20180818 Stormwater Calculations and Narrative_Uhaul 4112 Dr Martin Luther King Blvd

CALCULATIONS AND NARRATIVE
UHAUL 4112 DR. MARTIN LUTHER KING BLVD
NEW BERN, NORTH CAROLINA
1%44 nive r s
& ASSOCIATES, INC.
Since 1918
ENGINEERS, PLANNERS, SURVEYORS &LANDSCAPE ARCHITECTS
107 E. 2"d Street
Greenville, NC 27858
252-7524135
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UHAUL 4112 DR. MARTIN LUTHER KING BLVD
NEW BERN, NORTH CAROLINA
I•
ilivej.s
& ASSOCIATES, INC.
Since 1918
ENGINEERS, PLANNERS, SURVEYORS &LANDSCAPE ARCHITECTS
F-0334
107 East Second Street
Greenville, NC 27858
(252) 7524135
July 16, 2018
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GENERAL PROJECT INFORMATION
This project includes the construction of a new warehouse/storage building (approximately 32,000
with parking lot, and storm drainage. Six (6) new covered shelters (for RV Parking) will be constructed.
There will be both asphalt parking (144,095 SF) and gravel parking (111,777 SF). The property is
bounded on the north by residential property, on the south by NC Hwy 17, Dr. MLK Jr Blvd, on the east
by commercial property and on the west by commercial property. The site has slopes averaging 0 to
3%. Overall, elevations vary from a high point of 25.5 feet above sea level to a low point of 20.0 feet
above sea level. The soil types on the site Goldsboro loamy fine sand (GoA), Rains fine sandy loam
(Ra) and Torhunta fine sandy loam (To) soils. This project drains to Hayward Creek then to the Trent
River and into the Neuse River Basin.
This project is design to comply with City of New Bern Storm Water Management Rules reducing
nitrogen and attenuating the 1 year and 10 year storms. The site is an existing commercial
development with 2.195 acres of existing impervious area. This is proposed under the Neuse
watershed management rule as redevelopment and will utilize a payment in lieu of option to meet these
rules. This project is designed to meet Storm Water Rules for the coastal counties by removing 85%
TSS and attenuating the 1 year storm. All impervious area in excess of 2.195 acres will be treated by
raising the proposed impervious areas several feet above existing grade to capture that storm water
into a SCM. The existing equivalent impervious area at existing grades several feet below the proposed
grades will continue to be released to the southern drainage system along Hwy 17 Business.
This site contains 13.02 acres on site of which 12 acres will be disturbed.
STORMWATER INFORMATION
Attenuation
Design Storm
Pre -developed
Post -developed
Attenuated Peak
Rate
1 yr
12.98
29.65
11.18
10 yr
27.67
47.55
26.03
25 yr
31.90
54.64
42.21
100 yr
38.80
66.16
63.62
The purpose of the stormwater wetland ponds is to reduce the nitrogen and remove 85% total suspended solids in the
systemI and for the attenuation of the peak stormwater flow of the 1-year, 24-hour storm and the 10-year storm. The
pond removes 40% of the nitrogen. The pre -developed nitrogen was computed at 12.41 pounds per year. The post -
developed nitrogen prior to treatment was computed at 218.38 Ibs per year. The post -developed nitrogen after treatment
was computed at 148.94 Ibs per year or 11.44 Ibs per acre per year. A payment in lieu of will be utilized to offset reduction
of the remaining nutrients to 3.6 Ibs per acre per year of nitrogen as a part of the redevelopment portion of the Neuse
River Basin Nutrient Reduction Rules.
PROJECT SITE AREA BREAKDOWN
Total Project Area Post -Development
Existing Buildings
Existing Buildings Removed
Existing Gravel
Existing Gravel Removed
Existing Asphalt/Concrete
Existing Asphalt/Concrete Removed
Existing Loading Dock
13,538 sf
—(1343) sf
46,089 sf
—(46,089) sf
32,750 sf
—(29,116) sf
3,237 sf

Total Existing Impervious Remaining on Site 197066 sf
Heavy Duty Asphalt 139,553 sf
Light Duty Asphalt 1,382 sf
Curb and Gutter 7,704 sf
Washed Stone Gravel 111,777 sf
RV Storage Canopy 128,125 sf
Proposed Building 32,648 sf
Exterior Stairs 454 sf
Loading Dock 1,116 sf
Sidewalk 544 sf
Total New Impervious 423,303 sf
Total Impervious Area Post -Development 442,369 sf
Percent Impervious 78,00 %

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Business Corporation
Legal Name
Amerco Real Estate Company
Information
Sosld: 0296175
Status: Current -Active
Annual Report Status: Current
Citizenship: Foreign
Date Formed: 11/4/1991
Fiscal Month: March
State of Incorporation:
NV
Registered Agent: CT Corporation System
Addresses
Reg Office
160 Mine Lake Ct Ste 200
Raleigh, NC 27615-6417
Principal Office
2727 N. Central Avenue
Phoenix, AZ 85004-1120
Officers
Assistant Secretary
Raphael J. Avraham
2721 N. Central Ave.
Phoenix AZ 85004
Reg Mailing
160 Mine Lake Ct Ste 200
Raleigh, NC 27615-6417
Treasurer
Jason A Berg
2727 N. Central Ave
Phoenix AZ 85004
Mailing
2727 N. Central Avenue
Phoenix, AZ 85004-1120
Assistant Treasurer
Tobias C Bridgeman
5555 Kietzke Ln, Suite 100
Reno AZ 85004

Assistant Treasurer
Kevin J. Harte
5555 Kietzke Ln, Suite 100
Reno AZ 85004
Stock
Class: 99 SEE CERT
Shares: 0
Par Value 0
Secretary
Jennifer M Settles
2721 N. Central Ave
Phoenix AZ 85004
President
Carlos Vizcarra
2727 N. Central Ave
Phoenix AZ 85004
Assistant Secretary
Stephen R Winkelman
2721 N. Central Ave
Phoenix AZ 85004

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BK 3539 PG 1402 - 1405 (4)
This Document eRecorded:
Fee: $26.00 DocType. DEED
Craven County, North Carolina
Sherri B. Richard, Register of Deeds
DOC# 10024006
06/21/2018 01:13:45 PM
Tax: $11200900
FIRST AMERICAN TITLE
Prepared by & mail to: WHITE & ALLEN, P.A.
Brian Z. Taylor
PO Drawer U
New Bern, NC 28563
Property was not Grantors primary residence
NORTH CAROLINA
CRAVEN COUNTY
SPECIAL WARRANTY DEED
Tax Stamps: $1200.00
Parcel No.: 8-211-1000
. f c.
THIS DEED, made this �9 day of June, 2018, by JFW
FAMILY, LLC, a North Carolina limited liability company, whose
address is PO Box 573, Greenville, NC 27858, Grantor; to AMERCO
REAL ESTATE COMPANY, a Nevada corporation, whose address is 2727
North Central Avenue, Phoenix, AZ 85004, Grantee;
W I T N E S S E T H:
That Grantor, for a valuable consideration paid by
Grantee, the receipt of which is hereby acknowledged, has sold, and
by these presents, does grant, bargain, sell and convey unto
Grantee, his/her/their heirs and assigns, that parcel of land lying
and being in -Number Eight (8) Township, Craven County, North
Carolina, and more particularly described on Exhibit A attached
hereto and incorporated herein by reference.
This property was conveyed to Grantor by Deed recorded in
the above named County Registry in Book 2959, Page 935.
[300000-00045/1963953/1 ]
Submitted electronically by "First American Title Insurance Co. - NCS - Phoenix"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the craven county Register of seeds.

BK 3539 PG 1403 DOC# 10024006
TO HAVE AND TO HOLD the aforesaid parcel of land and all privileges
and appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee that Grantor
has done nothing to impair such title as Grantor received, and
Grantor will warrant and defend the title against the lawful claims
of all persons claiming by, under or through Grantor, subject to
valid and enforceable easements, rights -of -way and restrictions of
record, if any, and a pro rata share of the current year's ad
valorem property taxes and such additional exceptions as may be
hereinafter stated. Title to the property hereinabove described is
subject to the following additional exceptions:
None.
The designation Grantor and Grantee as used herein shall
include said parties, their heirs, successors and assigns, and
shall include singular, plural, masculine., feminine or neuter as
required by context.
IN WITNESS WHEREOF,JFW FAMILY,LLC has executed this deed
by and through its Managers this the day and year first above
written.
By:
[300000-00045/1963953/I ]
JEW FAMILY, LLC
THOMAS F. WEBB, Manager

BK 3539 PG 1404
D DC# 10024006
NORTH CAROLINA
CRAVEN COUNTY
I, ��s � //
I*/j Z. la GOi
certify that Thomas F. W bb,
and acknowledged that he is
Carolina Limited Liability
due execution thereof.
WITNESS my hand
day of June, 2018.
'- a Notary Public, do hereby
personally appeared before me this day
a Manager of JFW FAMILY, LLC, a North
Company, and further acknowledged the
and official stamp or seal, this the
NotaWyvb'c
My Commission Expires:
CoMM ExP• �`
j j6 j q-2021 ; aU
C►�•.,,• � C)
�610#111,N COO.
Notary seal or stamp must appear within this box.
ppw #513
300000-00045
[ 120952-00001 /1964802/ 1 ]

BK 3539 PG 1405 DOC# 10024006
Exhibit "A "
THAT CERTAIN TRACT OR PARCEL LYING ANb BEING IN N0. 8 TOWNSHIP, CRAVEN COUNTY, NORTH
CAROLINA, WHICH IS MORE PARTICULARLY DESCRIBED AS BEING ALL OF LOT #1 OF COPPERFIELD
PLAZA, SITUATED ON THE NORTH SIDE OF M. L, KING, JR. BLVD. (F/K/A US HIGHWAY 17) WEST OF
ITS INTERSECTION WITH ACADEMIC DRIVE. REFERENCE SHOULD BE MADE TO THAT SUBDMSION
PLAT BY BRAD L. SUITT, ENTITLED "MINOR SUBDIVISION OF COPPERFIELD PLAZA", DATED FEBRUARY
1, 1996 AND RECORDED FEBRUARY 12, 1996 IN PLAT CABINET F, SLIDE 200-H OF THE CRAVEN
COUNTY REGISTRY. -

BK 3539- PG 1397 - 1400 (4)
This Document eRecorded:
Fee: $26.00 DocType: DEED
Craven County, North Carolina
Sherri B. Richard, Register of Deeds
Prepared by & mail to
FIRST AMERICAN TITtE
Property was not Grantors primary residence
NORTH CAROLTNA
CRAVEN COUNTY
DOC# 10024004
06/21/2018 12:55:41 PM
Tax: $21400,00
WHITE & ALLEN, P.A.
Brian Z. Taylor
PO Drawer U
New Bern, NC 28563
SPECIAL WARRANTY DEED
Tax Stamps: $2400.00
Parcel No.: 8-211-1001 & 8-211-017
L
THTS DEED, made this day of June, 2018, by
aRIBLUE, LLC, a North Carolina limited liability company, whose
address is PO Box 573, Greenville, NC 27858, Grantor; to AMERCO
REAL ESTATE COMPANY, a Nevada corporation, whose address is 2727
North Central Avenue, Phoenix, AZ 85004, Grantee;
W I T N E S S E T H:
That Grantor, for a valuable consideration paid by
Grantee, the receipt of which is hereby acknowledged, has sold, and
by these presents, does grant, bargain, sell and convey unto
Grantee, his/her/their heirs and assigns, that parcel of land lying
and being in Number Eight (8) Township, Craven County, North
Carolina, and more particularly described on Exhibit A attached
hereto and incorporated herein by reference.
This property was conveyed to Grantor by Deed recorded in
the above named County Registry in Book 2990, Page 85.
[300000-00045/1963932/1]
Submitted electronically by "First
American Title
Insurance Co,
- NCS - Phoenix"
in compliance with North Carolina
statutes governing
recordable
documents
and
the terms of the
submitter
agreement with the
Craven County
Register of Deeds.

BK 3539 PG 1398 DOC# 10024004
TO HAVE AND TO HOLD the aforesaid parcel of land and all privileges
and appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee that Grantor
has done nothing to impair such title as Grantor received, and
Grantor will warrant and defend the title against the lawful claims
of all persons claiming by, under or through Grantor, subject to
valid and enforceable easements, rights -of -way and restrictions of
record, if any, and a pro rata.share of the current year's ad
valorem property taxes and such additional exceptions as may be
hereinafter stated. Title to the property hereinabove described is
subject to the following additional exceptions:
None.
The designation Grantor and Grantee as used herein shall
include said parties, their heirs, successors and assigns, and
shall include singular, plural, masculine, feminine or neuter as
required by context.
IN WITNESS WHEREOF, KARIBLUE,LLC has executed this deed
by and through its Managers this the day and year first above
written.
By:
[3000D0-00045/1963932/1]
KARIBLUE, LLC
F. WEBB, Manager

BK 3539 PG 1399
D DC# 10024004
NORTH CAROLINA
CRAVEN COUNTY
I� / �rlArr �. / 4y 407 L , a Notary Public, do hereby
certify that Thomas F. Webb, personally appeared before me this day
and acknowledged that he is a Manager of KARIBLUE, LLC, a North
Carolina Limited Liability Company, and further acknowledged the
due execution thereof.
WITNESS my hand
day of June, 2018.
and official stamp or seal, this the
My Commission Expires :
a,Npgl1011lq
T O '
1119-202�1
COUN�```�,,
,'fq'r�1f111G IIppplt�"'
Notary seal or stamp must appear within this box.
ppw #512
300000-00045
[120951-00001/1964801/1]

BK 3539 PG 1400 DOC# 10024004
Exhibit
BEING ALL OF LOTS 2 AND 3 AS SHOWN ON MAP ENTITLED "MINOR SUBDIVISION OF COPPERFIELD
PLAZA 11, DATED FEBRUARY 1, 1996, PREPARED BY SUITT AND ASSOCIATES P.A. AND RECORDED IN
PLAT CABINET F, SLIDE 200-H IN THE OFFICE OF THE REGISTER OF DEEDS OF CRAVEN COUNTY.

