20040110 Ver 1_COMPLETE FILE_20040129

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WATER
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W.G
-{
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
March 16, 2004
Rex Hospital, Inc.
Attn: Ms. Laura MacFadden (Vice President Operations)
4420 Lake Boone Trail
Raleigh, NC 27607
DWQ # 04-0110
Wake County
Page 1 of 2
Subject Property: Rex Hospital, Medical Office Building, Parking Deck & Stormwater Pond, Raleigh, NC
UT to House Creek [03-04-02, 27-33-13, C NSW (nutrient sensitive)]
APPROVAL of Neuse River Riparian Buffer Protection Rules [15A NCAC 2B.0233] AUTHORIZATION CERTIFICATE
& MINOR VARIANCE
Dear Ms. MacFadden:
You have our approval, in accordance with the conditions listed below, to impact approximately 8,276 square feet (ft2 ) of
protected buffers to construct the proposed access roads, retaining walls, parking deck and reconfiguration of the existing
stormwater pond at the subject property as described within your application and variance request dated January 29,
2004 including additional information received by the Division of Water Quality (DWQ) on February 24, 2004 and March
15, 2004. This letter shall act as your approved Authorization Certificate as per 15A NCAC 02B .0233(8} and your Mirl
Variance approval as described within 15A NCAC 2B.0233(9)(b). In addition to this approval, you shputd,obtain or
otherwise comply with any other required federal, state or local permits before you go ahead with your.project-inciuding:
(but not limited to) Erosion and Sediment Control regulations. This Authorization Certificate and Minot Variance.
approval shall expire five (5) years from the date of this letter.
This approval is only valid for, the purpose and design that you described in your applications. If you change.-your project, .
you must notify us and you may be required to send us a new application. If the property is sold, the new owner(s) must
be given a copy of this variance approval and is thereby responsible for complying with all conditions.. For this approval to
be valid, you must follow any conditions listed below.
Conditions:
Buffer Mitigation (EEP) You are required to mitigate for impacts to the protected riparian buffers. The required
area of mitigation to compensate for impacts to the protected riparian buffers is 17,304 square feet as required
under this variance approval and 15A NCAC 2B .0242. We understand that you wish to make a payment into the
Riparian Buffer Restoration Fund administered by the NO. Ecological Enhancement Program (EEP) to meet this
mitigation requirement. This has been determined by the DWQ to be a suitable method to meet the mitigation
requirement. In accordance with 15A NCAC 2B .0242, this contribution will satisfy our compensatory mitigation
requirements under 15A NCAC 2B .0233(9)(C). Until the EEP receives and clears your check (made payable to:
DENR -Ecological Enhancement Program Office), no impacts specified in this variance approval shall occur. Mr.
Ron Ferrell should be contacted at [phone] if you have any questions concerning payment into the EEP.
For accounting purposes, this variance approval authorizes payment into the Riparian Buffer Restoration
Fund to compensate for 1.7,304 ft2 of required riparian buffer mitigation for impacts to 8,276 ft2 of
protected riparian buffers; 03-04-02, 27-43-(1) river and subbasin."
2. Stormwater Management -The reconfigured stormwater wet detention pond shall be designed according to the
most recent version of the NC DENR Stormwater Best Management Practices Manual. This facility must be
designed to treat the runoff from the entire project and entire area draining to it, unless otherwise explicitly approved
by the Division of Water Quality. Also, before the proposed medical office building is occupied at the subject site, the
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
n+n - 470. /,..+...--% non Inn con4 /;__% - ?+_+e ....
Rex Hospital, Inc.
Page 2 of 2
March 16, 2004
stormwater pond shall be constructed and operational. The stormwater pond must be maintained in perpetuity. No
changes to the stormwater pond shall be made without written authorization from the Divisions of Water Quality.
3. Certificate of Completion - Upon completion of all work approved within the 401 Water Quality Certification or
applicable Buffer Rules, and any subsequent modifications, the applicant is required to returns the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service
Center, Raleigh, NC, 27699-1650. 1
Any disputes over determinations regarding this Authorization Certificate (associated with the approved buffer impacts)
shall be referred in writing to the Director for a decision. The Director's decision is subject to review as provided in
Articles 3 and 4 of G.S. 1508. This Authorization Certificate shall expire five (5) years from the date of this letter.
i
Requests for appeals of the Minor Variance decision shall be made to the Office of Administrative Hearings. If you do not
accept any of the conditions of this approval, you may ask for and adjudicatory hearing. You must act within 60 days of
the date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 150B of the
North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699-
6714. This approval and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the "No Practical Alternatives" determination and Minor Variance ? pproval under 15A
NCAC 2B .0233. If you have any questions or would like a copy of the buffer rules, please call [phone].
Please note that DWQ has been notified that the storm water pond and channel proposed to be impacted by this project
have been determined by the U.S. Army Corps of Engineers not to be jurisdictional waters or wetlands protected under
Section 404 of the Federal Water Pollution Control Act (Clean Water Act) and as such do not require a 401 Water Quality
Certification from the DWQ.
Sincerely,
cc:
Harlan Britt, Kimley-Horn & Associates, Inc., F
Steve Mitchell, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File copy
Central Files
DW O040110
March 16, 2004
bz
F W AT? Michael F. Easley, Governor
O
R
Q
O William G. Ross Jr., Secretary
, y North Carolina Department of Environment and Natural Resources
_ r
>
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
NORTH CAROLINA DIVISION OF WATER QUALITY
AUTHORIZATION CERTIFICATE & MINOR VARIANCE APPROVAL
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2B.0233, Rex Hospital, Inc. has permission as outlined below to impact protected
riparian buffers for the purpose(s) of constructing the proposed medical office building, parking deck and
reconfigured stormwater pond. All activities associated with these authorized impacts must be conducted with the
conditions listed in the attached approval letter. THIS AUTHORIZATION CERTIFICATE & MINOR VARINANCE
APPROVAL ARE NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT ECOLOGICAL ENHANCEMENT PROGRAM (EEP)
DWQ Project No.: 04-0110
Date: March 16, 2004
LOCATION: Raleigh
COUNTY: Wake
BASIN/SUBBASIN: 03-04-02 (river/subbasin); 27-33-13 (stream index no.)
As required by 15A NCAC 2B .0233, you are required to compensate for the above impacts through the restoration,
creation, enhancement or preservation of wetlands, surface waters and/or buffers as outlined below prior to conducting
any activities that impact or degrade the waters of the state.
[Note: Acreage requirements proposed to be mitigated through the EEP must be rounded up to one-quarter acre
increments according to 15A NCAC 211 .0503(b).] -
0 acres of Class WL wetlands
0 acres of riparian wetland
0 acres of non-riparian wetland
0 feet of stream channel
17,304 square feet of stream buffers
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment of a fee
to the Riparian Buffer Restoration Fund per 15A NCAC 2B .0242. If you choose this option, please sign this form and mail
it to the EEP at the address listed below. An invoice for the appropriate amount of payment will be sent to you upon
receipt of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU HAVE RECEIVED
NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE EEP.
Signature
ECOLOGICAL ENHANCEMENT PROGRAM (EEP)
NC DIVISION OF WATER QUALITY
1619 Mail Service Center
Raleigh, NC 27699-1619
[phone]
Date
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
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M and Assodates, Inc,
Fax Transmittal
To: B 6 !2 Fax No.:
Firm/Location: Job No,:
From: Job Name:
Original coming by mail: Yes ? No ?
If you have any probleins, please call 919-677-2000 And ask for:
Total number cf pages; including cover sheet:
P.O. Box 33068
R04&IL North Carofi=
Z77630-3068
TEL [phone]
FAX [phone]
7-3-3- ('C?Y93
Comments.
This facsimile is intended far the addressee named herein and may contain btformatiaa that is confidential- If You
are not the intended recl?ient or the employee or agent responsible for delivery to the addressee, you are hereby
rtotifted that any review, dissemination, disclosum or copying of this communication is strictly prohibited if you
have received this facsimile ht error, please inmodiately notify us by telephone, and return the orighwi facsimile
to us at the address above via the U.S. Postal Service. Thank you.
Z00/T40'd`?$$T# ANS OSOZLL96T6 Z0:9T 6C0Z,91'dVX
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U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 2.QO420388 County: Wake
NO DEPARTMENT OF THE ARMY AtrMORIZATION REQUIRED
Property
Owner -R-e--Y, tal, Inc
Attn.: Laura Macl~ adden
Address 4420 Lake Boone Trail
Raleigh- NC 27636
Telephone Number 91 -784-7264
Authorized
Agent Kimle -Hd and Associates Inc.
Attn: Harian_Britt
Address P d Bax 33068
ei NC 27636
Telephone Number 919-677-22 9
Size and Location of Property waterbed Highway name/number town ate.: The site is
approximately 50 acres in size and located in the northeast quadrant of the intersection of bake Boone
Trail and Blue Ridge Road (SR 1664) in I,taleigb, Wake County, North Carolina
Description of AetiThe activity consists of construction of a medical office building, expansion of
an existing packing deck, and reconfiguration of an existing stormwater pond.
Your work as proposed does not require Department of the Army anthorizadon for the following reason(s):
There are no jurisdictional waters or wetlands within the boundarles of the property.
The proposed project does not impact jurisdictional waters or wetlands.
The proposed project is exempt from Department of the Army regulation.
(Specify)
This Department of the Array determination does not relieve the permittee of the responsibility to
obtain any other required Federal; State, or local approvals/permits. The permittee may need to
contact appropriate State and local ;agencies before beginning work.
Any changes in the above described work must be coordinated with the Corps of Engineers prior to
commencement. If you have any questions regarding the Corps of Engineers regulatory program,
please contact Jennifer A..1 urdette at telephone number 919 876 - 8441 extepsion 22
Regulatory Project Manager
Date arch 9 2004 Expiration Date March 2006
SMVEY PLATS, FIELDSKETCI?,
To Tf g YELLO (MLE) copy ? Tliil FS ORM, IF REQUI1itED UR,AV CAII.AE E BE ATTACHED
Z001Z00'd 9DBT#
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I FEE, 24. 2('04 8:25AM KIMLEY HORN
Kimley-Horn
?? and Associates. inc.
Fax Transmittal
February 24, 2004
To: Bob Zarzecki
Firm/Location:
From.: Tim Grady

Fax No.: 733-6893
Job No.:
Job NNan1e: Rex Hospital
Original coming by mail? Yes ? No ?
If you have any problems, please call 919-677-2000 and ask- for.: Sherrie Wild(,-j'
Total number of pages, including cover sheet: 7
Comments: Bob, please find attached response to your letter.
cc: Bob Field -784-3407
Tom Tuff - 233-9905
Rvn Hendricks - 545-7703
Laura N1acFadden - 734-3004

This facsimile is intended for the addressee rramed herein. and nirty contain tnrornwnon that is conJutcnual. If you are nor
the ir:tended recipient or the employee or agent responsible,fbr delivery, to the addressee, you are hereby noty0ed that airy
revie• , dissemination, disclosure, or copying of this conimunictation is strictly prohibited. If you have received this
facsimile in error, please irnnzediately notify its by telephone, and return the original facsirrri?'e to us at die addrees above
via eft U.S. Postal Service. Thank you,
FEE-E4-2004 TUE 08:15 TEL: 91973ZG893 HAME: Dt• Q-4]ETLA[%1DS
P.0, Box 3906n
Ratei"lu, t\:brttz caroliaa
27o36-SpGq-
TEL [phone]
FAIN 9196>77 :150
P. 1
FEB, 24. 2004 8:25AM KIMLEY HORN
CM11 Kimley-Narn
and Associates, Inc.
2 Access Drives (Relative to the New Parking Deck)
The proposed access drives and associated grades are tied to the grade, of the
existing drives, buildings and parking deck. A change in grades to aceoxnnlodate
any single element or conflict effects multiple other areas of critical connection.
For example, the existing hospital finish floor elevation wets the grade for the
Medical Office Building (MOB), which in turn sets the grades for &iveway
connections and connection to the new parking deck. Also, the existing roadway
network and parking garage add additional critical connection points that cannot
be changed.
The following are responses to the proposed alternatives for the "loop road'', as
suggested in your letter:
"(1) Connection of the proposed parking deck to the existing parking south of thy.
proposed stornnvater pond ".
Connection from the proposed parking deep to the existing parking lot sough of
the proposed stormwater pond would create a ramp gradient that is in excess of
acceptable design standards (20%+/-). Grades of neither the proposed parking
deck nor the existing parking lot can be changed to allow for a more acceptable
gradient.
Additionally, pedestrian and motorist safety would be compromised because of
the pedestrian/ vehicular conflict created from taking significant traffic flow
through an existing parking lot not designed for such volume of traffic as the
parking garage would generate at peak flows.
"(2) Ara ingrewl egress single entrance from the medical 2lfice building to the
proposed parking deck.
The driveway connecting the MOB to the new parking deck serves the first floor
of the MOB, elevation 415. This driveway accesses the second level of the
parking deck at elevation 414 and serves the dual function of a drop off zone and
one way entrance into the parking deck. The first and lowest level of the parking
deck at elevation 402, exits via a new parking deck entrance/ exit road that
impacts the buffer. The exit function that this road provides is a critica'' design
element that contributes to pedestrian and vehicular safety, and in eliminating a.
dead-end condition where the deep would terminate at the end of a lower level
without any edit,
"(3) A loop drive from the medical office building through the proposed parking
deck, and connection to the existing parking deck south of the proposed
storinwater pond"
See response under (1) above,

FEL-24-200 4 TI IE 08:15 TEL:[phone] AME: DWG!-WETLAI IUS P.
FEB. 24. 2(104 S' 26AM KIMLEY HORN N 0, 3
C]= Kimsey-Horn
and Assodates, Inc.
"(4) Some combination of the alternatives above.
When considering a eorr?bi;nation of, or alternatives to the options aboti ce the
connectivity to existing grades on all sides of the proposed development prove
restrictive.
When considering the restrictions safety, elevations, and siting conditions! no
combination of the above alternatives is practicable.
3. Retaining Walls
The entire 50' buffer along the south side of the proposed pond is retained e?.cept
for the two modular retaining walls with 10" wide cap units exposed at surface..
To reduce the construction to only one wall would require demolition of a
significant portion of the existing parking lot. This is due to depth of excavation
to footer and the extended grid lengths of the tie back's required if one tall wall
were implemented. In other words, siting of a single retaining wall outside of
Zone 1 would require the dernolition of a portion of the existing parking lot.
4. Buffer Around Storrnwater Pond
We understand that buffer mitigation for impacts will be required based on the
existing plan under your review. We are confident that we have thoroughly
examined equitable options to avoid buffer impacts; and that none exists.
In summary, we want to bring to your attention the fact that an extrel-rely
efficient use of parking design has been applied - a high density, vertically
structured parking deck - minimizing impacts to the buffer. This alone has a
significant environmental value when compared to the same parking applied in a
traditional surface application. Additionally, the proposed pond has a larger
surface area than the existing or previously proposed pond in order to meet NC
]DENtt storm water pond criteria. The proposed pond is appropriately designed to
treat the entire area draining to it. This includes approximately eighteen acres of
existing areas.
We believe that the request for this minor variance is in keeping with NCAC 2B
.0233 (9) (a) in that there are practical difficulties or unnecessary hardships that
prevent compliance with the strict letier of the riparian buf#er prot'cetion
requirements. Further, the request for the variance is in harmony with the,, general
purpose and intent of the State's riparian buffer protection requirements and
preserves its spirit and in granting the variance, the public safety and welfare will
be assured, water quality will be protected and substantial justice will be done.
FEB-24-2004 TUE 08:15 TEL: [phone]&93 HAME: DWG!-WETLAI-IDS F'. :.
FEB, 24. 2o,04 8:26AM KIMLEY HORN
CJM?I Kimsey-Horn
M . and Associates, Inc.
Please be reminded that Rex's new primary contact is Laura McFadden
4
Please re'v'iew this response and if there are any additional questions or
eon neots, it would be greatly appreciated if you would give us a call to avoid
additional time situations. Your attention to this project is appreciated, and we
look forward to bringing this matter to a successfiil conclusion in the near futuTe.
Very truly yours,
I MILEY-HORN AND :ASSOCIATES, ANC..
- I ?a-' -
I;%
Harlan K. Britt, P.B_
Senior Project Management
Attachme-ats : DWQ Feb. 17'x' Letter
cc: Laura MacFadden - Rex Hospital
Bob Field - Rex Hospital
Tim Grady, RL A. - Kimley-Horn
H'1PN\0112740111documentslcoorespon,danceVohn Dorney Response. fi ldoc.doc
k ''C' -
FEB-24-2004 TUE 08:15 TEL:[phone] NAME:DWO-WETLAHUS P. 4
FEB. 24. 2004 :26AM KIMLEY HORN
William Q. Rau Jr., Swratary
( North Carolina Department of Environment and Natural Rosauicas
Alan W, ttiirnek, I'. E, Dimctar
> y Division V. Waxor Duril?ty
Weer; t-l. 5ulfins, Deputy Diremlor
Di%ri?,ion of Water Quality
February 17, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Rex Hospital Inc.
Attn: Mr. AI Stewart
4420 Lake Boone Trail
Raleigh, NG 27602
DWQ Project No. 04-0110
(see also 03-1192)
Wake County
Page 1 of 2.
Subject Property: Rex Hospital, Medical Office Building, Parking Dock & Stormwaltcr Pond, Raleigh, NC
UT to House Greek 103-04-02, 27-33-13, C NSW (nutrient sensitive))
REQUEST FOR MORE INFORMATION
Dear Mr, Stewart:
On January 29, 2004, the Division of Water Quality (DWO) reoeived your. appllcation dated January 29, 9004 to impact
8,276 square feet (if) (or 0.18 acres) of protected riparian buffers to construct the proposed medical office building,
parking deck and Stormwater pond expansion. The DWQ has determined that your application was incomplete and/or
provided inaucurate information as discussed below. The DVVQ will require additional information in order to process your
application io impact protected wetland, streams and/or butters on the subject property. Therefore, unless we receive Me
additional information requested below, we will have to move toward deniai of your appiication as required by 15A NCAC
2H .0506 and 25.0233(8) and will place this project on hold as incvmpleie'until we receive this additional information,
Please provide the following information so that we may continue to review your projoct.
Additional Information:
1, Parking Deck
A gap +3xi5ts between the existing parking deck and the proposed parking deck. It appears that if tliis gap did not exist
or if it was decreased in width that the proposed parking deck could be constructed outside of the new buffers
associated with the 5tormwater pond expansion. Please reconfigure the parking deck to avoid tho buffer impaots or
provide additional justification as to why this is not practicable.
2. Access Drives
You stated in your application that the "parking garage requires two points of ingresslegress The proposed plans have
a loop road between the parking deck and the medical office building as well as two connections to the existing parkinrq
deck, The loop road will impact both Zone 1 and 2 of the new stormwater pond expansion. It appears that alternatives .
to the loop road exist that would avoid the need for the buffer impacts, These alternatives may include; (1) connection of
the proposed parking deck to the existing parking loft south of the stormwater pond: (2) an ingress/egress singly
entrance.frdm the medical office building to the proposed parking deck; (3) a loop drive from the medical offico building
through the proposed parking dock and connection to the existing parking lot south of the, stormwater pond; (4) some
combination of the alternatives above. Please redesign the access drives fie avoid the buffer impacts or provide
additional justifications as to why the impacts cannot be avoided-
3. Retalning Walls
Nonh Carolina DlMalon of Water Quality, WetandWA01 Unit,
165o mW1 Servioe Canter, Fiaieigh, NC 27688.1850 (Meiling Add=s)
2321 Crab"o Stud., Raleigh, NO 27604.22dO (>_=Van)
919-733-1786 (phone), 879-733-GM (fax), http?At24:E r.3t8ta.nG.G9/ncw?tlandsl
FEB-24-2684 TUE 08:13 TEL:[phone] NAME:DW041ETLHIJDS P.
FEB. 24, 2(04 8:26AM KIMLEY HORN
rage :1-, Ut Z
February 17, 2004

