
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
TION -01
CB -32
839.27
833.90
0.214
0.780
0.167
0.167
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.13
50.0
3.0
6.3
JB -22
838.96
832.24
(N/A)
(N/A)
0.599
0.000
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.00
50.0
3.0
0.0
CB -31
838.37
832.91
0.774
0.521
1.353
0.639
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.31
50.0
3.0
15.3
CB -30
836.98
832.04
0.753
0.886
2.490
0.667
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.32
50.0
3.0
15.8
DBL CB-
836.37
833.13
0.774
0.774
0.599
0.599
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.29
50.0
3.0
14.7
23
CB -10
839.26
835.00
0.263
0.950
0.165
0.165
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.13
50.0
3.0
6.3
CB -4
833.07
827.10
0.710
0.950
0.461
0.461
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.24
50.0
3.0
12.2
CB -3
830.98
826.48
0.490
0.910
1.683
0.348
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.20
50.0
3.0
10.0
BLDG -02
839.99
837.00
(N/A)
(N/A)
0.437
0.000
0.437
5.385
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -03
839.99
837.00
(N/A)
(N/A)
0.190
0.000
0.190
5.385
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -04
839.99
837.00
(N/A)
(N/A)
0.114
0.000
0.114
5.385
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -05
837.50
836.31
(N/A)
(N/A)
0.114
0.000
0.114
5.385
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
YI-20
832.61
828.16
0.398
0.000
0.873
0.160
0.000
5.385
Catalog Inlet
Grate Inlet
In Sag
0.00
<None>
0.20
50.0
10.2
CB -2
834.31
816.80
0.490
0.000
4.428
0.407
0.000
5.385
Catalog Inlet
NCDOT-com bi nation inlet
On Grade
0.82
<None>
0.16
50.0
3.0
7.9
Bentley StormCAD V8i (SELECTseries 4)
Iredell Charter Academy.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54]
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Label Start Node Stop System Flow Upstrea Capacity Flow / Manning's Velocity
Node Intensity (cfs) m Inlet (Full Flow) Capacity n (ft/s)
(in/h) Area (cfs) (Design)
(acres) M)
2 -Year
FlexTable: Conduit Table
Invert Invert Slope
(Upstream) (Downstream) (Calculated)
(ft) (ft) (ft/ft)
Material Diameter Length Hydraulic Hydraulic
(in) (Unified) Grade Line Grade Line
(ft) (In) (Out)
(ft) (ft)
PIPE -29
BLDG -02
RD -41
5.385
2.37
(N/A)
6.55
36.2
0.010
7.67
837.00
836.86
0.020
PVC
12.0
7.1
837.66
837.38
BLDG
PIPE -30
CONNECT
RD -42
5.385
0.60
(N/A)
4.63
12.9
0.010
4.06
837.00
836.93
0.010
PVC
12.0
6.7
837.32
837.32
ION -01
PIPE -37
BLDG -04
RD -51
5.385
0.62
(N/A)
6.55
9.4
0.010
5.24
837.00
836.87
0.020
PVC
12.0
6.7
837.33
837.10
PIPE -34
BLDG -03
RD -52
5.385
1.03
(N/A)
5.67
18.2
0.010
5.49
837.00
836.89
0.015
PVC
12.0
7.1
837.43
837.42
PIPE -31
RD -42
RD -41
5.384
0.60
(N/A)
4.63
12.9
0.010
4.06
836.93
836.24
0.010
PVC
12.0
69.3
837.25
837.19
PIPE -32
RD -41
RD -40
5.316
2.93
(N/A)
4.63
63.3
0.010
6.24
836.24
836.14
0.010
PVC
12.0
10.2
836.98
837.05
PIPE -35
RD -52
RD -51
5.385
1.03
(N/A)
5.67
18.2
0.010
5.49
836.89
835.89
0.015
PVC
12.0
67.1
837.32
836.43
PIPE -33
RD -40
CB -31
5.310
2.93
(N/A)
8.02
36.5
0.010
9.42
836.14
833.64
0.030
PVC
12.0
83.3
836.87
834.96
PIPE -36
RD -51
CB -30
5.337
1.64
(N/A)
5.67
28.8
0.010
6.24
835.89
834.35
0.015
PVC
12.0
102.8
836.43
834.71
PIPE -22
CB -32
CB -31
5.385
0.91
0.214
4.57
19.8
0.013
2.90
833.90
833.01
0.005
Concrete
15.0
179.4
835.00
834.96
PIPE -38
DBL CB-
JB -22
5.385
3.25
0.774
4.57
71.1
0.013
4.04
833.13
832.34
0.005
Concrete
15.0
157.5
833.91
833.16
23
Concrete
PIPE -39
JB -22
JB -21
5.237
3.16
(N/A)
4.52
69.9
0.013
3.99
832.24
831.40
0.005
(centrif.