,KLE/NFEL,DER
\� f /Bright People. Right Solutions.
REPORT OF SUBSURFACE EXPLORATION
U-HAUL SITE 782076
4112 DR MARTIN LUTHER KING JR BOULEVARD
NEW BERN, NORTH CAROLINA
KLEINFELDER PROJECT NO. 20183856.001A
MAY 30, 2018
Copyright 2018 Kleinfelder
All Rights Reserved
ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE
SPECIFICPROJECT FOR WHICH THIS REPORT WAS PREPARED.
20183856.001A � DFW18R77178 Page i May 30, 2018
© 2018 Kleinfelder www.kleinfelder.com

KLE/NFELOER
A Report Prepared for:
Ms. Sabrina Perez
AMERCO Real Estate/U-Haul International
Construction Department
2727 N Central Avenue #5N
Phoenix, AZ 85004
REPORT OF SUBSURFACE EXPLORATION
U-HAUL SITE 782076
4112 DR MARTIN LUTHER KING JR BLVD
NEW BERN, NORTH CAROLINA
Prepared)h� � � I ►1����
A 06 04
/i
=��•a SEAL �.9 t
035766
Christopher D!I
NC License No
Reviewed by:
035766
Xavier C. Barrett, PE
Principal Professional
KLEINFELDER
Firm License No. F-1312
7805 Mesquite Bend I Suite 100
Irving, TX 75063
P 1 972-868-5913
May 30, 2018
Kleinfelder Project No. 20183856.001A
20183856.001A � DFW18R77178 Page ii May 30, 2018
© 2018 Kleinfelder www.kleinfelder.com

KLE/NFELOER
blight vrWr. Rvil farutiuim
TABLE OF CONTENTS
1 INTRODUCTION AND SUMMARY.....................................................................................1
2 PROJECT DESCRIPTION..................................................................................................3
3 SCOPE OF INVESTIGATION.............................................................................................4
3A FIELD EXPLORATION.,,.,",,""" ............... I I I I I I I I I I I I a 0 1 a I I I I a 1 7 4 4 9 0 8 0 * a a 0 a 0 0 a I a 6 1 a 0 a I a ............ *060,4
3.2 LABORATORY TESTING........................................................................................4
4 FINDINGS............................................................................................................................6
4.1 SITE CONDITIONS..................................................................................................6
4.2 PUBLISHED INFORMATION...................................................................................6
4.2.1 Site Geology.. ............... "I'll", IIIIIIIIPIIIIIF I Poona no on*009onsom offimesseffi*6
4.2.2 USDA Soil Survey.........................................................................................6
4.3 SUBSURFACE CONDITIONS................................................................................a7
4.3.1 Surficial Materials..........................................................................................7
4.3.2 Fill.................................................................................................................7
4.3.3 Coastal Plain Soils........................................................................................7
4.3.4 Limestone.....................................................................................................7
4AGROUNDWATER, P 9 a 0 0 0 a 1 9 a a 0 & 9 0 0 1 1 a 1 0 1 1 1 a I I I I I I I I . I I I . I I I I I . 0 a 0 K I a 0 a 2 a 0 a 0 0 0 0 1 0 0 a 4 0 0 a 1 9 0 0 4 no 9 1 * a a 0 a 0 a 9 0 0 a a 9 a 0 0 0 0 a 9 0 a 0 8
4.5 LABORATORY RESULTS.......................................................................................8
5 CONCLUSIONS AND RECOMMENDATIONS....................................................................9
5.1 GENERAL................................................................................................................9
5.2 SEISMIC SITE CLASSIFICATION.........................................0111..I....I.I...................19
5.3 SHALLOW FOUNDATIONS................................................................I....................9
5.3.1 Spread Footings.......................................................................................I...9
5.3.2 Mat Foundations, I I I I I I I I I I I I I I I I I I I I K 1 4 0 0 1 0 a I a a a 0 a a a I a a a 9 a a 0 0 a 0 a 0 a 0 1 0 0 a 0 a I I a I I * I I I I I I . I K I I I I I I . I I K I . I 1 1 0
5.3.3 Lateral Load Resistance.............................................................................10
5.3.4 Settlement Potential of Shallow Foundations..............................................10
5A DEEP FOUNDATIONS. I a 0 1 a a 0 0 a 2 a & a k 0 & a a a & 0 a 1 0 1 1 1 1 1 1 . I K I I . K I I . I I I K I I I I I I I I I I I I I I I I I I I I I I I a 0 W a 9 0 0 a 0 0 9 0 a a a 0 0 0 a a a a 9 1 1
5.4.1 Timber Piles................................................................................................11
5.4.2 Helical Piers................................................................................................11
5.4.3 Auger Cast —in —place (ACIP) Piles, I I I I I I I I I I K I I I I I I I I I I I I I I I I I I I 1 9 1 1 a W 0 a I I a a a a I 1 0 0 ff 0 a a 0 0 0 a a 0 * 0 8 0 b 12
5.4.4 Settlement Potential of Deep Foundations..................................................14
5.5 FLOOR SLAB SUPPORT. I I a a I I & a I a 0 a K a I I I . I I . . I K I . I I I a 0 0 a 0 0 0 0 0 K I I I I I I I I I I a a I W 0 4 1 a 9 0 a a a 0 9 a * 0 0 a W 0 a a 0 a a a a I I I a A a a a 14
5.6 PAVEMENT AND EXTERIOR FLATWORK...........................................................15
5.6.1 Flexible Pavement......................................................................................15
5.6.2 Portland Cement Concrete (PCC) Pavement. a 0 0 a W 0 a 0 0 0 2 0 a 0 0 0 0 0 a a 0 a a 0 & 0 0 1 1 1 a k I I I I ft I I I I I I K 15
5.7 BELOW —GRADE WALLS.0.220..02000.0.0.0.0.01.000.1001...0...0.0.0.....00...........01........I......I.....116
5.8 CUT AND FILL SLOPES. I a 0 a a 0 0 a 0 2 0 a 0 & 0 K 0 0 2 0 0 a a 0 a 0 a 1 0 1 1 1 a a 0 9 0 0 f a 0 0 0 P 0 a a a a 0 9 9 a a a a a 0 0 a a a I I I I a I I I . I . I I I . I I . I I K I . I 1 1 7
5.9 STORMWATER CONTROL MEASURES(SCMs).................................................17
5.10 GROUNDWATER CONTROL",',"",",,,, IN Monogram no*nnsaffinffnaks hamestmusehfth .... &bank .................. 18
5.11 CORROSION POTENTIAL OF SITE SOILS.......................................................I.118
6 CONSTRUCTION CONSIDERATIONS. K M in A a in a a in M K a a no a al in in a M a in in in 0 in a 0 in a ME A a M M M in K E a 0 M M M 0 2 in M M R in M 0 in in M in K M K 0 a as in K in in in in in M K U20
6.1 SITE PREPARATION.............................................................................................20
6.2 FILL MATERIAL AND PLACEMENT......................................................................21
6.3 SHALLOW FOUNDATION CONSTRUCTION......................................................122
6ADEWATERING......................................................................................................'22
7 ADDITIONAL SERVICES. 11 0 a a R E IF 0 ff 0 9 a A 0 a 0 a E 2 E 0 a IN in 2 0 IN a IN R III IS AN K ad K A R in a 9 K 9 in 2 K in M M K in a in K in in in M in M lK in a a Iff in a a 0 W in of M 0 in a ff M E 0 a 0 a M R a M M K a m EMEME23
8 LIMITATIONS....................................................................................................................24
20183856.001A � DFW18R77178 Page iii May 30, 2018
© 2018 Kleinfelder www.kleinfelder.com

Cr /fLE/NFELOER
Bright People. Fight Solutions.
Imported soils proposed for use as wall backfill should be properly evaluated by a geotechnical
engineer with respect to the recommended parameters.
For freestanding retaining walls, the passive pressure resistance at the toe above the frost depth
should be neglected in calculating the resistance to sliding. Additional sliding resistance should be
obtained by increasing the base width or adding a key.
It should be noted that for initiation of active earth pressures a lateral translation of 0.2 to 0.4 percent
of the free height of the wall is required. Horizontal translation equivalent to approximately 0.5 percent
of the embedded depth of the wall will be required for initiating the passive earth pressure.
Proper performance of the wall is predicated on the structure being founded above the groundwater
table and the backfill being maintained in a drained condition. To promote drained conditions behind
the retaining wall, Kleinfelder recommends that the below grade portions of the walls be covered with
a prefabricated drainage panel and hydraulically connected to a perimeter drain located at the base
of the foundation. As an alternative, the buried wall could be backfilled with clean granular backfill
allowing the free flow of water to the foundation drain. The foundation drain should transfer any water
by gravity to outlet in the storm drainage system.
5.8 CUT AND FILL SLOPES
Permanent cut and fill slopes should be no steeper than 2.5(H):1(V) and should be properly seeded
and mulched to minimize erosion. Temporary slopes in confined or open excavations should perform
satisfactorily at inclinations of 1.5(H):1(V). All confined excavations, such as trenches and footing
excavations, should conform to applicable OSHA regulations.
The crests of all slopes should be maintained at least five (5) feet horizontally from any pavement
limits. Foundation setbacks should meet the criteria outlined in chapter 18 of the North Carolina
Building Code. Surface runoff should be diverted away from the slope faces.
5.9 STORMWATER CONTROL MEASURES (SCMs)
Based on the groundwater measurements in the borings, and the time of year the field exploration
program was conducted (late winter/early spring), the estimated seasonal high groundwater
elevations are consistent with the groundwater levels indicated on the boring logs. NCDEQ
requires a minimum separation of 2 feet between basin bottoms and the seasonal high
20183856.001A � DFW18R77178 Page 17 May 30, 2018
© 2018 Kleinfelder www.kleinfelder.com

l� KLE/NFELOER
Bright People. Hight Safatiorm
groundwater elevation for SCMs designated for infiltration. Dry ponds are not feasible at this site
due to potential fluctuations in the shallow groundwater levels. NCDEQ has no requirements
regarding the SHWT for wet ponds.
5.10 GROUNDWATER CONTROL
Kleinfelder recommends finished grades for buildings and pavements be established at least 2 feet
above the groundwater levels indicated by the borings.
5.11 CORROSION POTENTIAL OF SITE SOILS
Ferrous metal and concrete elements in contact with soil should be designed to resist corrosion and
degradation based on accepted practices. Kleinfelder has completed laboratory testing on one
sample to provide data regarding the corrosive potential of onsite soils. A brief discussion of the test
results is presented in the following paragraphs.
A commonly accepted correlation between soil resistivity and its corrosive effects on unprotected
ferrous metals (NACE, 1984) is provided below:
MINIMUM
RESISTIVITY, OHM -CM
0 to 1,000
1,000 to 2,000
2,000 to 10,000
Over 10,000
CORROSION POTENTIAL
- Severely Corrosive
- Corrosive
- Moderately Corrosive
- Mildly Corrosive
The resistivity values determined by the laboratory represent the minimum values. This data is not
appropriate for use in evaluating potential facility grounding systems.
Minimum resistivity testing performed indicated that the soil tested is considered to be mildly
corrosive to buried, unprotected, metal objects. However, the USDA Soil Survey indicates the risk
of corrosion of uncoated steel is high, likely due to the variable factor of soil moisture content in
relation with the shallow groundwater reported within the mapped unit.
The concentration of water-soluble sulfates in the soils is a good indicator of the potential for chemical
attack of concrete or cement grout. The American Concrete Institute (ACI) in their publication Guide
to Durable Concrete (ACI 201.2R-08) provides guidelines for this assessment. The results of sulfate
test indicates the potential for deterioration of concrete is low, and no special requirements should
be necessary for the concrete mix.
20183856.001A DFW18R77178 Page 18 May 30, 2018
© 2018 Kleinfelder www,kleinfelder.com

PROJECT: Uhaul 4112 Dr. MKL Blvd New Bern
Raleigh, North Carolina
Nitrogen Reduction Calculations
JUIy 16, 2018
Given:
-- 13,02 acre site
PREDEVELOPED CONDITIONS
13.02
TN Export
Land Use
Area (ac)
Coefficient,
TN Export,
Ibslac/ r
Ibs/ r
Permanently protected,
undisturbed open space
0,975
0.6
0,59
(forest, existing riparian buffers)
Permanently protected
managed open space
9.850
1.2
11.82
(lawns, landscaped areas)
Impervious surfaces
(roofs, roads, pavement, parking
2.195
21.2
0,00
areas, etc.)
ota s
13.020
12.41
Nitrogen Reduction Calculation is done below by breaking the total project site info sub -basins.
POST DEVELOPED CONDITIONS
Untreated
13.02
ac
TN Export
Land Use
Area (ac)
Coefficient,
TN Export,
Ibs/ac/ r
Ibs/ r
Permanently protected,
undisturbed open space
0.660
0,60
0.40
(forest, existing riparian buffers) -
Permanently protected
managed open space
1.1100
1.20
1,33
(lawns, landscaped areas)
Impervious surfaces
gravel, asphault, parking, road
1,750
21.20
37.10
Impervious surfaces
Buildings, Concrete
0.280
21.20
5,94
Totals
3.800
44.76
9.222 ac
Stormwater Wetland Nitrogen Removal = 40°/
TN Export
Land Use
Area (ac)
Coefficient,
TN Export,
Ibs/ac/ r
Ibs/ r
Permanently protected,
undisturbed open space
0,60
(forest, existing riparian buffers) -
Permanently protected
managed open space
1,09
1.20
1.31
(lawns, landscaped areas)
Impervious surfaces
gravel, asphalt, parking, road
4.44
21.20
94,06
Impervious surfaces
Buildings, Future Impervious
3.69
21,20
78.25
Totals
9,222
173.62
Nitrogen Removed
69.45
Nitrogen Released
104,17
Total Nitrogen Post Developed
Total Nitrogen Per Acre
Minimum nitrogen 10.00 Ibs/ac/yr not applicable for redevelopment
148.94
11.44
Post -Developed Export after BMP 11.44 Ibs/ac/yr 4468.06
Allowable Export without Nutrient Offset = 3.60 Ibs/ac/yr 1406.16
need to buy -down 3061.90

NUTRIENT OFFSET MITIGATION PAYMENT SUMMARY
Jurisdiction:
Basin:
Project Name:
Address:
Engineer of Record:
Date:
City of New Bern
Neuse River
Uhaul 4112 Dr MLK Blvd
4112 Dr MILK Blvd
J. S. Janowski
7/16/2018
Site Characteristics
Acreage: 113.02
Redevelopment Site Ino
BMP(s) Utilized: 1
acres
(Yes or No)
Pre -Development Nitrogen & Phosphorus Loading
Nitrogen
12.411lb/year
0.95
lb/acre/year
Post -Development Nitrogen & Phosphorus Loading
Nitrogen
148.94
lb/year
11.44
lb/acre/year
Nitrogen & Phosphorus Loading Limits
Nitrogen
46.87
lb/year
3.60
Ib/acre/year
Post-BMP Nitrogen & Phosphorus Loading
Nitrogen
Unless project is a redevelopment site, post Nitrogen loading is
or duplex residential and 10lbs/acre/year for all other projects
148.94 lb/year
subject to 6 lbs/acre/year threshold for single-family
1 11.44
lb/acre/year
Nutrient Buy -Down Summary
Nitrogen Post-BMP - Pre-dev 102.06
lb/year
7.84
lb/acre/year
Total Nutrient Loading Over 30 years
Nitrogen
3,061.90 lbs.

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Plive.-
&ASSOCIATES, INC.
since tots
CNGINECRS. Yl4NNCR5, SURVCYORS 6 V,ND$CMC gRGIRLG i-a
F-0334
107 E. 2nd Street
Greenville, 252-752-4 sjanowski6 riversandassociates.com
Table of Rational Runoff Coefficients
C Description
0.10 Lawn, sandy, flat <2%
0.10 Wooded, deep ground litter
0.15 Lawn, sandy, avg 2-7°/G
0.17 Lawn, dense soil, flat 2%
0.20 Wooded, sparse ground litter
0.22 Lawn, dense soil, AVG 2-7%
0.25 Park, cemetery
0.35 Unimproved cleared area
0.35 Cultivated Land Sandy
0.40 Residences, 2 dwellings/acre
0.50 Residences, 4 dwellings/acre
0.55 Residences, 6 dwellings/acre
0.55 Cultivated Land Clay and Loam
0.60 Apartments, schools, churches
0.60 Residences, 10 dwellings/acre
0.85 Commercial, generalized
0.70 Washed Stone
0.90 Parking lot
0.90 Roof, flat
0.95 Street, driveway, sidewalk
1.00 Roof, inclined

Divers
A ASSOCIATES, INC.
s ma
107 East Second Street
Grzenville, NC 27858
[phone]
F-0334
STORM WATER DETENTION ROUTING
FOR
UHAUL DR. MLK BLVD
NEW BERN, NORTH CAROLINA
1 Year 24-Hour Storm
7/11/2018
1 year siortn

Site Conditions Predevelopment
Totat watershed area
Transporation
Building
Grass(unmanaged)
Wooded
SCS Soil Group
Hydraulic Length
Vertical Relief
1 yr rainfall
Time of Concentration
channelfow
'I
M
H
t` 128
Composite C =
C=
0.90
CN=
C=
0.95
CN=
C=
0.35
CN=
C=
0.15
CN=
Lynchburg and Rains soils C/B and
D/B
Overland
660
Overland
2.0
Overland
21.6 +
Travel Factor 2
13,0200
acres
98
1,9170
acres
98
0.2780
acres
80
9.8450
acres
77
0,9800
acres
D
Channelized
100
feet
Channelized
0.3
feet
3,49
inches
Channelized
2.5 24.1 minutes
0.43
IDF (intensity-duraiion-frequency) Equation -Developed from NOAA - Precipita8on Frequencies -Greenville, NC
R g h
Rainfall Intensity �= 8 1 127 30.5 2.32 inches per hr
(h+T) 10 256 27.5
25 318 31.5
100 434 38.3
Peak Discharge Q = C�
1 year storm
2
12.98 cfs
2.1950