Retaining walls are proposed south of the stormwater pond and north of the existing parking lest. Please provide
additional justification as to why these retaining walls are needed. Also, what is proposed between the two retainlnQ
wails (e.g., sidewalk, grass, eto,)?
4. Buffet around 5tormwaWr Pond
Your site plans depiot only a 30 foot buffer around two thirds of the stormwater pond. The remainder of the area iS
proposed to contain retaining walls, sidewalks and access drives. As such, buffer mitigation will bo required for the
impacts to the buffers associated with the existing stormwater pond because yo(j havo not proposed'to estal l%sh a
riparian buffer that meets the requirements of Items (4) and (5) of the Meuse Buffer Rule around the new stwinvdater
pond. If you are able to establish a riparian buffer around the new stormwater pond (possibly by rodeslgning the site as
disoussed within Items 1.2 & 3'above), then the activity will be considered an Vlowable" use and will not require buffer
M ideation.
Please respond within three wftks of the date of this letter by sending this information to me in writing and Stave Mitchell
of the DWQ Raleigh Reg lonal Office. If we do not hear from ytx,J within three weeks, we will assume that you no longer
want to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wotlands, walum or protected
buffers. Please be aware that any impacts requested within your application are riot authorized (at this time) by the DW Q.
Please call Mr. Bob 7arzecki at 919-733-9726 if you have any questions regarding or would like to set up a rneeting to
disouss this matter.
Sincersly,
cc: Harlan Britt, Kfmley--Horn and Assoclates, W., PO Box 33068, Raleigh, NC 27536-3063
USACL Raleigh Regulatory Field Office
DWG! Raleigh Reglonal Office
File Copy
Central Files
ba
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osea L96:01
FEP_,-24-2814 TUE 08:16 TEL:[phone]
DWQ040110
February 17, 2004
26292UGIG SONU-U3M-bMG:W0
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hJHl,1E: DW0-I-JETLAHD' P. r,
? ? ? Kimley-Horn
and Associates, Inc.
February 23, 2004
Mr. John Domey
NC DENR/ Division of Water Quality
Wetland Unit
1650Mail Service Center
Raleigh, NC 27699-1650
Re: Rex Hospital, Medical Office Building, Parking Deck & Stormwater Pond,
UT to House Creek 103-04-02,27-33-13, C NSW (nutrient sensitive))
DWQ Project No. 04-0110 and 03-1192
Dear Mr. Dorney:
In response to your "REQUEST FOR MORE INFORMATION" letter dated
February 17, 2004, Kimley-Horn and Associates, Inc. (KHA), acting as
authorized agent on behalf of Rex Hospital, Inc. offers the following response:
1. Parking Deck
The gap between the existing parking garage and the proposed parking garage is
required for two reasons:
First, the existing parking deck does not meet current Americans with Disabilities
Act (ADA) height requirement for vans nor the standard building code height
clearances. The new parking deck will require van accessible parking and shall
meet ADA/building code height requirements. As such, the two parking decks
have different floor elevations at most levels. This floor level difference needs to
be overcome by a connector ramp. The transition required is approximately 22'
+/- to keep the connecting ramps within tolerable slopes to maintain head
clearance and ground clearance at the breakovers.
Second, the existing parking deck footings must be accommodated and remain
undisturbed by construction of the new parking deck. A buffer area is required to
stay away from the existing foundations, and not compromise their structural
integrity.
VVETLA DS t;o 0ii tp
. t. _ t-.
FEB 2 6 2004
'? ER U U Y SEC : ,
P.O. Box 33068
Raleigh, North Carolina
27636-3068
¦
TEL [phone]
FAX [phone]
? ? ? Kimley-Horn 2
and Associates, Inc.
2. Access Drives (Relative to the New Parking Deck)
The proposed access drives and associated grades are tied to the grades of the
existing drives, buildings and parking deck. A change in grades to accommodate
any single element or conflict effects multiple other areas of critical connection.
For example, the existing hospital finish floor elevation sets the grade for the
Medical Office Building (MOB), which in turn sets the grades for driveway
connections and connection to the new parking deck. Also, the existing roadway
network and parking garage add additional critical connection points that cannot
be changed.
The following are responses to the proposed alternatives for the "loop road", as
suggested in your letter:
"(1) Connection of the proposed parking deck to the existing parking south of the
proposed stormwater pond ".
Connection from the proposed parking deck to the existing parking lot south of
the proposed stormwater pond would create a ramp gradient that is in excess of
acceptable design standards (20%+/-). Grades of neither the proposed parking
deck nor the existing parking lot can be changed to allow for a more acceptable
gradient.
Additionally, pedestrian and motorist safety would be compromised because of
the pedestrian/ vehicular conflict created from taking significant traffic flow
through an existing parking lot not designed for such volume of traffic as the
parking garage would generate at peak flows.
"(2) An ingress/ egress single entrance from the medical office building to the
proposed parking deck.
The driveway connecting the MOB to the new parking deck serves the first floor
of the MOB, elevation 415. This driveway accesses the second level of the
parking deck at elevation 414 and serves the dual function of a drop off zone and
one way entrance into the parking deck. The first and lowest level of the parking
deck at elevation 402, exits via a new parking deck entrance/ exit road that
impacts the buffer. The exit function that this road provides is a critical design
element that contributes to pedestrian and vehicular safety, and in eliminating a
dead-end condition where the deck would terminate at the end of a lower level
without any exit.
"(3) A loop drive from the medical office building through the proposed parking
deck, and connection to the existing parking deck south of the proposed
stormwater pond "
See response under (1) above.
? ? Kimley-Horn
and Associates, Inc.
3
"(4) Some combination of the alternatives above.
When considering a combination of, or alternatives to the options above, the
connectivity to existing grades on all sides of the proposed development prove
restrictive.
When considering the restrictions safety, elevations, and siting conditions, no
combination of the above alternatives is practicable.
3. Retaining Walls
The entire 50' buffer along the south side of the proposed pond is retained except
for the two modular retaining walls with 10" wide cap units exposed at surface.
To reduce the construction to only one wall would require demolition of a
significant portion of the existing parking lot. This is due to depth of excavation
to footer and the extended grid lengths of the tie-back's required if one tall wall
were implemented. In other words, siting of a single retaining wall outside of
Zone 1 would require the demolition of a portion of the existing parking lot.
4. Buffer Around Stormwater Pond
We understand that buffer mitigation for impacts will be required based on the
existing plan under your review. We are confident that we have thoroughly
examined equitable options to avoid buffer impacts, and that none exists.
In summary, we want to bring to your attention the fact that an extremely
efficient use of parking design has been applied - a high density, vertically
structured parking deck - minimizing impacts to the buffer. This alone has a
significant environmental value when compared to the same parking applied in a
traditional surface application. Additionally, the proposed pond has a larger
surface area than the existing or previously proposed pond in order to meet NC
DENR storm water pond criteria. The proposed pond is appropriately designed to
treat the entire area draining to it. This includes approximately eighteen acres of
existing areas.
We believe that the request for this minor variance is in keeping with NCAC 2B
.0233 (9) (a) in that there are practical difficulties or unnecessary hardships that
prevent compliance with the strict letter of the riparian buffer protection
requirements. Further, the request for the variance is in harmony with the general
purpose and intent of the State's riparian buffer protection requirements and
preserves its spirit and in granting the variance, the public safety and welfare will
be assured, water quality will be protected and substantial justice will be done.
? ? ? Kimley-Horn 4
and Associates, Inc.
Please be reminded that Rex's new primary contact is Laura McFadden
Please review this response and if there are any additional questions or
comments, it would be greatly appreciated if you would give us a call to avoid
additional time situations. Your attention to this project is appreciated, and we
look forward to bringing this matter to a successful conclusion in the near future.
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.

Harlan K. Britt, P.E.
Senior Project Management
Attachments : DWQ Feb. 17th Letter
cc: Laura MacFadden - Rex Hospital
Bob Field - Rex Hospital
Tim Grady, RLA - Kimley-Horn

HAPN\01 127401 1\documents\coorespondance\John Dorney Response.fnldoc.doc
OF WArFR William G. Roaq Jr., Secretary
`?? 4(, North Carolina Department of Environment and Natural Resources
r Alan W. Klimek, P. E. Director
> y Division of Water Quality
O < .
Coleen H. Sullins, Deputy Director
Division of Water Quality
February 17, 2004
DWO Project No. 04-0110
(see also 03-1192)
Wake County
Page 1 of 2
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Rex Hospital Inc.
Attn: Mr. AI Stewart
4420 rake Boone Trail
Raleigh, NC 27602
Subject Property. Rex Hospital, Medlcal Office Building, Parking Deck & Stormwater Pond, Raleigh, NC
UT to House Creek 103-04-02, 27-33-13, C NSW (nutrient sensitive)]
REQUEST FOR MORE INFORMATION
Dear Mr. Stewart:
On January 29, 2004, the Division of Water Quality (DWQ) received your. application dated January 29, 2004 to impact
8,276 square feet Of) (or 0.18 acres) of protected riparian buffers to construct the proposed medical office building,
parking deck and stormwater pond expansion. The DWQ has determined that your application was incomplete and/or
provided inaccurate information as discussed below. The DWQ will require additional information in order to process your
application to impact protected wetland, streams and/or buffers on the subject property. Therefore, unless we receive the
additional information requested'below, we will have to move toward denial of your application as required by 15A NCAC
2H .0506 and 26.0233(8) and will place this project on hold as incomplete-until we receive this additional information.
Please provide the following information so that we may continue to review your project.
Additional Information:
1. Parking Deck
A gap exists between the existing parking deck and the proposed parking deck. It appears that if this-gap did not exist
or if it was decreased in width that the proposed parking deck could be constructed outside of the new buffers
associated with the stormwater pond expansion. Please reconfigure the parking deck to avoid the buffer impacts or
provide additional justification as to why this is not practicable.
2. Access Drives
You stated in your application that the "parking garage requires two points of ingress/Ggrese. The proposed plans have
a loop road between the parking deck and the medical office building as well as two connections to the existing parking
deck. The loop road will impact both Zone 1 and 2 of the new stormwater pond expansion. It appears that alternatives .
to the loop road exist that would avoid the need for the buffer impacts. These alternatives may include; (1) connection of
the proposed parking deck to the existing parking lot south of the stormwater pond; (2) an ingress/egress single
entrance.from the medical office building to the proposed parking deck; (3) a loop drive from the medical office building
through the proposed parking deck and connection to the existing parking lot south of the•stormwater pond; (4) some
combination of the alternatives above. Please redesign the access drives to avoid the buffer impacts or provide
additional justifications as to why the impacts cannot be.avoided.
3. Retaining Walls
North Carolina Division of Water Quality, Wetlands/401 Unit,
1650 Mail Service Center, Raleigh, NC 27699-IW (Malling Address)
2321 Crabtree Blvd., Raleigh, NO 27604-2280 (Location)
919.733-1786 (phone), 919-733-6893 (fax), http//h2o:enr.state.m.us/ncvmtlands/
??z:d OS02LL96:01 268922L6T6 S0Nb-l13M-0M0:W0NJ 82:2T t,002-02-833
Rex Hospital
Page 2 of 2
February 17, 2004
Retaining walls are proposed south of the stormwater pond and north of the existing parking lot. Please provide
additional justification as to why these retaining walls are needed. Also, what is proposed between the two retaining
walls (e.g., sidewalk, grass, etc.)?.
4. Buffer around Stormwater Pond
Your site plans depict only a 30 foot buffer around two thirds of the stormwater pond. The remainder of the area is
proposed to contain retaining walls, sidewalks and access drives. As such, buffer mitigation will be required for the
impacts to the buffers associated with the existing stormwater pond because you have not proposed"to establish a
riparian buffer that meets the requirements of Items (4)-and (5) of the Neuse Buffer Rule around the new stormwater•
pond. If you are able to establish a riparian buffer around the new stormwater pond (possibly by redesigning the site as
discussed within items 1, 2 & 3'above), then the activity will be considered an "allowable" use and will not require buffer
mitigation.
Please respond within three weeks of the date of this letter by sending this information to me in writing and Steve Mitchell
of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks, we will assume that you no longer
want to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or protected
buffers. Please be aware that any impacts requested within your application are not authorized (at this time) by the DWQ.
Please call Mr. Bob Zarzecki at 919-733-9726 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
cc: Harlan Britt, IKimley-Hom and Associates, W.,, PO Box 33068, Raleigh, NC 27636-3068
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
Fite Copy
Central. Files
DWO040110
February 17, 2004
bz
£i£:d 0902LL96:01 £689££L6S6 SONbrU3M-0Ma:W08J 8£:£S t,002-02-833
T 'd SGHU-1i3M-i?MG:AU1HN 2Ge922'LGTG:191 ?S.eo IJj V002-02-83A
Kimley-Horn
and Associates, Inc.
February 20, 2004
Ms. Jennifer'Burdette
USAGE Raleigh Regulatory ;Field Office
6508 Falls of the Neuse Road, Suite 120
Raleigh, NC 27615
Mr. John Dorney
DWQ Wetlands 'Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27/604
fie: Rex Hospital Birth Center Medical Office Building and Parking Deck
Pond Modification, Wake County
DWQ# 040110
Dear Ms. B3 dette and Mr. Dorney:
Kimlev-Horn and Associates, Inc. is hereby requesting on behalf of our client,
Rex Hospital, that the name of the applicant and contact information be changed
to the following:
Rex Hospital, Inc.
Ms. Laura MacFadden
Vice President of Operations
Ph: (9 t9) 784-3245
Fax: [phone]
4420 Lake Boon 'Grail
Raleigh, NC 27607
[e-mail]
If you have any questions, please feel free to contact me at [phone].
Very truly your ,
40
Todd St. J hn,, PE
MMLEY-HORN AND ASSOCIATES, INC.
Ca: Debbie Edwards, DW
Tim Grady, KHA
¦
TZL 919 677 200k
FAX [phone]
•
Ro, 8ax 330M
Uelgh, Noah Carolina
27636.3093
,;Ci. T 0' -,7 ;LT A1119 090FLL?6T6 0 -:OT ?COZ, OZ-=4
SENDING CONFIRMATION
DATE FEB-20-2004 FRI 13:39
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 3/3
START TIME : FEB-20 13:38
ELAPSED TIME : 00' 33"
MODE : ECM
RESULTS : OK
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William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
-1
O ? Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
February 17, 2004
DWO Project No. 04-0110
(see also 03-1192)
Wake County
Page 1 of 2
CERTIFIED MAIL: RETURN RECEIPT REQUESTED FIL E s"
N
Rex Hospital Inc.
Attn: Mr. Al Stewart
4420 Lake Boone Trail
Raleigh, NC 27602
Subject Property: Rex Hospital, Medical Office Building, Parking Deck & Stormwater Pond, Raleigh, NC
UT to House Creek [03-04-02, 27-33-13, C NSW (nutrient sensitive)]
REQUEST FOR MORE INFORMATION
Dear Mr. Stewart:
On January 29, 2004, the Division of Water Quality (DWQ) received your application dated January 29, 2004 to impact
8,276 square feet (ft2) (or 0.18 acres) of protected riparian buffers to construct the proposed medical office building,
parking deck and stormwater pond expansion. The DWQ has determined that yo r a I ?+as incomplete and/or
provided inaccurate information as discussed below. The DWQ will req d on r>tl?n in order to process your
application to impact protected wetland, streams and/or buffers on the s eh re ore, unless we receive the
additional information requested below, we will have to move toward de al o your application as required by 15A NCAC
2H .0506 and 2B .0233(8) and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project.
Additional Information:
1. Parking Deck
A gap exists between the existing parking deck and the proposed parking deck. It appears that if this gap did not exist
or if it was decreased in width that the proposed parking deck could be constructed outside of the new buffers
associated with the stormwater pond expansion. Please reconfigure the parking deck to avoid the buffer impacts or
provide additional justification as to why this is not practicable.
2. Access Drives
You stated in your application that the "parking garage requires two points of ingress/egress". The proposed plans have
a loop road between the parking deck and the medical office building as well as two connections to the existing parking
deck. The loop road will impact both Zone 1 and 2 of the new stormwater pond expansion. It appears that alternatives
to the loop road exist that would avoid the need for the buffer impacts. These alternatives may include; (1) connection of
the proposed parking deck to the existing parking lot south of the stormwater pond; (2) an ingress/egress single
entrance from the medical office building to the proposed parking deck; (3) a loop drive from the medical office building
through the proposed parking deck and connection to the existing parking lot south of the stormwater pond; (4) some
combination of the alternatives above. Please redesign the access drives to avoid the buffer impacts or provide
additional justifications as to why the impacts cannot be avoided.
3. Retaining Walls
North Carolina Division of Water Quality, Wetlands/401 Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), hftp://h2o.enr.state.nc.us/ncwetlands/
Rex Hospital
Page 2 of 2
February 17, 2004
Retaining walls are proposed south of the stormwater pond and north of the existing parking lot. Please provide
additional justification as to why these retaining walls are needed. Also, what is proposed between the two retaining
walls (e.g., sidewalk, grass, etc.)?
4. Buffer around Stormwater Pond
Your site plans depict only a 30 foot buffer around two thirds of the stormwater pond. The remainder of the area is
proposed to contain retaining walls, sidewalks and access drives. As such, buffer mitigation will be required for the
impacts to the buffers associated with the existing stormwater pond because you have not proposed to establish a
riparian buffer that meets the requirements of Items (4) and (5) of the Neuse Buffer Rule around the new stormwater
pond. If you are able to establish a riparian buffer around the new stormwater pond (possibly by redesigning the site as
discussed within Items 1, 2 & 3 above), then the activity will be considered an "allowable" use and will not require buffer
mitigation.
Please respond within three weeks of the date of this letter by sending this information to me in writing and Steve Mitchell
of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks, we will assume that you no longer
want to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or protected
buffers. Please be aware that any impacts requested within your application are not authorized (at this time) by the DWQ.
Please call Mr. Bob Zarzecki at 919-733-9726 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
ds/401 Un
cc: Harlan Britt, Kimley-Horn and Associates, Ilse , PO Box 33068, Raleigh, NC 27636-3068
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
DWO040110
February 17, 2004
bz
Rex Hospital
Pag. " pf 2
Februk 17, 2004
Retaining walls are proposed south of the stormwater pond and north of the existing parking lot. Please provide
additional justification as to why these retaining walls are needed. Also, what is proposed between the two retaining
walls (e.g., sidewalk, grass, etc.)?
4. Buffer around Stormwater Pond
Your site plans depict only a 30 foot buffer around two thirds of the stormwater pond. The remainder of the area is
proposed to contain retaining walls, sidewalks and access drives. As such, buffer mitigation will be required for the
impacts to the buffers associated with the existing stormwater pond because you have not proposed to establish a
riparian buffer that meets the requirements of Items (4) and (5) of the Neuse Buffer Rule around the new stormwater
pond. If you are able to establish a riparian buffer around the new stormwater pond (possibly by redesigning the site as
discussed within Items 1, 2 & 3 above), then the activity will be considered an "allowable" use and will not require buffer
mitigation.
Please respond within three weeks of the date of this letter by sending this information to me in writing and Steve Mitchell
of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks, we will assume that you no longer
want to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts. to wetlands, waters or protected
buffers. Please be aware that any impacts requested within your application are not authorized (at this time) by the DWQ.
Please call Mr. Bob Zarzecki at 919-733-9726 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
1
cc: Harlan Britt, Kimley-Horn and Associates, RW,, PO Box 33068, Raleigh, NC 27636-3068
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central: Files
DWQ040110
February 17, 2004
bz
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Date: Fe b c'-)
To: ? ARO
? FRO
? MRO
G?] RRO
From. D Gl

