SW8980232_HISTORICAL FILE_20040803

PERMIT NO.
DOC TYPE
DOC DATE
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
SW C�
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
YYYYMMDDr

4 RT:C�:IV�D
MACTEC
August 3, 2004 AUG 1 0 ���4
I3Y,
Ms. Linda Lewis
NCDENR — Stormwater Department
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
SUBJECT: Extended Stay America No. 1591
Jacksonville, North Carolina
NCDENR Stormwater Project No. SW8 980232
MACTEC Project 6685-04-1401
Dear Ms. Lewis:
MACTEC Engineering and Consulting, Inc. (MACTEC), on behalf of ESA Services, Inc., is pleased to
submit information concerning correction of stormwater control deficiencies identified at the above project
site. Stormwater control deficiencies were identified in a Stormwater inspection conducted by you on
February 27, 2001 (reference your letter dated March 1, 2001).
ESA Services, Inc. will develop corrective measures for the identified stormwater control deficiencies at the
site, which are listed below:
a) Repair the eroded slopes, reestablish the 6:1 shelf and the 3:1 slope, and immediately provide
permanent vegetation
b) Submit plans for the outlet structure revision.
c) Provide a trash rack for the outlet structure.
d) Submit the Designer's Certification as soon as the approved modifications are completed
Corrective measures for items a, b, and c, are tentatively scheduled to be completed by November 30, 2004.
Item d will be submitted upon your approval of the revised outlet structure plans, or upon reconfiguration of
the outlet structure to the original design. An initial meeting with a contractor(s) to review the site
conditions and implement corrective measures is being scheduled.
If you have any questions concerning this letter, please contact us at [phone], or Mr. Banks Griffith
of ESA Services, Inc. at [phone],
Sincerely,
MACTEC ENGINEERING AND CONSULTING, INC.
Q �-l) .`Q00tak /O�Aj")r L
QJ&—
Andy M. Rodak, P.E. Matthew E. Wallace, P.E.
Senior Engineer Principal Engineer
AMR/MEW:mew
Cc: Mr. Banks Griffith, ESA Services, Inc.
MACTEC Engineering and Consulting
1308-C Patton Avenue • Asheville, NC 28806
828-252-8130 • Fax: [phone]

�QF wArE, Michael F. Easley, Governor
William G Ross, Jr., Secretary
C p Nortn Carolina Department of Environment and Natural Resources
lb
0 < Alan W. Klimek, P.E. Director
Division of Water Quality
August 19, 2004
Mr. Andy M Rodak, P.E.
MACTEC Engineering
1308-C Patton Avenue
Asheville, NC 28806
Subject: Response to Inspection Report
Extended Stay America
Stormwater Project No. SW8 980232
Onslow County
Dear Mr. Rodak:
The Division is in receipt of the "Plan of Action" to address the deficiencies outlined in our inspection
report dated March 1, 2001. 1 am a little concerned that after all this time, it will take and additional 90
days to complete this work. While I applaud the fact that the work is finally going to be done, three
years would appear to be quite adequate to perform the necessary work. I am disinclined to allow an
additional 90 days. August is a good time to establish vegetation before the cooler weather sets in. In
November, your only option will be temporary seeding, and then you will need to provide permanent
seeding in the spring. I am unwilling to allow this, since the pond's condition has not changed in the last
three years.
Please update the permittee information I have on file: Shawn Ruben, VP, ESA Management, Inc., 961
East Main Street, Spartanburg, SC, 29302. If any of this information has changed, please have Mr.
Griffith complete the attached Name/Ownership change form and return it to me at the address at the
bottom of this letter.
Please have the necessary work completed by September 20, 2004. If the outlet structure will be
revised, please submit the plan revision as soon as possible. Otherwise, my approval to restore the
system to the permitted condition is not required.
If you have any questions, please do not hesitate to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS1arl: S:IWQSISTORMWATILETTERS120041980232.aug04
cc: Freeland & Kaufmann
Banks Griffith, ESA Services, Inc.
Linda Lewis
Norm Carolina Division o! Water Ouality 127 Cardinal Drive Extension Phone [phone] Customer 5efvioel-677-623$748
Wilmington Regional Olfice Wilmington, NC 28405-3845 FAX f919) 733-2496 Internet h2o.enr.state.nc.us No Carolina
An Equal oppalunilylAf rmiative Action Employer - 50 m R .Naturally
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State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
June 30 1998
Ms. Suzann Pruitt, P.E.
Freeland & Kaufmann
209 West Stone Avenue
Greenville, SC 29609
O O
NCDENVI
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOu Rc Es
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 980232
Extended Stay America
Onslow County
Dear Ms. Pruitt:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Extended Stay America on May 26, 1998. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
The lengthening of the pond to the required 3:1 ratio was meant to provide a flow path from
the inlet to the outlet of 3:1. The location of the inlet piping needs to be changed so that the
piping enters at a point farthest from the outlet structure, and runoff travels down the length
of the pond to the outlet. Please relocate the inlet piping to enter the forebay from the other
catch basin shown along the northern pavement edge.
2. The positioning of the forebay along the long side of the pond does not lend itself to providing
a 3:1 flow path through the main pond. Please relocate the forebay to the northeast side of the
pond to provide the longest flow path possible.
3. Please seal the revised pond design calculations. These pages were not originally part of the
booklet.
4. The basin cross-section detail shows the 1" storage elevation as 42.77, but you provide no
orifice or weir in the outlet structure at this elevation to release the runoff. The riser detail
indicates that water will pond to elevation 44 prior to release (other than the orifice). You
must size the orifice for the volume actually stored in the pond between the permanent pool
and the storage pool. If you provide another release at elevation 42.77, then the orifice is
sized for the volume stored between 42 and 42.77, as long as it provides the minimum
required. Please revise the details as needed.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