Site Conditions Post Development
Tolet watershed area
13.0200
acres
washed stoned
I11777
Trans (asph and wash stone)
C=
0.80
CN=
98
6.1846
acres
asphalt
157624
Building
C=
0.95
CN=
98
3.9708
acres
bldg
44843
Managed Pervious Flat Lawn
C=
0.15
CN=
80
2.2046
acres
canopy
128125
Wooded (protected)
C=
0.15
CN=
77
0.6600
acres
442369
SCS Soil Group Lynchburg and Rains
soils C/B and
D/B
D
Hydraulic Length
Overland
200
Channelized
990
feet
Vertical Relief
Overland
1
Channelized
1.70
feet
1 yr rainfall
3.49
inches
Design Hydrograph Formulation
Composite CN
93.9
1000
oss
S _ _ 10
CN
Runoff
(P-0.2S)'
2.81
inches
O _
J P+US
Time of Concentration
channel Bow (not overland)
L' o3es
Overland
Channelized
3.6
+
18.4
21.9
minutes
Travel Factor
t`
1
1
128
Composite C =
0.71
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies
R
g
h
Rainfall Intensity = S
1
137
20.5 3.23 inches per hr
(h+T)
10
256
27.5
25
318
31.5
100
434
38.3
Peak Discharge Q = CM
Time to peak T = Vol
1.39Qo
Storage Required
minimum 1st inch
Allowable release at impoundment (pre -bypass) _
Peak rate of inflow at impoundment (pre -bypass) _
Allowable release at impoundmenl(post-bypass)=
Peak rate of inflow at impoundment (post -bypass) _
29.85 cfs
53.80 minutes
53,813 cf
4242 cf
12.98 cfs
29.65 cfs
5.89 cfs
22.57 cfs
BYPASSED FLOW
Area(ac) C 1(tn/hr)
Trensportatio 1.748 0.95
Roof 0.280 0,95 Qbypassed 7.08 cfs
wooded 0.660 0,15
grass 1,110 0,15
Total 3.798 0,58 3.23
1 year storm
3
2.028

STAGE STORAGE DATA
surface
miff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
21.00
217372
1,25
28,464
22.25
24,170
-
28,464
22.25
1
0,75
18,777
23,00
25,903
-
47,241
23.00
1.75
1,00
27,090
24.00
28,276
-
741331
24.00
2.75
1,00
29,499
25.00
30,722
-
103,830
25.00
3.75
1,00
31,981
26.00
33,239
-
135,810
26,00
4.75
Storage elevation@minimum
storage volume
22.25
msl
22.25
msI
z
Computed
Storage
Stage
LN(storage)
LN(Stage)
Stage
28,464
1
1.08
47,241
1.75
10.76
0.56
1,75
135,810
4.75
11.82
1.56
4.75
�rS.l
6
1.06
�rZel
lZ,
S2
x•=(Z26
26,139.40
Z-I
26.73
�
J"'
Size Outlet Device for Control SWcture
invert elevation =
estimated orifice center elev. _
Average Head Elevation =
Average Head =
discharge (d) _
coefficient of discharge =
O of orifice
Draw down of temporary pool
Orifice equation
Q=C,A 2gh
Computed Temporary
Pool
Elevation
Set pool elevation at 1
fool
includes future
development
1 year storm
a
22.25 feet msl
21.00 feet msl
21.05 feet msl
22.25 feet msl
0.42 feet 1/3 head
5.9 cis
0.6
0.026 cis Based on Trial Diameter
1.85 days
1.55
inches
Calculated
1.25
inches
try

Peak Inflow =
Time to Peak =
Time
T (min)
0
3.00
6.00
9.00
12.00
15,00
18.00
21.00
24.00
27.00
30.00
33.00
36*00
39.00
42.00
45.00
48.00
51.00
54.00
57.00
60.00
63.00
66.00
69.00
72.00
75.00
78.00
81.00
84.00
87.00
90.00
93.00
96.00
99.00
102.00
105.00
108.00
111.00
114.00
117.00
120.00
123.00
126.00
129.00
132.00
135.00
138.00
141.00
144.00
147.00
150.00
153.00
156.00
159.00
162.00
165.00
168.00
171.00
174.00
177.00
180.00
183.00
186.00
189.00
192.00
195.00
198.00
201.00
204.00
207.00
210.00
213.00
216.00
219.00
222.00
225.00
228.00
231.00
234.00
237.00
240.00
243.00
246.00
249.00
262.00
255.00
258.00
261.00
264.00
267.00
270.00
273.00
276.00
279.00
29.65 22.57 any bur
53.8 min 67 u5un
Structur
OriFce
Principal
Overflo
Inflow
Outflow
Outflow
w
Total Outflow
Q ( cfs)
Q ( cfs)
Q ( cfs)
Q ( cfs)
Q ( cfs)
0.00
0.00
0.00
0.00
0.00
0.17
0.00
0.00
0.00
0.00
0.68
0.00
0.00
0.00
0.00
1.52
0.00
0.00
0.00
0.00
2.66
0.00
0.00
0.00
0.00
4.05
0.00
0.00
0.00
0.00
5.67
0.01
0.00
0.00
0.01
7.47
0.01
0.00
0.00
0.01
9.37
0.01
0.00
0.00
0.01
11.34
0.02
0.00
0.00
0.02
13.30
0.02
0.00
0.00
0.02
15.21
0.02
0.00
0.00
0.02
16.99
0.03
0.00
0.00
0.03
18.60
0.03
0.00
0.00
0.03
19.98
0.03
0.00
0.00
0.03
21.10
0.04
0.00
0.00
0.04
21.92
0.04
0.00
0.00
0.04
22.41
0.04
0.02
0.00
0.07
22.57
0.05
0.18
0.00
0.23
22.37
0.05
0.40
0.00
0.45
21.84
0.05
0.65
0.00
0.70
20.99
0.05
0.93
0.00
0.99
19.84
0.05
1.23
0.00
1.28
18.42
0.06
1.52
0.00
1.58
17.19
0.06
1.77
0.00
1.83
15.99
0.08
2.04
0.00
2.10
14.87
0.06
2.29
0.00
2.35
13.83
0.06
2.51
0.00
2.57
12.87
0.06
2.74
0.00
2.80
11.97
0.06
2.91
0.00
2.97
11.13
0.06
3.08
0.00
3.15
10.35
0.07
3.26
0.00
3.32
9.63
0.07
3.40
0.00
3.47
8.95
0.07
3.51
0.00
3.58
8.33
0.07
3.62
0.00
3.69
7.76
0.07
3.69
0.00
3.76
7.20
0.07
3.77
0.00
3.83
6.70
0.07
3.84
0.00
3.91
6.23
0.07
3.92
0.00
3.98
5.80
0.07
3.95
0.00
4.02
5.39
0.07
3.99
0.00
4.06
5.01
0.07
3.99
0.00
4.06
4.66
0.07
4.03
0.00
4.10
4.34
0.07
4.03
0.00
4.10
4.03
0.07
4.03
0.00
4.10
3.75
0.07
3.99
0.00
4.06
3.49
0.07
3.99
0.00
4.06
3.25
0.07
3.99
0.00
4.06
3.02
0.07
3.95
0.00
4.02
2.81
0.07
3.92
0.00
3.98
2.61
0.07
3.92
0.00
3.98
2.43
0.07
3.88
0.00
3.95
2.26
0.07
3.84
0.00
3.91
2.10
0.07
3.80
0.00
3.87
1.95
0.07
3.77
0.00
3.83
1.82
0.07
3.73
0.00
3.80
1.69
0.07
3.69
0.00
3.76
1.57
0.07
3.66
0.00
3.72
1.46
0.07
3.58
0.00
3.65
1.36
0.07
3.55
0.00
3.61
1.26
0.07
3.51
0.00
3.58
1.18
0.07
3.44
0.00
3.50
1.09
0.07
3.40
0.00
3.47
1.02
0.07
3.33
0.00
3.40
0.95
0.07
3:29
0.00
3.36
0.88
0.07
3.22
0.00
3.29
0.82
0.07
3.19
0.00
3.25
0.76
0.07
3.12
0.00
3.18
0.71
0.07
3.08
0.00
3.15
0.66
0.06
3.01
0.00
3.08
0.61
0.06
2.98
0.00
3.04
0.57
0.06
2.91
0.00
2.98
0.53
0.06
2.88
0.00
2.94
0.49
0.06
2,B1
0.00
2.87
0.46
0.06
2.78
0.00
2.84
0.43
0.06
2.74
0.00
2.81
0.40
0.06
2.68
0.00
2.74
0.37
0.06
2.64
0.00
2.71
0.34
0.06
2.58
0.00
2.64
0.32
0.06
2.54
0.00
2.61
0.30
0.06
2.48
0.00
2.54
0.28
0.06
2.45
0.00
2.51
0.26
0.06
2.41
0.00
2.48
0.24
0.06
2.35
0.00
2.41
0.22
0.06
2.32
0.00
2.38
0.21
0.06
2.26
0.00
2.32
0.19
0.06
2.22
0.00
2.29
0.18
0.06
2.19
0.00
2.26
0.17
0.06
2.16
0.00
2.22
0.15
0.06
2.10
0.00
2.16
0.14
0.06
2.07
0.00
2.13
0.13
l(Y.Mrstorm 2.04
0.00
2.10
0.12
0.06
2.01
0.00
2.07
0.12
0.065
1.95
#REFI
#REFI

Stormwater routing
Perm Poc
Temp pool
Top of Box
diameter
0.67
40.00
1,25
Spillway
Spillway
inch
22,25
25.66
T (time min)
Q ( cfs)
Storage
Stage
Outflow
Elevation
Orifice
Weir
Weir
0
0
-
0.00
0,00
21,00
3.00
0.2
-
0.00
0.00
21,00
0,00
0.0
O.0
6.00
0.7
31
0.00
0.00
21,00
0,00
0.0
0,0
9.00
1.5
154
0.01
0,00
21,01
0,00
0.0
D,0
12.00
2.7
428
0.02
0400
21,02
0,00
0.0
0,0
16.00
4.1
906
0.04
0,00
21,04
0,00
0.0
0.0
18.00
5.7
1,636
0.07
0.01
21,07
0,01
0.0
0,0
21.00
7.5
21656
0.12
0,01
21,12
0,01
0.0
0.0
24.00
9.4
33998
0.17
0,01
21,17
0,01
0.0
0.0
27.00
11.3
51683
0.24
0,02
21,24
0.02
0.0
0.0
30.00
13.3
72721
0.32
0.02
21,32
0.02
0.0
D.O
33.00
15.2
10,112
0.41
0,02
21,41
0,02
0.0
O.O
36.00
17.0
12,845
0.51
0,03
21,51
0,03
0.0
D.D
39,00
18.6
15,898
0.62
0,03
21,62
0,03
0.0
D,O
42.00
20,0
19,240
0.75
0.03
21,75
0,03
0.0
0.0
45.00
21,1
22,831
0.88
0,04
21,88
0,04
0.0
0.0
48.00
21.9
26,623
1.02
0,04
22,02
0,04
0.0
0.0
51.00
22.4
30,561
1,16
0,04
22,16
0.04
0.0
0,0
54.00
22.6
349587
1.30
0,07
22,30
0.05
0.0
0.0
57.00
22.4
3B,637
1.45
0,23
22,45
0,05
0.2
0.0
60.00
21.8
42,623
1.59
0,45
22,59
0.05
0.4
0,0
63.00
21.0
46,473.
1,72
0,70
22,72
0,05
0.6
0.0
66.00
19.8
502125
1.85
0.99
22,85
0.05
0.9
0.0
69.00
18.4
53,517
1,97
1,28
22,97
0.06
1.2
0.0
72.00
17.2
56,602
2.08
1,58
23,08
0.06
1.5
0.0
75.00
18.0
59,412
2,17
1,83
23,17
0406
1.8
0.0
78.00
14.9
61,961
2.26
2,10
23,26
0.06
2.0
O.O
81.00
13.8
64,260
2.34
2,35
23,34
0.06
2.3
0.0
84.00
12.9
66,326
2.41
2,57
23,41
0.05
2.5
0,0
87.00
12.0
68,179
2,48
2,81
23,48
0,06
2.7
0.0
90.00
11.1
69,828
2.53
2,98
23,63
0.06
2.9
0,0
93.00
10.4
71,295
2.58
3,15
23,68
0,07
3.1
0.0
96.00
9.6
72,592
2.63
3,32
23,63
0,07
3.3
0,0
99.00
9.0
73,726
2,67
3.47
23,67
0.07
3.4
0.0
102.00
8.3
74,714
2.70
3,58
23,70
0,07
3.5
0,0
105.00
7.7
75,569
2,73
3,69
23,73
0,07
3.6
0.0
108.00
7.2
762299
2.75
3,76
23,75
0.07
3.7
0.0
111.00
6.7
76,919
2.77
3.83
23,77
0,07
3.8
0.0
114.00
6.2
77,435
2.79
3.91
23,79
0,07
3.8
0.0
117,00
5.8
77,853
2.81
3.98
23,81
0,07
3.9
0,0
120.00
5.4
78,179
2.82
4,02
23,82
0,07
4.0
0.0
123.00
5.0
7B3425
2.83
4,06
23,83
0,07
4.0
0,0
126,00
4.7
78,597
2.83
4,06
23,83
0,07
4.0
0.0
129.00
4.3
78,705
2.84
4,10
23,84
0,07
4.0
0.0
132.00
4.0
78,748
2.84
4,10
23,84
0,07
4.0
0.0
135,00
3.8
78,737
2.84
4,10
23,84
0,07
4.0
0.0
138,00
3.5
78,674
2.83
4.06
23,83
0,07
4.0
0,0
141.00
3.2
78,571
2,83
4.06
23,83
0,07
4.0
O.D
144.00
3.0
783425
2.83
4.06
23,83
0,07
4.0
O.0
147.00
2.8
78,237
2.82
4.02
23,82
0,07
4.0
O.D
150,00
2.6
78,018
2.81
3,98
23,81
0,07
3.9
0,0
153.00
2.4
77,771
2.80
3.95
23,80
0,07
3.9
0,0
156,00
2,3
77,498
2.79
3.91
23,79
0,07
3.8
0.0
159.00
2.1
77,201
2.78
3,87
23,78
0,07
3.8
0.0
162,00
2.0
76,882
2.77
3.83
23,77
0,07
3.8
0.0
165.00
1.8
76,543
2.76
3,80
23,76
0,07
3.7
O.D.
168,00
1.7
761187
2,75
3.76
23,75
0,07
3.7
0.0
171,00
1.6
75,814
2.74
3.72
23,74
0,07
3.7
O.D
174,00
1.5
75,427
2,72
3.65
23,72
0,07
3,6
0.0
177,00
1.4
751034
2,71
3.61
23.71
0,07
3.5
0.0
180,00
1.3
741628
2,70
3.58
23.70
0,07
3.5
0,0
183,00
1.2
74,212
2,68
3.50
23.68
0,07
3.4
0.0
186,00
1.1
73,793
2,67
3.47
23.67
0,07
3,4
0.0
189,0
1.0
73,366
2,65
3.40
23.65
0,07
33
0.0
192.0
0.9
72,938
2,64
3.36
23.64
0.07
3.3
0.0
195,0
0.9
72,503
2,62
3.29
23.62
0,07
3.2
0.0
198.0
0,8
72,070
2,61
3.25
23.61
0.07
3.2
0.0
201.0
0.8
71,631
2,59
3,18
23.59
0.07
3.1
0.0
204.0
0.7
712195
2,68
3,15.
23.58
0.07
3.1
0,0
207,0
0.7
70,756
2,56
3.08
23.56
0.06
3.0
0.0
210.0
0.6
70,321
2,55
3,04
23.55
0.06
3,0
0.0
21310
0.6
69,883
2.53
2,98
23.53
0.06
2.9
0,0
216.0
0.5
69,450
2,52
2,94
23,52
0.06
2.9
0.0
219.0
0.5
691016
2.50
2,87
23,50
0.06
2.8
0,0
222.0
0,5
68,587
2,49
2,84
23,49
0,06
2.8
040
225.0
0.4
681159
2.48
2,81
23,48
0.06
2.7
0,0
228.0
0.4
67,730
2.46
2,74
23,46
0.06
2.7
060
231.0
0.4
67,309
2.45
2,71
23,45
0,06
2.6
0,0
234.0
0.3
68,888
2,43
2,64
23,43
0,06
2.6
0.0
237,0
0.3
66,475
2.42
2,61
23,42
0,06
2.5
0.0
240.0
0.3
661063
2.40
2,54
23,40
0,06
2.5
0,0
243.0
0,3
65,659
2.39
2,51
23,39
0.06
2.4
0,0
246.0
0.3
65,257
2.38
2,48
23,38
0,06
2.4
0.0
249.0
0.2
64,857
2.36
2.41
23,36
0,06
2.4
O,D
252.0
0.2
641466
2.35
2,38
23,35
0,06
2.3
0.0
255.0
0.2
64,077
2.33
2.32
23,33
0,06
2.3
O.D
258.0
0.2
63,697
2,32
2.29
23,32
0,06
2.2
0.0
261.0
0.2
63,320
2.31
2.26
23,31
0,06
2.2
0,0
264.0
0.2
62,946
2.30
2.22
23,30
0,06
2.2
0.0
267.0
0.2
62,576
2.28
2.16
23,28
0,06
2.1
0.0
270.0
0.1
621214
2.27
2.13
23,27
0,06
2.1
0.0
273.0
0.1
61,857
2.26
2.10
23,26
0,06
2.0
0.0
276.0
0.1
61,502
2,25
2,07
23.25
0,06
2.0
0.0
279.0
0.1
61,152
2.23
2,01
23.23
0,06
2,0
0.0
1 year storm