Triage Check List
Project Name:
DWQ#: O `? ` Off/ O
County: W,,Ake-
Mike Parker ?' Wa.RO Tom Steffens
Ken Averitte ? WiRO Noelle Lutheran
Alan Johnson ? WSRO Daryl Lamb
Steve Mitchell
Tele hone : 919)
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
h inimization/avoidance issues
Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
Pond fill
? Mitigation Ratios
? Ditching
??(' Are the stream and or wetland mitigation sites available and viable?
LffIs ICheck,drawings for accuracy
the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:

S-F no-?
Wa 1/ neces _<?6r

¦ Complete items 1, 2, and 3 Also Complete'
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¦ Print your name and address on the reverse ? Addresse
so .that we can return the card to you. B. R ved (Printed Name) C to of D liver
¦ Attach this card to the back of the maiipiece, : ?t
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or on. the front If space permits:
D. Is d from item 1 ? es
1. Article, Addressed to. r f
ID ?> G `-C - O O -
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? Registered Return Receipt for Merchandis
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2. Artlcie Number - -- _--
(Hensler fromr?%!ce ?a ?002 2 410
0003 0 2 7 5 4186 ji
Fom, 3811, August 2001 Domestic Return Receipt 10269546- ,
UNITED STATES POSTAL SERVICE First-Gass Mail
Rosfage;&
USPS ' Fees Ptiid
Permit No. G-10
02/27/04 21 M
• Sender. Please.print your name, address, and ZIP+4 :in this box •
l
NC DENR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
1 Ifill liIIIid i[liltItill!1t0IIlll}It:Jit}!} ?.}1.1t!}•??'}.!l3itlli
? ? Kimley-Horn Box 33068
Raleigh, North
orth Carolina
and Associates, inc. 27636-3068
I 110 TEL [phone]
14 FAX [phone]
Transmittal
Date: 01/29/04 Job Number: 011274012
Project Name: Rex Healthcare, Inc.
To: Mr. John Dorney WCTI All- .
NC DENR/Division of Water Quality `TV t uKUUp
Wetlands Unit JAN 2 9 9nnn
1650 Mail Service Center 3800
Raleigh, NC 27699-1650 WUAL/TYSECMU
We are sending these by
U.S. Mail
Other:
E] FedEx ® Hand Deliver
We are sending you
F1 Attached
Shop Drawings
R Under separate cover via
the following items:
E] Prints/Plans E] Samples F? Specifications E] Change Orders
® Other: PCN Application form
These are transmitted as checked below:
For your use [:] Approved as submitted Ej Resubmit n Copies for approval
As requested E] Approved as noted ® Submit E] Copies for distribution
For review and comment E] Returned for corrections Ej Return Ej Corrected prints
Remarks: Attached is the PCN Application and supporting documentation. If you have
any questions, please call me at [phone].
Thanks. Norton
Copy to:
Signed ?Z,4
Page 1
Copie Date No. Description
? ? ? Kimley-Horn
and Associates, Inc.
January 29, 2004

Mr. John Domey
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Rex Healthcare, Inc.
Nationwide 39 Application
Raleigh, Wake County, North Carolina
Dear Mr. Domey:
WETLANDS 1401 GROUP
JAN 2 9 2004
WATER QUALITY SECTION
Kinley-Horn and Associates, Inc. acting as authorized agent on the behalf of Rex
Healthcare, Inc. is applying for a Nationwide 39 to modify an existing pond
located on the Rex Healthcare Campus. Attached is a Nationwide 39 PCN form
for proposed impacts to "Waters of the U.S." and Neuse River Buffers. The
pond is located on the Rex Healthcare Campus adjacent to the Rex Wellness
center in Raleigh, North Carolina. An expanded parking deck and medical office
building are proposed on the Rex Healthcare Campus. The existing pond and
buffers are proposed to be reconfigured to allow area to expand the existing
parking deck and construct the new medical office building.
The proposed modifications to the existing pond would impact 0.07 acres of
"Waters of the US". Proposed impacts to the buffer are from the entrance/exit to
the parking garage, two retaining walls, and the expanded parking deck. Impacts
to zone linclude 3,000 ft2 for the entrance/exit (road) and 260 ft2 for a retaining
wall. Impacts to zone 2 include 2,445 ft2 for the entrance/exit (road), 745 ft2 for a
retaining wall, and 1,826 ft2 for the expanded parking garage. Buffer mitigation
of 17,304 ft2 is proposed through payment to the NC Ecological Enhancement
Program.
Included with the Nationwide 39 application are the stormwater management
plans which include the modifications to the existing pond.
2
P.O. Box 33068
Raleigh, North Carolina
27636.3068
¦
TEL [phone]
FAX [phone]
? ? ? Kimley-Horn
and Associates, Inc.
z? oil
Thank you for your attention to theses matters. If you have any questions, please
call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(1t any partncuiar item is not appitcame to tors project, please enter Not Appucaoie" or "MA".)
I. . Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed. Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a, North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Rex Hospital Inc. (Al Stewart)
Mailing Address: 4420 Lake Boone Trail
Raleigh, NC 27602
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Harlan Britt
Company Affiliation: Kimley-Horn and Assiciates, Inc.
Mailing Address: PO Box 33068
Raleigh, NC 27636-3068
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
-impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Rex Hospital
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN):
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Rex Hospital
Directions to site (include road numbers, landmarks, etc.): From I-440, take Lake Boone
Trail Exit North, turn right at second light (Rex Wellness Center), pond is on left side of road
5. Site coordinates, if available (UTM or Lat/Long): 35° 48' 59.11" N, 78 ° 42' 2.92" W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 50
7. -Nearest body of water (stream/river/sound/ocean/lake): House Creek
8. River Basin: Neuse
(Note - this must be one 'of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently used as a hospital with surrounding ares
used for office. space and an apartment complex.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project is to expand the current parking deck and to construct an medical office
building adjacent to the parking deck. The expanded parking deck will be utilized by a
future proposed cancer center.
11. Explain the purpose of the proposed work: To expand existing medical facilities and office
space and provide for the additional needed parking.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
No past permits have been requested or obtained for this project.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future 404/401 will be required for the additional work proposed in the future. The
stormwater facilities are being designed for a built out condition which includes the proposed
future cancer center.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts: A pond classified as "Waters of
the US" is proposed to be modified for expansion of the parking deck
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
None

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's.(FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at htty://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0
Total area of wetland impact proposed: 0
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
( leasespecify)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,.
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mWguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: N/A
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
1 Excavation & fill 0.07 N/A Pond

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the ,desired site plan was developed. - If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The parking, garage requires two points of ingress/egress for the safety of the user, including
no "dead end" configurations in the garage. Existing accessibility relative to the existing parking
garage configuration do not allow for other alternatives to expansion of the parking garage.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htlp:Hh2o.enr.state.nc.us/ncwetlands/stnngide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation plan is pro]osed at this time for the open water impacts. The proposed
impacts- are less than a tenth of an acre.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.ne.us/wM/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): 5 2
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No El If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3,260 3 9,780
2 5,016 1.5 7,524
Total 8,276 17,304
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or-
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
Payment into the Riparian Buffer Restoration Fund.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property. .
See attached stormwater management plans which include existing and proposed impervious
acreage and nitrogen calculations along with proposed stormwater controls.
XIL Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Utilize current wastewater facilities
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work.schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species,. accessibility problems, or other issues outside of the applicant's control).
A minor variance for the pond buffer was submitted on September 17, 2003. The proposed
mitigation would include payment into the Riparian Buffer Restoration Fund for the proposed
buffer impacts.
Applicant/Agent's Signature Tate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Project No. DWQ (to be provided by DWQ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay, final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : REx t4a0I-0(-
Contact Person: nc S MW,4¢T Phone Number: ( 511 ) '76 4 - 7 Z6y
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
38 Z, o ft. (average elevation of the floor of the basin)
31 V, 0 ft. (elevation of the orifice invert out)
'71 g11 .0 ft. (elevation of the outlet structure invert in)
11A, -Lo 0 sq.
Z$ .1?t o ac.
7-0.9g ac.
W 5, c 7 z cu. ft.
7$? 0Z5 cu. ft.
t o ,i -r 9 cu. ft.
t. $7
I. S in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin) .
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter).
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1. Cexcvy 3E1-0-j SN6tf )
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
09/97 Page 1 of 1
AGENT AUTHORIZATION FORM
Name Rex Hospital Inc.
Address: 4420 Lake Boone Trail, Raleigh; NC 27607
Phone: [phone]
Project Name/Description: Birth Center Medical Office Building and Parking Deck.
Date: 11-10-2003
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
Attention: Jennifer Ri,rdpftp
Field Office Raleigh
Re: Wetland Related Consulting and Permitting LL
To Whom It May Concern:
I, an authorized representative of Rex Healthcare, hereby designate and authorize
Kimley-Horn and Associates, Inc. to act in my/our behalf as my/our agent solel for the
purpose of processing of Section 404 permits and Section 401 Water Quality
Certifications applications and to furnish upon request supplemental information in
support of applications, etc. from this day forward until successful completion of the
permitting process or revocation by the owner.
Authorized this the 10th day of November, 2003 r-`
Gw
Bob Field
Print Authorized Representative's Name Authorized Representative's Signature
CC: Mr. John Dorney,
N.C. Wetlands Unit,
1621 Mail Service Center
Raleigh, N. C. 27699-1621
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Stormwater Calculations JAN 2 v 2004
For Minor Variance Submittal WATER QUALITYS'ECI
Rex Hospital Campus
Raleigh, North Carolina
Prepared for:
Rex Hospital
©Kimley-Horn and Associates, Inc., 2004
? ? ? Kimley-Horn
and Associates, Inc.
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TABLE OF CONTENTS
OVERVIEW
BACKGROUND
DEVELOPMENT
PERMITTING
WATER QUALITY
WATER QUANTITY
CONCLUSION
WATERSHED' MAPS
USGS QUADRANGLE MAP (FIGURE 1)
OVERALL SITE DEVELOPMENT DRAINAGE MAP (FIGURE 2)
SOIL CLASSIFICATIONS
USDA SOIL SURVEY MAP (FIGURE 3)
SOIL CLASSIFICATIONS
WATER QUALITY
WET DETENTION BASIN DESIGN SUMMARY
WATER QUANTITY
POND ROUTING SUMMARY
PRE VS. POST WATERSHED CHARACTERISTICS
APPENDICES
APPENDIX A: PRE-DEVELOPMENT STORMWATER CALCULATIONS
APPENDIX B: POST-DEVELOPMENT STORMWATER CALCULATIONS
APPENDIX C: OPERATION AND MAINTENANCE AGREEMENT
APPENDIX D: SITE PHOTOS
OVERVIEW
Background
This report contains the approach and results of a stormwater analysis prepared for Rex Hospital campus
and the proposed expansions. These expansions consist of Phase I: Medical Office Building (MOB) and
adjacently located parking garage/deck expansion and Phase II: future Cancer Center, parking deck, and
courtyard. The site is located central to the Rex Hospital Campus located at the northeast quadrant of the
Blue Ridge Road/Lake Boone Trail intersection in the City of Raleigh, North Carolina. The development
area is described as north of the existing wet pond and south of the existing parking garage/deck lower
level entrance.
The existing hospital property encompasses approximately 62-acres of commercially developed land.
The property is split by two watersheds comprised by drainage area one (DA#1) and drainage area two
(DA#2). DA#1 flows into an existing wet pond constructed in the late 80's. The pond lies in the
southeast corner of the property adjacent to the property's entrance off Lake Boone Trail. The existing
pond has a 9.5 foot concrete retaining wall along one side and 3:1 slopes along the remaining perimeter.
(The outlet structure is described further in a later portion of this report.) The majority of DA#2 flows
off-site undetained with a small portion of the northeast corner of the property draining to a dry detention
basin located in the northeast corner of the property. For the purposes of this report, analysis has only
been conducted for DA#1, since the existing pond and proposed development is within this watershed.
Development
Phase I of this project includes the construction of the MOB (approx. 10,000 S.F. footprint) and
expansion of the parking garage/deck (approx. 25,000 S.F. footprint). The parking garage expansion will
-occur along the existing garage's east side and extend toward the existing wet detention pond.
Phase II of the project will be the future Cancer Center and with a courtyard upstream of the pond. This
phase of the project is currently in the schematic/concept planning stage; however certain assumptions
for development have been made for the purposes of this analysis.
The total proposed land area to be developed for both phases is 4.8 acres and is assumed to be 70%
impervious when fully developed.
Permitting
Please refer to the following meeting minutes from an October meeting concerning Neuse River Buffer
Rules. These minutes will provide a brief history of the project.

PPw
4
KimleyHorn
i?. and Associates, Inc.
MEMORANDUM OF MEETING MINUTES
TOPIC: Rex Hospital - Medical Office Building and Parking Garage
Neuse River Basin Rules - Rule 15A NCAC 02B .0233
Diffused Flow Through the Buffer
DATE: October 24, 2003 @ 2:00 p.m.
ATTENDEES: NCDENR - Wetlands/401 Certification Unit
Todd St. John
Bob Zarzecki
REX Hospital
Bob Field
Kimley-Horn and Associates, Inc.
Norton Webster
Will Wilhelm
A meeting was held between the staff of Kimley-Horn and Associates (KHA), the NCDENR - Wetlands
/401 Certification Unit (Wetlands Unit), and REX Hospital (REX) on October 24, 2003 to discuss the
above referenced project. The purpose of the meeting was to discuss the diffused flow requirement of
the above referenced rule.
Mr. Wilhelm (KHA) gave an overview of the storm water management for the site. In Summary, the
site is 10.3 acre development containing a parking garage, a medical office building (MOB), and a
future building. The site is part of an overall drainage area of 27.8 acres (a portion of the REX Hospital
campus) that drains into an existing pond. The existing pond is fed by 3 outfalls that convey the run-off
from the 27.8 acre drainage area. The pond contains a riser structure that contains 3 -14" diameter
orifices and therefore provides no extended detention of run-off from small storm events. The existing
pond is bordered on one side by a retaining wall and has a maintained grass buffer on the remaining
sides.
The proposed site plan for the parking garage, MOB and future building will reconfigure the pond and
modify the outlet to provide extended detention. This impact to the pond will be permitted under a
Nationwide 39. The storm water from the new impervious area can not be diffused through the buffer
around the pond due to grades and other site conditions around the pond.
The existing pond is hydraulically connected via an outlet structure (riser/culvert) to an intermittent blue
line stream. Mr. Webster stated that Ms. Debbie Edwards (DWQ) and the Corp determined during field
site visits that the pond is jurisdictional as it is open water that is hydraulically connected to an
intermittent stream and therefore has a 50 foot buffer located around its perimeter. Mr. Zarzecki asked
if the rip rap channel above the pond is jurisdictional because of how the blue line extends on the USGS
quad sheet. Mr. Webster stated that it was his understanding that the channel was not called
jurisdictional by DWQ or the Corp. KHA will get clarification from Ms. Edwards on the classification
of the existing rip rap ditch above the pond.
If the rip rap channel above the existing pond is subject to the Neuse Rules then the site plan as proposed
will require a major variance from the EMC.
If the rip rap channel is not subject to the Neuse Rules then the Wetlands Unit staff can issue a minor
variance for not creating diffused flow through the buffer if the pond is sized and designed per
NCDENR's BUT manual to treat the entire contributing drainage area (27.8 acres).
It was recognized that the modified pond will provide water quality benefits to both the new impervious
area and existing impervious areas that are outside of the project area. The treatment of this currently
untreated area (17.5 acres) that is outside of the project area will allow the Wetlands Unit to issue a
minor variance.
A Variance has already been submitted to the Wetlands Unit for the encroachment of the parking garage
and road into buffer zone 2. Mr. Zarzecki stated that buffer mitigation fees would have to be paid for
the encroachments into Zone 2.
These minutes of the meeting between staff of the Wetlands Unit, REX Hospital, and Kimley-Horn and
Associates, Inc. represents KHA's understanding of the issues discussed. Please review these minutes
carefully, and advise the undersigned of any corrections or additions within 5 business days of the date
below.
Date: October 29, 2003
William R. Wilhelm, P.E.
CC: All Attendees
Tim Grady, KHA
FADWQ_Minutes 10_24_03.doc
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Water Quality
The existing wet pond was constructed in 1988 to act as a stormwater quantity control device. Its'
characteristics are described as a permanent pool depth of 2-6 feet deep and a maximum design depth of
9.5 foot (not including permanent pool depth). Three 14" diameter orifices set at the permanent pool
elevation allow the pond to drain very quickly. The existing pond provides some limited water quality
treatment; however, as requested, the pond has been modified to meet design criteria specified in
NCDENR's "Stormwater Best Management Practices" manual and the City of Raleigh "Stormwater
Design Manual". The outlet structure has been modified to provide a 2-5 day drawdown for the 1" storm
for the entire watershed contributing to the pond. This includes three (3) 1.5" orifices at the permanent
pool elevation. The pond will also be excavated to provide the average depth as specified by the design
criteria (see grading plans)
The stormwater pond is designed to provide 85% total suspended solid (TSS) removal and 25% nitrogen
removal in order to reduce to the nitrogen loading rate to below 10 lbs/ac/yr per the Neuse Stormwater
Rule (15A NCAC 2B .0235) of the "Neuse River Basin: Model Stormwater Program for Nitrogen
Control," August, 1999.
Water Quantity
The existing pond outlet control structure is described as a 6' x 6' rectangular box with (3) 14-inch
diameter orifices set at the permanent pool level. The existing outlet structure also has a 3' high x 4'
wide rectangular weir opening constructed on its front side that allows high flows to pass. During major
storm events the top of the box acts as an emergency spillway.
In addition to water quality, the pond must also meet quantity requirements specified by NCDENR and
the City of Raleigh. The 1-year 24-hour storm event was analyzed per NCDENR and the 2, 10, and 100-
year events for the City. Additional modifications have been made to the existing outlet structure to meet
water, quantity requirements (see outlet structure detail). The pond will release flows at rates that do not
exceed the allowable 1; 2, and 10 year events and will pass the 100-year event with 1' of freeboard.
Conclusion
This report confirms that the proposed 4.8-acre future Rex Hospital development can comply with local
stormwater management requirements. The existing wet pond will be retrofitted to comply with local
BMP standards.
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Quad Map (USGS Quad Raleigh West, North Carolina 1968 Revised 1988)
Prepared For:
Project
Rex Hospital
Wake County, North Carolina
Rex Hospital
Date
Figure
11/11/03
1