15.0
171.8
833.01
832.25
spun)
PIPE -40
JB -21
YI-20
5.067
3.64
(N/A)
18.30
19.9
0.013
8.07
831.30
828.26
0.030
Concrete
18.0
100.1
832.03
829.13
PIPE -41
BLDG -05
JB -21
5.385
0.62
(N/A)
6.55
9.4
0.010
5.24
836.31
836.11
0.020
PVC
12.0
10.0
836.64
836.34
PIPE -08
CB -31
CB -30
5.147
7.02
0.774
7.43
94.5
0.013
3.97
832.91
832.14
0.005
Concrete
18.0
153.0
834.77
834.08
PIPE -06
CB -30
CB -2
4.995
12.54
0.753
22.22
56.4
0.013
12.95
832.04
826.00
0.045
Concrete
18.0
135.1
833.38
826.81
PIPE -42
CB -10
CB -30
5.385
0.90
0.263
8.75
10.3
0.013
4.59
835.00
832.14
0.018
Concrete
15.0
155.9
835.37
834.08
PIPE -28
CB -3
CB -2
4.998
8.48
0.490
40.69
20.8
0.013
10.23
826.48
823.00
0.032
Concrete
24.0
107.6
827.52
823.62
PIPE -43
CB -2
FES -01
4.954
22.11
0.490
41.08
53.8
0.013
13.32
816.80
816.50
0.033
Concrete
24.0
9.1
818.48
817.86
PIPE -44
CB -4
CB -3
5.385
2.51
0.710
4.57
54.8
0.013
3.81
827.10
826.58
0.005
Concrete
15.0
104.2
827.96
827.85
PIPE -16
YI-20
CB -3
1 5.019
1 4.42
1 0.398
1 17.82
1 24.8
1 0.013
1 8.36
1 828.161
826.921
0.029
Concrete
1 18.0
1 43.2
1 828.971
827.85
Bentley StormCAD V8i (SELECTseries 4)
Iredell Charter Academy.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.04.54]
11/5/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Label Elevation Elevation Inlet Inlet C System CA Local CA External CA Local
(Rim) (Invert) Drainage (acres) (acres) (acres) Intensity
(ft) (ft) Area (in/h)
(acres)
10 -Year
FlexTable: Catch Basin Table
Inlet Type Inlet Inlet Bypassed Bypass Depth Clogging Curb Spread / Top
Location Rational Target (Gutter) Factor Opening Width
Flow (ft) M Length (ft)
(cfs) (ft)
BLDG
CONNEC
839.99
837.00
(N/A)
(N/A)
0.110
0.000
0.110
6.954
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
TION -01
CB -32
839.27
833.90
0.214
0.780
0.167
0.167
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.15
50.0
3.0
7.4
JB -22
838.96
832.24
(N/A)
(N/A)
0.599
0.000
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.00
50.0
3.0
0.0
CB -31
838.37
832.91
0.774
0.521
1.353
0.639
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.36
50.0
3.0
18.2
CB -30
836.98
832.04
0.753
0.886
2.490
0.667
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.37
50.0
3.0
18.6
DBL CB-
836.37
833.13
0.774
0.774
0.599
0.599
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.35
50.0
3.0
17.5
23
CB -10
839.26
835.00
0.263
0.950
0.165
0.165
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.15
50.0
3.0
7.4
CB -4
833.07
827.10
0.710
0.950
0.461
0.461
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.29
50.0
3.0
14.6
CB -3
830.98
826.48
0.490
0.910