Results of routing the 1 year storm
Use orifice =
1.25
inches
Peak outflow =
4.10
cfs
Less than post -bypass allowable release 5.89 cfs
Peak Stage=
2,84
It
Water Elevation=
23.84
msl
Peak Storage =
78,748
cf
Design Spillway
22.25
msl
Temporary Pool Elevation for minimum tat inch of runoff
Weir
0,67
Ft
To control 1 year storm
Structure Overflow
Length of weir
25.66 msl Top of Outlet Control Structure
40,00 ft
Routing Equations for Table Above
Synthetic Hydrograph Routing Equations
Qt = QP 1— Cos \a
c5isTp
Q=434Qpexp[430�pl1
t}1,ZSTp
Stage/Storage Equa i
Stage Z [r�
Outflow
r� = Z(Q� f+Qwmr+Qm.nM.o-+^-)
Outflow from Orifice
Qo. )sue=CdA 2gh
Outflowfrom Weir
3
QW.rr = C rtr=
1 year storm
7

i
3
3
3 m
1
—
Ocu
_ o'
3
ftft
Waft
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
V
M
N
O
6
a0
I�
M
�
�
cc;
N
O
Oi
N
N
N
N
N
(SI3) aB.ISIpSid
O
O
CD
O
O
O
CD CD
0
0
0
0
0
0
0 0
0
op
I�
M
�
4
M
N r-
O
Cd
G

Divers
A ASSOCIATES, INC.
`r !#41
1U7 F2St SeCnna Sffeef
Glenville, NC 27858
(252) 7524135
F-0334
STORM WATER DETENTION ROUTING
FOR
UHAUL DR. MLK BLVD
NEW BERN, NORTH CAROLINA
5 Year 24-Hour Storm
7/11/2018
5 year storm

Site Conditions Predevelopment
Total watershed area
13.0200
acres
Transporation
C=
0.9
CN=
98
1.9170
acres
Building
C=
0.95
CN=
98
0.2780
acres
Grass(unmanaged)
C=
0.35
CN=
80
9,8450
acres
Wooded
C=
0.15
CN=
77
0.9800
acres
SCS Soil Group Lynchburg
and Rains soils
C/B and D/B
D
Hydraulic Length
Overland
660,00
Channelized
100.00
feet
Vertical Relief
Overland
2.00
Channelized
0,30
feet
5 Year Rainfall
5.49
inches
Time of Concentration
channelARW
rL'1 Overland Channelized
g 21,60 + 2,54 24.1 minutes
r` 128 Travel Factor 2.00 1.00
Composite C =
D.43
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies -Greenville, NC
R g h
Rainfall Intensity = I _ g 5 211 24.9 4,30 inches per hr
(h+T) 10 256 28
25 318 32
100 434 38
Peak Discharge Q - C�
Site Conditions Post Development
24.02 cfs
Total watershed area 13.0200 acres
Trans (asph and wa: C= 0.80 CN= 98 6.1846 acres
Building C= 0.95 CN= 98 3.9708 acres
Managed Pervious F C= 0,15 CN= 80 2,2046 acres
Wooded (protected) C= 0.15 CN= 77 0.6600 acres
SCS Soil Group Lynchburg and Rains soils C/B and D/B D
Hydraulic Length Chan Imp 200,00 Channelized 990.00 feet
Vertical Relief Chan Imp 1.00 Channelized 1,70 feet
5 yr rainfall 5.49 inches
Design Hydrograph Formulation
Composite CN 93.9
1000 -10 0.65
S=-
CN
Runoff
(P-019)' 4.78 inches
0�=
P+0E
Time of Concentration
channel flow (not overland)
Overland Channelized
3,55 + 18.37 21.9 minutes
_ H Travel Factor 1.00 1.00
128
Composite C = 0.71
IDF (intensity -duration -frequency) Equation -Developed from NOAA - Precipitation Frequencies
R g h
Rainfalllntens]ty-g 5 211 24.9 4.51 inches perhr
(h+7) 10 256 27.5
25 318 31.5
100 434 38.3
Peak Discharge Q = CM 41.37 cfs
Vol
Time to peak T =
1.39Qp 65.5 minutes
Storage RequirA - (QP -QO )T 68,153 cf
(Above 1st inch of runoff pool)
Allowable
release at impoundment (pre -bypass) =
24.02
cis
Peak rate
of inflow at
impoundment (pre -bypass) =
41.37
cfs
Allowable
release at impoundment(post-bypass)=
14.08
cfs
Peak rate
of inflow at
impoundment (post -bypass) =
31.43
cfs
BYPASSED FLOW
Area(ac)
C I(in/hr)
Transports 1,75
0.95
Roof
0.28
1,00 Qbypassed
9.94 cis
wooded
0,66
0,15
grass
1.11
0.15
Total
3,80
0,58 4,51
5 year storm
i�

STAGE STORAGE
DATA
surface
diff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
21,00
21,372
-
21,00
0
1.25
28,464
22.25
24,170
28,484
22,25
1.25
0.75
18,777
23.00
25,903
47,241
23.00
2
1.00
273090
24.00
28,276
-
74,331
24,00
3
1.00
29,499
25,00
30,722
-
103,830
25.00
4
1.00
31,981
26.00
33,239
-
135,810
26,00
5
Storage elevation@minimum storat 22.25 msI
Z
Computed
Storage Stage LN(storage) LN(Stage Stage
28,464 1.25 1.29
47,241 2 10,76 0.69 2.00
1353810 5 11.82 1,61 5,00
m(S,l
1,15
lnrZ.l
IZIJ
Sz
liffiftrZz°1 k
Z-LJ'.n 25.34
22,25
feet msl
Size Outlet Device for Control Structure
invert elevation =
21,00
feet msl
estimated orifice center elev. =
21,05
feet msl
proposed water surface elev. =
22.25
feet msl
Average head (h) =
0,42
feet
discharge (d) =
14.1
cfs
coefficient of discharge =
0.6
Orifice equation
Q=�d )8t 2.4D inches estimated based on 5 yr
1.25 inches use orifice based on 1 yr
5 year storm
11

Inflow Hydrograph
Peak
Inflow=
41,37
31,43
Time
to Peak =
65.5 min
82 1,25 times
Structur
Orifice
Principal
Overflo
Total
Time
Inflow
Outflow
Outflow
w
Outflow
T min
Q ( cis)
Q ( cis)
Q ( cfs)
Q ( cis)
Q ( cis)
0
0,00
0,00
0.00
O.0
0.0
3.00
0.16
0.00
0,00
0.0
0.0
6,00
0,65
0,00
0.00
O.0
0.0
9.00
1.44
0.00
0,00
0.0
0.0
12,00
2,53
0.00
0.00
0.0
0.0
15.00
3.89
0.00
0.00
0.0
0,0
18,00
5,50
0,01
0.00
0,0
0.0
21.00
7.32
0,01
0,00
0.0
0,0
24,00
9,31
0.02
0.00
0,0
0.0
27,00
11.43
0,02
0,00
0.0
0,0
30,00
13,64
0.02
0.00
0,0
0.0
33,00
15.90
0,03
0,00
0.0
0,0
36,00
18,15
0.03
0.00
0,0
0.0
39,00
20,35
0,04
0.00
0.0
0,0
42,00
22,46
0.04
0.00
0.0
0.0
45.00
24.42
0,04
0,00
0,0
0.0
48,00
26,21
0.05
0,01
0.0
0.1
51,00
27.77
0.05
0.19
0.0
0,2
54,00
29,09
0.05
0,51
040
0.6
57,00
30.14
0,05
0.91
0.0
1.0
60,00
30,88
0.06
1,41
0.0
1.5
63,00
31.31
0,06
1.95
0.0
2.0
66,00
31,42
0,06
2,54
0,0
2.6
69.00
31.20
0,07
3,15
0.0
3.2
72,00
30,67
0,07
3.80
0.0
369
75.00
29.82
0,07
4.46
0.0
4.5
78,00
28,69
0,07
5.10
0,0
5.2
81,00
27.28
0,07
5.69
0.0
5,8
84,00
25,64
0,07
6,25
0.0
6.3
87.00
24.24
0,08
6.78
0.0
6,9
90,00
22,84
0,08
7.29
0,0
7.4
93.00
21.52
0.08
7,71
0,0
7.8
96,00
20,27
0,08
8.09
0,0
8.2
99.00
19.10
0,08
8,43
0.0
8,5
102,00
18,00
0,08
8.77
0.0
8.8
105.00
16.96
0,08
9,02
0.0
9.1
108,00
15,97
0,08
9.27
0,0
9.3
111.00
15.05
0.08
9,47
0.0
9.6
114,00
14,18
0,08
9,62
0.0
9.7
117.00
13.36
0.08
9,77
0.0
9.9
120,00
12.59
0608
9.88
0,0
10.0
123.00
11,86
0.08
9,93
0.0
10,0
126,00
11,17
0,08
9.98
0.0
10.1
129,00
10.53
0.08
10,03
0.0
10,1
132,00
9,92
0,08
10.03
0,0
10.1
135.00
9,35
0,08
10,03
0.0
10,1
138,00
8,80
0,08
10.03
O.O
10.1
141.00
8,30
0408
9,98
0,0
10,1
144.00
7.82
0,08
9,93
O.0
10.0
147,00
7,36
0.08
9,88
O.0
10.0
150.00
6.94
0,08
9.77
0.0
9.9
153,00
6,54
0.08
9067
0.0
9.8
156,00
6.16
0,08
9.57
0.0
9.7
159,00
5,80
0.08
9,47
0,0
9.6
162.00
5,47
0,08
9,37
0.0
9.4
165,00
5,15
0,08
9.27
0,0
9.3
168.00
4.85
0.08
9.12
0.0
9,2
171.00
4,57
0,08
9.02
0,0
9.1
174.00
4.31
0.08
8,87
0.0
8,9
177,00
4,06
0.08
8,72
0,0
8.8
180.00
3.82
0.08
8,57
0.0
8,7
183,00
3,60
0,08
8,48
0,0
8.6
186.00
3.39
0.08
8,33
0.0
B.4
189.00
3.20
0,08.
8,18
0,0
8.3
192.00
3,01
0.08
8,04
0.0
8,1
195.00
2.84
0,08
7,85
0.0
7.9
198,00
2.67
0.08
7,71
0.0 -
7.8
201.00
2.52
0.08
7.57
0.0
7.6
204,00
2,37
0,08
7.43
0.0
7.5
207.00
2,24
0,08
7.29
0.0
7.4
210,00
2,11
0,08
7,15
0,0
7.2
213.00
1.99
0,08
7.01
0.0
7.1
216,00
1,87
0,08
6.87
0,0
7.0
219400
1.76
0,08
6,74
0.0
6.8
222,00
1,66
0.08
6.60
0,0
6.7
225.00
1.56
0.08
6.47
0.0
6.5
226,00
1.47
0,08
6.34
0.0
6.4
231.00
1.39
0,07
6,20
0.0
6.3
5 year stone
12

Stormwater routing
Perm Pociemp p000p of Box
0,67
40,00
1,25
Spillway
Spillway
inch
22,25
25,66
r time min
Q ( cfs)
Storage
Stage
Outflow
Elevation
Orifice
Weir
Weir
0
0
-
0,00
0,00
21.00
3,00
0.2
-
0.00
0.00
21,00
0.00
0.00
0,00
6,00
0.6
29
0,00
0,00
21,00
0,00
0,00
0.00
9.00
1.4
146
0,01
0,00
21,01
0.00
0.00
0,00
12,00
2.5
405
0,03
0,00
21,03
0,00
0,00
0.00
15,00
3.9
861
0,06
0,00
21,06
0,00
0,00
0.00
18,00
5.5
1,561
0.10
0,01
21,10
0,01
0.00
0.00
21,00
7.3
2,549
0,16
0.01
21,16
0.01
0,00
0,00
24,00
9.3
31864
0,23
0,02
21,23
0,02
0.00
0.00
27,00
11.4
51537
0,31
0.02
21,31
0.02
0,00
0,00
30,00
13.6
71591
0,41
0,02
21.41
0,02
0,00
0.00
33,00
15.9
10,042
0,52
0.03
21.52
0.03
0,00
0,00
36.00
18.2
12,899
0,65
0,03
21,65
0,03
0.00
0,00
39,00
20.4
16,161
0.79
0,04
21,79
0.04
0,00
0,00
42.00
22.5
193817
0.94
0,04
21.94
0,04
0,00
0,00
45,00
24.4
23,853
1.11
0.04
22,11
0.04
0,00
0.00
48.00
26.2
280241
1.28
0,06
22.28
0,05
0.01
0,00
51,00
27,8
329948
1.46
0.24
22.46
0,05
0,19
0,00
54.00
29.1
37,904
1,65
0,56
22,65
0,05
0,51
0.00.
57,00
30.1
43,040
1,84
0,97
22.84
0.05
0,91
0.00
60.00
30.9
482290
2,04
1,47
23,04
0,06
1.41
0,00
63,00
31.3
53,584
2,23
2,01
23.23
0.06
1,95
0.00
66,00
31.4
58,859
2.42
2.61
23,42
0,06
2.54
0,00
69,00
31.2
641045
2.60
3,22
23,60
0,07
3,15
0.00
72.00
30.7
69,083
2,78
3.87
23,78
0,07
3.80
0,00
75,00
29.8
73,906
2.95
4.53
23,95
0.07
4,46
0.00
78.00
28.7
78,460
3,11
5.17
24,11
0,07
6,10
0,00
81,00
27.3
82,693
3.25
5.76
24.25
0.07
5,69
0,00
84.00
25.6
86,567
3,38
6,32
24,38
0,07
6.25
0,00
87,00
24.2
90,043
3,50
6.86
24.50
0.08
6,78
0,00
90.00
22.8
93,172
3,61
7,36
24,61
0,08
7.29
0,00
93,00
21.5
952957
3,70
7.79
24,70
0.08
7,71
0,00
96.00
20.3
981428
3,78
8,17
24.78
0,08
8.09
0,00
99,00
19.1
100,607
3.85
8.51
24,85
0.08
8,43
0,00
102,00
18.0
102,514
3.92
8,85
24,92
0,08
8.77
0.00
105.00
17.6
104,160
3,97
9,10
24,97
0.08
9.02
0,00
108.00
16.0
105,574
4.02
9,35
26,02
0,08
9,27
0.00
111.00
15.1
106,767
4,06
9.55
25,06
0,08
9.47
0.00
114.00
14.2
107,757
4.09
9,70-
25.09
0,08
9.62
0.00
117,00
13.4
1081563
4,12
9.86
25,12
0,08
9,77
0,00
120,00
12.6
109,194
4.14
9,96
25.14
0,08
9.88
0.00
123.00
11.9
109,668
4,15
10.01
25,15
0.08
9.93
0,00
126,00
11.2
110,001
4,16
10,06
25,16
0,08
9,98
0.00
129.00
10.5
110,201
4,17
10.11
25,17
0.08
10.03
0,00
132,00
9.9
110,276
4,17
10,11
25,17
0,08
10.03
0.00
135.00
9.3
110,241
4.17
10.11
25,17
0.08
10.03
0,00
138.00
8.8
110,103
4.17
10,11
25.17
0,08
10,03
0,00
141.00
8.3
109,867
4,16
10.06
25,16
0.08
9.98
0,00
144,00
7.8
1099550
4.16
10,01
25.15
0,08
9,93
0.00
147.00
7.4
109,155
4,14
9.96
25,14
0.08
9.88
0,00
150,00
6.9
1082688
4.12
9,86
25.12
0,08
9,77
0.00
163.00
6.5
108,163
4,10
9.75
25,10
0.08
9.67
0,00
156,00
6.2
107,584
4.08
9.65
25.08
0,08
9,57
0.00
159,00
5.8
106,955
4,06
9.55
25,06
0,08
9.47
0,00
162,00
5.5
106,281
4.04
9,45
25.04
0.08
9,37
0,00
165.00
5.2
105,564
4,02
9.35
25,02
0.08
9.27
0,00
168,00
4.9
104,808
3.99
9,20
24.99
0.08
9,12
0.00
171,00
4.6
104,026
3,97
9,10
24.97
0.08
9,02
0,00
174,00
4.3
103,212
3.94
8.95
24.94
0.08
8,87
0.00
177.00
4.1
102,376
3,91
8,80
24.91
0,08
8,72
0,00
180,00
3.8
101,523
3,88
8.65
24,88
0.08
8,57
0.00
183.00
3.6
100,654
3.86
8,56
24.86
0,08
8,48
0,00
186,00
3.4
99,762
3.83
8.41
24,83
0.08
8,33
0,00
189.00
3.2
98,860
3.80
8,26
24.80
0,08
8.18
0.00
192.00
3.0
97,948
3,77
8,12
24,77
0.08
8.04
0,00
195.00
2.8
97,028
3.73
7,93
24.73
0,08
7,85
0.00
198.00
2.7
961112
3,70
7.79
24,70
0,08
7,71
0,00
201,00
2.5
95,192
3.67
7,64
24.67
0,08
7,57
0.00
204.00
2.4
94,270
3,64
7.50
24,64
0,08
7,43
0,00
207,00
2.2
93,346
3.61
7,36
24.61
0,08
7,29
0.00
210.00
2.1
92,424
3,58
7,23
24,58
0,08
7.15
0,00
213,00
2.0
91,502
3,55
7,09
24.55
0,08
7,01
0.00
216,00
1.9
90,584
3,52
6,95
24.52
0,08
6.87
0,00
219,00
1.8
89,670
3.49
6.81
24,49
0,08
6,74
0.00
222.00
1.7
88,760
3,46
6,68
24.46
0,08
6,60
0.00
225,00
1.6
879857
3,43
6.55
24,43
0.08
6.47
0,00
228,00
1.5
863961
3.40
6,41
24.40
0,08
6.34
0.00
231.00
1.4
86,072
3,37
6.28
24,37
0.07
6.20
0.00
Results of routing
the 5
Year
storm
Use orifice =
1.25
inches
Peak outflow =
10.11
cfs
Less than post -bypass allowable relea 14.08 cfs
Peak Stage=
4.17
ft
Water Elevation=
25.17
msl
Peak Storage = 1103276
of
Design Spillway
22,25
msl
Temporary Pool Elevation for 1st inch of runoff
Weir
0,67
Ft
To control 1 yr, 5 yr and 10 yr
Structure Overflow
25.66
msl
Top of Outlet Control Structure
Length of weir
40,00
ft
5 year stone
13