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?F

Title: USDA Soil Survey Map (Wake County, 1970)
- Project:
Stormwater Analysis .
- Rex Hospital
Kimley-Horn and Associates, Inc, Raleigh, North Carolina
Dater Scale: Project No. Figure:
011274011 3

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Rex Hospital Kimley-Horn and Associates, Inc.
Raleigh, North Carolina Date: 1/28/2004
Soil Classifications Prepared by: JNG
Checked by: HKB
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Soils present in the watershed, based on the Soil Survey
of Wake County Soil Conservation Service, 1970
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r Symbol ' Name Description
r
. CgB2 Cecil sandy loam
CgC Cecil sandy loam
r CgC2 Cecil sandy loam
r CeD Cecil sandy loam
¦
r Soil Group B will be used in the analysis contained herein.
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Slope
2-6%
6-10%
6-10%
10-15%
Group
B
B
B
B
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C ^ Kimley-Hom
and Associates, Inc.
WET DETENTION BASIN
Project Information:
Project Name: Rex Hospital - MOB and Deck Expansion
.KHA Project #: 011274011
Designed by: EJG Date: 11/12/03
Revised by: JNG Date:. 1/5/04
Checked by: LVL Date: -
Site Information:
Drainage Area Description: DA #1
Drainage Area (DA) = 28.90 Acres
Impervious Area (IA) = 20.98 Acres
Percent Impervious (1) = 72.60%
Required Surface Area:
Permament Pool Depth = 6 It (assumed)
TSS Removal = 85 %
SA/DA = 1.87 % (from Table 1.1 in BMP Manual)
SA = 23,541 sf = 0.54 ac
Provided Surface Area:
SA = 24,200 sf = 0.56 ac
Required Temporary Storage Volume:
Design Storm = 1 inch
Determine Rv Value = 0.05 +.009 (1) = 0.70 in/in
Storage Volume Required = 73,787 cf (above Permanent Pool)
Provided Temporary Storage Volume:
Permanent Pool Elev =. 391.00
(2) 2'x T Slot Inv = 394.00
Volume Provided = 78,025 cf (from PondPack)
Forebay:
Volume Required = 14,757 cf (20% of total volume)
Forebay Invert = 383.00 ft
Forebay Weir = 391.00 it
Volume Provided = 20.179 cf
Average Depth Check:
Forebay Volume = 20.179 cf (from PondPack)
Main Pool Volume = 125.693 cf (from PondPack)
Total Wet Pool Volume = 145.872
Average Depth = 6.03 ft
Orifice Sizing:
Q2 Days = 0.43 cfs
Q5 Days = 0.17 cfs
Orifice Size = 1.50 in
Number of Orifices = 3
Q Orifice = 0.31 cis
Drawdown Time = 2.78 days
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont

% Impervious
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0

20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 .0.62
40 1.73 1.43 1:25 1.05 0.90 •0.82 0.77
50 2.06 1.73 1.50 130 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 ' 2.34 2.11 1:83 1.67.
Notes: Numbers given in- the body of the table are given in percentages.
Coastal SAMA ratios can be obtained from the local DWQ Regional Office.
t
Rex Hospital Kimle -Horn and Associates, Inc.
Raleigh, North Carolina Date: 1/26/2004
Pond Routing Summary Prepared by: JNG
Checked by: HKB
Pond Routing Summary
Per State and City Requirements
Analysis Return Existing Conditions Post-Development Conditions % Difference
Point (yr) Total Flow Water Total Flow Water (Pre vs. Post)
(cfs) Elevation (cfs) Elevation
DA #1 1 44.88 392.52 20.86 395.41 -53.52%
2 53.74 392.93 35.34 396.02 -34.24%
10 76.63 394.32 83.38 397.42 8.81%
100 103.37 396.56 149.03 398.59 44.17%
Notes: 1. Discharges are taken from PondPack output using the SCS Unit Hydrograph Method (calculations attached)
2. The pond designed is for water quality and quantity control, allowing addittional storage

C " and Associates,
zL7 and Inc.
PRE VS POST WATERSHED CHARACTERISTICS
Total Development Area: Pre-Developed Post-Developed
Acres Pervious
Acres Impervious
Acres Pervious
Acres Impervious
Acres
Basin 1 1.11 0.96 0.16 0.33 0.78
Basin 2 0.94 0.88 0.07 0.28 0.66
Basin 3 2.75 2.17 0.58 0.82 1.92
Total Development Area 4.80 4.00 0.80 1.44 3.36
Total Offsite Area Min DA#1: Pre-Developed Post-Developed
Acres Pervious
Acres Impervious
Acres Pervious
Acres . Impervious
Acres
Pond Basin 1.14 1.14 0.00 1.14 0.00
Offsite Basin 1 1.93 - - - -
Offsite Basin 2 2.05 - - - -
Offs1te Basin 3 18.98 - - - -
Total Offsite Area w/in DA#1 24.09 6.47 17.62 6.47 17.62
Total Property Area: Pre-Developed Post-Developed
Acres Pervious
Acres Impervious
Acres Pervious
Acres Impervious
Acres
DA#1 28.90 10.47 18.42 7.91 20.98
DA#2 32.42 11.18 21.24 11.18 21.24
DA#3 0.47 0.47 0.00 0.47 0.00
Total Property Area 61.79 22.12 39.67 19.56 42.23
Soils Information:
Soil Type Symbols = CeD, Cg B2, CgC, CgC2
Soil Name= Cecil
Hydrologic Soil Group = B
CN, Open Space = 79
CN, Impervious Space = 98
Summary Information:
Description Pre-Developed Post-Developed
DA#1 63.75% 72.61%
Percent
DA#2
I
i 65.52% 65.52%
mperv
ous
Parcel 64.20% 68.34 /o
DA#1 91.1 92.8
CN
DA#2
N
b
C 91.4 91.4
urve
um
er)
(
Parcel 91.2 92.0
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Type.... Master Network Summary
Name.... Watershed
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RALEIGH, NC
Page 1.01
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
Dev 2 3.6000 Synthetic Curve TypeII 24hr
Dev 1 3.0000 Synthetic Curve Typell 24hr
Dev 10 5.3800 Synthetic Curve TypelI 24hr
Dev100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL
Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft
ac-ft
-----------
------
----
------
----=----- --
---------
-------- --------
------------
DA#1
AREA
2
6.343
12.1000
73.05
DA#1 AREA 1 4.984 12.1000 57.82
DA#1 AREA 10 10.472 12.1000 118.08
DA#1 AREA 100 16.663 12.1000 183.51
*OUT 20 JCT 2 6.343 12.2500 53.74
*OUT 20 JCT 1 4.984 12.2500 44.88
*OUT 20 JCT 10 10.472 12.3000 76.63
*OUT 20 JCT 100 16.663 12.3500 103.37
POND 20 IN POND 2 6.343 12.1000 73.05
POND 20 IN POND 1 4.984 12.1000. 57.82
POND 20 IN POND 10 10.472 12.1000 118.08
POND 20 IN POND 100 16.663 12.1000 183.51
SIN: E210 0202E1 C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:

Type .... Master Network Summary Page 1.02
Name .... Watershed
. File .... H:\PN\011274011\drainage\pondpak\PRE.PPW
. MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method

. (*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)

. Max
Return HYG Vol Qpeak Qpeak Max WSEL
. Pond St orage
Node ID Type Event ac-ft Trun hrs cfs ft
. ac-ft
------ ----------- ---- ------ ---------- -- -------- - -------- --------
POND 20 OUT POND 2 6.343 12.2500 53.74 392.. 93
. 1.039
POND 20 OUT POND 1 4.984 12.2500 44.88 392.52
.813
POND 20 OUT POND 10 10.472 12.3000 76.63 394.32

1.845
. POND 20 OUT POND 100 16.663 12.3500 103.37 396.56
3 r?57

SIN: E2100202E1C0
Kimley Horn & Associates Inc
Pond ,
Pack Ver: Compute Time: Date:

•
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Type.... Design Storms
Name.... RALEIGH, NC
File.... H:\PN\011274011\drainage\pondpak\
Title... Project Date: 8/28/2003
Project Engineer: Eric.Granrud
Project Title: Rex Hospital-existing pond
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID. = RALEIGH, NC
Page 2.01
Storm Tag Name = Dev 2
----------------------------------------------------------------------
Data Type, File, ID Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 1
------------------------------=---------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1.yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev ,10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
5.3800 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time Date:
i
Type.... Tc Calcs Page 3.01
Name.... DA#1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1030 hrs
------------------------------------------------------------------------
Total Tc: .1030 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .3900 hrs
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver : Cornpu :e Time: Date:
r
Type.... Runoff CN-Area Page 4.01
Name.... DA#1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
------------------------------- ---- --------- ----- ----- ------
Impervious Areas- Paved parking to 98 18.420 98.00
Open space (Lawns,parks etc.) - Fai 79 10.470 79.00
COMPOSITE AREA & WEIGHTED CN ---> 28.890 91.11 (91)
S/N: E2100202EICO Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
Type.... Unit Hyd. Summary
Name.... DA#1 Tag: Dev 1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Page 5.01
Event: 1 yr
Duration = 24.0000 hrs Rain Depth = 3.0000 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work_pad.hyg - DA#1 Dev 1
Tc (Min. Tc) _ .3900 hrs
Drainage Area = 28.890 acres Runoff CN= 91
--------------------------------------------
--------------------------------------------
Computational Time Increment = .05200 hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow = 58.50 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output 12.1000 hrs
Peak Flow, Interpolated Output 57.82 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
-------------------
ID:DA#1
CN = 91
Area = 28.890 acres
S = .9890 in
0.25 = .1978 in
Cumulative Runoff
-------------------
2.0712 in
4.986 ac-ft
HYG Volume... 4.984 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Fact or = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/ Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 83.93 cfs
Unit peak time Tp = .26000 hrs
Unit receding limb, Tr = 1.04000 hrs
Total unit time, Tb = 1.30000 hrs
r
Type.... Unit Hyd. Summary Page 5.02
Name.... DA#1 Tag: Dev 2 Event: 2 yr
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 3.6000 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work_pad.hyg DA#1 Dev ,2
Tc (Min. Tc) _ .3900 hrs
Drainage Area = 28.890 acres Runoff CN= 91
Computational Time Increment = .05200,hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow = 73.83 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 73.05 cfs
DRAINAGE AREA
-------------------
ID:DA#l
CN = 91
Area 28.890 acres
S = .9890 in
0.25 = .1978 in
Cumulative Runoff
-------------------
2.6359 in
6.346 ac-ft
HYG Volume... 6.343 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Fact or = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/ Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 83.93 cfs
Unit peak time Tp = .26000 hrs
Unit receding limb, Tr = 1.04000 hrs
Total unit time, Tb = 1.30000 hrs
i
Type.... Unit Hyd. Summary Page 5.03
Name.... DA#1 Tag: Dev 10, Event: 10 yr
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.3800 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work_pad.hyg - DA#1 Dev 10
Tc (Min. Tc) = .3900 hrs
Drainage Area = 28.890 acres Runoff CN= 91
Computational Time Increment .05200 hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow = 119.13 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 118.08 cfs
DRAINAGE AREA
-------------------
ID:DA#1
CN = 91
Area = 28.890 acres
S = _ .9890 in
0.2S = .1978 in
Cumulative Runoff
-------------------
4.3517 in
10.477 ac-ft
HYG Volume... 10.472 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak,
Unit peak time
Unit receding limb,
Total unit time,
cep = 83.93 cfs
Tp = .26000 hrs
Tr = 1.04000 hrs
Tb = 1.30000 hrs
Type.... Unit Hyd. Summary
Name.... DA#1 Tag: Dev100
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
Page 5.07
Event: 100 yr
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = H:\PN\011274011\drainag.e\pondpak\
Rain File -ID = - TypeII 24hr
Unit Hyd Type= Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID work_pad.hyg - DA#1 Dev100
Tc (Min. Tc) = .3900 hrs
Drainage Area = 28.89.0 acres Runoff CN= 91
Computational Time Increment = .05200 hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow 184.94 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 183.51 cfs
DRAINAGE AREA
ID:DA#1
CN = 91
Area = 28.890 acres
S .9890 in
0.2S = .1978 in
Cumulative Runoff
-------------------
6.9245 in
16.671 ac-ft
HYG Volume... 16.663 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc =
Computational Incr, Tm =
39000 hrs (ID: DA#1)
05200 hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
K = 483.43/645.333, K =
Receding/Rising, Tr/Tp =
Unit peak, cjP =
Unit peak time Tp =
Unit receding limb, Tr =
Total unit time, Tb =
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
83.93 cfs
.26000 hrs
1.04000 hrs
1.30000 hrs
Type.... Vol: Elev-Area Page 6.01
Name.... POND 20
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft)
--
-- (ac-ft)
-
-
- (ac-ft)
----------
------------
391.00 ---------------------
----- 22468 ---
------ 7--
0 ---
----
.000 ---
.000
392.00 ----- 23438 68854 .527 .527
393.00 ----- 24568 72002 .551 1.078
394.00 ----- 25727 75436 .577 1.655
395.00 ----- 26936 78987 .604 2.260
396.00 ----- 28070 82503 .631 2.891
397.00 ----- 29259 85987 .658 3.549
398.00 ----- 30443 89547 .685 4.234
399.00 ----- 31640 93119 .713 4.947
400.00 ------ 33045 97020 .742 5.689
401.00 ----- 33050 99143 .759 6.448
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time Date:
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Type.... Outlet Input Data Page 7.01
Name.... Outlet#1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 391.00 ft
Increment = 20 ft
Max. Elev.= 401.00 ft

OUTLET CONNECTIVITY

---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both All owed
Structure No. Outfall E1, ft E2; ft
----------------- -
Inlet Box --- -------
R ---> B --------- -
400.500 --------
401.000
Weir-Rectangular W ---> B 396.750 399.750
Orifice-Circular 0 ---> B 391.000 401.000
Orifice-Circular 0 ---> B 391.000 401.000
Orifice-Circular 0 ---> B 391.000 401.000
TW SETUP, DS Channel
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
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s
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Type.... Outlet Input Data Page 7.02
Name.... Outlet#1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type
------ = Inlet Box
-------------
------
-----------
# of Openings = 1
Invert Elev. = 400.50 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000 -
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID
Structure Type
---------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects
Structure ID = 0
Structure Type = Orifice-Circular
------------------------------------
# of Openings 3
Invert Elev. = 391.00 ft
Diameter 1.1670 ft
Orifice Coeff. _ .600
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time:
W
Weir-Rectangular
----------------
1
396.75 ft
4.00 ft
3.000000
(Use adjustment equation)
Date:
•
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Type.... Outlet Input Data
Name.... Outlet#1
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 0
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 3
Invert Elev. = 391.00 ft
Diameter = 1.1670 ft
Orifice Coeff. _ .600
Structure ID = 0
Structure Type = Orifice-Circular
------------------------------------
# of Openings 3
Invert Elev. 391.00 ft
Diameter = 1.1670 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time:-
Date:
Page 7.03

Type.... Pond Routing Summary Page 8.01
Name.... POND 20 OUT Tag: Dev 1 Event: 1 yr
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = H:\PN\011274011\drainage\pondpak\
Inflow HYG file = work_pad.hyg - POND 20 IN D.ev 1
Outflow HYG file = work_pad.hyg - POND 20 OUT Dev 1
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data =Outlet#1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 57.82 cfs at 12.1000 hrs
Peak Outflow = 44.88 cfs at 12.2500 hrs
-----------------------------------------------------
Peak Elevation 392.52 ft
Peak Storage = .813 ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 4.984
Infiltration = .000
- HYG"Vol OUT = 4.984
- Retained Vol = .000
Unrouted Vol = .000 ac-ft (.000% of Inflow Volume)
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev 2
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 2
LEVEL POOL ROUTING SUMMARY
HYG Dir = H:\PN\011274011\drainage\pondpak\
Inflow HYG file = work-pad.hyg - POND 20 IN Dev 2
Outflow HYG file = work_pad.hyg - POND 20 OUT Dev 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet#1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 3191.00 ft
Starting Volume = .000 ac-ft
Starting Outflow _ .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 73.05 cfs at 12.1000 hrs
Peak Outflow = 53.74 cfs at 12.2500 hrs
-
----
Peak ---------------
Elevation = ----------
392.93 -----------
------------
ft
Peak
----
----- Storage =
---------------
-------------- 1.039
----------
---------- ac-ft
------------------------
------------------------
MASS BALANCE (ac-ft)
--------------------
+ Initial Vol = ------
.000
+ HYG Vol IN _ 6.343
- Infiltration = .000
- HYG Vol OUT = 6.343
- Retained Vol = .000
Unrouted Vol = -.000 ac-ft
(.000% of Inflow Volume)
Page 8.02
Event: 2 yr
SIN: E2100202E1C0 Kimley Horn & Associates Inc
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Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev 10
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... TypeII 24hr Tag: Dev 10
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
LEVEL POOL ROUTING SUMMARY
H:\PN\011274011\drainage\pondpak\
work-pad.hyg - POND 20 IN Dev 10
work-pad.hyg - POND 20 OUT Dev 10
POND 20
POND 20
Outlet#1
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTF,OW HYDROGRAPH SUMMARY
Peak Inflow = 118.08 cfs at 12.1000 hrs
Peak Outflow = 76.63 cfs at 12.3000 hrs
--
-----
Peak --------------
Elevation = -----------
394.32 ---------
------------
ft
Peak Storage = 1.845 ac-ft
MASS BALANCE (ac-ft)
-------------
+ Initial Vol -------------
= .000
+ HYG Vol IN - 10.472
- Infiltration = .000
- HYG Vol OUT = 10.472
- Retained Vol = .000
Unrouted Vol = .000 ac-ft
(.000% of Inflow-Volume)
Page 8.03
Event: 10 yr
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:

Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev100
File.... H:\PN\011274011\drainage\pondpak\PRE.PPW
Storm... Typell 24hr Tag: Dev100
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
H:\PN\011274011\drainage\pondpak\
work_pad.hyg - POND 20 IN Dev100
work_pad.hyg - POND 20 OUT Dev100
POND 20
POND 20
Outlet#1
Starting WS Elev = 391.00 ft
Starting Volume .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 183.51 cfs at 12.1000 hrs
Peak Outflow _ 103.37 cfs at 12.3500 hrs
---------------------
Peak Elevation = --------
396.56 ------------------------
ft
Peak Storage 3.257 ac-ft
MASS BALANCE (ac-ft)
-------------
+ Initial Vol -------------
= .000
+ HYG Vol IN = 16.663
- Infiltration = .000
- HYG Vol OUT = 16.663
- Retained Vol = .000
Unrouted Vol = .000 ac-ft
Page 8.04
Event: 100 yr
(.000% of Inflow Volume)
SIN: E2100202EICO Kimley Horn & Associates Inc
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Type.... Master Network Summary
Name.... Watershed
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RALEIGH, NC
Page 1.01
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
Dev 2. 3.6000 Synthetic Curve TypeII 24hr
Dev 1 3.0000 Synthetic Curve TypelI 24hr
Dev 10 5.3800 Synthetic Curve TypeII 24hr
Dev100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method,
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL
Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft
ac-ft
----------------- ---- ------ ---------- -- --------- -------- --------
------------
DA#1 AREA 2 6.814 12.1000 77.39
DA#1 AREA 1 5.424 12.1000 62.20
DA#1 AREA 10 11.001 12.1000 122.05
DA#1 AREA 100 17.237 12.1000 186.87
*OUT 20 JCT 2 6.803 12.4000 35.34
*OUT 20 JCT 1 5.414 12.5000 20.86
*OUT 20 JCT 10 10.988 12.3000 83.38
*OUT 20 JCT 100 17.222 12.2500 149.03
POND 20 IN POND 2 6.814 12.1000 77.39
POND 20 IN POND 1 5.424 12.1000 62.20
POND 20 IN POND 10 11.001 12.1000 122.05
POND 20 IN POND 100 17.237 12.1000 186.87
SIN: E2100202E1C0 -Kimley Horn & Associates Inc
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Type.:.. Master Network Summary Page 1.02
Name.... Watershed
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL
Pond St orage
Node ID Type Event ac-ft Trun hrs cfs ft
ac-ft
------
-----
------
----
------
----------
-------
--------
--------
-------
POND -----
20
OUT
POND
2
6.803
12.4000
35.34
396,.02
3.101
POND 20 OUT POND 1 5.414 12.5000 20.86 395.41
2.696
POND 20 OUT POND 10 10.988 12.3000 83.38 397.42
4.054
POND 20 OUT POND 100 17.222 12.2500 149.03 398.59
4.887
SIN: E210 0202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:

•
Type.... Design Storms
Name.... RALEIGH, NC
File.... H:\PN\011274011\drainage\pondpak\
Title... Project Date: 8/28/2003
Project Engineer: Eric.Granrud
Project Title: Rex Hospital existing pond
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = RALEIGH, NC
Storm Tag Name = Dev 2
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Page 2.01
Synthetic Storm TypeII 24hr
2 yr
3.6000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 1
Data.Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration =24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Storm Tag Name =
---------------------
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
5.3800 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Dev100
Synthetic Storm TypeII 24hr-
100 yr
8.0000 in
1
24.0000 hrs
.0000 hrs Step .1000 hrs End= 24.0000 hrs
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:

Type.... Tc.Calcs Page 3.01
Name.... DA#1

File.... H:\PN\011274011\drainage\pondpak\POST.PPW
. . . . . . . . . .
TIME OF CONCENTRATION CALCULATOR

. -------- ------------------------------------------------------ ----------

Segment #1: Tc: User Defined
. Segment #1 Time: .1030 hrs
-------- ------------------------------------------------------ ----------

Total Tc 1030 hrs

. Calculated Tc < Min.Tc:
Use Minimum Tc ...
. Use Tc = .3900` hrs
--------------- ----------
. SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:

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Type.... Runoff CN-Area Page 4.01
Name... DA#1
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 20.980 98.00
Open space (Lawns,parks etc.) - Fai 79 7.910 79.00
COMPOSITE AREA & WEIGHTED CN ---> 28.890 92.80 (93)
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
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Type.... Unit Hyd. Summary
Name.... DA#1 Tag: Dev 1
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr Tag: Dev 1
Page 5.01
Event: 1 yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc (Min. Tc)
Drainage Area
year storm
24.0000 hrs Rain Depth = 3.0000 in
H:\PN\011274011\drainage\pondpak\
- TypeII 24hr
Default Curvilinear
H:\PN\011274011\drainage\pondpak\
work-pad.hyg - DA#1 Dev 1
.3900 hrs
28.890 acres Runoff CN= 93
Computational Time Increment = .05200 hrs
Computed Peak Time = 12.1160 hr.s
Computed Peak Flow = 62,84 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 62.20 cfs
DRAINAGE AREA
-------------------
ID:DA#l
CN - 93
Area = 28.890 acres
S = .7527 in
0.25 = .1505 in
Cumulative Runoff
-------------------
2.2541 in
5.427 ac-ft
HYG Volume... 5.424 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tin = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 83.93 cfs
Unit peak time Tp = .26000 hrs
Unit receding limb, Tr = 1.04000 hrs
Total unit time, Tb = 1.30000 hrs

Type.... Unit Hyd. Summary Page 5.02
Name.... DA#1 Tag: Dev 2 Event: 2 yr
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr Tag: Dev 2
•
SCS UNIT HYDROGRAPH METHOD

STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 3.6000 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work
pad.hyg - DA#1 Dev 2
_
Tc (Min. Tc) = .3900 hrs
. Drainage Area = 28.890 acres Runoff CN= 93

Computational Time Increment = .05200 hrs
Computed Peak Time = 12.1160 hrs
. Computed Peak Flow = 78.12 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
=
7
39
cfs
Output
Peak Flow, Interpolated
-
----
7
-
-

DRAINAGE AREA
. -------------------
ID:DA#1
CN - 93
. Area = 28.890 acres
S = .7527 in
0.2S = .1505 in
•
Cumulative Runoff
-------------------
2.8316 in
6.817 ac-ft

HYG Volume... 6.814 ac-ft (area under HYG curve)
. ***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
. K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)

Unit peak, qp = 83.93 cfs
h
rs
Unit peak time Tp = .26000
Unit receding limb, Tr = 1.04000 hrs
Total unit time, Tb = 1.30000 hrs

W
Type.... Unit Hyd. Summary Page 5.03
Name.... DA#1 Tag: Dev 10 Event: 10 yr
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr `Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.3800 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work-pad.hyg - DA#1 Dev 10
Tc (Min. Tc) = .3900 hrs
Drainage Area = 28.890 acres Runoff CN= 93
Computational Time Increment = ..05200 hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow = 123.03 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 122.05 cfs
DRAIiy'AGE AREA
-------------------
ID:DA#1
CN = 93
Area = 28.890 acres
S = .7527 in
0.2S = .1505 in
Cumulative Runoff
-------------------
4.5715 in
11.006 ac-ft
HYG Volume... 11.001 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0. 20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from'K = .7491)
Unit peak, cjP = 83.93 cfs
Unit peak time Tp = .26000 hrs
Unit receding limb, Tr = 1."04000 hrs
Total unit time, Tb = 1.30000 hrs
W
Type.... Unit Hyd. Summary Page 5.04
Name.... DA#1 Tag: Dev100 Event: 100 yr
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypelI 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = H:\PN\011274011\drainage\pondpak\
Rain File -ID = - TypeII 24hr
Unit Hyd Type-= Default Curvilinear
HYG Dir = H:\PN\011274011\drainage\pondpak\
HYG File - ID = work-pad.hyg - DA#1 Dev100
Tc (Min. Tc) _ .3900 hrs
Drainage Area = 28.890 acres Runoff CN= 93
Computational Time Increment = .05200 hrs
Computed Peak Time = 12.1160 hrs
Computed Peak Flow = 188.24 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output= 186.87 cfs
DRAINAGE AREA
-------------------
ID:DA#1
CN = 93
Area 28.890 acres
S = .7527 in
0.25 = .1505 in
Cumulative Runoff
-------------------
7.1626 in
17.244 ac-ft
HYG Volume... 17.237 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .39000 hrs (ID: DA#1)
Computational Incr, Tm = .05200 hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
K = 483.43/645.333, K =
Receding/Rising, Tr/Tp =
Unit peak, CIp =
Unit peak time Tp =
Unit receding limb, Tr =
Total unit time, Tb =
483.432 (37.46% under rising limb)
.7491 (also,.K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
83.93 cfs
.26000 hrs
1.04000 hrs
1.30000 hrs

•
Type.... Vol: Elev-Area Page 6.01
- Name.... POND 20

File.... H:\PN\01127401 1\drainag e\pondpak\POST.PPW

Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
. (ft) (sq.in)
----------------------- (sq.ft
--------- ) (sq.ft)
=----------------- (ac-ft)
------- (ac-ft)
---------------
391.00 ----- 24093 0 .000 .000
• 392.00 ----- 25632 74576 .571 .571
393.00 ----- - 26675, 78455 .600 1.171
. 394.00 ----- 1 27356 81044 .620 1.791
- 395.00 ----- 28175 83293 .637 2.429
396.00 29060 85849 .657 3.086
- 397.00 ----- 30000 88586 .678 3.763
398.00 ----- 30923 91381 .699 4.463
399.00 ----- 31915 94253 .721 5.184
- 400.00 ----- 27974 89769 .687 5.871
401.00 ----- 35194 94545 .723 6.594 .

-
POND VOLUME EQUATIONS

- * Incremental volume computed by the Conic Metho d for R eservoir Volumes.
• Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.( Area1*Area2))
where: EL1, EL2 = Lower and upper elevatio ns of t he increment
- Areal,Area2 = Areas computed for EL1, EL2, r espectively
Volume = Incremental volume betw een EL1 and EL2

. SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack,Ver: C ompute Time: Date:

•
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•
Type.... Outlet Input Data Page 7.01
Name.... Outlet #2
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 391.00 ft
Increment .20 ft
Max. Elev.= 401.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box R ---> B 400.500 401.000
Weir-Rectangular W ---> B 396.750 401.000
Weir-Rectangular W2 ---> B 394.000 401.000
Orifice-Circular 0 ---> B 391.000 401.000
Orifice-Circular. 0 ---> B 391.000 401.000
TW SETUP, DS Channel
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
w
Type.... Outlet Input Data Page 7.02
Name.... Outlet #2
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = R
Structure Type = Inlet Box
-------
------
----------------
# of Openings -------
= 1
Invert Elev. = 400.50 ft
Orifice Area _ 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000

Structure ID = W
Structure Type
-------- = Weir-Rectangular
--------------------
--------
# of Openings = 1
Crest Elev. = 396.75 ft
Weir Length = 4.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjus tment equation)
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
a
IND
IND
Ila
I
Ila
IND
IND
IND
IND
IND
IND
a.
a
a
a
IND
a
a
IND
a
IND
Type.... Outlet Input Data
Name.... Outlet #2
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
------ ------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects
W2
Weir-Rectangular
----------------
1
394.00 ft
4.00 ft
3.000000
(Use adjustment equation)
Structure ID = 0
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 3
Invert Elev. = 391.00 ft
1iameter = .1250 ft
Orifice Coeff. .600
Structure ID = 0
Structure Type = Orifice-Circular
# of Openings = 3
Invert Elev. = 39110 ft
Diameter .1250 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES....
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
Page 7.03
W
Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev 1
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeiI 24hr Tag: Dev 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = H:\PN\011274011\drainage\pondpak\
Inflow HYG file = work_pad.hyg -,POND 20 IN Dev 1
Outflow HYG file = work_pad.hyg - POND 20 OUT Dev 1
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet #2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 62.20 cfs at 12.1000 hrs
Peak Outflow = 20.86 cfs at 12.5000 hrs
-----
Peak --------------
Elevation = -----------
395.41 -----------------------
ft
Peak
-----
----- Storage =
--------------
-------------- 2.696
-----------
----------- ac-ft
-----------------------
-----------------------
MASS BALANCE (ac-ft)
--------------------
+ Initial Vol = ------
.000
+ HYG Vol IN = 5.424
- Infiltration = .000
- HYG Vol OUT = 5.414
- Retained Vol = .010
Unrouted Vol = -.000 ac-ft
(.001% of Inflow Volume)
Page 8.01
Event: 1 yr
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
Type.... Pond Routing Summary Page 8.02
Name.... POND 20 OUT Tag: Dev 2 Event: 2 yr
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr tag: Dev 2
LEVEL POOL ROUTING SUMMARY
HYG Dir H:\PN\011274011\drainage\pondpak\
Inflow HYG file = work_pad.hyg - POND 20 IN Dev 2
Outflow HYG file = work_pad.hyg - POND 20 OUT Dev 2
• Pond Node Data POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet #2
- No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
• _ Time Increment = .0500 hrs
--------------------
- INFLOW/OUTFLOW -HYDROGRAPH-SUMMARY
• Peak Inflow = 77.39 cfs at 12.1000 hrs
Peak Outflow = 35.34 cfs at 12.4000 hrs
-----------------------------------------------------
Peak Elevation 396.02 ft
Peak Storage = 3.101 ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
i + HYG Vol IN = 6.814
- Infiltration = .000
- - HYG Vol OUT = 6.803
- Retained Vol = ----_-_011
Unrouted Vol = -.000 ac-ft (.001% of Inflow Volume)
• SIN- E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
w
Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev 10
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr Tag: Dev 10
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
LEVEL POOL ROUTING SUMMARY
H:\PN\011274011\drainage\pondpak\
work_pad.hyg - POND 20 IN Dev 10
work-pad.hyg - POND 20 OUT D.ev 10
POND 20
POND 20
Outlet #2
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
'INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow - 122.05 cfs at 12.1000 hrs
Peak Outflow = 83.38 cfs at 12.3000 hrs
-------------------
---------------------
Peak Elevation = ---------
397.42 ----
ft
Peak Storage = 4.054 ac-ft
MASS BALANCE (ac-ft)
-------------
+ Initial Vol -------------
= .000
+ HYG Vol IN = 11.001
- Infiltration = .000
- HYG Vol OUT = 10.988
- Retained Vol = .013
Unrouted Vol = -.000 ac-ft
(.001% of Inflow Volume)
SIN: E2100202E1C0 Kimley Horn & Associates Inc
PondPack Ver: Compute Time:

Page 8.03
Event: 10 yr
Date:
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Type.... Pond Routing Summary
Name.... POND 20 OUT Tag: Dev100
File.... H:\PN\011274011\drainage\pondpak\POST.PPW
Storm... TypeII 24hr Tag: Dev100
LEVEL POOL ROUTING SUMMARY
HYG Dir H:\PN\011274011\drainage\pondpak\
Inflow HYG file = work-pad.hyg - POND 20 IN Dev100
Outflow HYG file =.work_pad.hyg - POND 20 OUT Dev100
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet #2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 391.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 186.87 cfs at 12.1000 hrs
Peak Outflow = 149.03 cfs at 12.2500 hrs
---------------------
Peak Elevation - ---------
398.59 -----------------------
ft
Peak Storage = 4.887 ac-ft
MASS BALANCE
- (ac-ft)
---
---------
+ Initial Vol -------------
= .000
+ HYG Vol IN = 17.237
- Infiltration = .000
- HYG Vol OUT = 17.222
- Retained Vol = .014
Unrouted Vol = -.000 ac-ft
Page 8.04
Event: 100 yr
(.000% of Inflow Volume)
SIN: E2100202EICO Kimley Horn & Associates Inc
PondPack Ver: Compute Time: Date:
r
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.25 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 6.00 feet in the forebay the sediment shall be removed.
BASIN DIAGRAM
75% 0 Permanent Pool El. 391.00
Sediment
Removal El. 385.00 25% Sediment Removal El. 388.75 75%
------------ ---- 25%
--------------- ------------------------ --------
Bottom El. 383.00 Bottom El. 382.00
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall. be
Page 1 of 2
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
. replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
. Print name: Al Stewart
. Title:
Address:
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
. I, , a Notary Publicfior the State of ,
County of , do hereby certify that
personally appeared before me this day, of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
` Page 2 of 2
Title:
L )�-r-- 90tr39 Ou -T (ET' S7 -(Z -Or -vu
CIMMF1
Kimley-Horn and Associates, Inc.
�)c�ST�►.1!o WET pot -Jo
Site Photos
Project:
Stormwater Analysis
Rex Hospital
Raleigh, North Carolina
Date: Scale: Project No. Appendix:
011274011