D rt
Ms. Pruitt
June 30 1998
Stormwater Project No. SW8 980232
5. Please check your orifice sizing calculation again. I believe that there are 172,800 seconds in
2 days, not 7,200. This should significantly reduce the orifice size. Also, since the calculated
flowrate is based on 2 days, the orifice is already as large as allowed. Please remember to
either round down the final result, or repeat the calculation using the 5 day flowrate to
determine the allowable orifice size range. Please revise the details as needed.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to July 30, 1998, or the application will be
returned as incomplete. The return of a project will necessitate resubrilittal of all required items, including
the application fee..
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:1WQSISTORMWATIADDINFO1980232.TUN
cc: Linda Lewis
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal opportunity Affirmative Action Employer 50% recycledll0% post -consumer paper

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
June 30 1998
Ms. Suzanna Pruitt, P.E.
Freeland & Kaufmann
209 West Stone Avenue
Greenville, SC 29609
4 • o
NCDENF1
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 980232
Extended Stay America
Onslow County
Dear Ms. Pruitt:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for Extended Stay America on May 26, 1998. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. The lengthening of the pond to the required 3:1 ratio was meant to provide a flow path from
the inlet to the outlet of 3:1. The location of the inlet piping needs to be changed so that the
piping enters at a point farthest from the outlet structure, and runoff travels down the length
of the pond to the outlet. Please relocate the inlet piping to enter the forebay from the other
catch basin shown along the northern pavement edge.
2. The positioning of the forebay along the long side of the pond does not lend itself to providing
a 3:1 flow path through the main pond. Please relocate the forebay to the northeast side of the
pond to provide the longest flow path possible.
ID
3. Please seal the revised pond design calculations. These pages were not originally part of the
booklet.
4. The basin cross-section detail shows the 1" storage elevation as 42.77, but you provide no
orifice or weir in the outlet structure at this elevation to release the runoff. The riser detail
indicates that water will pond to elevation 44 prior to release (other than the orifice). You
must size the orifice for the volume actually stored in the pond between the permanent pool
and the storage pool. If you provide another release at elevation 42.77, then the orifice is
sized for the volume stored between 42 and 42.77, as long as it provides the minimum
required. Please revise the details as needed.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

A"�
Ms. Pruitt
June 30 1998
Stormwater Project No. SW8 980232
5. Please check your orifice sizing calculation again. I believe that there are 172,800 seconds in
2 days, not 7,200. This should significantly reduce the orifice size. Also, since the calculated
flowrate is based on 2 days, the orifice is already as Iarge as allowed. Please remember to
either round down the final result, or repeat the calculation using the 5 day flowrate to
determine the allowable orifice size range. Please revise the details as needed.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to July 30, 1998, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:1WQSISTORMWATIADDINF01980232.JUN
cc: Linda Lewis
Central Files
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

MAY 217"�Affiliate
FREELAND and KAUFFMAN, INFreeland-Kauffman
&onvEER5 • LAND5c,4FEARcHir,-crS and I'redeen, Inc.
Bentonville, Arkansas .
Date: May 22, 1998
To: Ms. Linda Lewis
Environmental Engineer
NCDENR
Land Quality Section
127 Cardinal Drive Ext.. '
Wilmington, NC 28405 .
From:. Suzanna Pruitt, P.L.
Subject: Jacksonville, North Carolina
Stormwater :Project: SW8 980232
Extended Stay America Hotel -
OESUBMITTAL FORAPPROVAL
(LETTER OF REQUEST 4/24/98)
In response to your letter dated April 24, 1998 concerning the above referenced project,
we have revised the erosion control plans to address y6ur.comments as follows:
(1) Three feet of pond depth'has been provided below, the permanent pool. ,The
elevations of the pond are as follows:
Top of pond- 45
Permanent Pool: 42
Bottom of Pond: 39 .
42) Using the attached chart, the SD / DA ratio was calculated for the project, Using a 3
foot permanent�pool and 42 percent impervious ratio, the ratio interpolated from the
chart for the 90% TSS is 4.72.
The required surface area for the pond is:
(4.72 / 100) *(3.64 acres) = 0.172 acres -or 7,482 sf
The surface area provided. at elevation 42.0 is-)4,550 sf,
14,550 > 7,482 therefore o.k.
209 West Stone Avenue • GreenWil e, South Carolina 29609 • Telephone [phone] • Fax [phone]

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'(3) The forebay volume provided for the pond is 4,720 is NOT MORE THAN• 20% of the
total'volume in the pond.
(4) •There is a note on Sheet C5:1 stating no wetlands exist on site.
(5) All sides of the figure created 6y the permanent pool have been delineated on sheet
C5.1
(6) -The 90% TSS chart was used, therefore a vegetative.filter is not required. '
(7) . A 6:1 'vegetated shelf. has been provided below the Permanent pool elevation,: Above
the permanent pool elevation the side slopes of the pond are 3:1. ,
.(8.). The basin length to width ratio for the pond is
(9) The type -,of vegetation for the pond slopes is specified on sheet C5.1
.00) The attached calculation sheet indicates the draw down time far -the one inch runoff
is 2. days• The pond. information. is also provided on this sheet.'.•
0:1) The front entrance has been re -graded so that the amount of runoff leaving the site
via the driveway is insignificant and will not create any adverse affects on,the
adjoining. roadway.
(12) A detail of the pond cross-section and riser have been provided on sheet C5.1 '
(13) An outlet for the design storm is provided. This is included i6 the riser structure.
If you need any additional information, please feel "free to call, me at [phone].