Routing Equations for Table Above
Synthetic Hydrogra Routing Equations
'age
(sEJ)= (tE—VA41
2 Stage/Storage E uajllion
Stage Z �A J
t L
Zt'
b.�•
bi l l
41
outflow
Q�mn�..= �(4rrr+ben• tQarsEMm• i"")
outflow from Orifice
QorifE[s=CQA 2gh
outjlowfrom Weir
a
QwcEr = CwL�
5 year storm
14

3
3
3 0
3
L 0 O
O -
O=
3
- O W F
1
I
O
O
CD
CD
CD
CD
CD
O
O
CDO
CD
CD
CD
CD
CD
CD
CD
O
d'
N
O
a0
6
4
N
O
o6
(fl
4
N
M
co
co
N
N
N
N
N
(spa) a6aey�sia
CD
CD
O
CD
CD
CD
O
CD
CD
O
CD
M
M
4
N
O
O
N
O
=
O
O
•�
N
O
O
M
_
O
1;
R:
n

;� Divers
A ASSOCIATES, INC.
rye
�+erx�a vw,.ees usM.exs � ��e�us .crime
107 Eut Second Street
Geenville, NC 27858
[phone]
F-0334
STORM WATER DETENTION ROUTING
FOR
UHAUL DR. MLK BLVD
NEW BERN, NORTH CAROLINA
10 Year 24-Hour Storm
7/1112018
I !.
Ch \
'rlfr�rsaa���t
10 year storm
16

Site Conditions Predevelopment
Total watershed area
Transporation
Building
Grass(unmanaged)
Wooded
SCS Soil Group
Hydraulic Length
Vertical Relief
10 Year Rainfall
Time of Concentration
channel VIA✓
L
H
129
Composite C =
C=
0.9
CN=
98
C=
0.95
CN=
98
C=
0.35
CN=
80
C=
0,15
CN=
77
Lynchburg and
Rains soils
C/B and D/B
D
Overland
660.00
Channelized
Overland
2,00
Channelized
Overland Channelized
21.60 + 2,54
Travel Factor 2.00 1.00
13.02 acres
1.92 acres
0.28 acres
9.85 acres
0.98 acres
100.00 feet
0.3
6.5
0 feet
5 inches
24.1 minutes
0.43
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies -Greenville, NC
R g h
Rainfall Intensityl= 8 2 127 31 4.96 inches per hr
Fh+7) 10 256 28
25 318 32
100 434 38
Peak Discharge `G - C�
Site Conditions Post Development
Total watershed area
Trans (asph and wash stone)
Building
Managed Pervious Flat Lawn <
Wooded (protected)
SCS Soil Group -
Hydraulic Length
Vertical Relief
10 yr rainfall
C= 0.80 CN= 98
C= 0.95 CN= 98
C= 0.15 CN= 80
C= 0.15 CN= 77
Lynchburg and Rains soils C/B and D/B D
Chan Imp 200.00 Channelized
Chan Imp 1,00 Channelized
Design Hydrogreph Formulation
Composite CN
1000
5=--10
CN
ff
Runo
P+0.8S
Time of Concentrationchannelflow L(not ove
rland)
L3 0.38i
H
r` 128
Composite C =
Overland Channelized
3.55 + 18.37
Travel Factor 1.00 1.OD
27.67 cfs
13.0200 acres
6.1846 acres
3.9708 acres
2.2046 acres
0.6600 acres
990.00 feet
1.7
6.5
0 feet
5 inches
93.9
0.65
5.83 inches
21.9 minutes
0.71
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies
R g h
Rainfall Intensity �= 8 2 137 21 5.18 inches per hr
(h+7) 10 256 28
25 318 32
100 434 38
Peak Discharge Q = CM 47.55 cfs
Vol
Time to peak T =
// 1.39Qp 69.5 minutes
Storage Required `S - lQ - T 823843 cf
(Above 1st inch of runoff pool)
Allowable release at impoundment (pre -bypass) = 27,67 cfs
Peak rate of inflow at impoundment (pre -bypass) = 47,55 cis
Allowable release at impoundment(post-bypass)= 16,32 cis
Peak rate of inflow at impoundment (post -bypass) _ 36,19 cis
BYPASSED FLOW
Area(ac) C I(in/hr)
Transportaflo 1.75 D.95
Roof 028 0.95 Q6ypassed 11.36 cfs
wooded 0.66 0.15
grass 1.11 0.15
Total 3.80 0.58 5.18
10 year storm
17
Design Hydrogreph Formulation
Composite CN
1000
5=--10
CN
ff
Runo
P+0.8S
Time of Concentrationchannelflow L(not ove
rland)
L3 0.38i
H
r` 128
Composite C =
Overland Channelized
3.55 + 18.37
Travel Factor 1.00 1.OD
27.67 cfs
13.0200 acres
6.1846 acres
3.9708 acres
2.2046 acres
0.6600 acres
990.00 feet
1.7
6.5
0 feet
5 inches
93.9
0.65
5.83 inches
21.9 minutes
0.71
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies
R g h
Rainfall Intensity �= 8 2 137 21 5.18 inches per hr
(h+7) 10 256 28
25 318 32
100 434 38
Peak Discharge Q = CM 47.55 cfs
Vol
Time to peak T =
// 1.39Qp 69.5 minutes
Storage Required `S - lQ - T 823843 cf
(Above 1st inch of runoff pool)
Allowable release at impoundment (pre -bypass) = 27,67 cfs
Peak rate of inflow at impoundment (pre -bypass) = 47,55 cis
Allowable release at impoundment(post-bypass)= 16,32 cis
Peak rate of inflow at impoundment (post -bypass) _ 36,19 cis
BYPASSED FLOW
Area(ac) C I(in/hr)
Transportaflo 1.75 D.95
Roof 028 0.95 Q6ypassed 11.36 cfs
wooded 0.66 0.15
grass 1.11 0.15
Total 3.80 0.58 5.18
10 year storm
17

STAGE STORAGE DATA
surface
diff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
21.00
21,372
-
21.00
0
1.25
28,464
22.25
243170
28,464
22.25
1.25
0.75
18,777
23.00
25,903
471241
23.00
2
1.00
27,090
24.00
28,276
-
740331
24.00
3
1.00
291499
25.00
30,722
-
103,830
25,00
4
1,00
31,981
26.00 33,239
135,810 26.00 5
Storage elevation@minimum storage volume 22.25 msl
Z
Computed
Storage Stage LN(storage) LN(Stage Stage
28,464 1,25 1,29
47,241 2 10,76 0.69 2,00
1353810 5 11.82 1,61 5,00
1.15
�tz,J
Sz
K r Zz° 21,251.70
Z -LS lb 25.34
K,
Size Outlet Device for Control Structure
invert elevation =
estimated orifice center elev. _
proposed water surface elev. _
Average head (h) _
discharge (d) _
coefficient of discharge =
Orifice equation
Q=fr ?8t
10 year storm
m
22.25 feet msl
21.00 feet msl
21.05 feet msl
22.25 feet msl
0.42 feet
16.3 cfs
0.6
2.59
inches
estimated
based on 1
1.25
inches
try based
on 1 yr

Peak
Inflow =
47.55
36,19
Time
to Peak =
69.5 min
86,83
Orifice
Principal
Structure
Total
Time
Inflow
Outflow
Outflow
Overflow
Outflow
T (min)
Q ( cis) ,
Q ( cfs)
Q ( cfs)
Q ( cis)
Q ( cis)
0
0,00
0,00
0,00
0.0
0.0
3.00
0.17
0.00
0.00
0.0
0.0
6,00
0,66
0.00
0,00
0.0
0.0
9.00
1.48
0,00
0.00
0.0
0.0
12.00
2,60
0.00
0,00
0.0
0.0
15.00
4,00
0,00
0,00
0.0
o,0
18,00
5,67
0.01
0,00
0.0
0.0
21.00
7.56
0,01
0,00
0.0
0.0
24,00
9,64
0,02
0,00
0.0
0.0
27,00
11.89
0,02
0.00
0.0
0.0
30,00
14.24
0,02
0,00
0.0
0.0
33,00
16,67
0,03
0,00
0.0
0.0
36,00
19,12
0,03
0,00
0.0
0.0
39,00
21,55
0,04
0,00
0.0
0.0
42.00
23.92
0.04
0,00
0.0
0.0
45,00
26.18
0.04
0,00
0.0
0.0
48,00
28.30
0,05
0,05
0.0
0.1
51.00
30,23
0.05
0,30
0.0
0.3
54.00
31,93
0.05
0,69
0.0
0.7
57,00
33.38
0,06
1,18
0.0
1.2
60.00
34.55
0,06
1,74
0.0
1.8
63.00
35.42
0.06
2,38
0.0
2.4
66,00
35.97
0.07
3.08
0.0
3.1
69.00
36,19
0,07
3,84
0.0
3.9
72.00
36.08
0.07
4,61
0.0
4.7
75.00
35.64
0,07
5,43
0.0
5.5
78,00
34,87
0,07
6.20
CIA
6.3
81.00
33.80
0,08
6,97
0.0
7.0
84.00
32,44
0,08
7,76
0.0
7.8
87.00
30.82
0,08
8.43
0.0
8.5
90,00
29,15
0.08
9,12
0.0
9.2
93.00
27.56
0,08
9.67
0.0
9.8
96,00
26,05
0.08
10,24
0.0
10.3
99.00
24.63
0,08
10.71
0.0
10.8
102,00
23,29
0.09
11,13
0.0
11.2
105.00
22.02
0,09
11.51
0.0
11.6
108,00
20,81
0,09
11,89
0.0
12.0
111.00
19.68
0,09
12,16
0.0
12.2
114,00
18,60
0.09
12,38
0.0
12.5
117.00
17.59
0,09
12.60
0.0
12.7
120.00
16,63
0.09
12,71
CIA
12.9
123.00
15.72
0,09
12.88
1.0
13.9
126,00
14,86
0.09
12,94
1.3
14.4
129.00
14,05
0.09
12.94
1.3
14.4
132,00
13.28
0.09
12,94
1.3
14.4
135.00
12.56
0,09
12.88
1.0
13.9
138,00
11,87
0.09
12,82
0.6
13.5
141.00
11.22
0.09
12.77
0.3
13.2
144,00
10,61
0.09
12,71
0.1
12.9
147.00
10,03
0,09
12.66
0.0
12.7
150,00
9.48
0.09
12,55
0.0
12.6
153,00
8.97
0.09
12.43
0.0
12.5
156,00
8.48
0,09
12,32
0.0
12.4
159,00
8,01
0.09
12.21
0.0
12.3
162,00
7.58
0,09
12.10
0.0
12.2
165,00
7,16
0.09
11,94
CIA
12.0
168.00
6.77
0,09
11.78
0.0
11.9
171,00
6,40
0.09
11.61
0.0
11.7
174.00
6,05
0,09
11.45
0.0
11.5
177,00
5,72
0.09
11,29
0.0
11.4
180.00
5,41
0,09
11,08
0.0.
11.2
183.00
5,11
0,08
10,92
0.0
11.0
186.00
4,84
0,08
10.76
0.0
10.8
189,00
4,57
0.08
10,55
0.0
10,6
192,00
4,32
0.08
10,39
0.0
10.5
195.00
4.09
0,08
10,18
0.0
10.3
198,00
3,86
0.08
9,98
0.0
10.1
201.00
3.65
0,08
9,82
0.0
9,9
204,00
3,45
0.08
9,62
0.0
9.7
207.00
3.26
0,08
9.42
0.0
9.5
210,00
3.09
0.08
9,22
0.0
9.3
213.00
2.92
0,08
9.07
0.0
9.1
216,00
2,76
0.08
8,87
0.0
8.9
219.00
2.61
0,08
8.67
0.0
8.8
222,00
2,46
0,08
8,52
0.0
8.6
225,00
2.33
0,08
8.33
0.0
8.4
228,00
2.20
0,08
8,14
0.0
8.2
231,00
2.08
0,08
7.99
0.0
8.1
10 year stone
19