~~a
d. o
~ N
~ ~
~
2
~ 7
~ ' / ~ / ~ 1 / / 1; ,
, ~ / / A. ~ ~ l , \ `y ~ ~ -7J~`~, i
_ ~ , , ~ i a , ~ - NOT ~ ~ ES ~ ~
/ ~ , - i ~ ~ ~ ~ ~ i I ~ ''ti - ~ , ~ ..P f ' 1. ALL APPLICABLE PERMITS SHALL BE OBTAINED PRIOR TO CONSTRUCTION. ~ ~ /
- _ i ~ ; ^ ~ i r ! - - ~ ~ ~ _ ~ ~ ~ - 1 - - . _ . ' ~ / ~ 1 ~ ; 2. THIS PLAN IS FOR THE PARKING DECK AND STORMWATER POND ONLY. REFER TO PLANS ,
. / ~ a, ~ . , ~ XIS aN ~ ~ ~ ~ . r _ ' 1 / ; PREPARED BY PIEDMONT LAND DESIGN FOR INFORMATION NOT SHOWN ON THIS PLAN. v ~ ~ ~ a, ~ _ ~ , r
y G` ~ ~ ' . -1J C % , / ~ I \ `V ~ 1 ~ 3. POND SHALL HAVE EMERGENCY DRAW DOWN PUMP AS SPECIFlED BY PUMP MANUFACTURER TO
~ / ~ ~ l ~ i ~ ~ I - --SIO f,~H \ EX~~.J1NG' ~ ~ ~ , . ~ ' ~ I ORAWN POND DOWN IN 24 HOURS.
~ ~ , _ ~ , _ ~ / ~ / i ~J? iA TOP = 415.79 P'~~RKIN~. ~E~~ , ~ ~ / - ~ ~ 12" IN - V IN - 405.2a--~ _ ~ , ~ _ , , ~ ~ ~ r , ~ ~ 4. TED C 0 EST ESOURCES A OVED
/ ~ ~ . , _ ~ 1 ~ , , r \ ~ ~ ~ THE VEGETATED BENCH SHALL BE PLA WITH N F R R PPR RIPARIAN r ' SPECIES PRE-PACKAGED SEEDLINGS OR PLANTINGS AS DIRECTED BY SITE LANDSCAPE ARCHITECT. ~ ,
. ~ _ ~ ~ _ , , I ~ ,r _ ; , _ ~ , - - i . _ _ - - ~ ti ~ ~ ~ - .ti t - ~ - ~ i~ ~ of
~ ~ ~ ~ r ~ a~ ;
~ , . ~ , _ / a ~ / ~ , ~ _ _ ~I A , ~ ~ V , ~ / i ~ ~ w; ~ ~ ; ~1~ ~ STORM SEWER DATA ~j~ ~
- -P r ~ \ ~I ~ / ~ N ~ r~ ~ - I~ I i ~ ~ TOC CB PIPE OU STRUC. ( ) PIPE OUT
w, ' ~ ~ _ ~ I ~ I OR RIM(DI, INV. IN INV. OUT LENGTH MATERIAL SLOPE 1s COMMENTS N0. FES JB F DIA.(IN)
~ . ~ . i ~ ; ~ I,pl . ~ ~ ~ RE,M4vVE EXISTING ICI \ ~ ~ ) (T)
~ ~ ~ , r ~ - T ~ N~ ~ ~ ~ ~ , . ~ S ORM~ D AI AGE ~N is \ s ~ CB-12 411.06 406.33 391.96 66 24 RCP 4.00 TO FES-11 ~ ~ , ~ ~ ~ i~~ ~ A~ ~ : ~ ~ ~ ~ ~ FES-11 391.00 - 391.00 - - - - TO POND
- - ~ ~ 41 I , \ \ ~ - YI-10 412.50 - 408.50 66 15 HDPE 1.00 TO DI-9
~ ' ~ ; ; FUTURE ~ / , Q; ~ ~ ~ _ ~ - - . `A~ \ _ , - _ COU TYARD ! ~ i ~ - \ \ DI-9 413.90 407.84 BY OTHERS - BY OTHERS BY OTHER BY OTHER TO SD BY OTHERS 10 'fit z <; ~ ~ ~ ~ I ~ rr ~ CON TRUCT D:R P INLET DI-,9 -
_ _ / i I , ~ ~ ~ ~ , ~ _ ~ , ~ I ~ - _ _ ~I~ ~ Q JB 8 404.50 395.25 395.00 13 24 RCP 1.25 TO JB-7 I~ O' i ~ , ON TORM $EW~R PIPE ~ } JB-7 403.40 394.09 394.00 41 24 RCP 1.25 TO CB-6 ~N r
~ ~ 1 . i ~ / I I - \ / ~ i ~ I ~ r-~ - _ - I I ~ \ / CB-6 401,50 393.49 393.39 113 24 RCP 1.25 TO JB-5 ~I~ CON .TRUCTEO B'Y OTHERS ,o i ~ , I~ ~ m»
- ~ I _ l ~ ~„`r a / ~ ~ i ~ f ~ ~ . ~ JB-5 397.50 391.98 391.23 23 24 RCP 1.00 TO FES-4 , ~ , - ~ ~ ~ ~ FES-4 391.00 - 391.00 - - - - TO POND
' ~ _ i ~ ~ t _ , - % I ~ - - ~ ~..~y - _ ~ ' ~ - A I 1 i ~ ~ - ' ~ \ DI-3 409.95 405.09 395.20 110 48 RCP 2.00 TO DI-2
i - 7 ~ , r . _ ~ ~ \ ~ . ~ DI-Z 406.50 393.00 392.31 27 P ~ \ ~ 48 RC 3.00 TO HW-1 - i , HW-1 391.50 - 391.50 - - - - TO POND
A ~ l ~ ~ ~ / ~ _ ~ . ~ . i ` ~ i ~ , ~ _ e \ ~
~ ~ - ` ~ r ~ ~ ~ CB - NCDOT CATCH BASIN STD. 840.02 I. ~ „
~ I ~ ~ ~ ' ~ DI -CITY OF RALEIGH DROP INLET STD. 30.03
i BASKETBALL ! / ~ ~ `~O ~ ' ~ ~ ' ~ \ FES- FLARED ENO SECTION (MATERIAL TO MATCH CONNECTING PIPE MATERIAL - ~ - O ~ , ) ~ o \ , HW - NCDOT HEADWALL STD. 838.80
' ~ COUR~ ~ / { \ ~ 1 ~ / i ` ~ ~ ~ ~ . m ~ ; ~ JB - NCDOT JUNCTION BOX STD. 840.31 ~ ~ ~ 1
I ~ , ~ I ~ ~ - - _ ~ ~ ~ / i ! l 1 . . I i / ~ I ~ l ~ ~ ~ 1. ~ ~ ti/ ~ - YI -PLASTIC YARD INLET 1, ~ ~ J ~ ~ '~1~ ~ ~ : RCP -REINFORCED CONCRETE PIPE
. ~ I ~ I HDPE -HIGH DENSITY POLYETHELYNE PIPE
TWA ~ 7.Q / ~ ! , ~ ~ '
BW ~ 401,'0 ~ I ~ i \ ~ ~ I , - ~ i~1R( G r BTU I:D,IN~ ~ .
r , it s 1 X . ~ , \ ~ ~
I ~ r I ~ ~ ~ ~ ~ ST ~~VEh F E ~ 4 ~.d, ~ F 02 I ' .~I ' Q ,l
. ~ ~i ~ ; ~ ~ ~ 2ND LEVEL FFE -~,4~~4.0 ~ k
~ ~ ` \ t' , 6' X 6' CONCRETE RISER
~ ~ (I r ~ I ~ i - ~ . , ~ 1 ~ ~ ~ ~ `
I i - ` 1 ~ ~ c , TOP OF DAM (ELEV = 401.0) ~ \ ~
i ~ q 1. ~ ~ q ~ A r i I /a i i i- i 1~ 1~ r ~ ~ i 1~'~ ~ ~ 1 ` . ~ ~y PR T .
. , . ~ ~ A - A ~ " ~ > / _ ~ ~ol O ~ ~ ~ ~ ' . ~ ~ ~ ' , TEMPORARY POOL 1 ~ ~ a = m , -
~ ~ ~ - ~i - o ~ ~ !o ~ ~ ~ ~ FF 48 RCP PERMANE T POOL _ i ~ ~ _ I FOREBAY - o Q 3:1 OR FLATTER
TW ~ 402.0 ~ -
BW = 401.0 ~ ~ ~ j ti, ~ 40 , LF 15~' R P Tq' 1 ST FLQaR ~FE=41 BOTTOM EARTHEN DAM 0 50 , ~ P~ X A ti _ ~ _ ~ 5~ RQ TQ h ~ ~ v : i = 383.0 TT -
i / ~ N WA ~ ~ ~ ~ - I , ~ a ~ TW ~ 402.0 i ~ '1 P'ARKI?~~ ~ ECK ROZ E K R F ~ ~ ~ ` ~ \ STONE DISSIPATOR ,r \ . \ \~.ND.F~QQR FFE-430.5 I PAD ON FILTER FABRIC E NG WALL 3RIC
- 420.0 ~ ~ ~ ! ~ - ~ Bw _ 401;0 ~ ~ ~ Ap ~ i ; , ~ ( , ~ EI OTC ~ ~ Q~ R TAINT pEC ~ ~ \ . ~ _ DRAWDOWN ORIFICES ~I it - - ~ ~ ~4. ~ \ INV ELEV = 391.0 ~ -
' ~ -.1' ' PCAN F TAI 'a I i ~ , i 0 ~ D L ~ ~ ( ) ~11.~1 I FO p TALCS)` , ~ , -~-m~-m-
ti ~o , ' ~ ~ ~ ~ ,R l ~ ~ ~ ~ ~ ~ / EXIST. 48" RCP ~ A ~ `
' ~ ~ 401:5 ~ ~ DEW ~ ~ ~ ~ ~ CROSS SECTI N ~ , 0
, ~ j _ - ~ ~ / STORMWATER OND SUMMARY
.J i a1 ~ , ~ . ~ , , ~ ~ ~ ~ ~ - ~ ~ DOGHOUSE JUNC~IQN ; , ' X ~ POND TYPE: WET ~ S ~
_ r TW 417.0 ~ ~ _ _ _ ~ ~ ~ : _ ~ I a , I ~ BOX ON EXISTING PIPE DRAINAGE AREA: 28.90 ACRES ~ ' REMO. PPE DOWNS R AM ~ ~ ~ ; ~ IMPERVIOUS AREA: 20.98 ACRES
~ _ _ ~ ` _ I j W - 408.0 ~ 1 ~ ~ ~ ~ ~ 4~ ~ _ - ~ ~ ~ _ . r, ~ ~ ~ TW = 407.0 ~ , , ~ , , ~ - ; , .__r ~ ~ ~ ~ \ \ V~ i rt E I ~ ~ ~ ~ ~ ~ ~ ~ : ~ \ SA REQUIRED: 24.045 SF
~ - ~ _ BW = 401.0 ~ ~ r ~ ~ - ~ ~ , . ~ ~ . ~ ~ V ~ ~ ~ ~ ~ ~ SA PROVIDED: 24,093 SF
f , . 6 l ~ 1 i r r - ~ d _ ~ ~ , ` ~ / p Q- ~ STORMWATER OND DETAIL ~ ~ f ~
~ ~ / ~ ~ ~ ~ _ ` \ / / ~ NOT TO SCALE ,C~ _ ~ /
r ~ ~ ~ / 3~\\ - - \ \ / _
~ i ~ ~ ~ ~ - ' j i ~ ~ , ~ 1 . _ 8~ _ ` _ _ ~ ~ ~ ` - ~ ~ ~
~ ~ i ~ ~ 38 I I - - ~ I ~ . ; - _ _ _ ~ . _
_ - - i ~ , ~ ~ , ~ , i . - , . gt A \ ~ ` ~ _ ~ ~ ~ /
1 ~ ' , I I I I ~ I ~ 6'- ~ ~ . ,k ~ i ~ _ ~ . _..f _.v, ~ ~ _ _ _ ~V \ , ~ l6. b ~ ~ ~ ~ ~ SURVEY LEGEND
- r RI RAP APR N ~ ~ ~ ~ ~ ~ ~ - ~ - - ~ ~ ~ \ ~ 7. i ~ P ~ , i ~ r Ea 0 ~ ~ ? ' \ , ' -0\ ~ \ ~ \ ~ ^ SANITARY SEWER AND
'4 20'L X - CN ~ ~ ~ 30 W X 24 ~ ~ ~ u ~ ~ STORM DRAINAGE LINES SLiRVEYED ~ ~ T LINES NG~ ~~~RU'EYED
/ ~ THICK"~ CLASS "I" , r_. , O - ~A ~ ~ ~ ~TD ~ / STRUCTURE INVERT TABLE \ ~ RIGHT-OE-WAY LINES ~ '
~ = / ~ r , ~ STONE, INV = 391.5 I - . I ~ ' ~ ~ i i ~ i 'r, , ' _ BOTfiO = 383: ~ _ ~ A A ~ ' ~ ~ , , 8 SIRUCNRE 70P INY.N INV.OUT ~ ' ~ _ CC CONTROL CORNER
CREST..., y WAL - . . _ i ~ ' I g 393:0.., ~ ~ A ~ d,, _ - ~ Cb-1 417.45 414.25 113.81 PKN P.K. NAIL V~ OV , ~ ~ 'V -
~ r ~ , ~ ~ _ _ - - - O ~ ~6 V ~ o° / CE-2 41A78 40B.SS 408.41 R/'W RIGHT OE WC,,Y ~ A A ~ O ~ ~ ~ _ C8-J 405.22 100.12 399.62 ~
TW = 391..0 _ ~ _ _ ~ ~ ~ ~ _ ~ ~ _ , _ . . _ BAN = 8~.0 ~ ! ~ ~ - - a-s 1'0°01.44 oia~4 DB DEED BOOK ~ ~ ~ ' _ Y ' ~ / ~ ~ 08-6 416.56 411.16 BM BOOK OE MAPS C8-1 121.26 419.!6 415.!6 PG PA%t
~ , ~ RETAINING ALL _ _ \ \ \ \ 'e' 1 41'5,86 ~ i ~ ~ ~ ~ ~ 'p p 41ae6 RCP R~_,NFORCED CONCRETE PIPE
(BY OT RS), TYP. ~ ~ ~ _ ~ ~ ~ ~I ~ _ MA1NT-PIA ~ . _ _ _ , _ . ~ - - 15RGj ca-e 124.64 42au 42au CMP CORRUGA~~D M1gETA! PIPE ~ \ ~ \ ~ ~ ,,a~i ce-9 +24.74 420.44
COfTCREfiE RETAINING E NC ~ ~ ` ~ - / C8-10 426.82 421.22 121,42 DIP DUCTILE IRON PIPE , , - ~ ~ COTTA r. 424.22 TL TERRA ' ~ ~ _ ,
' ~ RI~R P P i ' ' r I I , , , _ , ..._WAL~ (BY OTHEgS~ , , _ ~ ; ,I ~ ~ A ~ ~ ~ 0 ~ ~ ~ ~-11 4taw PIV POST iNDICATCR 'dALVE \ \ ~ j i 109.ffi 1 ~ \ \ C RB I~J ~ ~ ~ c6-12 42x96 41o.7a 41a7a SS SANITARY SEWER
2 X 2 d i , , _ . _ f1 2 ~ ~ ; r - - - ~ - .5 L X 1 W _ T i - , , _ ' ~ ~ ~ ~ ~ I ~ ~ TOP OS.39 ~ f \ ~-1s ++aas4 EP EDGE OE PAVEMENT 1 _ \ ~ C8-14 43bOS 42b8J 427.93
~ , ~ I ~ ~ , , _ - _ . , _ - ~ , - _ r THICK CLASS B ; ; ~ ~ ~ _ TW-= 391:0-, _ WET DETENTION. PO(~lD ~ ~ I~~, INV. APPR X. = 398.74 ~ 5~ ~ 4za33 BC BACK QE CURB j I 4" ~ GAN NOT EMOVE TOP ~ ~ 4ns3 C6G CURB AND CUTTER
% ~ ~ STONE INV = 391. ~ I , . _ _ _ _ ~ I _ BOTTOM_ EL)_V. _382,0 v / j - ~ Rip t I ~ CB-16 426.62 41842 419.12 , ~ , _ ~ \ ~ i ~ s~~~ ~ ~ T ~ 4ws2 NTS NOT TO ~C~Li= , 40 1 ~ 4zao2 T
, r ; , _ _ . _ _ _ , _ PERMANENT P.OOI, a 391,Q__ , , _ \ EXI ING ~ ~ ~ ~ i, _ ~ ~ a ~ 1/ / ~ a-16 426.p6 42ass 420.ee SIPS IRDN PIPE SE _ / 1 ~ a-v 426.79 421..78 o EXISTING SRO{v PIPE
f'~ , , _ - f a T ` __r ~ . LT L.L[~R,.-iITI ~IL ~.~w~:.3J,-~-~ I I GP / ~ ~ a-1a 435.z2 430.22 4so.n ~ \ \ ! , CB-19 444.11 436.75 436.79 ~ GOMPUTEG POINT
_ _ _ _ 2-YEAR _DHWL = 39fi.D i _ I EN6_ WACC 2__ , ; _ ~ / ~ ~ _ ce-2o 444,+12 44x92 ?o EXISTING CONCRETE MONUMENT
/ i ~ ~ ~ ~ I, ~ ~ ; ; ~ 1.0~-YEAR.--DH _ r r / ~ ~ - 3~3. Q , ~ . - - , ,WL 39-7.42._ , . ~ - ~ ~ CB-21 411.03 416.35 444.1) _ ~ ~ - CB-]2 451.77 416.17 • ~ - / ~ CB / 4~ 451.82 4<SJ2 ~ FIRE HYDRANT
RIP RAP APRON - , I , ; _ . WATER F.EATI~RE _ _ _ r ~ 15' ~ 451.n ® WATER VALVE ' _ ; \ v/\ / O , ~ a-2, 453.63 446.23 ,46.03 a WATER METER
~ ~ sLxlowxl2 ~ ~ - -15"RCP ~ ++6.as B ~ 4+e~3 c CAS METER _ , / CB-29 45276 44D.26 M916
THlcw~ CLASS A , ~ ~ ~ ~ i i l ® ~ 4wae j GAS ~r~...E TW = 403.0 , y c6-26 46aa 449.29 4W.09 _ . ,
~ STUIVE, INV = 31.0 ~ ~ ~ _ _ _ - I , , . _ a-n ss.3s 11o.u _ , _ - Bw = 3s~.o . - - ~ ~H - a-m sba a2~ 45219 V ` + MANHOLE , i 1 ~ ce-28 437.07 42x77 42x71 J
, _ I_ . _ ~ _ RECONSTRUCT r ' " ~ CB-b 437.26 421.fi8 425 ~ y ~ j RECONSTRUCT, ~ ~ ~ a-s~ 420.60 4za+o 4za.+o ~'B cATrH q~IN . , V A _ a-1? ++a~ 137.69 4sz~ CI CURB INLET
~ _ r EXf`fING CATCH i - _ , ~ ~ _ e _ _ - _ 6-- - , EXISTING y ~
BASIN CB-1 ~ ; i ~ \l A ~ ~ ~ CB-33 410.00 411.0 441.00 DI DRCP INLET r = V ~ 416.10 , RETAINING WAL CB-34 446.84 44571 145.74 D FLARED END SECTION
' CURB INL - i ~ ~ ~ / TOP=411.06 i \ 39Q _ ~ 1 ~ ' . \ ~ , ~ , ca-3s 450.x1 44aa6 ~ ROWER POSE
CURB I L~T / INV IN=40 3 ~ . _ _ - _ _ ~ _ ~ ~ E , roP~415.86 ~ ; , / ~ INV ouraos.a ~ ~ ~ XTEND _EXISTING` - VEGE TW`~ 401.0 ` ~ j a-36 411.74 u1.24 447.24 LIGHT POLE ' -6HR~INLET A ~ ~ ca-s7 u4.a2 445,22 4u.az ~ ,
FATED _ _ - - It~V IN=409.80 ~ , V B~NCH. _ ~ ~ - ~ ~ BB)N'= 391.0 = ~ ~ ~ ~ ~ T a-3e 46i.c2 416sz 446s2 TOP .45 / ~ ca-39 467.53 Laos uzee N GUY WIRE
- STAINING WALC _ ~ _ . _ 1 1NV OUT=409.80 ~ ~ - t ~ ~ _ ~r~r~~ I ~ - _ j ~ _ ~ - 1~ - - - _ 15" RCP INU IN 400.22 ` ~ ~ ~ ~ ce-w 157.99 ~0.w 430.14 -9-. SIGN ! ~ ~ ~ ~ 460.99 iMH TELEPHONE MANHCLE _ 1B" R~ INV. '4 - :400.20 ~ . A~ ~ 460.09 _
ti - r - ~ _ _ \ ~ 0 \ I, a-41 451.02 41au - eorrorl a7 eox ErtN ELECTRIC 1~1ANHOLE 9 I ~ C8-12 163.48 4sate w'MN WATER MaNFiOLE
~ / _ -1` t ~ EXI~T~NG~. RETAINING- _ ~ ~ ! ~ %P TW 411.0 ~ fi~; ~ 407.b - ~ ~ _ I XISTING OUTLET Cud I_ ` • i ~ ~ ; A 4u °16 4,9.9e - eorm i ac eoz LE1` ~ SMH STORM M'~NHOLE ' - CB-46 412.36 448.81 446.75
5 ~ ~ ~ ~ " R ~ ~ ~ - ~ - _ _ ~ _ , WALL, TYP. _ ~ ; ~ ' BWi= 40$.0.__..._... - BW_ 401.• _ . - ~ _ c . { _ I _ -~s. _ ~ STRUCTURE Tq,., - _ - - - - .~~°s~ R 40niv.8= i ~ I ! ~ 450.35 ~ ~ x:rl
_ ~ 1 .M F " A 4a o , i I ce-+e ~+.oz ~7 +16.92 ~ I I 440.12 ~ T E
~ . -~~DETAIL ~ ~ , ~ ~ ~ I I - ~ ce-47 430.06 427.15 427.06 ~.r
i I I \ ~ 311.44 427.39 44x. 3 e
TOP - 41017' SHRUB INV. IN - 399. 6' ce-x 440.90 43416 434.10 C9-51 450.16 436.16 438.16
REMOVE AND`RECONSTRUCT CUR INLET EXISTING STORM PIPE MH ~Y INV. OUT - 399. 9' CB-52 43.&84 42&19 42&09 - \ CB-33 42165 41115 413.16 -ss ss- ;AN I TAf?Y SEWER P I r'E~
TOP=4T 3.19 _ ly/ INV IN=408.53 i , - TOP - 400.62' - i _ - - A TOP \400,33' ce-s4 414.15 4OC75 x.75 DR A f P 1Y - - . - a-1 43134 {2834 414.34 - R A I N A E_ P 1 ES _ ~ \ I V. IN - 39e3.12 \
INV 0 T=4D8.49 J i INV. IN - - 390 r 4'14.34 X-X FENCES INVV IN 392,.85 a-2 437.00 426.80 r
INV. OUT -3J0.42' V INV. OUT\- 39 .71' Y V A q-4 437..337 443337 433.37 - - OVC~RNEAD UTIL[ IY" LINES \ \ ~1 a-5 452 n 44721 ~ F T T
~ - F,1 HYDRAN .6 45286 460.79 0. \ 0.-7 451.49 440.10 RCP - PE I NF ORLE J I:ONCREi TE P 1PE
\ \ \ \ 01-8 420.63 41193 41243 a-9 41895 412.45 412.35
_ , - - - - - - - ` \ LMP LDPRi GAT D Mt TAI PIPE G s P Dl, it k -7.N r PE S111H {22.52 409.82 409.42
w 1p- - s 1 - SEW E - SHNIiARY SEWER CLEANCOi ' \ \ \ sTMH 2 ,00.42 48249 +46.79 - BOTTOM OF 80.01
I / CURB" INLET - - EXISTING / , - ToP=400,59= _~L SS - SANITARY EWER ssm-a 42790 4146+ 413.30 \ \ \ \ - 41138 R =
~ s 445.43 E T ET A. I N 1 , N r 66431+-14 45194 \ \ SSMH-1.s 454.27 448.65 443.57 44&46 _~L - ES =FLARED E~"0.D CECTI [IN
PROPER INV OUT 391.12 - - P i ! \ /7- F \ \ \ Iss~+-16 456.43 447.02 44178 N V= INVERT
. / LINE, - - - ~ A SSMH-17 450.12 442= +4216 ~ , ~ MH _ - MANHOLE A \ \ V A A \ SSMH-18 444.70 441M 441.4e
~o ssw1+-19 443.67 440.43 426.66 PP POWER POLE 417.00.
6 9 / 192.821-1 - - % r CONCRETE
- - St 01 32 4 VIA _ -All v U' 61
S 02 ~0 51 E 39 J BAL_ARD L GHT POST
M HA 7 a AREA LiGN S 4,8 05 W
rl A CO L L rd N
STDRM-- STORM DRAIN
----GAS GAS I_ I NF-
E; EC UNDERGREUND ELECTRIC LINE
ss SANITARY SEWER LINE
GRAPHIC SCALE T H20 WATER ~TNE
YAGNMIC 20, 0 10 20 40 60 ------~T--- UNDERGRIli1ND 'El_EPHONE L [NE
( IN FEET )
1 inch = 20 [t. PRELIMINARY
NOT FOR CONSTRUCTION
PREPARED IN THE OFFICE OF: CLIENT: CLIENT: \\tpuuui//// DATE: PROJECT:
CAR / 1-28-04
¦ REX HOSPITAL H TAL SCALE: 1.C ~ - Q - 20r
l f MOB AND PARKING GARAGE VERTICAL SCALE:
NA
TITLE: REV. Na.: REVISION: DATE: DRAWN BY: CHECKED BY. MF1 C:= and Associates, Inc. TITLE: ` DRAWN BY: JNG EXPANSION (PHASE 1)
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. P.O. BOX 33068 - RALEIGIH, NORTH CAROLINA 27636-3068
Copyright Kimley-Horn and Associates, Inc., 2004 PHONE: [phone] FAX: [phone] GRADING AND DRAINAGE PLAN ~J •~p INE,~;.'(~~ DESIGNED BY: JNG K. ATTACHED REFERENCE FILES: JOB NUMBER. SHEET NUMBER:
1/ifIIII%%!\\\ CHECKED BY. 274011-B01.DWG SEAL: HKB 274011-Bo2.DM 011274011 C7.-2 OF 6 J6
I I -I-- ~