if }l
April 24, 1998
Ms. Suzanna Pruitt
Freeland & Kaufman
209 West Stone Avenue
Greenville, SC 29609
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 980232
Extended Stay America
Onslow County
Dear Ms. Pruitt:
The Wilmington Regional Office received a Stormwater Management Permit Application for Extended Stay
America on March 13, 1998. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
The minimum pond depth is 3' below the permanent pool. The supplement sheet indicates that only
2' is provided.
2. The SAIDA ratio provides the minimum amount of pond surface area that must be available at the
permanent pool. 1t is a percentage of the drainage area based on the pond depth, TSS removal rate,
and percent impervious. You show a "6:1" ratio. Enclosed is the SAIDA chart for the coastal
counties. Please recalculate.
3. The forebay volume provided should be no more than 20 % of the total volume in the pond, (below
permanent pool and the storage volume). Large forebays that are less than the design depth, take away
from the surface area provided at the design depth, which affects the TSS removal.
4. Delineate all wetlands on site, or note on the plans that none exist.
5. Please dimension all sides of the figure created by the permanent pool.
6. A 30' vegetated filter is required for all ponds where the 85 % TSS chart is used for computing the
SAIDA ratio. An existing ditch does not qualify as a vegetated filter. Please see the enclosed detail.
This detail must be on the plans if the pond is designed to remove 85 % TSS. Use of the 90 % TSS
chart does not require a vegetated filter.
The required items checklist is just that -required items. You have shown several as not applicable, but
have provided no justification as to why they are. A 6:1 vegetated shelf located below the permanent
pool must be provided.You must provide a trash rack for the overflow and orifice.
The basin length to width ratio must be at least 3:1.
9. You must specify the type of vegetation to used for the pond slopes.

IF -1,
Ms. Pruitt
April 24, 1998
Stormwater Project No. SW8 980232
10. Your calculations must demonstrate that you have provided the required amount of surface area and
volume, and that the orifice will provide a 2-5 day detention time for the volume provided above the
permanent pool. See the enclosed volume calculation example. Please list the surface areas that are
provided for the permanent pool and the design pool, based on the dimensions and slopes shown on
the plans.
11. The proposed grading at the entrance appears to allow some of the runoff to escape without first being
collected and treated in the pond. Please revise.
12, Please provide a detail of the pond section, forebay, and outlet structure. The pond detail must include
the elevations of the bottom, permanent pool, storage pool, vegetated shelf, forebay bottom, note the
required 6:1 slope on the vegetated shelf, and note the required 3:1 slope above the permanent pool.
The outlet structure detail must include the orifice size and invert elevation (ie., the permanent pool),
overflow elevation ie., the design pool), outlet pipe size, trash rack, etc.
13. An outlet for the excess design storm must be provided.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to May 24, 1998, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADD1NFO1980232.APR
cc: Linda Lewis
Central Files

Apr 271 '98 12:16
0 K
�8-8642�338915
State of North Carolina
Departrrierit'6f Environment and Natural Resources
Wilmington Regional -Office
James-B,..Hunt Go'Vernor Wayne McDevitt, Secretary
FAVII..'COVElk': SHEET.
96 Z51L
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.:Date: 0-
FAX #
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'127 Cardinal Qtp) 35q_;�04
An ' M Equal pp6rtunityrmadveAL;dOwEMplayer..
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EXTENDEDSTAYAMERICA
E F F I C I E N C Y S T U D I O S
March 24, 1998
VIA AIRBORNE EXPRESS
Ms. Linda Lewis
North Carolina Department
of Environmental and Natural Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
[phone]
STORMWATEk
REC
MAR 2 5 1998
�(z"oZ�.
Re: PROJECT No. SW8 980232; Proposed Extended Stay America,
Jacksonville, NC; ESA Site #1591
Dear Ms. Lewis:
Enclosed please find a Stormwatcr Management Permit Application and a Pond Maintenance
Requirement, executed on behalf of ESA.
Should you have any questions, please do not hesitate to call.
Very truly yours,,
Joy M. Belnavis
Legal Assistant
Enclosures
cc: Lauren Bronfman, Esq.
Brent Smith (w/encl. via facsimile)
Suzanna Pruitt (wlencl via facsimile #864-233-8915)
ESA Management, Inc. - 450 Gast Las Olas Boulevard, Suite 1100 1 Fort Lauderdale, FL 33301 - Y 954 713 1600 1 F 954 713 1665

RECEIVED
ie
-FREELAND and KAUFFMAW INC. Freeland -]
Kauffman
ENGINEERS LANDSGAPEARCH1TECT5. and Fredeen, Inc_ .
BY.
�rf vZ Bentonville, Arkansas
Date: February27, ' 1998
To: Ms. Linda Lewis `
NCDEHNR
Land Quality Section,
From:, Suzanna Pruitt,
Subject; , Storm' Water Review Fee '
Proposed Extended Stay America
Jacksonville, NC
'Per Janet Pa6's request we are forwarding a check'for the.amount'of $385 to cover the review
fee,for the,Storm-Water Management Plans for the ESA Hotel in Jacksonville, N.C. Janet should
have forwarded you copies of the plans and report last week. Please call me at [phone] if' -
you have any questions,or require any additional information, ;
i
209 West Stone Avenue • Greenville, South Carolina 29609 •Telephone [phone]• Fax [phone]