Stonnwater
routing
Perm Poolremp poCop
of Box
0,67
40.00
1,25
Spillway
Spillway
inch
22,25
25,66
T (time min)
Q ( cis)
Storage
Stage
Outflow
Elevation
Orifice
Weir
Weir
0
0
-
0,00
0.00
21.00
3,00
0.2
-
0.00
0,00
21.00
0,00
0,00
0.00
6.00
0.7
30
0,00
0.00
21,00
0.00
0,00
0.00
9,00
1.5
149
0.01
0,00
21.01
0,00
0.00
0,00
12.00
2.6
415
0,03
0.00
21,03
0,00
0,00
0.00
15,00
4.0
882
0.06
0,00
21.06
0.00
0.00
0.00
18.00
5.7
11602
0,11
0.01
21,11
0,01
0,00
0.00
21.00
7.6
21621
0,16
0,01
21.16
0.01
0,00
0,00
24.00
9.6
31979
0,23
0,02
21,23
0,02
0,00
0.00
27,00
11.9
51712
0,32
0,02
21.32
0,02
0.00
0,00
30.00
14.2
71847
0,42
0.02
21.,42
0.02
0,00
0,00
33,00
16.7
10,406
0.54
0,03
21.54
0,03
0.00
0,00
36.00
19.1
13,401
0,67
0.03
21,67
0,03
0,00
0,00
39,00
21.6
16,837
0,82
0,04
21,82
0,04
0,00
0,00
42,00
23.9
20,709
0,98
0.04
21,98
0,04
0.00
0,00
45,00
26.2
25,008
1.15
0,04
22,15
0.04
0,00
0,00
48.00
28.3
29,714
1,34
0.10
22,34
0,05
0.05
0,00
51.00
30.2
34,789
1.53
0.35
22,53
0,05
0,30
0.00
54,00
31.9
40,167
1,74
0.74
22,74
0,05
0,69
0,00
57.00
33.4
452781
1.95
1,23
22.95
0.06
1,18
0,00
60.00
34.6
51,568
2.16
1,80
23.16
0,06
1.74
0,00
63.00
35.4
57,462
2,37
2,44
23,37
0,06
2,38
0.00
66,00
36.0
631397
2,58
3.15
23.58
0,07
3.08
0,00
69.00
36.2
69,304
2.79
3,91
23.79
0,07
3,84
0.00
72,00
36.1
75,115
2.99
4.68
23.99
0,07
4.61
0,00
75,00
35.6
80,766
3.19
5,50
24.19
0.07
5,43
0.00
78,00
34.9
863190
3,37
6.28
24,37
0,07
6.20
0,00
81,00
33.8
91,337
3.54
7,04
24,54
0.08
6,97
0,00
84,00
32.4
96,154
3,71
7.83
24,71
0,08
7.76
0,00
87,00
30.8
1002584
3,85
8,51
24.85
0.08
8,43
0.00
90,00
29.2
104,60D
3.99
9.20
24,99
0,08
9.12
0.00
93,00
27.6
108,192
4,10
9,75
25,10
0.08
9,67
0,00
98,00
26.1
111,397
4,21
10,32
25,21
0,08
10.24
0,00
99,00
24.6
114,229
4,30
10,79
25,30
0,08
10,71
0.00
102.00
23.3
116,720
4,38
11.22
25,38
0,09
11.13
0.00
105,00
22.0
1181893
4.45
11,59
25.45
0.09
11,51
0,00
108.00
20.8
120,770
4,52
11.97
25,52
0,09
11,89
0.00
111.00
19.7
122,361
4.57
12,25
25.57
0,09
12.16
0,00
114.00
18.6
123,699
4,61
12.47
25.61
0,09
12.38
0.00
117.00
17.6
124,803
4.65
12,69
25.65
0,09
12,60
0,00
120.00
16.6
125,685
4,67
12.92
25,67
0.09
12.71
0,12
123,00
15.7
126,352
4.70
13,93
25.70
0.09
12,88
0,96
126.OD
14.9
126,674
4,71
14.37
25.71
0.09
12,94
1.34
129,00
14.0
126,763
4,71
14,37
25.71
0,09
12,94
1,34
132.00
13.3
126,706
4,71
14.37
25.71
0.09
12,94
1.34
135,00
12.6
126,511
4.70
13,93
25.70
0,09
12,88
0,96
138.00
11.9
126,264
4,69
13.54
25,69
0.09
12,82
0,62
141,00
11.2
125,965
4.68
13,20
25.68
0.09
12,77
0.34
144.00
10.6
1251610
4,67
12.92
25,67
0.09
12,71
0.12
147,00
10.0
125,194
4.66
12,74
25,66
0,09
12,66
0,00
150,00
9.5
1241706
4,64
12.63
25,64
0.09
12.55
0.00
153,00
9.0
124,139
4,62
12,52
25.62
0,09
12.43
0,00
156.00
8.5
123,499
4,60
12.41
25,60
0.09
12,32
0.00
159,00
8.0
=1790
4,58
12,30
25.58
0.09
12.21
0,00
162,00
7.6
122*019
4,56
12,19
25,56
0.09
12.10
0.00
165,00
7.2
1213188
4.53
12.03
25,53
0,09
11,94
0,00
168,00
6.8
120,312
4.50
11,86
25,50
0.09
11,78
0.00
171,00
6.4
119,396
4.47
11,70
25,47
0,09
11.61
0,00
174,00
6.1
118,442
4.44
11.54
25,44
0,09
11,45
0.00
177,00
5.7
117,455
4,41
11.38
25.41
0,09
11.29
0.00
180,00
5.4
116,437
4.37
11,16
25,37
0.09
11,08
0.00
183.00
5.1
115,401
4,34
11.00
25,34
0,08
10.92
0.00
186,00
4.8
114,342
4.31
10.84
25.31
0,08
10,76
0.00
189,00
4.6
113,260
4,27
10.63
25.27
0,08
10.55
0.00
192,00
4.3
112,169
4.24
10,48
25.24
0.08
10,39
0,00
195.00
4.1
1111061
4.20
10.27
25,20
0.08
10.18
0.00
198,00
3.9
1092948
4.16
10,06
25.16
0.08
9.98
0,00
201.00
3.7
108,832
4,13
9,91
25,13
0,08
9.82
0.00
204,00
3.5
107,707
4.09
9,70
25.09
0,08
9.62
0,00
207.00
3.3
1061582
4,05
9,50
25,05
0.08
9,42
0.00
210,00
3.1
105,459
4.01
9,30
25.01
0,08
9.22
0,00
213.00
2.9
104,341
3,98
9,15
24,98
0.08
9,07
0,00
216,00
2.8
103,219
3.94
8.95
24.94
0,08
8.87
0,00
219.00
2.6
102,105
3.90
8,75
24,90
0.08
8,67
0.00
222,00
2.5
100,999
3,87
8,60
24.87
0,08
8.52
0,00
225.00
2.3
99,894
3.83
8,41
24.83
0.08
8,33
0.00
228,00
2.2
98,800
3,79
8.22
24,79
0,08
8.14
0,00
231,00
2.1
97,717
3.76
8,07
24.76
0.08
7,99
0.00
Results of routing the 10 Year storm
Use orifice =
1.25
inches
Peak outflow =
14.37
cfs
Less than Predeveloped Flow = 16.32 cfs
Peak Stage=
4.71
8
Water Elevation=
25.71
msl
Peak Storage =
126,763
cf
Design Spillway
22.25
msl
Temporary Pool Elevation for 1st inch Df runoff
Weir
0,67
Ft
Structure Overflow
25.66
msl
Top of Outlet Control Structure
Length of weir
40,00
ft
10 year storm
20

Routing Equations for Table Above
Synthetic Hydrograph Routing Equations
—� �1_tos�e Storage (SU)= (t,- WAttir
a�Z
Stage/Storage Equatiop
S
0<_l<_1,1STp Stage
Q=A38Qy atP[-L30 �7p�� &=`Z`
wimp R In
h"` �s
outflow
Outflowfrom orifice
¢o.:rwe = CQA�
Outflowfrom Weir
3
Q.. eir = CwL111
10 year storm
21

O
t
Q
0
L
2
0
e
OEII
OD
3 i
3 z t
0 z � 3
3 0 ou
O y _ 1 1
1l 00
/I t
/
1
1
O0000
0000 D
0000 ILe
D
O O O CD O O
O O O O O O
00 CO 4 N O 00
M Co M M M N
O O O O O O O
O O CD O O CD CD(D V N O 00 (O d'
N N N N
(s��) a6.ley�sia
O O O O
O O O
N O a0 GO rJ' N O
O
O
O
N
O
O
O
M�F
o C
0
o
N
d
O
O
O
O
M
t�
V'
a0
i
K
0
0
N
n
O O O CD O O
O O O O O O
00 CO 4 N O 00
M Co M M M N
O O O O O O O
O O CD O O CD CD(D V N O 00 (O d'
N N N N
(s��) a6.ley�sia
O O O O
O O O
N O a0 GO rJ' N O
O
O
O
N
O
O
O
M�F
o C
0
o
N
d
O
O
O
O
M
t�
V'
a0
i
K
0
0
N
n
O O O O O O O
O O CD O O CD CD(D V N O 00 (O d'
N N N N
(s��) a6.ley�sia
O O O O
O O O
N O a0 GO rJ' N O
O
O
O
N
O
O
O
M�F
o C
0
o
N
d
O
O
O
O
M
t�
V'
a0
i
K
0
0
N
n
(s��) a6.ley�sia
O O O O
O O O
N O a0 GO rJ' N O
O
O
O
N
O
O
O
M�F
o C
0
o
N
d
O
O
O
O
M
t�
V'
a0
i
K
0
0
N
n
O
O
O
N
O
O
O
M�F
o C
0
o
N
d
O
O
O
O
M
t�
V'
a0
i
K
0
0
N
n
i
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0
0
N
n

11!X rs
d ASSOCIATES, INC
9v'Y'S
107 East Second Street
Greeflville, NC 27858
[phone]
F-0334
STORM WATER DETENTION ROUTING
FOR
UHAUL DR. MLK BLVD
NEW BERN, NORTH CAROLINA
25 Year 24-Hour Storm
7/11/2018
9���!PPP99919�''
25 year storm
YR7

Site Conditions Predevelopment
Total watershed area
13.02
acres
Transporation
C=
0.9
CN=
98
1,92
acres
Building
C=
0,95
CW
98
0.28
acres
Gmss(unmanaged)
C=
0.35
CN=
80
9,85
acres
Wooded
C=
0,15
CN=
77
0,98
acres
SCS Soil Group
Lynchburg
and Rains soils
C/B and D/B D
Hydraulic Length
Overland
660.00
anneli:
100.00
feet
Vertical Relief
-
Overland
2.00
anneli:
0,30
feet
25 Year Rainfall
8.11
inches
Time of Concentration
channelfism5
L
H
128
Composite C =
Overland Channelized
21,60 + 2.64 24.1 minutes
Travel Far 2.00 1,00
0.43
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies -Greenville, NC
6
R
g
h
Rainfall Intensity = 1=
(I+1)
2
127
30.5 5,72 inches per hr
10
256
27.5
25
318
31.5
100
434
38.3
Peak Discharge Q-CIA
31,90 cfs
Site Conditions Post Development
Total watershed area
Trans (asph and wash stony
Building
Managed Pervious Flat Law
Wooded (protected)
SCS Soil Group
Hydraulic Length
Vertical Relief
25 yr rainfall
C= 0.80 CN= 98
C= 0.95 CN= 98
C= 0,15 CN= 80
C= 0,15 CN= 77
Lynchburg and Rains soils C/B and D/B D
Chan Imp 200,00 anneli:
Chan Imp 1.00 anneli:
Design Hydrograph Formulation
Composite CN
1000
S=--10
CN
Runoff
P+0.8S
Time of Concentration
channel flow (not overland)
L' nus
H
128
Composite C =
Travel
Overland Channelized
3.55 + 18.37
Far 1.00 1.00
13.0200 acres
6.1846 acres
3.9708 acres
2.2046 acres
0.6600 acres
990.00 feet
1.70 feet
6.11 inches
93.9
0.65
7.38 inches
21.9 minutes
0.71
IDF (Intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies
g R g h
RainfallIntensity= ) �h+7� 2 137 20.5 5.95 inches perhr
10 256 27.5
25 318 31.5
100 434 38.3
Peak Discharge Q = CM
Time to peak T
= Vol
7.39Qo
Storage Required S - (Qr -QO)T
(Above 1st inch of runoff pool)
Allowable release at impoundment (pre -bypass) _
Peak rate of inflow at impoundment (pre -bypass) _
Allowable release at impoundment(post-bypass)=
Peak rate of inflow at impoundment (post -bypass) _
BYPASSED FLOW
Area(ac) C I(in/hr)
Transportatic 1.75 0.95
Roof 0.28 0.95 QhyPassed 13.05 cfs
wooded U1UU 0.I
grass 1.11 0,15
Total 3,80 0.58 5.95
25 year storm
54.64 cis
76.6 minutes
104,39D cf
31.90 cfs
54.64 cfs
18.85 cfs
41.59 cfs
Design Hydrograph Formulation
Composite CN
1000
S=--10
CN
Runoff
P+0.8S
Time of Concentration
channel flow (not overland)
L' nus
H
128
Composite C =
Travel
Overland Channelized
3.55 + 18.37
Far 1.00 1.00
13.0200 acres
6.1846 acres
3.9708 acres
2.2046 acres
0.6600 acres
990.00 feet
1.70 feet
6.11 inches
93.9
0.65
7.38 inches
21.9 minutes
0.71
IDF (Intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies
g R g h
RainfallIntensity= ) �h+7� 2 137 20.5 5.95 inches perhr
10 256 27.5
25 318 31.5
100 434 38.3
Peak Discharge Q = CM
Time to peak T
= Vol
7.39Qo
Storage Required S - (Qr -QO)T
(Above 1st inch of runoff pool)
Allowable release at impoundment (pre -bypass) _
Peak rate of inflow at impoundment (pre -bypass) _
Allowable release at impoundment(post-bypass)=
Peak rate of inflow at impoundment (post -bypass) _
BYPASSED FLOW
Area(ac) C I(in/hr)
Transportatic 1.75 0.95
Roof 0.28 0.95 QhyPassed 13.05 cfs
wooded U1UU 0.I
grass 1.11 0,15
Total 3,80 0.58 5.95
25 year storm
54.64 cis
76.6 minutes
104,39D cf
31.90 cfs
54.64 cfs
18.85 cfs
41.59 cfs

STAGE STORAGE DATA
surface
dill,
accum.
Elevation
area
elev
storage
storage
levatic
Stage
21.00
21,372
-
21.00
0
1.25
28,464
22,25
24,170
28,464
22,25
1.25
0.75
18,777
23,00
25,903
47,241
23,00
2
1.00
271090
24,00
28,276
-
743331
24,00
3
1,00
29,499
25,00
30,722
-
103,830.
25,00
4
1.00
31,981
26,00
33,239
-
1363810
26,00
5
Storage elevation minimum storage v 22.25 msl
Z
Computed
Storage Stage .N(storage LN(Stage) Stage
28,464 1,25 1.29
473241 2 10,76 0.69 2,00
135,810 5 11,82 1,61 5.00
1.15
,fi(LZ
a
82
Air=ZTS 21,251.70
Z=IAJn 25.34
Size Outlet Device for Control Structure
invert elevation =
estimated odfice center elev. _
proposed water surface elev. _
Average head (h) _
discharge (d) =
coefficient of discharge =
Orifice equation
O=C,.4 2gh
SAY
25 year storm
25
22.25 feet msl
21.00 feet msl
21.05 feet msl
22.25 feet msl
0.42 feet
18.9 cis
D.6
2.78
inches
estimated
based on 2E
1.25
inches
try based
on 1 yr