1.683
0.348
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
In Sag
0.00
<None>
0.24
50.0
3.0
12.0
BLDG -02
839.99
837.00
(N/A)
(N/A)
0.437
0.000
0.437
6.954
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -03
839.99
837.00
(N/A)
(N/A)
0.190
0.000
0.190
6.954
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -04
839.99
837.00
(N/A)
(N/A)
0.114
0.000
0.114
6.954
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
BLDG -05
837.50
836.31
(N/A)
(N/A)
0.114
0.000
0.114
6.954
Full Capture
<None>
On Grade
0.00
<None>
0.00
0.0
YI-20
832.61
828.16
0.398
0.000
0.873
0.160
0.000
6.954
Catalog Inlet
Grate Inlet
In Sag
0.00
<None>
0.24
50.0
11.8
CB -2
834.31
816.80
0.490
0.000
4.410
0.407
0.000
6.954
Catalog Inlet
NCDOT-com bi nation inlet
On Grade
1.19
<None>
0.17
50.0
3.0
8.7
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10 -Year
PIPE -29
BLDG -02
FlexTable: Conduit Table
6.954
3.06
Label Start Node Stop System Flow Upstrea
Capacity Flow /
Manning's Velocity Invert Invert Slope
Material Diameter Length Hydraulic
Hydraulic
Node Intensity (cfs) m Inlet
(Full Flow) Capacity
n (ft/s) (Upstream) (Downstream) (Calculated)
(in) (Unified) Grade Line
Grade Line
(in/h) Area
(cfs) (Design)
(ft) (ft) (ft/ft)
(ft) (In)
(Out)
(acres)
M)
(ft)
(ft)
PIPE -29
BLDG -02
RD -41
6.954
3.06
(N/A)
6.55
46.8
0.010
8.20
837.00
836.86
0.020
PVC
12.0
7.1
837.75
837.46
BLDG
PIPE -30
CONNECT
RD -42
6.954
0.77
(N/A)
4.63
16.6
0.010
4.37
837.00
836.93
0.010
PVC
12.0
6.7
837.49
837.50
ION -01
PIPE -37
BLDG -04
RD -51
6.954
0.80
(N/A)
6.55
12.2
0.010
5.65
837.00
836.87
0.020
PVC
12.0
6.7
837.37
837.14
PIPE -34
BLDG -03
RD -52
6.954
1.33
(N/A)
5.67
23.5
0.010
5.90
837.00
836.89
0.015
PVC
12.0
7.1
837.49
837.50
PIPE -31
RD -42
RD -41
6.952
0.77
(N/A)
4.63
16.6
0.010
4.37
836.93
836.24
0.010
PVC
12.0
69.3
837.47
837.48
PIPE -32
RD -41
RD -40
6.873
3.79
(N/A)
4.63
81.8
0.010
4.82
836.24
836.14
0.010
PVC
12.0
10.2
837.26
837.20
PIPE -35
RD -52
RD -51
6.954
1.33
(N/A)
5.67
23.5
0.010
5.90
836.89
835.89
0.015
PVC
12.0
67.1
837.38
836.51
PIPE -33
RD -40
CB -31
6.862
3.78
(N/A)
8.02
47.2
0.010
10.07
836.14
833.64
0.030
PVC
12.0
83.3
836.97
835.55
PIPE -36
RD -51
CB -30
6.897
2.11
(N/A)
5.67
37.3
0.010
6.69
835.89
834.35
0.015
PVC
12.0
102.8
836.51
834.77
PIPE -22
CB -32
CB -31
6.954
1.17
0.214
4.57
25.6
0.013
0.95
833.90
833.01
0.005
Concrete
15.0
179.4
835.61
835.55
PIPE -38
DBL CB-
JB -22
6.954
4.20
0.774
4.57
91.8
0.013
4.23
833.13
832.34
0.005
Concrete
15.0
157.5
834.07
833.33
23
Concrete
PIPE -39
JB -22
JB -21
6.773
4.09
(N/A)
4.52
90.4
0.013
4.17
832.24
831.40
0.005
(centrif.