City of Jacksonville
Public Works Engineering
LETTER OF TRANSMITTAL
Date: Febryzary 16 1998
TO:
pivision of Environmental Management
127 CardinalDrive Extension
Wilminaton, N.C. 28405
Phone 4 [910) 395-3900
Sir:
WE ARE SENDING YOU
PRINTS
COPY OF LETTER
DESCRIPTION:
Attn : Ms. Linda Lewi,g -_
Ref. ErQg5i.on & Spdimentat_ion
Control Plans for Extended Stav
America Efficiency Studios
XX ATTACHED
C? PLANS
OTHER
THESE ARE TRANSMITTED AS CHECKED BELOW:
UNDER SEPARATE COVER
SPECIFICATIONS
— FOR APPROVAL _ AS REQUESTED
FOR REVIEW AND COMMENT XX. FOR YOUR USE
DOCUMENTS ARE DUE TO BE RETURNED BY:
PRINTS RETURNED AFTER LOAN TO US
_,_, OTHER
REMARKS:
Tom Anderson, Engineering Specialist
COPIES TO: File
4-
Post Office Box 128 • Jacksonville, North Carolina 28541 • [phone]/5331 • TDD# [phone] * Fax [phone]

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Land Resources
Land Quality Section
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
February 20, 1-998�� /
NOTICE OF RECEIPT OF EROS 0 rI'NT T
t
ESA Management, Inc.
Mr. Brent Smith
961 East Main Street
Spartanburg SC 29302
Dear Mr. Smith:
Vfjw�
This office has received a soil erosion and sedimentation control plan for the project listed below which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (NCGS 113A-57).
Please be advised that this Act requires that all persons disturbing an area of one or more acres of land
must obtain approval of a soil erosion control plan prior to the commencement of said land disturbing activity
(NCGS 1 13A-54(d)(4)). The act further states that this plan must be filed a minimum of 30 days prior to the
activity and the approving authority must approve or disapprove the submitted plan within 30 days of receipt.
Failure of the approving authority to approve or disapprove the submitted plan within the 30 day period will
be deemed approval of the plan. Commencement or continuation of a land -disturbing activity under the
jurisdiction of this Act prior to the approval of an erosion and sediment control plan is a violation of the Act.
This land disturbing activity described in this plan is also subject to the Environmental Management
Commission's review of their regulations to implement stormwater controls in coastal counties (1 5 NCAC 21H
Section .1000). Contact the Water Quality Supervisor of the Division of Environmental Management to ensure
this activity is in conformance with their rules.
If you have questions, please do not hesitate to contact this office. Your cooperation in this matter
is appreciated and we look forward to working with you on this project.
Sincerely,
Janet L. Paith
Environmental Technician
JLPldbd
cc: James Freeland, PE; Freeland and Kauffman, Inc.
WiRO-LOS
PROJECT NAME: Extended Stay America
PROJECT NUMBER: 980120ON
LOCATION: McDaniel Drive, Hwy 17 - Onslow County
RIVER BASIN: White Oak
SUBMITTED BY: Freeland and Kauffman, Inc.
DATE RECEIVED BY LOS: February 20, 1998
127 North Cardinal Drive, Wilmington, N.C. 29405-3945 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

ate
FREELAND and KAUFFMAN., INC. Freeland-Kauffmanili
' ENGINEERS • LANDSCAPE ARCHITECTS and Fredeen ' Inc.
Bentonville, Arkansas
L-1
1998.
Date: March 12, 1998 BY-
--_"
To: Ms. Linda Lewis
'NCDENR
Lana Quality section
From: Suzanna Pruitt, P.E.'
Subject: Storm Water Management Application
Proposed Extended Stay America
Jacksonville, NC
PROJECT No: SW8 980232
Enclosed you will find two sets of plans, a completed application form and supporting
documentation for the proposed Extended Stay America Site on McD_ aniel,Drive in Jacksonville,
.'North Carolina. The application fee of $385 was sent previously per Janet Paith's request,
This project involves the construction of one storm water management pond to control the 2,.10,
50 and 100 year storms from the acre hotel site. A single discharge pipe from the pond will
control all -the storms. The outlet of the pipe will discharge to an existing drainage ditch at the
rear of the property. The Qperation'and Maintenance plan for the project is located on -the
Erosion Control sheet for the project. F
if you have any questions or, require any additional information, please call me at [phone].
209 West Stone Avenue • Greenville, South Carolina 29609 • Telephone [phone] • Fax [phone]

sroRMwArER
RECEIVED
MAR 13 1998
BY: SwSRSbZ
STORM WATER REPORT
for
EXTENDED STAY AM ERICA
I[]
McDaniel Drive
Jacksonville, NC
(Onslow County)
March 12, 1998
•
Prepared By:
Freeland & Kauffman, Inc.
209 West Stone Ave.
Greenville, SC 29609
[phone]
0

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9

•
Table of Contents
Section
Page
Project Description ............................................ 1
Storm water Narrative ............................... ......... 1
Detention Facility Design ....................................... 2
• Storm Drain Pipe System ....................................... 2
Erosion Control Measures ...................................... 3
Appendix A
TR-55 Results
Appendix B - Hydraflow Results
Hydrograph Summary Report ..............................
B-1
Stage -Storage Graph for Retention Pond .....................
B-2
Stage -Discharge Graph for Retention Pond ...................
B-3
Reservoir Report .................... ...................B-4
Post-2 Year Runoff Hydrograph ............................B-6
Post 10-Year Runoff Hydrograph ...........................
B-7
Post-50 Year Runoff Hydrograph ...........................
B-8
Post i 00-Year Runoff Hydrograph ..........................
B-9
2 Year Runoff Thru Pond ..................................
B-10
10 Year Runoff Thru Pond .................................
B-11
50 Year Runoff Thru Pond.................................B-12
100 Year Runoff Thru Pond................................B-13
Appendix C
Storm Sewer Summary Report
Appendix D
Rip -Rap Apron Sizing Chart
0