Inflow Hydrograph
PeA
Inflow =
54.64
41.59
Time
to Peak =
76.5 min
96
Princ
ipal
Orifice
Outfl
Structure
Total
Time
Inflow
Outflow
ow
Overflow
Outflow
Q(
T (min)
Q ( cfs)
Q ( cfs)
cfs)
Q ( cfs)
Q ( cfs)
0
0.00
0.00
0.00
O.0
0.0
3.00
0.16
0.00
0.00
0.0
0.0
6.00
0.63
0.00
0.00
0.0
0.0
9.00
1.40
0.00
0.00
0.0
0.0
12.00
2.47
0.00
0.00
0.0
0.0
15.00
3.82
0.00
0.00
0.0
0.0
18.00
5.42
0.01
0.00
0.0
0.0
21.00
7.26
0.01
0.00
0.0
0.0
24.00
9.30
0.02
0.00
0.0
0.0
27.00
11.51
0.02
0.00
0.0
0.0
30.00
13.87
0.02
0.00
0.0
0.0
33.00
16.33
0.03
0.00
0.0
0.0
36.00
18.66
0.03
0.00
0.0
0.0
39.00
21.41
0.04
0.00
0.0
0.0
42.00
23.96
0.04
0.00
0.0
0.0
45.00
26.46
0.04
0.00
O.0
0.0
48.00
28.88
0.05
0.04
O.0
0.1
51.00
31.17
0.05
0.28
O.0
0.3
54.00
33.30
0.05
0.67
0.0
0.7
57.00
35.25
0.06
1.18
0.0
1.2
60.00
36.98
0.06
1.77
0.0
1.8
63.00
38.46
0.06
2.48
0.0
2.5
66.00
39.67
0.07
3.26
0.0
3.3
69.00
40.60
0.07
4.11
0.0
4.2
72.00
41.23
0.07
5.02
0.0
5.1
75.00
41.55
0.07
5.94
0.0
6.0
78.00
41.56
0.08
6.92
0.0
TO
81.00
41.25
0.08
7.85
0.0
7.9
84.00
40.63
0.08
8.82
0.0
8.9
87.00
39.71
0.08
9.77
0.0
9.9
90.00
38.51
0.08
10.71
0.0
10.8
93.00
37.03
0.09
11.56
0.0
11.6
96.00
35.31
0.09
12.38
0.0
12.5
99.00
33.57
0.09
13.10
2.7
15.9
102.00
31.91
0.09
13.67
9.2
22.9
105.00
30.32
0.09
14.02
14.1
28.2
108.00
28.81
0.09
14.07
15.0
29.2
111.00
27.38
0.09
14.07
15.0
29.2
114.00
26.02
0.09
14.02
14.1
28.2
117.00
24.73
0.09
13.90
12.4
26.4
120.00
23.50
0.09
13.84
11.5
25.5
123.00
22.33
0.09
13.79
10.7
24.6
126.00
21.22
0.09
13.73
9.9
23.8
129.00
20.17
0.09
13.62
8.4
22.1
132.00
19.16
0.09
13.56
7.7
21.3
135.00
18.21
0.09
13.50
7.0
20.6
138.00
17.31
0.09
13.44
6.3
19.8
141.00
16.45
0.09
13.33
5.0
18A
144.00
15.63
0.09
13.27
4.4
17.7
147.00
14.85
0.09
13.22
3.8
17.1
150.00
14.12
0.09
13.16
3.2
16.5
153.00
13.41
0.09
13.05
2.2
15.4
156.00
12.75
0.09
12.99
1.8
14.8
159.00
12.11
0.09
12.94
1.3
14.4
162.00
11.51
0.09
12.88
1.0
13.9
165.00
10.94
0.09
12.77
0.3
13.2
168.00
10.40
0.09
12.71
O.1
12.9
171.00
9.88
0.09
12.60
0.0
12.7
174.00
9.39
0.09
12.55
O.0
12.6
177.00
8.92
0.09
12.43
0.0
12.5
180.00
8.48
0.09
12.32
0.0
12.4
183.00
8.06
0.09
12.16
0.0
12.2
186.00
7.66
0.09
12.05
0.0
12.1
189.00
7.28
0.09
11.89
0.0
12.0
192.00
6.91
0.09
11.78
0.0
11.9
195.00
6.57
0.09
11.61
000
11.7
198.00
6.24
0.09
11.45
0.0
11.5
201.00
5.93
0.09
11.29
0.0
11.4
204.00
5.64
0.09
11.08
0.0
11.2
207.00
5.36
0.08
10.92
0.0
11.0
210.00
5.09
0.08
10.76
0.0
10.8
213.00
4.84
0.08
10.55
0.0
10.6
216.00
4.60
0.08
10.39
0.0
10.5
219.00
4.37
0.08
10.24
0.0
10.3
222.00
4.15
0.08
10.03
0.0
10.1
225.00
3.95
0.08
9.88
0.0
10.0
228.00
3.75
0.08
9.67
0.0
9.8
231.00
3.56
0.08
9.47
0.0
9.6
25 year storm
26

Storrnwater routing
Perm Pool
Temp pool
0.67
40,00
1,25
Spillway
rincipal Spill
inch
22,25
25,66
T (time min)
Q ( cis)
Storage
Stage
Outflow
levatic
Orifice
Weir
Weir
0
0
-
0.00
0,00
21.00
3.00
0.2
-
0.00
0.00
21,00
0,00
0.00
0,00
6.00
046
28
0.00
0,00
21.00
D.00
0,00
0.00
9,00
1.4
141
0,01
0.00
21,01
0,00
0.00
0,00
12,00
2.5
394
0.03
0,00
21.03
0,00
0,00
0.00
15,00
3.8
838
0,06
0.00
21,06
0,00
0.00
0,00
18,00
5.4
11525
0,10
0.01
21.10
O.D1
0,00
0.00
21,00
7.3
21499
0,16
0.01
21,16
0,01
0.00
0,00
24.00
9.3
3,803
0,22
0,02
21,22
O.D2
0,00
0.00
27,00
11.5
51473
0,31
0.02
21,31
0.02
0.00
0,00
30,00
13.9
71542
0.41
0,02
21.41
0,02
0,00
0.00
33,00
16.3
10,033
0,52
0.03
21,52
0,03
0.00
0,00
36.00
18.9
12,968
0.65
0,03
21,65
0.03
0,00
0,00
39,00
21.4
16,356
0.80
0.04
21,80
0,04
0,00
0,00
42,00
24.0
20,204
0.96
0,04
21.96
0,04
0,00
0.00
45,00
26.5
242510
1,13
0,04
22,13
0.04
0.00
0,00
48.00
28.9
292266
1.32
0,08
22.32
0,05
0,04
0.00
51,00
31.2
34,448
1,52
0,33
22,52
0,05
0.28
0.00
54.00
33.3
39,999
1.73
0,72
22.73
0,05
0,67
0.00
57,00
35.2
45,864
1,95
1.23
22,95
0,06
1,18
0,00
60.00
37.0
51,986
2.17
1,83
23.17
0,06
1,77
0.00
63,00
38.5
581312
2.40
2.54
23,40
0,06
2.48
0,00
66.00
39.7
64,777
2.63
3,32
23.63
0,07
3.26
0.00
69,00
40.6
71,320
2,86
4.17
23,86
0,07
4.11
0,00
72.00
41.2
77,877
3.09
5,09
24.09
0,07
5.02
0.00
75,00
41.6
84,382
3,31
6.02
24,31
0.07
5.94
0,00
78.00
41.6
90,778
3.53
7,00
24.53
0,08
6,92
0.00
81,00
41.2
96,999
3,73
7.93
24,73
0,08
7.85
0,00
84.00
40.6
102,996
3.93
8,90
24.93
0,08
8,82
0.00
87,00
39.7
1081708
4.12
9.85
25,12
0.08
9.77
0,00
90.00
38.5
1141082
4.30
10,79
25.30
0.08
10,71
0.00
93,00
37.0
119,070
4,46
11,65
25,46
0.09
11.56
0,00
96.00
35.3
123,640
4.61
12,47
25.61
0.09
12,38
0.00
99,00
33.6
127,752
4,74
15.91
25,74
0,09
13.10
2,72
102.00
31.9
130,932
4.84
22,93
25.84
0.09
13,67
9.16
105.00
30.3
132,548
4.90
28.22
25.90
0,09
14.02
14,11
108,00
28.8
1323927
4,91
29,16
25,91
0,09
14,07
15.00
111.00
27.4
132,864
4,91
29.16
25,91
0,09
14.07
15,00
114,00
26.0
132,543
4.90
28,22
25.90
0.09
14,02
14.11
117,00
24.7
1321148
4,88
26.37
25.88
0,09
13.90
12,38
120,00
23.5
131,852
4,87
25,48
25,87
0.09
13,84
11.55
123,00
22.3
131,495
4,86
24.61
25,86
0,09
13.79
10,73
126,00
21.2
131,085
4,85
23,76
25.85
0.09
13,73
9.94
129,00
20.2
130,628
4,83
22.12
25.83
0,09
13.62
8,41
132,00
19.2
130,278
4.82
21,33
25,82
0.09
13,56
7.68
135,00
18.2
129,888
4,81
20.56
25.81
0,09
13.50
6,97
138,00
17.3
129,465
4.80
19,82
25,80
0.09
13,44
6.29
141.00
16.4
129,013
4,78
18,41
25,78
0,09
13.33
4.99
144,00
15.6
128,660
4.77
17,74
25,77
0.09
13,27
4.38
147.00
14.9
128,280
4,76
17.10
25,76
0,09
13.22
3,79
150,00
14.1
127,876
4.75
16.49
25,75
0.09
13,16
3,24
153.00
13.4
127,448
4.73
15.36
25.73
0,09
13.05
2.22
156,00
12.7
127,098
4.72
14.84
25,72
0.09
12,99
1,76
159.00
12.1
126,720
4,71
14,37
25,71
0,09
12.94
1.34
162,00
11.5
126,315
4.70
13.93
25,70
0,09
12.88
0,96
165.00
10.9
125,880
4.68
13,20
25.68
0,09
12.77
0,34
168,00
10.4
125,474
4.67
12.92
25,67
0,09
12.71
0,12
171.00
9.9
125,019
4.65
12,69
25.65
0,09
12.60
0,00
174,00
9.4
124,514
4,64
12.63
25,64
0.09
12.55
0,00
177.00
8.9
123,929
4.62
12,52
25.62
0.09
12,43
0.00
180.00
8.5
123,281
4.60
12.41
25,60
0.09
12.32
0,00
183.00
8.1
122,573
4.57
12,25
25.57
0.09
12,16
0.00
186.00
7.7
121,819
4,55
12,14
25,55
0,09
12,05
0,00
189.00
7.3
1213013
4.52
11,97
25.52
0.09
11,89
0.00
192.00
6.9
120,168
4,50
11.86
25,50
0,09
11.78
0,00
195,00
6.6
119,277
4.47
11,70
25,47
0.09
11,61
0.00
198.00
6.2
118,354
4,44
11,54
25.44
0,09
11.45
0,00
201,00
5.9
1173401
4.41
11.38
25,41
0.09
11,29
0,00
204.00
5.6
116,421
4.37
11,16
25.37
0,09
11,08
0.00
207,00
5.4
115,427
4,34
11,00
25,34
0,08
10,92
0,00
210.00
5.1
114,411
4.31
10,84
25.31
0.08
10,76
0.00
213,00
4.8
113,376
4.27
10.63
25,27
0.08
10.55
0,00
216,00
4.6
112,334
4.24
10.48
25.24
0,08
10,39
0.00
219,00
4.4
111,276
4,21
10.32
25,21
0,08
10.24
0,00
222.00
4.2
110,205
4.17
10,11
25.17
0,08
10,03
0.00
225,00
3.9
109,132
4,14
9.96
25,14
0,08
9.88
0,00
228.00
3.8
108,050
4.10
9,75
25.10
0.08
9,67
0.00
231.00
3.6
106,970
4,06
9.55
26.06
0,08
9.47
0,00
Results of routing the 25 Year storm
Use orifice =
1.25
inches
Peak outflow =
29.16
cfs
Predeveloped flow rate 16.85 cfs
an Stage=
4.91
ft
Water Elevation=
25.91
msl
Peak Storage =
1323927
cf
Design Spillway
22.25
msl
Temporary Pool Elevation for 1st inch of runoff
Weir
0,67
Ft
Structure Overflow
25.66
msl
Top of Outlet Contrbl Structure
Total length of Spillways
40,00
ft
25 year storm
27

Routing Equations for Table Above
Synthetic Hydrograph Routing Equations
t I 11"
Statgoe(Stii= U+—Qim%
Stage/Stora a ERuotion
S
Stage Z= —
A,
S:
x =-
L:
la,!
outflow
Outflowfrom orifice
=ta 28h
Outflowfrom Weir
��3
QMBII-CwL'•'
25 year storm
P37

� 3
3 -
3
o 0
O -
3 O
N r
� I
I1
i
/
s
I
/
/
O
CDO
CD
CD
CD
O
O
O
O
CD
CD
O
CD
CD
O
CD
CD
O
O
O
O
CD
CD
CD
CD
CD
O
O
CD
O
O
CD
CD
CD
CD
CD
CD
CD
O
N
O
o0
(O
d'
N
O
W
CO
Ni
N
O
a0
(O
V
N
O
M
O
V
N
O
V
d'
'd'
M
M
co
CC)N
N
N
N
N
kSI3) a�.IL'I��SIQ
O
N
rn
O
CD
coe
o
O N
0
N
M
O
O
CD
O
0000
CD
V
M
O
CD
d'
O
O
O
co
CD
N
CDO
N
C-7

illy Fs
illy
INC.
S 1913
swsr.s, w��++a: as. swrsiws s vN Asw*ms
STORM WATER DETENTION ROUTING
FOR
UHAUL DR. MLK BLVD
NEW BERN, NORTH CAROLINA
100 Year 24-Hour Storm
7/11/2018
L �d
100 year storm
1

Site Conditions Predevelopment
Total watershed area
Transporation
Building
Grass(unmanaged)
Wooded
SCS Soil Group
Hydraulic Length
Vertical Relief
100 Year Rainfall
Time of Concentration
channel w
H
--M
Composite C=
C=
0.9
ON=
98
C=
0.95
CN=
98
C=
0.35
CN=
80
C=
0,15
CN=
77
Lynchburg and
Rains soils C/B
and D/B
D
Overland
660.00
Channelized
Overland
2.00
Channelized
Overland Channelized
21.60 + 2.54
Travel Factor 2.00 1.00
13.02 acres
1.92 acres
0.28 acres
9.85 acres
0.98 acres
100.00 feet
0.30 feet
10.9 inches
24.1 minutes
0.43
IDF (intensity -duration -frequency) Equation -Developed from NOAA -Precipitation Frequencies -Greenville, NC
g
R
g
h
Rainfall Intensity = 7=
2
127
30.5 6,95 inches per hr
10
256
27.5
25
318
31.5
100
434
38.3
Peak Discharge
Site Conditions Post Development
Q=�
38.80 cfs
Total watershed area 13.0200 acres
Trans (asph and wash stone) C= 0.60478172 CN= 98 6.1846 acres
Building C= 0.95 CN= 98 3,9708 acres
Managed Pervious Flat Lawn <2 % der C= 0.15 CN= 80 2,2046 acres
Wooded (protected) C= 0.15 CN= 77 0,6600 acres
SCS Soil Group Lynchburg and Rains soils C/B and D/B D
Hydraulic Length Chan Imp 200,00 Channelized 990,00 feet
Vertical Relief Chan Imp 1.00 Channelized 1,70 feel
100 yr rainfall 10.9 inches
Design Hydrograph Formulation
Composite CN 93.9
0,66
GV
Runoff
10,16 inches
P40V
Time of Concentration
channel flow (not overland)
MB Overland Channelized
21 3.55 + 18.37 21.9 minutes
Travel Factor 1.00 1.00
f ` 128
Composite C = 0,71
IDF (intensity -duration -frequency) Equation - Developed from NOAA- Precipitation Frequencies
g R 9 h
Rainfall Intensity = I-(�+-� 2 137 20.5 7,21 inches per hr
10 256 27.5
25 318 31.5
100 434 38.3
Peak Discharge Q=M 66.16 cis
W
Time to peak T-
M 87.0 minutes
Storage Required S - (Q r - Q e )T r 142,784 of
(Above 1st inch of runoff pool)
Allowable release at impoundment (pre -bypass) = 38,80 cfs
Peak rate of inflow at impoundment (pre -bypass) = 66.16 cis
Allowable release at impoundment(post-bypass)= 23.00 cfs
Peak rate of inflow at impoundment (post -bypass) = 50,35 cis
BYPASSED FLOW
Area(ac) C I(fn/hr)
Transportation 1.748347107 0,95
Roof 0,279958678 0,95 jQbypassed 15,80 cis
wooded 0,66 0,15
grass 1.109694215 0,15
Total 3.80 0.58 7.21
100 year stone
2