S
' TYPE A
LOCATION OF TYPICAL PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL SO' MIN.
6„ 2, 0„ SPOT ELEVATION (ADD euT suFTICIEHT To KEEP
2'_0" 6" FOR TOP OF CURB) J ~D"E"TON~'E
F 1/2„ R LE T SIDE 11• y , A A ~ -1 T , Sda LY^ , d w •#Ir2"-s STONE ro aE usED 2s• aR wrnN of
SEE DETAIL ( ) "CATCH" GUTTER E%ISTNG gsuROE sraFE oR RAluto, t PROPOSED STREET, ~ RCADrYLY ~B- • rAKHEVt7t IS ~ ~ A"'~'A 3'T~ NOTES:
3R r W ~ ~ ALAN vlEw (1) d = 1.5 71ME5 THE MAXIMUM STONE
6" a. r'S+-~ d OATS TYPE PWIiING RATE La DIAMETER BUT NOi LESS THAN 6 1NCNES.
i' ~ - ,~J K/ I r' i 1D -Nov 1 Tdl F~ J00 I~ ocn (2) d r' ABOVE MaxIMUM iAILwATER ' '4W / OR TOP OF CHANNEL BANK (WHICH-
r r~ ~ ~ ~ ~ ~ a d , { / J < ` < ~ dd. ; i Mar 1 - Ma 1 TaA FerWr J00 Iht/acro EvER IS LESS). n i ~ R AbnuQi Rye 25 16r/aar I ~ Fes a~ ac d I a ] " Mpr 1 - !pr 15 Toll FeraN 300 M/aro roonNC - s¢ Non:
r / / r BOLT INTO ~ ti , CONCRETE 6" ~:a L a d ~ - ~ I (3) La =LENGTH OF RIPRAP APRON. da . a
r ~ ~ , ~ . ~ BOX, TYP. ~ a o Apr IS -Jun JO HuMd Carnal 8amudagrar 2S b/ocn sECnw A-A I NElI CONSTRUCTION Jul 1 - Arp 15 Tol Frrcw aq 120 IW/OCro
r i rr•Brorntop MEkt 35 Ihe/aae S5 MM. IB NI4 i IE sTaxE wA> a. PRONOE c, mExnLE uxoEAUNETA aA
NEW 2 X 3 EXISTING 14" ' ROTATE SPILL EzISTING ROADwnY rror Soghum-Sudan Nybrldrt JO I~/sae a' (ax.) p1 wesxEO sTa+E eEOOlxc IAArEAIAL. i NOTES: FOOLING SIZE
OPENING - % A R DI METE ; GUTTER TO MATCH ADJACENT F1aE sl2E x+orx osvrn Ir Mw. ~ i $IopN (3:1 to 21) 6' MIN. '
OPENING PAVEMENT SLOPE - ~ J~/ ~ I IS' - N" 8' 12' Y~ zn" - de' 1Y 24' ~ MOr i - Jun i Serka Lerpedem (rCOnY'Nd) ~ ~t/OGro I TYPE B "'6" - 5E• 16' a6' ~i 'A/j ~ I ~ PIPE OUTLET TO WELL- DEFINED CHANNEL
r r r I i EXISTING ~ r ~ 30,. FABRIC UNDER STONE Mot 1 - 15 Add TaE frraw 120 acro
~ 1.5 DIAMETER - r ' (Mot i -Jun 30) Or Add wapinq lavpran 10 IEr/arn o~~
FRONT SIDE 48 RCPry OPENING, INV=391.0 ; CR055 SECTION Moe 1 -Jun 30 Or Add Hulled Canmon Brmwd 2S Ibs oar o~ ~o `cb~o ~ ( ) ~ / ~ Jun 1 - 5p 1 1enal Parcae and 120 la/aro ° o 0
A SECTI0~1. 30 CURB i U R~ A I V D ~ U TT ~ R r•~EM NINt 35 acro , S, o OP a
l Teter Sorghum-Sudon Hybrids 30 Itn/ocre ° e aANNa eorrw 'I. i NOTES: I
Sw 1 - Mr i Series Leepedem (Inhulled-urgean7ied) 70 Ibt/aero I d ~ aAO o _ - 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP alld TWI FeraN 120 Ar/Oar ~ p o ' - TO ENSURE CONSTRUCTION ENTRANCE IS USED. - a~ o '
NEW 2'X3' (Nov 1 - Ya 1) Add Abna:i Rye 2S lDt/afro o moo o>~ 2. IF CONSTRUCTION IXJ THE SITES ARE SUCH THAI ~®OQ'
OPENING d TH MU IS N T R M V Y TH V HI TRAV - - ~ vLAx Hex ° E D 0 E 0 ED B E E CLE EL LNG OVER THE STONE, THEN THE TIRES OF THE I ~ La
VEHICLES MUST BE WASHED BEFORE EN IERING THE " PUBLIC ROAD. .
i j CansuN Conrervati0n Engineer a Shc ColMrnaUon Savior for 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ~ Odd11rRM MdOflllotkn aaKernhp 011Nf ORrNMltlwr fp vrgkotkn Of I ON TO THE PUBUC ROAD, THE GOVERNING AUTHORITY I
20" X 20" EXISTING ORIFICE PLATE DETAIL ~ 8"~ `NLL GLEAN THE AREA AND INVOICE THE F]NANCI0.LLY "'i ~ drnu111 O/rOr. TM ODOYr refer Oro lhorr rlLkh do Moll undo RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL ~
RIGHT SIDE METAL PLATE ~ CONCRETE ~8 MAX. RESPaNSIBIUrY FGRM. ~ ~ kcal OIIMdoEM: other aM'inq roU eanbinaUar aro poaDN, 6 CITY of RALEIGH II GTY Of RALEIpI
(SEE DETAIL) TOP VIEW RISER BOX CENTRAL ENGyNEERING DEPARTMENT ! raTNlNaory - Reseed aeeoMYlq t0 optimum reason fa desired permanent ~ CENTRAL ENGIIEERIIGG DEPARTMENT wgrlrlMn. Do rat dkw trnporary cover to grwr awe 1Y in hdght beforo sECna+e-e
REVISIONS oArE. onrE oaanW er, DRANK ~ I r fEM/ A maie0, afhrrrirt Tescw may t» rhodrd ouR I CONSTRUCTION ~~TT
VARIABLE CURB ENTRANCE i IP sraLe ou.> e'. vAOhoE cEOTExnLE urtcALnEA av d' (111N) js1 NA4EO STOLE BEOaNC YAIERILL PROTEC IIV~~
SEE SECTIONS 6' SEEDING SCHEDULE srv. a loa (REVISED: 1-1-BB) sTD.B 4D.2T
' ~ ;
I
A 10'-0 MAX. . _ _
EXISTING - BETWEEN JOINTS ~
CONCRETE
RISER BOX ; EXISTING CONCRETE STORM GRAIN , INLET PROTECTION 1 n j ! 1 I
3 ~ 3' ~ RETAINING WALL, TYP. ~ i a ~ FRONT 1IIEW: 30 CURB CURB AND GUTTER ~ I 1
DEflNI110N ~ ; I i o A SEgMENT RTER OR AN EKCAVATED IMPOUrpiC AREA AROUND A STORM ORAe!
NEW 2 X 3 DROP INLET, CURB MLET, OR PTE NVc"ItT. ~ 1
OPENING 4 2 , PURPOSE ~ awss r Ala AAV(sEE sacra, rHAU ensN eaew)
TO PREVENT SEDWENT FROM ENIEWIG STORK DRAINAGE SYSTEMS PRIOR TD ~ ~I 2qr / , 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES ~ ~ ~ I PERMANENT STABILIZATION OF TFE DISTURBED AREA. DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. ~ ! \
I IP AAP HEADWALL coNDrnoNS WHERE PRACncE APPLIES ~ 'alai j 2.} RIP THE ENTIRE AREA TO 6 INCHES DEPTH. ~ ,
NT O ES' MERE STORK l1RAI1 INlE1S ARE TO lE MADE OPERATIONAL BffORE PERMANENT i~ STABIUTATIIN OF THE dSNRBED AREA. DIFEROfT TYPES OF STRUCTURES ARE AP- 3.} REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS ' / ~ ~ '~i,~~~ "
~ ALL CONCRETE USED IN CURB AND GUTTER SHALL BE M H A MINIMUM 4 P I. I R1CA~E ~ D~E~T LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. ~ seoHeNrsr~~p~llUlllllll wA o STONE. r n+a x r wa MIN. ~ S LL BE ,000 S ~ AAA
~ ~ SAME INVERT ~ ~ AS EXISTING 4.) APPLY AGRICULTURAL LIME, FERTILIZER AND SUPERPHOSPHATE / e _ UNIFORMLY AND MIX WITH SOIL (SEE BELOW /I ~ I I 1
a2 WHERE 'CATCH GUTTER TRANSITIONS TO SPILL GU iiER ~ OPENING ON ~ ~ TRANSITION CENTERED ON THE TRANSITION POINT SHOWN SPILL GU TIER (AND VICE VERSA CONSTRUCT A 5 FOOT SILT FENCE DROP INLET SEDIMENT FlLTER ~ ~ POINT SHOWN ON THE PLANS. HOLD LINE AND GRADE OF A. v.v. RESSTANT (BUaq cEOTExn.E OR EpAV. FABRIC CUT FROM A S.) CONi1NUE TILLAGE UNTiL AWELL-PULVERIZED, FIRM
FRONT SIDE TOP OF CURB, ROTATING GUTTER AROUND FLOWLINE. FLOWLINE. cDNnNUaus RDLL TD MINIMIZE JDINTS (MUST HAVE AT LEAST I) . REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 61NCHE5 DEEP.
- ~ - ~ ~ 3 1 ~2° EXPANSION JOINT EVERY 90'. B. STAKES SHALL BE TREATED 2"x 4", 2'x 2' OAK, DR EWIV. METAL i PERSPECTIVE VIEW WITH A MINIMUM LENGTH of a o FEET. ~ 6. SEED ON A FRESHLY PREPARED SEEDBED AND ' NG SCALE tl9g` COVER SEEDING. atAV£L s aro AAa PLrEA eEAN eApN GEraIL
c. STAPLES sHau BE of HEAVY DurY WRE AT LEAST I/2- INCHES LDNC. SEED ! I'~HTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER Is GESwEO ro PAOrea EWSnxe Plr~ INVERTS D. STAKES SHALL BE SPACED AROUND THE PERIMETER OF THE INLET A naT DRAIN w AcAES aA LESS.
' I ®LIQUID MEMBRANE CURING COMPOUND SHALL MEET Trit F M T THi RE UREMENTS OF SECTION 1026- F N T MAXIMUM OF THREE FEET APART AND SECURELY DRIVEN INTO THE GROUND ] M IMM A Y N A AN H R M _L EE Q 2 0 CDO (MINIMUM of LD FoaT~. ) ULCH EDI TEL AFTER SEEq G ND C 0 ULCH.
STANDARDS & SPECIFICATIONS FOR ROADS AND STRUCTI AND STRUG TU RES. ~ E. A TRENCH SHALL BE EXCAVATED APPROX. 4" WIDE AND 4" DEEP ~ ~ AAUS ra ec olsnAaco sEUIUENr sroAAa: vlr~lrrvEAr ale, FILL, Era FL000 SrOAAGE ZONE PoP AAP HEADWALL ARDUND THE DursIDE PERIMETER of THE STAKES, I B. INSPECT ALL SEEDED AREAS AND MAKE NECESSARYREPAIRS OR
1I 1 , EXISTING - - _ - ~AL~ CC~'JST ~ ~ _ _ - -LED WITH JGI~, ) NA NRAL .D WI IH JGC. ' - ~ r'~/~~'- - -~'2 GAUGE WIRE, a'x a° DA d-x 2" RESEEOJNGS WITHIN THE PLANTING SEASON, AF POSSIBLE ~ e ~ N~Falw
1 " EXISTING 48 RCP ~ NCDOT ROADWAY STANDARD DETAIL 846.07. WIRE AND FABRIC SHALL BE STAPLED rD THE wooDEN STAKES STAND SHOULD BE OVER 60X DAMAGED, REESTABUSHFOUAWING ~ 'tow ~ I s j (FABRIC FASTENED TO THE WIRE Ai THE TOP WTH N1RE TIES) ~ i. sass 1 my-Am PLIEA FA&VIG
48 RGP i WITH s" GF THE FABRIC AND a° of THE WIRE ExrENDwc INTO ORIGINAL LIME' FERTILIZER AND SEEDING RATES' xNUpM°ACC"EPEA,~ ~1 N<sNEO sra,E THE TRENCH. THE HEIGHT OF THE FILTER BARRIER SHALL BE ~ UNLESS orxERxlsE uAx. sewvENr oEPnr(aEAx ar aaxq
~ ~ ~ Is' MIN. AND Nor EXCEED re' 9. CONSULT CONVERSATKNJ INSPECTOR ON MAINTENANCE TREATMENT xorEo G, LHE TRENCH SHALL BE BACKFIELD WITH SOIL COMPACTED OR } , 1 AND FERTIUZATKIN AFTER PERMANENT COVER IS ESTABLISHED.
ORIFICE PLATE ~ n _ SEE DETAIL ~ ~ cNUSHED sroNE ovER 1HE FABRIC. ~ SECTION THRU BASIN, FILTER AND CULVERT PIPE j NO SCALE 1
~ ) II ~ 'APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ STAKES DROP INLET WITH GRATE i ACRE IN CUY SOILS) ;
~ THREE 3 EXISTING ~ NOT TO SCALE O WIRE ' FERTILIZER - 1,000 Iba. /ACRE -10-10-10 (EXISTING PIPE INVERTS)
14" ORIFICE OPENINGS - , I I SUPERPHOSPHATE- 500 Ibs> /ACRE -207 ANALYSIS FILTER FABRIC N07ES i MULCH -2 TONS /ACRE -SMALL GRAIN STRAW
1 WITH PLATE FOR , . ~a sxEET ar ovEAL,wo ELaws ~ I _ _ _ . a+LV caouxo sLOVE xor ro I ~ ANOTHER -ASPHALT EMULSKNJ 0 300 GALS./ ACRE ExOEEO ex NAx. o.A. -
(3) 1.5" ORIFICES ~ ~ a ~ ~ _ SEDIMENT LADEN RUNOFF Ate. 1 Aa+E I i
p. 011Y GF RAIDpI GY1Y Of RALEIpI
i LEI/TRAL EAC/IEERNC DEPARTMENT I CENTRAL EAICWEERIfG DEPARTMENT
. t m i I ~ ~ m FILTERED WATER i STORM GRAIN I I GRAVEL ES RIP RAP 1
11 ,l , 8UR]ED WIRE & FILTER FABRIC INLET ~ } HORSESHOE PROTECTION ' i INLET BASIN
I i f I ~ I ' srn. r las/ STD. 11,11 i
SEEDBED PREPARATION
T I VI W RI HT SID VI W FRON
1/2" EXPANSION JOINT 1/2" CONTROL JOINT I
f I
f
BROOM FINISH CONC SURFACE
z AREA INSIDE OF TOOLED EDGE J ~ TO CREATE PICTURE FRAME EFFECT
I
W W i
NOT TO SCALE 1 I
(n~ ~
I ~ ~ i
QQ i ~ ~ i
ow 5'-D" TYPICAL w? BROOM FINISH CONC SURFACE SMOOTH TOOLED FINISH
a o AREA INSIDE OF TOOLED EDGE AROUND ALL EDGES, TYP i
I Q TO CREATE PICTURE FRAME EFFECT UZ i
0 ~ I Z~
Qa 6"x6"x6 GUAGE z~ 3000 PSI COMPRESSIVE WELDED WIRE FABRIC SEE SITE PLAN
= STRENGTH CONCRETE FOR DIMENSION
Qo i z 3„ 4„ 3„ 2„
~ ~ Q 1 /4"/Fr 2 2 1 CROSS SLOPE 1" i
a d A ~ _ d
A ° d ~ ° d ~ A
1 2" PREMOLDED 1/2" CONTROL JOINT
EXPANSION JOINT FILLER, I~
ALL EDGES SQUARE.
PA I N TNT NTR TNT TI EX NS 0 JO CO OL JO SEC ON
N F OT OR CONSTRUCTION I r
NOT TO SCALE
Z 0 E Om 101E ZO O GENERAL NOTES: Z m FRAME ORATE AND HOOD M V S H Hp4 y SACK OF CURB NO. 540.03 0 USE CLASS "B" CONCRETE THROUGHOUT. cc F Q EXPANSION JOINT Q X 1'-O„ PROVIDE ALL CATCH BASING OVER 3'-S" IN DEPTH WITH STEPS 12" Q I