•
[7
J
Extended Stay America
McDaniel Drive
Jacksonville, North Carolina
Description
The project consists of the construction of an Extended Stay America Hotel with associated
parking and landscaping. The site is located on McDaniel Drive near the intersection of Highway
17 (Marine Blvd.). The total area of the site is 3.64 acres.
Storm Water Narrative
Storm water detention has been provided for the site. Due to the flat grades in the area, the
system has been designed as a retention facility. The facility is a total of five feet deep and will
control the 2, 10, 50 and 100 year storms.
In the pre -developed state, the site was covered with brush and long grass. Using TR-55, a
pre -developed curve number of 56 was calculated for the pre -developed site. The site slopes at
0.03% from McDaniel Drive to the rear of the site.
In the post -developed state, approximately 3.12 acres of the site will be developed and the
remaining area will remain undisturbed. The storm water runoff generated from the remaining
area acre will continue to runoff it its natural direction and away from the building pad area. The
runoff from the 3,12 acres of developed area will be directed to catch basins on site and released
through storm drain pipe into the retention pond. Using TR-55, a curve number of 83 has been
calculated for the developed property.
TR-55 was used to calculate the pre and post -developed runoff for the site. A summary of the
runoff is as follows (Refer to Appendix A):
Pre Post
Developed Developed
2-year 1 cfs (p. A-3) 11 cfs (p. A-6)
10-year 2 cfs (p. A-3) 17 cfs (p. A-6)
50-year 4 cfs (p. A-3) 24 cfs (p. A-6)
100-year
Because the post -developed runoff is greater than the pre -developed runoff, a storm water
retention facility was designed.
0

•
•
L
Detention Faciii Design
The design of the retention facility was checked using the Hydraflow Computer Program. Using
the information from the TR-55 program, hydrographs were generated for the post -developed
conditions. The post -developed hydrographs were then routed through the retention facility in
order to determine the actual release rate from the site.
The hydrographs for the site were calculated using the SCS method in conjunction with the
Hydraflow Computer program for the 2, 10, 50 and 100 year storms. These hydrographs were
then run through the detention pond in order to determine the actual release rate through the
orifice provided. As shown by the calculations, the 2, 10, 50 and 100 year post developed runoff
is released at or below the pre -developed rate.
A summary of the storage provided by the retention pond is as follows:
Elevation
Area
Storage
40
12,320
(This area not included in the storage volume because it
41
13,724
it for permanent retention and not included in the calculations)
42
15,200
0
43
16,748
15974
44
18,368
33532
45
20,060
52746
A summary of the results is as follows:
RPIPACP frnrn
2-year storm:
10-year storm:
50-year storm:
100-year storm:
Detention Facilitv
1.2 cfs
1.6 cfs
1.9 cfs
2.0 cfs
As shown by the hydrographs, the outlet structure, which consists of one twelve (12) inch
diameter pipe with a 7" diameter orifice plate (at elevation 42.0) to control the release of the 2,
10, 50 and 100 year storm to at or below the pre -developed rate.
Storm Drain Pipe System
The storm drain pipe system for the post -developed conditions was sized using the Storm Sewer
Hydraflow program, The system was designed to carry the 10-year post developed runoff. Refer
to Appendix C for a Summary Report of the pipe sizes, inverts and flow rates.
0

0
Erosion Contra! Measures
In order to reduce the amount of sediment leaving the site several erosion control measures will
be taken. Silt fence will be installed around the perimeter of the site as shown on the plans. A
stone construction entrance, 24' wide by 50' long, is installed at the main entrance to the site to
help reduce the amount of sediment leaving the site via construction vehicles. The storm water
retention facility will act as a sediment basin during construction. The outlet pipe for the pond is
two feet above the bottom of the retention pond. This will allow for the sediment will settle out
and only storm water to leave the site. Per the City of Jacksonville's direction, a series of
"baffle -like" sections of silt fence will be constructed in the retention pond. This will also help to
trap the sediment and prevent any sediment from leaving the pond via the storm drain pipe. Any
• sediment remaining in the pond at the end of construction will be cleaned out, allowing for the full
depth of the pond to be utilized for storm water retention. Inlet protection will be installed around
each of the proposed catch basins. Rip Rap aprons will be installed at the outlet side of the storm
drain pipe as the pipe enters the detention pond and the existing ditch at the rear of the property.
In addition, rip -rap will also be placed at the entrance to the drainage pipe for the retention basin.
The rip -rap aprons were sized using the North Carolina Erosion Control Manual figure 8.06a.
Due to the low discharge values for the site, a minimum of 6 inch rip -rap size has been specified
for the average size. In addition, a minimum apron length of 10 feet will be used at each outlet
location. The rip -rap placed at the entrance of the outlet pipe for the retention pond uses a
minimum of five feet of length, for this rip -rap is only to protect the surrounding slope.
P,
0

0
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp Date: 01--31-98
County : ONSLOW State: NC Checked: Date:
Subtitle: PRE -DEVELOPED RUNOFF
Subarea : PRE
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - 3.12(56) -
0 Total Area (by Hydrologic Soil Group)
•
3.12
-------------------------------------------------------------------------------
SUBAREA: PRE TOTAL DRAINAGE AREA: 3.12 Acres WEIGHTED CURVE NUMBER: 56*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
0