STORAGE DATA
surface
dill,
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
21.00
21,372
-
21,00
0
1.25
281464
22.25
24,170
28,464
22,25
1.25
0.75
18,777
23.00
25,903
-
471241
23,00
2
-
1.00
27,090
24.00
282276
-
74,331
24,00
3
-
1.00
29,499
25.00
30,722
-
103,830
25,00
4
-
1.00
312981
26.00
33,239
-
135,810
26,00
5
Storage elevaliont�minimum storage volume 22.25 msl
Z
Computed
Storage
Stage LN(storage)
LN(Stage)
Stage
28,464
1,25 10.26
0.22
1,25
47,241
2 10.76
0,69
1.96
135,810
5 11.82
1,61
5,00
1.13
6 m(Z.l
lZ,l
Sz
Z26 22,133,77
Z�KI 25.62
Size Ouflet Device for Control Stmcture
invert elevation =
estimated orifice center elev. _
proposed water surface elev. _
available head (h) _
discharge (d) _
coefficient of discharge =
�Ori�fic�e equation
100 year storm
3
22.25 feet msl
21.00 feet msl
21.05 feet msl
22.25 feel msl
0.42 feet
23.0 cis
0.6
3.07
inches
est based
on 100 yr
1.25
inches
based on
1 yr storm

Inflow Hydrograph
Peak
Inflow=
66.16
50.35 cis
Time
to Peak =
87.0 min
109
Orifice
Principal
Structure
Total
Emergency
Time
Inflow
Outflow
Outflow
Overflow
Outflow
Spillway
T (min)
Q ( cfs)
Q ( cfs)
Q ( cfs)
Q ( cfs)
Q ( cfs)
Q ( cfs)
0
0.00
0,00
0.00
0.0
0.0
0.0
3.00
0.15
0,00
0.00
0,0
0.0
0.0
6,00
0.59
0,00
0.00
0.0
0.0
0.0
9,00
1.32
0,00
0.00
0,0
0.0
0.0
12,00
2.32
0,00
0.00
0.0
0,0
0.0
15.00
3.60
0,00
0.00
0.0
0,0
0,0
18.00
5.13
0,01
0,00
0.0
0.0
0.0
21.00
6.89
0,01
0.00
0.0
0,0
0,0
24.00
8,87
0,02
0.00
0.0
0,0
0.0
27.00
11,04
0,02
0.00
0.0
0,0
0.0
30.00
13.37
0,02
0,00
0.0
0.0
0.0
33.00
15.85
0,03
0.00
0.0
0.0
0.0
36.00
18.43
0,03
0,00
0.0
0,0
0.0
39.00
21.09
0,03
0.00
0.0
0.0
0,0
42.00
23,80
0,04
0,00
0.0
0,0
0.0
45.00
26.52
0,04
0.00
0.0
0,0
0.0
48.00
29,23
0,04
0,00
0.0
0,0
0.0
51.00
31,89
0,05
0.19
0.0
0,2
0.0
54.00
34.47
0,05
0,55
0.0
0.6
0.0
57,00
36,95
0,06
1.05
0.0
1.1
0,0
60,00
39.29
0,06
1,69
0.0
1.7
0.0
63.00
41,46
0,06
2.41
0.0
2.5
0.0
66.00
43,44
0,07
3,26
0.0
3.3
0,0
69.00
45,20
0,07
4.18
0.0
4.3
0,0
72.00
46,73
0.07
5,22
0.0
5.3
0.0
75.00
48.01
0,08
6.34
0.0
6,4
0.0
78,00
49,03
0,08
7,47
0,0
7.6
0.0
81,00
49.76
0,08
8.72
0.0
8.8
0,0
84,00
50,20
0,08
9,93
0.0
10.0
0.0
87,00
50.35
0,09
11.24
0.0
11.3
0,0
90,00
50.21
0,09
12,49
0.0
12,6
0.0
93.00
49.77
0,09
13.73
9.9
23.8
040
96.00
49,05
0,09
14.60
23.8
38.5
0.0
99.00
48.05
0,09
15.01 -
31.5
46.6
0.0
102.00
46.77
0,09
15.01
31.5
46.6
0.0
105.00
45.25
0,09
15.07
32.7
47.8
000
108.00
43.49
0,09
14.95
30.4
45.4
0.0
111.00
41.61
0,09
14.89
29.2
44.2
0.0
114.00
39.78
0,09
14.77
27.0
41.9
0.0
117.00
38.04
0,09
14.71
25.9
40,7
0.0
120.00
36.37
0,09
14.65
24.8
39.6
0.0
123.00
34.78
0,09
14.54
22.7
37,4
0.0
126.00
33.25
0.09
14.42
20.7
35.2
0.0
129.00
31.80
0,09
14.36
19.7
34,2
040
132,00
30.40
0,09
14.31
18.7
33.1
0.0
135.00
29.07
0,09
14.19
16.8
31,1
0.0
138.00
27.79
0,09
14,13
15.9
30.1
0.0
141,00
26.58
0,09
14.02
14.1
28.2
0.0
144,00
25.41
0,09
13.96
13.2
27.3
0.0
147,00
24.30
0,09
13.90
12.4
26.4
0.0
150,00
23,23
0,09
13,84
11.5
25.5
0.0
153,00
22.21
0,09
13.79
10.7
24.6
0,0
156,00
21.24
0,09
13.67
9.2
22.9
0.0
159,00
20.31
0,09
13.62
8.4
22.1
060
162,00
19,42
0.09
13.56
7.7
21.3
0.0
165,00
18.57
0,09
13.50
7.0
20.6
0.0
168,00
17.75
0,09
13.44
6,3
19.8
0.0
171,00
16.97
0,09
13,39
5,6
19.1
0.0
174,00
16.23
0.09
13.33
5,0
18.4
0.0
177,00
16,52
0,09
13.22
3,8
17.1
0.0
180,00
14,84.
0.09
13.16
3.2
16.5
0,0
183,00
14,19
0.09
13,10
2.7
15.9
0.0
186,00
13,57
0,09
13,05
2.2
15.4
0.0
189,00
12,97
0.09
12,99
1.8
14.8
0.0
192.00
12,40
0,09
12,94
1.3
14.4
0.0
195.00
11,86
0.09
12.88
1.0
13.9
0.0
198.00
11,34
0.09
12,82
0.6
13.5
0.0
201.00
10,84
0.09
12,71
0.1
12.9
0.0
204.00
10,37
0.09
12,66
0.0
12,7
0.0
207.00
9.91
#REFI
#REFI
#REFI
#REFI
#REF!
210.00
9.48
#REFI
#REFI
#REFI
#REFI
#REFI
213.00
9.06
#REFI
#REFI
#REFI
#REFI
#REFI
216.00
8.66
#REFI
#REFI
#REF!
#REFI
#REFI
219.00
8,28
#REFI
#REFI
#REFI
#REFI
#REFI
222,00
7,92
#REFI
#REFI
#REF!
#REFI
#REFI
225,00
7.57
#REFI
#REFI
#REFI
#REFI
#REFI
228.00
7.24
#REFI
#REFI
#REF!
#REFI
#REF!
231.00
6.92
#REFI
#REFI
#REFI
#REFI
#REFI
234.00
6.62
#REFI
#REFI
#REFI
#REFI
#REFI
237,00
6.33
#REFI
#REFI
#REFI
#REFI
#REFI
100 year stone

Stormwater routing
Perm Pool
Temp pool
Emerg
0
0,67
40,00
100,00
1,25
Spillway
Spillway
Spillway
inch
22,25
25,66
26,50
T (time min)
Q ( cfs)
Storage
Stage
Outflow
Elevation
Orifice
Weir
Weir
Weir
0
0
-
0.00
0.00
21,00
3.00
0,1
-
0,00
0,00
21,00
0.00
0.00
0,00
0.00
6.00
0.6
27
0,00
0,00
21,00
0.00
0.00
0,00
0.00
9.00
1,3
132
0,01
0,00
21,01
0,00
0.00
0,00
0.00
12.00
2.3
369
0,03
0.00
21,03
0.00
0.00
0,00
0.00
15.00
3.6
788
0,05
0,00
21,05
0,00
0.00
0,00
0.00
18.00
5.1
11436
0,09
0.01
21,09
0,01
0,00
0,00
0.00
21.00
6.9
21358
0,14
0.01
21,14
0,01
0.00
0.00
0.00
24.00
8.9
31596
0,20
0.02
21.20
0,02
0,00
0,00
0.00
27,00
11.0
53190
0,28
0,02
21,28
0,02
0.00
0,00
0.00
30.00
13.4
71173
0,37
0,02
21,37
0,02
0,00
0,00
0.00
33.00
15,8
91576
0,48
0,03
21,48
0,03
0.00
0,00
0,00
36.00
18.4
123424
0.60
0,03
21,60
0,03
0.00
0,00
0.00
39.00
21,1
15,735
0.74
0,03
21,74
0,03
0.00
0,00
0.00
42.00
23,8
191525
0.89
0.04
21,89
0,04
0.00
0,00
0.00
45.00
26.5
231801
1.07
0,04
22.07
0,04
0.00
0,00
0.00
48.00
29.2
281568
1.25
0.04
22.25
0,04
0.00
0,00
0.00
51.00
31.9
33,821
1,46
0,24
22.46
0,05
0,19
0,00
0,00
54,00
34.5
39,518
1.67
0,60
22.67
0,05
0.55
0,00
0.00
57.00
36.9
45,616
1,90
1,11
22.90
0,06
1.05
0,00
0,00
60.00
39.3
52,067
2.14
1,75
23.14
0,06
1.69
0,00
0.00
63.00
41.5
58,824
2.38
2,48
23.38
0,06
2,41
0,00
0,00
66,00
43.4
65,840
2.63
3,32
23.63
0,07
3.26
0,00
0,00
69,00
45.2
73,060
2.88
4,25
23.88
0.07
4.18
0,00
0,00
72,00
46.7
803431
3.14
5,29
24.14
0,07
5.22
0,00
0,00
75.00
48.0
871891
3.40
6,41
24.40
0,08
6.34
0,00
0,00
78,00
49.0
95,379
3.65
7,55
24.65
0,08
7.47
0,00
0,00
81,00
49.8
102,845
3.91
8,80
24.91
0,08
8.72
0,00
0,00
84,00
50.2
110,217
4.15
10,01
25.15
0,08
9.93
0,00
0.00
87,00
50.4
117,452
4.40
11,32
25,40
0.09
11.24
0,00
0,00
90,00
50.2
124,478
4.63
12,58
25.63
0,09
12.49
0,00
0.00
93,00
49.8
131*252
4.85
23,76
25.85
0,09
13.73
9,94
0,00
96,00
49.1
135,935
5.00
38,48
26.00
0,09
14.60
23.79
0,00
99.00
48.0
137,838
5.07
46,60
26.07
0,09
15.01
31,50
0,00
102,00
46.8
138,098
5.07
46,60
26.07
0,09
15.01
31.50
0,00
105.00
45.2
138,129
5.08
47,82
26.08
0.09
15.07
32,66
0,00
108.00
43.5
1371665
5.06
45,40
26.06
0,09
14.95
30,36
0,00
111,00
41.6
137,322
5,05
44,21
26.05
0,09
14.89
29,23
0,00
114.00
39.8
136,854
5.03
41,87
26.03
0,09
14.77
27,01
0,00
117,00
38.0
136,478
5.02
40,72
26,02
0,09
14.71
25.92
0.00
120,00
36.4
135,995
5.01
39,59
26.01
0,09
14.65
24,85
0.00
123,00
34.8
135,416
4.99
37,38
25.99
0,09
14.54
22,75
0,00
126,00
33.3
134,947
4.97
35.22
25.97
0,09
14.42
20,71
0,00
129,00
31.8
134$92
4.96
34,17
25.96
0,09
14.36
19,72
0.00
132.00
30.4
134,164
4.95
33,14-
25.95
0,09
14.31
18,74
0.00
135,00
29.1
1333672
4,93
31,12
25.93
0,09
14.19
16,84
0,00
138,00
27.8
133,304
4.92
30,13
25.92
0,09
14.13
15,91
0.00
141,00
26.6
132,883
4.90
_
28,22
25.90
0,09
14.02
14.11
0,00
144.00
25.4
132,588
4.89
27,29
25.89
0,09
13.96
13.24
0.00
147.00
24,3
132,250
4.88
26,37
25.88
0,09
13,90
12.38
0,00
150,00
23.2
131,876
4.87
25,48
25,87
0,09
13,84
11.55
0,00
153.00
22.2
131,471
4.86
24,61
25.86
0,09
13.79
10.73
0,00
156,00
21.2
131,040
4.84
22,93
25.84
0,09
13.67
9.16
0,00
159,00
20.3
130,736
4.83
22,12
25.83
0,09
13.62
8,41
0,00
162.00
19A
130,411
4.82
21,33
25.82
0,09
13.56
7.68
0.00
165,00
18.6
130,067
4.81
20,56
25,81
0,09
13.50
6,97
0.00
168.00
17.8
129,708
4.80
19,82
25.80
0,09
13.44
6.29
0.00
171.00
17.0
129,336
4.79
19,10
25.79
0,09
13.39
5,62
0.00
174.00
16,2
128,953
4.78
18,41
25,78
0,09
13.33
4.99
0.00
177.00
15.5
128,561
4.76
17.10
25.76
0.09
13,22
3,79
0,00
180.00
14.8
128,276
4.75
16.49
25,75
0,09
13.16
3,24
0.00
183.00
14.2
1279979
4,74
15.91
25,74
0,09
13.10
2,72
0,00
186.00
13,6
1273669
4.73
15.36
25,73
0,09
13,05
2,22
0.00
189,00
13.0
127,346
4,72
14.84
25,72
0,09
12.99
1,76
0.00
192.00
12,4
127,009
4,71
14.37
26,71
0,09
12.94
1,34
0,00
195,00
11,9
126,656
4.70
13.93
25,70
- 0.09
12.88
0,96
0.00
198.00
11.3
126,283
4,69
13.54
25,69
0.09
12.82
0,62
0.00
201.00
10.8
125,888
4.67
12.92
25,67
0.09
12,71
0,12
0.00
204.00
10,4
1253513
4.66
12.74
25,66
0.09
12.66
0.00
0.00
Results of routing the 100 Year storm
Use orifice = 1.25 inches
Peak outflow= 47.82 cfs
Peak Stage= 5,08 ft
Water Elevation= 26.08 msl
Peak Storage = 1380129 of
Design Spillway 22.25 msl Temporary Pool Elevation for 1st inch of runoff
Weir 0.67 Ft
Structure Overflow 25.66 msl Top of Outlet Control Structure
Length of weir 40,00 ft
100 year slonn

Routing Equations for Table Above
Synthetic Hydrograph Routing Equations
Qt = RP 1— cos I n
ISt51p
Q = 4.34 Qp exp [-1.30 GLA
r�lsra
Sroroge (S,JQ,}ptf
Stage/Storage Equation
Stages
S�
F= �
1:
Outflow
Qeugmw DQenr+QMYtin+Qiyluap•�'•••�
Ou[flowfrom Orifice
Qo rre=Cr 2gh
Outflowfrom Weir
C„.Ltl z
100 year storm

f
r
I
I
I
I
-
o
o
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o - o
3 -
-
w
o m H
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I I
i
000,
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T
40
00
1
1aft
MAM
1
h
ll�
I
I
O
O
O
O
O
O
�
O
�
O
O
O
O
O
O
O
O
Cl
O
O
cm)
O
O
O
O
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LL7
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LI'7
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ef•
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M
N
N
r-
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so) a6aewsia
0
O
N
O
O
O
M
M
0
0
Cl
N

55.00
45.00
40.00
35.00
ao.00
a�
s
N_
L 5.00
20.00
15.00
10.00
5.00
Routing Hydrograph (wluumy )
Inflow
— — — Orifice Outflow
`
Principal Outflow
------- Structure Overflow
I
— — — Total Outflow
---- - Emergency Spillway
A
of
1 `
\
1 \
\
1 `
1
1 `
1 Nb
1 �
/ 1
1 �
�0+4
1
/ 1
L��]
120.00
Time (min)
144.00 168.00 192.00