15.0
171.8
833.17
832.40
spun)
PIPE -40
JB -21
YI-20
6.567
4.72
(N/A)
18.30
25.8
0.013
8.68
831.30
828.26
0.030
Concrete
18.0
100.1
832.13
829.28
PIPE -41
BLDG -05
JB -21
6.954
0.80
(N/A)
6.55
12.2
0.010
5.65
836.31
836.11
0.020
PVC
12.0
10.0
836.69
836.38
PIPE -08
CB -31
CB -30
6.017
8.21
0.774
7.43
110.5
0.013
4.64
832.91
832.14
0.005
Concrete
18.0
153.0
835.29
834.35
PIPE -06
CB -30
CB -2
5.851
14.68
0.753
22.22
66.1
0.013
13.43
832.04
826.00
0.045
Concrete
18.0
135.1
833.44
826.89
PIPE -42
CB -10
CB -30
6.954
1.16
0.263
8.75
13.2
0.013
4.95
835.00
832.14
0.018
Concrete
15.0
155.9
835.42
834.35
PIPE -28
CB -3
CB -2
6.485
11.00
0.490
40.69
27.0
0.013
11.00
826.48
823.00
0.032
Concrete
24.0
107.6
827.67
823.71
PIPE -43
CB -2
FES -01
5.801
25.78
0.490
41.08
62.8
0.013
13.81
816.80
816.50
0.033
Concrete
24.0
9.1
818.58
817.99
PIPE -44
CB -4
CB -3
6.954
3.23
0.710
4.57
70.8
0.013
4.04
827.10
826.58
0.005
Concrete
15.0
104.2
828.33
828.07
PIPE -16
YI-20
CB -3
6.509
5.73
0.398
17.82
32.2
1 0.013
1 8.98
1 828.161
826.921
0.029
Concrete
1 18.0
1 43.2
1 829.081
828.07
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Profile Report
Engineering Profile - BLDG -01 to CB -31 (Iredell Charter Academy.stsw)
840.00
° 835.00
w
830.00
-0+50
BLDG CONNECTION -01
Rim: 839.99 ft
Invert: 837.00 ft
RD -42
/-Rim: 839.96 ft
/ Invert: 836.93 ft
RD -41
Rim: 839.98 ft
Invert: 836.24 ft
PIPE 30. 6 I
Circle _ ;2fo� PVC ftjft PIP -31 69.3 ft ft
Circle - 1210 in Px1tfV
, PlP
0+00 0+50
RD -40
Rim: 839.92 ft
Invert: 836.14 ft
PIPE_ ftl C �1e872 f�0. 3
32: 10 0 0
Circle - 12 ft in PVC in 0.010 ft/ft h PSC t
Station (ft)
1+00
1+50
CB -31
Rim: 838.37 ft
Invert: 832.91 ft
2+00
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Profile Report
Engineering Profile - BLDG -03 to CB -30 (Iredell Charter Academy.stsw)
BLDG -03
Rim: 839.99 ft
Invert: 837.00 ft
RD -51
RD -52 41npvert
CB-30
Rim: 839.97 ftft Rim: 836.98 ft
Invert: 836.89 ft Invert: 832.04 ft
840.00
P/pF 34 ,
Cir% �20�gpV1$ft/ftIPircle611 ft@0.015
o C 2.0 in PVC
835.00 2.8ft@0,01
12. 5 ft
w 0 in PVC
830.00
-0+50 0+00 0+50 1+00 1+50 2+00
Station (ft)
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Profile Report
Engineering Profile - BLDG -05 to JB -21 (Iredell Charter Academy.stsw)
c
0
a�
LU
835.00
PtPll� , [
C1% r0' ft
r? in , n,-
M
-0+50
0+00
Station (ft)
JB -21
Rim: 838.86 ft
Invert: 831.30 ft
BLDG -05
Rim: 837.50 ft
Invert: 836.31 ft
0+50
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 4)
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Profile Report
Engineering Profile - CB -4 to FES (Iredell Charter Academy.stsw)