•
TIME OF
CONCENTRATION AND TRAVEL TIME Version
2.00
Project : ESA - JACKSONVILLE,NC
User: ssp Date: 01-31-98
County : ONSLOW
State: NC
Checked: Date:
Subtitle: PRE -DEVELOPED RUNOFF
-------------------------------------------------------------------------------
Flow Type 2 year Length
Slope Surface
n
Area Wp Velocity
Time
rain (ft)
(ft/ft)
code
(sq/ft) (ft) (ft/sec)
(hr)
--------------------------------------------------------------------------------
Sheet 5.0 300
.0003
J
1.505
Time of Concentration =
1.51*
--- Sheet Flow Surface Codes ---
A Smooth Surface
F Grass,
Dense
Shallow Concentrated
• B Fallow (No Res.)
G Grass,
Burmuda
___
Surface Codes
___
C Cultivated < 20 % Res.
H Woods,
Light
P Paved
D Cultivated > 20 % Res.
I Woods,
Dense
U Unpaved
E Grass -Range, Short
J Range,
Natural
* - Generated for use by GRAPHIC method
•
•
A-

i
GRAPHICAL PEAK DISCHARGE METHOD
Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp
County : ONSLOW State: NC Checked:
Subtitle: PRE -DEVELOPED RUNOFF
Data: Drainage Area 3.12 * Acres
Runoff Curve Number 56 *
Time of Concentration: 1.51 * Hours
Rainfall Type III
Pond and Swamp Area NONE
Storm Number
1
2
3
4
Frequency (yrs)
2
10
50
100
•
24-Hr Rainfall (in)
5.0
7.0
9.0
10.0
Ia/P Ratio
0.31
0.22
0.17
0.16
Runoff (in)
1.04
2.22
3.61
4.36
Unit Peak Discharge
0.304
0.334
0.349
0.354
(cfs/acre/in)
Pond and Swamp Factor
1.00
1.00
1.00
1.00
0.0% Ponds Used
Peak Discharge (cfs)
------------------------------
1
2
4
5
C:
* - Value(s) provided from TR-55 system routines
Date: 01-31-98
Date:
s
A,3

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp Date: 01-31-98
County : ONSLOW State: NC Checked: Date:
Subtitle: POST DEVELOPED RUNOFF
Subarea : POST
-------------------------------------------------
COVER DESCRIPTION A
-------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Poor condition; grass cover < 50% -
Impervious Areas
----------------------------
Hydrologic Soil Group
B C D
Acres (CN)
----------------------------
.81(79)
W Paved parking lots, roofs, driveways - 1.54(98)
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - 0.77(56)
Total Area (by
Hydrologic Soil
Group)
3.12
-------------------------------------------------------------------------------
SUBAREA: POST
-------------------------------------------------------------------------------
TOTAL DRAINAGE
AREA: 3.12 Acres
WEIGHTED CURVE NUMBER: 83'*
* - Generated for use by GRAPHIC method
•

•
TIME OF
CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ESA - JACKSONVILLE,NC
User: ssp Date: 01-31-98
County : ONSLOW
State: NC Checked: Date:
Subtitle: POST DEVELOPED RUNOFF
-------------------------------------------------------------------------------
Flow Type 2 year Length
Slope Surface n
Area Wp Velocity Time
rain (ft)
(ft/ft) code
(sq/ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
Sheet 5.0 160
.01 A
0.031
Open Channel 325
3.0 0.030
Time of Concentration = 0.06*
--- Sheet Flow Surface Codes ---
. A Smooth Surface
F Grass, Dense
-- - Shallow Concentrated ---
B Fallow (No Res.)
G Grass, Burmuda
--- Surface Codes ---
C Cultivated < 20 % Res.
H Woods, Light
P Paved
D Cultivated > 20 p Res.
I Woods, Dense
U Unpaved
E Grass -Range, Short
J Range, Natural
* - Generated for use by GRAPHIC method
•
U
a-�

0
GRAPHICAL PEAK DISCHARGE METHOD
Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp
County : ONSLOW State: NC Checked:
Subtitle: POST DEVELOPED RUNOFF
Data: Drainage Area
3.12 * Acres
Runoff Curve Number
83 *
Time of Concentration:
0.06 * Hours
Rainfall Type
III
Pond and Swamp Area
NONE
Storm Number
1
2
3
4
Frequency (yrs)
2
10
50
100
40
24-Hr Rainfall (in)
5.0
7.0
9.0
10.0
Ia/P Ratio
0.08
0.06
0.05
0.04
Used
Runoff (in)
Unit Peak Discharge
( cf s/acre/in )
Pond and Swamp Factor
0.0% Ponds Used
----------------------
Peak Discharge (cfs)
----------------
0.10
5.03
1.110
I
1.00
17
0.10
6.94
1.110
1.00
24
0.10
7.90
1.110
1.00
27
* - Value(s) provided from TR-55 system routines
1•
Date: 01-31-98
Date:
U

• H.ydrograph Summary Report
Page 1
11
L
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(acft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
12.0
1
725
0.85
2
—
----
----
Post 2-year
2
SCS Runoff
18.6
1
724
1.35
10
—
------
----
Post 10-year
3
SCS Runoff
25.3
1
724
1.86
50
---
---
—
Post 50-year
4
SCS Runoff
28.7
1
724
2.12
100
--
—
100-YEAR STORM
5
Reservoir
1.2
1
778
0.80
2
1
43.09
17602
2-year thru po
6
Reservoir
1.6
1
783
1.21
10
2
43.77
29462
10-year thru p
7
Reservoir
1.9
1
795
1.61
50
3
44.46
42283
50-yr thru pon
a
Reservoir
2.0
1
802
1.80
100
4
44.80
48961
100-YR THRU PO
Proj. file: ESAJACK.GPW
IDF file: WILMNG.IDF
Run date: 02-17-1998