r4 -1 6" A 6„ OPTIONAL MANHOLE N F a6 T. ~ < = Co p Q C S" E 4'-8" 4'•8" Q H ` y , O ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.°8. Q 3 ,
W1 (FT 0 NOTES: Q ~ • Z E GENERAL NOTES: Z C/) O 0 8" ' THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING Z ~H O Q ti y F4 a 1~.) f+ CD . r p -11-4 Co y 8„ CHAMFER ALL EXPOSED CORNERS I". LL J O CD m O STANDARDS: 838.21, 838.27, 838.33 AND 838.39, w J a r4 = 10 z;5 H V T. co) y 1-1 = V M N '11 TOP ELEVATION OPTIONAL CONSTRUCTION • MONOLITHIC POUR, 2" KEYWAY, OR 04 BAR DOWELS AT FZ•1 ¢ C) O O 1 e„ all (L J Oy O -1 12 CENTERS AS DIRECTED BY THE ENGINEER. LL J O 1,y LL JaM= mZ = -I W4 BARB "V" 9 840.00 FAME J S Z mz =-H Y y d 2
M Z S O O CL Z r- D USE CLASS "B" CONCRETE THROUGHOUT. Z= D ' INSTALL PRECAST ENOWALLS WITH WINGS AND PAY 00,55= M L.- y DON= M D - - USE FOAMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. OOy= O O co = r4 -4 E AL SPACES GRATE a HOOD T¢, _ _ W p o n m 1 x 1 n W Q LL= O O T C•3 m A IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB W Q LL H U O= = T z D 3,r H 0 Tq, O T Z m 3° c~. B AS SHOWN ON STD. NO. 840.00. H U O= 7g, ~ ~ ~ CD
X 1 FOR IN ACCORDANCE WITH SPECIFICATION SECTION 888 W 'ZJ L4 =O?nIj - - _ _ OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY OR W W= 2 D D X - F U O - Z USE 4000 PSI CONCRETE. ~ a C Zy _ D \ p 04 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER. Q y1.0" 1'-0" , a N N r H =0000 PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTY AB1° H = i S D ID o 4= \ i F- N Q Ile H = W Z M •D 9 \ H = ~ Z W.M 9j o. 8" 8" x USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. F _ ~ Z W
=C@50 - - m m 'r T y~ USE FORME TO CONSTRUCT THE BOTTOM BLAB. N S Z w z H,.H r -1 is W Z N k> m y H O O w FOR GRADE 80 AND WELDED WIRE FABRIC CONFORMING LL 1 H O A M / LL mom I~ LL IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, p: M C) O S Z 9 - TO ASTN A185 WITH 2" MIN. CLEARANCE. p O y O LL p O r4 N LL O0 J N.R o,'. " a 8" l4 FOR 8'-0" IN HEIGHT OR LESS USE 8" WALLS AND BOTTOM SLAB. OVER N F u- O " - O a. o. q 0 8'-0" TO 18' O" IN HEIGHT USE S" WALLS AND BOTTOM BLAB. ADJUST Cr O O W - n Z n, m iN , w O co zz QUANTITIES ACCORDINGLY.
n 2 T ADD TO BASE AS SHOWN ON STANDARD NO. 840.00. O y -H , ?4 D - - y - - 2 "F4 D D o PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Z z ,wDD > > I~ e'•a" z DD z ,r1 D R - R m PLAN CONSTRUCT WITH PIPE CAOFM9 MATCHING. F.1
{-D4 _ PROVIDE ALL JUNCTION BOXES OVER 3'-8" IN DEPTH WITH STEPS ?-H <N H2 HZ . OSHA STANDARD 1928.704. aQ w , - 12" ON CENTERS IN ACCORDANCE WITH STO. NO. 840.8°. W O yO CS/RCP PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY W yp 3„ p Z H1 H1 CONTRACTOR G W C fn C 1 m m LL CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES W O O ' PLAN X SEE NOTE CHAMFER ALL EXPOSED CORNERS 1". W O IS3
Z ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES 111 1 -LL ^ TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARB " ALL ELEMENTS PRECAST TO MEET ABTM C913. a a DRAWING NOT TO SCALE. ' O z L o TOP z TOP ELEVATION SECTION X -X C3 - , x w 9° m w ELEV• EXPANSION JOINT-7 o m USE FLAT m
Y BEE STANDARD 840.54 SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE m1 - WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR FOR MANHOLE COVER i FRAME Y4 "A" HEIGHT BRICK MASONRY, OPENING IN TOP SLAB,) y - - - - AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. m m m m GRADES 2% AND UNDER TOP ELEVATION
PLAN OPTIONAL SPADED 8 - - - - - - - -0" C. TO C. MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP - " CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". BRICK MAY BE USED ELEVATION 18 12 FEET. T FAME GRATE AND HOOD STEPS • STD. NO. 840.88 DEPRESSED GUTTER LINE SEE STO.ND. 840. STEPS • STD. NO. 840.88 03
TO ADJUST FRAME i O.C.(TYP.) 6" 8" O,C.(TYP.) 8" COVER TO SURFACE L REFER TO CHART 3'•0"I 9' 0" 11-0" S EXPANSION JOINT M~A
ELEVATION MAX. 1' -n REFER TO CHART FOR BAR SIZE 0 FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE R6 BARS J v r R4 BAR _ = V TN AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION , = PLAN OF TOP SLAB SECTION S-S TDP ELEVATION. - J m ¢ m ° x z ELEVATION p z _ - -
0 2 0 x N = z ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. J e 00 14 ILO.. ZMG) Z Q p o o °d °L A LL J° G) NORMAL CURB AND GUTTER ON LIGHT GRADES r u• N Or L.
Z N OUTLET PIPE m J 0 F4 Z N O y ° N Z O Lu = N O = M .a9 B B" ° Ey B. O y 2 s fA Z LU r N 8x o ' E- Z 0 NORMAL GUTTER LINE
i w 1A2 " EORF " =(L m y Z 3C W a - - W ro = m W A I 6+~ M a N '4 ENDWALL DIMENSIONS 0. -11 7 O INLET PIPE SECTION - _ H Z N , EXPANSION JOINT 8„ M m a 8 x M m d W W S" E WB "W" BARS W4 BAR 8 w m TA C w Q n ' 111 N TDP a m SECTION Y-Y B^ Q
MIN./MAX. MIN./MAX. MIN./MAX. 2 -1 '4 -1 v ES VCR 2% ELEV. - 't o . cc 'j 04 BARS "Y" USE ON GRAD C = m D e^ D G W a = m Z B EQUAL SPACE p O V
-H M Z ° C-C OR D-D DOWEL O v J _ D Z W2 (FT.) FT. MINIMUM MIN./MAX. MIN./MAX. _ i a ~ C. O SECTION X-X c z a o Z D PIPE DIA.; BAR SIZE HI (FT.) H2(FT.) D (FT.) W1 W2 O W C4 W n C O D - 1U' - BEO DEPRESSED GUTTER LINE Q Lo C 0 D= RISER HT. all '1F O
C O O D aZ 1.0 W5 @ 8" 1,2512.00 2.0013,75 1,2511.75 3,0013.75 5.5018.00 Q r Z Q p N v O ~ m l DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES D O 7 1.25,2.00 3.0013.75 1.2512.00 O Q w TJ1 _ EXPANSION JOINT Q V O 30 m p VARIES 1 •0 all .v; Q V 04 11~~ "U z z n p 1" W I C p Bx SEE NOTE a R
D Z O ¢ r 1.2_5 W5 @ B" - 3,50/3.75 j 8.50/6.75 Z S 01 ro Ill Cf -1 DIMENSIONS OF BOX AND PIPE REINFORCEMENT TOP BLAB CUBIC YARDS TOTAL QUANTITIES DEDUCTIONS FOR ONE f = C7 y BARS " F Q F SECTION J-J Q W= F = D DOWEL ELEVATION y f' _ ^ Pe WHERE 90' TO" rlFe Is USED
PIPE SPAN 9 M = 1.50 W5 @ 8" 1.25/2.00 3.00/4.25 1.5012.50 3,50/3.75 6.5016.75 A" DIMENSIONS IN BOX BOX AND SLABS PIPE W YDS. D V WIDTH HEIGHT H W CL 'Ti t„I 8" > C4 /2.50 4.00/4.75 1.7512.50 4.00/4.25 7.5018.25 CO) D y ~ O y m T 2.0 N5 @ 8" 1.50 J 8" TOP BOTTOM I91L1 LOS. CU. YDS. W = N M = H 1 i Z O ' D A B N ND ~ " X . LENGTH E F y f>, g SECTION R-R NORMAL CURB AND GUTTER ON STEEP GRADES N W SECTION M-M W1r 113 M = WHERE 42" TO 54" PIPE IS USED = N _
= Z EXP. JOINT , - Z SLAB SLAB R. UHT. REINF MIN, "H" c.s. R.c. x - Z Z I D _ 2.5 i N5 @. 8' 2.50/3.50 4.00/6.00 12.00/3.00 4.50/5.5 l0 0.00/11.50 w y y - - - - - O V w ~ ~ I co W m z y v m M Z WHERE 30" TO 38" PIPE I8 USED ic y M H J y p MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN (BASED ON YIN. HEIGHT, H. WITH NO AIBER " 1..1 = (A G'1 RISEN HT. DIMENSIONS OF BOX AND PIPE COVER W. YDS. CONC. IN BO DEDUCTIONS J O M VARIES J O
T' O 2" 2'-0" 2'-0" 2'•3" 12 2'-9" 3'-0" 9'•0" 0.187 0.187 0.186 22 0.730 0.018 0.024 D 1 ~ of W 11" 9 J Z 3 0 3.0 M5 @ 8" 3.00!3.50 5.00/8.00 2.75/3.50 5.25/5,75 11. -11 1 M V 2 m '-3" 0.198 0.198 0.204 24 0.902 0.023 0.036 0 t4 O O 15" 2'•3" 2'-3" 2'•6" 12 3'•0" 3'•3" 3 i v O e 3 0 e 3.5 N5 @ 8" 3.2514.50 6.00/6.75 .3.25/3.50 6.00/8,75 12.00/13.25 Z W rA p Lu M Z PIPE SPAN WIDTH WIDTH SPAN MIN. HEIGHT DIMENSION BAAB•U BARS-V BARS-W TOTAL TOP BOTTOM •mX COND. ONE PIPE Z Z O e~ _ ^ co z M D A 8 C 0 H E F NO. LENGTH N0. LENGTH NO. LENGTH LBO. SLAB SLAB X[1 H C.Y. R.C. Z W
a ' x 1B' 2'-6" 2'•6" 2'-e" 14 3'a" 3'-6" 3'•6" 0.227 0.227 0.222 30 1.065 0.033 0.049 w y r = w 4.0 W5 @ 8" 3.50/4.50 6.50/7.00 3.25/3.50 6.50/6.75 13 00/13.25 Q QQ 12" 3'-0" 2'-2" 2'-9" 0.235 0.772 0.015 0.026 T O 15" 3'-0" 2'-2" 3'-0" 0.235 0.829 0.023 0.088 o e ~ VI A
- 24' 3'-0" 3'A" 3'•3" 15 3'•8" 4'-0' 4'•0" 0.288 0.298 0.258 40 1.434 0.069 0.085 x r L IL O PLAN 4.5 W5 j1-- 8" 4.0015 00 6.50/8.50 3.25/4.00 7.00/8.25 13.50/15.75 IL 30" 3'-6" W-8" 3'-9" 18 4'-3" 4'-6" 4'-6" 0.376 0.375 0.296 51 1.SSO 0.082 0.127 LL A 18" 3'•0" 2'-2" 3'-3" 0.235 0.8B7 0.033 0.049 Bx,I m op 24" 3'•0" 2'•2" 3'-9" 0.235 1.001 0.058
36" 4'-0" 4'-0" 4'•3" 20 4'•9" 5'-0" 5'-0' 0.483 0.483 0.333 64 2.341 0.132 0.178 5.0 #5 @ 8 4.50/500. 7.00/8.50 3.25/4.00. 7.25/9.25 13.75!15.75 T 42" 4'-6" 4'•6" 4'-e" 22 5'-3" 5'-6' 5'•6' 0.580 0.560 0.370 77 2.878 0.180 0.243 5.5 N5 @ B' 4.5015,00 7.50/8.50 3.25/4.00 7.25/9.25 14.00/15.75 30" 3'-0" 2'-2" 3'-4" 4'-3" 1'-2" 4'-0" 4 -6" 2 3'-9" 3 3'-9" 39 0.123 0.321 1.433 0.092 0.127 0 . LL el 4 38" 3'-0" 2'-2" W-10" 1'-S" V-0" 4 3 3'-9" 3 3'-9" 43 0.181 0.358 1.714 0.132 0.178
48" 5'-4" 5'•4" 5'-3" 26 6'-3" W-4" 8'•4" 0.743 0.743 0.407 111 3.823 0.235 0.317 5O R't5 @ B" 4.50/5.00 7.50!8.50 '.3.25/4.00 7.75/9.25 14.75(18.75 42 3'•0" 2'•2" 4'-6" 5 •3 i'•5" 3'•2" ! i'•B" 2 2'-11" 3 2'-11" 32 0.112 0.318 1.738 0.180 0.213 WHERE 42" TO 64" PIPE 19 USED e ° ° o•.o 48 3'-0" 2'-2" 5'-0" 5'•9" 2'-0" 3'-1 3 2'-11" 3 2'-11" 35 0.145 0.362 2.082 0.235 0.317^ "
SECTION Y-Y 54" 5'•10" W-10" 5'-9" 28 8'-7" 6'•10" W-10" 0.865 0.855 0.444 125 4.283 0.297 0.401 DETAIL SHOWING METHOD SHEET 1,01P 1 EET 2 O643'-02'-2" 5'-7" 8'-8" 2'-7" 3'-2" 4 2'-10" 5 2'-11" 3 2'-11" 41 0.180 0.388 2.387 0.297 0.401 SHEET 2 OF 2 IIIIHIEET 1 OF 2 OF RISER CONSTRUCTION
SHEET 1 OF 1 60" 8'-6" 8'•6" e'-3" 30 T-3" T-8" T-6" 1.042 1.042 0.481 145 5.090 0.367 0.496 SHEET 1 OF 1 SHEET 1 OF 1 SHEET 1 OF 1 88" " RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT PLAN PLAN SHEET 1 DF 2 838.80 40840.02 840.02 211
840.31 7'-1" 7'-1" W-9" 32 T-10" S'-1" 8'-1" 1.210 1.210 0.518 189 5.917 0.4" 0.589 840.31 838.80 838.80
PREPARED IN THE OFFICE OF: CLIENT: CLIENT: \\\N11~~IUp/ DATE: PROJECT: 1-28-04
,ul / HORIZONTAL SCALE: \ .V
KimleywHorn • pFESSlO N/A :Q~ CAL SCALE: REX HOSPITAL .0" MOB AND PARKING GARAGE
_ N/A
TITLE: •'1.W = DRAWN BY: TITLE: i
iates REV. No.: REVISION: DATE DRAWN BY: CHECKED BY: Inc. and Assoc, 11 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse V, EXPANSION (PHASE 1) JNG DESIGNED BY:
of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. P.O. BOX 33068 - RALEKdH, NORTH CAROLINA 27636-3068 CONSTRUCTION DETAILS JNG CHECKED BY: ATTACHED REFERENCE FILES / ~N K• \ JOB NUMBER. SHEET NUMBER:
Inc., 2004 PHONE: [phone] FAX: [phone] Copyright Kimley-Horn and Associates, SEAL: HKB 011274011 C-5 of 8