835.00
830.00
x
° 825.00
m
w
820.00
815.00
CB -2
-0+50 0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)
I
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 4)
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840.00
835.00
830.00
x
0
6
LU
825.00
820.00
815.00
Profile Report
Engineering Profile - CB -10 to FES (Iredell Charter Academy.stsw)
CB -10
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Station (ft)
Bentley Storm CAD V8i (SELECTseries 4)
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840.00
835.00
830.00
825.00
-0+50
Profile Report
Engineering Profile - CB -23 to CB -3 (Iredell Charter Academy.stsw)
JB -22
[Rim: 838.96 ft
Invert: 832.24 ft
JB -21
[Rim: 838.86 ft
Invert: 831.30 ft
0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)
98 ft
3.48 ft
3+00 3+50 4+00 4+50 5+00
Bentley StormCAD V8i (SELECTseries 4)
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DBL CB -23
Rim: 836.37 ft
Invert: 833.13 ft
YI-20
—Him,
132 61 ft
Inver]:
828.16 ft
CB -3
Rim: 83
Invert: 8
PIPE -
8: 157.5 ft @ 0.005 ft/ft
Circle
- 15.0 in Concrete PIPE -39: 171.8 ft @ 0.0 ft/ft
Circle - 15.0 in Concrete (centrif. spun)
e0- 100 /
18, p;�Con 0
ate f�ft
PCr
CIrcze 16'480
X0'02 9
ft1ft
Concrete
0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)
98 ft
3.48 ft
3+00 3+50 4+00 4+50 5+00
Bentley StormCAD V8i (SELECTseries 4)
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APPENDIX G

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Skimmer Basin #1
Okay
3.550 Total Drainage Area (Acres)
3.550 Disturbed Area (Acres)
14.1645 Peak Flow from 10 -year Storm (cfs)
6,390.0 Required Volume ft3 (Disturbed Area * 1800)
4,603.5 Required Surface Area ft2 (Peak Flow * 325)
48.0 Suggested Width ft
96.0 Suggested Length ft
Contour
Contour Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
0.125
sq ft
cu ft
cu ft
ft
828.00
4,978
0
0
0.00
829.00
5,726
5,352
5,352
1.00
830.00
6,514
6,120
11,472
2.00
831.00
7,341
1
6,928
18,400
3.00
831.50
7,769
3,778
22,177
4.00
11,472.0 Actual Volume ft3
Okay
6,514.0 Actual Surface Area ft2
Okay
Weir Design
0.125
15 Trial Weir Length ft (4' min.)
0.167
6 Trial Depth of Flow in (6" max.)
0.167
15.9 Spillway Capacity cfs
Okay
11.0 Embankment Width ft
0.333
1.00 Freeboard ft (1' min.)
0.333
Skimmer Design
0.417
2 Skimmer Size (inches)
0.500
0.167 Head on Skimmer (feet)
2 Orifice Size (1/4 inch increments)
1.69 Dewatering Time (days)
Okay
Suggest about 3 days
Okay
NOTES:
Calculated Q's are based off larger of pre -development
drainage area vs. pipe network drainage area.
Design Intensity was taken from the NOAA Atlas
14 for
Apex, NC.