0
•
I•
Stage 1 Storage
3.0
2.5 '
2.0
Stage (ft) 1 5
i.0
0.5 -
0.0
0 10000 20000 30000 40000 50000 60000
Storage (cuft)
•
�-a

0
•
I•
Stage 1 Discharge
3.0
2.5
2.0
Stage (ft) 1.5
1.0
0.s
0.0 - —I-
0.0 0.5 1.0 1.5 2.0 2.5
Discharge (cfs)
1•
1;-3

i
L
•
Reservoir Report Page
Reservoir No. 1
Retention Pond
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[A]
[B]
[C]
Rise (in)
= 7
0
0
Crest Len (ft)
= 0.0
0.0
0.0
Span (in)
= 7
0
0
Crest El. (ft)
= 0.00
0.00
0.00
No. Barrels
= 1
0
0
Weir Coeff.
= 3.00
3.00
3.00
Invert El. (ft)
= 42.00
0,00
0.00
Eqn. Exp.
= 1.50
1.50
1.50
Length (ft)
= 220.0
0.0
0.0
Multistage
= No
No
No
Slope (%)
= 0.50
0.00
0.00
N-Value
= .013
.013
.013
Orif. Coeff.
= 0.60
0.60
0.60
Multistage
= -
No
No
Tailwater Elevation = 0.00 ft
Note. All outtlows have been analyzed under inlet and outlet control.
Stage
1 Storage
1 Discharge Table
Stage
Storage
Elevation
Culy. A Culy. B Culy. C Weir A Weir B Weir C
Discharge
(ft)
(cuft)
(ft)
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
(cfs)
0.0
00
42.00
0.00 - - - - --
0.00
0.1
1,597
42.10
0.29 --- --- - - -
0.29
0.2
3,195
42.20
0.41 - - --- -- -
0.41
0.3
4,792
42.30
0,50 - - - - -
0.50
0.4
6,390
42.40
0.57 - --- --- - ---
0.57
0.5
7,987
42.50
0.64 - -- - --- -
0.64
0.6
9,584
42.60
0.71 --- -- -- - -
0.71
0.7
11,182
42.70
0.82 - --- - - -
0.82
0.8
12,779
42.80
0.92 - --- - - ---
0.92
0.9
14,377
42.90
1.00 - --- - - -
1.00
1.0
15,974
43.00
1.08 - - -- --- ---
1.08
1.1
17,730
43.10
1.16 - - - -- ---
1.16
1.2
19,486
43.20
1.23 - - --- - -
1.23
1.3
21,241
43.30
1.29 - - --- - -
1.29
1.4
22,997
43.40
1.35 - - --- - -
1.35
1.5
24,753
43.50
1.41 - - - --- -
1.41
1.6
26,509
43.60
1.47 - - - --- - -
1.47
1.7
28,265
43.70
1.53 - - - -- ---
1.53
1.8
30,020
43.80
1.58 - -- -- - ---
1.58
1.9
31,776
.43.90
1.63 - --- - -- -
1.63
2.0
33,532
44.00
1.68 -- - --- - -
1.68
2.1
35,453
44.10
1.73 -- -- --- - -
1.73
2.2
37,375
44.20
1.78 - - - --- ---
1.78
2.3
39,296
44.30
1.82 - - - --- -
1.82
2.4
41,218
44.40
1.87 - - --- - ---
1.87
2.5
43,139
44.50
1.91 - - - --- -
1.91
x 4
Continues on next page...

e
Retention Pond
Stage 1 Storage I Discharge Table
Stage
Storage
Elevation
Culy. A Culy. B Culy. C Weir A Weir B Weir C
(ft)
(cuft)
(ft)
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.6
45,060
44.60
1.95 — — --- — ---
2.7
46,982
44.70
2.00 --- — --- -- —
2.8
48,903
44.80
2.04 — — — — --
2.9
50,825
44.90
2.08 — — --- — —
3.0
52,746
45.00
2.12 -- -- — --- ---
r
•
Page 2
Discharge
(cfs)
1.95
2.00
2.04
2.08
2.12

•
[I
1 - SCS Runoff - 2 Yr - Qp = 11.95 cfs
15
10
Q
5
0 -,
0 5 10 15 20 25
Time (Hrs)
Hydrograph Report Page
Hyd. No. 1
Post 2-year
Hydrograph type
= SCS Runoff
Peak discharge
= 11.95 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 3.12 ac
Curve number
= 83
Basin Slope
= .5 %
Hydraulic length
= 300 ft
Tc method
= USER
Time of conc. (Tc)
= 5 min
Total precip.
= 5.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Total Volume = 37,034 cult, 0.850 acft
40
a—(0

E
•
•
2(
15
Q 10
5
0,
2 - SCS Runoff -10 Yr - Qp = 18.64 cfs
5 10 15
Time (Hrs)
Hydrograph Report
Hyd. No. 2
Post 10-year
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 3.12 ac
I Basin Slope
= .5 %
Tc method
= USER
Total precip.
= 7.00 in
Storm duration
= 24 hrs
20 25
Page 1
Peak discharge
= 18.64 cfs
Time interval
= 1 min
Curare number
= 83
Hydraulic length
= 300 ft
Time of conc. (Tc)
= 5 min
Distribution
= Type III
Shape factor
= 484
Total Volume = 58,667 cult, 1.347 acft
IN