Q25 = C*125*A
Q25 = 0.5*7.98*3.55
Elevation
Spillway Elevation: 830.00
Sediment Storage: 829.00
Bottom Elevation: 828.00
Top of Dam
Depth
1 831.50 1
M
Skimmer Size
Head on Skimmer
(Inches)
(Feet)
1.5
0.125
2
0.167
2.5
0.167
3
0.250
4
0.333
5
0.333
6
0.417
8
0.500

Skimmer Basin #2 Phase 1
Okay
6.530 Total Drainage Area (Acres)
8.960 Disturbed Area (Acres)
26.0547 Peak Flow from 25 -year Storm (cfs)
16,128.0 Required Volume ft3 (Disturbed Area * 1800)
8,467.8 Required Surface Area ft2 (Peak Flow * 325)
65.1 Suggested Width ft
130.1 Suggested Length ft
Contour
Contour Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
819.00
sq ft
cu ft
cu ft
ft
817.00
0
0
0
2.00
818.00
0
0
0
3.00
819.00
7,248
3,624
3,624
4.00
820.00
8,511
7,880
11,504
5.00
821.00
9,842
9,177
20,680
6.00
822.00
11,242
10,542
31,222
7.00
822.50
12,711
5,988
37,210
8.00
20,680.0 Actual Volume ft3 Okay
9,842.0 Actual Surface Area ft2 Okay
Weir Design
25 Trial Weir Length ft (4' min.)
6 Trial Depth of Flow in (6" max.)
26.5 Spillway Capacity cfs Okay
11.0 Embankment Width ft
1.00 Freeboard ft (1' min.)
Skimmer Design
2 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
3 Orifice Size (1/4 inch increments)
1.90 Dewatering Time (days) Okay
Suggest about 3 days Okay
NOTES:
Calculated Q's are based off larger of pre -development
drainage area vs. pipe network drainage area.
Design Intensity was taken from the NOAA Atlas 14 for
Apex, NC.
Q25 = C*125*A
Q25 = 0.5*7.98*6.53
Spillway Elevation:
821.00
Sediment Storage:
821.00
Bottom Elevation:
819.00
Top of Dam:
Depth
1 822.50 1
2.00
Skimmer Size
Head on Skimmer
(Inches)
(Feet)
1.5
0.125
2
0.167
2.5
0.167
3
0.250
4
0.333
5
0.333
6
0.417
8
0.500

Skimmer Basin #3
Okay
3.030 Total Drainage Area (Acres)
3.030 Disturbed Area (Acres)
12.090 Peak Flow from 25 -year Storm (cfs)
5,454.0 Required Volume ft3 (Disturbed Area * 1800)
3,929.2 Required Surface Area ft2 (Peak Flow * 325)
44.3 Suggested Width ft
88.6 Suggested Length ft
Contour
Contour Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
822.00
scl ft
cu ft
cu ft
ft
818.00
0
0
0
-4.00
819.00
0
0
0
-3.00
820.00
0
0
0
-2.00
822.00
4,374
4,374
4,374
0.00
823.00
5,164
4,769
9,143
4.00
824.00
6,011
5,588
14,731
5.00
825.00
6,683
6,347
21,078
6.00
825.50
7,243
3,482
24,559
6.50
14,730.5 Actual Volume ft3 Okay
6,011.0 Actual Surface Area ft2 Okay
Weir Design
15 Trial Weir Length ft (4' min.)
6 Trial Depth of Flow in (6" max.)
15.9 Spillway Capacity cfs Okay
11.0 Embankment Width ft
1.00 Freeboard ft (1' min.)
Skimmer Design
3 Skimmer Size (inches)
0.250 Head on Skimmer (feet)
1.5 Orifice Size (1/4 inch increments)
2.10 Dewatering Time (days) Okay
Suggest about 3 days Okay
NOTES:
Calculated Q's are based off larger of pre -development
drainage area vs. pipe network drainage area.
Design Intensity was taken from the NOAA Atlas 14 for
Apex, NC.
Q25 = C*125*A
Q25 = 0.5*7.98*3.03
Spillway Elevation:
824.00
Sediment Storage:
824.00
Bottom Elevation:
822.00
Top of Dam:
0.167
825.50
Depth 1 2.00
Skimmer Size
Head on Skimmer
(Inches)
(Feet)
1.5
0.125
2
0.167
2.5
0.167
3
0.250
4
0.333
5
0.333
6
0.417
8
0.500

Skimmer Basin #2 Phase 2
Okay
6.230 Total Drainage Area (Acres)
6.230 Disturbed Area (Acres)
24.8577 Peak Flow from 10 -year Storm (cfs)
11,214.0 Required Volume ft3 (Disturbed Area * 1800)
8,078.8 Required Surface Area ft2 (Peak Flow * 325)
63.6 Suggested Width ft
127.1 Suggested Length ft
Contour
Contour Area
Incremental
Volume
Accumulated Volume, S
Stage, Z
0.125
sq ft
cu ft
cu ft
ft
821.50
8,648
0
0
0.00
822.00
11,240
4,972
4,972
1.00
823.00
12,277
11,759
16,731
2.00
824.00
13,141
12,709
29,440
3.00
825.00
14,147
13,644
43,084
4.00
826.00
15,191
28,332
57,772
5.00
827.00
16,271
30,418
73,502
5.00
73,501.5 Actual Volume ft3
Okay
16,271.0 Actual Surface Area ft2
Okay
Skimmer Design
0.125
3 Skimmer Size (inches)
0.167
0.250 Head on Skimmer (feet)
0.167
3 Orifice Size (1/4 inch increments)
0.250
1.08 Dewatering Time (days)
Okay
Suggest about 3 days
Okay
NOTES:
0.417
Calculated Q's are based off larger of pre -development
0.500
drainage area vs. pipe network drainage area.
Design Intensity was taken from the NOAA Atlas 14 for
Apex, NC.
Q25 = C*125*A
Q25 = 0.5*7.98*6.23
Sediment Storage:
Bottom Elevation:
Top of Dam:
Depth
Elevation ft
822.50
821.50
827.00
5.50
Skimmer Size
Head on Skimmer
(Inches)
(Feet)
1.5
0.125
2
0.167
2.5
0.167
3
0.250
4
0.333
5
0.333
61
0.417
8
0.500

Kimley>»Horn
J CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
All units are in feet
Project Name:
Iredell Charter Academy
Pipe Diameter
KHA Project #:
012587004
Number of Pipes
#=
Designed by:
MRC
Date:
10/1/2015
Revised by:
MRC
Date:
Flow
Checked by:
COB
Date:
V=
7.22 ft/s
FES -101
Zone =
2
Stone Filling Class =
Pipe Diameter
d=
30 in
2.00 ft
Number of Pipes
&
1 total
Pipe Slope
s=
0.50 %
Width (La + DO) =
Manning's Number
n=
0.013
22 inches
Flow
Q=
29.08 cfs
Velocity
V=
5.92 ft/s
Dissipator Dimensions *
Zone=
2
Stone Filling Class =
B
Do =
2.50 ft
Entry Width ( 3 X Do) =
7.50 ft
Length ( 6 X DO ) =
15.00 ft
Width (La + DO) =
17.50 ft
Min. Thickness =
22 inches
Min. Stone Diameter=
6 inches
FES -01
` All units are In feet
** Dissipator pad designed for full flow of pipe
All units are in feet
** Dissipator pad designed for full flow of pipe
Pipe Diameter
d=
24 in
Number of Pipes
#=
1 total
Pipe Slope
s=
1.00 %
Manning's Number
n=
0.013
Flow
Q=
22.68 cfs
Velocity
V=
7.22 ft/s
Dissipator Dimensions *
Zone =
2
Stone Filling Class =
B
Do =
2.00 ft
Entry Width ( 3 X Do) =
6.00 ft
Length ( 6 X DO ) =
12.00 ft
Width (La + DO) =
14.00 ft
Min. Thickness =
22 inches
Min. Stone Diameter=
6 inches
` All units are In feet
** Dissipator pad designed for full flow of pipe