•
•
3 - SCS Runoff - 50 Yr - Qp = 25.34 cfs
30
25
20
Q 15 - — --
10
5- -
0 R -
0 5 10 15 20 25
Time (Hrs)
Hydrograph Report
Page 1
Hyd. No. 3
Post 50-year
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Drainage area
= 3.12 ac
Basin Slope
= .5 %
Tc method
= USER
Total precip.
= 9.00 in
Storm duration
= 24 hrs
Peak discharge = 25.35 cfs
Time interval
= 1 min
Curve number
= 83
Hydraulic length
= 300 ft
Time of conc. (Tc)
= 5 min
Distribution
= Type III
Shape factor
= 484
Total Volume = 80,943 cuff, 1.858acft
,' P

•
30
25
20
Q 15
10
61
4 - SCS Runoff - 100 Yr - Qp = 28.68 cfs
5 10 15
Time (Hrs)
Hydrograph Report
Hyd. No. 4
100-YEAR STORM
Hydrograph type = SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 3.12 ac
40 Basin Slope
= .5 %
Tc method
= USER
Total precip.
= 10.00 in
Storm duration
= 24 hrs
20 25
Page 1
Peak discharge
= 28.69 cfs
Time interval
= 1 min
Curve number
= 83
Hydraulic length
= 300 ft
Time of conc. (Tc)
= 5 min
Distribution
= Type III
Shape factor
= 484
Total Volume = 92,218 cult, 2.117 acft
140

•
15
10
Q
5
•
•
01
0
5 - Reservoir - 2 Yr - Qp = 1.15 cfs
5 10 15
Time (Hrs)
Hydrograph Report
Hyd. No. 5
2-year thru pond
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Srorspe indice on method used.
20 25
Page t
Reservoir Peak discharge = 1.15 cfs
= 2 yrs Time interval = 1 min
= 1 Reservoir name = Retention Pond
= 43.09 ft Max. Storage = 17,602 cuft
Total Volume = 34,W9 cult, 0.BW acft

•
•
E
6 -Reservoir - 10 Yr - Qp = 1.56 cfs
20
15
Q ]0
5
01
0 5 10 15 20 25
Time (Hrs)
Hydrograph Report
Hyd. No. 6
10-year thru pond
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
%Dm" IndmwWn rmdhod used,
Page 1
= Reservoir Peak discharge = 1.56 cfs
= 10 yrs Time interval = 1 min
= 2 Reservoir name = Retention Pond
43.77 ft Max. Storage = 29,462 cuft
Total Volume = 52,762 cult, 1.211 acft
I0

•
•
•
7 -Reservoir - 50 Yr - Qp = 1.89 cfs
30
25
20
Q 15
10
5
0 5 10 15 20 25
Time (Hrs)
Hydrograph Report
Hyd. No. 7
50-yr thru pond
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
,%oWe IndaFtion method used,
Page 1
= Reservoir Peak discharge = 1.89 cfs
= 50 yrs Time interval = 1 min
= 3 Reservoir name = Retention Pond
= 44.46 ft Max. Storage = 42,283 cult
Total Volume = 70,295 Cult, 1.814 aeft
•

1C
0
8 - Reservoir - 100 Yr - Qp = 2.03 cfs
30
25
20
15
]0
5 - —�
Hydrograph Report
Hyd. No. 8
100-YR THRU POND
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 4
Max. Elevation = 44.80 ft
SW(.ge Inftaton method used.
10 15
Time (Hrs)
20 25
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
= 2.04 cfs
= 1 min
= Retention Pond
= 48,961 cuft
Total Volume = 78,523 tuft, 1.803 acft
IS -is

•
•
Plan View
4
2 7
5
6
9
Proj, file: ESAJACK.STM IDF file: WILMNG.IDF No. Lines: 9 03-12-1998

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55
52
49
4
3
i
nn
f
25 50 75 ]00
Reach (R)
C

s
0
7-3TO2
- ` —
Elcv. (ft)
55
94- @ .5%
52
49
46
3 -
�
1 �
1
fi_ K�L
40
�
E I
0 25 50 75 100
Reach 01)

L
C
[A
Elev. (ft)
55
52
E Go
46
4
40
6-7TO8
80' u, 1 %
9-8TO9
68' @ .5%
IT
0 25 50 75 100 125 150
Reach (11)

L
Ll
Glev, (ti)
53
50
47
W
5-6TO7
L.
0 25 50 75 100
Reach (11)

•
•
•
4-4TO3
85' [1 .5%
Elev. (tl)
54
51
48
4
2
—
�
za
0 25 50 75 100
Reach (P)
0

•
•
3-5TO4
100' @ .5%
Elev. (fl)
54
51
48
4
2—
NFL
za
0 25 50 75 100
(leach (ft)

•
•
•
2-6TO5
Elev, (fl)
53
105' @ .25%
50
-
47
din �i, C�,-ale
4
1
-
-
38
0 25 50 75 100
Reach (tl)

C7
•
Elcv. (ft)
53
1-POND TO6
40' a .25% I
I
50
47
r-a 1�� �
v
44
41
38
0
25 50 75 100
Reach (ft)

LIM
20
US-e- --v 10
rn,n.
0
3e
Outlet Iw = Do + La
pipe 1
diameter (Do)
La
� 0.50p
tr e� PQ so
It
9 , : h,
3 5
50 100 200
Discharge (Olsec)
Appendices
3
VIE
� • vl
WdIP
�r..n:ue ra
li:dll�ll:�'At, • ' 11EI1
,lltlr,111q AN • ' I7111
IIII:IISIItQi Illal
I��li'N �, 1171111
�:.rara : rilflHO
iriInl!auhnl'ntuuul
[Ii,gl'A ll1111111p1I�II111
1111lll�lll 11111111gtll11111
IIE111M tlpt 11111 u111111tl
Ilalist UM
iuu
I -Bs
11 111
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter).
Rev. 12M b— ( 8.06.3